Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Permit D15-0157 - NGUYEN RESIDENCE - NEW SINGLE FAMILY RESIDENCE
VUI NGUYEN RESIDENCE 3850 S 126TH ST Dl 5=01 57 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 COMBOUR PERMIT Parcel No: 7340600540 Permit Number: D15-0157 Address: 3850 S 126th St Issue Date: 11/12/2015 Permit Expires On: 5/10/2016 Project Name: VUI NGUYEN RESIDENCE Owner: Name: LE TIEN Address: 13235 8TH AVE S NGUYEN VUI, BURIEN, WA, 98168 Contact Person: Name: TIEN LE Phone: (206) 778-2655 Address: 205 S 112 ST, SEATTLE, WA, 98168 Contractor: Name: AFFIDAVIT-TIEN LE Phone: Address: License No: Expiration Date: Lender: Name: TIEN LE Address: 205 S 112TH ST , SEATTLE, WA, 98168 DESCRIPTION OF WORK: NEW SFR - 3734 SF LIVING SPACE, 656 SF GARAGE, 200 SF UNCOVERED DECK Project Valuation: $506,514.80 Fees Collected: $13,198.70 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Occupancy per IBC: R-3 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: 125 Sewer District: VALLEY VIEW SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-466: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: ChanneIization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 276 Fill: 172 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: 1 Street Use: 1 Water Main Extension: Water Meter: No l f Permit Center Authorized Signature:OWVIP" Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Date: Print Name:/�✓ //s_ This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: 'BUILDING PERMIT CONDITIONS' 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in a timely manner. S: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall be submitted to the Building Official. The final inspection report shall be prepared by the approved special inspection agency and shall be submitted to the Building Official prior to and as a condition of final inspection approval. 6: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 7: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 8: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 9: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 10: All wood to remain in placed concrete shall be treated wood. 11: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 12: 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. 13: 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. 14: 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). 15: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 16: 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. 17: 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. 18: ***MECHANICAL PERMIT CONDITIONS*** 19: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 20: 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. 21: Manufacturers installation instructions shall be available on the job site at the time of inspection. 22: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 23: 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. 24: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 25: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 26: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 27: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 28: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 29: 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. 30: 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. 31: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 32: 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. 33: 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. 34: 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. 35: 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. 36: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 37: 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 38: 'PUBLIC WORKS PERMIT CONDITIONS' 39: Schedule and attend a 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. 40: 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. 41: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 42: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 43: 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. 44: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 45: Any material spilled onto any street shall be cleaned up immediately. 46: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 47: 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. 48: The Land Altering Permit Fee is based upon an estimated cubic yards of cut and cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 49: 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. 50: 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. 51: Work under this permit shall comply with Geotechnical Engineering Study, prepared by Geo Group Northwest, Inc., dated April 18, 2004; Geotechnical Engineering Report, prepared by Geo Group Northwest, Inc., dated August 3, 2015; Addendum to Geotechnical Engineering Report, prepared by Geo Group Northwest, Inc., dated September 2, 2015. 52: Rockeries shall be constructed per the most current Associated Rockery Contractors (ARC) Standard Rockery Construction Guidelines. In the event that a rockery cannot be installed per the ARC, the applicant is required to notify the Building Department immediately and submit alternative engineered plans for a retaining wall, including structural calculations. 53: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft. _ $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 54: Conveyance of Public Improvements shall be signed by the Owner/Applicant as part of the Turnover process; all prior to Public Works final. As part of the turnover, Owner shall provide As-Builts & an ACAD CD. 55: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 56: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 57: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 58: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay $300.00 under PW permit C15-00xx. 59: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 60: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a ROW Hold Harmless Agreement for work within the Public right-of-way. 61: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Sensitive Areas Ordinance Hold Harmless Agreement. 62: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 63: 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). 65: 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) 66: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 67: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 64: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 68: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at(206)575-4407. 69: The City's Urban Environmentalist shall approve planting location and species of the eight (8) required replacement trees prior to installation. Replacement trees shall be 1 inch caliper to promote better establishment on steep slopes. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL" 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 4035 SI-SOILS 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUK. :A Community Development Department • Public Works Department • Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www. Tukwi]aW A.��ov Combination Permit No. K-01-9-1 Project No.: Date Application Accepted: Date Application Expires: �� lc/ (For office use on1v) 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 IV* King Co Assessor's Tax No.: 34 0 6 1-4 O Site Address: -- ) 2�,f-pU lQit�n%✓�! c. l� �A Ir .. a /•� 4/,A- qi 13/6 2P N106-114 0�1 Dil� PROPERTY OWNER Name: h Al G Address: 2- City: s State: LAM -Zip: 9 9167 e� � CONTACT PERSON - person receiving all project communication Name: fe -J ter Address: City: State: L4JA— Zip: �16� Phone: Fax: Email- Q /or& C— - GENERAL CONTRACTOR INFORMATION Company Name: OWA— Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: }t / m f /► Architect Name- } ul IG� C Address: J �� -C 3 tZL ,112, `cle City: MeNd ' _ra, / State: t.{)V Zip: r� b Phone:6 , . Fax: Email: ENGINEER OF RECORD Company Name: Engineer Name: �440 M/E Address: Q �k f- aK City: n r� State: Zip: Q• �Q �� Phonf,�k 2-n -,, -,, o Fax - Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: o,Yv Address: City: State: Zip: H:Wpplications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 Page 1 of 4 bh PROJECT INFORMATION — Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): Dad.nJ" CR&JiW . f-kaM J8- Lk DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 2 6 ?3 I" floor rZ 6 2°d floor Garage carport ❑ Deck — covered ❑ uncovered [ ?-6 2,3o Total square footage 01 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: Value of mechanical work $ v-lVvV fuel type: ❑ electric * gas furnace <I00k btu 3 appliance vent Z ventilation fan connected to single duct thermostat Z wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING: �000 Value of plumbing/gas piping work bathtub (or bath/shower combo) bidet I dishwasher 2-floor drain 7 lavatory (bathroom sink) sink water heater (gas) lawn sprinkler system Z clothes washer G shower water closet Z gas piping outlets H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 Ldocx Revised: August 2011 Page 2 of 4 bb PUBLIC WORKS PERMIT INFORMWION — Scope of work (please provide detailed information): iO&.,);a'a (g,_ f r-Z'-'rel GLc� r Call before you Dig: 811 Please refer to Public Works Bulletin #.1 for fees and estimate sheet. WATER DISTRICT ❑ .. Tukwila )d ... Water District # 125 ❑ ... Highline ❑ .. Renton ❑ .. Letter of water availability provided SEWER DISTRICT ❑ .. Tukwila &.Valley View ❑... Renton ❑ .. Seattle ❑ .. Sewer use certificate ❑ ...Letter of sewer availability provided SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. Civil Plans (Maximum Paper Size — 22" X 34") .. Technical Information Report (Storm Drainage) Geotechnical Report El ... Hold Harmless — (SAO) ❑ .. Bond El... Insurance El... Easement(s) ".Maintenance Agreement(s) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES MARK BOXES THAT APPLY): X.. Right -Of -Way Use - Potential disturbance ❑ ... Construction/Excavation/Fill - Right -of -Way ... ❑ -or- Non Right-of-Way.Aj ❑ .. Total Cut — Cubic Yards El ... Work In Flood Zone El.. Total Fill Cubic Yards F'l... Storm Drainage PkIi ,[.. Sanitary Side Sewer El ... Abandon Septic Tank Trench Excavation ❑ .. Cap or Remove Utilities El ... Curb Cut (. Utility Undergrounding �.. Frontage Improvements ... Pavement Cut ❑ .. Backflow Prevention - Fire Protection " ❑ .. Traffic Control ❑... Looped Fire Line Irrigation " Domestic Water ❑ .. Permanent Water Meter Size ............... WO # ❑ .. Residential Fire Meter Size ................. WO # ❑ .. Deduct Water Meter Size ..................... " ❑ .. Temporary Water Meter Size .............. WO # ❑ .. Sewer Main Extension .....................Public ❑ - or - Private ❑ El.. Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ .. water ❑ .. sewer ❑ .. sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: WATER METER REFUND/BILLING: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:4Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 Ldocx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — A_ .,LICABLE TO ALL PERMITS IN THIS A- LICATION — 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 1 HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER OR AUTHORIZED AGENT: Signature: Print Name: Date: ( 2,5'—7Z I Jr Day Telephone:_6c;'04) - ? 9 - 26Ts Mailing Address: oZ it W/,-- UJ k R 916 city State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-I l.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 Al 6%,y J kQJZ6&,J c-- PERMIT # D kr - d f -r 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. 2 3 APPLICATION BASE FEE Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements Calculate improvement -based fees: B. 2.5% of first $100,000 of A. lood S�noa C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume a -7k cubic yards Enter total fill volume 1 " 7 'L cubic yards 250 (1) -ii000 Z� < $ 2-75 (4) Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees '0 (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 54,Z 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 12/17/14 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 5 (6) 1 � 7. Pavement Mitigation Fee ,' $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 113 to estimate the pavement mitigation fee. 91 Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. 00 $ - Z (8) QUANTITY IN CUBIC RATE YARDS 50 or less $23.50 51-100 $37.00 101 — 1,000 $37.00 for Is' 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1" 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001— 100,000 $325.00 for the 1" 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1 St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Technology Fee (5 % of 6+8) Approved 09.25.02 2 Last Revised 12/17/14 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) E. Allentown/Foster Pt Sewer (Ord 2177) F. Special Connection (TMC Title 14) G. Duwamish H . Transportation Mitigation I. Other Fees (9) $ $ %�l3 $ �a Total A through I $ 1,013, (10) Z3 DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ / 379 If 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 i Size (inches) stallation Cascade Water Alliance RCFC 01.01.2015-12.31. 0 5 Total Fee 0.75 $625 $600 $6630 1 $1125 $1546112.50 $16,137.50 1.5 $2425 A30,025 $32,450 2 $2825 8,040 $50,865 3 $4425 $96, 0 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 / Temporary Meter \ 0.75" $300 2.5" $1,500 Approved 09.25.02 3/Z�}` Last Revised 12/17/14 / DESC I RIPTIONS• QUANTITY PAID PermitTRAK $10,028.26 D15-0157 Address: 3850 S 126th St Apn: 7340600540 $10,028.26 DEVELOPMENT $4,882.10 PERMIT FEE R000.322.100.00.00 0.00 $4,877.60 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $2,073.88 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 FILING AND RECORDING FEES R000.341.200.00.00 0.00 $151.00 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $275.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $275.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $72.00 TECHNOLOGY FEE $283.28 TECHNOLOGY FEE R000.322.900.04.00 0.00 $283.28 TOTALPAID $10,028.26 Date Paid: Thursday, November 12, 2015 Paid By: VUI NGUYEN Pay Method: CHECK 1122 Printed: Thursday, November 12, 2015 11:29 AM 1 of 1 `� rsrr,ss Date Paid: Thursday, June 25, 2015 Paid By: VUI NGUYEN Pay Method: CHECK 1046 Printed: Thursday, June 25, 2015 10:26 AM 1 of 1 VSYSTEMS o INSPECTION RECORD Retain a copy with permit I Df..s INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 6 Permit Inspection Request Line (206) 438-9350 Pro'ect: 1�tJl �GY�'�/ R�si.��2 Type of Inspection: �c.vl��►vG �v��,a��r F Address: 'G > ;2%/ c�T Date Called: Special Instructions: Date Wanted: am p.m. Requester: u Phone No: CRJApproved per applicable codes. Corrections required prior to approval. COMMENTS: 'Inspector: Date:/ I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. JOIN INSPECTION RECORD09' 1 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 PVect: QI VLA661 Type of Inspection: I4/A9 I — Address: C f?Z' -174 Date Called: Special Instructions: Date W me : Im '77 _ Requester: Phone No: Approved per applicable codes. a Corrections required prior to approval. L__I paid at 6300 Southcenter Blvd- Suite 100. Call to schedule reinspection. j INSPECTION RECORD V' `® Retain a copy with permit®j�� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro*Aect: Ty of Inspection: Address: 615-0 5 12,f174 Date Called: Special Instructions: Date Wanteda.m. 2r / 7 _ Requester: r—lev Ig Phone No: Approved per applicable codes. M Corrections required prior to approval. u paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD In Retain a copy with permit bk5 047,57 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: r%r Type of Inspection: 6s PlAr nne -L Address: Date Called: Special Instructions: Date Wanted: a.m. (p:m. Requester: Phone No: Approved per applicable codes. E Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD �,�,���? Retain a copy with permit I J INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro• ct: i T p of Inspection: Address: j `1 S"r— Date Called: Special Instructions: Date Wanted: / (� p.m. Requester: Phone No: IInspector: /� _ �'� IDate: 1 a/g,/ J,,, I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD JV�-,0 PS7 Retain a copy with permit _ INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pct: Type of Insption: O PIACLE 1 V i Address: S7 Z6' s i Date Called: Special Instructions: Date Wanted j : �� a. p.m. Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD t '�_ ���? V Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro, ct: t'�c% Ty of Inspection: Pt b Zf— A97c•N Address: Date Call d: Special Instructions: Date Want a.m. Ne, :i --m lRequestef: Phone No: Approved per applicable codes. EJ Corrections required prior to approval. U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit i iS C1�S �7] INSPrCTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request line (206) 438-9350 Proj t: 'l� 1,16116V Ty of Inspection: Address: Date Called: Special Instructions: Date Wantedr� m. % / 2� Requester: Phone No: RApproved per applicable codes. LJ Corrections required prior to approval. paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD� l � Retain a copy with permit � K 0/9 7 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #t100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje : N Ty of Inspe tion: KUL Address: 3 S7) 5 Date Call Special Instructions: Date Wante a.m. lRequesteif Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS, Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 01 7 INSP N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje : v v'l -..v� Type of Inspection: .At,.C. ;ULA Z0Ar Address: -geSv a n4 Sr Date Called: Special Instructions: Date Want a.m. l� Req Phone No: �. Approved per applicable codes. LJ Corrections required prior to approval. u paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD _ l Retain a copy with permit �lS� IN fFff TION 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 Projec : I - Ty of inspection: CL >A) SU Address: Date Called: Special Instructions: Date Want d L16 Requester: Phone No: 0 Approved per applicable codes. LJ Corrections required prior to approval. paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD C Retain a copy with permit �i�% INS ECTION 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: 116 i A16 Ty a of Insp tion: ye IA l- Ad ress: Date Call d: Special Instructions: Date Wanfed: 1/ a.m. p.m. Request r: Phone No: KA Approved per applicable codes. Corrections required prior to approval. W14 `—I paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 01 INSPECTION RECORD f Retain a copy with permit /S 7 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ect: Type o Inspection: y) AkUNICAI 126S via IA16- Address: S X S� Date Called: Special Instructions: Date Wanted: a.m. f Z1 .m. Requester: Phone No: Approved per applicable codes. L_J Corrections required prior to approval. pector: 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 f 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: u! �l�r /F..c/ Typ nspection: "t4J Af& Address: Date Called: Special Instructions: Date Wante a.m. p.m. lRequestot: Phone No: Approved per applicable codes. LM Corrections required prior to approval. COMMENTS: I SS 1--rJ 6 .PCs b j"k& r y 0� C� S C'-reAe sa" 'tve L z,L i'S nspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection fee must be paid at 6300 Southcenter Blvd., Suite 100. Call. to schedule reinspection. E INSP Retain NWIKTION NO. =CTION RECORD ID)5' _ 0% �� IT, a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 4100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect: uGvx1c-,J Type of Inspection: 1.�����- Ad ress: !� S l Date Called: Special Instructions: / y / lfe p.m. rRe2qu4te,f- Phoneante No: Approved per applicable codes. F-1 Corrections required prior to approval. I' paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD I S Retain a copy with permit ®1 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 Proj ct: W A)60 C,41 T e of Inspection: Lv m B/A.& Address: I'i,50-S j2&-"-)7A .9-1 Date Called: Special Instructions: Date Want d.- p.m. Requester: Phone No: 5[I Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: I / >c f REINSPECTION FEE REQUIRED. Prior to next inspection,'fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD lim-- 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: Type spection: )AJ Address: S-0 S 4 174 S Date Called: Special Instructions: Date Wanted: y p.m. Requester Phone No: Approved per applicable codes. a Corrections required prior to approval. nspector: El REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' ct: U I Ty of Inspection: } - //jir 1-t"' l a f& Address: seSv S 5; Date Called: Special Instructions: .m. Date WanteZ)-'/,�6 Requester: Phone No: Approved per applicable codes. 1 Corrections required prior to approval. El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD _-71 Retain a copy with permit lb" 0I s INSPECTION NO. PERMIT NO. CITY OF' TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr'o�' t: UPI A)6VV6-;J- Type of Inspection: Address: Date Called: Special Instructions: Date Wanted f a. p.m. Requester. Phone No: Approved per applicable codes. 91 Corrections required prior to approval. IInspector: e� IDate, ///d,//6' REINSPECTION FEE REQUIRED. Prior to next inspecrtion, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD S- I Retain a copy with permit $ l 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 : ProjeXul-16d Type of Inspection: Cft66L A) aolp Address: &go S 17 4 Date Called: Special Instructions: /f✓ Date WanW a.m. p.m. Requeste d Phone No: Approved per applicable codes. 11 Corrections required prior to approval. Inspector: Date: -7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD �® Retain a copy with permit IN TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj� c)t: y e/ Li./AJM �N T e of Inspec`tiQon: ( (� , r — IN ] j 1 1 AJe— Address: Date Called: Special Instructions: Date Want e a.m. Zs 1G P. Requester: Phone No: 91 Approved per applicable codes. Corrections required prior to approval. LJ paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORDF77 I _ 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: T f Inspection: Address: Z '� 126 S Date Called: Special Instructions: Date Wan : a.m. '7 Requester: Phone No: Approved per applicable codes. a Corrections required prior to approval. VAJ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit S"=G1 T ? INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 p o' ct: UI A96-i> Cf S Type of Inspection: �- Address: r 'W Date Called: Special Instructions: Date Wa e (Q P. lRequester'. Phone No: Approved per applicable codes. 11 Corrections required prior to approval. u paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit'��G�l�7 INS ECTION 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: UU 6-v� �,v eS Ty a of Inspection: l;U - Id Address: aZ) 126 T7-4 S' Date Called: Date Special Instructions: Date Want / 7'? l(O p.m. Requester: Phone No: 11 Approved per applicable codes. F` j Corrections required prior to approval. U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. trio INSPECTION RECORD _ o Retain a copy with permit I CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr`oj� ct: ackycst- Ty of I echo � Ad ss: L Date Called: Special Instructions: Date Wa ted: / a.m. p.m. Requester: Phone No: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ra INSPECTION RECORD P(7-007 Ftr(oJ I Retain a copy with permit k—WSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Prgjecr� /f` v� �'�Date Type o Inds ti%Q�ic Ad ess: Called: Special Instructions: Date.Wanted: a.m. pm t Requester: Phone No: IInspector: IDate: (5� — 7— -% REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. z INSPECTION RECORD Retain a copy with permit DE R-al�% IN ECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Nd �ea,,UeT� TYpelnspectionf f (� b Add s: I Date Called: Special Instructions: Date,W nted: a.m. l P.M. Requester: Phone No: Inspector: V-10!�D Date: �1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit `Q(L� SPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request tine (206) 438-9350 r Pro' ct: r� Typinspe ion: �i u4J© 6° Ad ss: ( 070 ' ( r Date Called: Special Instructions: ,444 Date Wanted: a.m. 1 j� (,/ p.m. Requester: Phone No: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ZA 5. INSPECTION RECORD Retain a copy with permit i, T- 0657 I PECTION NO. PERMIT NO. CITY OF" TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projeect: �i/ '�-A� Type of Inspection: j f Add ss: .1, (S Date Called: Special Instructions: (� Date Wanted: a.m. — � 1-rD p.m. Request e'r Phone No: ElApproved per applicable codes. E Corrections required prior to approval. d Iinspector: I6c— (Date: / l_(3 `/ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd„ Suite 100. Call to schedule reinspection. L/1 INSPECTION RECORD R I Retain a copy with permit oty-�00-71 IN ECT N N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr - v Ty of Inspection: Add ss: I� Date Called: Special Instructions: Date Wanted: a.m. P.M. Reque ter: Phone No: Inspector: )l�' I Date: —l3 _/ 6 REINSPECTION FEE REQUIRED, Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Catl to schedule reinspection. 1'' 3 INSPECTION RECORD Retain a copy with permit Dtl � t SPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr . ct: l tkef Type i n:f - L=(% Addr � Sd r � � j ��[ ® Date CaU Special Instructions: 4A Dat anted: a.m. — p.m. Requester: Phone No: Inspector: Date: (_ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request fine (206) 438-9350 Project: Type f Inspecti n: c , f.t a Get W Address: Date Called: Special Instructions: 4'41 Date Wanted: a.m. 1✓`2�f p.m. Requetster: (� P orw No: 7 7 Ef Inspector: Date _ ) — j REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. rl INSPECTION RECORD 6. Retain a copy with permit f �� PECTIC 0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit. inspection Request Line (206) 438-9350 Project: AM yr W Type of InspectioQ: Addr ss: DateCalled: Special Instructions: date Wanted: a.m. 2` 1Q —/c p.m. Requester: PhoneNo:. 77 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. r INSPECTION RECORD Retain a copy with permit f INSPECTION NUMBER PERMIT NUMBERS--,"- `r CITY OF TUKWILA FIRE DEPARTMENT � 206-575-4407 P '� Project: Type of Inspection. / Address: � Suite #: .7S5 Contact Person: _ Special Instructions: Phone No.: —1 R Approved per applicable codes. Corrections required prior to approval. COMMENTS: 6>77letYL / ,-J S - 7ZtZG -05 %f'%i t'i ✓ NJ�� - �> —v t T S im— s Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupant Type: Inspector:�1� Date: "?, Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsniing Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 4- INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 0/S= PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: _ br 12 F s . Type of Inspection: s 4- tc- F,^j4-t-- Address: Suite #: C. • 1Z(" S Contact Person: Special Instructions: Phone No.: 1-1 Approved per applicable codes. s Corrections required prior to approval. COMMENTS: ,-Vd 7-- .S- 01 �L ^Ice%, /N 5/-(C 5 f d k"147 l L c €- - •J 1 rt �� r d /2- 7a F IZ'C r'i .J /9-1 -- Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Lsimng Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD 0 — O (S -' Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Inspection: Address: d 3D S Z 6 Contact Person: Suite #: . Special Instructions: Phone No.: Kpproved per applicable codes. Corrections required prior to approval. COMMENTS: G q,7f S Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: �,-W j 1f- / S' -:? I Date: ///g/)/// I Hrs.: / $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming Aaaress Attn: Company Name: Address: City: State: Zip: _4 _1;1 Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 49 INSPECTION RECORD /,)/S' -7- 2_ Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type ofInspection: _ ✓L- Address: j Suite #: S �2 � Contact Person: Special Instructions: Phone No.: J!q-"Approved per applicable codes. Corrections required prior to approval. COMMENTS: TD f C-5 e,�� IIL SL 6- epu t S / C 2 f-(c--D L o•v5 c U 7z ass Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: J)M �-� �� Date: /1122111 Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming Aaaress Attn: Company Name: Address: City: state: Zip: 7 Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 CAM INSPECTION RECORD Retain a copy with permit r� INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: I x' L E� Type of Inspection: 7- / LS7 - Address: Suite #: Contact Person: ,5. Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: %�t/&teC r -S7- I7C6? l e *L 30 S re- 0�7— 0r= 6_ a tom. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: t-W Date: Hrs.: r ❑ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. willing Aaaress Attn: Company Name: Address: City: State: Zip: �Jr IN Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 Indemnification and Hold Harmless _I r% T QIIU r-CIIIIII I U1IIPUlctly 111 INdLUIU Reference Number(s) of Related Document(s): D15-0157 Grantor: Vui Nguyen, a married women as her sole and separate estate Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 401h Ave. South and adjacent to 12450 East Marginal Way South (NE portion of 401h Ave. South / S. 126th Street Intersection). Abbreviated Work Description: Work within the City Right -of -Way for half -street improvements including: paving, driveway access, water service line with water meter, sanitary side sewer, storm drainage, street use, utilities and undergrounding of power. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this day of n" , , 2015. Authorized Signature / Grantor STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that Vui Nguyen is the person who appeared before me, and said individual acknowledged that 4he signed this instrument and acknowledged it to be their free and voluntary act for the uses and purposes mentioned in this instrument. D, BROC fill Name: J 6\0N Z*, q4 Z y NOTARY PUBLIC, in and for the State of G N%,, Au13\> - ��_- Washington, residing at 0-19' �F W �(111"M\�������` My commission expires: �. l"� C ` J OA DATED this day of-Ue/n6e (- , 2015 GRANTEE: CITY of TUKW A By: Print Name: Bob Giberson Its: Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. LAURIE A. WERLE a �.� Ver fe NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 OTARY PUBLIC, in and for the State of Washington, residing at I 16 _ My commission expires: N-10'i ft go 16 Si Size: Washington State The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information Contact information PU1N 3A66 . RDS.. ". - Tien Le ` davld p eke/d3pWrts:tom Rd5 FLtE NUMBER 6299 7=2�t-14 _ i :a . `:. ?06�18-�03fi ::: - - Heating System Type: 0 AD WW SySterm 0 Hat Pump To see detailed instructions for each section place your cursor on the word 'Instructions'. Design Temperature Instructions Aubum Design Temperature Difference (AT) 45 ♦ AT - Indoor 170 Ryes) - OutdowDw#n Temp _ Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) 2,466_ Average Ceiling Height Instructions Average Ceiling Height (ft) _Glazing and Doors instructions Skylights Instructions Insulation Attie Instructions R-49 Single Rafter or Joist Vaulted Collings Instructions R-38 VdHed Above Grade walls (e.. r-Isrne 1) Instructions®� R 21 Irtemkdia0e Floors Instructions R-30 ♦� Below Grade Walls (see � 1) Instructions No Below &M. Walls in this pro)ea. Slab Below Grade (eeo Rgure 1)_ Instructions select oxWttlorsrg Slab on Grade (seeRgum 1 Instructions R-10 PeAmeter �Y♦� ;1— --1 Location of Ducts Instructions Ur1m d boned Spaoe 1® Figure 1. A6oveGrade ' Conditioned Volume 20,961 U-Factor X Area UA 0.30 ;._,.=564. _:.= 169.11 U-Factor X Area — UA 0.50 12 6.00 U-Factor X Area — UA 0.026 1' 469_7Y 38.19 U-Factor X Area 0.02750 .._.+ U-Factor X Area 0.056 U-Factor X Area 0.029 U-Factor X Area -- . -F-Factor X Length No selection F7.567.77777 &REVIEWED FOR — CODE COMPLIANCE 1 UA gsAPPROVED UA NOV 0 6 2015 11.89 UA City of Tukwila UIEDING DIVISION —£l Y OF TUKWILA Fo 0 r X Le `.. 29t6 JUN 2 5 2015 Duct leakage Coefficient PERMIT CENTER 1.10 Sum of UA 403,79 Envelope Heat Load 18,171 Btu / Hour Sum OMAX AT Air Leakage Heat Load 10,187 Btu / Hour volwneX 0.6XATX.018 Building Design Heat Load 28,358 Btu / Hour Air Leakage a Enuelope Heat Loss Building and Duct Heat Load 31,193 Btu / Hour Duds in W=nC 0Md apace. Sum or SWUM Heat Loss X 1.10 Ducts in eondhWW space: Sten orttWAV Heat Loss X 1 Maximum Heat Equipment Output 43,671 Btu / Hour Bwkft and Dud Heat LmX 140 for Forced AirFumaoe auddng and Dud Heat Loss X 1.25 for Hent Pump �) r 01 11 (07101113) GlAzing S06dule, MF FAMILY MfLGUA-R'D X 0.30. :MF NOOK MILGUA RDIOX-1, KITCHEN MIl GUARB MF DINING -VIL-GUAROA0. tY: 77�i f� Z., z. 7* mf;4.? DINING MILGUARD X. ME , LIVING -MIL 30 MEL ENTRY MILGUARDFIX��!ri��.--.:..: -------- -- 0-30 MILGUARD , 30 MF ENTRY FIX 0 -S MP DEN OF :VSTB��MMIWUAR Y0 XG..-�.-4 ?3- OF MST BD MILGUARD-A Ms T 'bVILQUARo4%--, 10 - OF .:,ENTRY :IMILGU"AAD'FIX �-.: UF:� . ......... BONUS M tLPVAPM- OF BDlNLGL)'AkDX OF BD..2:MILGUARD.)(6 - 10.300 up,:Ij.-� MST BATH'MILGUARD SW. - BF. - REGRM-MILGUAFZDXO. BF REC RMVILGUARD XO:.,... BF OPT BD y 93 'BF ST0FRAG.E.:.'-..: - 0-3 , BF---.j- REC RM:,MIL-:GUAR XO 0.30 W; -i =Emil =MWIMN SEMEREN MMEME Mw SEMEMO wMams MMEME =MEMO mm1 M REMESEO ==Smo SERNEREN =IN 0 INMEMN =MEMO WMEME m3m im MMEME mmonow MKINEME WIN 0 =1NEINE IMMEME ININ E NEWEENE EINNIONSE NEINIMME ENINEINE INIEWEIN NINE E MENEME MENNEIM INNIENNE �11 so NM om le eil we no$ i 1 i I I' .... .... :. Sum A end U;4 542,7 ::162.8D: dU�UA/ Area 0* GEOTECHNICAL ENGINEERING REPORT PROPOSED VUI NGUYEN RESIDENCE 12450 E MARGINAL WAY S (K.C. PARCEL #734060-0540) TU KWILA, WASHINGTON G-3985 Prepared for Mr. Tien Le 9420 - 8te Ave SW Seattle, WA 981.06 August 3, 2015 GEO Group Northwest, Inc. 13240 N.E. 20th Street, Suite 10 Bellevue, WA 98005 Phone: (425)649-8757 REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 G 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA 61119119 PERMIT CENTER CORRECTMN LTO# I � Grou August 3, 2015 Mr. Tien Le 9420 - 80'Ave SW Seattle, WA 98106 Northwest, Inc. Subject: GEOTECHNICAL ENGINEERING REPORT Proposed Vui Nguyen Residence 12450 E Marginal Way S (K.C. Parcel #734060-0540) Tukwila, Washington Geotechnical Engineers, Geologists & Environmental Scientists Job No. G-3935 Ref: Report titled, "Geotechnical Report, Victor Lee Short Plat Subdivision, 2500 Block on the East Side of E Marginal Way, Tukwila, Washington," dated August 12, 2004, by GEO Group Northwest, Inc. Dear Mr. Le: We are pleased to submit this geotechnical engineering report for the proposed Vui Nguyen single family residence to be located at the northwest corner of the intersection of S 126 Street and 40`h Avenue S, in Tukwila, Washington, as illustrated on the Vicinity Map, Plate 1. Our scope of services included a site reconnaissance on July 30, 2015, review of the above referenced 2004 geotechnical report and test pit logs for the site, review of geologic maps for the area, review of the City of Tukwila on-line maps, and preparation of this geotechnical report. INTRODUCTION Project Description The subject property (K.C. Parcel #734060-0540) is approximately 2.3 acres in size and is currently vacant. The above referenced 2004 geotechnical report was prepared for the purpose of subdividing the parcel however, we understand the parcel was not subdivided. The subject proposed home is to be located in the southeast corner of the parcel. Based on the house plans provided, the home will be wood framed, two -stories, with a daylight basement and attached garage. The house and garage combined will have a footprint of approximately 1,694 sf. 13240 NE 20th Street, Suite 10 Bellevue, Washington 98005 Phone 425/649-8757 Fax 425/649-8758 August 3, 2015 G-3935 Geotechnical Report Page 2 Proposed Vui Nguyen Residence SITE CONDITIONS Surface Conditions The subject site is bounded by industrial development to the north, Marginal Way to the west, 40'h Avenue S to the east, and undeveloped land to the south. In general, the parcel slopes down to the west with several small terraces breaking the 15 to 40 percent slopes. The proposed home location at the southeast corner of the parcel slopes down to the west-southwest, from 40"' Avenue South toward E Marginal Way S, at an average gradient of about 28 percent. There is a localized area at the northwest corner of the proposed house where the slope gradient is about 44 percent, however the height of the 44 percent slope is only 4 feet, based on the Topographic Site Plan, Plate 2. Subsurface Conditions We identified two geologic maps that include the project site area. The 1962 Preliminary Geologic Map of Seattle and Vicinity identifies the site soil as Vashon till (Qt), consisting of a compact mixture of sand, silt, clay and gravel that was deposited and compacted under the glacial ice sheet during the Vashon stade of the Fraser glaciation period that ended some 12,000 years ago. The 1962 Geologic Map of the Des Moines Quadrangle2, identifies the site soil as Advance Outwash (Qsa), consisting of sand, and sand with pebble to cobble gravel, deposited by proglacial streams during advance of the glacial ice sheet. Eight test pits were excavated in July 2004 to investigate the subsurface conditions as part of the referenced geotechnical study. The test pit logs and site map showing the location of the test pits are included in Appendix A. The soil conditions encountered across the site are consistent with Vashon till (Qt) soils as mapped in the 1962 Preliminary Geologic 'Map of Seattle and Vicinity. ` Waldron H.H., Liesch B. A., Mullineaux D. R.., and Crandell D. R.., 1962, "Preliminary Geologic Map of Seattle and Vicinity, Washington," U. S. Geological Survey, Map 1-354, Scale 1:31,680. 2 Waldron H. H., 1962, "Geologic Map of the Des Moines Quadrangle, Washington,"U.S., Geological Survey, Map GQ-159, Scale 1:24,000. GEO Group Northwest, Inc. August 3, 2015.G-3935 Geotechnical Report Page 3 Proposed Vui Nguyen Residence In general, minimal topsoil was encountered across the parcel. The topsoil overlies I to 3 feet of dense to very dense weathered glacial till soil consisting of slightly cemented sandy silt, gravel and some cobbles. Underlying the weathered till, at depths between 2 and 4 feet, very dense unweathered glacial till was encountered, consisting of a highly cemented sandy silt with gravel and cobbles. No groundwater was observed. Test pit number TP-2 was located in the southeaster corner of parcel in the area of proposed residence and encountered loose to medium dense silty sand to a depth of 2 feet underlain by hard (very dense) cemented sandy silt with gravel and cobbles (Glacial Till). Fill soil should be expected along the west side of 40`' Ave. S., placed as part of the grading of the street right-of- way. IBC, SEISMICITY & SITE STABILITY Based on the very dense glacially consolidated soils encountered in the test pits, the site is seismically classified as Site Class C, in accordance with the International Building Code and ASCE Chapter 20. The site is mapped as a potential landslide area according to the online City of Tukwila environmental and geology map at NWMaps.net. No landslides, scarps, tension cracks, or other signs of slope instability were observed during our site reconnaissance and none were identified in the referenced 2004 geotechnical report. Both of the geologic maps reviewed do not identify the site as being a landslide area. No groundwater seepage or springs were observed on the property and no groundwater was encountered in the test pits. Trees generally have straight trunks and no indicators of soil creep was observed on the slopes. The site and the slopes generally appears to be stable. It is our opinion that the risk is very low for deep seated slides to occur based on the presence of dense glacially consolidated soils and the lack of groundwater. The potential for liquefaction and/or lateral spreading is negligible based on the glacially consolidated site soils and the lack of groundwater. No known faults intersect the subject property and the risk of surface rupture, as a result of a large magnitude seismic event, is interpreted to be very low. No geotechnical seismic mitigation measures are recommended, with GEO Group Northwest, Inc. August 3, 2015 G-3935 Geotechnical Report Page 4 Proposed Vui Nguyen Residence the exception of the addition of design criteria for seismically induced dynamic soil loads on permanent basement walls and retaining walls. CONCLUSIONS AND RECOMMENDATIONS GENERAL Based on our geotechnical exploration, it is our opinion that the site is suitable for construction of the proposed residence. SITE STABILITY & EROSION ASSESSMENT Construction of the proposed residence will not adversely impact the stability of the site or substantially increase the potential for erosion provided the recommendations in this report are implemented. The site soils contain fine-grained silt and clay size particles and the site soils have a moderate to high erosion potential, based on the site topography and soil type. Implementation of erosion and sediment control methods are recommended during the wet season, such as installing silt fencing down -gradient of the construction area, installing straw waddles, a settlement pond, placement of mulch over exposed soils, and use of plastic sheeting to mitigate stormwater runoff impacts. STEEP SLOPE BUFFER AND SETBACKS It is our professional opinion that steep slope buffers and steep slope building setbacks are not needed for the proposed Vui Nguyen residence, based on the results of our findings and the slope gradients that are present in the area of the proposed house. GEO Group Northwest, Inc. August 3, 2015 G-3935 Geotechnical Report Page 5 Proposed Vui Nguyen Residence SITE. PREPARATION General Areas below buildings, sidewalks and pavements, should be stripped and cleared of surface vegetation and organic topsoil. Soils containing large tree roots should be removed. We estimate that about 1.5 to 3 feet of surficial soil may need to be removed. At locations of large trees and preexisting structures, over -excavation may be required to reach undisturbed dense soil. The on -site sandy silts are moisture sensitive. Water should not be allowed to stand in areas where footings, slabs or pavements are to be constructed. Water should be directed away from temporary excavations for structural surfaces during construction to avoid over -excavation of moisture activated soils. During dry weather, the on -site glacial till soils may be used as structural fill, provided the material is free of roots and organic materials and can achieve the structural fill compaction specifications. Stockpiled soils should be covered with plastic sheeting to prevent rainwater infiltration. Plastic sheeting should be anchored with sand bags or rocks to protect from wind. Structural Fill Structural fill is defined as fill material placed below buildings, slab -on -grade floors, sidewalks, patios, porches and pavements. The onsite silty sand with gravel should be suitable to use as structural fill during dry weather if free of roots and organic material and approved by the geotechnical engineer. During wet weather or under wet conditions we recommend the use of a free draining granular material with no greater than 5% passing the No. 200 sieve (silt and clay - size particles passing the No. 200 mesh sieve based on the fraction passing the 3I4 sieve). Structural fill material should be placed on unyielding native site soils and compacted at or near the material's optimum moisture content and in lifts that are 8-inches thick or less. Below slab -on - grade floors, foundations, and other structural elements, structural fill should be compacted to a minimum of 95 percent of the material's maximum dry density, as determined by ASTM Test GEO Group Northwest, Inc. August 3, 2015.G-3935 Geotechnical. Report page 6 Proposed Vui Nguyen Residence Designation D-1557 (Modified Proctor). For driveways, structural fill should be compacted to 90 percent, with the exception of the top 12-inches which should be compacted to 95 percent. Fill behind retaining walls and basement walls should be compacted to a minimum of 90 percent. (95 percent if supporting structural elements). Trench backfill and compaction within the public right- of-way must meet the city, county or water district specifications. If structural fill is required below foundation footings, the structural fill should extend down beyond the footings at 1 H: l V, so for 2 feet of over -excavation the structural full should extend 2 feet beyond the inside and outside edges of the footings. Temporary Excavations and Slopes Temporary cuts greater than four feet in height such as those for the foundation excavation, should be sloped at an inclination no greater than 1H:1V (Horizontal: Vertical) in the loose to dense surficial and weathered till soils. Steeper slopes of 0.5H:1V should be feasible in the very dense cemented glacial till soil, but should only be performed under the supervision of the geotechnical engineer or his representative. The geotechnical engineer should be retained to inspect the stability of excavations during construction. Surface runoff should not be allowed to flow over the top of the slopes into the excavated area. Exposed cut slopes should be covered with plastic tarps to minimize erosion during wet weather. FOUNDATION DESIGN CRITERIA The single family residence may be supported on conventional spread footings that extend down to bearing soils or on structural :fill that extends down to bearing soils. If structural fill is required below foundation footings, the structural fill should extend down beyond the footings at 1H:IV, so for 2 feet of over -excavation the structural fill should extend 2 feet beyond the inside and outside edges of the footings. We recommend the geotechnical engineer verify the allowable soil bearing conditions in the field at the time of construction. Individual spread footings may be used for supporting columns and strip footings for bearing walls. GEO Group Northwest, Inc. August 3, 2015.G-3935 Geotechnical Report page 7 Proposed Vui Nguyen Residence Our recommended design criteria for foundations are as follows: Allowable bearing pressure, including all dead and live loads: Dense site soils and structural fill = 2,000 psf Minimum depth to bottom of perimeter footing below adjacent final exterior grade: = 18 inches Minimum depth to bottom of interior footings below top of floor slab: = 12 inches Minimum width of wall strip footings: = 16 inches Minimum lateral dimension of column footings: = 24 inches Estimated post -construction settlement: = 1/2 inch Estimated post -construction differential settlement across building width: = I/2 inch A one-third increase in the above allowable bearing pressures can be used when considering short-term transitory wind or seismic loads. Lateral loads can also be resisted by friction between the foundation and the supporting compacted fill subgrade or by passive earth pressure acting on the buried portions of the foundations. For the latter, the foundations must be poured "neat" against the existing undisturbed soil or backfilled with a compacted fill meeting the requirements of structural fill. Our recommended design parameters are as follows: Passive Pressure (Lateral Resistance) • 350 pcf equivalent fluid weight Coefficient of Friction (Friction Factor) • 0.35 GEO Group Northwest, Inc. August 3, 2015 G-3935 Geotechnical Report page 8 Proposed Vui Nguyen Residence BASEMENT WALLS & RETAINING WALLS Permanent basement walls restrained horizontally on top are considered unyielding and should be designed for lateral soil pressure under the at -rest condition. Conventional reinforced cantilever walls free to rotate on top should be designed for an active lateral soil pressure. Walls should be waterproofed and fully drained to prevent a buildup of hydrostatic pressure. The following design criteria is for a fully drained wall backfill condition. Active Earth Pressure Conventional reinforced concrete walls that are designed to yield an amount equal to 0.002 times the wall height should be designed to resist the lateral earth pressure imposed by an equivalent fluid with a unit weight of 35 pcf :for level backfill behind the wall. At -Rest Earth. Pressure Walls supported horizontally by floor slabs are considered unyielding and should be designed for lateral soil pressure under the at -rest condition. The design lateral soil pressure should have an equivalent fluid pressure of 45 pcf for level ground above the wall. Seismic Earth Pressure In addition to the above lateral soil pressure, a rectangular pressure of 6H should be added to the above lateral soil pressures for permanent basement and retaining walls to account for seismically induced dynamic soil loads. Passive Earth Pressure and Base Friction The available passive earth pressure that can be mobilized to resist lateral forces may be assumed to be equal to 350 pcf equivalent fluid weight for both undisturbed soils and engineered structural backfill. The base friction that can be generated between concrete and undisturbed bearing soils or structural fill may be based on an assumed 0.35 friction coefficient. The above design pressures do not include the effects of surcharges. For sloped ground above the wall a surcharge load equivalent to 50 percent of the soil height above the wall using a unit soil weight of 130 pcf should be considered in addition to the above soil pressures. Traffic and GEO Group Northwest, Inc. August 3, 2015 G-3935 Geotechnical Report Page 9 Proposed Vui Nguyen Residence construction equipment surcharges may be considered as a uniform surcharge equivalent to two (2) feet of soil acting over the full depth of the active pressure. SLAB -ON -GRADE FLOORS To mitigate settlement of floor slabs, organic and loose soil should be removed and the base soil compacted. The subgrade should then be brought back up with structural fill compacted to 95 % of the material's maximum dry density as determined by ASTM D1557 (Modified Proctor). For dry storage and living space, slab -on -grade floors should be placed on a capillary break to prevent wicking of moisture through the slab. The capillary break should consist of a minimum four (4) inch layer of gravel or crushed rock containing no more than five (5) percent fines passing the No. 4 (1/4-inch) sieve. A 5/8-inch crushed rock with no minus fraction is an acceptable material for use as a capillary break (peagravel is not recommended). To reduce water vapor transmission through the slab we recommend installing a 10-mil reinforced vapor barrier, such as Moistop' by Fortifiber Corporation, between the capillary break and concrete floor slab. Two to four inches of sand may be placed over the membrane for protection during construction (optional). DRAINAGE We recommend that the finished ground surface be graded so surface water is directed away from the structure. Drainage behind basement and retaining walls may consist of a granular free - draining sand and gravel material or a vertical drain mat (Miradrain 6000 or equal) may be installed facilitate drainage behind the wall and prevent the buildup of hydrostatic pressure. The drain mat should extend from near the finished surface grade down to the base of the wall. We recommend footing drains be installed around the perimeter foundation and behind the basement wall. The drains should consist of a 4 inch minimum diameter, perforated or slotted, rigid drain pipe laid at or just below the invert of the footing with a gradient sufficient to generate flow. The perforated drain line should be bedded in washed drain rock and the drain rock wrapped with a non -woven geotextile, such as Mirafi (Tencate) 140N or equal. Where a wall drain mat is GEO Group Northwest, Inc. August 3, 2015 G-3935 Geotechnical Report Page 10 Proposed Vui Nguyen Residence installed, the drain rock should extend above the base of the drain mat. GEO Group Northwest, Inc. should inspect the subsurface footing drain system before backfilling. A typical wall and footing drain detail is attached as Plate 3. Roof water and foundation drain water may be tight -lined to an on -site stormwater dispersal trench. The dispersal trench may be located down -gradient from the house, provided it is located a minimum of 15 feet from the house. Based on the site conditions it is our opinion that stor nwater dispersal on the property will not negatively impact site stability. ROCKERIES By its nature, a rockery wall is not designed or engineered retaining wall such as a reinforced concrete wall. Rockery construction is to a large extent an art, not entirely controlled by engineering methods. Because of this, it is imperative that rockeries be constructed in the proper manner by an experienced contractor with proven capability in rockery construction. Although a rockery wall can provide some degree of retention capability, its main function is to serve as a protective facing to help retard the weathering and erosion processes that act on the earth embankment behind the rockery. To have a satisfactory rockery system, the earth embankment behind the rockery must be initially stable, and provisions must be made to ensure it remains stable on a long term basis. Rockeries facing fill soil, four feet or greater in height, should be laterally reinforced with geogrid. GEO Group Northwest, Inc., can provide the geogrid reinforcement design, if needed. We recommend that rockery walls be constructed in accordance with the Standard Rockery Construction Guideline published by the Association of Rockery Contractors. A schematic design showing rockery construction elements is presented on Plate 4 - Typical Rockery Detail. Local jurisdictions may require that construction plans for rockery walls over a specified height be reviewed and approved by a licensed professional engineer. GEO Group Northwest, Inc. August 3, 2015 G-3935 Geotechnical Report Page 11 Proposed Vui Nguyen Residence PAVEMENTS A new paved access is proposed in the right-of-way of 40`' Avenue SW, north of S 1261s Street, with the driveway to the house garage to be located off of 40`' Avenue SW, Pavement performance is strictly related to the condition of the underlying subgrade. Settlement and movement of the subgrade, such as alligatoring, can be reflected up through the pavement. If loose subgrade soils are present we recommend improving the subgrade by placing the pavement section on.a minimum of 2 feet of granular structural fill. The subgrade below the structural fill should be evaluated by the geotechnical engineer and compacted prior to placement of the structural fill. In the public right-of-way, structural fill should be compacted to a minimum of 95 percent of the materials maximum dry density based on ASTM D-1557 (Modified Proctor}, or in accordance with the City specifications. On private property we recommend structural fill below driveways be compacted to 90 percent, with the exception of the top 12-inches which should be compacted to 95 percent.of the materials maximum dry density based on ASTM D-1557 (Modified Proctor). Observation and compaction testing is recommended at the time of fill placement to document and verify that the compaction specifications are achieved. Prior to paving, the pavement subgrade should be proof -rolled with a heavy piece of equipment, such as a loaded dump truck, under the observation of the geotechnical engineer, to verify that the subgrade is dense, unyielding, and suitable for supporting the pavement section. Soft or unstable subgrade identified during the proof -roll should be evaluated be the geotechnical engineer and stabilized prior to paving. Pavement sections within the public right-of-way should be in accordance with the City of Seattle specifications. We recommend the following minimum pavement sections for the driveway: Heavy Traffic Loads Class "B" Asphalt Concrete (AC) 3-inches ..Crushed Rock Base _(3J4-inch.minus) .. 6-inches GEO Group Northwest, Inc. August 3, 2015 G-3935 Geotechnical Report page 12 Proposed Vui Nguyen Residence Light Traffic Loads Class `B" Asphalt Concrete (AC) 2-inches Crushed Rock Base (3/4-inch minus) 4-inches or Concrete pavement 6-inches Crushed Rock Base (3/4-inch minus) 2-inches The above pavement thickness values are minimum's and may not be acceptable if there is evidence of instability in the subgrade. In the event of poor subgrade conditions, the geotechnical engineer or his representative should be notified so that we can review the conditions, provide subgrade stabilization recommendations or redesign the minimum pavement sections presented above. LIMITATIONS This report has been prepared for the specific application to this project for exclusive use by Mr. Le and his authorized representatives. Our findings and recommendations stated herein are based on field observation, our experience, and our judgement. The recommendations are our professional opinion derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area and within the budget constraint. No warranty is expressed or implied. In the event the soil conditions are found to vary from those described herein, or construction plans change, GEO Group Northwest, Inc., should be notified and the recommendations herein re-evaluated. CONSTRUCTION MONITORING GEO Group Northwest, Inc. should be retained to provide geotechnical monitoring services during construction. This will allow us to confirm that the subsurface conditions are consistent with those described in this report and allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. It will also allow us to document that GEO Group Northwest, Inc. August 3, 20.1.5 Geotechnical Report Proposed Vui Nguyen Residence G-3935 Page 13 construction activities conform to the plans, specifications and recommendations herein We recommend that GEO Group Northwest Inc., be retained to provide construction monitoring and testing services for geotechnical-related work during construction. This is to verify compliance with the design concepts, specifications, and recommendations, and to facilitate design changes in the event that subsurface conditions differ from those anticipated. We recommend that the following items be inspected by the geotechnical engineer or representative: • Verification of the removal of debris and organic material during clearing and grubbing; • Monitor site excavation; • Soil bearing verification for foundations and retaining wall footings; • Utility trench backfill and compaction testing; • Proctor testing of imported fills and on -site soils to determine optimum moisture content and maximum dry density (compaction curves) prior to the start of fill placement; • Structural fill placement observation and compaction testing below foundations, slab floors, retaining walls, wall backfill and pavement areas; • Proof -rolling of final pavement site grades. We request that the contractor provide GEO Group Northwest, Inc. with a minimum 24 hours advance notice for performing the above inspections, so that we can arrange to have personnel available. GEO Group Northwest, Inc. August 3, 201.5 Geotechnical Report Proposed Vui Nguyen Residence G-393.5 Page 14 We appreciate the opportunity to provide this geotechnical report and look forward to working with you in the construction phase. Please contact us if you have any questions about this report, or if we can be of further assistance. Sincerely, GEO GROUP NORTHWEST, INC. Wade J. Lassey, L.E.G. Engineering Geologist M CygM Si of WAS Q Qj O ,9 20114 O �� William Chang, P.E. Fs F�ISTE4� SIONAL Principal Attachments: Plate 1- Vicinity Map Plate 2- Site Plan Plate 3- Typical Wall and Footing Detail t r;/ xv Plate 4- Rockery Detail Appendix A - Site Map, Soil Classification Legend and Test Pit Logs (from the referenced 2004 Geotechnical Report) GEO Group Northwest, Inc. Adapted from "The Thomas Guide," 2007 0 VXV 2000' Approximate Scale: I inch =1000 feet 7' .. ...... . .. 1 ?4 TH ST S 125TH ST --A S \-C—A v) 2100 S 126TH ST < < < L S HILLTi )p ST C\j I 28TH PK T F_ 2400 PROJECT cli SITE 125 T C\j 12 i E C % HI 130M C" SPECIALTY S 130M < T V) r.. 11 1— � .. ; PN w CENTER v) PL `01 0 V, S 131ST S Ln I PL 1 2Nn _ST C' Noi 31S7v -- cn cs < S 13, R S 133 C\j Ul . ..... STS 134 H ST 401 ST I 4 C\1 ST Qn S S I J fjTH CD CD 13TTH C%j I S 137TH 46NI TY CENTER, uST C\j -A -7 S. 10 ST .. ....... .. RIVEC�Mil S 139TH ST 'CRESr" CEN S 139TH PL [--l- S UnTu 140TH ST CD V) %A1111ST F V) S 141 ST S S 142N,D ST PL X C. V) LrI ii 1 wi )4TH ST si�% 25TH it 126TH ST 261 A$ST M1 V� S Cn 130TH ST �1, J '.RIVER IAh co Cn < .ST_ =1 S < ST ST S 13MI ST V) S 3 �S J42ND VICINITY MAP Group Northwest, Inc. PROPOSED VUI NGUYEN RESIDENCE GeoschnicW Engineers, G000gists, 12450 E Marginal Way S EnwranmenjW Sdantism ULC. Parcel #734060-0540) Tukwila, Washington scu E As Shown DATE =7131115 MADE WJL CHKD WC -3935 JOB NO. G PLATE pq Q)4-4 \ � I N r,� rn X �X 0 ' o _ Mf�--- ioo � ai o a �X j � CD _-�Lrr 03 C� =- 0°0 NN o 00 M tL or) U cz CR N 7q ' y2 C L G ' �DEft _- -- SpRE 'Do-oz lie C\j 0 z ,- � ^— o9z N 278 _ / , x _� --X N 2 s X N �C -�-t �- ri i 2 6 4 C 4 - n/172 7 nl � '—,Cdjm i� N 2 2 mayy+ t^D X� O I GS O C4 _ 0 lli 2 c o rn^ C14m 266 �op 27: I� N I ' CDCj a 2 ° v ��72 ai °0 �No woz N N Lo cv ao A7 na r. 2' O O- (D O vN �p d X �Lo 6N N� N /� a'� �X N 00 X ►.� i6 2 t, - - V Y , i X dam SITE PLAN Group Northwest, Inc. PROPOSED VU1 NGUYEN RESIDENCE Geasd"cW Engineers, Gedoom, a 12450 E Marginal Way S iw `oimemW saenrste (K.C. Parcel #734060-0540) Tukwila, Washington �SCAt E l " = 30' +/DATE _ _8/31 " = 30' +/DATE _ _8/3/15 ( mADE WJL I CHKD WC I JOB NO. G-3935 pLpTE w 2 FILL & WEATHERED TILL a 0 0 lI-1:1V o 0 CEMENTED GLACIAL TILL Basement Wall Slope to drain a o000 BACKFILL O COMPACTED TO 90% 0 a 0 0 0 0 0 0 C% o 0 o 0 o 0 ■ n 0 Vertical Drain Mal (Miradrain 6000 or equivalent) `— FOOTING DRAIN FREE DRAINING MATERIAL Minimum 4-inch diameter rigid slotted (Crushed or washed rock) or perforated PVC pipe with positive gradient to discharge NOT TO SCALE NOTES: 1.) Do not replace rigid PVC pipe with flexible corrugated plastic pipe. 2.) Perforated or slotted PVC pipe should be tight jointed and laid with perforations or slots down, with positive gradient to discharge. 3.) Do not connect roof downspout drains into the footing drain line system. 4.) Backfill on the exterior of the basement wall should be compacted to 90% of the maximum dry density based on Modified Proctor (ASTM D-1557). The top 12-inches to be compacted to 95% of maximum dry density if backtill is to support sidewalks, driveway, etc. Fill below slab -on -grade concrete floors should be compacted to 95%c maximum dry density. 5.) Capillary Break: Minimum of six (6) inch thick layer of free -draining gravel containing no more than five (5) percent finer than No. 4 (1/4-inch) sieve. A 10-mil reinforced plastic vapor barrier, is recommended over the capillary break. --:- TYPICAL WALL & FOOTING DRAIN • Group Northwest, Inc. PROPOSED VUI NGUYEN RESIDENCE Geotechnical Engineers, Geologists, d 12450 E Marginal Way S Environmental Scientists (K.C. Parcel #734060-0540) Tukwila, Washington SCAt.E NONE DATE 8/3/15 MADE WJL C11KD WC ,JOB NO. G-3935 PLATE 3 •• •'. III • •• 1 • • IaAI 6VH •; . c •, ++ • • • Iy _ 1 ;• . ' r°Y 1 Fig. A. ROCKERY SECTION Fig. B. ROCKERY ELEVATION SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING NOTES: Rockery construction is a craft and depends largely Rocks should be to on the skill and experience of the builder. placed avoid continuous joint planes in vertical A rockery is a protective system which hel'�s retard or lateral directions. Each rock should bear on two or more rocks the weathering and erosion process on an exposed below it, with good flat -to -flat contact, soil face. While by its nature (mass, size and shape of the rocks) it will All rockeries over 4 feet in height should be provide some degree of retention,__ it. -is -_not.. -a. des igned-or--engineered--sy-s--- constructed on basis of wall mass, not square --------footage tem in the sense a reinforced concrete retaining of- face------ ---------------- -- -------------------------- wail would be considered designed or engineered. Approximate Approximate The degree of retention achieved is dependent on - Weight - lbs. Volume (0) the size of the rock used; that is, the mass or 1 Man 58,210 0.9 - 4.0 weight, and the height of the wall being construc- 2 Man 265,580 4.1.- 8.25 ted. The larger the rock, the more competent the 3 Man 760 - 1830 12.3 - 27.1 wall. 4 Man 3000 - 7000 49.0 - 76.0 Rockeries should be considered maintenance items 5 Man 5000 76 that will re utre q periodic inspection and repair. 6 Man 7000 100 They should be located so that they can be reached by Reference: Local quar weight study using average weights a contractor if repairs become necessar Y• of no less than six Focks of each man Maximum inclination of slopes behind rock walls size conducted in January, 1988. is 2:1 (Horizontal:Vertical) LEGEND: Minimum embedment D - 12 inches undisturbed native soil or compacted fill placed in accordance with ;.: Drainage materials to consist of report recommendations. clean angular -ell -graded quarry Maximum rock wall height H - feet. spalls, with 3-inch maximum size, or, Rockeries greater than 8 feet: in height to be other material approved by the installed under periodic observation of the geocechnical engineer geotechnical engineer. Surface seal; may consist of imper- Rocks placed in the lower two-thirds of the wall vious soil or asphalt should be 5 to 6 man rock, 5000 lbs. or larger. Roci,s placed above this level should IUl;illl Undisturbed firm Native Soil gradually decrease in size with increasing wall height using l� 3 to 5 man rock, 760 to 5000 lbs. Drain pipe; 4-inch minimum diameter, The long dimension of the rocks should extend into perforated or slotted rigid plastic 0 ADS pipe laid with a the earth to provide maximum stability. positive gradient to discharge under control well away from the wall. ARC .- Association of Rocxery Contractors TYPICAL ROCKERY DETAILS Pro]. No. G-393S I Date 81311.5 I Plate 4 APPENDIX A SITE MAP, SOIL CLASSIFICATION LEGEND 0 TEST PIT LOGS (FROM THE .REFERENCED 2004 GEOTECHNICAL REPORT) GEO Group Northwest, Inc. I SITE MAP _ Group Northwest, Inc. VICTOR LEE SHORTPLATSUBDIVISION lillow coo�trdow svhews, cedo&ft. a Block NE of& 126th ST. ma M"oW W.y 'd+ TUKWILA, WASHMNGTON SCALE 1" = 60' DATE 8/6/2004 MADE AJW CHKD WC JOB NO. G-1708-t 1 PLATE 2 LEGEND OF SOIL CLASSIFICATION AND PENETRATION TEST UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) ` GROUP I � MAJOR DIVISION SYMBOL C TYPICAL DESCRIPTION LABORATORY CLASSIFICATION CRITERIA COARSE. GRAINED SOILS CLEAN GRAVELS GRAVELS I Oittle or no (More Than Half fines) Coarse Gnins ----- Larger Than No 4 Sieve) DIRTY GRAVELS (with some fines) SANDS CLEAN SANDS (More Than Hal 4ore Than Half byj Coarse Grains Rime or no Weight Larger ! Smaller Than No. lines) Than No. 200 4 Sieve) Sieve DIRTY SANDS (with some fines) SILTS Liquid Limit (Below A -Line on < 'M Plasticity Chart,- FINE-GRAINED Negligible Limit SOILS Organic) fkLiq`uid 501% �. .._... I CLAYS ... ..... Liquid Limit (Above Aline on < 30% Plasticity Chart, Negligible Liquid Limit Organic) > 50% ore Than Half by�"__'--' Weight Larger i Liquid id Li Limit Than No, 200 (ORGANIC SILTS 8 < Sieve ! CLAYS (Below A -Line on j Plasticity Chart) Liquid Umit ! > 50% HIGHLY ORGANIC SOILS GW -- -.,.._.........................._._._.._.-._-.._.. j WELL GRADED GRAVELS, GRAVEL -SAND Cu = (D60! D10} greater Man 4 MIXTURE, LITTLE OR NO FINES I I DETERMINE C,c = (D307) / (D10' D60) between 1 and 3 .....__..�__...._... _.. _....__..__.. PERCENTAGES OF r--_..___....------_..____.._..---__...---.....__ POORLY GRADED GRAVELS, AND GRAVEL -SAND GRAVEL AND SANG GP MIXTURES LITTLE OR NO FINES FROM GRAIN SIZE NOT MEETING ABOVE REQUIREMENTS GSTRIBUTION GM CURVE I SILTY GRAVELS, GRAVEL SAND -SILT MIXTURES I ATTERBERG LIMITS BELOW "A" I LINE. CONTENT or P.I. LESS THAN 4 OF GC CLAYEY GRAVELS, GRAVEL -SAND -CLAY FINES ._...-- iEXCEEDS 12%, ATTERBERG LIMITS ABOVE MIXTURES COARSE GRAINED ( A" LINE. _ SOILS ARE or P.I. MORE THAN 7 SW CLASSIFIED AS WELL GRADED SANDS, GRAVELLY SANDS, i i FOLLOWS; !---_..........._...___-_._ Cu = (DBO ! 010) greater Man 6 {{ LITTLE OR NO FINES i i Cc = (D30r) / (010' D60) between 1 and 3 SP POORLY GRADED SANDS, GRAVELLY SANDS, < 5% Fine (mined: LITTLE OR NO FINES GW,GP,SW,SP NOT MEETING ABOVE REQUIREMENTS _--...,.. -.-................._......_................._..___.__,__.......................... ...._�—.� SM I SILTY SANDS, SAND -SILT MIXTURES > 12% Fine Grained- ATTERSERG LIMITS BELOW GM, GC, SM, SC (CONTENT -l~ A" LINE OF i with P.1,LESS THAN 4 SC ' 5 to 12% Fine j CLAYEY SANDS, SANO-CLAY MIXTURES Grained; use dual !EXCEEDS FINES ATTERBERG LIMITS ABOVE 12% "A" LINE _..._...._.... ML symbols t-._..__-_ -.._ __ . I INORGANIC SILTS, ___. ROCK_FLOUR, SANDY SILTS �- with P 1, MORE THAN I - I OF SLIGHT PLASTICITY _..... - .......... i....._..._...-._._ _ MH INORGANIC SILTS, MICACEOUS OR 50 DIATOMACEOUS, FINE SANDY OR SILTY SOIL I _ INORGANIC CLAYS OF LOW PLASTICITY, i 40 CL I GRAVELLY, SANDY, OR SILTY CLAYS, CLEAN LU CLAYS Z CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT i 30 CLAYS i U i 20 ORGANIC OL SILTS AND ORGANIC SILTY CLAYS OF i ag LOW PLASTICITY 10 OH I ORGANIC CLAYS OF HIGH PLASTICITY 4 0 PLASTICITY CHART —1 I -Line _^I A _.._. . I FOR SOIL PASSING 1 ..+..... —1-_.' i NO. 40SIEVE CH or OH i l - �- - !---T --". CL or OL i MH or OH OL r ML j I� 0 10 20 30 40 50 60 70 80 g0 100 110 Pt PEAT AND OTHER HIGHLY ORGANIC SOILS LIQUID LIMIT (%) SOIL PARTICLE SIZE U.S. STANDARD SIEVE FRACTION passing Retained L.__._._ Sieve I ( Size ie j Sieve ( Size m SILT/CLAY #200 0,075� SAND I FINE f ii40 0.425 I #200 i MEDIUM I #10 2,00 ! #40 I COARSE I j #4 4.75 910 - - '- GRAVEL I ^-_.------�- I FINE I ! 19 i #4 COARSE ' 76 i COBBLES 76 mm to 203 mm BOULDERS i > 203 mm ROCK j FRAGME14TS i > 7g mm ROCK >0.76 cubic meter in volume 0.075 0.425 2.00 4.75 19 GENERAL GUIDANCE OF SOIL ENGINEERING PROPERTIES FROM STANDARD PENETRATION TEST (SPT) SANDY SOILS SILTY & CLAYEY SOILS Blow Relative Friction I Blow Unconfined 1 Counts I DensitySben j Angle Description Counts o 1 Descnpnon N % IL 0. degree N0.4 --.... Very Loose 12 I < 0.25 ' Very soft 4-10 15 - 35 ! 28. 30 Loose 2.4 I 0.25 - 0.50 i Soft 10.30 35 - 65 i 28 - 35 1 Medium Dense 4-8 1 0.50 - 1-00 Medium Stiff 30 - 50 65 - 85 j I 35 - 42 i Dense B - 15 1 1, 00 - 2.00 Stiff > 50 I 85 - 100 I 3$ - 48 ! Very Dense 15 - 30 2.00 - 4.00 Very Stiff .30 ( > 4.00 Hard Group Northwest, Inc. GeotechnicalEngineers. Geologists, 8 Environmental Scientists 13240 NE 26th Street. Suite 12 Bellevue, WA 98005 Phone (425) 649.8757 Fax (425) 649-8758 PLATE A I TEST PIT BORING NO: TP-1 LOGGED BY AW LOG.DATE: 7/23/2004 GROUND ELEV_ DEPTH ft. U5GS SOIL DESCRIPTION SAMPLE No. Water %. ............_......_.. _..._.......__..... OTHER TESTS/ COMMENTS SM Brown silty SAND loose to medium dense, dry. Probe 2" MI_ Brown cemented sand SII;I' with ------ y ' gravel and cobbles, dry. Sl Probe 1/2" Probe 0" S Total depth of boring - 3,5 feet bgs Refusal in unweathered cemented till. No groundwater or moisture was observed. 10 15 TEST PIT BORING NO: TP-2 LOGGED BY _ A W _ LOG DATE: 7/23/2004 GROUND ELEV. DEPTH ft. USCS SOIL DESCRIPTION SAMPLE No. Water % OTHER.TESTS/ COMMENTS SM Brown silty SAND, loose to medium dense, dry. Probe 3.5" ---------------------------------------------- Probe I" INA L Brown cemented sandy SILT with gravel and cobbles, hard, dry. Probe 1/2" St 6 S2 Probe 1!8" Total depth of boring = 51 No water seepage. Retusal on unweathered cemented till. No 10 1fi Group Northwest, Inc. Geotechnicai Engineers, Geotoglsts, & Environmental Scientists '1'ES'1' P1'F B0R1NG LOGS VICTOR LEE 5HORTPLAT SUBDIVISION Block NE of S. 126th ST. and Marginal Way Tukwila, Washington JOB NO. G-144U DATE 7/26/2004 1 PLATE A-1 u TEST PIT BORING NO: TP-3 LOGGED BY AW LOG DATE: 7/23/2004 GROun1n Ft Fv DEPTH ft. USCS SOIL DESCRIPTION SAMPLE No. Water % OTHER TESTS/ COMMENTS SM Brown silty SANI) loose to medium dense, drv. Probe 4" ML Brown cemented sandy SILT with gravel and cobbles, hard, Probe 2" dry. SI Probe 1" 5 S2 "Dotal depth of boring = j feet bgs Refusal in unweathered cemented till. No groundwater or moisture was observed. 10 1fi LOGGED BY AW TEST PIT BORING NO: TP-4 LOG DATE: 7/26/2004 GRnt tntn Ft Kv DEPTH------ rt. USCS SOIL DESCRIPTION SAMPLE Water % ........ ._.....- OTHER TESTS/No. COMMENTS Sit Brown silty SAND, loose to medium dense, mediurn dense, dry. a S1 Probe 3" NIL ---------------------------------------------------- Brown cemented sandy SILT with gravel and cobbles, hard, 3 S2 Probe 1.5" Probe 1/2" 5 Probe 1 /8" "Total depth of boring = 5 ' No water seepage. Refusal on unweathered cemented till. No 10 15 Group Northwest, Inc. Gectechnical Engineers, Geologists, 8 Environmental Scientists 'FES'i' PFF BORING LUGS VICTOR LEE SIIORTPLAT SUBDIVISION Block NE of S. 126th ST. and Marginal Way Tukwila, Washington JOB NO. Gil 440 DATE 7/26/2004 PLATE A-2 TEST PIT BORING NO: TP-5 LOGGED BY AW LOG DATE: 7/26/2004 GROUND ELEV. DEPTH ft. USCS SOIL DESCRIPTION SAMPLE No. Water % ................. __. .._. OTHER TESTS/ COMMENTS Probe 2" ML Brown sandy SILT with gravel and cobbles, cemented, drv, Probe 1" sl Probe 1/8" 5 Total depth of boring = 4 feet bgs Refusal in unweathered cemented till. No groundwater or moisture was observed. 10 15 TEST PIT BORING NO: TP-6 LOGGED BY—.—.,. AW _ LOG DATE: 7/26/2004 GROUND ELEV. DEPTH ft. USCS SOIL DESCRIPTION SAMPLE No. Water % OTHER TESTS/ COMMENTS SM Red -brown tine to medium SAND with gravel, medium dense, dry, Probe 3" SI Probe 1.5" ---------------------------------------------------- Probe 1/2„ 5 NIL Brown cobbley sandv SILT with gravel, hard, dry. S2 Probe 1/8" Total depth of boring = 6 ' No water seepage. Refusal on unweathered cemented till. No 10 15 i Group Northwest, Inc. Geotechnical Engineers. Geologists. &. Environmental Scientists 'FES'1' PFF BOR.1NG LUGS VICTOR LEE SHORTPLAT SUBDIVISION Block NE of S. 126th ST. and Marginal Way Tukwila, Washington JOB NO. G-1440 1 DATE 7/26/2004 PLATE A-3 TEST PIT BORING NO: TP-7 LOGGED BY A LOG DATE: 7/26/2004 GROUND ELEV. DEPTH ft. USCS SOIL DESCRIPTION SAMPLE No. Water % . ........... .. . ........ ............ . OTHER TESTS] COMMENTS SM Red -brown fine to medium SAND with gravel, medium dense, dry. Sl Probe 2" 5 ---------------------------------------------------- Probe 1 MI, Brown sandy SfL'I' with gravel and cobbles, cemented, dry, S2 Probe 1/8" Total depth of boring = 7feet bas Refusal iii cemented till. 10 No groundwater or moisture was observed. 15 LOGGED BY A TEST PIT BORING NO: TP-8 LOG DATE: 7/26/2004 GROUND F1 FV DEPTH USCS SOIL DESCRIPTION F SAMPLE No. Water % ............. . OTHER TESTS/ COMMENTS SM Brown silty SAND loose to medium dense. drv. - ----------------------------------------------- Probe 3" MI. Brown cemented cobbley sandy SIL'I'with gravel, hard, dry. Probe 1.5" S1 Probe 1/8" Total depth of boring = 4' 5 No water seepage. Refusal on unweathered cemented till. No 10 15 Group Northwest, Inc. Geotechnicat B)qineefs, Geologists, & Environmental Scmntjsts TEST P11'.130RING LOGS VICTOR LEE SHORTPLAT SUBDIVISION Block NE of S. 126th ST. and Marginal Way Tukwila, Washington JOB NO. G-1440 DATE 7/26/2004 PLATE A-4 Prepared By: Choomeng Chin, P.E. 5610 145`h Ave. SE Bellevue, WA 98006 PH: (206) 427-4533 Le Single Family'Residence City of Tukwila, Washington TECHNICAL INFORMATION REPOR June 7 2015 Revised September 6, 2015 REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 6 2015 City of Tukwila BUILDING DIVISION CORRECTION LTR#__4_-- f s RECEIVED CITY OF TUKWILA Prepared For: Mr. Tien Le 8415 7t' Avenue SW Seattle, WA 98106 PH: (206) 778-2655 SEP 15 2015 PERMIT CENTER Y 4 Le Single Family Residence TIR 0602 TABLE OF CONTENTS I. PROJECT OVERVIEW.........................................................................................................4 II. CONDITIONS & REQUIREMENTS.................................................................................15 III. OFFSITE ANALYSIS........................................................................................................17 IV. FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 24 V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN...................................................26 VI. SPECIAL REPORT AND STUDIES................................................................................28 VII. OTHER PERMITS...........................................................................................................30 VIII. EROSION & SEDIMENT CONTROL (ESC) ANALYSIS AND DESIGN..................32 IX. BOND QUANTITIES, FACILITY SUMMARIES AND DECLARATION OF COVENANT......................................................................................................................3 5 X. MAINTENANCE AND OPERATION MANUAL...........................................................37 MAINTENANCE REQUIREMENTS.....................................................................................38 APPENDIX..............................................................................................................................42 SOILREPORT........................................................................................................................43 2 F:\cmcjobs\Tienle\0602tir.doc Le Single Family Residence TIR 0602 SECTION I PROJECT OVERVIEW F Acmcj ob s\Tienle\0602tir. doc Le Single Family Residence TIR 0602 I. Project Overview This Technical Information Report (TIR) provides the technical information and design analysis required for preparing the Temporary Erosion and Sediment Control Plan (TESC) and Drainage Plan for the proposed Le Single Family Residence. The City of Tukwila adopts the current 2009 King County Surface Water Design Manual (KCSWDM) for all development within the city. This project will follow the KCSWDM requirements and City of Tukwila Infrastructure Design and Construction Standards 2010. The proposed single-family residence site is located within Tukwila city limits on the east side of the East Marginal Way S., north of S. 126 h Street. and west side of 40a' Avenue S., an undeveloped street (see Figure 2 — Vicinity Map). The site is located within the Riverton Creek Basin. The total lot area for the site is approximately 2.26 acres. Existing Drainage System Presently, the project site is an open undeveloped with heavy vegetation and fruit trees. The existing ground slopes 0% to more than 40% westerly towards E. Marginal Way S. The drainage from the site sheet flow towards existing drainage inlets along the eastside of the roadway (see downstream analysis in Section III). Proposed Drainage System The development of the site will not change the existing drainage patterns. Majority of the runoff from the site will continue to sheet flow westerly through the undeveloped portion of the site. The developed impervious area will continue to flow westerly via pipes and catch basins to the E. Marginal Way S drainage system. The site has steep slope of more than 40% in part of the site, see topographic survey map. The proposed residence is located within the 15% to 37% slope area. According to the geotechnical report prepared by Geo Group Northwest, Inc. dated August 3, 2015, the soil in the area consists of glacial till. See geotechnical report for more details of site conditions. The proposed single-family residence is approximately 1,917 s.f. and 959 s.f. of concrete driveway improvement. The asphalt driveway within the right-of-way approximately is 1,163 S.F. The total impervious area for the improvement within the lot is approximately 4,039 s.f. This project fall into the Targeted Drainage Review per KCSWM 2009 Figure 1.1.2.A. for steep slope. F:\cmcj obs\Tienle\0602tir. doe Le Single Family Residence TIR 0602 FIGURE 1: TIR WORKSHEET (Attached) F:\cmqjobs\Tienle\0602dr.doc Le Single Family Residence TIR 0602 ICING COUNTY, WASHINGTON, SURFACE WATER DESIGN (MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER I Project Owner — 7TI bAJ L E✓ Phone 700 -7?9 -2,-&:56 Address 1�>vv - - 1POL Project Engineer CqUVM&V6 CHIC! Company Phone Lf 7, -7 (1.6 Part 3 TYPE OF PERMIT APPLICATION L3 Landuse Services Subdivison / Short Subd. UPD � Building Services M/F I Commerical SFR Z1 Clearing and Grading El Right -of -Way Use E3 Other Part 2 PROJECT LOCATION AND DESCRIPTION I Project Name LA- 01N41, V DDES Permit# Location Township 17 7- N Range Section I0 Site Address 10Ae,91A1h-J_. fN. cr-- e, r. ) Part OTHER REVIEWS AND PERMITS Ll DFW HPA Ll Shoreline LJ COE 404 Management LJ LJ Ll DOE Dam Safety FEMA Floodplain COE Wetlands Ll Structural RockeryNautt/ Ll ESA Section 7 Ll Other Part .5 PLAN AND REPORT INFORMATION Technical Information Report— Site Improvement Plan (Engr. Plans) Type of Drainage Review Full I gete I (circle): Large Site 0 Type (circle one): F dified t (- Malfsi 0 Date (include revision Date (include revision dates): dates): Date of Final: Date of Final: Part6, ADJUSTMENT APPROVALS Type (circle one): Standard / Complex / Preapplication Experimental I Blanket Description: (include conditions in TIR Section 2) Date of Approval: 2009 Surface Water Design Manual 1/9/2009 6 F:\emcjobs\Tienle\0602tir.doe Le Single Family Residence TIR 0602 KING COUNTY, WASHI.NGTON, SURFACE WATER RESIGN MANUAL TECHNICAL INFORMATION REPORT {TIR} WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required_ Yes / No Start Date: Completion Date: Describe: Part SITE COMMUNITY AND DRAINAGE BASIN Community Plan: Special District Overlays: Drainage Basin: Stormwater Requirements: Part9 ONSITE AND ADJACENT SENSITIVE AREAS ❑ River/Stream Steep Slope ❑ Lake ❑ Erosion Hazard ❑ Wetlands ❑ Landslide Hazard ❑ Closed Depression ❑ Coal Mine Hazard ❑ Floodplain ❑ Seismic Hazard ❑ Other ❑ Habitat Protection Part 10 SOILS Soil Type cllAtIA-L. fir i, ❑ High Groundwater Table (within 5 feet) ❑ Other ❑ Additional Sheets Attached 2009 Surface Water Design Manual Slopes 1 ,L —" ❑ Sole Source Aquifer ❑ Seeps/Springs I% 1 /9/2009 7 F:\cmcjobs\Tienle\0602tir.doc Le Single Family Residence TIR 0602 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TER) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS - REFERENCE ❑ Core 2 - Offsite Analysis lifSensitive/Critical Areas ❑ SEPA ❑ Other Additional Sheets Attached LIMITATION / SITE CONSTRAINT Part 12 TIR SUMMARY SHEET LL provide one TIR Summary Sheet per.Threshold Discharge Area) Threshold Discharge Area: - name or description) Core Requirements (ail 8 apply) _..__.._._�..� Discharge at Natural Location Number of Natural Dischar a Locations: Offsite Analysis Level: 61JI 2 / 3 dated: ! Flow Control Level: 1 / 2 1 3 or Exemption Number incl. facility summary sheet Small Site BMPs 1 fE-RFoWED p+QE CdN�4Ec-71&V Conveyance System Spill containment located at: Erosion and Sediment Control ESC Site Supervisor. Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: PKatall Public If Private, Maintenance Log Required: Yes ! o Financial Guarantees and Provided: Yes / No Liability Water Quality Type: Basic / Sens. Lake / Enhanced Basicm / Bog �.._�. (include facility summary sheet) or Exemption No. Landscape Management Plan: Yes / No Special Requirements as applicable) Area Specific Drainage Type: CDA I SDO / MDP / BP / LMP I Shared Fac. ! None Requirements Name: Floodplain/Floodway Delineation Type: Major / Minor I Exemption /None 100-year Base Flood Elevation (or range): Datum: Flood Protection.Facilities Describe: Source Control Describe landuse: (comm./industrial landuse) Describe any structural controls: 2009 Surface Water Design Manual 1 /9/2009 3 8 F:\cmcjobs\Tienle\0602tir.doc Le Single Family Residence TIR 0602 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Oil Control High -use Site: Yes ICo) Treatment BMP: Maintenance Agreement: Yes i No with whom? Other Drainaqe Structures Describe: Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS �/ DURING CONSTRUCTION MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION lJ Clearing Limits `I Stabilize Exposed Surfaces Cover Measures ❑ Remove and Restore Temporary ESC Facilities Perimeter Protection ❑ Clean and Remove All Silt and Debris, Ensure LJ Traffic Area Stabilization Operation of Permanent Facilities W Sediment Retention ❑ Flag Limits of SAO and open space ❑ Surface Water Collection preservation areas ❑Other ❑ Dewatering Control ❑ Dust Control ❑ Flow Control Part 14 STORMWATER FACILITY DESCRIPTIONS Note: Include Facility Su mary and Sketch Flow Control Type/Description Water Quality Type/Description ❑ Detention ❑ Infiltration ❑ Regional Facility ❑ Shared Facility ❑ Flow Control BMPs ❑ Other ❑ Biofiltration ❑ Wetpool ❑ Media Filtration ❑ Oil Control ❑ Spill Control ❑ Flow Control BMPs ❑ Other 2009 Surface Water Design Manual 1/9/2009 4 9 F:\cmcjobs\Tienle\0602tir.doe Le Single Family Residence TIR 0602 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTS/TRACTS Part 16 STRUCTURAL ANALYSIS ❑ Drainage EasementR� ❑ Cast in Place Vault ❑ Covenant ❑ Retaining Wall ❑ Native Growth Protection Covenant ❑ Rockery > 4' High ❑ Tract ❑ Structural on Steep Slope ❑ Other ❑ Other Part 17 SIGNATURE OF PROFESSIONAL ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technic I I rmation Report. To the best of my knowledge the information provided here is accurate. S--n4dADqVZ IV 2009 Surface Water Design Manual I/9/2009 5 10 F:\cmcjobs\Tiente\0602tir.doc Le Single Family Residence TIR 0602 ` , . d\ Trod Sat: L Ta. U O Puk vi SF �Swlth S tt If, ace St \ , s 1200h P1 N m ro u+ S 122nd St Ire r 4p ro s S 124th St £ to►m., S 125th St S m � , � S 130th SL i ld y <3 P � � c i�ult t\ A/ , FIGURE 2: VICINITY MAP SCALE: NTS 11 FAcmcjobs\Tienle\0602tir.doc Le Single Family Residence TIR 0602 FIGURE 3: EXISTING SITE CONDITIONS MAP (NTS) 12 F:\cmcjobs\Tienle\0602tir.doc Le Single Family Residence TIR 0602 I, i <�i/ ..._. _ ' r J i a y Gsi t ... .. _.. - __ .... _.... _.... 5 4 JPERF.FOOTLNG DRAIN % r 1 ..72 G i✓` -7D LEVEL :f SPREAUER(TYP.) . F n' 3f' 4¢�kF X •`j _ •`z I IN0=3 V05.0 ADE i 1 tt •..�( �. _ , o .I F F. 305OR Q � F, 296 6!ff 6 PVC 07j3% o Tw 303 0 5ire ' ,•i BW 2910: `) I� i ti (.: ,.a.r: TW:496.0 s l st:i ! I 1 I 6 5 �� '.y;V'a�+a 1... y UW:2e94 B r— F F —303 7,5 HIGH: MAX. -— BLOCK WALL (TYP) I ? �, c ,�s'2 - 21 Imo.. .: t 1 i ... / y. yy1 D�3 itAIN YW:296.0 Bw:288.5 t •RIM 30G0 _ � 4BL F: 6" PVC BUILDINGSEf B,4CK UNE j� \- 'S SDI 3R� TwaoaO ES 24 � � BIN-296 0 X_' `• �` a 3'�ti i' .. Y-, W 1%.3.64� E4= '- RIM 302.5t `. at \ r DRIVE ICKEN.._ f EDGE GUTTER IE=2933 .6 ` TW2960 :r . " 1° WATER SERVICE x ow:24D0 j AWD METER Tw 496 D 1 y ,4 37L F O 3 1 R TN.302.0, 4 :C `J,, BW2960 BEGIN WF11 fi.': ,a26 03 4� .. .. ,._.._... __ _. _.. _ ..a .. �ONT..TtiT SS J y t 29020) ,,.l �.� 3 i .f 4' i f t f r L I e I i rt /.:"(�• >rf 7,> __ ... .......... POWER & ,• /,yak 3 ., TEL. LINES 5D C'o. SAW CUT _� r RIM EL=299 9t d df PVMT "" : '- IE=295.94 (MATCH E)5) 37L.F. 6' PVC SD 0 79 t ,,� s ') L RESTORE E%ST. PVMT. ���. -_ _� I,, t •� CONNECT TO E%ST. CB— ---- 1 A I€ If FIGURE 4: PROPOSED SITE DEVELOPMENT MAP (NTS) 13 F:\cmcjobs\Tienle\0602tir.doe Le Single Family Residence TIR 0602 SECTION II CONDITIONS AND REQUIREMENTS 14 F:\cmcjobs\Tienle\0602tir.doc Le Single Family Residence TIR 0602 II. Conditions & Requirements The site located in a steep slope sensitive area and is required to comply with sensitive area requirements including temporary erosion and sediment control, and drainage requirement as indicated in the geotechnical report. Core Requirements: • Discharge at a natural location (1.2.1): Runoff from the site will be discharged at the natural location. • Offsite Analysis (1.2.2): Level 1 downstream analysis included in Section III. • Flow Control (1.2.3): Not required, less than 5,000 s.f, of impervious area. On site stormwater management BMPs implementation. • Conveyance System (1.2.4): All runoff from the impervious area will be tightlined to connect to the existing roadway system. • Temporary Erosion and Sediment Control (1.2.5): See Temporary Erosion and Sediment Control Plan per KCSWDM requirements. • Maintenance and Operation (1.2.6): On -site storm drainage system is owned and maintained by the owner. See Section X for guidelines information. • Financial Guarantees and Liability (1.2.7): The owner and contractor will attain all necessary permits required by the City prior to the beginning of construction. • Water Quality (1.2.8): Not required as it is less than 5,000 SF. Special Requirements: • Other Adopted Area -Specific Requirements (1.3.1): N/A. • Floodplain/Floodway Delineation (1.3.2): The project site is not located within a 100-year floodplain. • Flood Protection Facilities (1.3.3): The project site does not contain a class 1 or 2 stream and will not be constructing or modifying an existing flood protection facility. • Source Control (1.3.4): N/A. • Oil Control (1.3.5): N/A. 15 FAcmcjobs\Tienle\0602tir.doc Le Single Family Residence TIR 0602 SECTION III OFF -SITE ANALYSIS 16 F:\cmcjobs\Tienle\0602tir.doc Le Single Family Residence TIR 0602 III. Offsite Analysis Upstream Analysis Upstream area consists of an open undeveloped 400' Avenue S. right-of-way to the east. The upstream drainage will not affect the drainage system on site as it bypasses the site drainage system through the undeveloped area. Downstream drainage Analysis: Level 1 The outfall from the project site is at the westerly property into an existing catch basin on the west side of E. Marginal Way S. General conveyance of the drainage from the project site is from east to west through the majority of the developed area of the site. Task 1. Study Area Definition and Maps The upstream tributary area to this project consists of the area within the 40t' Avenue S. 40-foot right-of-way and portion of the undeveloped area to the east. There is no likelihood that the proposed project activities could impact the upstream area with backwater conditions. The discharge point of the project is at the southwest corner of the property into an existing catch basin on the west side of E. Marginal Way S. . A reduced copy of the existing conditions map is included as Figure 3, a site map showing the property lines. The quarter mile point down stream occurs before the intersection of S. 120 Street and E. Marginal Way S. shown on the Figure 5, Drainage System Map. Task 2. Resource Review In our effort to determine, if there were any existing or potential problems with this downstream portion of the city drainage system, the following resources recommended by the KCSWDM were reviewed: a) Adopted Basin Plans: N/A (Not Applicable) b) Finalized Drainage Studies: N/A c) Basin Reconnaissance Summary Reports: N/A d) Critical Drainage Area Maps: N/A e) Floodplain/floodway (FEMA) Maps: None f) Other Offsite Analysis Reports: N/A g) Sensitive Area Folio: None h) DNR Drainage Problem Maps: N/A i) Road Drainage Problems: N/A j) U.S. Department of Agriculture Soil Survey: None. k) Wetland Inventory Maps: None 17 FAcmcjobs\Tien1e\0602tir.doc Le Single Family Residence TIR 0602 1) Migrating River Studies: N/A 18 FAemcjobs\Tienle\0602tir.doc Le Single Family Residence TIR 0602 FIGURE 5: DRAINAGE SYSTEM MAP (NTS) 19 F:\cmcjobs\Tienle\0602tir.doe Le Single Family Residence TIR 0602 FIGURE 6: USGS TOPOGRAPHIC MAP (NTS) 20 F:\cmcjobs\Tienle\0602tir.doc Le Single Family Residence TIR 0602 Task 3. Field Inspection A field observation was conducted to gather information including a level 1 Downstream Analysis and off -site conveyance system. Level 1 Field Study 1. No reported or observed problems. 2. No existing or potential constrictions or lack of capacity in the existing drainage system was apparent. 3. No reported flooding areas were discovered. 4. No existing/potential overtopping, scouring, bank sloughing, or sedimentation is apparent. 5. No known aquatic habitats in the conveyance route. 6. The downstream area consists mainly of an existing developed roadway drainage system. The topography is gentle to moderate with no significant steep slopes. The soil types described in the geotechnical report appear to resemble type C hydrologic soil group. 7. The pipe sizes encountered are from 12 inches up to 18 inches in diameter. 8. Off site areas tributary to the project site were consistent with the site map included. 9. No known complaints of flooding. 10. The site visit was conducted at 4:00 p.m. on June 6, 2015. The weather was sunny and 80 OF. Task 4. Drainage System Description and Problem Descriptions Upstream The upstream tributary area to this project consists of the area within the 40th Avenue S. 40-foot right-of-way and portion of the undeveloped area to the east. Most of the runoff will continue flowing westerly onto the undeveloped portion of the site. No anticipation of any impact to the upstream drainage system due to this development Down Stream Drainage System Description: Runoff from the proposed site is routed to an existing catch basin located on the east side of E. Marginal Way S. at the west property line of the site. From this catch basin; runoff travels westerly 35 feet crossing under the roadway via a 12" concrete storm pipe to the west side of the E. Marginal Way S. to a structure on the center of the sidewalk with solid grate. At this point runoff continues flowing northerly approximately 85 feet to another structure with solid grate on the sidewalk. Then, runoff continues northerly 260' to another structure with solid grate to the intersection of S.124th St and E. Marginal Way S. where the structure with solid grate in the west travel lane. Crossing the intersection 140' to yet another structure located in the sidewalk with solid grate that also collection runoff from the street catch basin. Continues northerly 160' to a structure in the sidewalk with solid grate that also receiving roadway catch basin next to the curb. Runoff continues a similar layout to structures in the sidewalk receiving runoff from the catch basins next to the curb spacing at 200', 170', 190' and 120'to S. 120th Street where the analysis terminated, that is grater than `/4 miles from the project site. 21 FAcmcjobs\Tien1e\0602tir.doc Le Single Family Residence TIR 0602 During the down stream drainage field visit no areas of an existing or potential drainage problems were apparent. Problem description: The down stream drainage system as described above is a not prone to stream bank erosion, siltation, slides and does not threaten destruction of aquatic habitats. Task 5. Mitigation of Existing or Potential Problems No off site mitigation is necessary as there are no observed problems during the analysis. 22 FAcmcjobs\Tienle\0602tir.doc Le Single Family Residence TIR 0602 SECTION IV FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 23 F:\cmcjobs\Tienle\0602tir.doc Le Single Family Residence TIR 0602 IV. Flow Control and Water Quality Facility Analysis and Design The impervious area is less than 10,000 s.f detention is not required, therefore, onsite Stormwater Management flow control BMP will be proposed. On -site infiltration for the impervious runoff is not feasible due to the steep slope. Runoff from the roof area will be drained to the onsite catch basin and discharge to the perforated pipe stub -out and tightlined to the existing roadway catch basin located on 40th Avenue S. Proposed pavement will be drain to asphalt thicken edge gutter and drain to existing catch basin. Footing drain will be tightlined to the level spreader located 15' down slope of the proposed building as recommended in the geotechnical report. Water quality is not required for the small project drainage review. Drianne Cover Area Summary PRESENT CONDITION Pervious Open ground/grass/trees PROPOSED CONDITION Pervious Open ground/grass/trees Landscaping/grass Impervious -Driveway -Driveway (in ROW) -Building Roof -Concrete Landing -Asphalt (in ROW) Total = Area (SF) AREA (ac) 98661 2.26 92101 2.11 3709 0.09 819 0.019 140 0.003 1872 0.043 160 0.004 1163 0.027 4154 0.095 24 F:\cmcjobs\Tien1e\0602tir.doc Le Single Family Residence TIR 0602 SECTION V CONVEYANCE SYSTEM ANALYSIS AND DESIGN 25 FAcmcjobs\Tienle\0602tir.doc Le Single Family Residence TIR 0602 V. Conveyance System Analysis and Design CONVEYANCE REQUIREMENTS FOR NEW SYSTEMS (1.2.4.1): The new conveyance system mainly consists of roof drain tightline and driveway drainage. The 6" PVC with minimum slope of 2% drainage system has sufficient capacity to convey the proposed impervious area for 100-yr storm. Driveway runoff will flow to the thicken edge gutter and drain to the existing catch basin in the roadway. 26 F:\cmcjobs\Tien1e\0602dr.doc Le Single Family Residence TIR 0602 SECTION VI SPECIAL REPORT AND STUDIES 27 F:\cmcjobs\Tien1e\0602tir.doc Le Single Family Residence TIR 0602 VI. Special Report and Studies Geotechnical Report prepared by Geo Group Northwest, Inc. dated August 03, 2015, (See Appendix). 28 F:\cmcjobs\Tienle\0602tir.doc Le Single Family Residence TIR 0602 SECTION VII OTHER PERMITS 29 F:\cmcjobs\Tienle\0602tir.doc Le Single Family Residence TIR 0602 VII.Other Permits Not Applicable. 30 F:\cmcjobs\Tienle\0602tir.doc Le Single Family Residence TIR 0602 SECTION VIII EROSION AND SEDIMENT CONTROL ANALYSIS AND DESIGN 31 FAcmcjobs\Tienle\0602tir.doe Le Single Family Residence TIR 0602 VIII. Erosion & Sediment Control (ESC) Analysis and Design Project Description: The project will consist of a single family residence. Approximately 0.23 acres including the right-of-way will be involved in the development activity. Existing Site Conditions: The existing project site is heavily vegetated. Existing drainage for the project site is from the east to the west of the site. During the proposed construction this drainage pattern will be maintained. The discharge from the project will exit the site at the westerly direction of the property at the pre -development location. Erosion and Sediment Control Measures: Delineate Clearing and easement limits The development drawings clearly indicate the limits of development activities. Prior to any clearing or construction on site, the clearing limits for the project stage shall be clearly marked. The stakes shall be vividly marked with surveyors flagging and located with surveying methods. Please note that majority of the site will be undisturbed due to only one single family residence is proposed. Cover measures According to the standard ESC notes included all disturbed areas to remain unworked for more than seven days during the dry season (May 1 to September 30) or four days during the wet season (October 1 to April 30), unless otherwise determined by the county. Any disturbed areas to remain unworked for more than 30 days will be seeded or sodded, unless the county determines that winter weather makes the vegetation establishment unfeasible. During the wet season any stockpiles to remain unworked for more than 12 hours will remain covered. Perimeter Protection A filter fabric silt fence shall be installed at the downstream end of the disturbed areas of the site. The fence shall be so located that any sediment laden runoff that does not directly enter the protected inlets will be filtered prior to offsite discharge. The perimeter protection will be installed prior to upstream grading. Construction Entrance Routes Prior to the start of general construction the construction vehicle entrances to the site shall be stabilized with a rock pad as detailed on the drawings, unless the proposed location of the construction entrance at the existing asphalt access is acceptable to the city. Sediment retention 32 FAcmcjobs\Tienle\0602tir.doc Le Single Family Residence TIR 0602 Due to the heavily vegetated site and the small disturbed contributing drainage area for this development, the silt fence will be sufficient to trap sediment on site. Dust Control Preventive measures to minimize wind transport of soil by water truck shall be implemented to prevent traffic hazard or sediment transported by wind into existing water resources. 33 F:\cmcjobs\Tienle\0602tir.doe Le Single Family Residence TIR 0602 SECTION IX BOND QUANTITIES, FACILITY SUMMARIES AND DECLARATION OF COVENANT 34 FAcmcjobs\Tienle\0602tir.doc Le Single Family Residence TIR 0602 IX. Bond Quantities, Facility Summaries and Declaration of Covenant Not Applicable. 35 F:\cmcjobs\Tienle\0602tir.doc Le Single Family Residence TIR 0602 SECTION X MAINTENANCE AND OPERATION MANUAL 36 FAcmcjobs\Tienle\0602tir.doc Le Single Family Residence TIR 0602 X. MAINTENANCE AND OPERATION MANUAL The project site development proposes the following drainage conveyance system that connected to the public storm system. The following is brief description of the facilities, their purpose, and their operation. Inlet Structures There inlet structures provided at strategic locations within the development to receive surface sheet flow runoff from the proposed roof and some part of the driveway pavements. The inlet structures receive surface runoff and convey the same to the under ground drainage pipes. These include a catch basin minimum 18 inches in depth that holds any sediment that enter the site during its normal operation. 37 FAcmcjobs\Tien1e\0602tir.doc Le Single Family Residence TIR 0602 Maintenance Requirements APPENDIX .A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACIL.ITIF.S NO.5 — CATCH BASINS AND MANHOLES Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component j Maintenance is Performed Structure Sediment Sediment exceeds 60% of the depth from the i Sump of catch basin contains no bottom of the catch basin to the invert of the ! sediment, lowest pipe into or out of the catch basin or is within 6 inches of the invert of the lowest pipe into or out of the catch basin. Trash and debris Trash or debris of more than Y,, cubic foot which i No Trash or debris blocking or 1 is located immediately in front of the catch basin i potentially blocking entrance to opening or is blocking capacity of the catch basin catch basin. by more than 10 % . I 1 Trash or debris in the catch basin that exceeds C No trash or debris in the catch basin. 43 the depth from the bottom of basin to invert the I lowest pipe into or out of the basin. ! 1 Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous ° present within catch basin. gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot in I No condition present which would volume. attract or support the breeding of j insects or rodents. lDamage to frame Corner of frame extends more than'/. inch past Frame is even with curb. and/or top slab curb face into the street (If applicable). Top slab has holes larger than 2 square inches or i Top slab is free of holes and cracks. 1 i cracks wider than '/. inch. Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than V. inch of the frame from the top slab. Cracks in walls or Cracks wider than Y, inch and longer than 3 feet, 'Catch basin is sealed and bottom any evidence of soil particles entering catch I structurally sound. basin through cracks, or maintenance person judges that catch basin is unsound. i Cracks wider than Y, inch and longer than 1 fool No cracks more than /, inch wide at at the joint of any inlet/outlet pipe or any evidence the joint of mlet/oudet pipe. of soil particles entering catch basin through cracks. Settlement/ Catch basin has settled more than 1 Inch or has ;Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. Damaged pipe joints Cracks wider than '/,-inch at the joint of the ` No cracks more than'%. -inch wide at inlet/outlet pipes or any evidence of soil entering ' the joint of inielloudet pipes. the catch basin at the joint of the inlet/outlet 4 pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. i according to applicable regulations. i Source control BMPs implemented if appropriate. No contaminants I present other than a surface oil film. Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe. j Inlet/outlet pipes clear of sediment. accumulation Trash and debris Trash and debris accumulated in inlet/outet No trash or debris in pipes. pipes (includes floatables and non-floatables). Damaged Cracks wider than %:-inch at the joint of the No cracks more than X.-inch wide at inlettoutlet pipes or any evidence of soil entering i the joint of the inletioutlet pipe. at the joints of the inlet/outlet pipes. 2009 Surface Water Design Manual -- Appendix A I /9,,2009 38 FA crncjobs\Tienle\0602tir.doe Le Single Family Residence TIR 0602 APPENDI;\ .A %iA]N'fE•NANCE I2L(jUIREMEN'I'S hLOW CONTROL, CONVEYANCE, AND WQ FACILITIES _.... _..... ... _. -1--..-... ...................._.._.... .. _._.........—__......... ... .................._...___.......... .... ..... e.._..................___...._._._... .............. .... _.......... ------- _--- ------- ........ --............ .....I NO. 5 — CATCH BASINS AND MANHOLES W Maintenance Defect or Problem Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed Metal Grates Unsafe grate opening Grate with opening wider than 71c inch. Grate opening meets design (Catch Basins) standards. Trash and debris Trash and debris that is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for disposal Damaged or missing Grate missing or broken member(s) of the grate. Grate is in place and meets design Any open structure requires urgent standards. maintenance. Manhole Cover/Lid Cover/lid not in place Cover/lid is missing or only partially in place. Cover/lid protects opening to Any open structure requires urgent structure. maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools. Bolts cannot be seated. Self-locking cover/lid does not work. Cover/lid difficult to One maintenance person cannot remove Cover/lid can be removed and Remove ooverAid after applying 80 tbs. of lift. reinstalled by one maintenance person. li9rZ009 2009 Suribee Water Design Manual — Appendix A A-10 39 F:\cmcjobs\Tien1e\0602tir.doc Le Single Family Residence TIR 0602 APPENDIX .A MAINI'ENANCE REQUIREMENTS FOR FLOW CONTROL:., CONVEYANCE, YANCE?, AND WQ FACILITIES NO.6 — CONVEYANCE PIPES AND DITCHES Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Pipes Sediment & debris Accumulated sediment or debris that exceeds Water flows freely through pipes. accumulation 20 % of the diameter of the pipe. Vegetationlroots Vegetation/roots that reduce free movement of Water flows freely through pipes. water through pipes. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Damage to protective Protective coating is damaged; rust or corrosion Pipe repaired or replaced. coating or corrosion is weakening the structural integrity of any part of pipe. Damaged Any dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20 % or is determined to have weakened structural integrity of the pipe. Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris Geared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20% of the Ditch cleaned/flushed of all sediment accumulation design depth. and debris so that it matches design. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs implemented if appropriate. No contaminants present other than a surface oil film. Vegetation Vegetation that reduces free movement of water Water flows freely through ditches. through ditches. Erosion damage to Any erosion observed on a ditch slope. Slopes are not eroding. slopes Rock lining out of One layer or less of rock exists above native soil Replace rocks to design standards. place or missing (If area 5 square feet or more, any exposed native Applicable) soil. 2009 Surface Water Design :v1anual - .Appendix A 119r^_009 A-I1 40 F:\crncjobs\Tien1e\0602tir.doc Le Single Family Residence TIR 0602 APPENDIX A MAINTENANCE REQUIRENJENTS P1,0W CON'LR.OL, CONVEYANCE-, AND WQ FACILIJJES NO. 11 —GROUNDS (LANDSCAPING) Maintenance Defect or Problem Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Site Trash or litter Any trash and debris which exceed 1 cubic foot Trash and debris cleared from site. per 1,000 square feet (this is about equal to the amount of trash it would take to fill up one standard size office garbage can). In general, there should be no visual evidence of dumping. Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulations. Source control 9MPs implemented if appropriate. No contaminants present other than a surface oil Film. Grasslgroundcover Grass or groundcover exceeds 18 inches in Grass or groundcover mowed to a height. height no greater than 6 inches. Trees and Shrubs Hazard Any tree or limb of a tree identified as having a No hazard trees in facility. potential to fall and cause property damage or threaten human life. A hazard tree identified by a qualified arborist must be removed as soon as possible. Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than 5% broken which affect more than 25% of the total of total foliage with split or broken foliage of the tree or shrub. limbs. Trees or shrubs that have been blown down or No blown down vegetation or knocked over. knocked over vegetation. Trees or shrubs free of injury. Trees or shrubs which are not adequately Tree or shrub in place and supported or are leaning over, causing exposure adequately supported; dead or of the roots. diseased trees removed. 1i9.2009 2009 Surface Water Design Manual -- Appendix A A-16 41 F:\cmciobs\Tien1e\0602tir.dcc Le Single Family Residence TIR 0602 APPENDIX 42 F:\cmcjobs\Tienle\0602tir.doc Le Single Family Residence TIR 0602 Soil Report 43 FAcmcjobs\Tienle\0602dr.doc GEOTECHNICAL ENGINEERING REPORT PROPOSED VUI NGUYEN RESIDENCE 12450 E MARGINAL WAY S (K.C. PARCEL #734060-0540) TUKWILA, WASHINGTON G-3985 Prepared for Mr. Tien Le 9420 - 8" Ave SW Seattle, WA 981.06 August 3, 2015 :1 GEO Group Northwest, Inc. 13240 N.E. 20th Street, Suite 10 Bellevue, WA 98005 Phone: (425)649-8757 Group Northwest, Inc. August 3, 2015 Mr. Tien Le 9420 - 8' Ave SW Seattle, WA 98106 Subject: GEOTECHNICAL ENGINEERING REPORT Proposed Vui Nguyen Residence 12450 E Marginal Way S (K.C. Parcel #734060-0540) Tukwila, Washington Geotechnical Engineers, Geologists & Environmental Scientists Job No. G-3935 Ref: Report titled, "Geotechnical Report, Victor Lee Short Plat Subdivision, 2500 Block on the East Side of E Marginal Way, Tukwila, Washington," dated August 12, 2004, by GEO Group Northwest, Inc. Dear Mr. Le: We are pleased to submit this geotechnical engineering report for the proposed Vui Nguyen single family residence to be located at the northwest corner of the intersection of S 126 Street and 40' Avenue S, in Tukwila, Washington, as illustrated on the Vicinity Map, Plate 1. Our scope of services included a site reconnaissance on July 30, 2015, review of the above referenced 2004 geotechnical report and test pit logs for the site, review of geologic maps for the area, review of the City of Tukwila on-line maps, and preparation of this geotechnical report. INTRODUCTION Project Description The subject property (K.C. Parcel #734060-0540) is approximately 2.3 acres in size and is currently vacant. The above referenced 2004 geotechnical report was prepared for the purpose of subdividing the parcel however, we understand the parcel was not subdivided. The subject proposed home is to be located in the southeast corner of the parcel. Based on the house plans provided, the home will be wood framed, two -stories, with a daylight basement and attached garage. The house and garage combined will have a footprint of approximately 1,694 sf. 13240 NE 20th Street, Suite 10 Bellevue, Washington 98005 Phone 425/649-8757 Fax 425/649-8758 August 3, 20.15 G-3935 Geotechnical Report Page 2 Proposed Vui Nguyen Residence SITE CONDITIONS Surface Conditions The subject site is bounded by industrial development to the north, Marginal Way to the west, 40"' Avenue S to the east, and undeveloped land to the south. In general, the parcel slopes down to the west with several small terraces breaking the 15 to 40 percent slopes. The proposed home location at the southeast corner of the parcel slopes down. to the west-southwest, from 40°i Avenue South toward E Marginal Way S, at an average gradient of about 28 percent. There is a localized area at the northwest corner of the proposed house where the slope gradient is about 44 percent, however the height of the 44 percent slope is only 4 feet, based on the Topographic Site Plan, Plate 2. Subsurface Conditions We identified two geologic maps that include the project site area. The 1962 Preliminary Geologic Map of Seattle and Vicinity identifies the site soil as Vashon till (Qt), consisting of a compact mixture of sand, silt, clay and gravel that was deposited and compacted under the glacial ice sheet during the Vashon stale of the Fraser glaciation period that ended some 12,000 years ago. The 1962 Geologic Map of the Des Moines Quadrangle2, identifies the site soil as Advance Outwash (Qsa), consisting of sand, and sand with pebble to cobble gravel, deposited by proglacial streams during advance of the glacial ice sheet. Eight test pits were excavated in July 2004 to investigate the subsurface conditions as part of the referenced geotechnical study. The test pit logs and site map showing the location of the test pits are included in Appendix A. The soil conditions encountered across the site are consistent with Vashon till (Qt) soils as mapped in the 1962 Preliminary Geologic Map of Seattle and Vicinity. Waldron H.I-i., Liesch B. A., Mullineaux D. R.., and Crandell D. R.., 1962, "Preliminary Geologic Map of Seattle and Vicinity, Washington," U. S. Geological Survey, Map 1-354, Scale 1:31,680. Waldron H. H., 1962, "Geologic Map of the Des Moines Quadrangle, Wash ington,"U.S., Geological Survey, Map GQ-159, Scale 1:24,000. GEO Group Northwest, Inc. August 3, 2015 Geotechnical Report Proposed Vui Nguyen Residence G-3935 Page 3 In general, minimal topsoil was encountered across the parcel. The topsoil overlies 1 to 3 feet of dense to very dense weathered glacial till soil consisting of slightly cemented sandy silt, gravel and some cobbles. Underlying the weathered till, at depths between 2 and 4 feet, very dense unweathered glacial till was encountered, consisting of a highly cemented sandy silt with gravel and cobbles. No groundwater was observed. Test pit number TP-2 was located in the southeaster corner of parcel in the area of proposed residence and encountered loose to medium dense silty sand to a depth of 2 feet underlain by hard (very dense) cemented sandy silt with gravel and cobbles (Glacial Till). Fill soil should be expected along the west side of 40" Ave. S., placed as part of the grading of the street right-of- way. IBC, SEISMICITY & SITE STABILITY Based on the very dense glacially consolidated soils encountered in the test pits, the site is seismically classified as Site Class C, in accordance with the International Building Code and ASCE Chapter 20. The site is mapped as a potential landslide area according to the online City of Tukwila environmental and geology map at NWMaps.net. No landslides, scarps, tension cracks, or other signs of slope instability were observed during our site reconnaissance and none were identified in the referenced 2004 geotechnical report. Both of the geologic maps reviewed do not identify the site as being a landslide area. No groundwater seepage or springs were observed on the property and no groundwater was encountered in the test pits. Trees generally have straight trunks and no indicators of soil creep was observed on the slopes. The site and the slopes generally appears to be stable. It is our opinion that the risk is very low for deep seated slides to occur based on the presence of dense glacially consolidated soils and the lack of groundwater. The potential for liquefaction and/or lateral spreading is negligible based on the glacially consolidated site soils and the lack of groundwater. No known faults intersect the subject property and the risk of surface rupture, as a result of a large magnitude seismic event, is interpreted to be very low. No geotechnical seismic mitigation measures are recommended, with GEO Group Northwest, Inc. August 3, 2015 G-3935 Geotechnical Report Page 4 Proposed Vui Nguyen Residence the exception of the addition of design criteria for seismically induced dynamic soil loads on permanent basement walls and retaining walls. CONCLUSIONS AND RECOMMENDATIONS GENERAL Based on our geotechnical exploration, it is our opinion that the site is suitable for construction of the proposed residence. SITE STABILITY & EROSION ASSESSMENT Construction of the proposed residence will not adversely impact the stability of the site or substantially increase the potential for erosion provided the recommendations in this report are implemented. The site soils contain fine-grained silt and clay size particles and the site soils have a moderate to high erosion potential, based on the site topography and soil type. Implementation of erosion and sediment control methods are recommended during the wet season, such as installing silt fencing down -gradient of the construction area, installing straw waddles, a settlement pond, placement of mulch over exposed soils, and use of plastic sheeting to mitigate stormwater runoff impacts. STEEP SLOPE BUFFER AND SETBACKS It is our professional opinion that steep slope buffers and steep slope building setbacks are not needed for the proposed Vui Nguyen residence, based on the results of our findings and the slope gradients that are present in the area of the proposed house. GEO Group Northwest, Inc. August 3, 2015 G-3935 Geotechnical Report Page 5 Proposed Vui Nguyen Residence SITE PREPARATION General Areas below buildings, sidewalks and pavements, should be stripped and cleared of surface vegetation and organic topsoil. Soils containing large tree roots should be removed. We estimate that about 1.5 to 3 feet of surficial soil may need to be removed. At locations of large trees and preexisting structures, over -excavation may be required to reach undisturbed dense soil. The on -site sandy silts are moisture sensitive. Water should not be allowed to stand in areas where footings, slabs or pavements are to be constructed. Water should be directed away from temporary excavations for structural surfaces during construction to avoid over -excavation of moisture activated soils. During dry weather, the on -site glacial till soils may be used as structural fill, provided the material is free of roots and organic materials and can achieve the structural fill compaction specifications. Stockpiled soils should be covered with plastic sheeting to prevent rainwater infiltration. Plastic sheeting should be anchored with sand bags or rocks to protect from wind. Structural Fill Structural fill is defined as fill material placed below buildings, slab -on -grade floors, sidewalks, patios, porches and pavements. The onsite silty sand with gravel should be suitable to use as structural fill during dry weather if free of roots and organic material and approved by the geotechnical engineer. During wet weather or under wet conditions we recommend the use of a free draining granular material with no greater than 5% passing the No. 200 sieve (silt and clay - size particles passing the No. 200 mesh sieve based on the fraction passing the 3/4 sieve). Structural fill material should be placed on unyielding native site soils and compacted at or near the material's optimum moisture content and in lifts that are 8-inches thick or less. Below slab -on - grade floors, foundations, and other structural elements, structural fill should be compacted to a minimum of 95 percent of the material's maximum dry density, as determined by ASTM Test GEO Group Northwest, Inc. August 3, 2015 Geotechnical Report Proposed Vui Nguyen Residence G-3935 Page b Designation D-1557 (Modified Proctor). For driveways, structural fill should be compacted to 90 percent, with the exception of the top 12-inches which should be compacted to 95 percent. Fill behind retaining walls and basement walls should be compacted to a minimum of 90 percent (95 percent if supporting structural elements). Trench backfill and compaction within the public right- of-way must meet the city, county or water district specifications. If structural fill is required below foundation footings, the structural fill should extend down beyond the footings at 1H:IV, so for 2 feet of over -excavation the structural fill should extend 2 feet beyond the inside and outside edges of the footings. Temporary Excavations and Slopes Temporary cuts greater than four feet in height such as those for the foundation excavation, should be sloped at an inclination no greater than 1H:1V (Horizontal: Vertical) in the loose to dense surficial and weathered till soils. Steeper slopes of 0.5H:1V should be feasible in the very dense cemented glacial till soil, but should only be performed under the supervision of the geotechnical engineer or his representative. The geotechnical engineer should be retained to inspect the stability of excavations during construction. Surface runoff should not be allowed to flow over the top of the slopes into the excavated area. Exposed cut slopes should be covered with plastic tarps to minimize erosion during wet weather. FOUNDATION DESIGN CRITERIA The single family residence may be supported on conventional spread footings that extend down to bearing soils or on structural fill that extends down to bearing soils. If structural fill is required below foundation footings, the structural fill should extend down beyond the footings at 1H:1V, so for 2 feet of over -excavation the structural fill should extend 2 feet beyond the inside and outside edges of the footings. We recommend the geotechnical engineer verify the allowable soil bearing conditions in the field at the time of construction. Individual spread footings may be used for supporting columns and strip footings for bearing walls. GEO Group Northwest, Inc. August 3, 2015 G-3935 Geotechnical Report page 7 Proposed Vui Nguyen Residence Our recommended design criteria for foundations are as follows: Allowable bearing pressure, including all dead and live loads: Dense site soils and structural fill = 2,000 psf Minimum depth to bottom of perimeter footing below adjacent final exterior grade: = 18 inches Minimum depth to bottom of interior footings below top of floor slab: = 12 inches Minimum width of wall strip footings: = 16 inches Minimum lateral dimension of column footings: = 24 inches Estimated post -construction settlement: _ ►/2 inch Estimated post -construction differential settlement across building width: = 1/2 inch A one-third increase in the above allowable bearing pressures can be used when considering short-term transitory wind or seismic loads. Lateral loads can also be resisted by friction between the foundation and the supporting compacted fill subgrade or by passive earth pressure acting on the buried portions of the foundations. For the latter, the foundations must be poured "neat" against the existing undisturbed soil or backfilled with a compacted fill meeting the requirements of structural fill. Our recommended design parameters are as follows: Passive Pressure (Lateral Resistance) • 350 pef equivalent fluid weight Coefficient of Friction (Friction Factor) • 0.35 GEO Group Northwest, Inc. August 3, 2015 Geotechnical Report .Proposed Vui Nguyen Residence BASEMENT WALLS & RETAINING 'WALLS G-3935 Page 8 Permanent basement walls restrained horizontally on top are considered unyielding and should be designed for lateral soil pressure under the at -rest condition. Conventional reinforced cantilever walls free to rotate on top should be designed for an active lateral soil pressure. Walls should be waterproofed and fully drained to prevent a buildup of hydrostatic pressure. The following design criteria is for a fully drained wall backfill condition. Active Earth Pressure Conventional reinforced concrete walls that are designed to yield an amount equal to 0.002 times the wall height should be designed to resist the lateral earth pressure imposed by an equivalent fluid with a unit weight of 35 pcf for level backfill behind the wall. At -Rest Earth. Pressure Walls supported horizontally by floor slabs are considered unyielding and should be designed for lateral soil pressure under the at -rest condition. The design lateral soil pressure should have an equivalent fluid pressure of 45 pcf for level ground above the wall. Seismic Earth Pressure In addition to the above lateral soil pressure, a rectangular pressure of 6H should be added to the above lateral soil pressures for permanent basement and retaining walls to account for seismically induced dynamic soil loads. Passive Earth Pressure and Base Friction The available passive earth pressure that can be mobilized to resist lateral forces may be assumed to be equal to 350 pcf equivalent fluid weight for both undisturbed soils and engineered structural backfill. The base friction that can be generated between concrete and undisturbed bearing soils or structural fill may be based on an assumed 0.35 friction coefficient. The above design pressures do not include the effects of surcharges. For sloped ground above the wall a surcharge load equivalent to 50 percent of the soil height above the wall using a unit soil weight of 130 pcf should be considered in addition to the above soil pressures. Traffic and GEO Group Northwest, Inc. August 3, 2015 G-3935 Geotechnical Report Page 9 Proposed Vui Nguyen Residence construction equipment surcharges may be considered as a uniform surcharge equivalent to two (2) feet of soil acting over the full depth of the active pressure. SLAB -ON -GRADE FLOORS To mitigate settlement of floor slabs, organic and loose soil should be removed and the base soil compacted. The subgrade should then be brought back up with structural fill compacted to 95 % of the material's maximum dry density as determined by ASTM D1557 (Modified Proctor). For dry storage and living space, slab -on -grade floors should be placed on a capillary break to prevent wicking of moisture through the slab. The capillary break should consist of a minimum four (4) inch layer of gravel or crushed rock containing no more than five (5) percent fines passing the No. 4 (1/4-inch) sieve. A 5/8-inch crushed rock with no minus fraction is an acceptable material for use as a capillary break (peagravel is not recommended). To reduce water vapor transmission through the slab we recommend installing a 10-mil reinforced vapor barrier, such as Moistop' by Fortifiber Corporation, between the capillary break and concrete floor slab. Two to four inches of sand may be placed over the membrane for protection during construction (optional). DRAINAGE We recommend that the finished ground surface be graded so surface water is directed away from the structure. Drainage behind basement and retaining walls .may consist of a granular free - draining sand and gravel material or a vertical drain mat (Miradrairi 6000 or equal) may be installed facilitate drainage behind the wall and prevent the buildup of hydrostatic pressure. The drain mat should extend from near the finished surface grade down to the base of the wall. We recommend footing drains be installed around the perimeter foundation and behind the basement wall. The drains should consist of a 4 inch minimum diameter, perforated or slotted, rigid drain pipe laid at or just below the invert of the footing with a gradient sufficient to generate flow. The perforated drain line should be bedded in washed drain rock and the drain rock wrapped with a non -woven geotextile, such as Mirafi (Tencate) 140N or equal. Where a wall drain mat is GEO Group Northwest, Inc. August 3, 201 S G-3935 Geotechnical. Report Page 10 Proposed Vui Nguyen Residence installed, the drain rock should extend above the base of the drain mat. GEO Group Northwest, Inc. should inspect the subsurface footing drain system before backfilling. A typical wall and footing drain detail is attached as Plate 3. Roof water and foundation drain water may be tight -lined to an on -site stormwater dispersal trench. The dispersal trench may be located down -gradient from the house, provided it is located a minimum of 15 feet from the house. Based on the site conditions it is our opinion that stormwater dispersal on the property will not negatively impact site stability. ROCKERIES By its nature, a rockery wall is not designed or engineered retaining wall such as a reinforced concrete wall. Rockery construction is to a large extent an art, not entirely controlled by engineering methods. Because of this, it is imperative that rockeries be constructed in the proper manner by an experienced contractor with proven capability in rockery construction. Although a rockery wall can provide some degree of retention capability, its main function is to serve as a protective facing to help retard the weathering and erosion processes that act on the earth embankment behind the rockery. To have a satisfactory rockery system, the earth embankment behind the rockery must be initially stable, and provisions must be made to ensure it remains stable on a long term basis. Rockeries facing fill soil, four feet or greater in height, should be laterally reinforced with geogrid. GEO Group Northwest, Inc., can provide the geogrid reinforcement design, if needed. We recommend that rockery walls be constructed in accordance with the Standard Rockery Construction Guideline published by the Association of Rockery Contractors. A schematic design showing rockery construction elements is presented on Plate 4 - Typical Rockery Detail. Local jurisdictions may require that construction plans for rockery walls over a specified height be reviewed and approved by a licensed professional engineer. GEO Group Northwest, Inc. August 3, 2015 G-3935 Geotechnical Report Page 11. Proposed Vui Nguyen Residence PAVEMENTS A new paved access is proposed in the right-of-way of 40`}' Avenue SW, north of S 126' Street, with the driveway to the house garage to be located off of 401h Avenue SW, Pavement performance is strictly related to the condition of the underlying subgrade. Settlement and movement of the subgrade, such as alligatoring, can be reflected up through the pavement. If loose subgrade soils are present we recommend improving the subgrade by placing the pavement section on a minimum of 2 feet of granular structural fill. The subgrade below the structural fill should be evaluated by the geotechnical engineer and compacted prior to placement of the structural fill. In the public right-of-way, structural fill should be compacted to a minimum of 95 percent of the materials maximum dry density based on ASTM D-1557 (Modified Proctor), or in accordance with the City specifications. On private property we recommend structural fill below driveways be compacted to 90 percent, with the exception of the top 12-inches which should be compacted to 95 percent.of the materials maximum dry density based on ASTM D-1557 (Modified Proctor.). Observation and compaction testing is recommended at the time of fill placement to document and verify that the compaction specifications are achieved. Prior to paving, the pavement subgrade should be proof -rolled with a heavy piece of equipment, such as a loaded dump truck, under the observation of the geotechnical engineer, to verify that the subgrade is dense, unyielding, and suitable for supporting the pavement section. Soft or unstable subgrade identified during the proof -roll should be evaluated be the geotechnical engineer and stabilized prior to paving. Pavement sections within the public right -of. --way should be in accordance with the City of Seattle specifications. We recommend the following minimum pavement sections for the driveway: Heavy Traffic Loads Class "B" Asphalt Concrete (AC) 3-inches Crushed,Rock Base (3/4-inch minus) 5-inches GEO Group Northwest, Inc. August 3, 2015 G-3935 Geotechnical Report Page 12 .Proposed Vui Nguyen Residence Light Traffic Loads Class "B" Asphalt Concrete (AC) 2-inches Crushed Rock Base (3/4-inch minus) 4-inches or Concrete pavement 6-inches Crushed Rock Base (3/4-inch minus) 2-inches The above pavement thickness values are minimum's and may not be acceptable if there is evidence of instability in the subgrade. In the event of poor subgrade conditions, the geotechnical engineer or his representative should be notified so that we can review the conditions, provide subgrade stabilization recommendations or redesign the minimum pavement sections presented above. LIMITATIONS This report has been prepared for the specific application to this project for exclusive use by Mr. Le and his authorized representatives. Our findings and recommendations stated herein are based on field observation, our experience, and our judgement. The recommendations are our professional opinion derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area and within the budget constraint. No warranty is expressed or implied. In the event the soil conditions are found to vary from those described herein, or construction plans change, GEO Group Northwest, Inc., should be notified and the recommendations herein re-evaluated. CONSTRUCTION MONITORING GEO Group Northwest, Inc. should be retained to provide geotechnical monitoring services during construction. This will allow us to confirm that the subsurface conditions are consistent with those described in this report and allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. It will also allow us to document that GEO Group Northwest, Inc. August 3, 201.5 Geotechnical Report Proposed Vui Nguyen Residence G-393 5 Page 13 construction activities conform to the plans, specifications and recommendations herein We recommend that GEO Group Northwest Inc., be retained to provide construction monitoring and testing services for geotechnical-related work during construction. This is to verify compliance with the design concepts, specifications, and recommendations, and to facilitate design changes in the event that subsurface conditions differ from those anticipated. We recommend that the following items be inspected by the geotechnical engineer or representative: • Verification of the removal of debris and organic material during clearing and grubbing; • Monitor site excavation; • Soil bearing verification for foundations and retaining wall footings; • Utility trench backfill and compaction testing; • Proctor testing of imported fills and on -site soils to determine optimum moisture content and maximum dry density (compaction curves) prior to the start of fill placement; • Structural fill placement observation and compaction testing below foundations, slab floors, retaining walls, wall backfill and pavement areas; • Proof -rolling of final pavement site grades. We request that the contractor provide GEO Group Northwest, Inc. with a minimum 24 hours advance notice for performing the above inspections, so that we can arrange to have personnel available. GEO Group Northwest, Inc. August 3, 2015 G-3935 Geotechnical Report Page 14 Proposed Vui Nguyen. Residence We appreciate the opportunity to provide this geotechnical report and look forward to working with you in the construction phase. Please contact us if you have any questions about this report, or if we can be of further assistance. Sincerely, GEO GROUP NORTHWI+:ST, INC. Wade J. Lassey, L.E.G. Engineering Geologist "' % William Chang, P.E. i Principal Attachments: Plate 1- Vicinity Map .-X i 4 sm Plate 2- Site Plan Plate 3- Typical Wall and Footing Detail Plate 4- Rockery Detail Appendix A - Site Map, Soil Classification Legend and Test Pit Logs (from the referenced 2004 Geotechnical Report) GEO Group Northwest, Inc. Adapted from "The Thomas Guide," 2007.� 0 10001 2000' Approximate Scale: i inch =t000 feet - (v 124TH Sr S 125TH K`. ST I S 24TST V)H 7 S 126TH S F r_ 00 �; v), �125TH CD 'a y � ° V-4 `n _ > S 126TH ST <.. . _ .. _._.._ .. �...._ s� ,._ } HILLi P L TH s� 12.8TH PK ST S p 24100 PROJECT 8 ST z to t;,; SITE t N �` ti M HI NE MI M S i 130TH m <., T N S 130TH ;mac t3oTr� SPECIALTY s'; q ___ _.._ . _ _.�.__ _ _ ....._..... 1 Pf y _ _ i] .' _ ... 3 } i V) PL; CENTER �;' r,, i Ni �pji ��,I S S 131ST v3 fi 1 J S -ziN0 ¢ 131ST �i, �r131 c _ pL S i �--' i N of i y '—' r IRIVER _. .... qo s PAA !¢CO S � 133 tVI ST S S 134�H ST. fl#_ �r ST _:..}; NI j vl i �I 1 SOUTKGA, S I36TH 1 S �. � �, o o 1-- - t u t1i 1.' T Y-+ M I . S ...... ; �. �, �f�f#JNI TY CENTER ;` 1 srTM i a = j S__137TH_� ST S, 1138TH fi ��° i ,` ST 1 -'- �_ ��!� y. t3aT1, r 4 _._...... ...._ RIVERTON ti �, v� s S 139TH ST j1 CR�+£$1`" V) S 139TH P L al I'a S S 140TH ST ¢ s �`Ei i V), 141 ST P` 141ST i S 142NQ ..... [_t_._ ST._ . 2404) ��_.._..: f a z IS 142ND IT -= VICINITY MAP ! Northwest, Inc. PROPOSED WI NGUYEN RESIDENCE _Group Geotechnial Engineers. Geologists, & 12450 E Marginal Way S Environmental Scientists (K.C. Parcel #734060-0540) Tukwila, Washington SCALE As Shown DATE 7/31/ 15 MADE WJL C11KD ;7 Jos NO. G-3935 PLATE t ^ X o oX /0X dOQ& / 1v tn / ar- of Ln �O I �2a2 "1 ^1 �. . ----- ------ -...__..- ....__. 2$° N I.278 h (oo # r 2 D X 1� to /\ri I/ ' pj� ( 7,7 o x ---X o N r7 D N q 00 l� �J CIO v) r� 72� 6 Co °� c N �°m N N� oo (o O O hN c0 Q �dp, N Ln - N V r D Ol �D O� 9SI C V / o a4 z a o� y Gl' n (~ Nv 0 26� X N N Co x co .4Ln F N N �.,. ' x SITE PLAN UdMGroup Northwest, Inc. PROPOSED VUI NGUYEN RESIDENCE ceded"cal Enonem, Geologsts, a 12450 E Marginal Way S --- &mronrnerTfWsciennsa (K.C. Parcel #734060-0540) Tukwila, Washington scALE 1" 30' +/- DATE 8/3/15 MADE W7L cHxD WC JOB No. G-3935 PLATE 2 FILL & WEATI ERED 'PILL 0 0 0 0 LH:.I V o O 0 0 CEMENTED GLACIAL TILL Basement Wall Vertical Drain Mat .Slope to drain � (Miradrain 6000 or equivalent) o `' 0 ° 0 BACKFILL O COMPACTED TO90% 0 0 o 0 0 0 0 0 O o 0 0 0 0 0 O O 0 0.5fl:1 V 0 0 o 0 0 0 ° 00 G 0 „ SLAB GF.OTEXTII;E CAPILLARYBREAK FILTER FABRIC FOOTING•_ III�IO (Mit-aft140N,orequivalent) ,;;; ;;.;_: `— FOOTING DRAIN FREE DRAINING MATERIAL Minimlan 4-inch diameter rigid slotted (Crushed or washed rock) or perforated PVC pipe with. positive gradient to discharge NOT TO SCALE NOTES: 1.) Do not replace rigid PVC pipe with flexible corrugated plastic pipe. 2.) Perforated or slotted PVC pipe should be tight jointed and laid with perforations or slots down, with positive gradient to discharge. 3.) Do not connect roof downspout drains into the footing drain lane system. 4.) Backfill on the exterior of the basement wall should be compacted to 90% of the maximum dry density based on Modified Proctor (ASTM D-1557). The top 12-inches to be compacted to 95% of maximum dry density if backfill is to support sidewalks, driveway, etc. Fill below slab -on -grade concrete floors should be compacted to 95% maximum dry density. 5.) Capillary Break: Minimum of six (6) inch thick layer of free -draining gravel containing no more than five (5) percent finer than No. 4 (1/4-inch) sieve. A 10-mil reinforced plastic vapor barrier, is recommended over the capillary break. TYPICAL WALL & FOOTING DRAIN • Group Northwest, Inc. PROPOSED VIA NGUYEN RESIDENCE GeotechnicaI Engineers, Geologists, & 12450 E Marginal Way S Environmental Scientists (.K.C. Parcel #734060-0540) Tukwila, Washington SCALE NONE DATE 8/3/l5 MADE WJL CIIKD WC JOB No. G-3935 PLATE 3 H 3 8 Fig. A. ROCKERY SECTION �..�a 1.�. l.t..<".-2�. _.fi..�—=vim... Fig. B. ROCKERY ELEVATION SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING NOTES: Rockery construction is a craft and depends largely Rocks should be placed to avoid continuous on the skill and experience of the builder. joint planes in vertical or lateral directions. A rockery is a protective system which hel`�s retard Each rock show,d bear on two or more rocks the weathering and erosion process on an exposed below it, with good flat -to -flat contact. soil face. While by its nature (mass, size and shape of the rocks) it will All rockeries over 4 feet in height should be provide some degree of retention, it- i.s not a designed or engineered Sys- constructed on basis of wall mass, not square -- footage of face. -- -- -- --------- - tem in the sense a reinforced concrete retaining wall would be considered designed or engineered. Approximate Approximate Iite degree of retention achieved is dependent on Weight - lbs. Volume (0) the size of the rock used; that is, the mass or 1 Man 58,210 0.9 - 4.0 weight, and the height of the wall being construc- 2 Man 265,580 4.1.- 8.25 ted. late larger the rock, the more competent the 3 Man 760 - 1830 12.3 - 27.1 wall. 4 Man 3000 - 7000 49.0 - 76.0 Rockeries should be considered maintenance items 5 Man 5000 76 that will re uire q periodic inspection and repair. 6 Man 7000 100 They should be located so that they can be reached Reference: Local uar weig1tht study s in by a contractor if repairs become necessary. average weights ofnoless tRan six rocuks of each man size conducted in January, 1988. Maximum inclination of slopes behind rock walls is 2:1 (Horizontal:Vertical) LEGEND: Minimum embedment D - 12 inches undisturbed native soil or compacted fill placed in accordance with Drainage materials to consist of report recommendations. '••• clean angular well -graded quarry Maximum rock wall height H feet. spalls, with 3-inch maximum size, or, Rockeries greater than 8 feet in height to be ocher material approved by the geotechnical engineer installed under periodic observation of the geotechnical engineer. Surface seal; may consist of imper- Rocks placed In the lower two-thirds of the wall vious soil or asphalt should be 5 to 6 man rock, 5000 lbs. or larger. Rocks placed above this level Undisturbed .firm Native Soil should gradually =1�1 decrease in size with increasing wall height using' 3 to 5 man rock, 760 to 5000 lbs. Drain pipe; inch minimum diameter, The long dimension of the rocks should extend into perforacea or slotted rigid plastic 0 ADS pipe laid with the earth to provide maximum stability. a positive gradient to discharge under control well away from the wall. ARC A oclalgn of Rockery Contractors TYPICAL ROCi,CRY DETAILS Pro). No. C -393S I Date 8/3/15 1 plate 4 APPENDIX A SITE MAP, SOIL CLASSIFICATION LEGEND TEST PIT LOGS (FROM THE REFERENCED 2004 GEOTECHNICAL REPORT) GEO Group Northwest, Inc. w S _ t Or- I +rrm. taw SITE MAP %W Group Northwest, Inc. VICTOR LEE SHORTPLATSU13DMSWN Geotw rreW &4pie rs, Geobgkss, a Block NE of & 1 z6tb ST. rad Margad wry emwanmentw scie„eists TUKWILA, WASMNGTON SCALE 1" = 60, DATE 8/6/2004 MADE AJW CHKD WC JOB NO. G-1708-1 PLATE 2 LEGEND OF SOIL CLASSIFICATION AND PENETRATION TEST UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) MAJOR DIVISION f GROUP SYMBOL ! TYPICAL DESCRIPTION j LABORATORY CLASSIFICATION CRITERIA . CLEAN ....th u (D60 t neater than d GW WELL GRADED GRAVELS, GRAVEL•SANO Cu � - D10) greater GRAVELS MIXTURE, LITTLE OR NO FINES DETERMINE I Cc ' rD30J j / (010 • D60 between 1 and 9 �_....... ...... - .......__.—._..... ........... -----: PERCENTAGES OF ---._... .... ___...._._ __.......... GRAVELS j (little or no POORLY GRADED GRAVELS, AND GRAVEL -SAND GRAVEL AND SAND GP COARSE- { (More Than Halt roes) I i MIXTURES LITTLE OR NO FINES FROM GRAIN SIZE NOT MEETING ABOVE REQUIREMENTS Coarse Grains GRAINED SOILS i _.._.— _.. ___._..__.._--..� ..______._..._. _ _ ......_._.._._,_.� DISTRIBUTION _ - (anger Than No. 4 , V ATTERSERG LIMITS BELOW Sieve DIRTY GM SILTY GRAVELS, GRAVEL -SAND -SILT MIXTURES "A" LINE. i GRAVELS i t CONTENT I or P.I, LLSS THAN 4 L..............._....._..- I -.._._._.._._.....-- —.___.-__..._.. ... _^ OF FINES (with some ,` CLAYEY GRAVELS, GRAVEL -SANG CLAY i EXCEE05 12%I ATTERBERG LIMITS ABOVE fines) GO MIXTURES COARSE GRAINED I i "A" LINE. . . ___..._._....._........._ _._......-_.- SOILS ARE j or P 1. MORE THAN ................. f SANDS CLEAN CLASSIFIED AS ---- ...... WELL GRADED SANDS, GRAVELLY SANDS, SW FOLLOWS: Cu = (D80 / 010) greater than e LITTLE OR NO FINES Cc )N(O10' D80j between 1 and 3 (Coene Than + -POORLY More Than Half b y'; rse Gra nsH I of °r °O GRADED SANDS, GRAVELLY SANDS. < 5% Fine Grained: SP I Weight Larger i� Smaller Than No. I fines)' NOT MEETISANDS G ABOVE REQUIREMENTS ., LITTLE OR NO FINES GW, GP, SW, SP j Than No. 200 f 4 Sieve) - ......... ___ .._- __. _................ _ _ _..._.__ ...--- Sieve i I y i DIRTY I I ! ATTERBERG LIMITS BELOW > 12% Fine Grained: „ SM 51LN SANDS, SAND -SILT MIXTURES A" LINE GM,GC,SM,SC SANDS CONTENT OF� with P.I. LESS THAN 4 i. FINES _ I (with some ! 5 to 12% Fine I EXCEEDS 12%1 ATTERBERG LIMITS ABOVE tines) SC i CLAYEY SANDS, SAND -CLAY MIXTURES i Grained: use dual "A" LINE I f symbols with P I, MORE THAN 7 SILTS `' Liquid limit 1 I INORGANIC SILTS, ROCK FLOUR, SANDY SILTS ML (Below A -Line on < 50% i OF SLIGHT PLASTICITY i 60 Plasticity Chart, _.--_...._....._...._._._._.. ..._.._ _.. _. __ _.- _ ..__._- .................__ _ _ .... __ .__._...__.__._-._..__.._..... PLASTICITY A-Unel i FINE-GRAINED Negligible Liquid Limit TOILS Orgamel I > 50% MH I INORGANIC SILTS, MICACEOUS OR 50 ,j,., FOR SOIL PASSING DIATOMACEOUS, FINE SANDY OR SILTY SOIL t NO. 40 SIEVE CH or OH ! ......_.. _..,,...___ j _ ._.... i o i i CLAYS Liquid Limit I I INORGANIC CLAYS OF LOW PLASTICIII i X 40 -- I ( a -h-_- CL GRAVELLY, SANDY, OR SILTY CLAYS, CLEAN 1 LU I (Above A -Line on < 30% I Plasticity Chart30 CLAYS i I Negligible Liquid Limit j Organic) ' > r50% i } --� INORGANIC CLAYS OF HIGH PLASTICITY, FAT F-- ..........1..._... ._..., ..._.t.___.... CH CLAYS i U ! CL or OL j MoreThan Half b)._....---__-.---4.._._....._._......._..._. ..._..�1_.._........._....___......-__..._�_..___....._..._......__ f H' ` _ , Weight Larger I Liquid Lima i ORGANIC SILTS AND ORGANIC SILTY CLAYS OF ! j MH or OH ORGANIC SILTS 8: _ Than No. 200 <;)0% I OL ? LOW PLASTICITY i Sieve CLAYS C_._.._._._..................._.. (Below A -Line on I Liquid Limit 1 _._ _-J _.. _...-. t0 -. - i - I --".-.'- '-� 7 i 1-• i �r Plastid Chart ty ) > 50% 1 OH ORGANIC CLAYS OF HIGH PLASTICITY I 4 i i OL M t I j _ .- J `- •' _ 1 I 0 10 20 30 40 50 60 70 80 90 100 to HIGHLY ORGANIC SOILS i Pt PEAT AND OTHER HIGHLY ORGANIC SOILS i LIQUID LIMIT (%) f SOIL PARTICLE SIZE GENERAL GUIDANCE OF SOIL ENGINEERING ......._._....---._...... ....._...................._.._...... U.S. STANDARD SIEVE PROPERTIES FROM STANDARD PENETRATION TEST SPT l 1 .. ...... FRACTION Passing Retained ... _.. . SANDY SOILS SILTY 8 CLAYEY SOILS Size Sieve I Sieve ( Size Blow i Relative friction Unconfined - mm } I glow ...._. T.-. - .(mm --- Counts Density I Angle Description Counts Strength Description SILT I CLAY #" 00 - 0,075 N 1 % �, degree ! N i qu, I, SANGr_ — O - 4 -- I 0 -15 1 Very Loose --------._ < 2 ------- j<0.25 € Very soft FINE #40 + 0.425 i #200 1 0.075 4,10 15 - 35 26. 30 Loose 2 - 4 0.25 • 0.50 I Soft MEDIUM #10 2.00 i ttA0 0.425 10 - 30 i 3S - 85 28 - 35 Medium Dense 4-8 i j 0.50 - 1.D0 Medium Still COARSE ` #4 I 4.75 ':. #10 .._.....GRAVELso 2.00 30-50 65. 85 j 35 - 42 Dense B - 15 - I 1,00 2.00 Stitt I ' - ?00 38 - 46 Very Dense 15 - 30 i 100 - 4 00 Very Stiff FINE 19 #4 4.75 > 30 > 4.00 Hard .,.ARSE 1 76 i 19 COBBLES ! 76 mm to 203 min ....,.__ -_ _ _..... � Group Northwest, Inc. BOULDERS BOULDERS > �X13 mm 203 ._._................._.--__._..._..._._._._.._..__-_,..-._-_.__-......____..._.......__................ Geotechnical Engineers.Geologists, & ROCK ' 78 mm Environmental Scientists FRAGMENTS 13240 NE 20th Street, Suite 12 Bellevue, WA 9WO5 > ROCK 0.78 cubic meter in volume Phone (425) 649-8757 Fax 425� 649.8758 ( PLATE A 1 TEST PIT BORING NO: TP-1 LOGGED BY AW LOG DATE: 7/23/2004 GROUND ELEV. DEPTH ft. USCS SOIL DESCRIPTION SAMPLE No. Water % OTHER TESTS/ COMMENTS sM Brown silty SAND loose to medium dense, dry. Probe 2" ML ------------- Brocin cemented sandy SII; I' with gravel and cobbles, dry. S 1 Probe 1 /2" Probe 0" 5 Total depth of boring = 3.5 feet bgs Refusal in unweathered cemented till. No groundwater or moisture was observed. 10 15 TEST PIT BORING NO: TP-2 LOGGED BY 1. AW LOG DATE: 7/23/2004 GROUND ELEV. DEPTH ft. USCS SOIL DESCRIPTION SAMPLE No. Water % OTHER TESTS/ COMMENTS s41 Brown silty SAND, loose to medium dense, dry. Probe 3.5" ---------------------------------------------------- Probe 1" 1iL Brown cemented sandy SILT with gravel and cobbles, hard, dry.I SL Probe 1/2" 5I S2 Probe 1/8" Total depth of boring = 5 ' No water seepage. Refusal on unweathered cemented till. No 10 15 aff Group Northwest, Inc. Geotechnical Engineers. Geoiogist.s, & E:nvironrrr3ntal Scientists TEST PF1' 13OK1.NG LOGS VICTOR LEE SHORTPLAT SUBDIVISION Block NE of S. 126th ST. and Marginal Way Tukwila, Washington JOB NO. G-1440 DATE 7/26/2004 PLATE A-1. TEST PIT BORING NO: TP-3 LOGGED BY AW LOG DATE: 7/23/200 GROUND ELEV. DEPTH ft. USCS SOIL DESCRIPTION SAMPLE No. Water % .......................... OTHER TESTS/ COMMENTS SM Brown silty SAND loose to medium dense. drv. Probe 4" ----------------------------------------------------------------- MI, T3t-mvil cemented sandy SIL;I' v6th gravel and cobbles, bard, Probe 2" drn. SI Probe 1" 5 S2 Total depth of boring = 5 feet bgs Refusal in unweathered cemented till. No groundwater or moisture was observed. 10 15 TEST PIT BORING NO: TP-4 LOGGED BY AW LOG DATE: 7/26/2004 GROUND ELEV. DEPTH ft. USCS SOIL DESCRIPTION SAMPLE No. Water % OTHER TESTS/ COMMENTS slut I3rown silty SAND, loose to medium dense, tnedium dense, dry. Probe 3" 5t ---------------------------------------------------- Probe 1.5„ ML Brown cemented sandy SII;T w7th gravel and cobbles, hard, sz Probe 1/2" dry. 5 Probe 1 /8" Total depth of boring = 5 ' No water seepage. Refusal on unweathered cemented till, No 10 Is Group Northwest, Inc. Geotechnical Engineers, Geologists, & Environmental Scientists 'FEE' ' YIT BOILING LUGS VICTOR LEE SHORTPLAT SUBDIVISION Block NE of S. 126th ST. and Marginal Way Tukwila, Washington JOB NO. G-1440 DATE 7/26/2004 1 PLATE A-2 TEST PIT BORING NO: TP-5 LOGGED BY A W LOG DATE: 7/26/2004 GROUND ELEV. DEPTH ft. USCS SOIL DESCRIPTION SAMPLE No. Water % OTHER TESTS/ COMMENTS Probe 2" Probe 1" ML Brown sandy SILT' with gravel and cobbles, cemented, div. S l Probe 1 /8" 5 Total depth of boring = 4 feet bgs Refusal in unweathered cemented till, No groundwater or moisture was observed, 10 15 LOGGED BY Ali/ TEST PIT BORING NO: TP-6 LOG DATE: 7/26/2004 GROUND ELEV. DEPTH ft. USCS SOIL DESCRIPTION SAMPLE No. Water % OTHER TESTS/ COMMENTS SM Red -brown fine to medium SAND with gravel, medium dense, dry. Probe 3" St Probe 1.5" ------------------------------------------'-----'--- Probe 1/2" 5 ML Brown cobbley sandy SILT with gravel, hard, dry. s2 Probe 1/8" Total depth of boring = 6 ' No water seepage. Refusal on unweathered cemented till. No 10 15 Group Northwest, Inc. Geotechnical Engineers, Geologists. & Environmental S ientists TEST P1'I' BOR1NG LOGS VICTOR LEE SHORTPLAT SUBDIVISION Block NE of S. 126th ST. and Marginal Way Tukwila, Washington JOB NO, C,-1440 DATE 7/26/2004 PLATE A-3 x TEST PIT BORING NO: TP-7 LOGGED BY A W LOG DATE: 7/26/2004 GROUND ELEV. DEPTH ft. USCS SOIL DESCRIPTION SAMPLE No. Water % OTHER TESTS! COMMENTS SM Red-bro\4il Zinc to medium SAND with gravel, medium dense, dry. 5I Probe 2" --------------------------------------------------- Probe 1" 5 NIL Brown sandy SILT with gravel and cobbles, cemented, dry. 52 Probe 1/8" Total depth of boring = 7feet bgs Refusal in cemented till. 10 No groundwater or moisture was observed. 15 LOGGED BY A W TEST PIT BORING NO: TP-8 LOG DATE: 7/26/2004 GROUND ELEV. DEPTH ft. USCS SOIL DESCRIPTION SAMPLE No. Water % ............. OTHER TESTS/ COMMENTS SM Brown silty SAND loose to medium dense. (in ------------------- Probe 3" NIL Brown cemented cobbley sandy SILT with gravel, hard, dry. Probe 1.5" sl Probe 1/8" Total depth of boring = 4 ' 5 No water seepage. Refusal on unweathered cemented till. No 10 15 Group Northwest, Inc. Geotechrncal Engineers. Geologists, 8 Environmental Scientists 'FL1S i' P1'F BOR1NG LOGS VICTOR LEE SHORTPLAT SUBDIVISION Block NE of S. 126th ST. and Marginal Way Tukwila, Washington JOB NO. G-.1440 DATE 7/26/2004 PLATE A-4 IN ! Group Northwest, Inc. September 2, 2015 Mr. Tien Le 9420 - 8`' Ave SW Seattle, WA 98106 Subject: ADDENDUM TO GEOTECtiNICAL ENGINEERING REPORT Proposed Vui Nguyen Residence 12450 E Marginal Way S (K.C. Parcel #734060-0540) Tukwila, Washington Geotechnical Engineers, Geologists & Environmental Scientists G-3935 Ref: 1. Report titled, "Geotechnical Engineering Report, Proposed Vui Nguyen Residence, 12450 E Marginal Way S (K.C. Parcel #734060-0540), Tukwila, WA," dated August 3, 2015, by GEO Group Northwest, Inc. 2. Report titled, "Geotechnical Report, -Victor Lee Short Plat Subdivision, 2500 -- -- Block on the East Side of E Marginal Way, Tukwila, Washington," dated August 12, 2004, by GEO Group Northwest, Inc. Dear Mr. Le: The driveway was relocated from the east side to the south side of the proposed home subsequent to the issuance of the above referenced geotechnieal report. New tiered segmented block retaining walls are proposed next to the relocated driveway/parking pad on the south side of house. The purpose of this addendum report is to provide the design of the tiered segmented block retaining walls. There will be two walls, a lower wall and an upper wall. The location of tiered segmented block walls are illustrated on the Site Plan - Plate 1. SEGMENTED BLOCK WALL DESIGN Block Tyne The wall design is for walls constructed with Keystone `s Standard Blocks, measuring 8 inches tall by 18 inches long with a minimum weight of 82 1bs (also referred to as Keystone Standard III blocks), although heavier Keystone blocks may be used. Keystone block walls form a mortarless, strong, interlocking network of facing units and the blocks are available in a curved 13240 NE 20th Street, Suite 10 Bellevue, Washington 98005 Phone 425/649-8757 Fax 425/649-8758 September 2, 2015 G-3935 Addendum To Geotechnical Report Page 2 Proposed Vui Nguyen Residence face or straight face. The following are the design parameters used in the wall design: Setback (Batter) The Keystone blocks interlock with fiberglass pins and the position of the pins control the setback (batter, or amount of angle to the wall face). The walls are designed using the near vertical setback pin position in the blocks. Lateral Reinforcement (Geogrid) The design includes placement of Mirafi 3XT geogrid behind the walls to reinforce the walls laterally. The geogrid lengths and placement heights are provided in the Geogrid Schedule - Plate 2, and are based on the Retaining Wall Design Results, Appendix A. The geogrid lengths are measured from the wall face as indicated in the Terraced Wall Detail, Plates 3 - 6. The geogrid shall be installed to the wall face, interlock with the fiberglass pins and be pulled tight prior to placement of soil on top of the geogrid. The geogrid is uni-directional (one -directional) meaning that the design strength of the geogrid is achieved when the direction of the strong strands that make up the geogrid are oriented perpendicular to the wall face. Proper orientation of the geogrid should be verified by the geotechn.ical engineer at the time of geogrid placement. Surcharize Conditions The proposed layout of the walls will result in the upper wall surcharging the lower wall. The geogrid design of the lower wall is for a full height wall (lower wall height plus upper wall height) and geogrid design accounts for the surcharge of the upper wall on the lower wall. The upper wail will be surcharged by vehicles and the wall design accounts for a live load uniform surcharge of 200 psf over a load width of 20 feet. Soil Design Parameters The segmented block walls are designed using the following soil design parameters which correspond to the wall backfill recommendations and compaction requirements: GEn Group Northwest, Inc. September 2, 2015 Addendum To Geotechnical Report Proposed Vui Nguyen Residence Phi, deg. Cohesion, c (psi) Soil Unit Wt Reinforced fill: 33 0 .130 Retained fill: 33 0 130 Foundation soil: 36 0 130 G-3935 Page 3 Minimum Des4m Factors of Safety The segmented block walls are designed using the following minimum factors of safety (FOS): Sliding: 1.5 Pullout: L5 Uncertainties: 1.5 Overturning: 2.0 Shear: 1.5 Connection: 1.5 Bearing: 2.0 Bending: 1.5 Height of Walls The lower wall will have an estimated maximum wall height of 9.33 feet (retained soil height of 7.5 :feet), based on the existing site grades and wall location. The height of the lower wall will decrease as the wall steps up the slope. The upper wall will have estimated wall height of 7 to 7.5 feet (6 to 6.5 feet of retained soil). The exception to this is at point where the height of the lower wall is less than 32 inches and the geogrid in the lower wall is discontinued. At that point the upper wall should be constructed as a 9.5 foot to 10 foot wall (with appropriate geogrid lengths) so as not to surcharge the lower wall. The lower wall can be continued and constructed as a gravity wall (without geogrid reinforcement) that is located in front of the taller upper wall for aesthetic purposes. WALL CONSTRUCTION Benching the Slope The slope on which the walls are to be constructed should be benched at regular intervals to provide a stable base for the walls and fill, as illustrated on the Wall Details - Plates 3 through 6. The benched terraces should be graded such that they drain down toward the footing drain behind the lower wail, Foundation Soils and Base Levelin-- Pad GEO Group Northwest, Inc. September 2. 2015 Addendum To Geotechnical Report Proposed Vui Nguyen Residence G-3935 Page 4 The foundation soils below the walls should be prepared to create a stable, non -yielding subgrade base. This may require removal of loose soil and replacement with compacted structural fill, or compaction of the native loose soil provided the loose soil thickness is Less than 1.0 inches. A base leveling pad, consisting of a 4 inch layer of 5/8-inch crushed rock, should be placed on the prepared subgrade so the finished wall will have a uniform horizontal level appearance. Level walls built on a sloping grades will require stepping the base row of block and the walls should be started at the lowest elevation of the wall. The stepped base should be worked out. as the wall steps up in elevation. Embedment The base of the lower wall should be embedded (or keyed in) a minimum of 1.5 feet to account for the sloping grade below the wall. The base of the upper wall should be embedded a minimum of 1 foot. Block Placement The base course of blocks should be placed side by side, with the sides touching. Each unit Should be level, side to side and front to back. Successive rows of Keystone block units are interlocked with fiberglass pins. The position of the pins control the setback (batter), the amount of angle to the wall face. The front, near vertical, pin position should be used to construct the curved walls (best result). After setting the first course, the fiberglass pins are inserted into the paired holes of each block. Pins of adjoining units should be 12 inches on center for proper alignment of the additional courses. Drainage A perforated 4" rigid PVC footing drain pipe should be installed at the base of the wall and a clean 5/8"crushed rock used to create a minimum 2 foot drainage zone behind the wall. The crushed rock should be used to fill the voids inside and between the blocks as the wall is constructed. Pea gravel should not be used. Geotextile filter fabric, such as Mirafi 1.40N, should be installed to protect the crushed rock that the drain pipe is bedded in. Subject to review by the geotechnical engineer, the filter fabric may be eliminated behind the drainage zone if the baekfill in the reinforced zone consists of clean granular pit run material containing less than 5 percent GEO Group Northwest, Inc. September 2, 201.5 G-3935 Addendum To Geotechnical Report .Page 5 Proposed Vui Nguyen. Residence silt and clay size particles, or consists of' clean crushed rock (no minds fraction) to a distance off 4 feet behind the upper wall. Cleari-outs should be installed at intervals of 60 feet or less. The footing drain should be tight -lined to an appropriate discharge location, such as the on site dispersion trench or storm drain. Fill & Compaction The placement and compaction of the backfill material should be completed after each coarse of block is installed. Provided are the following two material backfill options for the reinforced portion of the backfill: 1. Crushed rock, .518" clean (no minus fraction, also referred to as chip rock), may be used as backfill material behind the lower and upper wall.s. The crushed rock should extend horizontally from the lower wall to 4 feet behind the upper wall. Beyond 4 feet behind the upper wall the backfill material :may consist of import or onsite soils, provided the material can achieve the compaction requirement. and is free of organic and deleterious materials. 2. A clean sand and gravel pit run may be used as backfill material within the geogrid reinforced backfill zone behind the walls. The pit run material should extend from the back of the lower wall to the end of geogrid behind the upper wall. Beyond the geogrid reinforced zone of the upper wall., the retained backfill material may consist of import or onsite soils, provided the material can achieve the compaction requirement and is free of organic and deleterious materials. The geogrid reinforced zone and the retained soils should be compacted to a minimum of 95 percent of the materials maximum dry density, as determined by ASTM D-1557 (Modified Proctor). Only walk -behind mechanical compaction equipment should be used within 3 feet of the wall. Placement and compaction of the fill material should be monitored by the geotechnical engineer. GLO Group Northwest, Inc. September 2, 2015 Addendum To Geotechnical Report. Proposed Vui N�ouyen Residence LIMITATIONS G-3935 Page 6 This addendum report has been prepared for the specific application to this project for exclusive use by Mr. Le and his authorized representatives. The wall design criteria and recommendations stated herein are based on field observations, our experience, and judgement. The recommendations are our professional opinion derived in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area and within the budget constraint. No warranty is expressed or implied. In the event the soil conditions are found to vary from those described herein, or construction plans change, GEO Group Northwest, Inc., should be notified and the recommendations herein re-evaluated. We appreciate the opportunity to provide this geotechnical addendum report and look forward to working with you in the construction phase. Please contact us if you have any questions. Sincerely, GEO GROUP NORTHWEST, INC. Wade J. LasseY , L.E.G. Engineering Geologist " o\P'm C,,y�'�' `�� 9 20114 1 William Chang, P.E. Principal Attachments: Plate l: Revised SitePlan Plate 2: Geogrid Schedule Plates 3 - 6: Terraced and Single Wall Detail (for various wall heights) Appendix A: Keystone Retaining Wall Design Results GEO Group Northwest, Inc. K) '-'4 X >- 40 x (D u- Lo A. VI x lox wo mm ul (wx w 2,-- MA 44 0) 'v- 8 :21 0 %I*� Z oz x 00 L: iot r r"j 0 x u (N LC11 x 216 x Cfj u c-'(5 7f- 0 qpl� 0 CN r) - aj�'4) /2 p x C, X CN t1' mot/ a /t x Lri A - REVISED SITE PLAN Group Northwest, Inc. PROPOSED VUI NGUYEN RESIDENCE GeotechnicaJ Engineers, Geologists, & 12450 E Marginal Way S Environmental Scientists (K.C. Parcel #734060-0540) Tukwila, Washington SCALE I"= 30'+/-.__ 1 DATE 9/2/15 MADE.... WJL CWW WC Jos NO. G-3935 f PLATE_ UPPER TIERED WALL GEOGRID SCHEDULE KEYSTONE SEGMENTED BLOCK RETAINING WALL Load Condition: Vehicle Surcharge " WALL GEOGRID GEOGRID POSITION TYPE LAYER LENGTH HEIGHT BELOW TOP OF WALL (H, ft) Mirafi (L, ft) (Top Wall Elev. = 303.0') 2.67' or less No Geogrid 3.33' - 4.67' 3XT 1 4.5' 2.67' 5.33' - 6.67' 3XT -------1 --------- --------6.5'----------- -------------2.67 ------------------ 2 5' 4, 67' 1 7.5 2.67' 7.33' - 8.0' 3XT ---------------- 2 ----------------- ------------------- 5.5' ------------------- ------------------------------- 4.67' 3 5.5' ------------------------------- 6,67' 1 ---------------- 8.0' ------------------- ------------------------------- 8.67' - 10.0' 3XT --------2 --------- -------- 7.0 - --- ------- 4.67' ------------------------------- 3 ---- ---- --------- 7.0' -------- ----------- ------------ 6.67' 4 1 7.0 ---------------- 8 67' Upper Wall Design Account's for 200 psf traffic surcharge over a load width of 20 feet LOWER TIERED WALL GEOGRID SCHEDULE KEYSTONE SEGMENTED BLOCK RETAINING WALL Load Condition: Upper Tiered Wall Surcharge `" WALL GEOGRID GEOGRID POSITION TYPE LAYER LENGTH HEIGHT BELOW TOP OF WALL (H, ft) Mirafi (L, ft) (Top Wall Elev. = 296.33) 2.0 feet or Less No Geogrid. Extend depth of upper wall so upper wall does not surcharge lower wall 2.67'- 4.0' 3XT 1 7.0' 2.0' 4.67' - 6.0' 3XT 1 ---------------- ------- 8.0 ------- ------------- 2 _0------------- 2 8.0' 4.0' 1 9.0' 2.0' 6.67' - 8.0' 3XT 2 -------- --------- 9,0' ------------------- 4.0 3 9.0' ------------------------------- 6.0' 1 -----------.----- 10.0' ------------------- 2.0' 8.67' - 9.33' 3XT -------2------- -------10.0' ------ ------------------------------- - 4.0 - ------------------------- 3 ---------------- 10.01 ------------------- 6.0' 4 1 10.0' ------------------------------- 8.0' - Geogrid design for the lower wall is based on the total height of the combined walls. GEOGRID SCHEDULE PROPOSEDSFR Group Northwest, Inc. 12450 E. MARGINAL WAY SOUTH Geotechnical Engineers, Geologists, & TLKWILA, WASHINGTON Environmental scientists PROJECT NO. DATE PLATE G-3985 1 8/28/15 EXAMPLE: 8' UPPER WALL 9.33' LOWER WALL BLOCK TYPE: KEYSTONE STANDARD III Height: 8" Length: 18" Weight: 82 Ibs min. 296.33'— 287.0� LOWER WALL UPPER 303' — WALL DRIVEWAY FG 302' s`*'ft'# ................ . Varies 3' TO 9' f 1 A296'6.4�41* ............. CLEAN 5/8' CRUSHED ROCK (DRAINAGE ZONE) FG............. 4' RIGID PVC PERFORATED DRAIN 4' LEVELING PAD .w.w.1+�.w.... FILTER FABRIC I Uli�d�f fddr5' � �ddAt � I 1 r.•.A............................ r- — — — — — — — — — 1 1 ' BENCH CUT SLOPE 1 ......j�.......................... . GEOGRID: MIRAFI 3XT t_ --I --. ._ ... i --- - -1.-- I -- _.. - -- --- . . GEOGRID LENGTH (L) NOTES: (NOT TO SCALE) 1. MINIMUM EMBEDMENT: LOWER WALL= 1.5' UPPER WALL= 1.0' 2. MAX HEIGHT: LOWER WALL =9.3' (8.0' RETAINED) UPPER WALL= 10.0' (8.0' RETAINED) 3. BENCH CUT SLOPE. 4. COMPACT FOUNDATION BASE SOIL. SOIL BELOW BASE OF WALL SHOULD BE DENSE. REPLACE LOOSE SOIL WITH STRUCTURAL FILL, COMPACTED TO 95% BASED ON ASTM D1557 (MODIFIED PROCTOR). 5. COMPACT RETAINED AND REINFORCED FILL TO A MINIMUM 95% BASED ON ASTM D1557 MODIFIED PROCTOR. 6. CONSTRUCT NEAR VERTICAL WALL FACE USING FRONT OFFSET PIN POSITION IN BLOCKS. 7. TIGHT LINE AND DISCHARGE DRAINS TO STORM DRAIN OR DISPERSION TRENCH. 8. DISCONTINUE LOWEST GEOGRID LAYER AS WALL HEIGHT DECREASES. GEOGRID SCHEDULE FOR ABOVE EXAMPLE LOAD CONDITION: Upper Wall Surcharges Lower Wall; Traffic Surcharge on Upper Wall GEOGRID TYPE: MIRAFI 3XT WALL GEOGRID WALL HEIGHT GEOGRID POSITION TYPE LAYER LENGTH LOCATION H, ft Mirafi L, ft Upper Wall 8' 3XT Upper Layer 6.5' 2.67' Below Top of Wall Other 5.0' Every 3rd block, per geogrid schedule Lower Wall 1 6.67' - 7.33' I 3XT All 10.0' Every 3rd block, per geogrid schedule Group Northwest, Inc. Geotechnical Engineers, Geologists, & Environmental Scientists TERRACED WALL DETAIL PROPOSED SINGLE FAMILY RESIDENCE 12450 E. MARGINAL WAY SOUTH TUKWIL.A, WASHINGTON PROJECT NO, DATE I PLATE G-3985 8/28/15 3 EXAMPLE: 8' UPPER WALL 6.67' LOWER WALL BLOCK TYPE: KEYSTONE STANDARD III Height: 8" Length : 18" Weight 82 Ibs min. 296.33'— I— v u w,r xx J:0 3 289.67' UPPER WALL 303' — Varies 3' TO 9' LOWER WALL FG 296' DRIVEWAY FG 302' RAft .... 0...........• i T CLEAN 5/8' CRUSHED ROCK t (DRAINAGE ZONE) a t............... 4' RIGID PVC I " .............. •••••• PERFORATED DRAIN i 4` LEVELING PAD / 7 ... ............................ — — — — — FILTER FABRIC r — BENCH CUT SLOPE T♦— MIRAFI 140N, OR EQUAL i ..ia.*..................... •...../ GEOGRID: MIRAFI 3XT GEOGRID LENGTH 0.1 (L) (NOT TO SCALE) NOTES: 1. MINIMUM EMBEDMENT: LOWER WALL= 1.5' UPPER WALL= 1.0' 2. MAX HEIGHT: LOWER WALL= 9.3' (8.0' RETAINED) UPPER WALL= 10.0' (8.0' RETAINED) 3. BENCH CUT SLOPE. 4. COMPACT FOUNDATION BASE SOIL. SOIL BELOW BASE OF WALL SHOULD BE DENSE. REPLACE LOOSE SOIL WITH STRUCTURAL FILL, COMPACTED TO 95% BASED ON ASTM D1557 (MODIFIED PROCTOR). 5. COMPACT RETAINED AND REINFORCED FILL TO A MINIMUM 95% BASED ON ASTM 01557 MODIFIED PROCTOR. 6. CONSTRUCT NEAR VERTICAL WALL FACE USING FRONT OFFSET PIN POSITION IN BLOCKS. 7. TIGHT LINE AND DISCHARGE DRAINS TO STORM DRAIN OR DISPERSION TRENCH. 8. DISCONTINUE LOWEST GEOGRID LAYER AS WALL HEIGHT DECREASES. GEOGRID SCHEDULE FOR ABOVE EXAMPLE LOAD CONDITION: Upper Wall Surcharges Lower Wall; Traffic Surcharge on Upper Wall GEOGRID TYPE: MIRAFI 3XT WALL GEOGRID GEOGRID POSITION TYPE LENGTH WALL HEIGHT LOCATION H, ft Mirafi LAYER L, ft Upper Wall 8 3XT Upper Layer 6.5' 2.6T Below Top of Wall Other 5.0' Every 3rd block, per geogrid schedule Lower Wall 1 6' - 7.33' I 3XT All 8.0' Every 3rd block, per geogrid schedule r Group Northwest, Inc. GeotechnicaJ Engineers, Geologists, & Environmental scientists TERRACED WALL DETAIL PROPOSED SINGLE FAMILY RESIDENCE IZ450E. MARGINAL WAY SOUTH TUKWILA, WASIHNGTON PROJECT' NO. DATE PLATE G-3985 8/28/15 4 it EXAMPLE: 6.67' SINGLE WALL BLOCK TYPE: KEYSTONE STANDARD III Height : 8" Length : 18" Weight 82 Ibs min. 303' — DRIVEWAY FG 302' x W ... ................. i------ xx 1 � 3 ! / BENCH CUT SLOPE 0 �`-- 03 —296.33' GEOGRID LENGTH (L) (NOT TO SCALE) NOTES: 1. MINIMUM EMBEDMENT: LOWER WALL= 1.5' UPPER WALL= 1.0' 2. MAX HEIGHT: LOWER WALL = 9.3' (8.0' RETAINED) UPPER WALL = 10.0' (8.0' RETAINED) 3. BENCH CUT SLOPE. 4. COMPACT FOUNDATION BASE SOIL. SOIL BELOW BASE OF WALL SHOULD BE DENSE. REPLACE LOOSE SOIL WITH STRUCTURAL FILL, COMPACTED TO 95% BASED ON ASTM D1557 (MODIFIED PROCTOR). 5. COMPACT RETAINED AND REINFORCED FILL TO A MINIMUM 95% BASED ON ASTM D1557 MODIFIED PROCTOR. 6. CONSTRUCT NEAR VERTICAL WALL FACE USING FRONT OFFSET PIN POSITION IN BLOCKS. 7. TIGHT LINE AND DISCHARGE DRAINS TO STORM DRAIN OR DISPERSION TRENCH. 8. DISCONTINUE LOWEST GEOGRID LAYER ON AS WALL HEIGHT DECREASES. GEOGRID SCHEDULE FOR ABOVE EXAMPLE LOAD CONDITION: Upper Wall Surcharges Lower Wall; Traffic Surcharge on Upper Wall GEOGRID TYPE: MIRAFI 3XT WALL GEOGRID WALL HEIGHT GEOGRID POSITION TYPE LAYER LENGTH LOCATION H, ft Mlrafl L, ft Single Wall 6.67' 3XT Upper 6.5' 2.6T Below Top of Wall Lower 5.0' 4.6T Below Top of Wall Group Northwest, Inc. Gecaechnical Engineers, Geologists, & Environmental Scientists SINGLE WALL DETAIL PROPOSED SINGLE FAMILY RESIDENCE 12450 E. MARGINAL WAY SOUTH TUKWILA, WASHINGTON PROJECT NO. I DATE I PLATE G-3985 1 8/28/15 1 5 EXAMPLE: 3.33' SINGLE WALL BLOCK TYPE: KEYSTONE STANDARD III Height : 8" Length : 18" Weight 82 Ibs min. 303' -- DRIVEWAY w FG 302' xv 299.67' GEOGRID LENGTH (L) (NOT TO SCALE) NOTES: 1. MINIMUM EMBEDMENT: LOWER WALL= 1.5' UPPER WALL= 1.0' 2. MAX HEIGHT: LOWER WALL= 9.3' (8.0' RETAINED) UPPER WALL= 10.0' (8.0' RETAINED) 3. BENCH CUT SLOPE. 4. COMPACT FOUNDATION BASE SOIL. SOIL BELOW BASE OF WALL SHOULD BE DENSE. REPLACE LOOSE SOIL WITH STRUCTURAL FILL, COMPACTED TO 95% BASED ON ASTM D1557 (MODIFIED PROCTOR). 5. COMPACT RETAINED AND REINFORCED FILL TO A MINIMUM 95% BASED ON ASTM D1557 MODIFIED PROCTOR. 6. CONSTRUCT NEAR VERTICAL WALL FACE USING FRONT OFFSET PIN POSITION IN BLOCKS. 7. TIGHT LINE AND DISCHARGE DRAINS TO STORM DRAIN OR DISPERSION TRENCH. 8. DISCONTINUE LOWEST GEOGRID LAYER ON AS WALL HEIGHT DECREASES. GEOGRID SCHEDULE FOR ABOVE EXAMPLE LOAD CONDITION: Upper Wall Surcharges Lower Wall; Traffic Surcharge on Upper Wall GEOGRID TYPE: MIRAFI 3XT WALL GEOGRID HEIGHT TYPE LAYER LENGTH GEOGRID POSITION H, ft Mirafi L, ft 3.33' 3XT Upper Layer 4.5' 2.67' Below Top of Wall Group Northwest, Inc. "".. GeotedtniCal Engineers. Geologists, 8 Environmental Scientists SINGLE WALL DETAIL PROPOSED SINGLE FAMILY RESIDENCE 12450 E. MARGINAL WAY SOUTH TUKWILA, WASHINGTON PROJECT NO. DATE PLATE G-3985 1 8/28115 1 6 I APPENDIX A KEYSTONE RETAINING WALL DESIGN RESULT'S GEO Group Northwest, Inc. Kiel a STONE RETAINING WALL SYSTEMS =11 RETAINING WALL DESIGN KeyWall,_ 2012 Version 3.7.2 Build 10 Project: Lc Project No::3935 Case: Case 1 Design Method: Rankine-wMalter• (mo(jified soil interface) Design Parameters Soil Parameters: Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type: Unit Fill: (5 deg c asf y pcf k; 33 0 130 33 0 130 36 0 130 Sand, Silt or Clav Crushed Stone. I inch rnintrs Seismic .Design A=0.15 g, Kh(Ext)=0.098 • Kh(I.nt)=0.195 , Kv=0.000 Date: 8/28/2015 Designer: t,,jl a i :d r- Minimum 'Design Factors of Safety (seismic are 75% of static) sliding: 1.50/1.13 pullout.: 1.50/1.13 uncertainties: 1.50/1.13 overturning: 2.00/1.50 shear: 1.50/1.1.3 connection: 1,50/1.13 bearing: 2.00/1,50 bending: 1.50/1.13 Design Preferences Reinforcing Parameters: Mirafr XT Grogrids 7'141t RFcr RFd RFid LTDS FS Ta1 Ci Cds 3XT 3500 1.58 1. /0 1.05 1918 1.50 127912694 0.90 0.90 Analysis: Case: Case I New Case Unit 7. pe: Leveling Pad: Wall Ht: Level Backftll Surcharge: Standard 111 18 / I20.00 pcf Crushed Stone 15.00 ft Offiet: 0.00 ft LL: 200 psf tuufonn surcharge Load Width: 20.00.t Wall Batter: 0.00 deg (Hinge Ht NIA) entbedrnent: 1.50 ft DL: 0 psf uniform surcharge Lvad Width: 20.00 ft Results: Sliding Overturning Bearing Shear Bendin je Factors of'Safety: 2.1711.83 2.8012.20 9.94/7.29 4,8013.83 2.0213.50 Calculated Bearing Pressure: 3029 /2965 /3496 psf Eccentricity at base: 1.39 ft12.02 ft Reinforcing: (ft & Ibs/ft) Calc. Allow Ten Pk Conn Pullout Laver Height Length Tension Rein£ Tyne Tal Tel FS 6 .13.33 10.5 3491327 3XT .127912694 ok 101.311350 ok 1.28/1.09NG 5 10.67 9.0 6001592 3XT .127912694 ok 129111721 ok 1.8711.52 ok 4 h'.00 9.0 8731992 3XT 127912694 ok: 15692092 ok 3.8512.71 ok rs ' 3 5.33 9.0 98711253 3XT 1279/2694 ok 1847246.3 ok 6.8514.32 ok 2 3.3.3 9.0 10.12 / 1392 3XT 12792694 ok 19782638 ok 9.9715.80 ok „ 1 1.33 9.0 1375 / 1830 "Reinforcing 3XT 12792694?? 200112669 ok > 1016.15 ok Quantities (no waste included): 3XT 6.17 s1/ft NOTE: "THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLYAND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BYA QUALIFIED ENGINEER Date 9f2t2015 Case 1 Page 1 iFA STONE RETUNING WALL SYSTEMS RETAINING WALL DESIGN KeyWall_2012 Version 3.7.2 Build 10 Project: Le Project No: 3935 Case: Case 1 Design Method: Rankine-w/Batter (modified soil interface) Design Parameters Soil Parameters: Reinforced Fill Retained Lone Foundation Soil Reinforced Fill Type: Unit Fill: (b deg c asf 33 0 33 0 36 0 Sand, Silt or Clay Crushed Stone, 1 inch minus y ncf 130 130 130 Date: 8128/2015 Designer: wjl Seismic Design A=0.15 g, Kh(Ext)=0.098 , Kh(Int)=0.195 , Kv=0.000 Minimum Design Factors of Safety (seismic are 75% of static) sliding: 1.50/1.13 pullout: 1.50/1.13 uncertainties: 1.50/1.13 overturning: 2.00/1.50 shear: 1.50/1.13 connection: 1,50/1.13 bearing: 2.00/ 1.50 bending: 1.50/1.13 Design Preferences Reinforcing Parameters: Mirafi XT Geogrids 13/ Tult RFcr RFd RFid LTDS FS Tal Ci Cds 3XT 3500 .. 1.58 1.10 1.05 . 1918 . 1.50 .127912694-__0.90__ .-__0.90--_- - . _ ___ ----------- _--- . ___ - Case: Case I New Case Unit Type. Standard 11118 / 120.00 pcf Leveling Pad: Crushed Stone Wall Ht: 13.00 ft Level Backfill Offset: 0.00 ft Surcharge: LL: 200 psf unifonn surcharge Load Width: 20.00 ft Results: Slidine Overturnine Factors of Safety: 2.1611.88 2.8412.31 Calculated Bearing Pressure: 2602 /2542 /2902 psf Eccentricity at base: 1.19 ft/ 1.70 ft Reinforcing: (ft & Ibs/ft) Caac. Laver Height Length Tension Reinf. Type 5 11.33 9.0 3491299 3XT 4 8.67 8.0 6001612 3XT 3 6.00 8.0 873 / 1020 3XT S 2 3.33 8.0 1145 / 1429 3XT (� 1 0.67 8.0 1038 / 1497 3XT Reinforcing Quantities (no waste included): 3XT 4.56 sy/jr Wall Batter: 0.00 deg embedment: 1.50 ft DL: 0 psf uniform surcharge Load Width: 20.00 ft Beariniz Shear Bending 10.7318.33 4.2813.01 2.0213.48 Allow Ten Pk Conn Pullout Tal Tcl FS 127912694 ok 101311350 ok 0. 98/0. 91 NG 127912694 ok 129111721 ok 1.9711.55 ok 127912694 ok 156912092 ok 3.9512.70 ok 127912694 ok 184712463 ok 6.0213.86 ok 1279/2694 ok 198612648 ok > 1016.15 ok NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLYAND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW B Y A QUALIFIED ENGINEER Date 9/2/2015 Case I Page l STONE IHAMONG WALL SYSTEMS RETAINING WALL DESIGN KeyWall_2012 Version 3.7.2 Build 10 Project: Le Project No: 3935 Case: Case I Design Method: Rankine-wMatter (rnodified soil interface) Design Parameters Soil Parameters: t den c Dsf y DCf Reinforced Fill 33 0 130 ; Retained Zone 33 0 130 Foundation Soil 36 0 130 Reinforced Fill Type: Sand. Silt or Clay Unit Fill: Crushed Stone, I inch minus Seismic Design A=0.15 g. Kh(Ext)=0.098 , Kh(Int)=0.195 , Kv=0.000 Minimum Design Factors of Safety (seismic are 75 % of static) sliding: 1.50/1.13 pullout: 1.50/1.13 uncertainties overturning: 2.00/1.50 shear: 1.50/1.13 connection: bearing: 2.00/1.50 bending: 1.50/1.13 Design Preferences Date: &28/2015 Designer: wjl 1.50/1.13 1.50/1.13 Reinforcing Parameters: Miraft XT Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds 3XT 3500 .1.58 1.10 1.05 _ .1918 . 1.50 1279/2694-_0.90-___.. _.0.90 . -------------- ___ ___-_.__.-- - . _.. Analysis: Case: Case I New Case Unit Type: Standard Ill 18 / 120.00 pcf Wall Batter: 0.00 deg Leveling Pad: Crushed Stone Wall Ht: 11.00 f embedment: 1.50 ft Level Backftll Offset: 0.00 ft Surcharge: LL: 200 psf uniform surcharge DL: 0 psf uniform surcharge Load Width: 20.00 ft Load Width: 20.00 ft Results: Sliding- Overturning- Bearine Shear Bending- Factors of Safety: 2.1511.94 2.892.47 11.8419.79 4,8013.72 2.0213.50 Calculated Bearing Pressure: 2177 /2122 /2332 psf Eccentricity at base: 0.99 ft/1.39 ft Reinforcing: (ft & lbs/ft) Calc. Allow Ten Pk Conn Pullout Laver Height Length Tension Reinf. Tyne Tal Tel FS 4 9.33 8.0 3491.325 3XT 12792694 ok 101311350 ok 1.04/0.89NG r 3 6.67 7.0 6001644 3XT 12792694 ok 129111721 ok 2.0611.54 ok -1 2 4.00 TO 87311071 3XT 12792694 ok 15692092 ok 4.062.65 ok L 1 1.33 7.0 1145 / 1498 3XT 12792694 ok 18472463 ok 6.1313.75 ok Reinforcing Quantities (no waste included): 3XT 3.22 sv/ft NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLYAND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW B Y A QUALIFIED ENGINEER Date 9/2/2015 Case I Page 1 ,TONE RIUMINI6WAUSY$T S RETAINING WALL DESIGN KeyWall_2012 Version 3.7.2 Build 10 Project: Le Project No: 3935 Case: Case I Design Method: Rankine-w/Batter (modified soil interface) _Design Parameters Soil Parameters: Reinforced Fill Retained Zone Fouruiation Soil Reinforced Fill Type: Unit Fill: 0 deg c psf 7 pcf 33 0 130 33 0 130 36 0 130 Sand, Silt or Clay Crushed Stone, I inch minus Seismic Design A=0.15 g, Kh(Ext)=0.098, Kh(Int)=0.195 . Kv=0.000 Date: 8/2&,2015 Designer: wjl Minimum Design Factors of Safety (seismic are 75% of static) sliding: 1.50/1.13 pullout: 1.50/1.13 uncertainties: 1.50/1.13 overturning: 2.00/1.50 shear: 1.50/1.13 connection: 1.50/1.13 bearing: 2.00/1.50 bending: 1.50/1.13 Design Preferences Reinforcing Parameters: Miraft XT Geogrids Tult RFcr RFd RFid LTDS FS Ta1 Ci Cds 3XT 3500 1.58 1.10 1.05 1918. _ _.1..50 _1279/2694 _0.90 _ ..-0.9D_.__.__._..__.. Analysis: Case: Case I New Case Unit Type: Standard 111 I8/ 120.00 pcf Wall Batter: 0.00 deg Leveling Pad: Crushed Stone Wall Ht: 9.00 ft embedment: 1.50 ft Level Backfnll Offset: 0.00 ft Surcharge: LL: 200 psf unifornn surcharge DL: 0 psf uniform surcharge Load Width: 20.00 ft Load Width: 20.00 ft Results: Sliding Overturning Bearine Shear Bending Factors of Safety: 1.9611.86 2.5012.28 11.1919.36 5.6914.94 2.0213.50 Calculated Bearing Pressure: 1888 / 1881 /2011 psf Eccentricity at base: 0.87 ft/1.18 ft Reinforcing: (ft & Ibs/ft) Calc. Allow Ten Pk Conn Pullout Laver Height Length Tension Reinf. Type Tal Tcl FS 3 7.33 7.5 7491448 3XT 127912694 ok 101311350 ok 1.46/0. 91 NG 2 4.67 5.5 6001643 3XT 12792694 ok 129111721 ok 1.6111.20 ok 1 2.00 5.5 1133 / 1335 3XT 12792694 ok 15692092 ok 2.7411. 86 ok Reinforcing Quantities (no waste included): 3XT 2.06 sy/ft NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLYAND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY QUALIFIED ENGINEER Date 9/2/2015 Case I Page I STONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN KeyWall_2012 Version 3.7.2 Build 10 Project: Le Project No: 3935 Case: Case 1 Design Method: Rankine-w/Batter (ntodified soil interface) Design Parameters Soil Parameters: di deg c Dsf y acf Reinforced Fill 33 0 130 Retained Zone 33 0 130 Foundation Soil 36 0 130 Reinforced Fill Type: Sand, Silt or Clay Unit Fill: Crushed Stone, 1 inch ►ninus Seismic Design A=0.15 g, Kh(Ext)-0.098 , Kh(Int)=0.195 , Kv=0.000 Minimum Design Factors of Safety (seismic are 75% of static) sliding: 1.50/1.13 pullout: 1.50/1.13 uncertainties: overturning: 2.00/1.50 shear: 1.50/1.13 connection: bearing: 2.00/1.50 bending: 1.50/1.13 Design Preferences Date: 812812015 Designer: wjl 1.50/1.13 1.50/1.13 Reinforcing Parameters: Mirafh XT Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds 3XT 3500 1.58 1.10 .. 1.05 1918 1.50 127912694_.0.90 -... 0.90-- - -- Analysis: Case: Case 1 Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: Results: Factors of Safety: Standard 11I 18 / 120.00 pcf Crushed Stone 7.00 ft Offset: 0.00 ft LL: 200 psf unifornh surcharge Load Width: 20.00 ft Slidine Overturnine 2.1412.17 3.1113.11 Calculated Bearing Pressure: 1332 / 1290 / 1288 psf Eccentricity at base: 0.57 ft/0.77 ft Reinforcing: (ft & Ibs/ft) Wall Batter: 0.00 deg embedment: 1.00 ft DL: 0 psf unifonn surcharge Load Width: 20.00 ft Bearine Shear Bendine 14.30113.61 7.4716.70 2.0213.50 Cale. Allow Ten Pk Conn Pullout Laver Height Length Tension Reinf. Type Tal Tcl 2 5.33 6.5 3491468 3XT 127912694 ok 101311350 ok 1.53/0.91NG 1 2.67 5.0 1002 / 1054 3XT 1279/2694 ok 129111721 ok 1.35/1.03NG Reinforcing Quantities (no waste included): 3XT 1.28 sy/ft NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BYA QUALIFIED ENGINEER Date 9/2/2015 Case I Page I rl/ liSTONE fRETAININGWALL w�SYSTEMS RETAINING WALL DESIGN J / KeyWall_2012 Version 3.7.2 Build 10 Project: Le Project No: 3935 Case: Case 1 Design Method: Rankine-x/Batter (niodijied soil interface) Design Parameters Soil Parameters: Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type: Unit Fill: 6 deg C psf ly Def 33 0 130 33 0 130 36 0 130 Sand, Silt or Clay Crushed Stone, I inch minus Seismic Design A-0.15 g, Kh(Ext)=0.098 , Kh(Int)=0.195 , Kv=0.000 Date: 812812015 Designer: wjl Minimum Design Factors of Safety (seismic are 75% of static) sliding: 1.50/1.13 pullout: 1.50/1.13 uncertainties: 1.50/1.13 overturning: 2.00/1.50 shear: 1.50/1.13 connection: 1.50/1.13 bearing: 2.00/1.50 bending: 1.50/1.13 Design Preferences Reinforcing Parameters: Mirafi XT Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds 3XT _ - 3500 1.58 . 1.10 1.05 -1-918 . _---- 1.50 127912694 - 0.90 - - -0.90 -- .- -----------...-. . Analysis: Case: Case 1 New Case Unit Type: Standard 11118 /120.00 pcf Wall Batter: 0.00 deg Leveling Pad: Crushed Stone Wall Ht: 5.00 ft embedment: 1.00 ft Level Backfill Offset: 0.00 ft Surcltarge: LL: 200 psf uniform surcharge DL: 0 psf uniform surclutrge Load Width: 20.00 ft Load Width: 20.00 ft Results: Sliding Overturnine Bearine Shear Bendine Factors of Safety: 2.1212.42 3.3513.91 18.48119.21 7.4716.44 2.0213.50 Calculated Bearing Pressure: 918 / 883 / 833 psf Eccentricity at base: 0.35 ft/0.48 ft Reinforcing: (ft & Ibs/ft) Calc. Allow Ten Pk Conn Pullout Laver Height Length Tension Reinf, Type Tal Tcl FS 2 3.33 5.0 3491326 3XT 127912694 ok 101311350 ok 1.23/1.05NG 1 0.67 4.0 4251501 3XT 127912694 ok 129111721 ok 3.322.25 ok Reinforcing Quantities (no waste included): 3XT 1.00 sy/ft NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLYAND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER Date 9/2/2015 Case 1 Page 1 TONE R RETAINING WALL DESIGN KeyWall_20t2 Version 3.7.2 Build 10 Project: Le Project No: 3935 Case: Case 1 Design Method: Rankine-w/Batter (tnodified soil interface) Design Parameters Soil Parameters: 4b deg c Dsf Y ncf Reinforced Fill 33 0 130 Retained Zone 33 0 130 Foundation Soil 36 0 130 Reinforced Fill Type: Satin, Silt or Clay Unit Fill: Crushed Stone, I inch minus Seismic Design A=0.15 g. Kh(Fxt)=0.098 , Kh(Int)=0.195 , Kv=0.000 Minimum Design Factors of Safety (seismic are 75% of static) sliding: 1.50/1.13 pullout: 1.50/1.13 uncertainties: overturning: 2.00/1.50 shear: 1.50/1.13 connection: bearing: 2.00/1.50 bending: 1.50/1.13 Design Preferences Date: 812812015 Designer: wjl 1.50/1.13 1.50/1.13 Reinforcing Parameters: Mira XT Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds 3XT 3500 1.58 1.10 .1.05 1918 1.50.127912694 _0.90 - 0. 90- Analysis: Case: Case I New Case Unit Type: Standard 11118 / 120.00 pcf Leveling Pad: Crushed Stone Wall Ht: 3.00 ft Level Backfill Offset: 0.00 ft Surcharge: LL: 200 psf uniform surcharge Load Width: 20.00 ft Results: Slidine Overturnine Factors of Safety: 3.1814.59 8.94113.89 Calculated Bearing Pressure: 513 /420/402 psf Eccentricity at base: 0.00 ft/0.13 ft Reinforcing: (ft & lbs/ft) Wall Batter: 0.00 deg einbedment: 1.00 ft DL: 0 psf uniform surcharge Load Width: 20.00 ft Bearine Shear Bendine 41.65150.85 11.14118.17 2.0213.50 Calc. Allow Ten Pk Conn Pullout Laver Height Length Tension Reinf. Type Tal Tcl FS 1 1.33 4.5 3491340 3XT 127912694 ok 101311350 ok 1.6511.36 ok Reinforcing Quantities (no waste included): 3XT 0.50.sy/ft NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BYA QUALIFIED ENGINEER Date; 9/2/2015 Case 1 Page I limb STONE ► r HFUININs WAU. SnM% RETAINING WALL DESIGN KeyWall_2012 Version 3.7.2 Build 10 Project: Le Project No: 3935 Case: Case I Design Method: Rankine-w/Batter (modified soil interface) Design Parameters Soil Parameters: Reinforced Fill Retained Zone Foundation Soil Reinforced Fill Type: Unit Fill: l deg c nsf lI of 33 0 130 33 0 130 36 0 130 Sand, Silt or Clay Cntshed Stone, I inch minus Seismic Design A=0.15 g, Kh(Ext)=0.098 , Kh(Int)=0.195 , Kv=11.000 Date: 8282015 Designer: x jl Minimum Design Factors of Safety (seismic are 75% of static) sliding: 1.50/1.13 pullout: 1.50/1.13 uncertainties: 1.50/1.13 overturning: 2.00/1.50 shear: 1.50/1.13 connection: 1.50/1.13 bearing: 2.00/1.50 bending: 1.50/1.13 Design Preferences Reinforcing Parameters: Mirafi XT Geogrids Tult RFcr RFd RFid LTDS FS Tal Ci Cds 3XT .,_ 3500 1.58 1.10 _1.05 1918 _ _ 1.50..1279269.4.0.90 0.90 Analysis: Case: Case 1 New Case Unit Type: Leveling Pad: Wall Ht: Level Backfill Surcharge: Standard 11118 1120.00 pcf Crushed Stone 2.66 ft Offset: 0.00 ft LL: 200 psf uniform surcharge Load Width: 20.00 ft Wall Batter: 0.00 deg embedment: 1.00 ft DL: 0 psf uniform surcharge Load Width: 20.00 ft Results: Slidine Overturnine Bearine Shear Bendine Factors of Safety: 3.3715.04 10.5&17.06 45.46158.81 14.73125.93 2.6815.03 Calculated Bearing Pressure: 470 /366 /352 psf Eccentricity at base: 0.00 ft/0.09 ft Reinforcing: (ft & lbs/ft) Cale. Allow Ten Pk Conn Pullout Laver Height Length Tension Reinf. Type Tal Tel FS 1 1.33 4.5 2921278 3XT 12792694 ok 97711303 ok 1.5711.32 ok Reinforcing Quantities (no waste included): 3XT 0.50 sy1ft NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLYAND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BYA QUALIFIED ENGINEER Date 9/2/2015 Case 1 Page 1 NONE RETAINING WALL SYSTEMS RETAINING WALL DESIGN 7, 11 KeyWall_2012 Version 3.7.2 Build 10 Project: Le Project No: 3935 Case: Case 1 Design Method: Rankine-w/Butter (modified soil interface) Design Parameters Soil Parameters: 6 deg c asf y Rcf Retained Zone 33 0 130 Foundation Soil 36 0 130 Unit Fill: Crushed Stone. I inch minus Seismic Design A=0.15 g, Kh(Ext)=0.098 , Kh(Int)=0.195 , Kv=0.000 Minimum Design Factors of Safety (seismic are 75% of static) sliding: 1.50/1.13 pullout: 1.50/1.13 uncertainties: overturning: 1.50/1.13 shear: 1.50/1.13 connection: bearing: 2.00/1.50 bending: 1.5011.13 Design Preferences Date: 8128/2015 Designer: wjl 1.50/1.13 1.50/1.13 Analysis: Case: Case 1 New Case Unit Type: Standard M 18 / 120.00 pcf Wall Batter: 0.00 deg Leveling Pad: Crushed Stone_ .. -. ------ --------- -- - ---- - ----- ---------- ---------- Wall Ht: 2.00 ft embedment: 1.00 ft L.evel'Backfill Offset:0.00 ft Surcharge: LL: 200 psf uniform surcharge DL: 0 psf uniform surcharge Load Width: 20.00 ft Load Width: 20.00 ft Results: Shdine Overturning Bearine Shear Bending Factors of Safety: 1.55/2.53 1.60/2.84 27.81/41.16 N/A N/A Calculated Bearing Pressure: 404 / 404 / 310 psf Eccentricity at base: 0.47 ft/0.26 ft NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLYAND SHOULD NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BYA QUALIFIED ENGINEER Date 9/2/2015 Case I Page I Structural Calculations NEW RESIDENCE 12520 EAST MARGINAL WAY SOUTH SEATTLE, WA prepared for: TIEN LE 206 SOUTH 112TH STREET SEATTLE, WA 98168 prepared by: Sifts & Hill Engineers, Inc. 4815 Center Street Tacoma, WA 98409 July 24, 2014 S&H Job Number 16,168 CORRECTION REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 6 2015 City of Tukwila BUILDING DIVISION RECFiVED CITY OF TUKWILA SEP 15 2015 PERMIT. CENTER SITTS & HILL ENGINEERS, INC. Professional Engineers & Planners CIVIL, STRUCTURAL AND SURVEYING 51 -?A4 [ 2, NEW RESIDENCE 12520 EAST MARGINAL WAY SOUTH SEATTLE, WA CALCULATIONS PREPARED FOR TIEN LE 205 SOUTH 112TH STREET SEATTLE, WA 98168 ALLEY of wasyt�� 35639 w� +� ECISTFRL �V 7 PREPARED BY Sitts & Hill Engineers, Inc. 4815 Center Street Tacoma, WA 98409 July 24, 2014 S & H Job Number: 16,168 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT NEW RESIDENCE DESIGNED SMA DATE 7/24/2014 JOB 16,168 CHECKED EAB DATE 7/24/2014 1 PAGE CALCULATION INDEX BASIS 1 DESIGN LOADS 2 GRAVITY DESIGN 4 - 91 LATERAL DESIGN 92 - 124 SITTS & HILL ENGINEERS, INC. DESIGNED SMA TACOMA, WASHINGTON (253) 474-9449 CHECKED EAB PROJECT NEW RESIDENCE DATE 7/17/2014 DATE 7/23/2014 JOB 16,168 PAGE 2 BASIS FOR DESIGN BUILDING CODE: RISK CATEGORY: GRAVITY LOADS: LATERAL LOAD CRITERIA: FOUNDATIONS: CONCRETE: REINFORCING: STRUCTURAL STEEL: WOOD: 2012 Edition of the International Building Code with State of Washington amendments shall be used and supplemented with ASCE 7-10. Roof Snow Load = 25 psf. Roof Dead Load = 16 psf. Floor Live Load = 40 psf. Floor Dead Load =12 psf. Wind Speed =110 mph, Exposure: B. Seismic Site Class: D. Seismic Design Category: D. Allowable soil bearing pressure = 2,000 psf. Soil report supplied by Geo Group Northwest, Inc; job no. 12,015. Concrete footings shall bear on firm, undisturbed soil 18" minimum below finished grade. Minimum compressive strength of concrete shall be 3,000 psi to comply with exposure requirement of IBC table 1904.2. Structural design is based on f'c of 2,500 psi. Per IBC 1705.3, no special inspection is required. All bars shall be ASTM A615, Grade 60, unless noted otherwise. Anchor Bolts: ASTM F1554, Grade 36. Joists 2x4 HF #2 2x6 and larger HF #2 Beams 4" width or less DF #2 Greater than 4" width DF #2 Ledger 4" width or less HF #2 Top Plates All Sizes DF #2 Studs 2x4 HF #2 2x6 and larger HF #2 Posts 44 DF #2 46 or larger DF #2 6x6 or larger DF #2 Glue -laminated beams (elulams): Fb = 2,400 PSI, Fv = 265 psi, Fc-perp = 650 psi, E = 1,800,000 psi. Parallel Strand Lumber (PSL). Fb = 2,900 psi, Fv = 290 psi, Fc-perp = 650 psi, E = 2,000,000 psi. Laminated Strand Lumber (LSL): Fb = 1,700 psi, Fv = 400 psi, Fc-perp = 680 psi, E = 1,300,000 psi. Laminated Veneer Lumber (LVL): Fb = 2,600 psi, Fv = 285 psi, Fc-perp = 750 psi, E = 1,900,000 psi. Pre -fabricated wood trusses: Pre -fabricated wood trusses shall be designed by a professional engineer registered in the State of Washington. SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT NEW RESIDENCE DESIGNED SMA DATE 7/17/2014 JOB 16,168 CHECKED EAB DATE 7/23/2014 3 PAGE DESIGN LOADS ROOF LIVE LOAD: 25.0 PSF Snow Load ROOF DEAD LOAD: Roofing Plywood Insulation Ceiling Lighting, Mechanical, Electrical, Misc. FLOOR LIVE LOAD: RESIDENTIAL FLOOR DEAD LOAD: Flooring Insulation Floor Joists Ceiling Lighting, Mechanical, Electrical, Misc. 3.0 PSF 2.0 PSF 1.0 PSF 3.0 PSF 7.0 PSF 16.0 PSF 40.0 PSF 1.0 PSF 1.0 PSF 2.0 PSF 3.0 PSF 5.0 PSF 12.0 PSF Total Dead Load 4 5/4" BARGE BOARD 10'-S 1/21STU5 BACK W/ IX2 TRIM BLOCK FOR SIDING K, Y IS" X 24" VENT D.S. OPTIONAL I I m d1 G S r �� uu YJ10 0 Q Y— � m m3 O RIDGE 6:12 P TCH 3:12 PI rCW IN4 IDE su I r � I I I 0 w 20'-0°" RDER TR1155 Z. — — — — ' - m z.q 01 s _ Bu Y a 6:12 4:12 PITCH ITCH ISIDE O J !IUI65 COMI'ION m TRUSSES a 24" OL. / ut U 0 U m 81A I p i7 13 24"X74" KSKYH Z 2X6 CURB0US Y > m `Q emm ^� m N = ��_ m OP INTER I I X �—_________ II `a RVACE 81A Ail 0 o l s II F E RIDGE I rt: AF-5 ROOF VENTS I II II O I I I BLK FOR I I SIDING 9u I — O D.S. ( (1) 20'-0" COMMON I�I A I f I I 2 I (1) 20--0" COMMON FOR DRYWALL ALINE WITH WALL E I I L I I 81A xf LEDGE R (3)11'- " JACK TRIISS 5 II K (6) 20'-0" 5C155OR I TRU55ES - 74" O.C. II I r r 6:12 PITCH t L L I I II 3:12 PITCH INSIDE 81A 8u 819 Il ET VENT I D9. r (1)20'-O' COI"P7CN B FOR 51D: 1 INSTALL FLASHING q7 SF. L DIVERTER TO GUTTER O 5x4 BARGE BOARD W/ IX2 TRIM 5/4 BARGE BOARD 2X6 RAFTERS W/ -I- TRIM 2X6 CEILING JOISTS INSTALL FLASHING s 24" O.G. DIVERTER TO GUTTER ROOF FRAMING PLAN 'A' 1/4" = I'-0" 5 5/4" BARC'E BOARD to-3 1/2" XI TRIM 813 BLOCK FOR SIDING DSO — f1128'-0" GE STUB 10-9 1/2" OPTIONALZ I4"X48'IG ::SKYLHT II [�T ON 2X6 �/ I I I J1 rtl p 40 d T, M w W m v E 28' COMMON T(dISSES W I I I v• 0 24' O.G. STUB BACK -,RIGHT II 8� K Y 10'-9 in N m m O RIDGEE3 p I I I 6:I7 P TGH J !9j 3:I2 PI rCW M IDE S I I L I p! 8Li it I I I I 13r � — O 28--0., G ER TRU55 m Z•�K 2•�i I / 7 o LL Y O 813 �i 2 :2 41 PITCH ITCH I qSIOE 11 O 16128'COMMON 1 — m TRWSSE9 0 24" D.C. dt 30 U_U d1 8L9 O O (1) METAL VENT AT A30 SF. 'SKYLIGHT Q I Z O U U Z CN 2X6 GIIRB�' I L O C O w 3 2x OVERF-RAMING O YU Om II e e O INTER 0 X I m R1 28' GIRDER TRUSS .m., ti 813 I I O O RIDGE of I I I 121 AF 50 RO F VEN S (6) 20'-0" COMMON Q 913 "�< I II TR155E5 9 24" Or_9i 813 I I !• Q DOS. I I 7 L (1) 20'-0" COMMON EI FOR DRYWALL I ALINE WITH WALL BE LED631 R 13111'- TRU99 'JACK 9 4 • .. - . D.S. i Py� I w P I a 19j 9 I.2x6 a — (6) 20'-0' SCISSOR TRUSSES a 24" OL. F a 2x6 . . 6:11 PITCH - - 3,12 PITCH INSIDE 11) METAL VENT O AT .430 SF. DS. r (U 20'-0" COMMON BLI FOR SIDING , 9 I INSTALL FLASHING I I DIVERTER TO GUTTER OI 514 BARGE BOARD Sx4 BARGE BOARD W/ 1 2 TRIM W/ IX2 TRIM INSTALL FLASHING - 2X4 RAFTERS W/ DIVERTER TO GUTTER u 1X4 CEILING JOISTS ` 2 14° O.G. ROOF FRAMING PLAN '8' 1/4" =1' - 0" SITTS & HILL ENGINEERS, INC. DESIGNEDAMADATE TACOMA, WASHINGTON (253) 474-9449 CHECKED FoAt DATE SHEET 6 PROJECT NEIV �OF— L-4- 4-4 -4 —T r r ++ L L T ILA I—H -- i i - - -- . .4 . . I . iT Tq 1 L -4-4 t7-T 7 Wood Bean . �M n #' File =p:1161001161681CALCUL-1118188.ec6 :fl _ .... _ �i� . ._ - u _. v ab _ -� _ ENERCALC, INC.1983.2014, Build:6.14.1.28, Ver:6.14.1.28. , Description : Beam 1 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E : Modulus of Elasticity Load Combination IBC 2012 Fb - Compr 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.Oksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling D 0.256 S 0.4 48 Span = 5.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.2560, S = 0.40 , Tributary Width = 1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.68f 1 Maximum Shear Stress Ratio = 0.409 :1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual = 802.31 psi fv : Actual = 73.59 psi FB : Allowable = 1,170.00psi Fv : Allowable = 180.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.032 in Ratio = 1885 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.052 in Ratio = 1149 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C i Cr C m C t C L Moment Values M fb Pb V Shear Values fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.268 0.160 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.80 313.10 1170.00 0.49 28.72 180.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.268 0.160 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.80 313.10 1170.00 0.49 28.72 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.268 0.160 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.80 313.10 1170.00 0.49 28.72 180.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.686 0.409 1.00 1.300 1.00 1.00 1.00 1.00 1.00 2.05 802.31 1170.00 1.24 73.59 180.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.268 0.160 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.80 313.10 1170.00 0.49 28.72 180.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.581 0.347 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.74 680.01 1170.00 1.06 62.38 180.00 n Wood Beam KW-0600261 1- Description : Beam 1 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C L Hie = INC.1£ Moment Values M fb F'b 161681CALCUL-1116168.OW Build:6.14.1.28, Ver:6.14.1.28 Shear Values V tv F'v Length = 5.0 ft 1 0.268 0.160 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.80 313.10 1170.00 0.49 28.72 180.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.268 0.160 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.80 313.10 1170.00 0.49 28.72 180.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.268 0.160 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.80 313.10 1170.00 0.49 28.72 180.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.581 0.347 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.74 680.01 1170.00 1.06 62.38 180.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.581 0.347 1.00 1.300 1.00 1.00 1.00 1.00 1.00 1.74 680.01 1170.00 1.06 62.38 180.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.161 0.096 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.48 187.86 1170.00 0.29 17.23 180.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.161 0.096 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.48 187.86 1170.00 0.29 17.23 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. =" Defl Location in Span Load Combination Max. "+" Defl Location in Span D+S 1 0.0522 2.518 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.640 1.640 Overall MlNimum 0.640 0.640 D Only 0.640 0.640 S Only 1.000 1.000 D+S 1.640 1.640 9 Wood Beam File=p:1161001161681CALCUL-1116168.ec6 III ENERCALC, INC. 1983-2014, Build:6.14.1.28, Ver.6.14.1.28 KW-06002611 Licensee: SITTS & HILL ENGINEERING, INC. Descdption : Beam 2 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900 psi E : Modulus of Elasticity Load Combination IBC 2012 Fb - Compr 900 psi Ebend- xx 1600 ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 32.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling D 0.248 V 0.388 4x8 Span = 3.0 ft Applied Loads Uniform Load : D = 0.2480, S = 0.3880 , Tributary Width =1.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.23R 1 Maximum Shear Stress Ratio = 0.188 : 1 Section used for this span 4x8 Section used for this span 4x8 fb : Actual = 280.03psi fv : Actual = 33.75 psi FB : Allowable = 1,170.00 psi Fv : Allowable = 180.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.004 in Ratio = 9001 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.007 in Ratio = 5491 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C IN C I Cr C m C t C L Moment Values M fb F'b V Shear Values fv F'v +D+H 0.00 0.00 0,00 0.00 Length = 3.0 ft 1 0.093 0.073 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.28 109.19 1170.00 0.22 13.16 180.00 +D+L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 It 1 0.093 0.073 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.28 109.19 1170.00 0.22 13.16 180.00 +D+Lr+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.093 0.073 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.28 109.19 1170.00 0.22 13.16 180.00 +D+S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.239 0.188 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.72 280.03 1170.00 0.57 33.75 180.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.093 0.073 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.28 109.19 1170.00 0.22 13.16 180.00 +D+0.750L+0.750S+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.203 0.159 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.61 237.32 1170.00 0.48 28.61 180.00 10 Wood Beam KW-06002611 Licensee: tile =p:1161001161661CALGUL-1116166.ec6 ENERCALC, INC.1983-2014, Build:6.14.1.28, Ver.6.14A.28 SITTS & HILL ENGINEERING, INC.. Description : Beam 2 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V tv F'v +D+0.60W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.093 0.073 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.28 109.19 1170.00 0.22 13.16 180.00 +D+0.70E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.093 0.073 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.28 109.19 1170.00 0.22 13.16 180.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.093 0.073 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.28 109.19 1170.00 0.22 13.16 180.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.203 0.159 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.61 237.32 1170.00 0.48 28.61 180.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.203 0.159 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.61 237.32 1170.00 0.48 28.61 180.00 +0.60D+0.60W+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.056 0.044 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0.17 65.52 1170.00 0.13 7.90 180.00 +0.60D+0.70E+0.60H 1.300 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.056 0.044 1.00 1.300 1.00 1.00 1.00 1.00 1.00 0A 7 65.52 1170.00 0.13 7.90 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Deti Location in Span D+S 1 0.0066 1.511 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.954 0.954 Overall MINimum 0.372 0.372 D Only 0.372 0.372 S Only 0.582 0.582 D+S 0.954 0.954 11 [Wood Beam File =p:t16100t16168kCALCUL-1116166.eo6 111111 ENERCALC, INC. 1983-2014,Bulld:6.14.1.28, Ver:6.14.1.28 Description : Beam 3 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900 psi E : Modulus of Elasticity Load Combination tBC 2012 Fb - Compr 900 psi Ebend- xx 1600ksi Fc - Prll 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 32.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling D 0.064 S 0.1 4x10 Span = 12.0 ft Applied Loads Uniform Load : D = 0.0640, S = 0.10 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.821: 1 Section used for this span 4x10 fb : Actual = 709.74 psi FB : Allowable = 864.00 psi Load Combination +D+S+H Location of maximum on span = 6.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.277 :1 Section used for this span 4x10 fv : Actual = 39.93 psi Fv : Allowable = 144.00 psi Load Combination +D+S+H Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Max Downward L+Lr+S Deflection 0.134 in Ratio = 1076 Max Upward L+Lr+S Deflection 0.000 In Ratio = 0 <360 Max Downward Total Deflection 0.219 in Ratio = 656 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr C m C t C L Moment Values M fb Pb V Shear Values fv F'v +D+H 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.321 0.108 1.00 1.200 0.80 1.00 1.00 1.00 1.00 1.15 276.97 864.00 0.34 15.58 144.00 +D+L+H 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.321 0.108 1.00 1.200 0.80 1.00 1.00 1.00 1.00 1.15 276.97 864.00 0.34 15.58 144.00 +D+Lr+H 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.321 0.108 1.00 1.200 0.80 1.00 1.00 1.00 1.00 1.15 276.97 864.00 0.34 15.58 144.00 +D+S+H 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.821 0.277 1.00 1.200 0.80 1.00 1.00 1.00 1.00 2.95 709.74 864.00 0.86 39.93 144.00 +D+0.750Lr+0.750L+H 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.321 0.108 1.00 1.200 0.80 1.00 1.00 1.00 1.00 1.15 276.97 864.00 0.34 15.58 144.00 +D+0.750L+0.750S+H 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.696 0.235 1.00 1.200 0.80 1.00 1.00 1.00 1.00 2.50 601.55 864.00 0.73 33.85 144.00 12 Wood Beam 0.rr rue=p:11610U116lfWIUALGUL-lll6l68.ec6 ENERCALC, INC.1983-2014, Bulld:6.14.1.28, Ver:6.14.1.28 ; HILL ENGINEERING, INC. Description : Beam 3 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v +D+0.60W+H 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.321 0.108 1.00 1.200 0.80 1.00 1.00 1.00 1.00 1.15 276.97 864.00 0.34 15.58 144.00 +D+0.70E+H 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.321 0.108 1.00 1.200 0.80 1.00 1.00 1.00 1.00 1.15 276.97 864.00 0.34 15.58 144.00 +D+0.750Lr+0.750L+0.450W+H 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.321 0.108 1.00 1.200 0.80 1.00 1.00 1.00 1.00 1.15 276.97 864.00 0.34 15.58 144.00 +D+0.750L+0.750S+0.450W+H 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.696 0.235 1.00 1.200 0.80 1.00 1.00 1.00 1.00 2.50 601.55 864.00 0.73 33.85 144.00 +D+0.750L+0.750S+0.5250E+H 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 It 1 0.696 0.235 1.00 1.200 0.80 1.00 1.00 1.00 1.00 2.50 601.55 864.00 0.73 33.85 144.00 +0.60D+0.60W+0.60H 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 It 1 0.192 0.065 1.00 1.200 0.80 1.00 1.00 1.00 1.00 0.69 166.18 864.00 0.20 9.35 144.00 +0.60D+0.70E+0.60H 1.200 0.80 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 It 1 0.192 0.065 1.00 1.200 0.80 1.00 1.00 1.00 1.00 0.69 166.18 864.00 0.20 9.35 144.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max."-" Defl Location in Span Load Combination Max. "+" Defl Location in Span D+S 1 0.2193 6.044 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.984 0.984 Overall MINimum 0.384 0.384 D Only 0.384 0.384 S Only 0.600 0.600 D+S 0.984 0.984 13 Wood Beam File =p:1161001161681CALCUL-1116168,ec6 k ENERCALC, INC.1983-2014, Build:6.14.1.28, Ver.6.14.1.28 Description : Beam 4 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E: Modulus of Elasticity Load Combination f BC 2012 Fb - Compr 900.0 psi Ebend- xx 1,600.0 ksi Fc - PHI 1,350.0 psi Eminbend - xx 580.Oksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0psi Density 32.210pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling D 0.032 S 0.05 Applied Loads Uniform Load : D = 0.0320, S = 0.050 , Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.431: 1 Section used for this span 4x12 fb : Actual = 426.50psi FIB: Allowable = 990.00psi Load Combination +D+S+H Location of maximum on span = 8.000ft Span # where maximum occurs = Span # 1 Maximum Deflection 012 Span = 16.0 ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.123 : 1 Section used for this span 4x12 fv : Actual = 22.07 psi Fv : Allowable = 180.00 psi Load Combination +D+S+H Location of maximum on span = 15.066 ft Span # where maximum occurs = Span # 1 Max Downward L+Lr+S Deflection 0.112 in Ratio = 1720 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.183 in Ratio = 1048 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr C m C t C L Moment Values M fb F'b V Shear Values fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.168 0.048 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.02 166.44 990.00 0.23 8.61 180.00 +D+L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.168 0.048 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.02 166.44 990.00 0.23 8.61 180.00 +D+Lr+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.168 0.048 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.02 166.44 990.00 0.23 8.61 180.00 +D+S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.431 0.123 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.62 426.50 990.00 0.58 22.07 180.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.168 0.048 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.02 166.44 990.00 0.23 8.61 180.00 +D+0.750L+0.750S+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 16.0 ft 1 0.365 0.104 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2,22 361.49 990.00 0.49 18.71 180.00 14 Wood Beam KW-06002611 Description : Beam 4 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L me = INC.1E Moment Values M fb F'b Build:6.14.1.28, Ver.6.14.1.28 Shear Values V tv F'v .. ......... .. Length =16.0 It 1 0.168 0.048 1.00 ,. •vv 1.100 .vv 1.00 .vv 1.00 .vv 1.00 .vv 1.00 .vv 1.00 1.02 166.44 v.vv 990.00 v.- 0.23 v.vv 8.61 -- 180.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.168 0.048 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.02 166.44 990.00 0.23 8.61 180.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.168 0.048 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.02 166.44 990.00 0.23 8.61 180.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.365 0.104 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.22 361.49 990.00 0.49 18.71 180.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.365 0.104 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.22 361.49 990.00 0.49 18.71 180.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.101 0.029 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.61 99.86 990.00 0.14 5.17 180.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =16.0 ft 1 0.101 0.029 1.00 1.100 1.00 1.00 1.00 1.00 1.00 0.61 99.86 990.00 0.14 5.17 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+S 1 0.1830 8.058 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.656 0.656 Overall MINimum 0.256 0.256 D Only 0.256 0.256 S Only 0.400 0.400 D+S 0.656 0.656 15 Wood Beam File=P:1161001161681CALCUL-1116168.ec8 11111 ENERCALC, INC.1983.2014, Build:6.14.1.28, Ver:6.14.1.26 Description : Beam 5 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi E: Modulus of Elasticity Load Combination IBC 2012 Fb - Compr 850.0 psi Ebend- xx 1,300.0 ksi Fc - PHI 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 52 5. 0 psi Density 27.70 pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling Repetitive Member Stress Increase D 0.03�2 _S 2x6 Applied Loads Span =3.0ft Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0320, S = 0.050, Tributary Width =1.0 ft DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.1151 1 Maximum Shear Stress Ratio = 0.104 :1 Section used for this span 2x6 Section used for this span 2x6 fb : Actual = 146.38psi fv : Actual = 15.67 psi FB : Allowable = 1,270.75psi Fv : Allowable = 150.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 1.500ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.003 in Ratio = 10618 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.006 in Ratio = 6474 Max Upward Total Deflection 0.000 in Ratio = 1 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr C m C t C L Moment Values M fb F'b V Shear Values N F'v +D+H 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.045 0.041 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.04 57.12 1270.75 0.03 6.12 150.00 +D+L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.045 0.041 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0,04 57.12 1270.75 0.03 6.12 150.00 +D+Lr+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.045 0.041 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0,04 57.12 1270.75 0.03 6.12 150.00 +D+S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.115 0.104 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.09 146.38 1270.75 0.09 15.67 150.00 +D+0.750Lr+0.750L+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.045 0.041 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.04 57.12 1270.75 0.03 6.12 150.00 +D+0.750L+0.750S+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.098 0.089 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.08 124.07 1270.75 0.07 13.28 150.00 Wood Beam File=P:1161001161681CALCUL-1116168.ec6 ENERCALC, INC.1983-2014, Build:6.14.1.28, Ver:6.14.1.28 0.i0 Description : Beam 5 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C I Cr C m C t C L M fb Pb V fv F'v +D+0.60W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.045 0.041 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.04 57.12 1270.75 0.03 6.12 150.00 +D+0.70E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.045 0.041 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.04 57.12 1270.75 0.03 6.12 150.00 +D+0.750Lr+0.750L+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.045 0.041 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.04 57.12 1270.75 0.03 6.12 150.00 +D+0.750L+0.750S+0.450W+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.098 0.089 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.08 124.07 1270.75 0.07 13.28 150.00 +D+0.750L+0.750S+0.5250E+H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.098 0.089 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.08 124.07 1270.75 0.07 13.28 150.00 +0.60D+0.60W+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.027 0.024 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.02 34.27 1270.75 0.02 3.67 150.00 +0.60D+0.70E+0.60H 1.300 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.0 ft 1 0.027 0.024 1.00 1.300 1.00 1.15 1.00 1.00 1.00 0.02 34.27 1270.75 0.02 3.67 150.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+S 1 0.0056 1.511 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.123 0.123 Overall MINimum 0.048 0.048 D Only 0.048 0.048 S Only 0.075 0.075 D+S 0.123 0.123 17 ADJUST TO 6LE RED OE II II II II II II II I I I I I 1 I I I I I I I 1 I 1 it I I I I I I I I I I I I II I 11 I I I I LI UPPER FLOOR FRAMING PLAN 1/4" = I' -0" II II II II -JJ SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PRmr-m NEW RaiPENGC FbF- -r IF-W LIE DESIGNED -�ZMA DATE T/I T. ffi JOB LY L a CHECKED E/49 DATE SHEET 18 — t i irk I ,- . . , 1. ;.... �2� ice° - - r '1If. , 1 — — — — — — �._.. : - _ - - i I t LA 1 _ 1 V. I _�) , a +_ 4° 1 I' Ll : f , @' . Atp � .s -r _... L Vk _ - - It 4 . I : �.;.__:.._:_._.�L---_._—...__�___}__� +_.:.._c_.;__,.......�------•_..__.-7—!..fit.... _. � —i L, _ —T—r— — — ji - - r — i.. i —t— I•? r�� i_.: I -- Pi ,i —.. —; ; ' — �? , t '—. i i — :�: is iDrE -- — — — -— i+ SITTS & HILL tNUINttHZ-j, INU. DESIGNED - 1-M DATE flivill iutj-F-Lp--.W-- TACOMA, WASHINGTON (253) 474-9449 . - CHECKED FAlk DATE' SHEET PROJECT NEW M IDENCE VOK TIlEig LE OF19 - A 4L L 17 -4-f . L 4-r it iq. ...... . ... ... . 4-4-! ILI 4 L --- Ll 22 a L 7.- >L 47, • 1�71 Au se j I -A L 7 ®r— E iT! T'j Fol __1 r r4 A I L U-1 Tt T1 20 Wood Beam File=p:1161001161681CALCUL-1116168.ec6 1111 ENERCALC, INC.1983-2014, Build:6.14.1.28, Ver:6.14.1.28 Description : Beam 6 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination IBC 2012 Fb - Compr 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Pdl 1,650.0 psi Eminbend - xx 930.0 ksi Wood Species : DF/DF Fc - Perp 6 50. 0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling i D 0.202 L 0.05 S 0.3 I 3.125x10.5 Span = 8.0 ft Applied Loads Uniform Load : D = 0.2020, L = 0.050, S = 0.30 , Tributary Width =1.0 it DESIGN SUMMARY Maximum Bending Stress Ratio = 0.35Q 1 Section used for this span 3.125x10.5 fb : Actual - 839.26psi FIB: Allowable = 2,400.00psi Load Combination +D+S+H Location of maximum on span = 4.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward L+Lr+S Deflection 0.060 in Ratio = 1605 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.094 in Ratio = 1018 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN +D+H Length = 8.0 ft 1 0.141 0.110 1.00 1.000 +D+L+H 1.000 Length = 8.0 ft 1 0.176 0.137 1.00 1.000 +D+Lr+H 1.000 Length = 8.0 ft 1 0.141 0.110 1.00 1.000 +D+S+H 1.000 Length = 8.0 ft 1 0.350 0.273 1.00 1.000 +D+0.750Lr+0.750L+H 1.000 Length = 8.0 ft 1 0.167 0.130 1.00 1.000 +D+0.750L+0.750S+H 1.000 Length = 8.0 ft 1 0.324 0.253 1.00 1.000 Ci Cr Cm C t CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ]Asian C = 0.273 :1 i 3.125x10.5 = 72.36 psi = 265.00 psi +D+S+H = 7.153 ft ; Span # 1 I I Moment Values M fb Fb 0.00 1.62 337.71 2400.00 0.00 2.02 421.30 2400.00 0.00 1.62 337.71 2400.00 0.00 4.02 839.26 2400.00 0.00 1.92 400,40 2400.00 0.00 3.72 776.57 2400.00 Shear Values V tv F'v 0.00 0.00 0.00 0.64 29.12 265.00 0.00 0.00 0.00 0.79 36.33 265.00 0.00 0.00 0.00 0.64 29.12 265.00 0.00 0.00 0.00 1.58 72.36 265.00 0.00 0.00 0.00 0.76 34.52 265.00 0.00 0.00 0.00 1.46 66.96 265.00 21 Wood Beam File=p:1161001161681CALCUL-1116168.ec6 ENERCALC, INC. 1983-2014,Build:6.14.1.28, Ver.6.14.1.28 Description : Beam 6 Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C i Cr Cm C t C L Moment Values M fb F'b V Shear Values fv F'v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.141 0.110 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.62 337.71 2400.00 0.64 29.12 265.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.141 0.110 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.62 337.71 2400.00 0.64 29.12 265.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.167 0.130 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.92 400.40 2400.00 0.76 34.52 265.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.324 0.253 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.72 776.57 2400.00 1.46 66.96 265.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.324 0.253 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.72 776.57 2400.00 1.46 66.96 265.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.084 0.066 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.97 202.63 2400.00 0.38 17.47 265.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.084 0.066 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.97 202.63 2400.00 0.38 17.47 265.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L+S 1 0.0943 4.029 0.0000 0.000 Vertical Reactions - Unfac_tored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.208 2.208 Overall MINimum 0.200 0.200 D Only 0.808 0.808 L Only 0.200 0.200 S Only 1.200 1.200 L+S 1.400 1.400 D+L 1.008 1.008 D+S 2.008 2.008 D+L+S 2.208 2.208 22 Wood Beam File=p:1161001161681CALCUL-1116168.ec6 1111 ENERCALC, INC.1983-2014, Bulld:6.14.1.28, Ver:6.14.1.28 Description : Beam 7 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination 1 BC 2012 Fb - Compr 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 930.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 830.Oksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling Fj1r*):4[nAa Span =6.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.2980, L = 0.30, S = 0.20 k/ft, Extent = 0.0 -->> 5.0 ft, Tributary Width =1.0 ft Uniform Load : D = 0.090, L = 0.30 k/ft, Extent = 5.0 -->> 6.0 ft, Tributary Width =1.0 ft Point Load : D = 0.390, S = 0.610 k @ 5.0 ft DESIGN.SUMMARY Maximum Bending Stress Ratio = 0.294 1 Maximum Shear Stress Ratio Section used for this span 3.125x10.5 Section used for this span fb : Actual = 704.67psi fv : Actual FB : Allowable = 2,400.00psi Fv : Allowable Load Combination +D+0.750L+0.750S+H Load Combination Location of maximum on span = 3.175ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.031 in Ratio = 2356 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.049 in Ratio = 1480 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations .• • 0.367 : 1 3.125x10.5 97.28 psi = 265.00 psi +D+0.750L+0.750S+H 5.146 ft = Span # 1 Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C I Cr C m C t C L Moment Values M fb Fb +D+H 0.00 Length = 6.0 ft 1 0.130 0.164 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.49 310.92 2400.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 6.0 ft 1 0.247 0.275 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.84 592.64 2400.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 6.0 ft 1 0.130 0.164 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.49 310.92 2400.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Length = 6.0 ft 1 0.231 0.324 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2,66 555.19 2400.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 Shear Values V tv F'v 0.00 0.00 0.00 0.95 43.50 265.00 0.00 0.00 0.00 1.60 72.93 265.00 0.00 0.00 0.00 0.95 43.50 265.00 0.00 0.00 0.00 1.88 85.78 265.00 0.00 0.00 0.00 23 Wood Beam File =p:1161001161681CALCUL•1116168.ec6 ENERCALC, INC.1983.2014, Build:6.14.1.28, Ver:6.14.1.28 kw-b6002611 Licensee: SITTS & HILL ENGINEERING, INC Description : Beam 7 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v Length = 6.0 ft 1 0.218 0.247 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.50 522.17 2400.00 1.43 65.57 265.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.294 0.367 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.37 704.67 2400.00 2.13 97.28 265.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.130 0.164 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.49 310.92 2400.00 0.95 43.50 265.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.130 0.164 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.49 310.92 2400.00 0.95 43.50 265.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.218 0.247 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.50 522.17 2400.00 1.43 65.57 265.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.294 0.367 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.37 704.67 2400.00 2.13 97.28 265.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.294 0.367 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.37 704.67 2400.00 2.13 97.28 265.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.078 0.098 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.89 186.55 2400.00 0.57 26.10 265.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.078 0.098 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.89 186.55 2400.00 0.57 26.10 265.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "= Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L+S 1 0.0486 3.044 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.527 2.853 Overall MINimum 0.685 0.900 D Only 0.942 1.028 L Only 0.900 0.900 S Only 0.685 0.925 L+S 1.585 1.825 D+L 1.842 1.928 D+S 1.627 1.953 D+L+S 2.527 2.853 24 Wood Beam File=P:1161001161681CALCUL-1116168.ec6 ENERCALC, INC.1983-2014, Build:6.14.1.28, Ver:6.14.1.28 Description: Beam 8 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi E : Modulus of Elasticity Load Combination IBC 2012 Fb - Compr 850.0 psi Ebend- xx 1,300.0 ksi Fe - Prll 1,300.0 psi Eminbend - xx 470.0 ksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0psi Density 27.70pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling Repetitive Member Stress Increase D 0.012 L 0.04 Applied Loads Uniform Load : D = 0.0120, L = 0.040 , Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.763t 1 Section used for this span 2x10 fb : Actual = 820.45psi FIB: Allowable = 1,075.25psi Load Combination +D+L+H Location of maximum on span = 7.500ft Span # where maximum occurs = Span # 1 Maximum Deflection Span = 15.0 ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.252 : 1 Section used for this span 2x10 fv : Actual = 37.85 psi Fv : Allowable = 150.00 psi Load Combination +D+L+H Location of maximum on span = 14.234 ft Span # where maximum occurs = Span # 1 Max Downward L+Lr+S Deflection 0.356 in Ratio = 505 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.463 in Ratio = 388 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr C m C t C L Moment Values M fb Pb V Shear Values tv F'v +D+H 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.176 0.058 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.34 189.34 1075.25 0.08 8.74 150.00 +D+L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.763 0.252 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.46 820.45 1075.25 0.35 37.85 150.00 +D+Lr+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.176 0.058 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.34 189.34 1075.25 0.08 8.74 150.00 +D+S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.176 0.058 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0,34 189.34 1075.25 0.08 8.74 150.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.616 0.204 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.18 662.67 1075.25 0.28 30.57 150.00 +D+0.750L+0.750S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.616 0.204 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.18 662.67 1075.25 0.28 30.57 150.00 25 Wood Beam File=P:1161001161681CALCUL-1116168.ec6 1111 ENERCALC, INC.1983-2014, Build:6.14.128, Ver:6.14.1.28 Description : Beam 8 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +0+0.60W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.176 0.058 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.34 189.34 1075.25 0.08 8.74 150.00 +D+0.70E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.176 0.058 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.34 189.34 1075.25 0.08 8.74 150.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.616 0.204 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.18 662.67 1075.25 0.28 30.57 150.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.616 0.204 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.18 662.67 1075.25 0.28 30.57 150.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.616 0.204 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.18 662.67 1075.25 0.28 30.57 150.00 +0.60D+0.60W+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.106 0.035 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.20 113.60 1075.25 0.05 5.24 150.00 +0.60D+0.70E+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.106 0.035 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.20 113.60 1075.25 0.05 5.24 150.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.4632 7.555 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.390 0.390 Overall MINimum 0.090 0.090 D Only 0.090 0.090 L Only 0.300 0.300 D+L 0.390 0.390 26 Wood Beam File =p:1161001161681CALCUL-1116168.ec6 11111 ENERCALC, INC.1983.2014, Build:6.14.1.28, Ver.6.14.1.28 Description : Beam 9 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900 psi E : Modulus of Elasticity Load Combination 16C 2012 Fb - Compr 900 psi Ebend- xx 1600ksi Fc - PdI 1350 psi Eminbend - xx 580 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625 psi Wood Grade : No.2 Fv 180 psi Ft 575 psi Density 32.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling D 0.155 L 0.52 410 Span =4.Oft Applied Loads Uniform Load : D = 0.1560, L = 0.520 , Tributary Width =1.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.301: 1 Maximum Shear Stress Ratio = 0.216 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 325.06psi fv : Actual = 38.86 psi FB : Allowable = 1,080.00psi Fv : Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.00Oft Location of maximum on span = 3.241 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.008 in Ratio = 5884 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.011 in Ratio = 4526 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr Cm C t C L Moment Values M fb Pb V Shear Values fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.069 0.050 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.31 75.01 1080.00 0.19 8.97 180.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.301 0.216 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.35 325.06 1080.00 0.84 38.86 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.069 0.050 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0,31 75.01 1080.00 0.19 8.97 180.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.069 0.050 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.31 75.01 1080.00 0.19 8.97 180.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.243 0.174 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.09 262.54 1080.00 0.68 31.39 180.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.0 ft 1 0.243 0.174 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.09 262.54 1080.00 0.68 31.39 180.00 27 Wood Beam File =p,1161001161681CALCUL-1116168.ec6 ENERCALC, INC.1983-2014, Build:6.14.1.28, Ver:6.14.1.28 KW-06002611 Licensee: SITTS & HILL ENGINEERING, INC. Description : Beam 9 Load Combination Max Stress Ratios Segment Length Span # M V Moment Values Cd CFN Ci Cr Cm C t CL M fb Pb Length = 4.0 ft 1 0.069 0.050 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.31 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 1 0.069 0.050 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0,31 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 1 0.243 0.174 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.09 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 1 0.243 0.174 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.09 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 1 0.243 0.174 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.09 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 1 0.042 0.030 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.19 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 Length = 4.0 ft 1 0.042 0.030 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0,19 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination D+L 1 0.0106 2.015 Vertical Reactions - Unfactored Support notation : Far left is #1 Shear Values V fv F'v 0.00 0.00 0.00 0.00 75.01 1080.00 0.19 8.97 180.00 0.00 0.00 0.00 0.00 75.01 1080.00 0.19 8.97 180.00 0.00 0.00 0.00 0.00 262.54 1080.00 0.68 31.39 180.00 0.00 0.00 0.00 0.00 262.54 1080.00 0.68 31.39 180.00 0.00 0.00 0.00 0.00 262.54 1080.00 0.68 31.39 180.00 0.00 0.00 0.00 0.00 45.01 1080.00 0.12 5.38 180.00 0.00 0.00 0.00 0.00 45.01 1080.00 0.12 5.38 180.00 Max. "+" Defl Location in Span Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.352 1.352 Overall MINimum 0.312 0.312 D Only 0.312 0.312 L Only 1.040 1.040 D+L 1.352 1.352 Wood Beam File=p:116100N6168tcALCUL-1N6168.ec6 1111 ENERCALC, INC.1983-2014, Build:6.14.1.28, Ver:6.14.1.28 Description : Beam 10 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2900 psi E : Modulus of Elasticity Load Combination IBC 2012 Fb - Compr 2900 psi Ebend- xx 2000 ksi Fc - Prll 2900 psi Eminbend - xx 1016.535 ksi Wood Species : iLevel Truss Joist Fc - Perp 750 psi Wood Grade : Parallam PSL 2.0E Fv 290 psi Ft 2025 psi Density 32.21 pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling D0.49 L0.3 50.5 3.5x9.25 ! Span =6.0ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.490, L = 0.30, S = 0.50 , Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.40T 1 Maximum Shear Stress Ratio = 0.389 : 1 Section used for this span 3.5x9.25 Section used for this span 3.5x9.25 fb : Actual = 1,179.29psi fv : Actual = 112.80 psi FB : Allowable = 2,900.00psi Fv : Allowable = 290.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 3.000ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.051 in Ratio = 1416 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.082 in Ratio = 878 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.183 0.175 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.21 530.14 2900.00 1.09 50.71 290.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.295 0.282 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.56 854.71 2900.00 1.76 81.75 290.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.183 0.175 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.21 530.14 2900.00 1.09 50.71 290.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.369 0.353 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.46 1,071.10 2900.00 2.21 102.45 290.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.267 0.255 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.22 773.57 2900.00 1.60 73.99 290.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.407 0.389 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.91 1,179.29 2900.00 2.43 112.80 290.00 29 Wood Beam Description : Beam 10 INC.1983-2014, Build:6.14.1.28, Ver:6.14.1.28 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v +0+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.183 0.175 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.21 530.14 2900.00 1.09 50.71 290.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.183 0.175 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.21 530.14 2900.00 1.09 50.71 290.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.267 0.255 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3,22 773.57 2900.00 1,60 73.99 290.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.407 0.389 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.91 1,179.29 2900.00 2.43 112.80 290.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.407 0.389 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.91 1,179.29 2900.00 2.43 112.80 290.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.110 0.105 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.32 318.08 2900.00 0.66 30.42 290.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.110 0.105 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.32 318.08 2900.00 0.66 30.42 290.00 Overall Maximum Deflections - Unfactored Loads_ Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L+S 1 0.0820 3.022 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.870 3.870 Overall MINimum 0.900 0.900 D Only 1.470 1.470 L Only 0.900 0.900 S Only 1.500 1.500 L+S 2.400 2.400 D+L 2.370 2.370 D+S 2.970 2.970 D+L+S 3.870 3.870 30 Wood Beam File=p:1161001161681CALCUL•11t6168.ec6 k ENERCALC, INC.1983-2014, Build:6.14.1.28, Ver:6.14.1.28 KW-06002611 Licensee: SITTS & HILL ENGINEERING, INC. Description : Beam 11 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E : Modulus of Elasticity Load Combination 1 BC 2012 Fb - Compr 900.0 psi Ebend- xx 1,600.0 ksi Fc - Prll 1,350.0 psi Eminbend - xx 580.Oksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 0.144 L 0.48 4x10 Span = 5.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.1440, L = 0.480 , Tributary Width =1.0 ft DESIGN SUMMARY . • Maximum Bending Stress Ratio = 0.4341 Maximum Shear Stress Ratio = 0.278 : 1 Section used for this span 4x10 Section used for this span 4x10 fb : Actual = 468.83psi fv : Actual = 50.12 psi FIB: Allowable = 1,080.0Opsi Fv: Allowable = 180.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 2.500ft Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.018 in Ratio = 3263 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.024 in Ratio = 2510 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M fb Fb V fv Fv +D+H 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.100 0.064 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.45 108.19 1080.00 0.25 11.57 180.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.434 0.278 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.95 468.83 1080.00 1.08 50.12 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.100 0.064 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.45 108.19 1080.00 0.25 11.57 180.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.100 0.064 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.45 108.19 1080.00 0.25 11.57 180.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.351 0.225 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.58 378.67 1080.00 0.87 40.48 180.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.351 0.225 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.58 378.67 1080.00 0.87 40.48 180.00 31 Wood Beam Description : Beam 11 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr Cm C t C L rue = INC. It Moment Values M fb F'b 0616MCALCUL-1116168.ec6 Build:6.14.1.28, Ver:6.114.1.28 Shear Values V fv F'v v 11 -- 1- I.VV 1- I.VV I.VV U.UU U.UU U.UV U.VV Length = 5.0 ft 1 0.100 0.064 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.45 108.19 1080.00 0.25 11.57 180.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.100 0.064 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.45 108.19 1080.00 0.25 11.57 180.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 It 1 0.351 0.225 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.58 378.67 1080.00 0.87 40.48 180.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.351 0.225 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.58 378.67 1080.00 0.87 40.48 180.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.351 0.225 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.58 378.67 1080.00 0.87 40.48 180.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.060 0.039 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.27 64.91 1080.00 0.15 6.94 180.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.060 0.039 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.27 64.91 1080.00 0.15 6.94 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.0239 2.518 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.560 1.560 Overall MINimum 0.360 0.360 D Only 0.360 0.360 L Only 1.200 1.200 D+L 1.560 1.560 32 Wood Beam File=P:1161001161681CALCUL-1116168.eo6 ENERCALC, INC. 1983-2014, Bulld:6.14.1.28, Ver.6.14.1.28 Description : Beam 12 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fib - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination IBC 2012 Fb - Compr 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 930.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 830.Oksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling i D(0.144) S(0.1) D(2.7) 3.5x16.5 Span = 17.50 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.2640, S = 0.4130 k/ft, Extent = 8.0 -->> 17.50 ft, Tributary Width =1.0 ft Point Load : D = 2.70 k @ 8.0 ft Uniform Load : D = 0.1440, S = 0.10 k/ft, Extent = 0.0 -->> 8.0 ft, Tributary Width =1.0 ft DESIGN SUMMARY • • Maximum Bending Stress Ratio = 0.9421 Maximum Shear Stress Ratio = 0.535 : 1 Section used for this span 3.5x16.5 Section used for this span 3.5x16.5 fb : Actual = 2,261.76psi fv : Actual = 141.77 psi FB : Allowable = 2,400.00psi Fv : Allowable = 265.00 psi Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span = 8.111 ft Location of maximum on span = 16.159ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.251 In Ratio = 837 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.661 in Ratio = 317 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 17.50 ft 1 0.618 0.291 1.00 1.000 1.00 1.00 1.00 1.00 1.00 19.64 1,484.18 2400.00 2.97 77.16 265.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.50 ft 1 0.618 0.291 1.00 1.000 1.00 1.00 1.00 1.00 1.00 19.64 1,484.18 2400.00 2.97 77.16 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 17.50 ft 1 0.618 0.291 1.00 1.000 1.00 1.00 1.00 1.00 1.00 19.64 1,484.18 2400.00 2.97 77.16 265.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.50 ft 1 0.942 0.535 1.00 1.000 1.00 1.00 1.00 1.00 1.00 29.93 2,261.76 2400.00 5.46 141.77 265.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 33 Wood Beam KW-06002611 Description : Beam 12 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C I Cr Cm C t C L FIIe = F':11b1W11b1bbIGALUUL`11ib1bb.ecb INC.1983-2014. Build:6.14.1.28, Ver:6.14.1.28 Moment Values Shear Values M tb F'b V tv F'v Length =17.50 ft 1 0.618 0.291 1.00 1.000 1.00 1.00 1.00 1.00 1.00 19.64 1.484.18 2400.00 2.97 77.16 265.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.50 ft 1 0.861 0.474 1.00 1.000 1.00 1.00 1.00 1.00 1.00 27.36 2,067.17 2400.00 4.84 125.62 265.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.50 ft 1 0.618 0.291 1.00 1.000 1.00 1.00 1.00 1.00 1.00 19.64 1,484.18 2400.00 2.97 77.16 265.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.50 ft 1 0.618 0.291 1.00 1.000 1.00 1.00 1.00 1.00 1.00 19.64 1,484.18 2400.00 2.97 77.16 265.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.50 ft 1 0.618 0.291 1.00 1.000 1.00 1.00 1.00 1.00 1.00 19.64 1,484.18 2400.00 2.97 77.16 265.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.50 ft 1 0.861 0.474 1.00 1.000 1.00 1.00 1.00 1.00 1.00 27.36 2,067.17 2400.00 4.84 125.62 265.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.50 ft 1 0.861 0.474 1.00 1.000 1.00 1.00 1.00 1.00 1.00 27.36 2,067.17 2400.00 4.84 125.62 265.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.50 ft 1 0.371 0.175 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.79 890.51 2400.00 1.78 46.30 265.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =17.50 ft 1 0.371 0.175 1.00 1.000 1.00 1.00 1.00 1.00 1.00 11.79 890.51 2400.00 1.78 46.30 265.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span D+S 1 0.6608 8.878 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.717 6.366 Overall MINimum 1.682 3.041 D Only 3.035 3.325 S Only 1.682 3.041 D+S 4.717 6.366 34 Wood Beam File =P:116100116l68kCALCUL-1116i68.ec6 ENERCALC, INC.1983-2014, Build:6.14,1.28, Ver:6.14.1.28 Description : Beam 13 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E : Modulus of Elasticity Load Combination 1BC 2012 Fb - Compr 1,850.0 psi Ebend- xx 1,800.Oksi Fc - Pdl 1,650.0 psi Eminbend - xx 930.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 830.Oksi Ft 1,100.0psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D 0.132 L 0.44 5.125x15 Span = 20.0 ft Applied Loads Uniform Load : D = 0.1320, L = 0.440 , Tributary Width =1.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.757 1 Maximum Shear Stress Ratio = 0.369 :1 Section used for this span 5.125x15 Section used for this span 5.125x15 fb : Actual = 1,785.76psi fv : Actual = 97.76 psi FIB: Allowable = 2,358.52psi Fv : Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 10.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.614 in Ratio = 390 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.798 in Ratio = 300 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span of Max Stress Ratios M V Cd C FN C i Cr C m C t C L Moment Values M fb F'b V Shear Values fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.175 0.085 1.00 0.983 1.00 1.00 1.00 1.00 1.00 6.60 412.10 2358.52 1.16 22.56 265.00 +D+L+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.757 0.369 1.00 0.983 1.00 1.00 1.00 1.00 1.00 28.60 1,785.76 2358.52 5.01 97.76 265.00 +D+Lr+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.175 0.085 1.00 0.983 1.00 1.00 1.00 1.00 1.00 6.60 412.10 2358.52 1.16 22.56 265.00 +D+S+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.175 0.085 1.00 0.983 1.00 1.00 1.00 1.00 1.00 6.60 412.10 2358.52 1.16 22.56 265.00 +D+0.750Lr+0.750L+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.612 0.298 1.00 0.983 1.00 1.00 1.00 1.00 1.00 23.10 1,442.34 2358.52 4.05 78.96 265.00 +D+0.750L+0.750S+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.612 0.298 1.00 0.983 1.00 1.00 1.00 1.00 1.00 23.10 1,442.34 2358.52 4.05 78.96 265.00 35 Wood Beam File =P:k16100116i681CALCUL-1116l68.ec8 ill ENERCALC, INC.1983-2014, Bulld:6.14.1.28, Ver:6.14.1.28 Description : Beam 13 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Fb V fv Fv +D+0.60W+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.175 0.085 1.00 0.983 1.00 1.00 1.00 1.00 1.00 6.60 412.10 2358.52 1.16 22.56 265.00 +D+0.70E+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.175 0.085 1.00 0.983 1.00 1.00 1.00 1.00 1.00 6.60 412.10 2358.52 1.16 22.56 265.00 +D+0.750Lr+0.750L+0.450W+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.612 0.298 1.00 0.983 1.00 1.00 1.00 1.00 1.00 23.10 1,442.34 2358.52 4.05 78.96 265.00 +D+0.750L+0.750S+0.450W+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.612 0.298 1.00 0.983 1.00 1.00 1.00 1.00 1.00 23.10 1,442.34 2358.52 4.05 78.96 265.00 +D+0.750L+0.750S+0.5250E+H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.612 0.298 1.00 0.983 1.00 1.00 1.00 1.00 1.00 23.10 1,442.34 2358.52 4.05 78.96 265.00 +0.60D+0.60W+0.60H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.105 0.051 1.00 0.983 1.00 1.00 1.00 1.00 1.00 3,96 247.26 2358.52 0.69 13.54 265.00 +0.60D+0.70E+0.60H 0.983 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.105 0.051 1.00 0.983 1.00 1.00 1.00 1.00 1.00 3.96 247.26 2358.52 0.69 13.54 265.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.7983 10.073 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 5.720 5.720 Overall MINimum 1.320 1.320 D Only 1.320 1.320 L Only 4.400 4.400 D+L 5.720 5.720 36 Wood Beam File=P:1161001161681CALCUL-1116168.ec6 11111 ENERCALC, INC.1983-2014, Build:6.14.1.28. Ver:6.14.1.28 Description : Beam 14 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 8 50. 0 psi E: Modulus of Elasticity Load Combination IBC 2012 Fb - Compr 8 50. 0 psi Ebend- xx 1,300.Oksi Fc - Prll 1,300.0 psi Eminbend - xx 470.Oksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0psi Density 27.70pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling Repetitive Member Stress Increase D 0.016 L 0.052 Applied Loads Uniform Load : D = 0.0160, L = 0.0520 , Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.639t 1 Section used for this span 2x10 fib : Actual = 686.66psi FIB: Allowable = 1,075.25psi Load Combination +D+L+H Location of maximum on span = 6.000ft Span # where maximum occurs = Span # 1 Maximum Deflection 2x10 Span = 12.0 ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.258 : 1 Section used for this span 2x10 fv : Actual = 38.63 psi Fv : Allowable = 150.00 psi Load Combination +D+L+H Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 Max Downward L+Lr+S Deflection 0.190 in Ratio = 758 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.248 in Ratio = 580 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C i Cr C m C t C L Moment Values M fb F'b V Shear Values fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.150 0.061 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.29 161.57 1075.25 0.08 9.09 150.00 +D+L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.639 0.258 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.22 686.66 1075.25 0.36 38.63 150.00 +D+Lr+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.150 0.061 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.29 161.57 1075.25 0.08 9.09 150.00 +D+S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.150 0.061 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.29 161.57 1075.25 0.08 9.09 150.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 It 1 0.517 0.208 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.99 555.38 1075.25 0.29 31.25 150.00 +D+0.750L+0.750S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.517 0.208 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.99 555.38 1075.25 0.29 31.25 150.00 37 Wood Beam File =P:1161001161681CALCUL-1116168.ec6 ENERCALC, INC.1983.2014, Build:6.14.1.28, Ver:6.14.1.28 KW-06002611 Licensee: SITTS & HILL ENGINEERING, INC Description: Beam 14 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v +D+0.60W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 It 1 0.150 0.061 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.29 161.57 1075.25 0.08 9.09 150.00 +D+0.70E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 It 1 0.150 0.061 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.29 161.57 1075.25 0.08 9.09 150.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 It 1 0.517 0.208 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0,99 555.38 1075.25 0.29 31.25 150.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.517 0.208 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.99 555.38 1075.25 0.29 31.25 150.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 It 1 0.517 0.208 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.99 555.38 1075.25 0.29 31.25 150.00 +0.60D+0.60W+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 It 1 0.090 0.036 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.17 96.94 1075.25 0.05 5.45 150.00 +0.60D+0.70E+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 It 1 0.090 0.036 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.17 96.94 1075.25 0.05 5.45 150.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Dell Location in Span Load Combination Max. "+" Dell Location in Span D+L 1 0.2481 6.044 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.408 0.408 Overall MINimum 0.096 0.096 D Only 0.096 0.096 L Only 0.312 0.312 D+L 0.408 0.408 Wood Beam File=P:116100N61681CALcuL-1116168.ec6 ENERCALC, INC. 1983.2014, Build:6.14.1.28, Ver:6.14.1.2B Description : Beam 15 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination IBC 2012 Fb - Compr 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 930.0 ksi Wood Species : DF/DF Fc - Perp 6 50. 0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 3 D 0.192 L 0.303 i I I i 3.125x16.5 L-1 1 I Span = 20.0 ft 1 Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.1920, L = 0.3030 , Tributary Width =1.0 ft DESIGN SUMMARY • e Maximum Bending Stress Ratio = 0.873 1 Maximum Shear Stress Ratio = 0.472 :1 Section used for this span 3.125x16.5 Section used for this span 3.125x16.5 fb : Actual = 2,094.55psi fv : Actual = 125.08 psi FB : Allowable = 2,400.00psi Fv : Allowable = 265.00 psi Load Combination +D+L+H Load Combination +D+L+H Location of maximum on span = 10.000ft Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.521 in Ratio = 460 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.851 in Ratio = 281 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr Cm C t C L M fb F'b V fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.339 0.183 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.60 812.43 2400.00 1.67 48.52 265.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.873 0.472 1.00 1.000 1.00 1.00 1.00 1.00 1.00 24.75 2,094.55 2400.00 4.30 125.08 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.339 0.183 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.60 812.43 2400.00 1.67 48.52 265.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.339 0.183 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.60 812.43 2400.00 1.67 48.52 265.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.739 0.400 1.00 1.000 1.00 1.00 1.00 1.00 1.00 20.96 1,774.02 2400.00 3.64 105.94 265.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 It 1 0.739 0.400 1.00 1.000 1.00 1.00 1.00 1.00 1.00 20.96 1,774.02 2400.00 3.64 105.94 265.00 M Wood Beam File=P:1161001161681CALCUL-1116168.ec6 ENERCALC, INC.1983-2014, Bulld:6.14.1.28, Ver:6.14.1.28 KW-06002611 Licensee: SITTS & HILL ENGINEERING, INC. Description : Beam 15 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb Pb V fv F'v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.339 0.183 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.60 812.43 2400.00 1.67 48.52 265.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.339 0.183 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.60 812.43 2400.00 1.67 48.52 265.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 It 1 0.739 0.400 1.00 1.000 1.00 1.00 1.00 1.00 1.00 20.96 1,774.02 2400.00 3.64 105.94 265.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.739 0.400 1.00 1.000 1.00 1.00 1.00 1.00 1.00 20.96 1,774.02 2400.00 3.64 105.94 265.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.739 0.400 1.00 1.000 1.00 1.00 1.00 1.00 1.00 20.96 1,774.02 2400.00 3.64 105.94 265.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.203 0.110 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.76 487.46 2400.00 1.00 29.11 265.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 20.0 ft 1 0.203 0.110 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.76 487.46 2400.00 1.00 29.11 265.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.8512 10.073 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.950 4.950 Overall MlNimum 1.920 1.920 D Only 1.920 1.920 L Only 3.030 3.030 D+L 4.950 4.950 U MAIN FLOOR FRAMING PLAN 1/d"_I' SITTS & HILL ENGINEERS, INC. DESIGNED STA DATE 21,1181 , JOB — 1.41110 TACOMA, WASHINGTON (253) 474-9449 CHECKEDDATESHEET" PROJECT WIN) P-04114NCE-E-41e?-INNLE - '... OF 4- T. -4- L A-" 4- J I.4 - VU: I 46� i _JJ44- 4-4- -4 --4-4 4- r 41 4- ITM T111* I H - if AL 4- ........... L ............ T Hit -4- . .... ...... if 1 -T. 21- vs. . . . . . . . . . . 4- 4-t-A- -44- + 4+11 I Jr 1 —AL I I I I J-1 I I 17-1-4 4-1 4- - A-V _T 717i Jk T -4 I I,- I - f 1 4- 3 _1 VF f-4 ....... Fill _4 1 44 _+4 lq ql; 14 + L 4- + -4- A _A4-- T 1-j-d- _LL SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 PROJECT K15W RE&IDEN615 "IC TIEN Lf, DESIGNED _'S" _DATE_-f/WLL JOB _LUJU!�� - CHECKED SAIT DATE SHEET 42 -OF- TI-Mli T_ F IL . . . . . -4- 4- - 420 - J_ 4 4 10 H _41 T_ 4- L _7 T 4.61 + 16017-1 A-Va-, Lill 4- -4 -4- - 'l . . . . . . - - _7 TTTEE T 7+ 77 4- -4, t4t - L ... ..... --- _4 L 4-i CL T4 14 F - ------ _4 4_ F Lk 0 -T 4- A Eli + _j --- --- 4- + I A- L 4-- 4 L LL 4- 1_ 4-i 4-4- 4 i LL SITTS & HILL ENGINEERS, INC. DESIGNED ZZMA DATE -411718 JOBS ._ TACOMA, WASHINGTON (253) 474-9449 CHECKEDDATESHEET 43 PROJECT t1iny RMIDNX IFORIlEhl LEj -OF- _L Ij- LA it T - - - - - - - - - - - - - -A r- 1?= :: ?L _K - - - - - - -4- J_ - -4- 4-4. 4- U__ I I I AI + loo! 14-- -L + -T-1 -4 7* L7J 1.4— I 4- - -t 4A L. -4- it -I-- j I- F _T - 4- ---4-- - __ — - — - 4- F _4_ 4 do 4- it 4 L -1-1j . . ...... .4 L _41K vE v_ L .4- -_ rr_ -T- -4-- -4 L4 -4- -J. :T__ TZ __J r ILI i. F-I -FT --T - -4- K--4- 117 it .... .. . . . ...... -4- - - .4_ 14F.R L .4- 4- _4 I A FTI 4-- _T 77 -Lj UA SITTS & HILL ENGINEERS, INC. DESIGNED -�`L/�4 DATE / Joa1%i��t TACOMA,WASHINGTON (253)474-9449 CHECKED_ 74_DATE SHEET 44 PROJECT �S, g' -S-LUE lCE MEW, LL OF 45 Wood Beam File =P;1161001161681CALCUL-1116168.ec6 1111 ENERCALC, INC.1983-2014. Build:6.14.1.28, Ver.6.14.1.28 Description : Beam 16 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E : Modulus of Elasticity Load Combination 1 BC 2012 Fb - Compr 900.0 psi Ebend- xx 1,600.0 ksi Fc - PHI 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density Beam Bracing Beam is Fully Braced against lateral -torsion buckling D 0.09 L 0.3 Applied Loads Uniform Load : D = 0.090, L = 0.30 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.391: 1 Section used for this span 4x10 fb : Actual = 421.95psi FB : Allowable = 1,080.00psi Load Combination +D+L+H Location of maximum on span = 3.000ft Span # where maximum occurs = Span # 1 Maximum Deflection 4x10 Span = 6.0 ft 32.210 pcf Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward L+Lr+S Deflection 0.024 in Ratio = 3022 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.031 in Ratio = 2324 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations = 0.224 :1 4x10 40.36 psi = 180.00 psi +D+L+H 0.000 ft Span # 1 Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C I Cr C m C t C L Moment Values M fb F'b V Shear Values fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.090 0.052 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.41 97.37 1080.00 0.20 9.31 180.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.391 0.224 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.76 421.95 1080.00 0.87 40.36 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.090 0.052 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.41 97.37 1080.00 0.20 9.31 180.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.090 0.052 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.41 97.37 1080.00 0.20 9.31 180.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.316 0.181 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.42 340.80 1080.00 0.70 32.60 180.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.316 0.181 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.42 340.80 1080.00 0.70 32.60 180.00 46 Wood Beam File =P:1161001161661CALCUL-1116166.ec6 ENERCALC, INC.1983-2014, Suild:6.14.128, Ver:6.14.1.28 0.i0« Description : Beam 16 Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C i Cr C m C t C L Moment Values M fb F'b V Shear Values fv F'v +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.090 0.052 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.41 97.37 1080.00 0.20 9.31 180.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.090 0.052 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.41 97.37 1080.00 0.20 9.31 180.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.316 0.181 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.42 340.80 1080.00 0.70 32.60 180.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.316 0.181 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.42 340.80 1080.00 0.70 32.60 180.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.316 0.181 1.00 1.200 1.00 1.00 1.00 1.00 1.00 1.42 340.80 1080.00 0.70 32.60 180.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00- 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.054 0.031 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.24 58.42 1080.00 0.12 5.59 180.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.054 0.031 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.24 58.42 1080.00 0.12 5.59 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.0310 3.022 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.170 1.170 Overall MINimum 0.270 0.270 D Only 0.270 0.270 L Only 0.900 0.900 D+L 1.170 1.170 47 Wood Beam File=P:1161001161681CALCUL-1116168.eo6 ENERCALC, INC.1983-2014, Bulld:6.14,1.28, Ver:6.14.1.28 Description : Beam 17 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E: Modulus of Elasticity Load Combination f BC 2012 Fb - Compr 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - PHI 1,650.0 psi Eminbend - xx 930.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.0 ksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 830.0 ksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling y� D V6 D 0.032 S 0,06 Span = 6.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.090, L = 0.30 , Tributary Width =1.0 ft Uniform Load : D = 0.090, L = 0.30 klft, Extent = 3.0 - > 6.0 ft, Tributary Width =1.0 ft Uniform Load : D = 0.0320, S = 0.050 k/ft, Extent = 3.0 -->> 6.0 ft, Tributary Width =1.0 It Uniform Load : D = 0.160 k/ft, Extent = 3.0 -->> 6.0 ft, Tributary Width =1.0 ft Point Load : D = 0.9417, L = 0.90, S = 0.6850 k @ 3.0 ft Point Load : D = 1.090, S =1.710 k @ 3.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.499 1 Maximum Shear Stress Ratio = 0.388 :1 Section used for this span 5.125x10.5 Section used for this span 5.125x10.5 fb : Actual = 1,197.43psi fv : Actual = 102.79 psi FB : Allowable = 2,400.00psi Fv : Allowable = 265.00 psi Load Combination +D+0.750L+0.750S+H Load Combination +D+0.750L+0.750S+H Location of maximum on span = 3.000ft Location of maximum on span = 5.146 ft Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection Max Downward L+Lr+S Deflection 0.045 in Ratio = 1614 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.070 in Ratio = 1027 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i C r C m C t C L M fb Fb V tv F'v +D+H 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.217 0.169 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.09 520.80 2400.00 1.60 44.67 265.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.396 0.328 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.46 950.86 2400.00 3.12 86.84 265.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.217 0.169 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.09 520.80 2400.00 1.60 44.67 265.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 •1 Wood Beam hlle=F':IlfJIU011lf1fJUIL;ALUUL-�n1F31m.ecb ENERCALC, INC,1983.2014, Build:6.14.1.28, Ver:6.14.1.28 KW-06002611 Licensee: SITTS & HILL ENGINEERING, INC. Description : Beam 17 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C i Cr C m C t C L M fb F'b V fv F'v Length = 6.0 ft 1 0.414 0.302 1.00 1.000 1.00 1.00 1.00 1.00 1.00 7.79 992.91 2400.00 2.87 80.00 265.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.351 0.288 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.62 843.35 2400.00 2.74 76.30 265.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 It 1 0.499 0.388 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.40 1,197.43 2400.00 3.69 102.79 265.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.217 0.169 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.09 520.80 2400.00 1.60 44.67 265.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.217 0.169 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.09 520.80 2400.00 1.60 44.67 265.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.351 0.288 1.00 1.000 1.00 1.00 1.00 1.00 1.00 6.62 843.35 2400.00 2.74 76.30 265.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.499 0.388 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.40 1,197.43 2400.00 3.69 102.79 265.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.499 0.388 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.40 1,197.43 2400.00 3.69 102.79 265.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.130 0.101 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.45 312.48 2400.00 0.96 26.80 265.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.0 ft 1 0.130 0.101 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.45 312.48 2400.00 0.96 26.80 265.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. =" Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L+S 1 0.0701 3.044 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 4.307 5.255 Overall MINimum 1.235 1.310 D Only 1.497 1.920 L Only 1.575 2.025 S Only 1.235 1.310 L+S 2.810 3.335 D+L 3.072 3.945 D+S 2.732 3.230 D+L+S 4.307 5.255 49 Wood Beam File =P:k16100t16l68kCALCUL-1t16168.ec6 ENERCALC, INC.1983-2014, Build:6.14.1.28, Ver:6.14.1.28 Description : Beam 18 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E : Modulus of Elasticity Load Combination 1 BC 2012 Fb - Compr 1,850.0 psi Ebend- xx 1,800.0 ksi Fe - Prll 1,650.0 psi Eminbend - xx 930.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 830.Oksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling a. I zax`J Span = 5.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.170, L = 0.30 k/ft, Extent =1.50 -->> 5.0 ft, Tributary Width =1.0 ft Uniform Load : D = 0.4920, L = 0.60, S = 0.2375 k/ft, Extent = 0.50 -->> 1.50 ft, Tributary Width =1.0 ft Point Load : D = 0.6440, L = 0.60, S = 0.4750 k @ 1.50 ft Point Load : D = 0.4560, S = 0.7130 k @ 0.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.4011 1 Maximum Shear Stress Ratio Section used for this span 3.125x9 Section used for this span fb : Actual = 960.11 psi fv, : Actual FB : Allowable = 2,400.00psi Fv : Allowable Load Combination +D+0.750L+0.750S+H Load Combination Location of maximum on span = 1.515ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.030 in Ratio = 1976 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.048 in Ratio = 1243 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN +D+H Length = 5.0 ft 1 0.177 0.178 1.00 1.000 +D+L+H 1.000 Length = 5.0 ft 1 0.367 0.403 1.00 1.000 +D+Lr+H 1.000 Length = 5.0 ft 1 0.177 0.178 1.00 1.000 +D+S+H 1.000 Length = 5.0 ft 1 0.285 0.257 1.00 1.000 ]esian C = 0.406 :1 3.125x9 = 107.63 psi = 265.00 psi +D+0.750L+0.750S+H = 0.000 ft Span # 1 C i C r C m C t C L Moment Values M fb F'b V Shear Values fv F'v 0.00 0.00 0,00 0.00 1.00 1.00 1.00 1.00 1.00 1.49 424.02 2400.00 0.88 47.20 265.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0,00 0.00 1.00 1.00 1.00 1.00 1.00 3.09 879.75 2400.00 2.00 106.86 265.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.49 424.02 2400.00 0.88 47.20 265.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2.40 683.94 2400.00 1.28 68.12 265.00 50 Wood Beam File =P:1161001161681CALCUL-1116168.ec6 ENERCALC, INC.1983.2014, Build:6.14,1.28, Ver:6.14.1.28 KW-06002611 Licensee: SITTS & HILL ENGINEERING, INC. Description : Beam 18 Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr C m C t C L Moment Values M tb F'b Shear Values V fv F'v TUTUJDULM. JUL*n I.UUU I.UU I.VU I.UU I.UU I.VU U.UU U.UU U.UU U.UU Length = 5.0 ft 1 0.319 0.347 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.69 765.82 2400.00 1.72 91.94 265.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.400 0.406 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.38 960.11 2400.00 2.02 107.63 265.00 +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.177 0.178 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.49 424.02 2400.00 0.88 47.20 265.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.177 0.178 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.49 424.02 2400.00 0.88 47.20 265.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.319 0.347 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.69 765.82 2400.00 1.72 91.94 265.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.400 0.406 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.38 960.11 2400.00 2.02 107.63 265.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.400 0.406 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.38 960.11 2400.00 2.02 107.63 265.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.106 0.107 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.89 254.41 2400.00 0.53 28.32 265.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 5.0 ft 1 0.106 0.107 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.89 254.41 2400.00 0.53 28.32 265.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L+S 1 0.0483 2.336 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.895 1.968 Overall MINimum 1.164 0.261 D Only 1.463 0.724 L Only 1.268 0.983 S Only 1.164 0.261 L+S 2.432 1.244 D+L 2.731 1.706 D+S 2.627 0.985 D+L+S 3.895 1.968 51 Wood Beam File =P:116100116l68kCALCUL-1116l68.eo6 ENERCALC, INC,1983-2014, Build:6.14.1.28, Ver:6.14.1.28 Description : Beam 19 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fib - Tension 850.0 psi E : Modulus of Elasticity Load Combination 1BC 2012 Fb - Compr 850.0 psi Ebend- xx 1,300.Oksi Fc - Prll 1,300.0 psi Eminbend - xx 470.Oksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling Repetitive Member Stress Increase D 0.012 L 0.04 Applied Loads Uniform Load : D = 0.0120, L = 0.040 , Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.763 1 Section used for this span 2x10 fb : Actual = 820.45psi FB : Allowable = 1,07525psi Load Combination +D+L+H Location of maximum on span = 7.500ft Span # where maximum occurs = Span # 1 Maximum Deflection Span = 15.0 ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.252 : 1 Section used for this span 2x10 fv : Actual = 37.85 psi Fv : Allowable = 150.00 psi Load Combination +D+L+H Location of maximum on span = 14.234 ft Span # where maximum occurs = Span # 1 Max Downward L+Lr+S Deflection 0.356 in Ratio = 505 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.463 in Ratio = 388 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V C d C FN C i Cr C m C t C L Moment Values M fb Pb V Shear Values tv F'v +D+H 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.176 0.058 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.34 189.34 1075.25 0.08 8.74 150.00 +D+L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.763 0.252 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.46 820.45 1075.25 0.35 37.85 150.00 +D+Lr+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.176 0.058 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.34 189.34 1075.25 0.08 8.74 150.00 +D+S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.176 0.058 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.34 189.34 1075.25 0.08 8.74 150.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.616 0.204 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.18 662.67 1075.25 0.28 30.57 150.00 +D+0.750L+0.750S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.616 0.204 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.18 662.67 1075.25 0.28 30.57 150.00 52 Wood Beam File =P:1161001161681CALCUL-1116168.ec6 1111 ENERCALC, INC.1983-2014, Build:6.14.1.28, Ver:6.14.1.28 KW-06002611 Licensee: SITTS & HILL ENGINEERING, INC. Description : Beam 19 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M tb F'b V tv F'v +D+0.60W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.176 0.058 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.34 189.34 1075.25 0.08 8.74 150.00 +D+0.70E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.176 0.058 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.34 189.34 1075.25 0.08 8.74 150.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 It 1 0.616 0.204 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.18 662.67 1075.25 0.28 30.57 150.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.616 0.204 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.18 662.67 1075.25 0.28 30.57 150.00 +D+0.750L+0,750S+0.5250E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.616 0.204 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.18 662.67 1075.25 0.28 30.57 150.00 +0.60D+0.60W+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 15.0 ft 1 0.106 0.035 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.20 113.60 1075.25 0.05 5.24 150.00 +0.60D+0.70E+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =15.0 ft 1 0.106 0.035 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.20 113.60 1075.25 0.05 5.24 150.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.4632 7.555 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.390 0.390 Overall MINimum 0.090 0.090 D Only 0.090 0.090 L Only 0.300 0.300 D+L 0.390 0.390 53 Wood Beam File =P:116100ll6l681CALCUL-1116168.ec6 ENERCALC, INC.1983-2014, Bulld:6.14.1.28, Ver:6.14.1.28 IgnminaTeali Description : Beam 20 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,400.0 psi E : Modulus of Elasticity Load Combination IBC 2012 Fb - Compr 1,850.0 psi Ebend- xx 1,800.0 ksi Fc - Prll 1,650.0 psi Eminbend - xx 930.0 ksi Wood Species : DF/DF Fc - Perp 650.0 psi Ebend- yy 1,600.Oksi Wood Grade : 24F - V4 Fv 265.0 psi Eminbend - yy 830.Oksi Ft 1,100.0 psi Density 32.210 pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D 0.254 1-1.16 Applied Loads Uniform Load : D = 0.2540, L =1.160 , Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.7111 1 Section used for this span 5.125x12 fb : Actual = 1,724.39psi FB : Allowable = 2,400.00psi Load Combination +D+L+H Location of maximum on span = 5.000ft Span # where maximum occurs = Span # 1 Maximum Deflection 5.125x12 Span = 10.0 ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward L+Lr+S Deflection 0.198 in Ratio = 607 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.241 in Ratio = 498 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN +D+H Length = 10.0 It 1 0.129 0.094 1.00 1.000 +D+L+H 1.000 Length = 10.0 It 1 0.718 0.522 1.00 1.000 +D+Lr+H 1.000 Length =10.0 ft 1 0.129 0.094 1.00 1.000 +D+S+H 1.000 Length =10.0 ft 1 0.129 0.094 1.00 1.000 +D+0.750Lr+0.750L+H 1.000 Length =10.0 ft 1 0.571 0.415 1.00 1.000 +D+0.750L+0.750S+H 1.000 Length = 10.0 ft 1 0.571 0.415 1.00 1.000 Moment Values = 0.522 : 1 5.125x12 = 138.45 psi 265.00 psi +D+L+H 0.000 ft Span # 1 Shear Values C i Cr C m C t C L M fb F'b V fv F'v 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 3.18 309.76 2400.00 1.02 24.87 265.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 17.68 1,724.39 2400.00 5.68 138.45 265.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 3.18 309.76 2400.00 1.02 24.87 265.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 3,18 309.76 2400.00 1.02 24.87 265.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 14.05 1,370,73 2400.00 4.51 110.06 265.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 14.05 1,370.73 2400.00 4.51 110.06 265.00 54 Wood Beam File =P:1161001161681CALCUL-1116168.ec6 ENERCALC, INC.19M2014, Build:6.14.1.28, Ver:6.14.1.28 Description : Beam 20 Load Combination Max Stress Ratios Moment Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.0 ft 1 0.129 0.094 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.18 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.0 ft 1 0.129 0.094 1.00 1.000 1.00 1.00 1.00 1.00 1.00 3.18 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.0 ft 1 0.571 0.415 1.00 1.000 1.00 1.00 1.00 1.00 1.00 14.05 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.0 ft 1 0.571 0.415 1.00 1.000 1.00 1.00 1.00 1.00 1.00 14.05 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.0 ft 1 0.571 0.415 1.00 1.000 1.00 1.00 1.00 1.00 1.00 14.05 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.0 ft 1 0.077 0.056 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.91 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.0 ft 1 0.077 0.056 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.91 Overall Maximum Deflections - Unfactored Loads Shear Values fb F'b V fv F'v 0.00 0.00 0.00 0.00 309.76 2400.00 1.02 24.87 265.00 0.00 0.00 0.00 0.00 309.76 2400.00 1.02 24.87 265.00 0.00 0.00 0.00 0.00 1,370.73 2400.00 4.51 110.06 265.00 0.00 0.00 0.00 0.00 1,370.73 2400.00 4.51 110.06 265.00 0.00 0.00 0.00 0.00 1,370.73 2400.00 4.51 110.06 265.00 0.00 0.00 0.00 0.00 185.85 2400.00 0.61 14.92 265.00 0.00 0.00 0.00 0.00 185.85 2400.00 0.61 14.92 265.00 Load Combination Span Max. V Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.2409 5.036 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 7.070 7.070 Overall MINimum 1.270 1.270 D Only 1.270 1.270 L Only 5.800 5.800 D+L 7.070 7.070 55 Wood Beam File =P:1161001161681CALCUL-1116168.ec6 11111 ENERCALC, ING,1983.2014, Baild:6.14.1.28, Ver:6.14.1.28 Description : Beam 21 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi Load Combination iBC 2012 Fb - Compr 2,900.0 psi Fc - PHI 2,900.0 psi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0 psi Beam Bracing Beam is Fully Braced against lateral -torsion buckling D(0.0541 L(0.181 3.5x9.5 Span = 3.50 R Applied Loads Uniform Load : D = 0.0540, L = 0.180 , Tributary Width =1.0 ft DESIGN SUMMARY _ E : Modulus of Elasticity Ebend-xx 2,000.Oksi Eminbend - xx 1,016.54 ksi Density 32.210pcf Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.02a3 1 Maximum Shear Stress Ratio Section used for this span 3.5x9.5 Section used for this span fb : Actual = 81.67 psi fv : Actual FB : Allowable = 2,900.00psi Fv : Allowable Load Combination +D+L+H Load Combination Location of maximum on span = 1.750ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.001 in Ratio = 34362 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.002 in Ratio = 26432 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 0.035 : 1 3.5x9.5 = 10.25 psi = 290.00 psi +D+L+H = 2.721 ft = Span # 1 Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C i Cr C m C t C L Moment Values M fb Fib V Shear Values Iv F'v +D+H 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.006 0.008 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.08 18.85 2900.00 0.05 2.36 290.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.028 0.035 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.36 81.67 2900.00 0.23 10.25 290.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.006 0.008 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0,08 18.85 2900.00 0.05 2.36 290.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 It 1 0.006 0.008 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.08 18.85 2900.00 0.05 2.36 290.00 +0+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 It 1 0,023 0.029 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.29 65.97 2900.00 0.18 8.28 290.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.023 0.029 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.29 65.97 2900.00 0.18 8.28 290.00 56 Wood Beam KW-06002611 Description : Beam 21 Load Combination Max Stress Ratios Segment Length Span # M V C d C FN C i Cr C m C t C L rue = r:ntiiuuntiititiiL;ALcuL-mtiititi.ecu INC.1983.2014, Build:6.14.1.28, Ver:6.14.1.28 Shear Values M fb F'b V fv F'v Moment Values --I .. 1.- 1- .- 1- 1- U.UU V.VV V.UV V.UV Length = 3.50 ft 1 0.006 0.008 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.08 18.85 2900.00 0.05 2.36 290.00 +0+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.006 0.008 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.08 18.85 2900.00 0.05 2.36 290.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.023 0.029 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.29 65.97 2900.00 0.18 8.28 290.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.023 0.029 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.29 65.97 2900.00 0.18 8.28 290.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.023 0.029 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.29 65.97 2900.00 0.18 8.28 290.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.004 0.005 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.05 11.31 2900.00 0.03 1.42 290.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 3.50 ft 1 0.004 0.005 1.00 1.000 1.00 1.00 1.00 1.00 1.00 0.05 11.31 2900.00 0.03 1.42 290.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.0016 1.763 0.0000 0.000 Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.410 0.410 Overall MINimum 0.095 0.095 D Only 0.095 0.095 L Only 0.315 0.315 D+L 0.410 0.410 57 Wood Beam Flle=P:1161001161681CALCUL-1116168.ec6 ENERCALC, INC.1983-2014, Build:6.14.1.28, Ver:6.14.1.28 Description : Beam 22 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 90 0. 0 psi Load Combination IBC 2012 Fb - Compr 90 0. 0 psi Fc - Prll 1,350.0 psi Wood Species : Douglas Fir - Larch Fc - Perp 62 5. 0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Beam Bracing Beam is Fully Braced against lateral -torsion buckling 0 0 os E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 32.210 pcf I Span =4.50ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0,0720, L = 0.240 , Tributary Width =1.0 ft Uniform Load : D = 0.0320, S = 0.050 k/ft, Extent = 3.50 -->> 4.50 ft, Tributary Width =1.0 ft Uniform Load : D = 0.080 , Tributary Width =1.0 ft Point Load : D = 0.0960, S = 0.150 k @ 3.50 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.2341 Maximum Shear Stress Ratio Section used for this span 4x10 Section used for this span fb : Actual = 252.22psi fv : Actual FB : Allowable = 1,080.00psi Fv : Allowable Load Combination +D+L+H Load Combination Location of maximum on span = 2.316ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.007 in Ratio = 7702 Max Upward L+Lr+S Deflection 0.000 In Ratio = 0 <360 Max Downward Total Deflection 0.011 in Ratio = 4713 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN +D+H Length = 4.50 ft 1 0.099 0.079 1.00 1.200 +D+L+H 1.200 Length = 4.50 ft 1 0.234 0.171 1.00 1.200 +D+Lr+H 1.200 Length = 4.50 ft 1 0.099 0.079 1.00 1.200 +D+S+H 1.200 Length = 4.50 ft 1 0.121 0.111 1.00 1.200 +D+0.750Lr+0.750L+H 1.200 Ci Cr Cm C t CL 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Moment Values 0.172 : 1 4x10 = 30.93 psi 180.00 psi +D+0.750L+0.750S+H 3.745 ft = Span # 1 Shear Values M fb Fb V fv F'v 0.00 0.00 0.00 0.00 0.44 106.46 1080.00 0.31 14.18 180.00 0.00 0.00 0.00 0.00 1.05 252.22 1080.00 0.66 30.80 180.00 0.00 0.00 0.00 0.00 0.44 106.46 1080.00 0.31 14.18 180.00 0.00 0.00 0.00 0.00 0.54 130.22 1080.00 0.43 19.90 180.00 0.00 0.00 0.00 0.00 Wood Beam Description : Beam 22 INC.1983.2014, Build:6.14.128. Ver:6.14.1,28 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C t C L M fb F'b V fv F'v Length = 4.50 ft 1 0.200 0.148 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.90 215.73 1080.00 0.58 26.65 180.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.215 0.172 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.97 232.35 1080.00 0.67 30.93 180.00 +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.099 0.079 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.44 106.46 1080.00 0.31 14.18 180.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.099 0.079 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.44 106.46 1080.00 0.31 14.18 180.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.200 0.148 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.90 215.73 1080.00 0.58 26.65 180.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.215 0.172 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.97 232.35 1080.00 0.67 30.93 180.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.215 0.172 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.97 232.35 1080.00 0.67 30.93 180.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.059 0.047 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.27 63.87 1080.00 0.18 8.51 180.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 4.50 ft 1 0.059 0.047 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.27 63.87 1080.00 0.18 8.51 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "" Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L+S 1 0.0115 2.299 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.946 1.146 Overall MINimum 0.039 0.161 D Only 0.367 0.445 L Only 0.540 0.540 S Only 0.039 0.161 L+S 0.579 0.701 D+L 0.907 0.985 D+S 0.406 0.606 D+L+S 0.946 1.146 59 Wood Beam File=P:1161001161681CALCUL-1116168.ec8 1111 ENERCALC, INC.1983.2014, Build:6.14.1.28, Ver:6.14.1.28 Description : Beam 23 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi Load Combination 1 BC 2012 Fb - Compr 900.0 psi Fc - Pdl 1,350.0 psi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Beam Bracing Beam is Fully Braced against lateral -torsion buckling D(0.126) U0.42) Applied Loads Uniform Load : D = 0.1260, L = 0.420 , Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.095 1 Section used for this span 4x10 fb : Actual = 102.56psi FB : Allowable = 1,080.00psi Load Combination +D+L+H Location of maximum on span = 1.250ft Span # where maximum occurs = Span # 1 Maximum Deflection 410 Span = 2.50 ft E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 32.210 pcf Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Max Downward L+Lr+S Deflection 0.001 in Ratio = 29842 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.001 in Ratio = 22955 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations 0.068 : 1 4x10 12.23 psi 180.00 psi +D+L+H = 0.000 ft Span # 1 Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C i Cr C m C t C L Moment Values M fb F'b V Shear Values tv F'v +D+H 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.022 0.016 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.10 23.67 1080.00 0.06 2.82 180.00 +D+L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.095 0.068 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.43 102.56 1080.00 0.26 12.23 180.00 +D+Lr+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.022 0.016 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0,10 23.67 1080.00 0.06 2.82 180.00 +D+S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.022 0.016 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.10 23.67 1080.00 0.06 2.82 180.00 +D+0.750Lr+0.750L+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.077 0.055 1.00 1.200 1,00 1.00 1.00 1.00 1.00 0.34 82.83 1080.00 0.21 9.88 180.00 +D+0.750L+0.750S+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.077 0.055 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.34 82.83 1080.00 0.21 9.88 180.00 ME Wood Beam FIIe=P:1161001161681CALCUL-1116168.ec6 1111 ENERCALC, INC.1983-2014, Build:6.14.1.28, Ver:6.14.1.28 Description : Beam 23 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr C m C It C L M fb F'b V fv F'v +D+0.60W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.022 0.016 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.10 23.67 1080.00 0.06 2.82 180.00 +D+0.70E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.022 0.016 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.10 23.67 1080.00 0.06 2.82 180.00 +D+0.750Lr+0.750L+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.077 0.055 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.34 82.83 1080.00 0.21 9.88 180.00 +D+0.750L+0.750S+0.450W+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.077 0.055 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.34 82.83 1080.00 0.21 9.88 180.00 +D+0.750L+0.750S+0.5250E+H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.077 0.055 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.34 82.83 1080.00 0.21 9.88 180.00 +0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.013 0.009 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.06 14.20 1080.00 0.04 1.69 180.00 +0.60D+0.70E+0.60H 1.200 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 2.50 ft 1 0.013 0.009 1.00 1.200 1.00 1.00 1.00 1.00 1.00 0.06 14.20 1080.00 0.04 1.69 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.0013 1.259 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.683 0.683 Overall MINimum 0.158 0.158 D Only 0.158 0.158 L Only 0.525 0.525 D+L 0.683 0.683 61 [Wood Beam File = P:1161001161681CALCUL-1116168.ec6 ENERCALC, INC.1983-2014, Build:6.14.1.28, Ver:6.14.1.28 Description : Beam 24 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 850.0 psi E : Modulus of Elasticity Load Combination t BC 2012 Fb - Compr 8 50. 0 psi Ebend- xx 1,300.0 ksi Fc - Pdl 1,300.0 psi Eminbend - xx 470.Oksi Wood Species : Hem Fir Fc - Perp 405.0 psi Wood Grade : No.2 Fv 150.0 psi Ft 525.0 psi Density 27.70pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling Repetitive Member Stress Increase D 0.016 L 0.054 Applied Loads Uniform Load : D = 0.0160, L = 0.0540 , Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.8951 Section used for this span 2x10 fb : Actual = 962.10psi FB : Allowable = 1,075.25psi Load Combination +D+L+H Location of maximum on span = 7.000ft Span # where maximum occurs = Span # 1 Maximum Deflection Span = 14.0 ft Service loads entered. Load Factors will be applied for calculations. Maximum Shear Stress Ratio = 0.314 : 1 Section used for this span 2x10 fv : Actual = 47.17 psi Fv : Allowable = 150.00 psi Load Combination +D+L+H Location of maximum on span = 13.234 ft Span # where maximum occurs = Span # 1 Max Downward L+Lr+S Deflection 0.365 in Ratio = 460 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.473 in Ratio = 355 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Segment Length Span # Max Stress Ratios M V Cd C FN C i Cr C m C t C L Moment Values M fb Fb +D+H 0.00 Length =14.0 ft 1 0.205 0.072 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.39 219.91 1075.25 +D+L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 Length =14.0 It 1 0.895 0.314 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.72 962.10 1075.25 +D+Lr+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 Length = 14.0 It 1 0.205 0.072 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.39 219.91 1075.25 +D+S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 Length = 14.0 It 1 0.205 0.072 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.39 219.91 1075.25 +D+0.750Lr+0.750L+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 Length = 14.0 ft 1 0.722 0.254 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.38 776.56 1075.25 +D+0.750L+0.750S+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 Length = 14.0 ft 1 0.722 0.254 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.38 776.56 1075.25 Shear Values V fv Fv 0.00 0.00 0.00 0.10 10.78 150.00 0.00 0.00 0.00 0.44 47.17 150.00 0.00 0.00 0.00 0.10 10.78 150.00 0.00 0.00 0.00 0.10 10.78 150.00 0.00 0.00 0.00 0.35 38.08 150.00 0.00 0.00 0.00 0.35 38.08 150.00 T LWood Beam File=P:116100ll6l68kCALCUL-1116168.ec6 ENERCALC, INC.1983-2014, Bulld:6.14.1.28, Ver:6.14.1.28 0.rr Description : Beam 24 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M tb F'b V tv F'v +0+0.60W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.205 0.072 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0,39 219.91 1075.25 0.10 10.78 150.00 +0+0.70E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.205 0.072 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.39 219.91 1075.25 0.10 10.78 150.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.722 0.254 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.38 776.56 1075.25 0.35 38.08 150.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.722 0.254 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.38 776.56 1075.25 0.35 38.08 150.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.722 0.254 1.00 1.100 1.00 1.15 1.00 1.00 1.00 1.38 776.56 1075.25 0.35 38.08 150.00 +0.60D+0.60W+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.123 0.043 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.24 131.95 1075.25 0.06 6.47 150.00 +0.60D+0.70E+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =14.0 ft 1 0.123 0.043 1.00 1.100 1.00 1.15 1.00 1.00 1.00 0.24 131.95 1075.25 0.06 6.47 150.00 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.4732 7.051 0.0000 0.000 Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.490 0.490 Overall MINimum 0.112 0.112 D Only 0.112 0.112 L Only 0.378 0.378 D+L 0.490 0.490 ra ROOF FR,4MING PL,4N 1/4"=1'-O" q ^AI�- ^ ^ V*C 64 ---_—_—_ as Gas r � r — —S1P n•� W/Di4 RN I iW/�5 IL1 Lt II FLUE r —I-11 vMYL �\ OF TII I � 71F E HEADER SGSG yl •83"AFF. m I_�J ` 813 I .4 �+ I 4'-2" I� GARAGE ��p��� v I' 4'GONG. SLAB -SLOPE I C 3' TOWARDS ON DOOR ` DF 5 m — 5 1/8 x B 112 —GLB kGG/GBbb 'GB' TO BE I" Al. SLAB OR PRESSURE TREATED IH I METER V I� S�IIv �3 0 I I V I 4x12 DF 02 4)2x 4 3-I/8zlb -I/2 GLB /14F-V41 (F1 80100}1. GAR DR. ALINE OF WALL ABOVE CONTINUOUS 4x12 DF 2 HEADER I6010014 GA I'-4" R. DR 5 I'-101/2" Ib'-3" 8'-3" 40 10'-0" 815 20'-0" 4 MAIN FLOOR PLAN 1/4"=1'-0" 2 x 4 SITTS & HILL ENGINEERS, INC. DESIGNED CM2 _DATE /L JOB 1 )&a TACOMA, W�AtSHINGTON (253) 474-9449 CHECKED DATE SHEET 65 PROJECT 4VCrVI) IZrSID Ni15 V0V: `illlfN LF OF 'U e USA 3%Z xq / S� i , {{ t t , { a { , i Wood Beam rue =r:Ylbluullblbu�uALuuL-ntbtbb.ecb ENERCALC, INC.1983-2014, Build:6.14.1.28, Ver:6.14.1.28 11 Description : Beam 25 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 900.0 psi E: Modulus of Elasticity Load Combination 1BC 2012 Fb - Compr 900.0 psi Ebend- xx 1,600.Oksi Fc - PHI 1,350.0 psi Eminbend - xx 580.0 ksi Wood Species : Douglas Fir - Larch Fc - Perp 625.0 psi Wood Grade : No.2 Fv 180.0 psi Ft 575.0 psi Density 32.210pcf Beam Bracing : Beam is Fully Braced against lateral -torsion buckling D 0.212 S 0.3313 I Applied Loads Uniform Load : D = 0.2120, S = 0.3313 , Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.903 1 Section used for this span 4x12 fb : Actual = 894.12psi FB : Allowable = 990.00psi Load Combination +D+S+H Location of maximum on span = 4.500ft Span # where maximum occurs = Span # 1 Maximum Deflection W2 Span = 9.0 ft Service loads entered. Load Factors will tie applied for calculations. Maximum Shear Stress Ratio = 0.412 : 1 Section used for this span 4x12 fv : Actual = 74.10 psi Fv: Allowable = 180.00 psi Load Combination +D+S+H Location of maximum on span = 8.080 It Span # where maximum occurs = Span # 1 Max Downward L+Lr+S Deflection 0.074 in Ratio = 1458 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.121 in Ratio = 889 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V C d C FN +D+H Length = 9.0 ft 1 0.352 0.161 1.00 1.100 +D+L+H 1.100 Length = 9.0 ft 1 0.352 0.161 1.00 1.100 +D+Lr+H 1.100 Length = 9.0 ft 1 0.352 0.161 1.00 1.100 +D+S+H 1.100 Length = 9.0 ft 1 0.903 0.412 1.00 1.100 +D+0.750Lr+0.750L+H 1.100 Length = 9.0 ft 1 0.352 0.161 1.00 1.100 +D+0.750L+0.750S+H 1.100 Length = 9.0 ft 1 0.765 0.349 1.00 1.100 C i C r C m C t C L Moment Values M fb Fb V Shear Values fv Fv 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2.15 348.89 990.00 0.76 28.92 180.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2.15 348.89 990.00 0.76 28.92 180.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2.15 348.89 990.00 0.76 28.92 180.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 5.50 894.12 990.00 1.95 74.10 180.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 2.15 348.89 990.00 0.76 28.92 180.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 4.66 757.81 990.00 1.65 62.81 180.00 67 Wood Beam File =P:1161001161681CALCUL-1116168.ec8 ENERCALC, INC.1983-2014, Build:6.14.11.28, Ver:6.14.1.28 0.00 Description : Beam 25 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t C L M tb Fib V fv F'v +D+0.60W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.352 0.161 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.15 348.89 990.00 0.76 28.92 180.00 +D+0.70E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.352 0.161 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.15 348.89 990.00 0.76 28.92 180.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.352 0.161 1.00 1.100 1.00 1.00 1.00 1.00 1.00 2.15 348.89 990.00 0.76 28.92 180.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.765 0.349 1.00 1.100 1.00 1.00 1.00 1.00 1.00 4.66 757.81 990.00 1.65 62.81 180.00 +D+0.750L+0.750S+0.5250E+H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.765 0.349 1.00 1.100 1.00 1.00 1.00 1.00 1.00 4.66 757.81 990.00 1.65 62.81 180.00 +0.60D+0.60W+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.211 0.096 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.29 209.33 990.00 0.46 17.35 180.00 +0.60D+0.70E+0.60H 1.100 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 9.0 ft 1 0.211 0.096 1.00 1.100 1.00 1.00 1.00 1.00 1.00 1.29 209.33 990.00 0.46 17.35 180.00 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span D+S 1 0.1214 4.533 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.445 2.445 Overall MINimum 0.954 0.954 D Only 0.954 0.954 S Only 1.491 1.491 D+S 2.445 2.445 .: L Wood Beam - File = P:116100ki6l68kCALCUL-1116168.eo6 1111 ENERCALC, INC.1983-2014, Bulld:6.14.1.28, Ver:6.14.1.28 Description : Beam 26 CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: IBC 2012 Material Properties Analysis Method: Allowable Stress Design Fb - Tension 2,900.0 psi E: Modulus of Elasticity Load Combination IBC 2012 Fb - Compr 2,900.0 psi Ebend- xx 2,000.Oksi Fc - PHI 2,900.0 psi Eminbend - xx 1,016.54ksi Wood Species : iLevel Truss Joist Fc - Perp 750.0 psi Wood Grade : Parallam PSL 2.0E Fv 290.0 psi Ft 2,025.0psi Density 32.210pcf Beam Bracing Beam is Fully Braced against lateral -torsion buckling D 0.272 L 0.027 S 0.288 3.5x9.25 Span = 12.0 ft Applied Loads Uniform Load : D = 0.2720, L = 0.0270, S = 0.2880 , Tributary Width =1.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio = 0.83@ 1 Maximum Shear Stress Ratio Section used for this span 3.5x9.25 Section used for this span fb : Actual = 2,423.49 psi fv : Actual FB : Allowable = 2,900.00psi Fv : Allowable Load Combination +D+S+H Load Combination Location of maximum on span = 6.000ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection 0.320 in Ratio = 449 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.597 in Ratio = 241 Max Upward Total Deflection 0.000 in Ratio = 0 <240 Maximum Forces & Stresses for Load Combinations ]ecinn C; 0.470 :1 3.5x9.25 136.36 psi = 290.00 psi +D+S+H 0.000 ft Span # 1 Load Combination Segment length Span # Max Stress Ratios M V C d C FN C i Cr C m C t C L Moment Values M fb Fb V Shear Values fv F'v +D+H 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.406 0.228 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.90 1,177.12 2900.00 1.43 66.23 290.00 +D+L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.446 0.251 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.38 1,293.97 2900.00 1.57 72.81 290.00 +D+Lr+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.406 0.228 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.90 1,177.12 2900.00 1.43 66.23 290.00 +D+S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.836 0.470 1.00 1.000 1.00 1.00 1.00 1.00 1.00 10.08 2,423.49 2900.00 2.94 136.36 290.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.436 0.245 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.26 1,264.76 2900.00 1.54 71.16 290.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 12.0 ft 1 0.758 0.427 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.15 2,199.54 2900.00 2.67 123.76 290.00 Wood Beam KW-06002611 Licensee: HIe=P:1161U61161661UALGUL-1116166.ec6 V ENERCALC, INC.1983-2014, Build:6.14.1.28, Ver.6.14.1.28 SITTS & HILL ENGINEERING, INC. Description : Beam 26 Load Combination Max Stress Ratios Moment Values Shear Values Segment Length Span # M V C d C FN C I Cr C m C t C L M fb F'b V fv F'v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.406 0.228 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.90 1,177.12 2900.00 1.43 66.23 290.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.406 0.228 1.00 1.000 1.00 1.00 1.00 1.00 1.00 4.90 1,177.12 2900.00 1.43 66.23 290.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.436 0.245 1.00 1.000 1.00 1.00 1.00 1.00 1.00 5.26 1,264.76 2900.00 1.54 71.16 290.00 +D+0.750L+0.750S+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.758 0.427 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.15 2,199.54 2900.00 2.67 123.76 290.00 +D+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.758 0.427 1.00 1.000 1.00 1.00 1.00 1.00 1.00 9.15 2,199.54 2900.00 2.67 123.76 290.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.244 0.137 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.94 706.27 2900.00 0.86 39.74 290.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =12.0 ft 1 0.244 0.137 1.00 1.000 1.00 1.00 1.00 1.00 1.00 2.94 706.27 2900.00 0.86 39.74 290.00 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span D+L+S 1 0.5967 6.044 0.0000 0.000 Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.522 3.522 Overall MINimum 0.162 0.162 D Only 1.632 1.632 L Only 0.162 0.162 S Only 1.728 1.728 L+S 1.890 1.890 D+L 1.794 1.794 D+S 3.360 3.360 D+L+S 3.522 3.522 71 a 1'-4" OPT. •4 STUB— ZL`4 8" O T. BLK OUT F 3ODOOR,; A�' 8 1� `Z Y- — V-4 1/2" b x6 or in P05T BASE L ON 36"x36"x12" CON. PAD w/ +4'6 10" O.G. EA. 106 61.1 CONC. SLAB = VONC. SLAB SLOPE81.1 TOWARDS O.W. DOORS. RAISE CONC. STEM WALL TO 6" ABOVE CONCRETE SLAB — OPT. BRICK I " S+ POUR 4" FORWARD AND — 0 LOUIER 3" FRONT GARAGE Im5 L ] BA_ ONLY_ — J BI,I D.S. S+ CONTINUOUS FOOTING e+ 9 RAISE —C. STEIN WALL TO I'-10 I0 1 I' -I I/7" 6" ABOVE CONCRETE SLAB FOUNDATION ELAN 1/dx_,'-0x 70 34'-0" 6""" STUB 14 BAR, • 24" O.C. i e e ��I I ' R-10 PERIMETER INSULATION REQUIRED OMEN GRADE AND SLAB DIFFERENCE IS LESS THAN 24" 0 v m I 9 o I in 5'-3 In° 3'-6" 8'-0" II 6'-13/4" V b� J p I �30"X90•xl2• _ _ � L L—r -L— IL 30 B 2� i t I I __ I I I I________________J— I I I N IL ro I I9 I I I I L jo 1 SEE SWEET GARAGE GI I I k S} I I I I g I I �I s ' ' I I GONG. SLAB I I — y 3• TOWARDS OH. DOORS. 0 kb'. I I 4" CONC. SLAB - SLOPE I I I - 18 1 I I / I I 104 I 1 gl.l I I I___—___— g1.1 c 0. D I I g CONCRETE PAD EXTEND 4 MIN. PAST COLUMN I-----------JI e a• R1i T. SE GONC. STEM WALL t0 6" ABOVE CONCRETE SLAB MIN. OR PER ENG. g0 gI•I I6'-3" 1'-6 In" 20'-0° I'-101/2" 20'-0" 40'-0" FOUNDATION PLAN 1/4" = I' -0" SITTS & HILL ENGINEERS, INC. DESIGNED —21VIA DATE 42 1 t JOB I Gil � 1' TACOMA, WASHINGTON (253) 474-9449 CHECKED DATE SHEET 72 PROJECT �J �L�1b�r 1V1.��1 :I�; I., s OF 10 �4x L DA 3b 3G �I � ( ; Gk . GG K , tiol f t 4 . I _ - , • i ' { .....;. : i : SITTS & HILL ENGINEERS, INC. TACOMA. WASHINGTON DESIGNED SMA DATE TEL: (253)474-9449 CHECKED EAB DATE PROJECT NEW RESIDENCE FOR TIEN LE SPREAD FOOTING ANALYSIS SOIL BEARING CAPACITY = FOOTING TYPE 36"X36"X 12" FTG 30"X30"X 10" FTG 24"X24"X 10" FTG 18"X18"X 10" FTG 16"X8" CONT. FTG 2,000 PSF DIMENSION (FT) W B 3 3 2.5 2.5 2 2 1.5 1.5 1.33 0.67 BEARING CAPACITY (LBS) 18000 12500 8000 4500 10667 Note: 1. Minimum reinforcement ratio per ACI 318-11 7.12.2.1. 7/17/14 JOB 16, 7/23/14 SHEET OF REINFORCEMENT 4#4 E.W. 4#4 E.W. 3#4 E.W. 2#4 E.W. 2#4 Cont. 51TT5 & HILL ENGINEERS, ING. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE:07-17-2T* PROJECT: New Residence For Tien Le CHECKED: EAB DATE: 07-23-2014 (1)-2x4 HF#2 Built -Up Post Fc :=1300 psi CD :=1.0 FcP := 405 psi H:=9 ft CM:=1.0 Ct:=1.0 CFc:=1.15 E':=1300000 E'min 470000 psi F"c := Fc • CD • CFc =1495 psi Axial Load Capacity Slenderness Ratio (SL) SL:= H c:=0.8 h 0.822 • E'min FCE:= 2 =406 psi SL (2)-2x4 HF#2 Built -Up Post Properties Kf:=1 Kf= 0.6 for unbraced nailed t:=1.5 in built up posts- 0.75 for bolted h := 3.5 in A:=t•h=5.3 in I:_ t • h3 = 5.4 in 4 12 S:=I2 =3.1 in3 2 1 + (FCE l FlF 1 FCE C— _ — F ,c•K�'2•c •c J c ) f CP=0.25 F'c := CP • F"c = 380 psi (2)-2x4 HF#2 Built -Up Post =1994 Of P.2:=FcP•A=2126 Of Pmaximum min (Pmaxl 1 Pmax2) Base Plate Bearing Stress G, t + 0.375 in =125 b t . P,,..�,1:=F'c•A=1994 Of Pmaximum=1994 1bf At discontinuous plate Pmax3:=Cb • FcP -A P.x3 = 2658 lbf At continuous plate SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE:07-17-20U PROJECT: New Residence For Tien Le CHECKED: EAB DATE: 07-23-2014 (2)-2x4 HF#2 Built -Up Post H:=9 ft F, :=1300 psi CD :=1.0 CM :=1.0 Ct :=1.0 CF, :=1.15 FOP := 405 psi E' :=1300000 E'min := 470000 psi F"C := F, • CD • CF, =1495 psi Axial Load Capacity Slenderness Ratio (SL) SL:= H c:=0.8 h 0.822 • E'min FCE := 2 = 406 psi SL (2)-2x4 HF#2 Built -Up Post Properties Kf:=1 Kf= 0.6 for unbraced nailed t := 2.1.5 in built up posts- 0.75 for bolted h:=3.5 in A:=t•h=10.5 in I._ t • h3 = 10.7 in 12 I.2 =6.1 in S:= h 2 1+(FCE (2-C FCE i FCE p l 2•c f c f Cp=0.25 F'C := Cp • F = 380 psi (2)-2x4 HF#2 Built -Up Post Pmax1= 3989 IV Pmax2:=F,p •A= 4253 1bf Pmaximum := min (Pmax1 I Pmax2) Base Plate Bearing Stress C, t+0.375 in =1.13 6 t Pmaxl :=F'C • A= 3989 1bf Pmaximum=3989 1bf At discontinuous plate P.ax3:=Cb • Fop • A Pmax3 = 4784 1bf At continuous plate SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE:07-17-2T% PROJECT. New Residence For Tien Le CHECKED: EAB DATE: 07-23-2014 (3)-2x4 HF#2 Built -Up Post F, :=1300 psi CD :=1.0 Frp := 405 psi H:=9 ft CM:=1.0 Ct:=1.0 CF,:=1.15 E' :=1300000 E'min := 470000 psi F"r:=F,•CD•CFc=1495 psi Axial Load Capacity Slenderness Ratio (SL) SL:= H c:=0.8 h 0.822 • E'min FCE := 2 = 406 psi SL (3)-2x4 HF#2 Built -Up Post Properties Kf:=1 Kf= 0.6 for unbraced nailed t := 3.1.5 in built up posts- 0.75 for bolted h := 3.5 in A:=t•h=15.8 in I:= t•h3 =16.1 in' 12 S:= I h2 = 9.2 in3 2 1+(FCEi CIF" FCEI F„C— Kp 2•c l•c c �• f Cp=0.25 F'C := Cp • F"C = 380 psi (3)-2x4 HF#2 Built -Up Post Pmax1= 5983 1b f P,,,=2 :=F�p • A= 6379 lbf P.xi..:= min (P—X1 , P.2) Base Plate Bearing Stress G, t + 0.375 in =1.08 b t P,,.xl :=F'C -A = 5983 lbf P,,,w,,:Zrtium=5983 1bf At discontinuous plate Pmax3:=Cb • Fop •A Pmax3 = 6910 lbf At continuous plate SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE: 07-17-M 4 PROJECT: New Residence For Tien Le CHECKED: EAB DATE: 07-23-2014 (4)-2x4 HF#2 Built -Up Post H:=9 ft F, :=1300 psi CD :=1.0 CM :=1.0 Ct :=1.0 CFI :=1.15 FOP := 405 psi E' :=1300000 E'min := 470000 psi F := Fc • CD • CF, =1495 psi Axial Load Capacity Slenderness Ratio (SL) SL:= H c:=0.8 h 0.822 • E'min FCE := 2 = 406 psi SL (4)-2x4 HF#2 Built -Up Post Properties Kf:=1 Kf= 0.6 for unbraced nailed t:=4.1.5 in built up posts- 0.75 for bolted h:=3.5 in A:=t•h=21 in I:= t • h3 = 21.4 in4 12 S:= I h2 =12.3 in3 z 1+( F'CE \ 1 r l+ FCE 1 FCE C � P l 2•c l 2•c J c K �• f CP=0.25 F'C := CP • F"C = 380 psi (4)-2x4 HF#2 Built -Up Post Pmax1= 7977 1bf P.ax2 := F,P • A = 8505 1bf Pmaximum := min (Pmaxl 1 Pmax2) Base Plate Bearing Stress C, t + 0.375 in =1.06 6 t Pmaxl :=F'C -A = 7977 1bf Pmaximum=7977 Of At discontinuous plate Pmax3 := Cb • FOP • A P,.x3 = 9037 1bf At continuous plate 511 15 & HILL tNCjINtt:KS, IN(:. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE:07-17-20U PROJECT: New Residence For Tien Le CHECKED: EAB DATE: 07-23-2014 4x4 DF#2 Post F, :=1350 psi F,p := 625 psi E':=1600000 H:=9 ft CD:=1.0 CM:=1.0 Ct:=1.0 CF,:=1.15 E'min := 580000 psi F := Fc • CD • CF, =1553 psi Axial Load Capacity Slenderness Ratio (SL) SL:= H c:=0.8 h 0.822 • E'min FCE := 2 = 501 psi SL 4x4 DF#2 Post Properties Kf:=1 Kf= 0.6 for unbraced nailed t := 3.5 in built up posts- 0.75 for bolted h := 3.5 in A:=t•h=12.3 in I:= t • h3 =12.5 in4 12 S:=I2 =7.1 in3 z 1+(FCE it+FCE FCE _ _ Cp l 2.c l 2.c , c ) *Kf Cp=0.3 F'C := Cp - F"C = 462 psi 4x4 DF#2 Post Pmax1 = 5655 1bf Pmax2:=Fcp • A = 7656 1bf Pmaximum := min (Pmaxl , Pmax2) Base Plate Bearing Stress C, t + 0.375 in b t P,,,axl :=F'C -A = 5655 1bf Pmaximum=5655 1bf At discontinuous plate Pmax3:=Cb•Fop•A P,,,,ax3=8477 1bf At continuous plate 51TT5 & HILL ENGINEERS, IN(;. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE:07-17-2(7U PROJECT. New Residence For Tien Le CHECKED: EAB DATE: 07-23-2014 4x6 DF#2 Post Fe.:=1350 psi F,P:=625 psi E':=1600000 H:=9 ft CD:=1.0 CM:=1.0 Ct:=1.0 CF,:=1.1 E'min := 580000 psi F"C:=F,.CD.CF,=1485 psi Axial Load Capacity Slenderness Ratio (SL) SL:= H c:=0.8 h 0.822 . E'min FCE := 2 = 501 psi SL 4x6 DF#2 Post Properties Kf:=1 Kf= 0.6 for unbraced nailed t := 5.5 in built up posts- 0.75 for bolted h := 3.5 in A:=t.h=19.3 in I:= t - h3 =19.7 in 12 S:= 12 =11.2 in3 h 2 1 + (FCE F (1 + CE FCE C - C)- - .K P I 2.c l 2.c , c' f CP=0.31 F'C:=CP.F"C=460 psi 4x6 DF#2 Post Pmax1 = 8$46 1bf F'max2 := FOP • A =12031 1bf Pmaximum := min (Pmaxl I Pmax2) Base Plate Bearing Stress G, t+0.375 in =1.07 b t P,,,.xl :=F'C . A= 8846 1bf F'maximum=8846 1bf At discontinuous plate P.x3:=Cb.F�P.A Pmax3=12852 Of At continuous plate 51TT5 & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE:07-17-2Isi3fl4 PROJECT: New Residence For Tien Le CHECKED: EAB DATE: 07-23-2014 4x8 DF#2 Post Fc :=1350 psi FcP := 625 psi E' :=1600000 H:=9 ft CD :=1.0 CiV1:=1.0 Ct :=1.0 CFc :=1.05 E'min := 580000 psi F"c := Fc • CD • CFc =1418 psi Axial Load Capacity Slenderness Ratio (SL) SL:= H c:=0.8 h 0.822 • E'min FCE := 2 = 501 psi SL 4x8 DF#2 Post Properties Kf:=1 Kf= 0.6 for unbraced nailed t:=7.5 in built up posts- 0.75 for bolted h:=3.5 in A:=t•h=26.3 in I:= t h3 = 26.8 in' 12 S:= I h2 =15.3 in3 2 1 + FCE F2-c F CE C— F——F"c KP 2.c ` c )� f CP=0.32 F'c := CP • F"c = 457 psi 4x8 DF#2 Post P,,,.a,j =12001 1bf Prriax2 := FP • A =16406 1bf P.xi.. min (P—X1) P.x2> Base Plate Bearing Stress C, t + 0.375 in =1.05 b t P,,,,,,xl := Fe • A =12001 1bf P,,,,, i .=12001 1bf At discontinuous plate P.3:=Cb•FcP•A P.3=172271bf At continuous plate 51TT5 & HILL ENGINEERS, ING. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE:07-17-2ft PROJECT: New Residence For Tien Le CHECKED: EAB DATE: 07-23-2014 4x10 DF#2 Post Fc :=1350 psi FcP:=625 psi E' :=1600000 H:=9 ft CD:=1.0 CM:=1.0 Ct:=1.0 CFc:=1.0 E'min := 580000 psi F"c:=Fc-CD-CFc=1350 psi Axial Load Capacity Slenderness Ratio (SL) SL:= H c:=0.8 h 0.822 - E'min FCE = 501 psi SL2 4x10 DF#2 Post Properties Kf:=1 Kf= 0.6 for unbraced nailed t := 9.5 in built up posts- 0.75 for bolted h:=3.5 in A:=t-h=33.3 in I := t - h3 = 33.9 in' 12 S:= I h2 =19.4 in3 2 1 1+(FCEi CIF cE i FCE 2-c l •c J c ) CP=0.34 F'c:=CP-F"c=455 psi 4x10 DF#2 Post P,,,a,j =15114 1bf Pmax2 := FcP - A = 20781 1bf Pmaximum := min (P.1 ) Pmax2) Base Plate Bearing Stress C, t + 0.375 in =1.04 b t Pmax1:=F'c-A =15114 1bf Pmaximum=15114 1bf At discontinuous plate P.x3:= Cb - Fr, - A P,,..x3=21602 1bf At continuous plate SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE:07-17-280 PROJECT: New Residence For Tien Le CHECKED: EAB DATE: 07-23-2014 U12 DF#2 Post Fc:=1350 psi CD:=1.0 CM:=1 Frp := 625 psi E' :=1600000 E'min := 580000 psi F"C:=Fc•CD•CF�=1350 psi Axial Load Capacity Slenderness Ratio (SL) SL:= H c:=0.8 h 0.822 • E'min FCE 2 = 501 psi SL H:=9 ft .0 Ct :=1.0 CF, :=1.0 U12 DF#2 Post Properties Kf:=1 Kf= 0.6 for unbraced nailed t:=11.5 in built up posts- 0.75 for bolted h := 3.5 in A:=t•h=40.3 in I:= t • h3 = 41.1 in' 12 Ih2 =23.5 in S:= 2 1+(FCE F�F FCE C _F��——F�,.K��2•c •c ' c ) f Cp=0.34 F'C:=CP•F"C=455 psi U12 DF#2 Post P,,,axl =18296 Of Pmax2:=F,P • A= 25156 lbf Pmaximum = min (P.1 9 Pmax2) Base Plate Bearing Stress C, t + 0.375 in =1.03 b t Pmaxl:=F'C -A =18296 lbf Pmaximum=18296 lbf At discontinuous plate P.x3 :=Cb • Fop • A Pmax3 = 25977 Of At continuous plate SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE:07-17-289 PROJECT: New Residence For Tien Le CHECKED: EAB DATE: 07-23-2014 6x6 DF#2 Post Fc := 700 psi FcP := 625 psi E' :=1300000 II:= 9 ft CD:=1.0 CM:=1.0 Ct:=1.0 CFc:=1.0 E'min := 470000 psi F"c:=Fc•CD•CFc=700 psi Axial Load Capacity Slenderness Ratio (SQ SL:= H c:=0.8 h F, SL 0.822 • E'min =1192 psi cE 2 6x6 DF#2 Post Properties Kf:=1 Kf= 0.6 for unbraced nailed t := 6 in built up posts- 0.75 for bolted h:=6 in A:=t•h=36 in I:= t • h3 =108 in 4 12 S:= I h2 =36 in3 z 1+(FCEi FLF FCE C— I i F"c _F"cKp 2•c •c J c J f CP=0.84 F'c:=CP•F"c=586 psi 6x6 DF#2 Post Pmax1 = 21113 1bf P,,na.,2 := Fcp • A = 22500 1bf Pmaximum := min (Pmaxl 1 Pmax2) Base Plate Bearing Stress C, t+0.375 in =1.06 6 t Pmax1:= F'c • A = 21113 1bf Pmaximum=21113 1bf At discontinuous plate Pmax3:=C6•FcP•A Pmax3=23906 1bf At continuous plate SITTS & HILL ENGINEERS, INC. DESIGNED SMA DATE 7/17/2014 JOB 16"8 TACOMA, WASHINGTON (253) 474-9449 CHECKED EAB DATE 7/23/2014 PROJECT NEW RESIDENCE FOR TIEN LE PAGE WOOD STUD WALL DESIGN STUD WALL MARK: Occupancy = i i DEFLECTION LIMIT: STUD PROPERTIES: Stud Size = 2x6 Qty. of Studs = Single b = 1.50 in d = 5.50 in ADJUSTMENT FACTORS: Dao = L / 180 Stud Species = Hem -Fir Stud Grade = No.2 Plate Species = Hem -Fir c = 0.8 Incising ? ❑ C; = 1.00 CM = 1.00 Cf„ = 1.00 CF (Fb) = 1.30 Repetitive Member ? F/I Meet requirements of SDPWS-08, Sec. 3.1.1.1 ? 21 LUMBER DESIGN VALUES: Fb = 850 psi F„ = 150 psi Fe = 1,300 psi GRAVITY LOADS: C, = 1.00 CF (F.) = 1.10 Cr = 1.35 Fcl = 405 psi Trib Length ft(psf) Load Load If Load Type Qty. Roof Dead 8.00 16 1 128 Roof Snow 8.00 25 1 200 Floor Dead 7.50 12 1 90 Floor Live 7.50 40 1 300 WIND LOAD: Wind Speed, V = 110 mph IW = 1.00 a = 7.0 kd = 0.85 qh = 18.4 psf GCp = 1.04 SEISMIC LOAD: p = 22.5 psf Application = Exterior Wind Exposure = B Speed-up Factor, kn = 1.00 z9 = 1,200 ft Enclosure = Enclosed Effective Wind Area = 21 ft^2 Stud Spacing = 16" Wall Height = 8 ft Wall Weight = 10 psf CT = 1.00 CL = 1.00 Cb = 1.00 E = 1,300,000 psi Emin = 470,000 psi Hurricane Prone Region? ❑ h = 20 ft kh = 0.70 GCp; = 0.18 Zone = 4 Ip = 1.00 SDS = 1.004 Fp = 3.2 psf wo = 218 Of WE = 44 Of SITTS & HILL ENGINEERS, INC. DESIGNED SMA DATE 7/17/2014 JOB 1608 TACOMA, WASHINGTON (253) 474-9449 CHECKED EAB DATE 7/23/2014 PROJECT NEW RESIDENCE FOR TIEN LE PAGE WOOD STUD WALL DESIGN LOAD COMBINATIONS: CD w (plf) Fp or p sf Modified Axial If D 0.90 218 0.0 242 D + L 1.00 518 0.0 518 D + S 1.15 418 0.0 363 D +0.6 W 1.60 218 13.5 136 D + 0.7E 1.60 249 2.2 155 D + 0.45W + 0.751 + 0.75S 1.60 593 10.1 371 0.6D + 0.6W 1.60 131 13.51 82 0.6D - 0.7E 1 1.60 100 2.21 63 SHEAR CHECK: Governing Load Combination: D +0.6 W F= FvxCDXCMXCtXC; = 150 psi ( 1.6 )(1 )(1 )(1 ) = 240 psi V=wxsxL/2 = 13.5psfx16in/(12in/ft)x8.0ft/2 = 72 # A= bxd = 1.50 in x 5.50 in = 8.25 inA2 f„= 3xV/(2xA) = 3x72#/(2x8.25inA2) = 13 psi (Axial)(Combined) (Shear) (Bending) (Deflection) (Combined) (Plate Crushing)(Combined) (Shear) (Bending) (Deflection) fV < F'v 13 psi <_ 240 psi SHEAR IS OKAY DEFLECTION: Governing Load Combination: D +0.6 W I= bxdA3/12 = 1.50 in x ( 5.50 in )A 3/12 = 20.8 inA4 8= 5xwxsxLA4/(384 E I ) =5x13.5psfx16in/(12in/ft)x(8.Oft)^4x(12in/ft)A3/(384x1,300,000psi x20.8in = 0.06 in Dan= 8.0ftx 12 in/ft/ 180 = 0.53 in 8 < Dan 0.06 in <_ 0.53 in DEFLECTION IS OKAY SITTS & HILL ENGINEERS, INC. DESIGNED SMA DATE 7/17/2014 JOB 1608 TACOMA, WASHINGTON (253) 474-9449 CHECKED EAB DATE 7/23/2014 PROJECT NEW RESIDENCE FOR TIEN LE PAGE WOOD STUD WALL DESIGN PLATE CRUSHING: Governing Load Combination: D + 0.45W + 0.75L + 0.75S F'cl = Fcl x CM x Ct x Ci x Cb = 405 psi (1 )(1 )(1 )(1 ) = 405 psi fc1= Pxs/A = 371 plfx16in/(12in/ft)/8.25inA2 = 60 psi fcl < F'c1 60 psi <_ 405 psi COMPRESSION: Governing Load Combination: D + L Fc*= FcxCDXCMXCtxCFXCi = 1,300 psi ( 1 )( 1 )( 1 )( 1.1 )( 1 ) = 1,430 psi ee=8.0ftx12in/ft = 96.0 in Emin = Emin X CM X Ct X Ci X CT = 470,000 psi ( 1)( 1 )( 1 )( 1 ) = 470,000 psi /e / d = 96.0 in 15.50 in = 17.5 <_ 50 FcE = 0.822 x Emin' / ( fie / d )A2 = 0.822 x 470,000 psi / ( 17.5 in )A2 = 1,268 psi PLATE CRUSHING IS OKAY SLENDERNESS RATIO IS OKAY FcE / Fc* = 1,268 psi / 1,430 psi = 0.89 Cp=[1+(FcE /Fc*)1(2xc)I-sgrt{[1+ (FcE IFc*)1(2xc)]^2- (FcE IFc*)/cI = [ 1 +0.891(2x0.80)]-sgrt{[( 1 +0.89)/(2x0.80)]^2-0.89/0.801 = 0.65 Fc = Fc* x Cp = 1,430 psi x 0.65 = 927 psi fc=wxs/A = 518plfx16in/(12in/ft)/8.25in"2 = 84 psi fc < F'c 84 psi 5 927 psi COMPRESSION /S OKAY SITTS & HILL ENGINEERS, INC. DESIGNED SMA DATE 7/17/2014 JOB 168M8 TACOMA, WASHINGTON (253) 474-9449 CHECKED EAB DATE 7/23/2014 PROJECT NEW RESIDENCE FOR TIEN LE PAGE WOOD STUD WALL DESIGN BENDING: Governing Load Combination: D +0.6 W Fb*=F'b= FbXCDXCMXCtXCLXCFXCfuXCIXCr = 850 psi ( 1.6 )( 1 )( 1 )( 1 )( 1.3 )( 1 )( 1 )( 1.35 ) = 2,387 psi M=wxsxL^2/8 = 13.5psfx 16in/( 12in/ft)x(8.0ft)A2x( 12in/ft)/8 = 1,731 # in S=2xI/d =2x20.8inA4/5.50in = 7.56 in^3 fb= M/S = 1,731 # in / 7.56 in^3 = 229 psi fb < F'b 229 psi <_ 2,387 psi BENDING AND COMPRESSION: LOAD COMBINATION fb Fe fc Cp Fe' CSI D 0 psi 1,343 psi 35 psi 0.69 883 psi 0.00 D + L 0 psi 1,492 psi 84 psi 0.65 927 psi 0.01 D + S 0 psi 1,716 psi 68 psi 0.60 980 psi 0.00 D +0.6 W 229 psi 2,387 psi 35 psi, 0.47 1,077 psi 0.10 D + 0.7E 38 psi 2,387 psi 40 psi 0.47 1,077 psi 0.02 D + 0.45W + 0.75L + 0.75S 172 si 2,387 psi 96 psi 0.47 1,077 psi 0.09 0.6D + 0.6W 229 psi 2,387 psi 21 psi 0.47 1,077 psi 0.10 0.6D - 0.7E 1 38 psi, 2,387 psi 16 psi 0.47 1,077 psi, 0.02 Governing Load Combination: D +0.6 W CSI= (f./F� )^2+fb/{Fe x[1 -(fc/FIE) ]} _ ( 35 psi / 1,077 psi )^2 + 229 psi / { 2,387 x [ 1 - (35 psi / 1,268 psi) ] } BENDING /S OKAY = 0.10 <_ 1.00 COMBINED STRESS RATIO IS OKAY Sitts & Hill Engineers Title New Residence for Tien Le Page: 4815 Center Street Job # 16168 Dsgnr: SMA Date: JUL 21,2�� Tacoma, WA 98409 Description.... Ph: 253-474-9449 Fax: 253-474-0153 This Wall in File: P:1161001161681CALCULATIONS116168 BA RetainPro Version 6.0 Restrained Retaining Wall Design Build Date: 10-SEP-2001 c 1989-2001 Criteria Soil Data Footing Strengths & Dimensions Retained Height = 8.50 ft Allow Soil Bearing = 3,000.0 psf Toe Width = 0.67 ft Wall height above soil = 0.50 ft Equivalent Fluid Pressure Method Heel Width = 1.33 Total Wall Height = 9.00 ft Heel Active Pressure = 50.0 psf/ft Total Footing WidtF = 2.00 Toe Active Pressure = 0.0 psf/ft Footing Thickness = 12.00 in Top Support Height = 9.00 ft Passive Pressure = 350.0 psf/ft Key Width = 0.00 in Water height over heel = 0.0 ft Key Depth 0.00 in Slope Behind Wall = p 0.00 : 1 = Footing��Soil Frictior 0.400 Key Distance from Toe = 0.00 ft Height of Soil over Toe = Soil Density = 6.00 in 110.00 pcf Soil height to ignore for passive pressure = 12.00 in fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Wind on Stem = 0.0 psf Min. As % Cover @ Top = 2.00 in = 0.0014 @ Btm.= 3.00 in Surcharge Loads Uniform Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 #/ft Adjacent Footing Load = 0.0 Ibs -Used To Resist Sliding & Overturning ...Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottorr = 0.00 ft Eccentricity = 0.00 in Used for Sliding & Overturning Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem Footing Type Line Load Base Above/Below Soil = 0.0 ft Axial Dead Load = 220.0 Ibs at Back of Wall Axial Live Load = 750.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Concrete Stem Construction Total Bearing Load = 2,830 Ibs Thickness = 8.00 in Fy = 60,000 psi ...resultant ecc. = 1.66 in Wall Weight = 100.0 pcf fc = 3,000 psi So'I P ess re @ Toe - "a sf OK Stem is FREE to rotate at top of footing i r u - Soil Pressure @ Heel = p 2,002 psf OK Allowable = 3,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,226 psf ACI Factored @ Heel = 2,961 psf Footing Shear @ Toe = 8.0 psi OK Footing Shear @ Heel = 8.9 psi OK Allowable = 93.1 psi Reaction at Top = 568.6 Ibs Reaction at Bottom = 1,687.6 Ibs Sliding Calcs Slab Resists All Slidingg ! Lateral Sliding Force = 1,687.6lbs Footing Design Results Toe -4eel Factored Pressure = 1,226 2,961 psf Mu': Upward = 315 0 ft-# Mu': Downward = 64 338 ft-# Mu: Design = 251 338 ft-# Actual 1-Way Shear = 8.03 8.88 psi Allow 1-Way Shear = 93.11 93.11 psi Design height Rebar Size Reber Spacing Reber Placed at Reber Depth 'd' Design Data fb/FB + fa/Fa Mu .... Actual Mn ` Phi..... Allowable @ Top Support Mmax Between Top & Base @ Base of Wall Stem OK Stem OK Stem OK = 9.00 ft 3.72ft 0.00 ft _ # 4 # 4 # 4 = 10.00 in 10.00 in 10.00 in = Center Center Center = 4.00 in 4.00 in 4.00 in Shear Force @ this height = Shear..... Actual = Shear..... Allowable = Reber Lap Required = Reber embedment into footing 0.000 0.0 ft-# 4,065.1 ft-# 0.0 Ibs 0.00 psi 93.11 psi 42.72 in Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Heel: None Spec'd -or- Key: No key defined -or- 0.875 3,556.9 ft-# 4,065.1 ft-# 42.72 in Not req'd, Mu < S " Fr Not req'd, Mu < S ' Fr No key defined 0.000 0.0 ft-# 4,065.1 ft-# 2,103.9 Ibs 43.83 psi 93.11 psi 7.67 in Sifts & Hill Engineers 4815 Center Street Tacoma, WA 98409 Ph: 253-474-9449 Fax: 253-474-0153 Title New Residence for Tien Le Page: Job # 16168 Dsgnr: SMA Date: JUL 21,2tgg Description.... This Wall in File: P:\16100\161681CALCULATIONS116168 BA RetainPro Version 6.0 Restrained Retaining Wall Design Build Date: 10-SEP-2001, (c) 1989-2001 Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footi Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = Ibs ft ft-# Axial Dead Load on Stem = 970.Olbs 1.00 ft 970.0ft-# Soil Over Toe = 36.7lbs 0.33 ft 12.2ft-# Adjacent Footing Load = Ibs ft ft-# Surcharge Over Toe = Ibs ft ft-# Stem Weight = 900.0lbs 1.00 ft 900.0ft-# Soil Over Heel = 623.3lbs 1.67 ft 1,038.9ft-# Footing Weight = 300.0lbs 1.00 ft 300.0ft-# Total Vertical Force = 2,830.Olbs Moment = 3,221.1 ft-# Net Moment User For Soil Pressure Calculations -391.1 ft-# .A re+e ud WA !nl In I. .ateral Restraint PM 6" i68.6 # 1 :oncrete w/ Mt-@ 0." 9'-0" 8'-6" :oncrete w/ #4 @ 0." 2" iliding Restraint pp—� 11-0111, 3" #0@18.in @Toe #0@18.in @ Heel 2'-0" 91 DL= 220., LL= 750.#, Ecc= O.in i Pp= 218.75# 2256.2# 828.33psf 2001.7psf 7/17/2014 Design Maps SumrrraryReport jUSGS 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 47.49090N, 122.285°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III Smi 5000m .r,. oNewcastle 'r Mit Ce ter 9 0 9uo East Ran 509 "►' 4 Highland Tukwila ot_ t] 7 N 0R B i • f 515 A M E R. 1 C A 'o 0Vas'hon + S.eaT M . mapquest 0141 h � Q MapQue!n USGS-Provided Output SS = 1.506 g SMs = 1.506 g SpS = 1.004 g S1 = 0.565 g SM1 = 0.847 g Sol = 0.565 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEA Response Spectrum 1.76 1.60 l.dd 1.28 1.12 Cn 0.96 yY, 0.80 Y/ 0.6d 0.48 0.32 0.16 0.00 0.00 0.20 0.40 0.60 0.20 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Design Response Spectrum 1.10 0.99 o. ae 0.7T 0 0.66 Y !/ M 0.55- 0.44 0.33 0.22 0.11 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.20 2.00 Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. 92 http://ehp2-earthq ual-.wr.usg s.gWdesig nmaps/us/summaryphp?template=minimal8datitude=47.4909&long itude=-122.285&siteclass=3&rislcategory=0&editio... 1/1 SITT5 & HILL ENGINEERS, ING. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE: 07-17-2013 93 PROJECT: New Residence for Tien Le CHECKED: EAB DATE: 07-20-2013 LATERAL ANALYSIS PER SECTION 1613.1 OF THE 2012 EDITION OF THE INTERNATIONAL BUILDING CODE, THE HORIZONTAL SEISMIC FORCE "Qe" SHALL BE DETERMINED BY ONE OF THE TYPES OF ANALYSES PERMITTED BY SECTION 12.6 OF ASCE 7-10. AS PERMITTED IN SECTION 12.6 OF ASCE 7-10, THE EQUIVALENT LATERAL FORCE PROCEDURE DESCRIBED IN SECTION 12.8 OF ASCE 7-10 SHALL BE USED TO DETERMINE THE SEISMIC FORCE "Qe". THE SEISMIC LOAD EFFECT "E" FOR USE IN THE BASIC LOAD COMBINATIONS OF SECTION 2.4.1 OF ASCE 7-10 (OR SECTION 1605.3 OF THE 2012 EDITION OF THE IBC) SHALL BE DETERMINED IN ACCORDANCE WITH SECTION 12.4.2 OF ASCE 7-10. R:=6.5 RESPONSE MODIFICATION COEFFICIENT, TABLE 12.2-1 Ss:=1.506 MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS SI :=0.565 MAPPED SPECTRAL RESPONSE ACCELERATION AT ONE SECOND PERIODS SDS DIGITAL SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS SDI DIGITAL SPECTRAL RESPONSE ACCELERATION AT ONE SECOND PERIODS Fa:=1.0 ACCELERATION BASED SITE COEFFICIENT, TABLE 11.4-1 F,,:=1.5 VELOCITY BASED SITE COEFFICIENT AT ONE SECOND PERIOD, TABLE 11.4-2 I:=1.0 OCCUPANCY IMPORTANCE FACTOR, TABLE 1.5-2 T FUNDAMENTAL PERIOD OF THE STRUCTURE IN SECONDS, EQUATION 12.8-7 Ct:=0.02 FUNDAMENTAL PERIOD COEFFICIENT, TABLE 12.8-2 x:=0.75 FUNDAMENTAL PERIOD COEFFICIENT, TABLE 12.8-2 k EXPONENT RELATING TO THE PERIOD OF THE STRUCTURE, SECTION 12.8.3 Cv. VERTICAL SEISMIC DISTRIBUTION FACTOR, EQUATION 12.8-12 hn:=35 • ft HEIGHT IN FEET ABOVE THE BASE TO THE HIGHEST LEVEL OF THE STRUCTURE hi HEIGHT IN FEET ABOVE THE BASE OF THE STUCTURE TO LEVEL "i" wi WEIGHT OF THE STUCTURE AT LEVEL "i" D SEISMIC DESIGN CATEGORY W SEISMIC WEIGHT OF STRUCTURE T:=Ct-i-i =0.288 k:=if(T<0.5,1(,(ifI(T>2.5,2,1+ 2 kft)l�l SDS:= 3 .F.•Ss SDS=1.004 SDI:= 3 .Fv.SI SDI =0.565 DS SDI Csl := = 0.154 Cs2 := = 0.302 C33 := 0.01 R T-R I I C3 := max min (CS1, Cs2) , Cs3) Q, = 0.154 1 of 23 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE: 07-17-2013 94 PROJECT: New Residence for Tien Le CHECKED: EAB DATE: 07-20-2013 SEISMIC FORCES SHALL BE DISTRIBUTED VERTICALLY IN ACCORDANCE WITH SECTION 12.8.3 w3:=(37 ft•19 ft+31.5 ft-21 ft+23 ft-14.5 ft)-16•psf w2:=(13 ft-34 ft+8 ft•10.5 ft+22 ft-3.5 ft)-16 psf+(34 ft•15.5 ft+20 ft-36 ft)•22 psf wl:=(34 ft•15 ft+40 ft•14 ft+29.5 ft-4 ft+20.5 ft•4 ft+12.5 ft-4 ft)•22 psf w3=27168 lbf h3:=26 - ft w2 = 37082 lbf h2 :=17.5 - f t wl = 29040 lbf hi := 9 • f t THE SEISMIC FORCE AT EACH LEVEL OF THE STRUCTURE SHALL BE DETERMINED IN ACCORDANCE WITH EQUATIONS 12.8-11 AND 12.8-12 _ k wz•hz cv2 - k k k = 0.401 Cv3 := w2-h2 +wl•hl +w3-h3 k CIA:= wl • hl = 0.162 w2 - h2k k k + wl • hl + w3 • h3 k w3 . h3 = 0.437 w2•h2k +wl•hlk +w3•h3k V3:=Cv3-Cs- (w3+w2+wl) =6296 lbf V2:=Cv2•Cs- (w3+w2+wl) =5784 lbf Vl :=Cvl - Cs • (w3 +w2+wl) = 2330 lbf CONSERVATIVELY, ASSUME A REDUNDANCY FACTOR OF 1.3 PER ASCE 7-10 SECTION 12.3.4.2 p :=1.3 THE SEISMIC FORCE "V" IS A STRENGTH LEVEL FORCE- REDUCE THE SEISMIC FORCE TO THE ALLOWABLE STRESS LEVEL "E" EE3:=0.7- V3 •p=5729 lbf EE2 := 0.7 - V2 - p = 5264 lbf EEl :=0.7 • Vl • p= 2120 lbf THE CONTROLLING LOAD COMBINATION FOR THE SEISMIC ANALYSIS OF THE WOOD SHEARWALLS IS LOAD COMBINATION 16-16 OF THE 2012 IBC, SHOWN BELOW: 0.6(D+F)+0.7E+H AS THE SHEARWALLS WILL NOT BE LOADED BY EITHER LATERAL EARTH PRESSURE, GROUND WATER PRESSURE OR PRESSURE DUE TO THE PRESENCE OF BULK MATERIALS, "H' MAY BE TAKEN AS EQUAL TO ZERO. THE COEFFICIENT "0.7" BEFORE THE SEISMIC LOAD EFFECT FACTOR "E" IS THE REDUCTION TERM TO CONVERT THE STRENGTH LEVEL FORCES TO THE ALLOWABLE STRESS LEVEL, THE EFFECTIVE LOAD COMBINATION IS AS FOLLOWS: 0.6D+0.7E 2 of 23 SITTS & HILL ENGINEERS, INC. DESIGNED "Vk DATE4LLLL1 JOB IL 16& TACOMA, W���ASHINGTON (253) 474-9449 CHECKED DATE SHEET 95 PROJECT NEW e-OlUEU IAL L-or -"IEb 1,E OF SITTS & HILL ENGINEERS, INC. DESIGNED�DATE� 11JIL) JOB TACOMA, ,W� 1ASHINGTnON (253) 474-9449 CHECKED DATE SHEET 96 PROJECT {�� EVJ lv_ I) -: ��' �.:..�)�i�. I., I P N L F_ OF 97 SCISSOR 9/4"xB" BARGE BOAR W/ IX7 TRIM 5/4"XS" PLLW BAND IX4 TRIM AROUND FRONT WINDOWS ONL IE. ® GARAGE T 1/4" X 10" LIGHT BLO IX3/IX4 CORNER TRIM 6" HORIZ. BEVEL SIDING 7 I/1" x 11/2" W/ Z FLASHI MAIN FLOOR _ 4X4 EAVE BRACES �- CEDAR SHAKE SIDING 6 --Lii iui iX3 OVER KEYSTONE IX4 TRIM SEE I/TA- PIN ■ ■■■■■■■■ loin mj 1-- FRONT ELEVATION ''All /\ \ 6" HORIZ. BEVEL SIDING LLL ® / X X /\ TY ASS /\ REAR ELEVATION "A" 5/4"XS" PUW IX4 TRIM AROUND WINDOWS 7Jt3 OVER IX4 TRIM \OPTIONAL OPEN RAILING CONCRETE S STOOP MIN. 4" PAST UPPER FLR IE. UPPER FLOOR _ _ MAIN FLR tIE. - 14X I BARGE ARD y� MAIN FLOOR TI m BASEMENT FLOOR OF COLUMN X 8" E COLUMN X 10 CAP SC18WR TRUSS 5/4"X8' BARGE W/ IX7 TRIM — 5/4"X8"f%W BAND IX4 TRIM AROUND FRONT WINDOWS ONLY R. • GARAGE — l U4' X 10" LIGHT BLOCK IX3/IX4 CORNER TRIM W 6' HORIZ. BEVEL SIDMG Z 1/2' n 1 1/2" W/ Z FLASHING MAIN FLOOR CEDAR BRAKE C ul ■■■ ■■■ III I� r �_ 7X3 OVER SEEP AS,E \X4 TRIM 10 ■ ONE m IIIIIIIIIIIINIMME ■ momimmom FRONT ELEVATION 1115" 1 /4 =1' - O" REAR ELEVATION IX4 TRIM AROUND WINDOWS 1X3 OVER IX4 TRIM IZ 5/4"X6" FM BAND WITW WRA PTO X B COLUMN SQUARE COLUMN ON 5/4" X 10 CAP SHAKE EXTEND CONCRETE STOOP MIN 4" PAST COLUMN CONC. STOOP OPTIONAL OPEN RAIL _ UPPER FLR R. l0 _ UPPER FLOOR _ MAN R.R. IE. XB BARGE ARD — MAIN FLOOR N — —�,- BASEMENT FLOOR 100 oa/I r.e I I ' owl I-,9 LJ Q i J T ZW > El W 13 \\1 v rim��diri�� J� L Q V W O u0 U �� SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE: 07-17-2013101 PROJECT: New Residence for Tien Le CHECKED: EAB DATE: 07-20-2013 WIND USE THE ENVELOPE PROCEDURE PER ASCE 7-10 CHAPTERS 26 AND 28 Ps= A*Kzt*ps30 EQUATION 28.6-1 WIND EXPOSURE=B 110mph 3-SECOND GUST WIND SPEED RISK CATEGORY=II A= ADJUSTMENT FACTOR FOR BUILDING HEIGHT AND EXPOSURE, ASCE 7-10 FIGURE 28.6-1 Ps30= SIMPLIFIED DESIGN WIND PRESSURE, ASCE 7-10 FIGURE 28.6-1 16 PSF MINIMUM FOR ZONES AAND C, AND 8 PSF MINIMUM FOR ZONES B AND D PER ASCE 7-10 SECTION 28.6.4 A :=1.0 Kzt :=1.0 ps30a := 24.1 • psf psa := max (.\ • Kzt . PA0. 1 16 • psf) psa = 24.1 psf Ps30b := 3.9 • psf psb := max (A • Kzt . PAO , 8 • psf) psb = 8 psf ps30e :=17.4 • psf pse := max (\ • Kzt • PA0e 116 • psf) p" =17.4 psf ps30d := 4.0 •psf psd := max (A • Kzt • PAW, 8 . psf) psd = 8 ps.f Le= LENGTH OF THE WIND PRESSURE END ZONES a= LEASE OF (10% OF THE LEAST HORIZONTAL DIMENSION OR 0.4 x MEAN ROOF HEIGHT) - BUT NOT LESS THAN (4% OF THE LEAST HORIZONTAL DIRECTION OR T-0") H=MEAN ROOF HEIGHT H:=31 • ft HT:=7• ft EXPOSED HEIGHT OF ROOF H2:=5 • ft EXPOSED HEIGHT OF UPPER Ls=LEAST HORIZONTAL Ls:=35• ft FLOOR DIMENSION Hl :=8.5 • ft EXPOSED HEIGHT OF MAIN FLOOR a,:= min (0.10-Ls 10.4•H) a1=3.5 ft Hb:=9-ft EXPOSED HEIGHT OF a2 := max (0.04 • Ls, 3 • ft) a2 = 3 ft BASEMENT a:=if (a, < a2, a2, a,) a=3.5 ft Le:=2•a Le=7 ft THE CONTROLLING LOAD COMBINATION FOR THE WIND ANALYSIS OF THE WOOD SHEARWALLS IS LOAD COMBINATION 16-15, SHOWN BELOW: 0.6D+0.6W psa := 0.6 • psa =14.46 psf psb := 0.6 • psb = 4.8 ps f pse := 0.6 • pse =10.44 psf psd := 0.6 • psd = 4.8 psf LATERAL FORCES WILL BE DISTRIBUTED ALONG LINES OF FORCE/RESISTANCE. LINES OF FORCE/RESISTANCE WILL BE INVESTIGATED FOR BOTH WIND AND SEISMIC LATERAL LOADS. LATERAL FORCES WILL BE RESISTED BY PLYWOOD DIAPHRAGMS AND WOOD SHEARWALLS SUPPORTED ON CONCRETE FOUNDATIONS. 3of23 102 II II II II II I� I I II II II II II it �I II II II II II I I II II II II II I 14 ,I 1 I, & MILL tNIANttK,, INU. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE: 07-17-2013103 PROJECT: New Residence for Tien Le CHECKED: EAB DATE: 07-20-2013 Upper Floor Walls Upper Floor Wall Line A: Total Wall Length Plate Height: Wind Tributary Width Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force Check wall section Laa:=(17)-ft H.:=8-ft TW := 28.667 f t - 0.5 Va2:"'Psb'Le'Hr+Psa•Le•H2+Ad- (TW—Le)-Hr+Psr- (TW—Le) -H2 vaa:= Vat =81 plf Laa EA2 :=EE3.0.25 =1432 lbf Eaa := EA2 = 84 pl f Laa IAA:=17.5-ft Dead load resisting: Roof :=16 - psf - 2 - f t - IAA= 560 lbf Wall:=10-Psf-H.-lAA=1400 lbf Total :=Roof +Wall =1960 lbf Vat =1371 lbf Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity= 335 PLF Wind Overturning: OTMW:=vaa-lAA-H.=11287 lbf -ft Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity = 240 PLF Seismic Overturning: OTMS:=Eaa-IAA-H,u,=11796 lbf - ft Wind Resisting Moment: DLRW:= 0.6 -Total- lAA =10290 lbf - ft 2 Seismic Resisting Moment: DLRS:= (0.6-0.2 -SDS) -Total • l`2 =6846 lbf - ft 2 OTMW — DLRw Net Uplift: uw:= lAA = 57 lbf OTMS — DLRS US•_ 1AA =283lbf U:=max (Uw, US) = 283 lbf NO HOLDOWN REQUIRED 4of23 SITT5 & HILL ENGINEERS, IN(;. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE: 07-17-2013104 PROJECT: New Residence for Tien Le CHECKED: EAB DATE: 07-20-2013 Unner Floor Wall Line B: Total Wall Length: Plate Height: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Lbb:= (10) • ft Hw:=8-ft TW:=51.5 ft•0.5 Vb2:=Psb'Le'Hr+1Psa'Le'H2+Psd' (TW—Le)'HT+psc' (TW—Le) -H2 vbb:= Lbb 235 plf EB2 :=EE3.0.5 = 2865 lbf __ EB2 =Ebb Lbb 286 plf IBB:=10•ft V62 = 2350 Of Shear Wall Type P14 8d Nails @ 4" O.C. Capacity= 495 PLF Dead load resisting: Roof :=16 • psf • 4 • f t • IBB= 640 lbf Wall:=10•psf •HW- 1BB =800 Of Total:= Roof+Wall = (1.44.103) Of Wind Overturning: OTMW:=vbb • 1BB •Hw=18800 lbf • ft Shear Wall Type P1-4 8d Nails @ 4" O.C. Capacity = 350 PLF Seismic Overturning: OTMS:=Ebb • 1BB • H. = 22918 lbf • f t Wind Resisting Moment: DLRw:=0.6-Total . 1BB =4320 lbf •ft 2 Seismic Resisting Moment: DLRS :_ (0.6 — 0.2 • SDS) • Total . IBB = 2874 Of • f t 2 OTMw — DLRW Net Uplift: Uyj,:= 1BB =1448 Of _ OTMS — DLRS US: 1BB — =2004lbf U:= max (Uw, US) = 2004 Of Use Simpson MST37 Holdown 5 of 23 51115 & HILL ENGINEE115, IN(;. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE: 07-17-2013105 PROJECT. New Residence for Tien Le CHECKED: EAB DATE: 07-20-2013 Ulmer Floor Wall Line C: Total Wall Length: Plate Height: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Lcc:=(5+5).ft Hw:=8. ft TW:= 23 - ft - 0.5 Vc2:=Psb-Le-Hr+psa-Le-H2+psd- (TW—Le)-Hr+P.- (TW—Le) -H2 vcc := V o2 =113 pl f Lcc EC2 :=EE3.0.25 =1432 lbf Ecc:= EC2 =143 pl f Lcc ICC:=5-ft Dead load resisting: Roof :=16 - psf .4 -ft - lCC = 320 Of Wall:=10-psf-Hw-lCC=400 lbf Total := Roof + Wall = 720 lbf Wind Overturning: 0TMw:=vcc-lCC-Hw=4510 lbf -ft Vc2=1127 lbf Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity= 335 PLF Shear Wall Type 131-6 8d Nails @ 6" O.C. Capacity = 240 PLF Seismic Overturning: 0TMS:=ECC-ICC-Hw=5729 lbf -ft Wind Resisting Moment: DLRw:= 0.6 -Total - lCC =1080 Of -ft 2 Seismic Resisting Moment: DLRS := (0.6 — 0.2 - SDS) - Total - lCC = 719 Of -ft 2 Net Uplift: UW:= OTMw—DLRS, =686 lbf f _ OTMS — DLRS US. lCC =1002 lbf U:= max (Uw, US) =1002 lbf Use Simpson MSTC48B3 Holdown 6 of 23 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE: 07-17-2013106 PROJECT: New Residence for Tien Le CHECKED: EAB DATE: 07-20-2013 Unger Floor Wall Line C At Elevation B: Total Wall Length Plate Height: Wind Tributary Width Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check Aspect Ratio Check wall section Lcc:=(3+4+3) • ft H.:=8•ft TW:=23-ft •0.5 Vc2:=Psb'Le'Hr+ Psa'Le'H2+Psd- (TW-Q -Hr+ P,,- (TW-Q -H2 vcc :=Vc2 =113 pl f Lcc EC2:=EE3.0.25=1432 Of ECC : Lcc 143 plf Ecc := ECe —191 pl f 2 3•f t) 1 H,U ICC:=3-ft Dead load resisting: Roof :=16 • psf • 4 • ft • lCC=192 lbf Wall :=10 • ps f • H,,, • 1CC = 240 lbf Total := Roof + Wall = 432 lbf Wind Overturning: 0TMW:=vcc•1CC•H.=2706 lbf • ft Vc2 =1127 lbf Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity= 335 PLF Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity = 240 PLF Seismic Overturning: OTMS:=ECC•lCC•H,,,=3438 lbf • ft Wind Resisting Moment: DLRw:=0.6-Total . lCC =389 lbf -ft 2 Seismic Resisting Moment: DLRS := (0.6 — 0.2 • SDS) • Total . lCC = 259 lbf -ft 2 Net Uplift: Uw:= OTMW—DLRW —772 lbf lCC OTMS — DLRS US:= —1060 lbf lCC — Use Simpson U:=max (Uw, US) =1060 lbf MSTC48133 Holdown 7of23 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE: 07-17-2013107 PROJECT: New Residence for Tien Le CHECKED: EAB DATE: 07-20-2013 Ugaer Floor Wall Line 1: Total Wall Length: L12 := (8.5 + 18) • ft Plate Height: Hw := 8 -ft Wind Tributary Width: TW := 34 • f t • 0.5 Total Wind Force: V12:=Psb-Le•H,.+Psa•Le'H2+Psd' (TW—Le)'HT+Psc• (TW—Le) •H2 V12=1599 Of Wind Shear: v12:= V12 =60 Plf Shear Wall Type P1-6 L12 8d Nails @ 6" O.C. Capacity= 335 PLF Seismic Base Shear: E12:=EE3.0.50=2865 Of Shear Wall Type P1-6 Seismic Force: E12:= E12 =108 Plf 8d Nails @ 6" O.C. L12 Capacity = 240 PLF Check wall section: 112 := 8.5 -ft Dead load resisting: Roof :=16 • Psf • (28.0.5 + 1.5) -ft -112 = (2.108.103) lbf Wall:=10-Psf •H,,,-112=680 lbf Total :=Roof +Wall = 2788 Of Wind Overturning: OTMW:=v12.112 •H,,,=4104 lbf • ft Seismic Overturning: OTMS:=E12•112•H,,,=7351 lbf • ft Wind Resisting Moment: DLRW:=0.6-Total • 1122 =7109 lbf -ft Seismic Resisting Moment: DLRS:=(0.6-0.2•SDS) •Total - 112 =4730 lbf -ft 2 Net Uplift: uw:= OTMyi,—DLRyv =_354 lbf 112 OTMS — DLRS — US. 112 =308lbf U := max (Uw, , US) = 308 lbf NO HOLDOWN REQUIRED 8of23 51TT5 & HILL ENGINEERS, ING. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE: 07-17-2013108 PROJECT: New Residence for Tien Le CHECKED: EAB DATE: 07-20-2013 Urmer Floor Wall Line 2: Total Wall Length: Plate Height: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: L22:=(14.5) ft H.:=8•ft TW:=20•ft•0.5 V22 Psb•Le'Hr+Psa•Le'H2+Psd• (TW—Le)-HT+pSe• (TW—Le) •H2 v22 := V22 = 69 pl f L22 E22 :=EE3.0.29 =1662 Of E22 := E22 L22 =115 pl f 122 :=14.5 f t V22 = 999 lbf Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity= 335 PLF Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity = 240 PLF Dead load resisting: Roof :=16 • psf • (20 • .5 + 1.5) • f t • 122 = 2668 lbf Wall:=10•psf •H.-122=1160 lbf Total :=Roof +Wall = 3828 lbf Wind Overturning: OTMW:= v22.122 • H. = 7990 lbf • f t Seismic Overturning: OTMS:=E22.122 • H,,, =13292 Of • f t Wind Resisting Moment: DLRW:=0.6 • Total . 1222 =16652 Of • ft Seismic Resisting Moment: DLRS :_ (0.6 — 0.2 • SDS) • Total . 122 =11079 lbf • f t 2 Net Uplift: uw:= OTMW—DLRw =-597 lbf 122 OTMS — DLRS US:= =153 lbf 122 U:= max (Uw, US) =153 lbf NO HOLDOWN REQUIRED 9 of 23 SI I I S & HILL tNVINttK,, INU. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE: 07-17-2013109 PROJECT: New Residence for Tien Le CHECKED: EAB DATE: 07-20-2013 Unger Floor Wall Line 3: Total Wall Length: L33:=(4+4) ft Plate Height: H.:= 8 • ft Wind Tributary Width: TW := 34 • f t • 0.5 Total Wind Force: V33:=Pab'Le'H,+Psa'Le'H2+Pad' (TW—Le)'H,+pac• (TW—Le)'H2 V33 =1599 lbf Shear Wall Type P1-6 Wind Shear: v33:= V33 =200 plf 8d Nails @ 6" O.C. L33 Capacity-- 335 PLF Seismic Base Shear: E33 :=EE3.0.21=1203 lbf Shear Wall Type P1-6 Seismic Force: E33:= E33 =150 plf 8d Nails @ 6" O.C. L33 Capacity = 240 PLF Check wall section: 133:=4 ft Dead load resisting: Roof :=16 • psf .(2..5 + 1.5) • ft • 133 =160 lbf Wall:=10•psf •H,,,•133=320 lbf Total :=Roof +Wall = 480 lbf Wind Overturning: OTMW:= v33.133 • H,,, = 6397 Of • ft Seismic Overturning: OTMS:=E33.133 • H,,, = 4813 Of -ft Wind Resisting Moment: DLRW:= 0.6 • Total • 133 = 576 lbf • ft 2 Seismic Resisting Moment: DLRS:= (0.6-0.2 •SDS) -Total- 133 =383 lbf • ft 2 Net Uplift: uw:= OTMw—DLRu, =1455 lbf 133 OTMS — DLRS — US._ 133 =1107 lbf U:= max (U«,, US) =1455 lbf Use Simpson MST37 Holdown 10 of 23 110 .36" CEDAR DECK RAILING 3/4" D AR 3 -9 1/4" DECKING WALL _')I�._')�� 4 ° e XO HB. 8°5° XOX 6°610X T5G (4)7 xb( 3 Ve x 10 1/7 GLB 2 m 5 Ve x 10 1/2 4) — — _L J /%�\\ x - Q OW 4Q 'S m DELL IXS FAMILY RM. �Q� / CARPET H5 35-I/2" AFF. I/7 WALL C FOR PLUMBINGEE K45 9 9 7S 540ST 0 I 0 E VENT IN WALL O Q EXI TO EXTER OR LOW I 2'-I" GAS SHUT OFF c V REF _ 7 X 6 WALL °5°X M 5 C A ^ (3) 7X4 u M ut CIN I v I/7 x S 1 PSL v 7 e I I 4'-I 1/2" 3'-51/2" '-61/1" 6'-0" % — B 74"T. b/ mJ I S 42" AFF. 13)).4 f317x4-� s FNO I ---- _ cr B V-TOS X =�L2 '' CARPET DINING RM. CARPET VAULT X — O V NON FARING C — C A _ _ 30 x I 14 I/7" RA J � � 7x4 HALF WALL ar Q WALL 2er I7 iv' _ 2 e L li I v C s N - 10'-0" ----_ GAS O GAS LT' ® V r r - -n — OPT VAULT 3)7X6 II I--------------- 0 rr —_— --- WM D 7e UWSHE JJ I OPTII ° FLUE 7 VINYL I I I D7E �S �I I OPT. A'\ I I ®^ 7 I yrRo.sl I ullf I I rlzzzl L - -u 1=[�ItRY S I I 3° HS C LIVING Ri" i. 4'-1 1/2" 9'-5 I/2" in CARPET VAULT O — I I FLUSH BEAM THIS SIDE M I I (3) 7x5 II - =J' OPT GAS II SEE SHEET GI (3Ax4 FPJ 2 — 6 I/8 x 19 I/7 GLB (3)2x4 SG. BG_ B N in I I I I — 7 4xe DFV UNO. Y I I S3L7II3G Q (2) 3° a SH I I 4" CONC. SLAB -SLOPE I I 3" TOWARDS OH DOOR 3'-S 1/4" 3'-S 1/4" 6'-2 3/4' 6'-2 3/4" = 4x4 HFj I PT POST II _ _ r r TTP I M I I 4x4 Wr" I I I I I rP osr _ II I I I a CONRETE PAD EXTEND I I 13Jdx4 x4 4" MIN, P45T COLUMN 4 SIDES ' — � �` LINE OF WALL ABOVE — rt 0 I I 4.12 DP 7 HB. 5 81A I'-101/2" I'-101/2" 81A � 1"(,41NLOOi� PL�4N SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE: 07-17-2013111 PROJECT: New Residence for Tien Le CHECKED: EAB DATE: 07-20-2013 Main Floor Walls Main Floor Wall Line A: Total Wall Length: Plate Height: Wind Tributary Width La:=(4+5.5+5.5)-ft H.:=8.ft TW:=29•ft•0.5 Total Wind Force: Va:=Psa- Le. H,+Psc' (TW—Q •Hl+Va2=2896 lbf V Shear Wall Type P1-4 Wind Shear: va:= ° =193 Plf 8d Nails @ 4" O.C. La Capacity= 495 PLF Seismic Base Shear: EA :=EE2.0.48 +EE3.0.25 = 3959 lbf Seismic Force: EA Ea:= 264 Plf Shear Wall Type P1-4 La 8d Nails @ 4" O.C. Capacity = 350 PLF Check wall section: la:=4 ft Dead load resisting: Roof :=16 • Psf .(2..5 + 1) -ft • la =128 lbf Wall:=10•Psf •H,,,,•la•2=640 lbf Floor:=12•Psf -7.5 ft•la=360 lbf Total := Roof + Wall + Floor =1128 Of f Wind Overturning: OTMW:=va•la•H,,,=6179 Of • ft Seismic Overturning: 0TMS:=Ea•la•H.=8446 Of • ft Wind Resisting Moment: DLRw:= 0.6 • Total • la =1354 lbf -ft 2 Seismic Resisting Moment: DLRS:= (0.6-0.2 •SDS) •Total • la=901 Of • ft 2 Net Uplift: UN,:= OTMyv—DLRy�, =1206 lbf la U OTMS — DLRS s:= =1886 Ofla U:= max (Uw, US) =1886 lbf Use Simpson MST37 Holdown 11 of 23 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE: 07-17-2013112 PROJECT: New Residence for Tien Le CHECKED: EAB DATE: 07-20-2013 Main Floor Wall Line B: Total Wall Length: Plate Height: Wind Tributary Width Lb:=(5.5+9) • ft H11:=8•ft 7W:=53.5•ft•0.5 Total Wind Force: Vb := 7Psa - Le. Hl + pse • (TW — Le) • H1 + V62 = 4963 lbf Vn Shear Wall Type P1-4 Wind Shear: vb := = 342 plf 8d Nails @ 4" O.C. Lb Capacity= 495 PLF Seismic Base Shear: EB := EE2.0.22 +EE3.0.5 = 4023 lbf Shear Wall Type P1-4 Seismic Force: Eb := EB = 277 plf 8d Nails @ 4" O.C. Lb Capacity = 350 PLF Check wall section: lb := 5.5 ft Dead load resisting: Roof :=16 • psf • (2.0.5 + 1) • ft • lb =176 lbf Wall:=10•psf •H.-lb•2=880 lbf Floor:=12•psf•18 ft•lb=1188lbf Total := Roof + Wall + Floor = 2244 Of f Wind Overturning: OTMW:=vb • lb •H,,,=15060 lbf • ft Seismic Overturning: OTMS:=Eb • lb • Hw=12207 lbf • ft Wind Resisting Moment: DLRw:= 0.6 • Total • lb = 3703 Of -ft 2 Seismic Resisting Moment: DLRS:= (0.6-0.2 •SDS) •Total • lb =2463 lbf • ft 2 Net Uplift: UW:= OTMu,—DLRu, =2065 lbf lb OTMS — DLRS — US._ lb =1772 lbf U:= max (Uw, US) = 2065 lbf Use Simpson STHD10RJ Holdown 12of23 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE: 07-17-2013113 PROJECT: New Residence for Tien Le CHECKED: EAB DATE: 07-20-2013 Main Floor Wall Line C: RAISE STEM WALL TO MAINTAIN A V-5" Total Wall Length: Lc:= (1.875 + 1.875) • f t PLATE HEIGHT. Plate Height: H.:= 6.41667 • f t Wind Tributary Width: TW := 21 • f t • 0.5 Total Wind Force: Ve:=psa'Le-H,+psi' (TW—Le) -H,+Vc2=2298 lbf V Shear Wall Type P2-2 Wind Shear: vc:= - =613 plf 8d Nails @ 2" O.C. Lc Capacity= 1660 PLF Seismic Base Shear: Ec:=EE2.0.15+EE3.0.25=2222 Of Seismic Force: Ec := EC = 593 pl f Lc Check Aspect Ratio: Ec := EC =1014 pl f Shear Wall Type P2-2 2 (1.875 • f t 8d Nails @ 2" O.C. i H. Capacity = 1190 PLF Check wall section: lc :=1.875 • f t Dead load resisting: Roof :=16 psf - lc • 4 f t =120 Of Wall:=10•psf •H.-le-2=241 lbf Floor:=12•psf •6- ft•1c=135 lbf Total:=Roof + Wall + Floor = 496 Of Wind Overturning: OTMW:=vc•lc-H,,,=7374 lbf • ft Seismic Overturning: OTMS:=E, • lc • H,,,= 7129 Of • f t Wind Resisting Moment: DLRw:=0.6 •Total • lc =279 lbf • ft 2 Seismic Resisting Moment: DLRS:= (0.6-0.2 •SDS) •Total • lc =185 lbf • ft 2 Net Uplift: ift: U OTMW — DLRw p yj,:= =37841bf lc OTMS — DLRs Us:= lc = 3703 lbf U:= max (Uw, US) = 3784 lbf Use Simpson STHD14 Holdown 13of23 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE: 07-17-2013114 PROJECT: New Residence for Tien Le CHECKED: EAB DATE: 07-20-2013 Main Floor Wall Line D: Total Wall Length: Plate Height: Wind Tributary Width Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check Aspect Ratio: Check wall section: Ld:=(3+3) ft Hw:=8•ft TW:=22•ft•0.5 Vd:=Psa'Le. Hi+psc' (TW-Q •H1=1215 Of vd := V d = 203 pl f Ld Ed :=EE2 • .15 = 790 lbf Ed := Ed =132 pl f Ld Ed := Ed =175 pl f 2 (3•fti i Hw / 1d:=3•ft Dead load resisting: Roof :=16 • psf • 15 • f t • ld = 720 lbf Wall:=10•psf •H.•ld=240 Of Total:=Roof +Wall = 960 lbf Wind Overturning: OTMW:=vd•ld•H,,,=4861 lbf -ft Seismic Overturning: OTMS:=Ed • ld • H,„ = 3158 Of • f t Wind Resisting Moment: DLRW:=0.6-Total • ld Wind lbf • ft 2 Vd=1215 lbf Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity= 335 PLF Shear Wall Type 131-6 8d Nails @ 6" O.C. Capacity = 240 PLF Seismic Resisting Moment: DLRS:= (0.6 — 0.2 • SDs) •Total • ld = 575 lbf • ft 2 Net Uplift: uw:= OTMyy—DLRK, =1332 Of ld OTMS — DLRS — US._ ld =861lbf U:=max (Uw, US) =1332 Of Use Simpson LSTHDBRJ Holdown 14of23 01 1 1 a at ML.L. CIVV11vCCI��7, IIYV. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE: 07-17-2013115 PROJECT New Residence for Tien Le CHECKED: EAB DATE: 07-20-2013 Main Floor Wall Line 1: Total Wall Length: Plate Height: Wind Tributary Width: L11:=(30.5)•ft=30.5 ft H.:=B•ft 7W:=34•ft•0.5 Total Wind Force: Vl := psa • LQ • Hl +psi • (TW — Le) • Hl + V12 = 3347 Of f Shear Wall Type P1-6 Wind Shear: v11:= V1 =110 plf 8d Nails @ 6" O.C6 Lll Capacity-- 335 PLF Seismic Base Shear: El1:=EE2.0.39+EE3.0.5=4917 lbf Seismic Force: Ell := Ell =161 plf Shear Wall Type P1-6 L11 8d Nails @ 6" O.C: Capacity = 240 PLF Check wall section: 11:= 24 • f t Dead load resisting: Roof :=16 •psf • (11.5) • ft • ll =4416 lbf Wall:=10•psf •H,,,•11.2=3840 lbf Floor:=12•psf •0.67•ft•11=193 lbf Total := Roof +Wall +Floor = 8449 lbf Wind Overturning: OTMW:=v11.11 •H,,,=21070 lbf • ft Seismic Overturning: OTMS :=E11.11 • H. = 30956 lbf • f t Wind Resisting Moment: DLRW:=0.6 •Total • 11 =60833 lbf • ft 2 Seismic Resisting Moment: DLRS:= (0.6-0.2 •SDs) •Total • 11 =40474 lbf • ft 2 Net Uplift: Uw� OTMW—DLRW p 11=-1657lbf OTMS — DLRS US:= ll — —397 lbf U:= max (Uw, US) _ —397 lbf NO iHOLDOWN REQUIRED. 15of23 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE: 07-17-2013116 PROJECT: New Residence for Tien Le CHECKED: EAB DATE: 07-20-2013 Main Floor Wall Line 1 3-Car Garage: Total Wall Length: L11:=(5+7.5+6) • ft Plate Height: Wind Tributary Width Hw:=8•ft TW:=34• ft•0.5 Total Wind Force: V1:= psa • Le • Hl + psi • (TW — Le) • H1 + V12 = 3347 Of V1 Shear Wall Type P1-4 8d Nails Wind Shear: v11:= =181 plf @ 4" O.C. L11 Capacity= 495 PLF Seismic Base Shear: E11:=EE2.0.39+EE3.0.5=4917 Of Seismic Force: E11:= E11 =266 plf Shear Wall Type P1-4 L11 8d Nails @ 4" O.C. Capacity = 350 PLF Check wall section: 11:= 5 • f t Dead load resisting: Roof :=16 • psf • 11.5 • f t • 11= 920 Of Wall:=10•psf •H.-11•2=800 lbf Floor:=12•psf •0.67•ft•11=40 lbf Total := Roof + Wall + Floor =1760 lbf Wind Overturning: 0TMw:=v11.11 •H,„=7237 Of • ft Seismic Overturning: OTMS:=E11.11 •Hu,=10632 Of • ft Wind Resisting Moment: DLRW:=0.6•Total • 11 =2640 lbf -ft 2 Seismic Resisting Moment: DLRS:= (0.6-0.2 •SDS) •Total • 11 =1757 lbf • ft 2 Net Uplift: Uu,:= OTMw—DLRw =919 lbf f OTMS — DLRS US:= 11 =1775 lbf U:=max (Uw, US) =1775 Of Use Simpson MST37 Or LSTHD8 Holdown 16 of 23 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE: 07-17-2013117 PROJECT: New Residence for Tien Le CHECKED: EAB DATE: 07-20-2013 Main Floor Wall Line 2: Total Wall Length: L21:=(16.5) • ft Plate Height: Hw := 8 • f t Wind Tributary Width: TW := 20 • f t • 0.5 Total Wind Force: V2 := P".. Le • Hl + pse • (TW — Le) • H1 + V22 = 2125 lbf V2 Shear Wail Type P1-6 Wind Shear: v21:= =129 plf 8d Nails @ 6" O.C. L21 Capacity= 335 PLF Seismic Base Shear: E21:=EE2.0.22 +EE3.0.29 = 2820 lbf Seismic Force: E21:= E21 =171 plf Shear Wall Type P1-6 L21 8d Nails @ 6" O.C. Check wall section: 12 :=16 • f t Capacity = 240 PLF Dead load resisting: Roof :=16 • psf • 11.5 • f t • 12 = 2944 Of Wall:=10•psf •Hw•12.2=2560 lbf Floor:=12•psf •0.67•ft•12=129 Of Total := Roof + Wall +Floor = 5633 lbf Wind Overturning: OTMW:=v21.12 •Hw=16487 lbf • ft Seismic Overturning: 0TMS:=E21 • l2 •Hw=21873 Of • ft Wind Resisting Moment: DLRw:= 0.6 • Total • 12 = 27037 lbf • f t 2 Seismic Resisting Moment: DLRS:= (0.6-0.2 •SDS) -Total-- 1=17988 lbf • ft 2 Net Uplift: uw:= OTMW—DLRw --659 lbf 12 OTMS — DLRs — US._ 12 =243 Of U:=max (Uw, US) = 243 lbf NO HOLDOWN REQUIRED 17of23 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE: 07-17-2013118 PROJECT. New Residence for Tien Le CHECKED: EAB DATE: 07-20-2013 Main Floor Wall Line 3: Total Wall Length: L31:= (10) -ft Plate Height: H.:= 8 • ft Wind Tributary Width: TW := 20 • f t • 0.5 Total Wind Force: V3 := Am • Le • Hl + psc • (TW — Le) • Hl + V33 = 2726 lb f V3 Shear Wall Type P1-6 Wind Shear: v31:= =273 plf 8d Nails @ 6" O.C. L31 Capacity= 335 PLF Seismic Base Shear: E31:=EE2.0.16 +EE3.0.21= 2045 lbf Seismic Force: E31:= E31 =205 plf Shear Wall Type P1-6 L31 8d Nails @ 6" O.C. Check wall section: 13 :=10 -ft Capacity = 240 PLF Dead load resisting: Roof :=16 • psf • 2 -ft • 13 = 320 lbf Wall:=10• psf •H,,,•13.2=1600 lbf Floor:=12 psf•.067•ft•13=8.04lbf Total := Roof +Wall +Floor =1928 lbf Wind Overturning: OTMW:=v31.13 •H,,,=21807 lbf • ft Seismic Overturning: OTMS:=E31.13 •H.=16363 lbf • ft Wind Resisting Moment: DLRw:= 0.6 •Total • 13 = 5784 lbf • ft 2 Seismic Resisting Moment: DLRS:= (0.6-0.2 •SDS) •Total • 13 =3848 lbf • ft 2 Net Uplift: uw:= OTMW—DLRw =1602 Of 13 _ OTMS — DLRS — US 13 =1251 lbf U:= max (Uw, US) =1602 lbf Use Simpson MST37 Holdown 18 of 23 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE: 07-17-2012119 PROJECT. New Residence for Tien Le CHECKED: EAB DATE: 07-20-2013 Main Floor Wall Line 4: Total Wall Length: L41:= (4) • ft Plate Height: Hw:=8 • ft Wind Tributary Width: TW := 20 • f t • 0.5 Total Wind Force: V4:=psb•Le'H-r+psa•Le'H,+psd-(TW-Q-H,+&C*(TW—Q.H, Wind Shear: Seismic Base Shear: Seismic Force Check wall section v41:= V 4 = 366 pl f L41 E41:= EE2.0.07 = 368 Of f _ E41 _ E41: 92 plf L41 14:=4•ft V4=1462.59 lbf Dead load resisting: Roof :=16 • psf • 5 • f t • 14 = 320 lbf Wall:=10•psf •Hw•14.2=640 Of Total :=Roof +Wall = 960 lbf Wind Overturning: OTMW:=v41.14•Hw=11701 lbf -ft Seismic Overturning: 0TMS:=E41 • l4 • Hw = 2948 lbf • f t Wind Resisting Moment: DLRw:=0.6 -Total • 14 =1152 lbf • ft 2 Shear Wall Type 131-6 8d Nails @ 6" O.C. Capacity= 335 PLF Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity = 240 PLF Seismic Resisting Moment: DLRS:= (0.6-0.2 •SDS) -Total-- 1=766 lbf • ft 2 Net Uplift: uw:= OTMyj,—DLRw = 2637 lbf 14 OTMS — DLRS US._ 14 =545lbf U:= max (Uw, US) = 2637 Of Use Simpson STHD10RJ Holdown 19of23 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE: 07-17-2013120 PROJECT: New Residence for Tien Le CHECKED: EAB DATE: 07-20-2013 Main Floor Wall Line 5: Total Wall Length: Plate Height: Wind Tributary Width Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment L51:=(8+4) • ft H21:=8•ft 7-W:=12.5•ft•0.5 V5:=Ab-Le-H,+Am*Le'Hl+Psd• (TW—Le) •H,.+P.- (TW—Le) -Hl V5=1003.815 lbf v51:= V 5 = 84 pl f L51 E51:=EE2.0.16=842 Of _ E51 E51: L51 = 70 pl f 15:=4• ft Roof :=16•psf •2• ft•15=128 lbf Wall:=10•psf •H,,,•15.2=640 Of Total :=Roof +Wall = 768 lbf OTMW:=v51.15•H,,,=2677 lbf •ft OTMs:=E51.15 • H,,, = 2246 Of • f t DLRw:=0.6-Total • 15 =922 lbf •ft 2 Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity= 335 PLF Shear Wall Type P1-6 8d Nails @ 6" O.C. Capacity = 240 PLF Seismic Resisting Moment: DLRs:=(0.6-0.2•SDs) -Total-- =613 lbf •ft 2 Net Uplift: uw:= OTMyI,—DLRN, =439 lbf 15 OTMs — DLRs U = 408 lbf s 15 f U:= max (Uw, Us) = 439 lbf NO HOLDOWN REQUIRED 20 of 23 121 5 4SEMENT FLOOR PLAN /4 V o- SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE: 07-17-2013122 PROJECT: New Residence for Tien Le CHECKED: EAB DATE: 07-20-2013 Basement Walls Basement Wall Line A: Total Wall Length: Lab:= (4.5 + 4.5 + 4 + 4) • ft Plate Height: Hw := 9 • f t Wind Tributary Width: TW := 22 • f t • 0.5 Total Wind Force: Vab:=p.-L,-Hb+ps,• (TW—L,) •Hb+Va=4183 lbf Shear Wall Type P1-3 Wind Shear: vab := Vab = 246 plf 8d Nails @ 3" O.C. Lab Capacity= 630 PLF Seismic Base Shear: EAb:=EE,•.68+EE2.0.48+EE3.0.25=5400 lbf Seismic Force: Eab := EAb = 318 plf Lab Shear Wall Type P1-3 Check Aspect Ratio: Eab:= F'ab =357 plf 8d Nails @ 3" O.C. 2' 4• f t � Capacity = 455 PLF Hw Check wall section: lab := 4 f t Dead load resisting: Roof :=16 • psf • 2.5 • f t • lab =160 lbf Wall :=10 • psf • H. • lab = 360 lbf Floor:=12•psf •7.5 ft•lab =360 lbf Total := Roof + Wall +Floor = 880 lbf Wind Overturning: OTMW:=vab•lab •H,,=8859 lbf -ft Seismic Overturning: OTMS:=Eab • lab • Hw =11436 lbf • f t Wind Resisting Moment: DLRW:=0.6-Total . lab =1056 lbf • ft 2 Seismic Resisting Moment: DLRS:= (0.6-0.2 •SDS) • Total . lab =703 lbf • ft 2 Net Uplift: uw:= OTM�y—DLRN, =1951 lbf lab OTMS — DLRS U_ 2683 lb = S lab f Use Simpson U:=max (Uw, US) =2683 lbf STHD10RJ Holdown 21 of 23 SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474-9449 JOB: 16168 DESIGNED: SMA DATE: 07-17-2013123 PROJECT: New Residence for Tien Le CHECKED: EAB DATE: 07-20-2013 Basement Wall Line 1: Total Wall Length: L1b:=(5+4.5)•ft Plate Height: H.:= 8 • f t Wind Tributary Width: TW := 20 • f t • 0.5 Total Wind Force: Vlb:=psa'Le•Hb+psi• (TW-Q •Hb+V1=4540 lbf Shear Wall Type P1-4 Wind Shear: vlb:= Vlb =478 plf 8d Nails @ 4" O.C. Llb Capacity-- 495 PLF Seismic Base Shear: Elb :_ (EEl • .34 +EE2.0.39 +EE3.0.5) 0.5 = 2819 lbf Seismic Force: Elba= E1b =297 plf Shear Wall Type P1-4 Llb 8d Nails @ 4" O.C. Capacity = 350 PLF Check wall section: llb := 4.5 • f t Dead load resisting: Roof :=16 • psf • 9.5 • f t • lib = 684 lbf Wall:=10•psf •H.-llb•3=1080 lbf Floor:=12•psf •7.5•ft•l1b•2=810 lbf Total:=Roof + Wall + Floor = 2574 lbf Wind Overturning: OTMW:= vlb • lb • H,,,= 21027 lbf • f t Seismic Overturning: OTMS:=Elb • lb • H,,, =13057 lbf • f t Wind Resisting Moment: DLRw:=0.6-Total . llb =3475 lbf • ft 2 Seismic Resisting Moment: DLRS:= (0.6-0.2 •SDS) -Total. 11b =2312 lbf • ft 2 Net Uplift: UW:= OTMw—DLRw =3900 Of llb OTMS — DLRS — us := llb = 2388 lbf U:= max (Uw, US) = 3900 lbf Use Simpson HDU5 Holdown 22 of 23 �.� t ►y 1 !1+ t ..l i' .• �ti. 'fit;.'.. t r. ' •'�aY t >'�. ,. � , ' .r +rr "• ill •t r �`, ► 5 . t ' � i .: i$�••jj a r. , . ................IY'Iil� rt• a '� � � 'ASV. V ��. Ile WA R r :. pry•. 7 ' li ,Y r 1 r >~ .yJ �i• ���{p� Tlt � r� -F� , r ref P I . �S a.� . . �,. . �' R'a • T'Y .,tM p�+ t �.,.,�+t ..+ A _ {r 1 fly •t)•:fiaMl + �R i ~ yE1� ..y�y�'`• ��^, � P•}k��,�i ,:.�1'�►� �.va �, yj, v�.! .li �yy �'���h�;+y,���a r ... '4' V�,"' I ai��pjj';i°t''7`�I°(j�' �T`'r9f ,) �. A dd�'•',�, �qh.7 ,�lpY.'l,•s�: -M �{,I _, 1 % 1LA; .yV ,.•••' '••:QcS'y CITY OF TUKWILA 0 •;' DEPARTMENT OF COMMUNITY DEVELOPMENT BUILDING DIVISION/CODE ENFORCEMENT Q : i ceq 6300 Southcenter Blvd., Suite 100 �y1 r Tukwila, WA 98188 ' Tel: (206)431-3670 1908 1 Request for Action #: NOTICE & ORDER All persons engaged -in doing or causing work to be done are hereby ordered to forthwith STOP WORK, pertaining to construction, alterations or repairs on these premises. Chapter 16.04,Tukwila Municipal Code. Located at: VIOLATION: Lac k. 01 >"oS(o� (0'4W fi+i C'4 c f'Gj) 'ac idt ' CORRECTIVE ACTION REQUIRED: ❑ Apply for a building permit within 15 days of this notice. ❑ Remove illegal construction within 15 days of this notice & call for re -inspection. ❑ Discontinue use of structure or portion thereof ❑ Vacate building and secure against entry. Other n t- 1r15G�L�t�•'� Ql-� G r POSTED on • ' 200—Time• 3 U Q A • BY !r)Q i 1 'P _ �S f i-kke CODE OFFICIAL DO NOT REMOVE THIS NOTICE WARMING: It is unlawful to remove this notice. Failure to comply with the requirements of this order or to cease activity shall subject the offender to a Civil Infraction Citation. Each civil infraction shall carry with it a monetary penalty of $100.00 for the first violation, $175.00 for a second violation of the same nature or a continuing violation, and $250.00 for a third or subsequent violation of the same nature or a continuing violation. Chapter 8.45 Tukwila Municipal Code. 01.2009 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director July 17, 2015 TIEN LE 205 S 112 ST SEATTLE, WA 98168 RE: Correction Letter # 1 COMBOSFR Permit Application Number D15-0157 VUI NGUYEN RESIDENCE - 12450 E MARGINAL WAY S Dear TIEN LE, 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 2406; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. (BUILDING REVIEW NOTES) 1. Provide plans that are to scale, not reduced in size. All engineers drawing sheets and documents shall be provided with wet stamp and wet signature, no copies or electronic stamps. 2. Revise elevations on elevation sheets to be identified as North, East, South and West. In addition the plan sheets numbering indicate for example sheet lof / ?, with the total sheets not shown. Please clarify and provide the number of sheets. 3. The geotechnical report is over 10 years old and shall be required to be re-evaluated and updated to current City of Tukwila and IBC, IRC design standards. The soils report shall be provided by a soils engineer with current wet stamp and signature on the soils report. In addition to other report notes the soils report shall specify footing size, soils preparation for the footings i.e. excavation and structural fill requirements and a recommendation for foundation footing drains. Geotech report shall provide specifications for retaining walls as needed. 4. On the site plan show the footing drain and where the footing drain shall terminate to a point of disbursement as recommended by the Geotech report. 5. Provide an engineered design with details for retaining walls over 4 feet measured from the bottom of the footing with a surcharge. Show location of all exterior retaining walls on the site plan and provide the different height dimensions for the retaining walls as they occur. 6. The plan sheet G1 shows the optional garage on the side including the site plan. Provide clarification as to which plan is to be used or remove that sheet from the set. If the intent is to have the optional garage then all sheets shall be consistent with that plan. 7. Roof plan on sheet 7B a key reference in the master bathroom specifies 3/9 (sheet 9 detail 3). Provide the detail 3 not shown on sheet 9. In addition other reference keys (upper floor master bath) indicate 67/10; there is no sheet 10 provided in the set. Revise detail key references as necessary to refer to the correct page with details to provide clarification. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 9 Fax 206-4.31- 3665 8. On sheet 3 shows a vent detail (1 / 2) which appears to be for crawl space. Since this is slab on grade that would not apply. Indicate where that detail is used for clarification or remove from plan. 9. Show an additional C.O. detector at the other end of the hall close to those bedrooms. Also show one on the main floor by the den and one in the basement hallway. 10. The return air shown blocked out does not appear to line up with the R/A in the wall upstairs and extend to the furnace. Provide clarification. 11. Show on the foundation plan where the foundation shall be stepped and to be consistent with the elevation details. 12. 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) 13. The basement floor R-10 perimeter insulation shall extend upward to provide a thermal break at the perimeter wall and floor. Provide those specifications and detail. Thermal break shall extend up to the mudsill of the wall framing. 14. Provide a cross section of the basement wall showing wall framing, type of insulation with moisture break against the exterior concrete foundation wall. FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • The site plan on sheet C2.0 shows the access drive to be 240 ft. long. Therefore, it is considered to be a fire access road and must be a minimum clear driving width of 20 ft. and be provided with a fire dept. approved turnaround. PLANNING DEPARTMENT: VALERIE LONNEMAN at 206-433-7140 if you have questions regarding these comments. • 1. Include building footprint on sheet C1.0. Demonstrate compliance with updated Geotechnical report recommendations for building setbacks. 2. Due to the presence of steep slopes include tree removal, replacement, and protection plans (Ref. TMC 18.54.130). PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • www.tukwila@tukwilawa.gov Development Guidelines and Design and Construction Standards DATE: July 16, 2015 PROJECT: Vui Nguyen (SFR) at 12450 E. Marginal Way South TL no. 734060-0540 1st Review Comments PLAN REVIEWER: Contact David McPherson at (206) 431-2448, if you have any questions/comments regarding the following comments. David.McPherson@TukwilaWA.gov 1. Design road to be within Public right-of-way and show & label on plan sheet C2.0. Design shall allow for future street widening, curb/gutter, and 5 foot sidewalk. Design for a future street to be 24 feet in width. See red -lined plan sheet C2.0 for reference. 2. Work in Public right-of-way shall be turned over to the City. Prior to the Public Works Final for this permit, Public Works will prepare Bill of Sale, Capital Asset Acquisition Form, and Material List for Owner's signature. Owner shall pay all King County recording fees. 3. Revise plan sheet C2.0 - (1) show and label any pavement cuts within S. 126th Street (2) show and label drainage system for new pavement within 40th Ave. South (3) show and label undergrounding of power from an existing power pole to the proposed house (4) entire road within 40th Ave. South shall be paved per Geotechnical recommendations (not graveled). 6300 Snuth.cen.ter Rnuh vnrd ,Sai.te #70n • Takwiln. Wachinvtnn VIRR • Phnno 206_431-3670 a Fnr 206_431.3665 4. Civil Engineer for this project shall sign and date GEOTECHNICAL NOTE shown on plan sheet C0.0 5. Public Works requires new paved road to be 10 feet in width (min.). Verify required width with Fire Department. 6. Provide revised Drainage Report if impervious surface is greater than 5,000 square feet based on revised road design within 40th Ave. South. 7. Parcels to the East may build in the future and require utilities;, including sanitary sewer, water, storm drainage, and power. Verify with Valley View Sewer District if proposed 6-inch sanitary sewer should be located to serve additional homes. 8. Provide a detailed Engineer's estimate for all Public Works activities including water, sanitary sewer, storm, erosion control, paving, cutting and restoration of pavement, and undergrounding of power. 9. House fire sprinkler system is required. Refer to attached Public Works Details for 1" FIRE /DOMESTIC SERVICE and/or 1" FLOW- THROUGH SYSTEM. 10. Downspout pipes shall be 6-inch. Verify with Geotechnical Engineer if splash blocks and dispersion trenches are allowed. May be able to reduce storm drainage pipe length. 11. Last geotechnical report for this site was by Geo Group Northwest, Inc. dated April 18, 2004. Building Division may require the 2004 report to be updated. 12. Provide a completed Traffic Concurrency Certificate Application for this Building permit prior to Building permit issuance. Test Fee based on one single family residence is $300.00. (see enclosed application) 13. A Transportation Impact Fee applies to this permit. Transportation Impact Fee based on one single family residence in Zone 3 is $1,013.88; due at issuance of this Building Permit. 14. Work within the 40th Ave. South / S. 126th Street Public right-of-way requires a Street Use permit as part of this Building permit. Bonding, insurance, and a Hold Harmless Agreement for work within the Public Right -of - Way are required. 15. Owner shall sign with Notary, a Sensitive Areas Ordinance Hold Harmless Agreement to be prepared by Public Works. Agreement will be recorded at King County, after Mayor signs the document. (Submit signed agreement at least ten (10) days prior to the expected final for this Building permit, as City must have time to process this document). Owner shall pay all King County recording fees. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, — "-' � - �1- Bill Rambo Permit Technician File No. D15-0157 6300 Southcenter Boulevard Suite #100 • Tukwila Washineton 98788 • Phone 206-431-3670 • Fax 206-431-3665 QDCity of Tukwila Department of Community Development 11/2/2017 TIEN LE 205 S 112 ST SEATTLE, WA 98168 RE: Permit No. D15-0157 VUI NGUYEN RESIDENCE 12450 E MARGINAL WAY S Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 12/2/2017. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 12/2/2017, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, C Bill Rambo Permit Technician File No: D15-0157 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 9 Phone 206-431-3670 9 Fax 206-431-3665 City of Tukwila Department of Community Development November 4, 2015 TIEN LE 205 S 112 ST SEATTLE, WA 98168 RE: Application No. D15-0157 VUI NGUYEN RESIDENCE 3850 S 126th St Dear TIEN LE: Jim Hag-gerton, Mavor Jack Pace, Director Permit application D15-0157 for the work proposed at VUI NGUYEN RESIDENCE (3850 S 126th St) has not been issued by the City of Tukwila Permit Center. Per the International Building, Residential, and Mechanical Codes as well as the Uniform Plumbing Code and/or the National Electric Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire 12/25/2015. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is completed for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that your permit is not issued, we do not receive your written request for extension, or your request is denied your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D15-0157 6300 Southcenter Boulevard Suite #100 0 Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director October 26, 2015 TIEN LE 205 S 112 ST SEATTLE, WA 98168 RE: Correction Letter # 2 COMBOSFR Permit Application Number D15-0157 VUI NGUYEN RESIDENCE - 12450 E MARGINAL WAY S Dear TIEN LE, This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING DEPARTMENT: VALERIE LONNEMAN at (206)433-7140 if you have questions regarding these comments. • Due to the presence of steep slopes in the area where the big leaf maple tree is proposed to be removed (SE corner of the lot), tree replacement shall be required. Ref TMC 18.54.130(3) for replacement ratios and requirements. Replacement trees shall be 1 inch caliper, as they will achieve a better establishment on steep slopes. Trees shall be located on the property but not adjacent to house site. They may be disbursed throughout the site. Indicate the size, location, and species of all replacement trees on the site plan. Replacement tree species shall be approved by the City's Urban Ecologist prior to planting. Applicant shall show tree proposed to be removed and replacement trees on the site plan. Include a table with the DBH and species for tree to be removed and replacement trees. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two 2 sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206)431-3655. Sincerely, r Bill Rambo Permit Technician File No. D15-0157 6_30O Snuthcenter Boulevard .Suite #100 9 Tukwila Wnshinotnn 9RI88 • Phnnv 206-431-367n a Fnr 7n6-d3/-aAAi PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0157 DATE: 10/30/15 PROJECT NAME: VUI NGUYEN RESIDENCE SITE ADDRESS: 3850 S 126 ST Original Plan Submittal X Response to Correction Letter # 2 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division ❑ Fire Prevention ❑ Planning Division IN Public Works ❑ Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 11/03/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: DUE DATE: 12/01/15 Approved with Conditions ❑ Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0157 DATE: 09/15/15 PROJECT NAME: VUI NGUYEN RESIDENCE SITE ADDRESS: 12450 E MARGINAL WAY S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: ,tFY AU)C� Building Division brA /ham G v30'1s Public Works PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: W KWO lt�tqN Fire Prevention a Structural ❑ \x Comer Planning Division Permit Coordinator a DATE: 09/17/15 Structural Review Required ❑ DATE: DUE DATE: 10/15/15 Approved ❑ Approved with Conditions ❑ Corrections Required (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0157 DATE: 06/26/15 PROJECT NAME: VUI NGUYEN RESIDENCE SITE ADDRESS: 1240 E MARGINAL WAY S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: [off W �o I Building Division ® Fire Prevention ® Planning Division rm s� `�`� u lic Structural Permit Coordinator PRELIMINARY REVIEW: DATE: 06/30/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 07/28/15 Approved ❑ Approved with Conditions ❑ Corrections Required (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: B1dg;S--Fir Pln PW�— Staff Initials: " V' 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: l o 'g -6 Plan Check/Permit Number: D /.6- y! 5 ❑ Response to Incomplete Letter # Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project vL&; Ni S86o S - / Z Co-t'� Contact Person: I 1 e Vl L, 2 ',N 4k- -4 3q D C0 006,-10' Phone Number: Summary of Revision: -PQ/V - LA rbe o S CP S Co W �--2 n-F o►��yoywQ- PERMIT CENTER Sheet Number(s): VLOItiSZ.. - "Cloud" or highlight all areas of revision including date of revisi Received at the City of Tukwila Permit Center by: Entered in TRAKiT on �(/�� D City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.Tukwi]aWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 10/15 115 Plan Check/Permit Number: D 5 ❑ Response to Incomplete Letter # 3 Response to Correction Letter # / ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: \ t IN Project Address: 't 2 "! 50 L-,A4C1\V-, S Contact Person:Phone Number: Summary of Revision: Sheet Number(s): C 1, U "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 7-�-3 2s . ❑ Entered in TRAKiT on City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206431-3665 Web site: hqp://www.ci.tukwdawa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax., etc. q � Date: (/ 2d 1 Plan ChecWPermit Number: D 15 -015 % ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued f1-GOVED ❑ Revision requested by a City Building Inspector or Plans Examiner rfry OF Tt1KWftA •115. a Project Name: VW Nguyen Residence KRMMCEWO Project Address: ,12450 E Marginal Way S Contact Person: Phone Number:T,-� Summary of Revision: - St,. r, . - 6.0 M.9 as F2 . . v 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 / � '(�C plications orms-appluahons on lineVevision submittal Created: 8-13-2004 Revised: A CYRTIFICATE OF WATER Cif of Tukwila AVAILABILITY Department of Cotttntunity Deve t EIV V, - 6300 Soutitcenter ]Boulevard, Suite 9100 Tukwila, Washington 98188 I JUH c�.015 � Phone: 206-431-3670 �r LY J Web site: http://www.Tukwi]aWA.gov TUKWIl_r' pUBLIC WORKS PERMIT NO.: Part A: To be completed by applicant Site address (attach map and legal description showing hydrant location and size of main): Owner Information Agent/Contact Person I Name: Vli i r1 G v. ,Name: Address: Address: _Phone: Phone: This certificate is for the purposes of: Residential Building Permit . El Preliminary Plat ❑ Short Subdivision ❑ Commercialilndustriai Building Permit ❑ Rezone ❑ Other It Estimated number of service connections and water meter size(s): Vehicular distance from nearest hydrant to the closest point of structure is _ ft, ^ Area is served by (Water Utility District): WATER DISTRICT 125 Owner/Agent Signature Part B: To be completed by water utility district I. The proposed project is within I Li L.,,,_�L 2. ❑� No improvements required. Date 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to tneet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: (Use seporwe sheet ifmore room is needed) 4. Based upon the improvements listed above, water can be provided and will be available at rite site with a flow of 2, 9bO gpm at 20 pFi residual for a duration of 2 hours at a velocity of /_ r _ fps as documented by the attached calculations. 5. Water availability: [?--Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. ❑ System is not capable of providing service to this project. I hereby certify that the above information is true and correct, Agency/phone By 20�-2I/2-gsy7 Date46- ��s P57"CEIVED i JUN 29 2015 A, TLjKVViLA CC5,rtific;7`vite- of Maier Availability PUBLIC WORKS mL Iftfator District 25 The following terms and' conditions apply to the attached Certificate of Availability ("Certificate") This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the. City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. Z The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Applicant's Signature Date �1/ District Representative Date _�? — 17 — 1,5 AP " ��� (� �(��� 3460 S 148th Suite 700 V Seattle, WA 98168 V It !11 Phone: (206) 242-3236 �ltn1 f TU"IlLi- Fax (206) 242-1527 PUBLIC WORKS CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commercial: $100.00 C Certificate of Sewer Availability OR C Certificate of Sewer Non -Availability Part A: (To Be Completed By Applicant ) Purpose of Certificate: YBuilding Permit ❑ Preliminary Plat or PUD Short Division ❑ Rezone ❑ Other Proposed Use: ❑ Commercial j Residential Single Family ❑ Residential Multi -Family ❑ Other (G Applicant's Name r Al Phone Number Property Address 126 Tax Lot Number Legal Description (Attach Map and legal Description if Necessary); Part B: (To be Completed by Sewer Agency) 1 a. A Sewer Service will be provided by side sewer connection only to an existing g « size sewer feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) = feet of sewer trunk or lateral to reach the site; and/or (2) The construction of a collection system on the site and/or (3) Other (describe) 2. Must be completed if 1. b above is checked ( a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR { ; b. The sewer system improvement will require a sewer comprehensive amendment. 3. �¢ a. The proposed project is within the corporate limits of the District, or has been granted Boundary l� Review Board approval for extension of service outside the District. OR (7, a. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following; Permit $ t7 O a. District Connection Charges due prior to connection: GFC: $ E-== SFC: $= Unit: $ F= Total $ (Subject to Change on January 1 st) Either a King County/METRO Capacity Charge, SWSSD or Midway Sewer District Connection Charge may be due upon connection to sewers. b. Easements: ❑ Required ❑ Maybe Required c. Other W ly(f I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from th to of signature By Title Date L�� ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that I have received the Certificate of Sewer Avoilabiliry/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature - _� Date 6 / CITY OF TUKWILA Permit Center/Building Division 206 431-3670 • Department of Community Development Public Works Department • 63oo Southcenter Boulevard, Tukwila, WA 98188 2o6 433-0179 Telephone: (2o6) 431-367o FAX (2o6) 431-3665 Planning Division .: 2o6 431-3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO: ✓ D STATE OF WASHINGTON) ss. COUNTYOFKING ) /J / .,j , states as follows: [please print name] i. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.ogo applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number L, and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. Owner/Owner's Agent* LAURIE A. WERLE NOTARY PUBLIC Signed and sworn to before me this STATE OF WASHINGTON J day of ✓ef�i IICC COMMISSION EXPIRES �"` 2O 5. MAY 28, 2018 146T PUBLIC in and for the State of Washington Residing at A—//2 j , County �/'���,, ���✓/e Name as commissioned: My commission expires: li / 18.27.ogo Exemptions. The registration provisions of this chapter do not apply to: i. An authorized representative of the United States government, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile/manufactured home retail dealer or manufacturer licensed under chapter 46.7o RCW who shall warranty service and repairs under chapter 46.7o RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; io. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; ii. An owner* who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12.* Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; An owner* who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile/manufactured home dealer or manufacturer who subcontracts the installation, set-up, or repair work to actively registered contractors. This exemption only applies to the installation, set-up, or repair of the mobile/manufactured homes that were manufactured or sold by the mobile/manufactured home dealer or manufacturer; 18. An entity who holds a valid electrical contractor's license under chapter 19.28 RCW that employs a certified journeyman electrician, a certified residential specialty electrician, or an electrical trainee meeting the requirements of chapter 19.28. RCW,to perform plumbing work that is incidentally, directly, and immediately appropriate to the like -in -kind replacement of a household appliancebr other small household utilization equipment that requires limited electric power and limited waste and/or water connections. An electrical trainee must be supervised by a certified electrician while performing plumbing work. * Per Washington State Department of Labor and Industries lessee has been interpreted to be equivalent to owner for purposes of exemptions. 9 STANDARD CONSTRUCTION NOTES Prior to starting construction, contact ONE -CALL (1-800-424-5555) or 811 for utility locations. CONTACTS Owner/Developer: Tien Le (206) 778-2655 GENERAL 1. Locations shown for existing utilities are approximate. 2. At least 48 hours before starting project site work, notify the Utilities Inspector at 206-433-0179. 3. Request a Public Works utility inspection at least 24 hours in advance by calling 206-433-0179. 4. The Contractor assumes sole responsibility for worker safety, and damage to structures and improvements resulting from construction operations. 5, The Contractor shall have the permit(s) and conditions, the approved plans, and a current copy of City of Tukwila Development Guidelines and Design and Construction Standards available at the job site. 6. All work shall conform to these approved drawings. Any changes from the approved plans require pre -approval from the owner, the engineer, and the City of Tukwila. 7. All methods and materials shall meet City of Tukwila Development Guidelines and Design and Construction Standards, unless otherwise approved by the Public Works Director. 8. Contractor shall maintain a current set of record drawings on -site. 9. Contractor shall provide record drawings prior to project final approval. 10. Provide traffic control and street maintenance plan for Public Works approval before implementation. 11.All surveying for public facilities shall be done under the direction of a Washington licensed land surveyor. Vertical datum shall be NA VD 1988. Horizontal datum shall be Washington State (grid) Coordinates, North Zone, using NAD 83/91 survey control and tied to any two City of Tukwila Horizontal Control Monuments. For projects within a flood control zone, the Permittee shall provide conversion calculations to NGVD 1929. 12. Replace or relocate all signs damaged or removed due to construction. 13. Retain, replace or restore existing vegetation in rights -of -way, easements, and Access Tracts. CONSTRUCTION 1. All work performed shall be per approved plans and specifications only. The Permittee is required to maintain a set of approved plans, specifications, and associated permits on the job site. Work shall be performed in accordance with all federal, state, and local laws. Permittee shall apply for a Revision for any work not according to the approved plans. 2. Permittee/Contractor shall arrange a preconstruction conference with the City's Inspector(s) prior to beginning any work. 3. Work in Roadways a• All work in roadways shall meet TMC 11 and the following: b. Prior to any activity in City right-of-way, the Permittee shall provide the City a traffic control plan for review and approval. The traffic control plan shall include the location, address and description of traffic flow during the work and shall meet MUTCD requirements. c. All work requiring lane closures must be by permit only. From the third Thursday in November to the following January 2nd, the Director does not allow lane closures in the Tukwila Urban Center. d. Fire, pedestrian, and vehicular access to buildings shall be maintained at all times, except when Permittee has permission from the building owner and the Director to close an access. e. All roadways shall be kept free of dirt and debris using street sweepers. Use of water trucks for cleaning roadways requires preapproval from the Director. f. Install steel plates over any trench, at any time work is stopped and the??gggs trench is left open. GRADING AND EROSION CONTROL NOTES 1. The erosion prevention and sediment control (ESC) measures on the approved plans are minimum requirements. 2. Before beginning any construction activities, establish the clearing limits, install construction entrance, and install erosion prevention and sediment control measures. 3. Before any ground disturbance occurs, all downstream erosion prevention and sediment control measures (ESC) must be constructed and in operation. Install and maintain all ESC measures according to the ESC plan. 4. ESC measures, including all perimeter controls, shall remain in place until final site construction is completed and permanent stabilization is established. 5. From May 1 through September 30, provide temporary and permanent cover measures to protect disturbed areas that will remain unworked for seven days or more. 6. From October 1 through April 30, provide temporary and permanent cover measures to protect disturbed areas that will remain unworked for two days or more. In addition to cover measures, the Contractor shall: a. Protect stockpiles and steep cut and fill slopes if unworked for more than 12 hours. b. Stockpile, on site, enough cover materials to cover all disturbed areas. c. By October 8, seed all areas that will remain unworked during the wet season (October 1 through April 30). Mulch all seeded areas. UTILITY NOTES 1. All trench excavation operations shall meet or exceed all applicable shoring laws for trenches over 4-feet deep. All trench safety systems shall meet WISHA requirements. 2. Power, cable, fiber optics, and telephone lines shall be in a trench with a 5' minimum horizontal separation from other underground utilities. 3. Adjust all manholes, catch basins, and valves in public rights -of -way or easements after asphalt paving. STORM DRAINAGE NOTES 1. All methods and materials shall meet City of Tukwila Development Guidelines and Design and Construction Standards, and the current King County Surface Water Design Manual, unless otherwise approved. 2. Mark all storm drain inlets with "Dump No Waste" and either "Drains to Streams", "Drains to Wetlands", or "Drains to Groundwater", as applicable. 3. Driveway culverts shall be of sufficient length to provide a minimum 3:1 slope from the edge of the driveway to the bottom of the ditch. Culverts shall have beveled end sections that match the side slope. 7. Failure to maintain ESC measures in accordance with the approved maintenance schedule may result in the work being performed at the direction of the Director and assessed as a lien against the property where such facilities are located. 8. During the life of the project, the Permittee shall maintain in good condition and promptly repair, restore, or replace all grade surfaces; walls, drains, dams, structures, vegetation, erosion and sediment control measures, and other protective devices in accordance with approved plans. 9. The Permittee shall monitor the downstream drainage features, and shall, with the Director's approval, remove all sediment deposition resulting from project related work. 10. All work performed shall be per approved plans and specifications only. The Permittee is required to maintain a set of approved plans and specifications and associated permits on the job site. Work shall be performed in accordance with all federal, state, and local laws. 11. As the first order of business, the Permittee shall install erosion prevention and sediment control measures per the ESC and shall install the downstream temporary ESC measures before any site disturbance occurs. Before the temporary measures are removed, install and establish the upstream permanent ESC measures. 12. The Permittee shall at all times protect sensitive areas, their buffers, and adjacent private properties and public rights -of -way or easements from damage during grading operations. The Permittee shall restore, to the standards in effect at the time of the issuance of the permit, sensitive areas, their buffers, and public and private properties and improvements damaged by the Permittee's operations. 13. Permittee shall arrange for and comply with the following: a. Notify the Public Works Department within 48 hours following installation of ESC measures. b. Obtain permission in writing from the Public Works Department prior to modifying the ESC plan. c. Maintain all road drainage systems, storm water drainage systems, control measures and other facilities as identified in the ESC plan. d. Repair any siltation or erosion damages to adjoining properties and drainage facilities. e. Inspect according to the approved ESC inspection schedule and make needed repairs immediately. GUIDE TO MULCH MATERIALS, RATES AND USE MULCH QUALITY STANDARDS APPLIC. APPLICANT DEPTH OF APPLICATION REMARKS MATERIAL ACTION - ION / /1000 ACRE SF GRAVEL, SLAG, WASHED, 3/4"- 1-1/2" SIZE 9 CU YDS 3 INCHES FOR SHORT SLOPES AND AROUND WOODY PLANTS & OR CRUSHED ORNAMENTALS, USE WHERE SUBJECT TO FOOT TRAFFIC. STONE APPROX. 2000 LBS/CU YD HAY OR STRAW AIR DRIED, FREE FROM UNWANTED 75-100 1-1/2 TO 2- MINIMUM OF 2 IN. DEPTH; USE WHERE THE MULCHING EFFECT IS TO BE SEEDS & COARSE MATERIAL LBS. OR 1/2 TONS OR GREATER ON STEEP AREAS OR MAINTAINED FOR LESS THAN 3 MONTHS. ANCHOR BY 2 -3 BALES 90-120 NEAR PROTECTED AREAS) CRIMPING, COVERING WITH NETTING, SPRAYING WITH BALES TACKIFIER AND/OR KEPT MOIST. PLASTIC MINIMUM 6-MIL THICKNESS ANCHOR WITH SANDBAGS OR TIRES ON 10-FOOT GRID IN SHEETING ALL DIRECTIONS. OVERLAP EDGES. JUTE MAT, N/A N/A USE ON SLOPES GREATER THAN 2:1 IN ADDITION TO WOVEN STRAW HYDROSEED OR WOOD FIBER WITH TACKIFIER BLANKET? SYNTHETIC FIBER BLANKET WOOD FIBER DYED GREEN SHOULD NOT 25 - 30 1000 -1500 IF USED ON CRITICAL AREAS, OR STEEP SLOPES, DOUBLE CELLULOSE CONTAIN GROWTH INHIBITING LBS. LBS. THE NORMAL APPLICATION RATE. APPLY (PARTIALLY FACTORS. W/HYDROMULCHER. NO TROWN REQUIRED. DIGESTED WOOD FIBERS) WOOD FIBER 1.25 USE 90 GAL/ACRE TACKIFIER FOR SLOPES LESS THAN APPLIED WITH TONS PER 2:1; 120 GAL/ACRE FOR STEEPER THAN 2:1. HYDROSEEDING ACRE; OR ALONE BARK CHIPS MINIMUM OF 2 IN. DEPTH DO NOT USE ON SLOPES STEEPER THAN 6% WOOD CHIPS TREAT WITH 12 LBS. NITROGEN MINIMUM OF 2 IN. DEPTH DO NOT USE ON SLOPES STEEPER THAN 15% (HOG FUEL) FERTILIZER PER TON HYDROSEED USE MIX RECOMMENDED IN USE DOT SLOPE MIX FOR STEEP SLOPES. STATE STORMWATER MANUAL OR KING COUNTY SURFACE WATER DRAINAGE MANUAL. ALL MULCHES WILL PROVIDE SOME DEGREE OF (1) EROSION CONTROL, (2) MOISTURE CONSERVATION, (30 WEED CONTROL, AND (4) REDUCTION OF SOIL CRUSTING VERTICAL DATUM ASSUMED. BENCHMARK TOP CENTER BOLT OF FIRE HYDRANT, S 20' E 41't FROM SE CORNER OF PROPERTY, EL=303.39 FEET. SITE INFORMATION: ADDRESS: 12520 E. MARGINAL WAY S. TOTAL AREA = 2.26 f ACRES t$9E iQ 11Bth at ( �� ut u) ' € & S 113th St j € d, F t "t3€ " s s# 'i! r8 •" 117th P 1,iffi43MCAtJ K }, 'v 1i I E Pa 33F '. ^ f { ... F f �F i•l� 3 I' �/i i 1S 12ath StRs' S yypp 120th ram( t7 ,S Co00 jr1 ' TU KWI LA } z, , 7`�� _ cn u,All�ntoavii C cv to atdl } { �.V td'1tf. �Pi [ F� is il�� •.(�'. -�, t � ( i } S iieth St O� F z ;, m S 130thPt °a ` �t Riverton _ �s• d; � S` ; z t S s1341h �c ' F ' ,1 ;73re _ ©1000 St is 130th Si 02=YahnorIne ;H t 3005_NAVTE�1 ` These plans have been reviewed by the Public 71orks Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these - drawings after this date will void this acceptance = and will require a resubmittal of revised drawings for subsequent approval Final acceptance is subject to field inspection by the Public Works utilities inspector. _ Date: - By. CONSTRUCTION SEQUENCE 1. BEFORE ANY WORK BEGINS, CONTACT CITY OF TUKWILA TO SCHEDULE A PRECONSTRUCTION MEETING. 2. FLAG OR FENCE CLEARING LIMITS. 3. POST SIGN WITH NAME AND PHONE NUMBER OF TESC SUPERVISOR. 4. GRADE AND INSTALL CONSTRUCTION ENTRANCE(S). 5. INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, ETC.). 6. CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, ETC.) SIMULTANEOUSLY WITH CLEARING AND GRADING FOR PROJECT DEVELOPMENT. 7. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH CITY STANDARDS AND MANUFACTURER'S RECOMMENDATIONS. 8. RELOCATE EROSION CONTROL MEASURES OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE THE EROSION AND SEDIMENT CONTROL IS ALWAYS IN ACCORDANCE WITH THE CITY TESC MINIMUM REQUIREMENTS. 9. UPON COMPLETION OF THE FINAL DRAINAGE SYSTEM, ALL DISTURBED AREAS MUST BE STABILIZED AND BMPS REMOVED IF APPROPRIATE. REVISIONS I No chanc-Ss �t1�,►.i bl M-'de, to ttlp SCOpe of v!,,y k wifhr:.t poor approval of l ,visian. f,1C;F:t'Viit n r- p^n submittal rc ' it , :up aC:Ifion�:i F;I� n r� . �.� i 1G Ii"� VICINITY MAP N TS ❑ C;�R��3�:w,�iCal 1f❑ F'l�;rl}hin� FILE- COPY Permit No. - 01 �__ Plan review aDproval is subject to errors and orn!ss ons. Approval n¢ wnstruction documents does riot >auisio ize the violation of a.ny adopted r odo or ordina; ;ok:.. Receirjt of approved Field Copy and conditions L2 at_,%n NIr4dUed: ell EU1Lys►i'c34 DiWSION GEOTECHNICAL NOTE I, Choomeng Chin, the civil engineer, reviewed the geotechnical report, titled Geotechnical Report, Victor Lee Shortpplat Subdivision prepared by Geo Group Northwest, Inc. and dated August 3, 2015. 1 understand the report's recommendations, I explained to the Owner the risks due to slides and I incorporated the recommendations into the design. I established measures to reduce potential risk of injuryor damage that might be caused by any earth movement predicted, in. the report. Signature: QfoI f' REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 6 2015 rAQ �� City of Tukwila BUILDING DIVISION CORREC ION LTR# RECEIVED CITY OF T UKV11l .t SEP 15 2015 PERMIT CENTER Li W co O 00 �z>Mco W=QQV- W U O z0� I z W d- :D W :E > _J (D _J j �OcoLd • • LO r- E- u7 < N LI U Z LI L C �- U O L z z � Q J Q 0- n,*, L J L1J �- Q z V LI r-) CD w L V) 0 U O ry •• W U W 0 ry n FILE N0: 0602C .DWG SHEET C060 ,.r ,X250.34 .03 \ -5-3. 3 _ 22. 5 251.47 - - ` co ' I� ov (00 \ 25 .41X•- .-8IN N 257 78 I If 25 .24 _ 252.51 \ x - cn co X\2•71 UN QO cn vn c� `-5/4.89 \ CATCH BhSW RIM--=25,F89 8" CMP N. = 251.47 8" CMP s-A 251.51 12" CONC. W.- 251.19 VA SOUTH 126TH STREET 9 5 _85.4, 0 0 CA � 0 co N N cV Cif `-> - \ � 3 0.43IJA `� 0 r 0 X 10.83 2 71.91 X 82.76 ' 96. 4 X28 .99 1,9 .21 _�- 73 2 X 79.16 2 0.85 0.i (51 N� _99. c, r0 9 g cA 1' 0 (-0 \\ 2 2 � v \�. 3� \ r, \ Lill" 356 N OTES: 7 4 �o\ \ �__._._3541. SEE SHEET C0.0 FOR TEMPORARY EROSION CONTROL GENERAL NOTES. 0- 32 50 2. PROPOSED CATCH BASINS SHALL BE PROTECTED BY PLACING AN INSERT AFTER INSTALLATION. 33.1 I �i C) .9 ' 5. 3 cs _ _ N - 44 U, \ i --� � LOT 1 3.1 LEGEND: 1 27 3I �,, I ` 34 . J45.41 1.23 2 .40 *34 2 9 1 ENVIRODRA NCB INSERTS (STREAM OR EQUIVALENT. D, EMCON cp 8� S89°17'50"E 175.59 28. I 32A �9 r TEMPORARY 2 I W ( __________._____ } � CONSTRUCTION EXIT 1 �' 33 �7.98 -x x SILT FENCE/CLEARING LIMITS 33 .7C 22 1 I , , 1- - - - - - - - - CLEARING LIMITS A 19, � a 1 j N LOT 2 N i� a v- to co } \ 3 2i31 \ 2 7�1-1, 3 7 30, 56 1-3 ICP >022.9 ---------------------- .19 In I' i 110.00' X 80. 0 N caCNI 1 _.....__..._..__..._.-^ --_. 1 _......._-__.____ 282. 33 I X .). 3 = 308. 8 X31 ' 7_.77. a -- ? 9 4 X3 4.76 3 3' 34266 LOT 3 0 7 .37 314.15 r� 1 co -' + r _ - _- _ 0 uI d i (fl + + + + + + ---' V r 3 1.13� + i + + + + h h ` "N 1 $ 4 + + + __..___.__._ _._.__..... 2 o X i X306.53 + + + + + + --- ___ +++ ++++++++ + - - ---- -- 00-, cp ;�313.041 .5 110.00' ++ h a t h t-------..--- -- 9. 9 3 2 .... + + + + + + + - - -= � 7.96 + + + + + + + + + - X295.40 + + + + + �- t �� - "� ��'1 �"lf+�tLL.S + + + + + + _-.__ _ --- ` a + + h + + 3 8.7 3`�j -_ + + t.. A t + t" - _ .._.-.. � 3fl 6 2 � + + + + + + + + -- co `° N + + + + + + + 316t6 �r� N co 8 .6 tv c.0 + + + + + + LOT 4 + + + + + + + + X 310. 2' _ i \ v� �s�rz� c°�'r` G'1'i v) + -- 2 03 I X 31 12 Go co LEGEND:' FOUND MONUMENT AS DESCRIBED o SET 112" REBAR W/ CAP "40016/18898" A SET LEAD AND TACK AS DESCRIBED UTILITY POLE GUY ANCHOR GAS METER FIRE 1-IYDRANT WATER VALVE SIGN ® CATCH BASIN SEWER MANHOLE UNKNOWN MANHOLE -- GAS LINE PAINT t DECIDUOUS TREE -- + + + + + h t t -- --- _z. + + + + + + 7 � , ' ' + + � + + + -t- + + + I ' S D�-I I �IQo�-T.'�"�r- Q �e*� + + + + + + + + + + + + + + _h + + + + + + _ , 0 + + + + + + + + (� t t + t h -- - h + + + r h t 31 �1t.9 1 i�rlri' bet�t.�Po �� � .� _ X296.3 + + + + + + rj�°� ejc-,r,4(•- W 4-C-ti Pry ,rCW 7,1 + + + + + + + 7.8 Na+ + + + + 1 - .+.+ + + + + + + + � 4X316.0 A4pi. c. *r �/ + + + + + + + ih ��� + -- + ++ + . 14.67Xh2t7 2h + + t + + + + . + + + + + 57 r8++0 X� crrc,T�ft 4 + �5.86 + + + + + + ++ + + 3 _f -- + h t. 8 --------G�- + ++ + + + + + +++ +++ 305.:+�r�i �i✓"t.-" -. �MN"-�N8- •iS+ + + X280.6 X 85.33 + + '309.42 09.3 3 1'- + +++ +X 86.96 54 0. 77t + +3 + ++ + + + + + 31"0.56 X310.98 •+2t + + r + h h A. A. + + t - - � � "2+� +�5r _t. + + + X 3 0 9.19 0 �j A % 3 0 � 0 9. 9 � i__-- + + + + + + + + + + + + + + + + + 1 SLOPE CATEGORY + + + + + + 294 + + + 1 i X1 313.53 LEGEND: ` + + + + + + h + r + L E G..�.1�T�D . + + + + i - - + + + + + I + + 1 + h + + + + + "t- ..h I + h + + + + + + + + + + + + + I 130V7 1 1 + + + + + + + r 3 i + + + + + + + + + X .9 14'+++++ I Iw i + + + h t + + + + I ��9 4 1 gX306. 30d.4 5 i LOT 6 +2618.41 + + + + + + + 1 1 + t, + + + + + + + + + + 3020 _ 1 1 1 0%--15% SLOPES (13,549± SQ. FT.) 5 + + + + + + t +h 4- �\ 28 + . + 2 t 415 + r ++++ +r h+ + + +276 52 + + + ++ + + + + + Ol + +X 89 + + + + + + w 1 r 06\\ t 1 I 7.61 + + h� 3 , -t h + a + t + \ 0 1 + + + + + -t- + + + + + + + + + + + + + + +++ ++++++++++ 1 X 951g 303.9 1 308.09X309.14 'a r180+ - + + + + + + + 1 05 306,1171 - 1 5,.88 + + + + + + + + + + + + + 2 .4 + + + + + + + + + + + + + + + + ++ 1 ' i 1 + + + + + + ... + + + + + + i7.94 0. 9 + + t ++ + 71r'97++++++++ + t r+ + h+� +++ + t I 30b.15 + + + + + + + r+++++++++ �!h 28 65 297.75 1 3 1 6h � -r + r + + + 278 -23 I 3.5p X3 .65 i 1 v 4- 4. {- h + d- + + + i i + + 260.0 ++i + + + + + + + + + + I 1 1 1 �s a 9.34 2 9.09 7 + + + + + + + + + + + + + + + _ _ _ + + + + 302.4 1 + + + + + + + + 15%-20% SLOPES (13,598± SQ. FT.) APPROVED SEP 3 0 2015 City oi Tukwila KIBL.IC Works �mREV'EVVED FOR CODE COMPLIANCE APPROVED mnt i 0 6 2015 GREATER THAN 40% SLD ES (11, 236± SQ. FT.) City of Tukwila 258.26 r + ( SUIL ING DIVISION` 5 72 6 3. 2 +1 ++ + t+ t -T TACK i 1 N� K i I � 3p� 26?_.18 71. 6 +co+ + r + + + 0 O0.09 ,t1, �v + + +�'+ + + N. c� C„ DI NOTE: UNHATCHED AREAS ARE 20%-40� SLOPE W W cp _ - + W114 N.W W \\ X300. - W W (60,279± SQ. FT.} C!T`r' O Y;�I:VIiILA kC 2 71,71 \ 761MIT OOF CL RING \ } 5 8---- FOUND CONCRETE MONUMENT u X258. %61'�,1 �rn U U 1 n l 0 1 -[-1 k�) 1 1-� .1 . 0, 4 -v �, 298, W/ 3" BRASS DISK IN CASE s' 8.14 N HELD PER REPLA 0 TRACT 34, RIVERSIDE INTERUR A TRACTS, IN VOLUME 15, PG. 49, RECORDS OF KING COUNTY,W CATCH BASIN RIM=257.84 I AS - ,A 8" CMP N. = 255.72 8" CMP S. = 2.54.89 12" CONC. = 254.56 3 00.91 ss. --- SSMH RIM = 299.30 8" PVC E. = 2. 90. 30 8" PVC S.= 290.20 X0.00 SITE BENCHMARK ELEVATION= 303.39 U.S. FEET ss - OE,NG C O oFwsk � x 3 84 �4 �`ss'1 NAL E��ti LLJ W O 0-�0 z��0 Ld < < LLJ � 0 z0 1 zw"tD� L,J:2 -> - 0-1Lc) 0 , -i N > = co L.Lj d- UULf)M • • � I- U-) Q (N W U z z W Q I U) W U Z J LIJ I. u 1--. Q V) LL- 0 W cw � O 0 z n U� •• W W 0 ry n FILE N 0: 0602C .DWG SHEET Cleo WIRE MESH FENCE WITH I WIRE MESH FENCE WITH FILTER FABRIC MATERIAL. 2 �1 MAXIMUM NO FILL WITHIN NEWLY GRADED OR 4 FT. OF FENCE. DISTURBED SLOPE. 24 IN ' _6 FT. MAXIMUM --I BURY BOTTOM OF FILTER FABRIC MATERIAL IN 12 IN, X 8 IN. TRENCH. ELEVATION NOTES: 1. FENCE SHALL NOT BE INSTALLED ON SLOPES STEEPER THAN 2': 1. 2. JOINTS IN FILTER FABRIC SHALL BE OVERLAPPED 6 INCHES AT POST. 3. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO WIRE FENCE. 4. REMOVE SEDIMENT WHEN IT REACHES 1/3 FENCE HEIGHT. REINFORCED SILT FENCE N.T.S. 2 X 2 WOOD POST, STEEL POST, OR EQUIVALENT. / 4 FT 12 IN. laQ\\�� ��/\ 24 IN. BURY BOTTOM OF FILTER I I I 1 FABRIC MATERIAL WITH EXCAVATED MATERIAL 8 IN. TYPICAL CROSS SECTION BURY SHEETING IN 4 IN. X 6 IN. TRENCH A MINIMUM OF 8 FT. SETBACK FROM TOP OF SLOPE. BACKFILL WITH WASHED ROCK. 10 FT. MAXIMUM ANCHOR WEIGHTS WITH STAKES I CONVEY RUNOFF TO APPROVED LOCATION. 10 FT. MAXIMUM 3 FT.\MIN TOE IN SHEETING IN 4 IN. X 6 IN. TRENCH A MINIMUM OF 3 FT. SETBACK FROM BOTTOM CONVEY RUNOFF TO OF SLOPE. BACKFILL WITH WASHED ROCK. APPROVED LOCATION. PROVIDE ENERGY DISSIPATION Nr)TFC• AT TOE WHEN NEEDED. 1. TIRES, SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SHEETING. 2. SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12 IN. AND BE WEIGHTED OR TAPED. 3. PLASTIC SHEETING SHALL HAVE A MINIMUM THICKNESS OF 6 MIL. 4. DUE TO RAPID RUNOFF CAUSED BY PLASTIC SHEETING, THIS METHOD SHALL NOT BE USED UPSLOPE OF AREAS THAT MIGHT BE ADVERSELY IMPACTED BY CONCENTRATED RUNOFF. 5. CONSTRUCT BERM OR SWALE AT TOP OF SLOPE AS DIRECTED BY THE CLEARING AND GRADING INSPECTOR. 6. CONSTRUCT DITCH AT BASE OF SLOPE AS REQUIRED BY CITY CLEARING AND GRADING INSPECTOR. DISCHARGE TO APPROVED LOCATION. PLASTIC COVERING FOR SLOPES AND STOCKPILES N.T.S. ADAPTOR SKIRT — TRIM TO WITHIN 3" - 5" OF GRATE GEOTEXTILE FABRIC 8 IN. MINIMUM GEOTEXTILE DRIVEWAY RAMP OR PAVED SURFACE 50 FT. MINIMUM OR TO GARAGE WHICHEVER IS SHORTER. o-aU GRIOUND STING 18 FT. MINIMUM PAVED DRIVING SURFACE CULVERT AS REQUIRED PAVED DRIVING SURFACE GEOTEXTILE BENEATH QUARRY SPALLS U 2 IN. TO 4 IN. QUARRY SPALLS 25 FT. RADIUS NOTES: PLAN 1. PAD SHALL BE REMOVED AND REPLACED WHEN SOIL IS EVIDENT ON THE SURFACE OF THE PAD OR AS DIRECTED BY THE CITY CLEARING AND GRADING INSPECTOR. 2. PAD SHALL BE INSTALLED IN PLANTING STRIP AS APPROPRIATE. 3. PAD THICKNESS SHALL BE INCREASED IF SOIL CONDITIONS DICTATE AND/OR PER THE DIRECTION OF THE CITY CLEARING AND GRADING INSPECTOR. 4. MINIMUM DIMENSIONS MAY BE MODIFIED AS REQUIRED BY SITE CONDITIONS UPON APPROVAL OF THE CITY CLEARING AND GRADING INSPECTOR. TEMPORARY CONSTRUCTION EXIT SINGLE FAMILY N.T.S. RETRIEVAL STRAP OVERFLOW BYPASS FOR PEAK STORM VOLUMES SEDIMENT ACCUMULATION NOTES 1. INSERT SHALL BE INSTALLED PRIOR TO CLEARING AND GRADING ACTIVITY, OR UPON PLACEMENT OF A NEW CATCH BASIN. 2. SEDIMENT SHALL BE REMOVED FROM THE UNIT WHEN IT BECOMES HALF FULL . 3. SEDIMENT REMOVAL SHALL BE ACCOMPLISHED BY REMOVING THE INSERT, EMPTYING, AND RE-INSERTING IT INTO THE CATCH BASIN. CATCH BASIN INLET PROTECTION INSERT NTS APPROVED SEP 3 0 2015 (;ity of Tukwila PUBLIC Works Ot4)0.Y\ REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 6 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF T UI• Wi?_A SEP 15 2015 PERMIT CENTER �-30 SIONAL l�l � • • � �Lb Q N C) d- W U z U W -J fn� Q V J W L1.J z n U LL CJ) Q Ld 0 � Lv W 0 U 0 z N_ r—n v / F W U � Lv 7 0 ry FILE N 0: 0602C .DWG cv2TI I evI \ \ 5.3 \ 'Q gx t _ `5 8 P N N N N N 5 - 25 .33AI 8 = 5 �- \ 79.26 \ N J \43 X 3 �.�.6, 44 �' \ I L0l 1 2.5 - N \ 3V}.1 27 i ��5.410 I 34 2 1.23 c 251.47 l10.8E 2© 0 �` X 82.76 2 .40 I \ Co EO 6. 4 2 9 .89 t � 25 .41 X 8 � cti � 28. I 32 9 I S89°17'SD"E 175.59' 2�. I \,----------------------------------- - - - - -, - 25778 �S r �.`�•fi'�0 \ 6' i 110.00' ' 65.59' I \28 .99 - 19 3 4. 8 � - � �- 33 7.98 1 21?_.21 ' \ 7\2 X 79.16 22. 1 ' 2 0.85 I I ' 25` .24 0.8 4 ��1 19. , \, �' 1 - I t ?_52..51 \, N 99. 0:..0. - ' \� w , o I od L07 ?_ o � 2'9.2 8 \ a cQ �� coo. N � I o X 9 0` \ �� 270.14 �, 9 �, \ �o t \3 2�3`�I , I c� 61.09 \ c� 9.''� ��) X, 5 3 r7 xl 1 �U� i i o7 0 \` \, \ `\ - 9 �,78 \ \ 2 7� \,�d 536 \/7A0. 56 i LOT 12 U' X2 5. 69. 7 \�Cp � � � ��� 2 - � j�22L.________ ' ,-- 2-88 4. .. X .9 1 i �II 110.00' SRURB�N TR� 11_., _655x 80. 0 VER; � . �13 J 1 I \, X . 7 N� �a 84.0 ` 308. 8 X315. 11 I i A-� � ��\ \ C� 1 CJ .� � a 2 7 7. 312.16 .�,, - 1 \�2 0..7 9 4 i\:5.4.76 X 32 66 L01 3 0-_----__ 27 .37 \314.15 `�' 3 4� o I - - -__ _-- - - - - -- c� , 102.47 " 015 90.40 `�' \270.88 1 t \ 62,72 �' 77.85 \2 8. 5 3185.41 1 � \ 266.�9 ` \ \ 3 1.13 I I \ \ ' 269.84 2 \ c a \310. - - I 4.89 � o > I _ _ _ X306.53 76.60 7 .2 ��' o ( 't� Z ' 3 ' ---------- -- - - -- ;------ �' 313.04 �d•5 110.00_- -� -- - - , 299\ � 3 2 CATCH C3 SIN X \295.40 \ co 7.96 RIM =25 .89 \ \ �- t X30 .62 3 8.73-f, ' 3 7.0 \-' i co 8 " CMP N. - 251.47 co \ �Q 31 i 6 I 8" CMP S. 251.51 X 4.44 X27 53 N N 8 .6 \ IX310.2 , C]` l LOT 4 I CS -- 12 " CONC. = 251.19 1 \ o �, 4- \31 .12- , 15.5 0 1 1 I I I u, 2 g. 70 2 71. 8 2 9 6.31 X 1 31 Lir. 92`-s��- �( 5. �i -0 X268. 8 X I , i N �\ X276.9 277.8 X300.1 ; 3 316.0 X27 \52 � 7309.75 A309.75 1116 14.677 27757 0 - - - X�---N--M .1 X3 8-_ \\15.86 X85.33 G 0.48 X280.6 299.77 pp 00�IN 309.42 09.3 LU - ----- I N89 II 17 50 W 249.34G X27.80 77.7 XLEN312-\311.6065.16 .54 .26\275,99 S REA ER(TYP.) 0.56 X310.982 <2 i , I 0 �_ ��� X30 C.O. TO GRADE 3„�'' �90 3� 09.9�i i 2 I I INV=305.0 266.17 X267.0256.93 i<294. 2 I i \ 11 \13.53 X 6 5 77.36 1 30 I I .89 F.F.=30 L. =296 � 1 ' � 61 LF 5" PV ®7 �% 1 i I 1 r ' 265.64- o'm - I TW: 0 .a 9 .1430 87 \ � � 15' BW:29' . � I I I c� G \306. 3.4 � 264.62 268-1 2C 2q9 1 .4 I c� , 3 5 ; LOT 6 ; LOT 7 \��d� LOT 8 5 _98 79. 2 Tw:2 s.o 2i` 8.21 I j��. • 3 80 I ' 15 i 1 \P \\� G. r...`�-. �9 r X276 52 BW:2 9.0 8, 1_ ' F..-30 I 1.5 Q �1 F. \ Q 1 _ \ uu 6 7.02 7 5' HIGH MAX. 264.9` - X1 ).89 \}257.61 \271.35 B OCK W LL (TY .) I ;i G t 2 , " `SJ v 6 .80 I �, 308.09 X �09.1 O ARD D N i :296.0 i \ ?"- 5 , . 88 I.6 11 �, ` w IM oHo' . �}� I BW:288.5 �.:r. ;. c: ��INV= 00.0 F, 6 " P% I Di8J3%BACK LI:m.0. 9 \271.O1 Tw03i G7 r _ 1. 0 .1 5 - . 26 53 ?78 2-5 0 �� � X3M.65 260.0�") 28LF. 6" Pvc ss I 3a �> ... r 2 9.09 X 75.1 2% \\ <;' 12' �L ASPHALT I i ��. 1 2 9.3\26 8>/ i\� 2•4. '`\ DRIVEWAY W/ THICKEN �SZZ�. ` > 173.64' RIM E4=302.5f f" GAGE GUTTER _ -- --- - - - - -- -----______ -_____ X258.26 X 5 7. IE=2931± _ _ _ 16 3 .... 2 ' Tk29:" .11 WATER y G TACK \I A R K �` A�1D ME ER��-.,,,ICE ~ `• � °{y� \ 2 2.18 71. 6 \ t^CP BW:29 .0 - •296. F `. U . 300.09 _. W , _._� -- W 5� L �3 _ -BEGi .yWA AL , c) 6 " D I ti> X27 37 .F. PVC SS TW:30 .0 02• CS S W \300. W - W W - - - W 271.71 _ _ 2SOUTH STR_ D' LCgD.) W:298.0 SD WAL w>9�\��, 20R 4 _� _ _ _ _ 58. 3.0 e� i`�a c,7 S89°1 " CEO. IIM29 - ...a A i �\30U.91 - - _ --� r� EL=2999f \) C' \ - SS �� - - SS - 5S - SS - SS -.88 __� N 1 E`L 91. 85 0 0 9 t . 9�j N C� c5) 6NECT TOE,., "ST. SS 2 7. 4- \� � � - - �- ,_ _� -.� �C� � �s�.` 2 �-5 (IE=290.20 ._---� FOUND CONCRETE MONUMENT X258. -- 61.c�1 rn S 12 � _ S � [/ 6) 2� �-:::_:_ __ W/ 3 BRASS DISK IN CASE 0) �� � _ 98. � � �r�...-- 0a� - � - ,--_ -- ---- POWER & 8.1 HEI-D PER REPI../17 Of 7-RAC7 341 - ` r� TEL. LINES SD C.O. AW-CUT SSMH RIVERSIDE INTERUR A TRACTS, RIM EL=299.9t � PVMT. RIM = 299.30 IE=295.94 /� 0 TCH E IN VOLUME 15, PG. 49, RECORDS Q 8" PVC E.= 290.30 � CATCH BASIN 37L.F. 6" PVC SD ®7% t OF KING COUNTY, 41! __ _ _ _ 8" PVC S.= 290.20 RIM =25 7.84 RESTORE EXST. PVMT. 8" CVN. 25 5.72 I GAS MA \0.00 8" CMP S.= 254.89 CONNECT TO EXST. CB------. SITE BENCF1MARK -12" CONC. 254.56 TOP CENTER BOLT FIRE HYDRANT ELEVATION = 303.39 U.S. FEET 2 DRAINAGE DRAINAGE NOTES: 1. SEE SHEET CO.0 FOR GENERAL NOTES. 2. ALL DRAINAGE SYSTEMS ARE PRIVATE. EARTHWORK QUANTITIES: CUT = 276f C.Y. FILL = 172t C.Y. 1:01 11 �i<iI:7�17L1P►I YARD DRAIN ROOF DRAIN TIGHTLINEWITH C.O.T.G.(6" PVC) SANITARY SEWER SS WATER LINE W PROPOSED CONTOUR LINE "02 PROP. 3 AC-CL. B WITH 4" CRUSHED ROCK BASE \ \ PROP. 4" CONCRETE WITH y o 2" CRUSHED ROCK BASE d. ° SPOT ELEVATION TW - TOP OF WALL\_M.-270.0 BW-268.0 BW - TOE OF WALL FIG - FINISH GRADE FG:296.25 APPROVED SEP 3 0 2015 CitY of-Fukwila PUBLIC Works O REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 6 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TLiMI-A SEP 15 2015 PERMIT CENTER GRAPHIC SCALE 0 0 10 Z0 40 S .•)A FILE NAME: ( IN FEET ) '�1 inch = 20 ft. .N 30 TE4�' NA all wWo n- C/) o z��� Ll0a<LIJ o Z0� ZL d'tD L,J :E > _j_�o_jLn O = Ld_ N >=(_flL)Jd- UULnm,, • •LLJ � z 1-- Lb Q N 0 d' U) LIJ W � U z C;6 W V / ry LI O z n, �/-� Q \ C 1 W \ CD I- Q z L Q Ld LW CK_ 0 \ 0 n O z .. r 0 1-. \ > Lv 0 X IL FILE N 0: 0602C .DWG C200i' d , UPPER TIERED WALL GEOGRID SCHEDULE KEYSTONE SEGMENTED BLOCK RETAINING WALL Load Condition: Vehicle Surcharge " WALL GEOGRID GEOGRID POSITION TYPE LAYER LENGTH HEIGHT BELOW TOP OF WALL (H, n) Mirafi L, ft (Top Wall Elev. = 303,01) 2,67' oriess No Geogrid 3.33' - 4.67' 3XT 1 4.5' 2.67' 2 6- 5.33" - 6.67` 3XT -1 ----.. .'S__ - 2 5' 4.67 7 5' 2.67' 7.33' - 8.0' 3XT 2 5 5 4 67 3 5.5' _ - u2 _01 . 8.67' -10.0' 3XT .�_. . _--- 7.0_ --- --- 4,67-_ 3 7.016.67' ---- -----------____�__.�.___ 4 7.0'---- $.67` `Upper Wall Design Account's for 200 psf traffic surcharge over a load width of 20-feet LOWER TIERED WALL GEOGRID SCHEDULE KEYSTONE SEGMENTED BLOCK RETAINING WALL Load Condition: Upper Tiered Wall Surcharge " WALL GEOGRID GEOGRID POSITION TYPE LAYER LENGTH HEIGHT BELOW TOP O WALL F A H ft (. ) t M rail L tt , To at - Wall Elev. - 29fi. P 33 20 FeetDr'Less " No Geqrid. 9 EMend depth of upper so uPPa wail does not surcharge tower wall 2.67'- 4.0' 3XT 1 7.01 2 ' 0 4,67' - 6,0' 3XT ____. .___ _2 _.__ $ _ -�8.9 .. _ 2 00 -__- . a.o' 1 2.01 6.67' - 8.0' 3XT -- --___9 --- p _ 0 0, ------ _---. 1 ._ 10A' 2.0' 8,67' - 9.33' 3XT 2 --- ----- 10 0.__... -----_---- `-. -----__._ ------10.01----- ------- -'s:o'` --.._._.. " Ueogna aeslgn'tor tno lOWer Wall is DaseO on the total height of the CoMbined Walls. GEOGRID SCHEDULE PROMSED SFR Group12450 E. MARGINAL Northwest IncWAY StJL"TiI , Oedodm;c;,I E:ri9inee,s; Grno�ists, a TI%IC14'IL.\. bYASIi1i✓G1'ON E rnwrormmal Sdermm PRU.TF.4T NO: DA'17-. PLA E G-3985 $129/15 2 EXAMPLE: T UPPER WALL 9.33' LOWER WALL UPPER 303' - WALL DRIVEWAY BLOCK TYPE: FG 302' KEYSTONE STANDARD III Height: 8" ..:a ................. Length: 18" Varies Y TO 9' Weight: 82 Ibs,min. f 'irrf ..............{ LOWER 1 - CLEAN 5/8- CRUSHED ROCK WALL (DRAINAGE:ZONE) 296.33'--- FG 296' � .:. �!».............. _ b t " �_ 4' RIGID PVC "rl""'"•"••••••••••••• `r PERFORATED DRAIN QI 4' LEVELING PAD - t7� FILTER FABRIC 1 +y.wr.......................r....■ r BENCH CUT SLOPE liltrrra .......................'.. i GEOGR0 MIRAFI 3XT' r l -r 287.0' GEOGRIDLENGTH (L) NOTES: (NOT TO SCALE) 1, MINIMUM EMBEDMENT: LOWER WALL =1.5' UPPER WALL.=_ 1:0' 2. MAXHEIGHT: LOWERWALL=9.3' (80'RETAINED) UPPER WALL -'10.p'(8.0'RETAINED) 3. BENCHCUTSLOPE. T4. COMPACT FOUNDATION BASESOIL SOIL BELOW BASE OF WALL SHOULD BE DENSE REPL ACE E LOOSES SO IL WITH STRUCTURAL FILL, COMP GTEDT0 5%q'BASEDON ASTMD7557 MODIFLEDPROCOR. S. COMPACT RETAINED AND REINFORCED FILL TO MIN IMUM 95%13ASE ON ASTM 0155 7 MODIFIED ()C OR PR T 6. CONSTRUCT NEAR VERTICAL WALL'FACE USING FRONT OFFS PIN POSITION N 8' ET I LOCKS, 7. TIGHT LINE AND DISCHARGE DRAINS TO STORM DRAIN OR DISPERSION TRENCH, 8, DISCONTINUE. LOWEST GEOGRID LAYER ASWALL HEIGHT DECREASES. GEOGRID SCHEDULE FOR ABOVE EXAMPLE LOAD CONDITION: Upper Wail Surcha >3s Lower W 11 T gips rg a raNlc Surcharge on Upper Wall GEOGRID TYPE: MIRAFI 3XT WALL GEOGRID WALL HEIGHT TYPE : LAYER LENGTH GEOGRID POSITION LOCATION H; ft Mlrafl i t1 Upper Layer 6.5' 2.67' BelowTop;of Wall Upper Well 8' 3yCT Other 50 Every 3rd block, per geogrid schedule Lower Wall 6,67' - 7.33' 3XT All 10.0 Every 3rd block; per geogrid schedule I Choup xt k west No I , . Inc. GeototMiW Engineers, Ged4gw7S:&. nvinxtmental Sdentlsle E REQUIRED PAVEMENT SAWCUT (TYP.) APPLY RESTORATION. SEE RIGHT JOINT SEALANT AR4000W OF WAY USE PERMIT. 12" TO TOP AND TACK COAT MIN TO SIDES EXIST. PAVEMENT SURFACE RESTORATION SURFACE AS SPECIFIED - PLASTIC TRENCH LINER / - /// �!�� NEAT -LINE TRENCH (TYP.) WHEN 8 MIL. POLYETHYLENE ij� %//j/ �� DEPTH IS LESS THAN 4 FT. "GRAVEL BORROW" PER ��"CRUSHED SURFACING -TOP WSDOT STD SPEC 9-03.14� . COURSE PER WSDOT STD SPEC OR SUITABLE EXCAVATED �/� 4 MIN. 9-03.9(3). COMPACT TO 95% MATERIAL. COMPACT TO MAX, DENSITY. SEE NOTE 2. 90% OF MAX. DENSITY. "GRAVEL BORROW" PER WSDOT STD SPEC 9-03.14 OR SUITABLE EXCAVATED MATERIAL. COMPACT BENCH AS NEEDED FOR TO 95% OF MAX. DENSITY. SEE TRENCH BOX NOTE 2. WMA&DEPTHIS 4 FT. ° ° " CD © 6" MIN. 0 ate, 0 ,O ° STORM DRAIN PIPE "BEDDING MATERIAL FOR %�j 00 0 0 FLEXIBLE PIPE" PER WSDOT ;�� o t °o 0 6" MIN. STD SPEC 9-03.16 (PVC, ; // 7 CPE PIPE) OR "GRAVEL BACK - FILL FOR PIPE BEDDING" PER SEE NOTE 1. WSDOT STD SPEC 9-03.12(3) (CONCRETE PIPE ONLY). COMPACT TO 95% OF MAX. DENSITY. NOTES: UNPAVED AREAS PAVED AREAS 1. MAXIMUM WIDTH OF TRENCH AT TOP OF PIPE * 30" FOR PIPE UP TO AND INCLUDING 12" NOMINAL DIAMETER. * O.D. PLUS 16" FOR PIPE LARGER THAN 12" NOMINAL DIAMETER. 2. WHERE TRENCH IS PERPENDICULAR TO TRAVELLED LANES, BACKFILL FULL DEPTH WITH CRUSHED SURFACING -TOP COURSE. WHERE TRENCH IS PARALLEL TO TRAVELLED LANES, BACKFILL THE TOP 4' OF TRENCH TO SUBGRADE WITH CRUSHED SURFACING -TOP COURSE. SUITABLE EXCAVATED MATERIAL MAY BE USED PROVIDED 95% MAX. COMPACTION DENSITY CAN BE ACHIEVED. STORM SEWER TRENCH NTS PIPE BEDDING N CD o O o n O. ao. OQ °° SEE ABOVE FOR TRENCH WIDTH HAND COMPACT BACKFILL o COMPACTED BEDDING GRAVEL PER SECTION 9-03.16 tl o OF THE STANDARD SPECIFICATIONS, FOR RIGID & FLEXIBLE PIPES RESPECTIVELY NOTES: PIPE (WATERMAIN TO BE RESTRAINED JOINTS) FOUNDATION GRAVEL, IF REQUIRED (SEE NOTE 2.) 1. COMPACTED CRUSHED SURFACING TOP COURSE PER SECTION 9-03.9(3) OF THE STANDARD SPECIFICATIONS CAN ALSO BE USED AS BEDDING GRAVEL. 2. EXCAVATE UNSTABLE MATERIAL DOWN TO FIRM SOIL AND REPLACE WITH FOUNDATION GRAVEL PER SECTION 9-03.9(1) OF THE STANDARD SPECIFICATIONS 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANCHORING PIPE TO PREVENT FLOTATION DURING CONCRETE PLACEMENT. PIPE BEDDING CLASSES NTS TERRACED WALL "RETAIL PROP OSED SINGLE FAMILY RESIDENCE 12450 E. MARGINAL WAYSOL"I'H' TUKW W ILA, ASHINGTON PROJECT N.O. DATE PLATE G-3985 8/ZIU1S 3 JOINT SEALANT AR4000W (APPLY TO TOP AND SIDES) UPPER EXAMPLE: WALL W UPPER WALL 303.` - DRIVEWAY 6.67' LOWER WALL FG 302'. BLOCKTYPE: .. r.r................. KEYSTONE STANDARD III Height: 8„ Varies 3' TO 9 length f18" ....I .............. , Weight 82lbsmin. LOWER IK CLEAN WS'CRUSHED 'ROCK - WALL (DRAINAGE ZONE) 296,33'- FIG 296' ..,................ - p. l 4' RIGID PVC rr:r ................... ...... PERFORATED DRAIN �� lr 4'LEVELINGPAD �- .•rr.u.,.rr...................._-� - FILTER FABRIC • BENCH CUT SLOPE MIRAFI 140N, OR EQUAL ................... ! 289.67' t GEOGRID: MIRAFI 3XT GEOGRID LENGTH I {Li (NOT TO SCALE) NOTES: MUM EMBEDMENT: LOWER WALL _- t:5' UPPER 1 MINI - 1.0.' -WALL= 2, MAX HEIGHT: LOWER WALL= 9.T. (8.0' RETAINED) UPPER WALL= 10.0' (8AY RETAINED) 3. BENCH OUT SLOPE., 4. COMPACT FOUNDATION BASE SOIL. SOIL BELOW BASE OF WALL SHOULD BE DENSE. REPLACE LOOSE SOIL WITH STRUCTURAL FILL COMPACTED' O 95% n BASED. ASTM D155 'MODIFLED PR OCTOR). R . 5. CMPACT RETAINED AND REINFORCED ILLTO A MINIMUM 95/: BASED ON ASTM 1 7 S D 56 MODIFIED PROCTOR. T R. 6. CONSTRUCT NEAR VERTICAL WALLFAC EE USING FRONT OFFSET PIN POSITION IN BLOCKS. 7. TIGHT LINE AND DISCHARGE DRAINS .TOSTORM DRAIN OR DISPERSION TRENCH. 8. DISCONTINUE LOWEST GEOGRID LAYER AS WALL HEIGHT DECREASES, GEOGRID SCHEDULE FOR ABOVE EXAMPLE LOAD CONDITION: Upper . ' Wall Surcharges rages Lower Wall; Traffic Surcharge on Upper Wall GEO0F1ID TYPE: MIRAFI m WALL GEOGRID GEOGRID POSITION TYPE LAYER LENGTH - WALL HEIGHT LOCATION H, ft MIrAfl 41 t Upper Wall 8: 3XT Upper Layer 6.6 26T BBbw Top Of Wag Other 5-IT Every 3rd block, per geogrid schedule Lower Wall 1 V - 7.33' 3XT AN 8.0' Every 31d block, per geogrid schedule Group Northestw s Inc. , G Wedvaar Engineers, GochV eS. a. EA0romstoW SaaMisM KEYSTONE WALL DESIGN NOTE: ADDENDUM TO GEOTECHNICAL REPORT PREPARE BY GEO GROUP NORTHWEST, INC. DATED 9-2-2015 FOR DETAILS DESIGN. 12" MIN SLOPE AT ANGLE OF REPOSE, MAX. 1 V: 1 H: 1 SELECT TRENCH BACKFILL COMPACT TO 95% OF MAX. DENSITY IN RIGHT-OF-WAY (SEE NOTE 2.) I 611 0 -0. < 6„ rr 1 0 p! Q SPECIFIED BEDDING MATERIAL O ° SEE SPECIFICATIONS AND °sue 6" MIN. STANDARD DETAIL S-10 NOTES: SEE NOTE 1. 1. MAXIMUM WIDTH OF TRENCH AT TOP OF PIPE * 30 INCHES FOR PIPE UP TO AND INCLUDING 12" NOMINAL DIAMETER. * O.D. PLUS 16 INCHES FOR PIPE LARGER THAN 12" NOMINAL DIAMETER. 2. IN PAVED AREAS USE CRUSHED ROCK BACKFILL FULL DEPTH OF TRENCH WHERE SEWER MAIN CROSSES PERPENDICULAR TO THE TRAVELED LANE OR DRIVEWAY. TOP FOUR FEET WHERE SEWER MAIN RUNS PARALLEL TO THE TRAVELED LANE, UNLESS EXISTING MATERIAL IS DETERMINED BY THE ENGINEER TO BE SUITABLE FOR BACKFILL. 3. TRENCH BACKFILL BELOW TOP FOUR FEET SHALL BE NATIVE MATERIALS OR AS REQUIRED BY THE SPECIFICATIONS. SANITARY SEWER TYPICAL TRENCH DETAIL NTS TERRACED WALL DETAIL PROPOSED SL`vGLE FAMILY RESIDENCE lli3.5 0 E. a1tG M iNAi WAY SUt.rrll TMEWILA. WASHINGTON PHO JHLT NO.. DATE P:ATR G-3985 &/28/15 4 SAW CUT (TYP.) 12" MIN EXIST. PAVEMENT SURFACE PAVEMENT RESTORATION AS REQUIRED BY RIGHT-OF-WAY USE PERMIT, OR SPECIFICATIONS 4' MIN. I OR TO TOP OF TRENCH, WHICHEVER I IS LESS L_ 91 12' PLASTIC TRENCH LINER 8 MIL. POLYETHELENE SEWER PIPE NOTES: EXAMPLE; 6.67' SINGLE WALL BLOCK TYPE: KEYSTONE STANDARD III Height: 8" Length: 18" Weight 82 lbs min. 303' - DRIVEWAY FG 302' •r •• .............. r. '---- 4 /r BENCH CUT SLOPE - 6 C} 96.33 GEOGRID LENGTH {LI (NOT TO SCALE) NOTES: 1. MINIMUM EMBEDMENT: LOWER WALL- I.5' UPPER WALL=1.0' 2. MAX HEIGHT: LOWER WALL- 9.3' (8.V RETAINED) UPPER WALL= 10.0'(8.0' RETAINED) 3. BENCH CUT SLOPE. 4. COMPACT FOUNDATION BASE SOIL. 801L BELOW BASE OF WALL SHOULD BE DENSE. REPLACE LOOSE SOIL . WITH STRUCTURAL FILL. COMPACTED I CO AC ED O 95 P T /a BASED ON D155 (MODIFIED ASTM 7 MOD F ED PROCT OR, r { ) S. COMPACT RETAINED AND I AI N REINFORCED FILLTO A MINIMUM 95% BASED ON AST M 01557 MOD IFIEO PROCTOR. R 6. CONSTRUCT N RV T EA VERTICAL WALL FACE USING FRONT OFFSET PIN POSITION IN BLOCKS, 7.. TIGHT. LINE AND DISCHARGE DRAINS TO STORM DRAIN OR DISPERSION TRENCH. 8. DISCONTINUE LOWEST GEOGAIDLAYER ONASWALL HEIGHT DECREASES. GEOGRID SCHEDULE FOR ABOVE EXAMPLE LOAD CONDITION: Upper Wall Surcharges Lower Wall; Traffic. Surcharge on Upper Wall GEOGRIOTYPE: MIRAFI3XT WALL GEOGRID WALL HEIGHT GEOGRtD POSITION TYPE LAYER LENGTH LOCATION H, ft Miraf! - ft Single Wall 6.67' 3XT Upper 6.6 2.67 Below Top of Wall Lower 5,0' 4.67:BelowTop:of Wall Cru T o Northwest Inc """�� Cieored+ni,,�l EnGlneerg, Gedogis4, a -"`�Enviranmcrital Spmt�sLs •iti t+1ii t4��' ,a r'1 1r.mini[ SINGLE WALL DETAIL, PROPOSED SINGLE FAMILY RESIDENCE 12450 E. MARGINAL WAY SOUTH TUKWILA, WASHL'vGTON PKO1t3GT NO. DATF PLATE G-3485 8/Z8/15 5 GRAVEL SUBBASE MAY BE REQUIRED DEPENDING ON SOIL CONDITION LS' COMPACTED DEPTH ASPHALT COMPACTED TOP 12„ OF CONCRETE CL. B SUBGRADE TO 95% MAX 6" MIN. COMPACTED DEPTH DRY DENSITY CRUSHED ROCK BASE (3/4" MINUS) (PER ASTM 1557-78) DRIVEWAY ACCESS AC PAVEMENT NTS BOLT -LOCKING CAST IRON RING & COVER. OPENING DIAMETER 4" LARGER THAN NOMINAL PIPE SIZE, H-20 RATED IN PAVED AREAS. PAVEMENT OR 4" FINISHED GROUND d r a ♦ " ..' 3" MIN, ,�... 12„ � 6" MAX. �A ---, CLASS "C" CONCRETE O 2n CAP WITHOUT GASKET 1. CAST IRON COVER SHALL READ "SEWER". 2. LOCKING BOLTS FOR COVER SHALL BE 5/8" -11 NC STAINLESS STEEL TYPE 304 SOCKET (ALLEN) HEAD BOLTS, 2 INCHES LONG. SANITARY SEWER CLEAN OU T NTS LL WITH SAND OR ZUSHED SURFACING )P COURSE MATERIAL RISER COMPACTED BACKFILL E DEAD ENDS, INSTALL 'IGHT PLUG PP'Vr_-D SEP 3 0 IM e;ity Ot t,Llicvviia IP03LiC WOrks EXAMPLE: 3.33' SINGLE WALL BLOCK TYPE: KEYSTONE STANDARD III Height: 8" Length: Weight 82.16s min.. 303' - DRIVEWAY z = FG 302' • `` _ t� - - - - 299.67' - GEOGRID LENGTH (L} (NOT TO SCALE) NOTES: 1. MINIMUM EMBEDMENT.LOWERWALL= 1:5. UPPER WALL= f.0' 2. MAX HEIGHT: LOWER WALL= 9,T (6,0RETAINED) UPPER WALL=10,0' (6:4`RETAINED), 3. BENCH CUT SLOPE. 4, COMPACT FOUNDATION T N BASE S E OIL SOILB LOW BASE OF WALL SHOULD -BEDENSE. REPL ACE LOOSE 005 SOIL WITH STAUCTURA L FILL COMPA ED CT TO 95% BASED O N ASTM D1 557 (MODIFIED . a D PROCT R 5. COMPACT RETAIN ED AND 'REINFORCED FILL TOAMINI MI NIMUM M 959'. BASED ON A ASTM D1557 MODIFIED ED PR OCTOR. F P TOR I 6. CONSTRUCT NEAR'VERTICAL WALL FACE USING FRONT OFFSET PIN POSITION IN BLOCKS. 7. TIGHT LINE AND DISCHARGE DRAINS TO STORM DRAIN OR DISPERSION TRENCH, 8. DISCONTINUE LOWESTGEOGRID LAYER ON AS WALL HEIGHT DECREASES. GEOGRIO SCHEDULE FOR ABOVE EXAMPLE LOAD CONDITION: Upper Wall.Surcharges Lower Wail; Traffic Surcharge on Upper Wall GEOGRID TYPE: MIRAFI 3XT WALL GEOGRID HEIGHT GEOiORID POSITION TYPE, LAYER LENGTH ft h11raA .3,33' 3XT aJow Layer 4,5' 2.8T Below Top of Wall SINGLE WALL DETAIL RESIDENCE PROPOSED SINGLE FAMILY --- 12450E. MARL 'AL WAY S 4'Y OU'T Group Northwest, Inc.n ......W GededmlCalEngfnee s,cedogsu a: TUKWILA: WASIiTNGTOIV 6mronm•ntaiSa¢n6St. PROJECT NO. DATE PLATE G-3985 8/28/15 6 I FINISHED GRf TO M, 314" OR 1" PARTS LIST: 1 -1" COUPLINGS MUELLER 110 X ANGLE STOP - BALL 1 -1" OR 3/4" CORP STOP- BALL 1 - TAILPIECE WITH FEMALE IRON PIPE THREAD TO SERVICE IPE •PVC. • POLY ETHYLENE NOTES: 1. NO METER BOXES IN. SIDEWALKS AND DRIVEWAYS WHERE POSSIBLE. 2, USE CLEAN 5/8" MINUS CRUSHED ROCK TO BACKFILL.AROUND CORP STOP AND SERVICE LINE. 3. REFER TO CHAPTER 7 OF THESE STANDARDS. NOT TO SCALE II MCI tK 0t v Of 314" OR T• ,p7k ✓ /� SHEET: 1 WS-O y+• low * Tukwila y l -ukwila REVISION #1; 08.03 APPROVAL: B. SHELTON PLUG WITH "0" RING SEAL (TO BE SECURED WITH WIRE AFTER FINAL INSPECTION) 6" RISER BACKFILL AROUND RISER /\ TO BE HAND TAMPED --' a 41EWED FOR .ODE CaOi' PLIANCI > \� APPROVED 6 WYE 6" 45' END JVGV 0 6 2015 City of Tuhvila, BUILDING DIVIS10! IF LINE DEAD ENDS, INSTALL :o:.........Q sz>.::°o.: .: WATERTIGHT PLUG BEDDING p�c> ; oc� .o . 0 1, o..0 ...� �...�: .� .. �.. RECEIVED 0..�. �... c,... ....... �7_ 'T - CITY OF TUI'CWILA SEP 15 2015 STORM SEWER CLEA OU T D I L NO SCALE PER -10 �I i FILE NAME: 0602C3 PLOT DATE:' 06/ C L SCAII =) ZIALS't'C' l6l i LI_1 LJJ O O . CO LJ_I z d) O ry T> (0 1 Q Q r- LwL1U O CD 77 to 0 L1J W LJ_1 > _j 0 1 to =(DW� 0 0 to M � W U z L] 0 W � Z Ljj Q V/ LL 0 W �w � O 0 Z n U� Li Li iy n FILE NO: 0602C DWG SH EET U� W r FA i L 34'-0" STUB 04 BAR's a 24" O.C. /—r FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical 8" all report. Prior to requesting a footing inspection, the Geotech - engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech J1, Oj Y$ , engineer. Geotech report shall verify that soils conditions all including compacted fill shall satisfy specifications as outlined R-io PERIMETER INSULATION I for footing/foundation construction. Geotech engineers report REQUIRED WHEN GRADE AND - I shall be presented to the building inspector at time of footing SLAB DIFFERENCE IS LESS THAN 24" inspection. 0 d ,I I II (0'-1 3/4" a' NEC 250.52 Grounding Electrodes. A concrete encased grounding electrode is required dl in all. new concrete footings. The electrode shall M 30"X30"xl2" consist of at least 20 feet of 1/a" or larger '� —�� — Z �- L — — — — — — _J L — _ reinforcement bar or Bare copper conductor not 01 N I O$ _ — — 'all smaller than 4 AWG, and shall be located N op. 30 L - 30� - -'— Jar — horizontally within that portion of a concrete J foundation or footing that is in direct contact with the earth &encased by at least 2" of concrete. m I I (NOTE: 20 foot rebar shall be one continuous piece _ tied alongside any vicinity footing rebar and shall 13 C I 241 I protrude S" min. above top of foundation wall near location of power panel.) vg I I - - - - - - - - - - - - -r - -I I • ALL FND. STEM WALLS TO BE all THICK U.N.O. rs L - - - - - - - - - - - - - - - Z S� 1 8 I 18� • 6 MIL. BLACK VAPOR BARRIER OVER ENTIRE CRAWL AREA, 13'-2 1/2" _ = I - �n 15" MIN. CLEARANCE UNDER FLOOR JOISTS. — 61 12" MIN. CLEARANCE UNDER FLOOR JOIST SUPPORT GIRDERS. 4'-1 1/2" I I r ( N • SOLID BLOCKING OVER SUPPORTS. ALL FTGS. TO BEAR ON UNDISTURBED SOIL MIN. 2000 Ibs. P.S.F. v I I I •FOUNDATION STEEL PER ENGINEER 4 13 I 6 POSTS TYP. e BEAM SPLICES. ,8 I 8' _ it • A L BEAMS TO BE 4xIV DF «2 UNLESS NOTED OTHERWISE. = 61 I • A L BEAMS AND HEADERS TO BE VERIFIED WITH e �d S MPED ENGINEERING CALCULATIONS. THIS �/d ✓� '1 a _"C I ICE MUST BE NOTIFIED WITH ANY VARIATIONS - D- -- — EFORE PROCEEDING: a� •ALL WOOD MEMBERS IN CONTACT WITH CONCRETE, OR WITHIN _I 11PIL TO BE OF PRESSURE TREATED MATERIAL OR S. ASECES NATURALLYRESISTTNT TO DECAY AND NSEC N A - {.} `�' I AS • ALL METAL HARDWARE CONNECTORS AND"FASTENERS IN CONTACT E T GI - '�� 8' COM(�) �-,f WITH PRESSURE TREATED (S MILAR OR EQUAL TO SMATERIALS IMPSONZ-MA � GALVANIZED BE EXTRA CORROSION RESISTANT. ' • FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE CONC. `��+ L#45 I �y �y �y �. TREATED WOOD SHALL BE RETREATED IN THE FIELD IN 3" TOWARDS O.H. DOORS. c�v Q� s O s O s O ACCORDANCE WITH AWPA M4 AND IRC 3203.3.1 I ��` �4 6' 8 8 4" CONC—SLAB - SLOPE I I g _ • CONCRETE BATCH TICKET OR DELIVERY RECEIPT FOR 3000 PSI CONCRETE ON SITE FOR BUILDING INSPECTOR 20'-0" -1'-ro 1/2" i 12'f-5 1/2" i i 1 VERIFICATION AT UNDERFLOOR INSPECTION. CONCRETE SHALL r -1 2,_8 , I BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL NOT BE LESS THAN 5 PERCENT OR MORE 6 ( G I I 1 7 THAN PERCENT PER IRC TABLE 4022. 1 LISJ L-1 - - - - - - - - - - - - - - - - - - - D. I04 81.1 I 104 I I I I S1J CONCRETE PAD EXTEND 18' 4 MIN. PAST COLUMN -RAISE CONC. STEM WALL TO �� �4�yO/ 104 6" ABOVE CONCRETE SLAB 105 81.1 R, MIN. OR PER ENG. 11 Sl.l °� 16 3 7'-6 I/2" 12'-51/2" 1'-10 1/2" 20'-0" I'-10 1/2" 20'-0" FOUNDATION _AN NOOO IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. r -1 1 G 1 4x4 POST ON IS"XIa"x6" THK. w/ (2)04 B.E.W.CONC. PAD L 16 F- 1 O 1 4x4 POST ON 241IX24"xa" THK w/ (3)04 B.E.W. CONC. PAD L 241 r -1 REV'IEVVED FOR o i 4x4 POST ON 30"X30"x12" TH .CODE COMPLIANCE 30 w/ (4)04 B.E.W. CONC. PAD APPROVED L_—J r----1 NOV 06 2015 1 1 I 4x4 POST ON 3ro"X36"x12" TH 361 w/ (5)04 B.E.W. CONC. PAD AND PB POST BASE City of Tukwila L — — — J BUILDING DIVISION RECEIVED CITY OF'I"1.3KWI3_A SEP 15 2015 PERIMIT CENTEn EEO Q9-sIi .n „S,�j •- S� TM On O 2-2�O�� �> a ., Lam- S� 8j9�DL0 Q)p, �a "— a mQ)�E °Tq>-5- znb �Q)j�,oVd7� Zo C>-Qm U� 5 (p 6♦� , T2! Q) ... L r RD— Q'0"8 ,;6 uoM��..TT.CC��� U .�3N�LZ ° 0 � � D -2 1- o °Q I •. W b N Q d' Uj Z V Z W OL 0 .— Z to O W N LU �---6 Z 0— jjj 0- U 0- FILE NO: (o299 SHEET S On Lvl k ------------- LINE OF DECK 450VE BASEMENT FLOOR PLAN ITZINNE ROW QSEE SHEARWALL LEGEND, "S" SHEETS TUBS 4 SHOWERS: • FIREBLOCK BETWEEN STUDS. LIMIT SHOWER FLOW TO, 2.5 G.P.M. • WALLS SHALL BE WATERPROOF TO MIN. 12" ABOVE FINISHED FLOOR • ALL GLAZING INCLUDING WINDOWS WITHIN 10" OF DRAIN INLET TO BE SAFETY GLASS. • WATERPROOF G.W.B. AT TUBS AND SHOWERS NOT TO BE INSTALLED OVER A VAPOR BARRIER • ALL SHOWER AND TUB UNITS TO BE MANUFACTURED FIBERGLASS UNITS UNLESS NOTED OTHERWISE. SITE BUILT SHOWER RECEPTORS SHALL BE TESTED FOR WATERTIGHTNESS PER UPC 412Z.1 NOTES: • ALL BMS. 4 HDRS. TO BE 4x10 OM UNLESS NOTED OTHERWISE. ALL SAWN BEAMS ASSUMED DF*2 UNLESS NOTED OTHERWISE. ALL GLU LAM BEAMS ASSUMED 24F-V4 UNLESS NOTED OTHERWISE. ALL PARALLAM BEAMS ASSUMED 2.0s UNLESS NOTED OTHERWISE. • TYP. 1E. TO BE V-1" • SOLID BLOCKING OVER SUPPORTS. • FIRE BLOCK: • ALL PLUMBING PENETRATIONS • CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AT BOTH CEILING AND FLOOR' LEVELS • AT ALL SOFFITS, DROPPED AND COVERED CEILINGS. • NO FIRE BLOCKING REQUIRED AT STAIRS 1fo" OF FIBERGLASS INSULATION MAY BE SUBSTITUTED FOR A FIRE BLOCK • IN OPENINGS AROUND VENTS, PIPES, DUCTS, CHIMNEYS, FIREPLACES AND SIMILAR OPENINGS AT CEILING AND FLOOR LEVELS. • AT OPENINGS BETWEEN ATTIC SPACES AND CHIMNEY CHASES FOR FACTORY BUILT CHIMNEYS AND FLUES. • TOP OF WINDOWS a V-0" ABOVE MAIN FLR UNLESS NOTED OTHERWISE. • TYP. EXT. WALLS TO BE 2x6 10 iro" O.C. UNLESS NOTED OTHERWISE. • SMOKE DETECTORS TO BE HOT WIRED w/ BATTERY BACKUP. • SMOKE DETECTORS TO BE AUDIBLE IN ALL BEDROOMS. • HANDRAIL m 34" - 36" ABOVE TREAD NOSING. • INSTALL FIREPLACE(S) PER MANUFACTURER SPECIFICATIONS. • ® DENOTES SOLID BEARINGS UNDER CONCENTRATED LOADS USE (2) 2x6 AT fo" WALLS. USE (2) 2x4 AT 4" WALLS. UNLESS NOTED OTHERWISE. • m DENOTES MULTIPLE CRIPPLE tv HEADERS OVER ro'-O" LONG OR AT SHEAR PANEL ENDS FOR HOLD DOWNS - SEE PLANS. • DOOR BETWEEN HOUSE 4 GARAGE TO BE 1-3/8" SOLID CORE WOOD DOOR AND WEATHER STRIPPED. ]IANCE 1/2" G.W.B. ON HOUSE/GARAGE COMMO WA�VIEWED ALL BEARING WALLS, POSTS, BEAMS �I PL2x8 BLOCK -6 51" FOR THERMOSTAT. APPROVEVENT ALL FANS, DRYER EXHAUST TO TSIDE.ALL BEAMS AND HEADERS TO BE VE IFIED I 0 6 2STAMPED ENGINEERING CALCULATIONS THIS OFFICE MUST BE NOTIFIED WITH ANY V IATIONS BEFORE PROCEEDING. ��� �f-j'�kBUILDING DI RECEIVED CITY OF TUKWILA SEP 15 2015 rm IJ ° QQ �r�3UO.n�NE 0) 13 and 20 5, -2 a'6E ap��LO Q)pa 13 U -2 0 m�Ru��-Q1c pp M L.=n- m c � div -,zn N Q- �O 1 M-bQf f m 0• lu N U O O V! u— N w w n�n 0— V In O 0— BILE NO: (0299 SHEET _2 9 t•, . .. .. .. ... .., .. . . ... . : .. .. 2X10' N "2 FLOOR J015t_ . . . . . C. 127, O . . . : .. . ... .. . . .... . .. . . , . . . - 201 . . - SI2 I. Fa . . .:. .. . .. : . . .1. I. . _ _ e z0s . II : IL I, F. . . . .. . II . .. .. __ ... _ . . '.I.II . - .. .. . . . . . .. . :. . . - -. . .. tit . . 613 ..: . .. . . II' ' . . . . . . ,' _ _ . ., ,_ . . _. - . .. .:. - . . . - . .1. .:. . . . t II II II . 2?n . _ . . . . . - :....- . .: . .:: .. - _ - . .. . . . .." .. . . .. .. .. . 6i .1.I1 .. . . . ..: , . .. . ... .... ,. ... .. _ . _ . _:.. �Q .,. : . _. II . , . .. . .: . . I I . . � � . . � I . I I ,. . . .. I . .. . ... I . . I... . . . 1. . I.. � I �.. . .'', � I .. . . I I � . . . : I I . . � . ". I . . L . � : . I I . I . , . . I U . . . . . I I I . . I � . . . . I . . I I 1. .. ... . . .. .. ... . . h- . . .. .. . , .. . , . . . .. . . . . . Ir m . � .. .. LI B o I11:. .. . . . .1.... . . . n I I . j — .� B A t ) . I .:. I. . . . . f 201 , .. .. . .: . ... % . . . . . . . . � . I � I I S 13 . I . . r, . , . I . . r . I . . .. , . . 201 . .1. SI2 .. . ' . .. . . . . . .. ... I�� 10 2�� 1. 201. - . 6 S12 .. m . . . : . :. . .. . :. , . . 201 . . _' 1. .. 51.2 - . ... . _ . . . . . ... . . . .Fl Z 0 - . . - -- --- ------ ---- - I r - ... . I . . r . I. . . . . . I .. . . . I . . . . � . . �_ r . . . . . . . . . . � . . . . r . . .. . � . . .. 1. : . .: I r: .1� r .r. . '. I . I . . I .1 . � . . . . . . . r I . � . I . .1 I . . . I . r. I . r .....l. . r r . r . . I . . I . . . . r � . r I � . . . . � . I 1. I . . I .. � . . . . I . r . . . � . . . .. .1 I . . '. I . . I . : . . . . . . . � - . . . „ 6 G. . . . . � . I . I . r . . I �. . I . . r r r . r . � . . � .r . .1. I . . . . ... �_ , . I . ! . � r . . I .. r � � I . . . � . I . . . � . . . . . .. I r r � . . . I . . . � . . . . . I . I � . . . . . . . , . '. . .. r-- — . ... ... . . I — — — — — . .. — — — — 110. .. .. . . . . . . :: 1 . .. .. . .. .. _.. . . .. . .. .. 1 . .. . .. . ..:._. 1 I .. . . Sl. I . . .. .. . . . . . . . . ..... 11 . . . .. . . . .. I .. .. . .. . ... 1 ., .. .. .. - . . . . . . . it0 .. .. .. . .: ...... I . . . .. s1. . . . 1 . . .. . ::. . z x _ t9 . . . . ... .... ; .. I . . I .. 1, r . or .. . . . in . . . . . . . .% . .. . ... h . .. . . . .. . . . . . 1: - m - . .., . . .. I s1. 1 . _ .. I .. . .. .. . p . o . - . . . . _ . .. .._ _ . .. . . 1 . - - .. ,... . .. I.. . I .. . . cpi rn .. . . .. ... .. . . .. .. . . .. . . .. .. 1 . . 111 104 .91. 1 . . . . . . .. .. .. . . . . 1.1 11 . . . _ . , ...I . _I . - ... .. . SL1 . .. . . I . 1 . . . .. ... . .... .. 1 . . .. . . .:1 ( ..:, .:: . , . . � .:.. . .: . .. I . . . I .. . .::.. . . . ..... . . . Cl . . . . . . . .. . . . ._ . .. . L .. -. .. I . .. . ... ..:. . .. . I ... . .. .. . . : ' .. . .:. :... I� t0� : . : . . . . . T . O ��o Q)-99 0t� tp 3 W ..3 O = 0 t._ � N 0LQ UE5 > �O-',00 ti O �O m .3 - O . m O. m .,;2 E 0 Q a . w €€r, �dT`�Eq��� s. Q t6-0-z,, ,�L . -e, p �. � U pp- 0)=UEp=E � ]apM aaO,�� -O� c�90 U� -p A, O r w.`T _'u >.- o� :_ sSs a I O O p 2b7U. m�j -6 _ '- cn � p�a a _RzQ�3 U b •ffi 2�=%p [a > Q) rnjt,b — . _2TP -,� o »� H.-b,--� ����V�[p���M - > Tg o2 NppU ff .�1 p - a-�tpq0.r. , �03Hpl. BILE NO: 6299 SHEEt MAIN FLOOR FLAN I NOT S: • INSULATED EXTERIOR HEADERS PER 200g WSEC • ALL Bl" 15. d HDRS. TO BE 4x10 DPV OR (2) 2x10 DF 42 UNLESS NOTED OTHERWISE. ALL SAWN BEAMS ASSUMED Dm UNLESS NOTED OTHERWISE. ALL GLU LAM BEAMS ASSUMED 24F-V4 UNLESS NOTED OTHERWISE. ALL PARALLAM BEAMS ASSUMED 2.0s UNLESS NOTED OTHERWISE. • TYP. R. TO BE V-1 1/8" SOLID BLOCKING OVER SUPPORTS. • FIRE BLOCK: . ALL PLUMBING PENETRATIONS • CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES AT BOTH CEILING AND FLOOR LEVELS • AT ALL SOFFITS, DROPPED AND COVED CEILINGS. • FIRE BLOCKING REQUIRED AT FLOOR AND CEILING BUT NOT 10 FT INTERVALS VERTICAL. NO FIRE BLOCKING REQ. AT STAIRS. • IN OPENINGS AROUND VENTS, PIPES, DUCTS, CHIMNEYS, FIREPLACES AND SIMILAR OPENINGS AT CEILING AND FLOOR LEVELS. " • AT OPENINGS BETWEEN ATTIC SPACES AND CHIMNEY CHASES FOR FACTORY BUILT CHIMNEYS AND FLUES. -2 3/411 • ALL PENETRATIONS FROM GARAGE TO MAIN HOUSE (LIVING AREA) TO BE SEALED WITH AN APPROVED MATERIAL TO RESIST THE PASSAGE OF FLAMES AND THE PRODUCTS OF COMBUSTION. • TOP: OF WINDOWS 1 6'-10" ABOVE MAIN FLR UNLESS NOTED OTHERWISE. • TYP. EXT. WALLS TO BE 2x6 m 16" O.C. UNLESS NOTED OTHERWISE. • EXTERIOR CORNERS TO BE 2 STUD, FULLY INSULATED ASSEMBLY PER 20013 WSEC -� • SMOKE ALARM TO BE HOT WIRED 4 INTERCONNECTED w/ BACKUP BATTERY TYPICAL. Q SA • SMOKE ALARMS TO BE AUDIBLE IN ALL BEDROOMS. `q • HANDRAIL -9 34" - 36" ABOVE TREAD NOSING. • GUARDRAIL AND HANDRAILS TO BE ABLE TO WITHSTAND A SINGLE POINT LOAD APPLIED IN ANY DIRECTION AT THE TOP MOST PART, OF 200 Ibs CONCENTRATED AND 50 Ibs 0 APPLIED HORIZ. TO ANY INTERMEDIATE BALLUSTERS OR INFILL COMPONENTS PER I.R.C. 61 • DECK GUARDRAIL TO BE F.T. WOOD, CEDAR, or ' SHOP FABRICATED WROUGHT IRON or MFD PREFAB STEEL TUBE AND T.S.G. VENT IN WALL FIELD VERIFY w/ CONTRACTOR - OWNER EXTER OR LOW o INTERMEDIATE PICKETS TO BE SPACED NO FURTHER APART SUCH THAT A SPHERE 4" IN DIAMETER CANNOT PASS THROUGH AT ANY POINT. • INSTALL FIREPLACE(S) PER MANUFACTURER SPECIFICATIONS. • ® DENOTES SOLID BEARING UNDER CONCENTRATED LOADS USE (2) 2x6 AT 6" WALLS. USE (2) 2x4 AT 4" WALLS. UNLESS m NOTED OTHERWISE. • m DENOTES MULTIPLE CRIPPLE a HEADERS OVER 6'-0" LONG OR AT SHEAR PANEL ENDS FOR HOLD DOWNS - SEE PLANS. • 1/2" G.W.B. ON HOUSE/GARAGE COMMON WALLS, ALL BEARING WALLS, POSTS, BEAMS AND CEILINGS WITHOUT LIVING AREA ABOVE. �• GARAGE CEILINGS WITH LIVING AREA ABOVE TO BE 5/6" oilx TYPE "X" GWB TYPICAL. ( 2 LAYERS REQ'D WITH TJI'S 0 24" O.C. ) dL ALL STRUCTURAL POSTS AND BEAMS WRAPPED w/ 1/2" GWB. :., • 2x6 BLOCK AT 51" FOR THERMOSTAT. X • VENT ALL FANS, DRYER EXHAUST TO OUTSIDE. • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS x BEFORE PROCEEDING. �, • ALL EXTERIOR DOOR AND WINDOW OPENINGS TO BE FLASHED TO LIMIT MOISTURE INTRUSION - SEE ELEVATION PAGES- TYPICAL • IRC 31g3 - FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE RETARDANT- TREATED WOOD SHALL BE OF HOT -DIPPED GALVANIZED STEEL , STAINLESS STEEL, SILICON BRONZE OR 0 COPPER -' • SHEAR WALL BOTTOM PLATE NAILING AND ALL NAILING AT PRESSURE TREATED PLATE/MEMBERS SHALL BE HOT -DIPPED ZINC -COATED GALVANIZED STEEL OR STAINLESS STELL NAILS PER IRC 31g3. lb • 5053 OUTDOOR LIGHTING: REQUIRES HIGH EFFICIENCY LIGHTING OR CONTROLS FOR ALL PORCH LIGHTING. AS AN EXCEPTION TO THE HIGH EFFICIENCY LUMINAIRE, A MOTION OPT. /P SENSOR AND PHOTO DAYLIGHT CONTROL MAY BE USED. • R315 CARBON MONOXIDE DETECTORS OUTSIDE SLEEPING AREAS (ATTACHED GARAGES AND/OR FUEL FIRED EQUIPMENT) Q CMD • R302JI.P4. GARAGE MEMBRANE PENETRATION PROTECTION FOR W% CAS FURNACE .PVC VENTS ® II i �i • ADDRESS NUMBERS II 4" HEIGHT Ai 1/2 STROKE CONTRASTING BACKGROUND —� • R3113.1 FLOOR ELEVATIONS AT THE REQUIRED EGRESS DOORS THE EXTERIOR LANDING OR FLOOR SHALL NOT BE MORE THAN 1-3/4 INCHES BELOW THE TOP OF THE THRESHOLD. CIA • DECK LATERAL LOAD CONNECTIONS NOT LESS THAN 2 LOCATIONS MINIMUM 1,500 POUND CAPACITY • R301.2.15 ENGINEER OF RECORD MUST ADDRESS SITES WITHIN TOPOGRAPHIC WIND SPEED-UP AREAS 411 —1 O WATER HEATER PERFORMANCE PER WSEC SEE SHEET ECI 4x4 HF _ _ FT F05T O IGNITITYFON SOURCE AND HEATING ELEMENTS t0 B M 9E D FOR (— ABOVE FINISHED FLOOR C®DE COMPLIANCE L J = 3 DIRECT VENT FIREPLACE INSTALL PER MANUFA TURE APPROVED � O NOV 0 6 2015 N O 15" x 24" CRAWL SPACE ACCESS r 5 22" X 30" ATTIC ACCESS City 0f Tujswila r O BUILDING DI�lIS106� OVERIFY W/ OWNER 0-CLEARANCE WOOD BURNING OR DIRECT VENT GAS / MFD METAL FIREPLACE, INSTALL PER MANUFACTURERS SPEC., PREFAB. F.P. TO BEAR THE STAMP OF AN APPROVED TESTING LAB. PROVIDE 6" OUTSIDE AIR DUCT FOR 0-CLEARANCE F/P ONLY. HEARTH PER BUILDER/OWNER. OWHOLE HOUSE FAN AS REQUIRED O$ STAIR ILLUMINATION PER R303.6 E R303.6.1 SEE LIGHTING ECI Og DOOR BETWEEN HOUSE t GARAGE or HEATED E UN -HEATED SPACE TO BE MIN. 1-3/5" SOLID WOOD DOOR AND WEATHER STRIPPED. 10 PROVIDE MINIMUM 36" LANDING IN DIRECTION OF TRAVEL NO MORE THAN 1-1/2" BELOW DOOR THESHOLD TYPICAL. O11 WALL TO BE CONTINUOUSLY FRAMED W/2X6 HF NO 2 AT 16" OC FROM MAIN FLOOR BOTTOM PLATES TO UPPER LEVEL TOP PLATES P'1.UM13ING NOTES: 12 LOWER PLATE 1 1/4" m HATCHED WALLS ' LIMIT KITCHEN SINK FLOW TO I."15 G.P.M. FOR RETURN AIR LIMIT SHOWER FLOW TO 1.-15 G.P.M. RECEIVED 13 GARAGE SLAB DROP OF MORE THAN 30" FROM ' LIMIT LAVATORY FLOW TO 1.0 G.F.M. CITY OF TUKWi._.A MAIN FLOOR TO GARAGE SLAB, REVISE GARAGE � A ������. SEP 1 5 2015 DOOR HEIGHT FROM 7'-0" TO V-0"A . • 14 PLUMBING STUB -OUT FOR W/H MAIN FLOOR = 1268 SQ. FT. '12" OFF GAR SLAB. UPPER FLOOR = IIW SQ. FT. = 2466 SQ. FT. PERMIT CENTER 15 2X8 BLOCK CENTER LINE 51" FOR BSMNt PLR _ 1268 SQ. FT. THERMOSTAT. TOTAL 3134 SQ. 6 A.s V Ir o GARAGE ; 426 SQ. w V z ni ci V! J.L.L (V Lu 0—Z _w 0— U lu O 0— FILE NO: 6299 SHEET 34 %* q 16 TO CANS AFF. UPPER FLOOR FROm"AMING PLAN, ROOF PER ELEVATION 1/16" OSB TYP. - WALL SHEATHING BONUS RM. 2x4 CONT. LEDGER W1 (2) 16D EA STUD 2x �+ I6" O.C. 1/16" OSB ROOF SHEATHING w/ 8d m 6" O.G. ON 2x4 60 24" O.C. ZXU H-I CLIP EA. FLOOR JOISTS PLAN—� PLATE AT V-1 I/ (ADJUST FOR PP BEAM PER GARAGE CONDITION) PLAN 3-8d EA. RAFTER TO C.J. BEAM PER PLAN �4 Z r E SLAB GAF ,AGE G.L.5. DETAIL RECEIVED SEP 15 2015 NOTES: PERMIT CENTER ALL JOISTS TO BE PER PLAN. ALL T.J.I s TO BE INSTALLED 4 BRACED TO MANUP. SPECS. AND STAMP. - T.J.I. SHALL HAVE DESIGN DETAILS 4 DRAWINGS ON SITE FOR INSPECTION 3/4" T4G PLYWOOD SUBFLOOR - GLUE 4 NAIL, BLOCK m ALL UNSUPPORTED EDGES. SOLID BLOCKING 1+ BEARING POINTS. - ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. USE MIN. R-30 INSULATION AT JOIST BELOW HEATED FLOOR AREA OVER GARAGE. - JOIST HANGERS TO BE SIMPSON IUS OR ITS SERIES.:OR EQUIV: - COLUMNS AT HEADERS AND BEAMS TO BE (2) 2x STUDS U.N.O. T -0O"6] tiR0�`p$j.u� � HE ��.++_" 4.. LS Id a7O7Q L an 0 .2! QQ D- a�As3m—cL0 g,>LO 0VU70 �ffi.�E.d�V�O 83 0' " TlQ2 p— �p ��rrd�Qjp�NO W� �r N UV z w z U TL Z U1 � a ,L � o Z w w W 0— z (L BILE NO: (0299 SWEET N cv CIA 6� �n 2411 4 An r c �1 c11 N UPfi=ER FLOOR AT ELEV, 'B' 34'-0" L J UPPER FLOOR"' PLAN- 1/411=11-011 Tu5s 4 SHOUEfi�B. • FIREBLOCK BETWEEN STUDS. LIMIT SHOWER FLOW TO 2.5 G.P.M. • WALLS SHALL BE WATERPROOF TO MIN. -10" ABOVE DRAIN INLET. • ALL GLAZING: INCLUDING WINDOWS WITHIN i0" OF DRAIN INLET TO BE SAFETY GLASS. • INSULATION BEHIND F/G TUB d SHWR UNITS NOT TO EXCEED FLAME SPREAD RATING OF 25 t A SMOKE DENSITY OF 450 SEE UBC. STANDARD 6-1 AND UBC. SECTION 10.13, AND UBC. SEC. 1052.1 • WATERPROOF G.U1.B. At TUBS AND SHOWERS PER U.B.G. 2512. NOT TO BE INSTALLED OVER A VAPOR BARRIER l PVA PAINT REQUIRED AT TUB 4 SHOWER SURROUND ) • ALL SHOWER AND TUB UNITS TO BE MANUFACTERD FIBERGLASS UNITS UNLESS NOTED OTHERWISE. .SITE BUILT SHOWER RECEPTORS SHALL BE TESTED FOR WATERTIGHTNESS PER UPC 412.6.1 NOTES: • ALL BMS. a HORS. TO BE 4x8 DFV UNLESS NOTED OTHERWISE. ALL BEAMS ASSUMED DF•1 UNLESS NOTED OTHERWISE, • TYP. tE. TO BE 81-1 1/811 SOLID BLOCKING OVER SUPPORTS. • FIRE BLOCK ALL PLUMBING PENETRATIONS. CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES At BOTH CIELING AND FLOOR' LEVELS AND AT TEN FOOT (10'-0") INTERVALS BOTH VERTICAL AND HORIZONTAL. AT ALL SOFFITS, DROPPED AND COVED CEILINGS. IN CONCEALED SPACES BETWEEN STAIR STRINGERS AT THE TOP AND BOTTOM OF RUN AND BETWEEN STUDS ALONG AND IN LINE WITH THE RUN OF STAIRS At UN FINISHED SPACES BELOW STAIRS. IN OPENINGS AROUND VENTS, PIPES, DUCTS, CHIMNEYS, FIREPLACES AND SIMILAR OPENINGS AT CEILING AND FLOOR LEVELS. - AT OPENINGS BETWEEN ATTIC SPACES AND CHIMNEY CHASES FOR FACTORY BUILT CHIMNEYS AND FLUES. • TOP OF WINDOWS m V-10" ABOVE MAIN FLR. UNLESS NOTED OTHERWISE. • TYP: EXT. WALLS TO BE 2x& e 16" O.G. UNLESS NOTED OTHERWISE. • O SA SMOKE ALARMS TO BE HOT WIRED d INTERCONNECTED w/ BACKUP BATTERY TYPICAL. • SMOKE ALARMS TO BE AUDIBLE IN ALL BEDROOMS. • R315 CARBON MONOXIDE DETECTORS OUTSIDE SLEEPING AREAS (ATTACHED GARAGES AND/OR FUEL FIRED EQUIPMENT) (D CMD • ALL STORAGE AND SPACES UNDER STAIRCASE TO BE FINISHED w/ 5/8" TYPE "X" G.W.B. • HANDRAIL Q 34" - 35" ABOVE TREAD NOSING. REVIEWED FOR • INSTALL FIREPLACE(S) PER MANUFACTURER SPEC = dOWbOMPLIANCE • M DENOTES SOLID BEARING UNDER CONCENTR, kTEDPROVED USE (2) 2x& AT V" WALLS. USE (2) 2x4 AT 4" WALL UNLE NOTED OTHERWISE. NOV 2015 • VENT ALL FANS,DRYER EXHAUST TO OUTSIDE • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS City of Tukwila OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. BUILDING DIVISION ' CE11-fED O22" x 30" ATTIC ACCESS CITY OF TUMILP, OWHOLE HOUSE FAN V.T.O.S. AS REQUIRED SEP 15 2015 OHIGH/LOW RETURN AIR 14 1/2" X 14 1/2" PERMIT CENTER 3" DOWN FROM CEILING OR 1 1/2" OFF FLOOR OOPTIONAL 2x4 SKYLIGHT IN VxV SHAFT O5 STD. 2'x2' SKYLIGHT IN 2'x5' LIGHT SHAFT 2'-6" FROM TUB WALL OR303/o STAIR UMI ON a �2!Nrn ., >6�L90— oo013 oL—� Ep a3UON��E s ol� 0 E � 4mm OVWW�7�Q����O 'o U 9»��, p c �N E � =oQ-OmIL L O�>�cssuuL LO ��L1Lo�.riU��N w V Z w 0 V/ W N w Z _w z 0- U l O o- FILE NO: 6299 SHEET & 01 I" AIR SPACE w/ CARDBOARD INSUL BAFFLE EXTEND 24" ABOVE INSULATIONTYP- OPTIONAL VENTING IF LESS CON ROOF CONROOF PER OPTIONAL BLOCKING IF LESS THAN 5' FROM PROP. LINE- DETAILS THAN 5' FROM PROP. LINE- COR-A-VENT BRAND SOLID BLOCK, CUT TO "IN -VENT ROOF INTAKE FIT TIGHT AGAINST TOP VENT STRIP 36" FROM PLATE AND SHEATHING EDGE OF EAVE 10 SQ IN/ FT 00 it w/ (4) 8d NAILS EACH 5/4" BARGE BOARD 10'-9 1/2" BLOCK ��� 303 / IX2 TRIM NO VENTS ALLOWED IN BLOCK 3 200E IRC - TABLE R302.1 Ca) MIN. R-�9 513 BLOCK FOR SIDING 0 0��� c0 � 5/5" GWB AT CE IL It IGS D.S.O - TYPICAL ALUM GUTTER SIMPSON H-i TIES (1) 28'-0" GE STU 10'-9 1/2" II I I . ( I I w AT EACH TRUSS OPTIONAL STANDARD VENT BLOCK IF MORE THAN 5' FROM PROP. LINE (2) 2x6 TOP PLATES 24"X48" . II I' ) I � C Z p OVERHANG I IISKYLIGHt II io Q� U 0 PER PLAN - ON 2X6 CU I - m 1/2 GWB AT INTERIOR WALLS _ [0 `� - w SIDING, SHEATHING 28' COMMON TRUSSES i j 305 = `n N p AND NAILING PER R-21 INSULATION 6 24" O.G. STUB BACK -1 I I I `� N w LL w TYP. WALL DETAIL SEE a00 WSEC SHEET ECl 10'-9 1/2" RIGHT ;n IV I I s13 Ln O U m N /J J � � 2' TO 5' FROM deb i2 ❑ II I ❑ RIDGE PROPERTY LINE-1- w III ) " 6:12 P TCH Pi I I {�� 3:12 PI rcH INIE IDE I TRUSS AND EAVE DETAIL � 303 Y 1777 S13 7B 3/4"=I'-0" ZBOVIRC R302.1(a) jp ( LE55 THAN 5' FROM PROPERT�I' L INEJIL Ck III III" L I I I z 28'-0" GIRDER TRUSS c� ❑ SI3 i 6:12 PITCH O 4:12 PITCH I q5IDE JJ OPTIONAL FIRE RESISTANCE IF LESS — THAN 5' FROM PROP. LINE - TRUSSES 28' COMMON I 0 TRUSSES m 24" O.C. N N ROOF SAVE FIRE -RESISTANCE RATING AT 0 ON THE UNDERSIDE PROVIDED ROOFING PER ELEVATIONS OVER. U U THERE ARE NO GABLE VENT OPENINGS. 30" FELT OVER 1/16" APA RATED 301 302 0 24/16 OSB SHEATHING SI3 IRC R302.1 (b.)SI3 I O 3: 0 F- Z (1) METAL VENT < AT A30 S.F. SKYLIGHT I z U, � Z U, } BARGE BOARD ON 2X6 CURB`�\e I J TRIM PER PLAN — — — cla 2x4 BARGE RAFTER MA F. GABLE E D TRUSS m Fr 2x OVERFRAMING OVERHANG MA F. TRUSSES T 24" O.C. 1 DRAG TRUSS ALIGN — — — — — — 'S'i I 0 0) M cq lu PER PLAN WITH WALL BELOW '� a] OP INTER X -- — im 28 GIRD R TRUS DRYWALL NAILER13 S13 I I ❑ ❑ DBL. TOP PLATE — — — — I RIDGE f I I I (2) AF 50 ROOFVENTS �R-4cj BAIT ORB OWN INSUL _ _ w SEE WSEC SHEET ECI (6) 20'-0'1 COMMON ❑ S13 � R 21 BATT INSULATION 2 TRUSSES 24" O.G. g13 EXCEPT At GARAGE — SIDING, SHEATHING AND NAILING PER TYPICAL WALL STUDS AT 16" O.C. 0D.S. DETAIL 1/2" GWB At WALLS ❑ (1) 20'-0" COMMON FOR DRYWALL ALINE WITH WALL BE O I D.S.. LEDGER (3)11'- " JACK 2x TRUSSES vv�' w 4 �� 2 GA5LE END DETAIL >� - - � � C6) 20'-0" SCISSOR 2x6 i p� TRUSSES m 24 O.C. �x 3/4 ii c j' -�" RG R302.1 (b) �1�J (� s13 LE55 THAN 5' FROM PROPERTY LINE 6:12 PITCH cv �4 3:12 PITCH INSIDE — , ❑ (2) METAL VENT At .430 SF. A D.S. r (I) 20'-m" COMMON BL FOR SIDING , 9 INSTALL FLASHING DIVERTER TO GUTTER -'"F3 JE=j: 5/4 BARGE BOARD 5x4 BARGE BOARD W/ 1 2 TRIM W/ IX2 TRIM INSTALL FLASHING 2X4 RAFTERS W/ DIVERTER t0 GUTTER 2X4 CEILING JOISTS 6 24" O.C. "''OOP FRAM INN FLAN `5 I /411= I' - 011 NOTES: • VENTED BLOCKING OVER SUPPORTS. • ROOF OVERHANGS t0 BE 12" UNLESS OTHERWISE NOTED. • SEE ELEVATIONS FOR ROOF PITCHES. • SKYLIGHTS ON 2x6 CURB SAFETY GLASS • TRUSSES 4 RAFTERS SHALL BE 0 24" O.C. UNLESS OTHERWISE NOTED:: • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. • DETAIL FOR I -HOUR FIRE -RESISTIVE CONSTRUCTION FOR THE UNDERSIDE or - EAVES WITHIN 2 5 FEET OF PROPERTY LINES OR PROVIDE THE FOLLOWING: (A) PROVIDE SOLID BLOCKING FROM THE WALL TOP PLATE TO THE UNDERSIDE or - THE ROOF SHEATHING (NO EAvE VENTS) (B) NO GABLE END VENTS ARE INSTALLED (C) A DETAIL SHOWING OTHER METHODS FOR ATTIC VENTING TRUSS NOTES: • TRUSSES WITH A CLEAR RECTANGULAR SPACE OF 24" WIDE 4 42" HIGH BETWEEN CHORD MEMBERS MUST BE DESIGNED AS "LIMITED ATTIC STORAGE" WITH 20 PSF LIVE LOAD ON BOTTOM CHORD. R301.5. • ALL TRUSSES SHALL CARRY MANUFACTURES STAMP. • ALL TRUSSES SHALL BE INSTALLED 4 BRACED TO MANUFACTURES SPECIFICATIONS. SEE DETAIL F/8-3 FOR RECOMMENDED TRUSS BRACING. • TRUSSES WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPT. APPROVAL OR ENGINEERING CALCULATIONS. • ALL TRUSSES SHALL HAVE DESIGN DETAILS 4 DRAWINGS ON SITE FOR FRAMING INSPECTION. • ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TO BE PROVIDED BY TRUSS MANUFACTURE. • TRUSS DRAWINGS t0 BE STAMPED AND SIGNED BY A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER • TRUSSES SHALL BE MANUFACTURED IN A PLANT APPROVED UNDER THE REQUIREMENTS OF SECTION 1101.1. EACH TRUSS SHALL BEAR THE QUALITY CONTROL STAMP (SECTION 2311.6) AS WELL AS MANUFACTURING PLANT'S NAME/ADDRESS; DESIGN LOAD AND MAXIMUM SPACING. • APPROVED HANGERS SHOULD BE USED AT ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSSES. • LIGHT METAL PLATE CONNECTORS TO. HAVE FIELD AND GIRDER IDENTIFICATION. INFORMATION BRANDED, MARKED, OR OTHERWISE PERMANENTLY AFFIXED TO EACH TRUSS SHALL CONTAIN THE FOLLOWING: A. IDENTIFICATION OF THE TRUSS MANUFACTURING COMPANY. B. THE DESIGN LOAD. G. THE TRUSS SPACING. • ALL ROOF TRUSSES SHALL BE SO FRAMED AND TIED INTO THE FRAMEWORK AND SUPPORTING WALLS SO AS TO FORM AN INTEGRAL PART OF THE WHOLE BUILDING. ROOF TRUSSES SHALL HAVE JOINTS WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD IS PLACED UPON THE TRUSS. DIAGONAL AND SWAY BRACING SHALL BE USED TO BRACE ALL ROOF TRUSSES. • ROOF TRUSSES SHOULD BE SUPPORTED LATERALLY AT POINTS OF BEARING BY SOLID BLOCKING TO PREVENT ROTATION AND LATERAL DISPLACEMENT. THEY SHOULD ALSO BE BLOCKED At THE RIDGE. • *BIRD BLOCKING W/(3) 2" DIA. SCREENED VENTS = .0492 SQ. FT. PER 2'-0" BAY VENT ILAT ION PREQUIi EMENTS • * EVERY EAVE BLOCK t0 BE VENTED SAVE MORE THAN V FROM PROP. LINE • EACH AF•50 ROOF VENT = (205p SR IN) : 211 SF. 144 • VENTILATION. A (SF.) = SF . (300) GABLE VENTS (TOTAL 561.IN)(0.15) = SF (144) ATTIC VENTILATION REQUIRED LOCATION GROSS AREA (SF) (A/300) MIN. REQ'D. VENT (SF) (AX300)/2 50 % REQ'D AT EAVE (AX300)/2 50 qo REQ'D 3(o" AB, SAVE: UPPER ROOF 1394 S.F. 4.64. S.F. 2.32 S.F. 232 S.F. LIVING/DINING 446 S.F. I A 9 S.F. 0.15SF. 0.158F, FRONT GARAGE 50 S.F. 0.11 S.F. 0.05 S.F. 0.05 SF. 3' ABOVE EAVES VENTILATION PROVIDED (MIN. 50q. OF REQ'D) TYPE VENT ROOF VENTS AT 211 S.F. EA GABLE VENTS 15% EFFICIENT PROVIDED UP ROOF (9) = 2.50 2.50SF. > 23 Sr-. L I V./D IN. (3) _ .53 .83 S.F. > .15 S.F. FRONT GAR (1) = 21-1 211 S.F. > .05 Sr-. EAVES VENTILATION PROVIDED (MIN. 50% OF REQ'DJ TYPE VENT METAL VENT AT .430 SF. EA. BIRD BLOCKING AT -OF, PER 3. HOLES PROVIDED UP ROOF (1) = .43 (43) - 22 2.6 SF.> 2.3 SF. LIV./DIN. (1) _ A3 (12) = 0.6 10 sr-. > .15SF. .5 S � FRONT GAR NA ED FOR IMPLIANCE APPROVED RIDG>= VENT NOV 0 G 2015 CORAVENT ( V-600 ) RIDGE VENT PROVIDES 'UN - NET FRE •AREA PER LINEAL FOOT OF VENTED RIDGE LINE ( 0.14 SQ. Ft) . EVERY 2 LIN FT OF v-600 - I AF-50 ROOF VENT City of TtaI�wiia ROOFTOP INTAKE E3 ILDING DIVISION IN -VENT ( V-3000 ) ON THE ROOFTOP INTAKE VENTILATION PR T VENT PROVIDES 10 SQ IN, NET FREE AREA PER LINEAL FOOT CONVERT SF REQUIRED TO LF OF VENT = (125 SAFETY FACTOR X 144) / 10 = IS SFX18=LF lu U 'tz J-�-i VJ N lu Z 'q �. 0- z z !J� U 0 n 11.. FNO:-18 2, SCISSOR TRUSSES 12 5/4"X5" BARGE BOARD CEDAR SNAKE SIDING 6 W/ 1X2 TRIM 5/4"X8" PWW BAND KEYSTONES ` 1X4 TRIM AROUND WINDOWS 2X3 OVER IX4 TRIM AROUND / \ 1X4 TRIM FRONT WINDOWS ONLY - 12 2X3 OVER 5/4"X5" PWW BAND IE. GARAGE KEY TONE 1X4 TRIM SEE /7B 1 1/4 X 10" WRAP TOP OF COLUMN - LIGHT BLOCK WITH 5/4" X 6" SQUARE COLUMN ON IX3/IX4 CORNER TRIM - - El ❑ F a El F ❑ _ 5/4" X 10 GAP -0' tU 6" HORIZ. BEVEL SIDING- �x_1X4 ❑ ❑ El a El F-I D E 2 1/2" x 1 1/2" W/ Z FLASHING _ _ SHAKE MAIN FLOOR - - - - - - - - - - - ❑ D ❑ ❑ a EXTEND CONCRETE STOOP MIN. 4" PAST COLUMN CONC. STOOP OPTIONAL OPEN RAIL FRONT ELEVATION 115111 lit'=11-�II S O LL r 1-1 5/4 W/ I> OPT. 2'x4' SKYLIGHT UPPER FLR fE. - UPPER FLOOR MAIN FLR lE. -vr /4X& BARGE 'BOARD - i MAIN FLOOR 6� BASEMENT FLOOR AR ELEVATION 14"XI6" GA BLE VENT 12 14"XI8" GABLE VENt r�CATH. cEILIN&- Am - MASTER SUITE r"IrIr-1 L JLJLJ D / - i (3) 20P OPTIONAL' (412 �\\� PER FLR. )W R M TER u% m li 11110 u 119 h 11 it 1111 li 110 1111I co X i RIGHT ELEVATION t /"- I S -rm AIN FLOOR WALL SHEATHING (AS OCCURS) VERIFY SHEATHING EDGES FLUSH w/ FRAME OPENING PER MR DETAILS EXTEND SILL FLASHING HORIZONTALLY TO PROJECT BEYOND VERTICAL JAMB FLASHING TO BE APPLIED LATER. (FRAMER) APPLY SILL FLASHING HORIZONTALLY BELOW THE SILL. FASTEN TO TOP EDGE OF THE SILL FLASHING TO THE FRAMING, BUT DO NOT FASTEN THE LOWER EDGE, SO THAT BUILDING PAPER MAY BE PLACED UP 4 UNDER AT A LATER DATE. WINDOW/VOOR FLASHING STEP I (SIDING INSTALLER) AFTER WINDOW IS IN PLACE, APPLY JAMB FLASHING OVER WINDOW FLANGE AND LAP DOWN BEYOND SILL FLASHING AND UP ABOVE WINDOW. APPLY AND FASTEN HEAD FLASHING ABOVE WINDOW \\ AND EMEND ENDS BEYOND JAMB FLASHING. TYPICAL FLASHING WIDTH OF 8" WINDOW/DOOR FLASHING STEP 2 5/4" PUJW r �n KEYSTONE SB 3/4" = I'-0" RECEIVED t ITV OF Tl3I' WI'_.A Ale SEP.15 2015 NOTES: PERMIT CENTER • HOUSE NUMBERS OR ADDRESS TO BE POSTED AND PLAINLY VISIBLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING THE DWELLING. 4" HEIGHT / 1/2" STROKE • PROVIDE GALV. SHEET METAL FLASHING 4 COUNTER FLASHING AT ALL ROOF PENETRATIONS INCLUDING CHIMNEYS. • CAULK AT ALL JOINTS 4 PENETRATIONS IN EXTERIOR WALLS. • ADJACENT GROUND SURFACE SHALL BE SLOPED AWAY FROM THE STRUCTURE WITH A GRADIENT OF AT LEAST 1/2" PER FOOT FORA DISTANCE OF fo'-O" OR MORE WITH A MAXIMUM 2:1 ALL SLOPES. PROVISIONS SHALL BE MADE TO PREVENT ACCUMULATION OF SURFACE WATER • R31IA3 THE FLOOR OR LANDING AT THE EXIT DOOR SHALL NOT BE MORE THAN 1 1/2" LOWER THAN THE TOP OF THE THRESf p • GUARDRAIL AND HANDRAILS TO BE ABLE TO WITH ANDEVIEWED FOR A SINGLE POINT LOAD APPLIED IN ANY DIRECTION Tx3M COMPLIANCE TOP MOST PART, OF 200 lb. CONCENTRATED AND 5 "b5. APPROVED APPLIED HORIZ. TO ANY INTERMEDIATE BALUSTER OR INFILL COMPONENTS PER I.R.C. NOV 0 6 2015 • IF 3 OR MORE STEPS DOWN TO GRADE ARE REQUIRED AND / OR FINISHED PORCH HEIGHT IS GREATER TPA 30" ABOVE FINISHED GRADE - PROVIDE GUARD R IL. SURFACE im DOORS TO BE NO MORE THAN City Of Tukwila • 1-1/2" 1/2" BELOW 1a O DOOR THRESHOLD AND PRO DE A MI .3UILDING DIVISION RUN DISTANCE OF 3(o" IN FRONT OF DOOR • 5053 OUTDOOR LIGHTING: REQUIRES HIGH EFFICIENCY LIGHTING OR CONTROLS FOR ALL PORCH LIGHTING. AS AN EXCEPTION TO THE HIGH EFFICIENCY LUMINAIRE, A MOTION SENSOR AND PHOTO DAYLIGHT CONTROL MAY BE USED. R613.2 IN DWELLING UNITS, WHERE THE OPENING OF AN OPERABLE WINDOW IS LOCATED MORE THAN 12" ABV. THE FINISHED GRADE OR SURFACE BELOW, THE LOWEST PART OF THE CLEAR OPENING SHALL BE A MINIMUM OF 24" ABV. THE FINISHED FLR OF THE ROOM IN WHICH THE WINDOW IS LOCATED. GLAZING BETWEEN THE FLR AND 24" SHALL BE FIXED OR HAVE OPENINGS THROUGH WHICH A 4" DIA. SPHERE CANNOT PASS. 2"piq� 09+•—Op=E 533 EE � � u to �5 °1=oo��� c o �L p � 1.3 8p) cvIS T-,In� rngod;c w U z W V! W N w "I -� !J- w U V 0- FILE NO: 6299 R-49 GATT INSULATION WITH MIN. 2" AIR SPACE R-38 INSULATION 2X6 STUDS I(o" O.C. W/ R-21 INSULATION 1/2" GDX PLYWD SHEATHING 300 FELT INTERWOVEN MFR'D TRUSSES At 24" O.G. 1 �r 2X6 SCUDS '� 6 MR 'O.C. SHOWER 0 Z BED 3 UJ ROOM W/ R-21 INSULATION INSULATION BAFFLE MIN. 1 1/2" AIR SPACE 2 X VENT BLOCKING 3/4" T4G PLYWOOD SUBFLOOR UPPER FLR_iE. JOIST PER PLAN _ FAMILY GARAGE A cA 3/4" T4G PLYWOOD SUBFLOOR UPPER FLOOR MAIN FLR fE. f1�fi � ll� �fi - - — — JOIST PER PLAN DUCT SPACE J _ GIELING VI-1/5" COMPACTED FILL OAT' G'I. L,4UN. 5HW1z 0� 2X6 TRT'D MUD SILL W/,ANCHOR BOLTS 6 MIL BLACK CONG.PATTI PER ENGINEER VAPOR BARRIEF MAIN FLOOR 1 4" 4, D.S. T GHTLINE R-10 RIDGE BD INSULATION ALL FOOTINGS TO BEAR ON 0 UNDISTURBED SOIL - MIN. PER ENG. Rta K��6e g' '.`s, ot✓ -ra& ' 14 "K!} t fez e1� I- IF OPEN RAIL IS USED P.T. 2x CURB OPENINGS SHALL HAVE W/ FLASHING AND INtERh1EDI1"tE RAILS OR COUNTER FLASH . AN ORNAMENTAL PATTERN 411 I MAX PER SKYLT MFR SUCH THAT. A SPHERE 4" SKYLIGHT PER PLANS IN DIA. CANNOT PASS THROUGH, W/ LAMINATED 9KLi SAFETY GLASS I I I I 5/8" TYPE CONTI FRAIL 34" t II 3 'ABOVE XIIG.W.5. NOSI R 2006 IRC • SKYLIGHT GLAZING TO BE LAMINATED GLASS W/ MIN. 30.MIL. POLYVINYL 15UTYRAL (OR EQUAL) INTERLAYER SL YL IGHT 0 STAIRS CJ % 1/2 n - 1' - o u TRUSSES m U 1'/ IIX TREADS R-311. OR M C Q D. ON 4 ISERS) 24" O.C. _ = N p �4 U 10�� MIN MIN NOSING 3/4" MAX. 1 1/4" PANEL BOX TREAD } - O 3: m Ql z i 'L '4 r IXS RISER - LU /� G.W.B REQUIRED ONLY AT USEABLE SPACE (2) 2 x S - 1 AT EACH SIDE STAIRS PER 2006 MAX. RISER HEIGHT SHALL NOT, T , IRC R 311.5 EXCEED THE SMALLEST BY MORE THAN 3/5" 2 x 4 PRESSURE - 2X4 NAILER TREATED SILL w 5/6" ANCHOR B (3) 2XI2 STAIR JACKS 2X4 THRUST BLOCK lr STAIR, SECTION DETAIL 2i ELECT -sip 22 1/2" X 30" 2 X 10 ROUGH OPENING WEATHER R-49 BLOWN -IN nn STRIP TYP. nn — — — 5/6" WHEN —✓ FRAMING At TRUSSES 24" O.C. OVERHANG FINISH EDGE 3/5" TO MAX. 1/2" 5/8" G.W.B. U BEAD ATTIC ,ACCESS DETAIL 2x FIRE BLOCK AT TOP 4 BOTTOM OF PANEL FRAMING NOTCH TOP OF 2 x S 3 1/2" x 3" FOR DBL. TOP PLATES RAIN CAP 4 SPARK ARRESTOR STORM COLLAR BEVEL SIDING GALV. METAL CHAS CAP W/ SEALANT e REVIEWED FOR FLUE CODE COMPLIANCE 2X8 CEDAR BAND 1 x 2 TRIM APPROVED TYPE 'X' G.W.B. NOV 0 G 2015 METER CAN INSUL. CHASE m CEI ING ABOVE FIRE STOP SPACER City of Tukwila 1 2x(o STUDS w/ R-21 IL R-21 INSUL. - EXtE I ®I�� DIVISION 2 x 4 STUDE WALLS TO CEILING AT 1(0" O.C. MANTEL 4 MASONRY ' ° APPROVED DOUBLE PER FLOOR PLANS ' ' WALL FLUE - INSTALL RECEIVED PER MF3'6. SPECS. CITY OF T 4.iE:Wil-.A 4X1fD HEADER SEP 15 2015 A49E 2X4 STUDS I PTIONAL DIRECT VENT )LTS ' ' . m I LocaTloN PERMIT CENTER o Jc 6" 4) COMB. AIR ' FOR RAISED HEARTH, PLACE FIREPLACE ON PLATFORM RICAL METER FRAMING 2i '0' cLEA 9 3/4ii_1'-0 cE FI nit i T W 41 0 "n"j-2-9 i-e � op��ogo `nBUmg��E 7 ` w L..Epga pp � 0 w Q Q��y m- O� hs 3 , ,bjb)%s� O2rn� Tz��� :3 ob 3 ac. .3NL. Oc-rc[c� IS4 3% ht qm_-y lu U z W 0 d) W cv W 0—Z W l� n�n 0— U 0 V 0— BILE NO: (0299-9 SWEET MODE OF OPERATION BATHROOMS KITCHENS INTERMITTENTLY OPERATING 50 cfm 100 cfm CONTINUOUS OPERATION 20 cfm 25 cfm I It r1CP11 IIVl7 VtC I.VVLIIVl7 VU I UVVK UtJIhIV I tMt'CKH I UKtJ JI IHLL tit JtLtli I tU I-KVM VVHJt1lfVli I tJN J IAI t ULUbhU NU51 I IUN. ■ i -%a r E_0 . ■ `-rvw.f. RESIDENTIAL ENERGY CODE APPENDIX C. c. SITE BUILT WINDOWS ARE EXEMPT FROM TESTING BUT SHALL BE MADE TIGHT FITTING. ENERGY CREDITS (DEBITS) HEATING AND COOLING: A BUILDING THAT IS DESIGNED TO BE BOTH HEATED AND COOLED SHALL MEET THE MORE FIXED LIGHTS SHALL HAVE GLASS RETAINED BY STOPS WITH SEALANT OR CAULKING ALL STRINGENT OF THE HEATING OR COOLING REQUIREMENTS AS REQUIRED IN THIS CODE WHEN REQUIREMENTS OF THE AROUND. OPERATING SASH SHALL HAVE WEATHERSTRIPPING WORKING AGAINST SPECIFICATIONS FROM THE INTERNATIONAL RESIDENTIAL CODE SECT. EXTERIOR ENVELOPE DIFFER. OVERLAPPING TRIM AND A CLOSER/LATCH WHICH WILL HOLD THE SASH CLOSED. THE M1507.4.1 AS AMENDED BY WASHINGTON STATE R302.1 INDOOR DESIGN TEMPERATURE: WINDOW FRAME TO FRAMING CRACK SHALL BE MADE TIGHT WITH CAULKING, OVERLAPPING MEMBRANE OR OTHER APPROVED TECHNIQUE. EXHAUST FAN REQUIREMENTS SECTION M1507.4 IRC ( ) MAXIMUM INDOOR DESIGN TEMPERATURE SHALL BE 72° F FOR HEATING AND 75' F FOR COOLING. d. OPENINGS THAT ARE REQUIRED TO BE FIRE RESISTIVE ARE EXEMPT FROM THIS SECTION. a. BATHROOMS, LAUNDRIES, WATER CLOSETS OR SIMILAR ROOMS SHALL HAVE A MINIMUM FAN FLOW RATING NOT LESS THAN 50 cfm @ 0.25 WATER GAUGE. RECESSED LIGHTING FIXTURES TO LIMIT AIR LEAKAGE PER W.S.E.C. SECTION R402.4.4 b. KITCHENS SHALL HAVE A MINIMUM FAN FLOW RATING NOT LESS THAN 100 cfm @ 0.25 WATER EVERY DWELLING UNIT SHALL BE PROVIDED WITH HEATING FACILITIES CAPABLE OF MAINTAINING A MIN. ROOM GAUGE. HOWEVER, WHERE A. RANGE HOOD OR DOWN DRAFT EXHAUST FAN IS USED THE MINIMUM TEMPERATURE OF 68 F (20 C) AT A POINT OF X-0" ABOVE THE FLOOR AND 2'-0" FROM EXTERIOR WALLS IN ALL VAPOR BARRIERS / GROUND COVERS FAN FLOW RATING SHALL NOT BE LESS THAN 100 cfm @ 0.10 WATER GAUGE.. HABITABLE ROOMS AT THE DESIGN TEMPERATURE. THE INSTALLATION OF ONE OR MORE PORTABLE SPACE HEATERS SHALL NOT BE USED TO ACHIEVE COMPLIANCE WITH THIS SECTION. (2012 IRC R303.9) AN APPROVED VAPOR RETARDER SHALL BE INSTALLED ON THE WARM SIDE (IN WINTER) OF IRC TABLE M1 507.3.3(1) INSULATION AS SPECIFIED IN W.S.E.C. TABLE 402.4.1.1 R1401.3 CALCULATION PROCEDURES: HEATING AND COOLINGEQUIPMENTSHALL BE SIZED IN ACCORDANCE WITH VAPOR RETARDERS: VENTILATION RATES FOR ALL GROUP R PRIVATE DWELLINGS, SINGLE AND MULTIPLE ACCA MANUAL S BASED ON BUILDING LOADS CALCULATED IN ACCORDANCE WITH ACCA MANUAL J OR OTHER FLOOR 0 4-MIL POLY O BACKED BATTS 0 EXT. T&G PLYWOOD CONTINUOUSLY OPERATING SYSTEMS ( ) APPROVED HEATING AND COOLING CALCULATION METHODOLOGIES. WALLS 0 4-MIL POLY 0 BACKED BATTS M PVA - PAINT FLOOR 2 AREA, ft BEDROOMS 0-1 2-3 4-5 6-7 >7 <1500 30 45 60 75 90 1501-3000 45 60 75 90 105 3001-4500 60 75 90 105 120 .4501-6000 75 90 105 120 135 6001-7500 90 105 120 135 150 >7500 105 120 135 150 165 CEILINGS 0 4-MIL POLY 0 BACKED BATTS N PVA PAINT WHEN CRAWL SPACE VENTILATION IS LESS THAN A 1/1500 RATIO, A GROUND COVER OF SIX MIL EXCEPTIONS: THE FOLLOWING LIMITED EXEMPTIONS FROM THE SIZING LIMIT SHALL BE ALLOWED; HOWEVER, IN ALL (0.006 INCH THICK) BLACK POLYETHYLENE OR APPROVED EQUAL SHALL BE LAID OVER THE CASES HEATING AND/OR COOLING DESIGN LOAD CALCULATIONS SHALL BE SUBMITTED. GROUND WITHIN CRAWL SPACES. IF OPERABLE LOUVERS ARE INSTALLED OR IF THE VENTILATION RATION IS LESS THAN 1 /300 A RADON VENT SHALL BE INSTALLED AS REQUIRED 1. FOR EQUIPMENT WHICH PROVIDES BOTH HEATING AND COOLING IN ONE PACKAGE UNIT, INCLUDING HEAT PUMPS BY IRC APPENDIX F (W.S.E.C. SECTION R408.2) WITH ELECTRIC HEATING AND COOLING AND GAS -PACK UNITS WITH GAS HEATING AND ELECTRIC COOLING, COMPLIANCE NEED ONLY BE DEMONSTRATED FOR THE LARGER OF THE SPACE HEATING OR SPACE COOLING LOAD FOR THE SELECTED SYSTEM SIZE. 2. NATURAL GAS- OR OIL -FIRED SPACE HEATING EQUIPMENT WHOSE TOTAL RATED SPACE HEATING OUTPUT IN LOCAL EXHAUST VENTILATION CONTROLS SECTION IRC 1507.4.1 ( ) ANY E DWELLING UNIT IS 40,000 Btu h R LE ON/ O SS S EXEMPT FROM THE SIZING LIMIT. 1. LOCATION OF CONTROLS. CONTROLS FOR ALL VENTILATION SYSTEMS SHALL BE READILY ACCESSIBLE 3. STAND-BY EQUIPMENT MAY BE INSTALLED IF CONTROLS AND OTHER DEVICES ARE PROVIDED WHICH ALLOW BY THE OCCUPANT. REDUNDANT EQUIPMENT TO OPERATE ONLY WHEN THE PRIMARY EQUIPMENT IS NOT OPERATING. 2. INSTRUCTIONS. OPERATING INSTRUCTIONS FOR WHOLE HOUSE VENTILATION SYSTEMS SHALL BE PROVIDED TO THE OCCUPANT BY THE INSTALLER OF THE SYSTEM. 4. ELECTRIC RESISTANCE HEATERS UNDER 2kW. ' 3. SOURCE SPECIFIC VENTILATION SYSTEMS: SOURCE SPECIFIC VENTILATION SYSTEMS SHALL BE CONTROLLED 302.2.2 HUMIDIFICATION: IF HUMIDIFICATION IS PROVIDED DURING HEATING, IT SHALL BE DESIGNED FOR A MAXIMUM BY MANUAL SWITCHES, DEHUMIDISTATS, TIMERS, OR OTHER APPROVED MEANS. RELATIVE HUMIDITY OF THIRTY PERCENT. WHEN COMFORT AIR CONDITIONING IS PROVIDED, THE ACTUAL DESIGN 4. CONTINUOUS WHOLE HOUSE VENTILATION SYSTEMS. CONTINUOUS WHOLE HOUSE VENTILATION SYSTEMS RELATIVE HUMIDITY WITHIN THE COMFORT ENVELOPE AS DEFINED IN STANDARD RS-4, LISTED IN CHAPTER 7, SHALL SHALL OPERATE CONTINUOUSLY. EXHAUST FANS, FORCED -AIR SYSTEM FANS, OR SUPPLY FANS SHALL BE SELECTED FOR MINIMUM TOTAL HVAC SYSTEM ENERGY USE. (W.S.E.C. 302.2.2) BE EQUIPPED WITH "FAN ON" AS OVERRIDE CONTROLS. CONTROLS SHALL BE CAPABLE OF OPERATING THE VENTILATION SYSTEM WITHOUT ENERGIZING OTHER ENERGY -CONSUMING APPLIANCES. A LABEL DCONTROLS HAT READS "WHOLE HOUSE VENTILATION SEE OPERATING SHALL BE AFFIXED TO THE T INSTRUCTIONS)." 5. INTERMITTENT WHOLE HOUSE VENTILATION SYSTEMS: INTERMITTENT WHOLE HOUSE VENTILATION SYSTEMS INSULATION SHALL COMPLY WITH THE FOLLOWING: 5.1 THEY SHALL BE CAPABLE OF OPERATION INTERMITTENTLY AND CONTINUOUSLY. UNLESS NOTED OTHERWISE INSULATION TO BE PER W.S.E.C. TABLE 2 CLIMATE ZONE 4 R40 .1.1 C IM C 5.2 THEY SHALL HAVE CONTROLS CAPABLE OF OPERATING THE EXHAUST FANS, FORCED -AIR SYSTEM FANS, OR SUPPLY FANS WITHOUT ENERGIZING OTHER ENERGTY-CONSUMING APPLIANCES. n -INSULATION BAFFLES TO MAINTAIN 1 ABOVE INSULATION. - 5.3 THE VENTILATION RATE SHALL BE ADJUSTED ACCORDING TO THE EXCEPTION IN SECTION 403.8.5.1 n INSULATION. -BAFFLES TO EXTEND 6 ABOVE LOOSE -BAFFLES TO EXTEND 12" ABOVE LOOSE FILL INSULATION. 5.4 THE SYSTEM SHALL BE DESIGNED SO THAT IT CAN OPERATE AUTOMATICALLY BASED ON THE TYPE OF -INSULATE BEHIND TUBS/SHOWERS, PARTITIONS AND CORNERS. CONTROL TIMER INSTALLED. :FACE STAPLE BATTS - 5.5 THEiNTERMITTENT MECHANICAL VENTILATION SYSTEM SHALL OPERATE AT LEAST ONE HOUR OUT OF EVERY -FRICTION FIT UNFACED BATTS MUST PROVIDE ONE OF THE FOLLOWING: TWELVE. 1. 4 MIL POLYVAPOR RETARDER OR 5.6 THE SYSTEM SHALL HAVE A MANUAL CONTROL AND AUTOMATIC CONTROL; SUCH AS A 24-HOUR CLOCK TIMER: 2. PVA PAINT WITH A DRY CUP PERM RATING. OF 1 MAX. 5.7 AT THE TIME OF FINAL INSPECTION, THE AUTOMATIC CONTROL SHALL BE SET TO OPERATE THE WHOLE HOUSE TYPICAL INSULATION VALUES: FAN ACCORDING TO THE SCHEDULE USED TO CALCULATE THE WHOLE HOUSE FAN SIZING. 5.8 A LABEL SHALL BE AFFIXED TO THE CONTROL THAT READS "WHOLE HOUSE VENTILATION (SEE OPERATION EXTERIOR WALLS: _ R-21 Batt. (Intermediate framing) INSTRUCTIONS)." WALLS BETWEEN HOUSE AND GARAGE: R-21 Batt. )Intermediate framing) FLOORS o/ CRAWL SPACE & GARAGE: R-30 Batt. CEILING (VAULTED 2x12 FRAMING): R-38 Bad.. CEILING (ATTIC): R-49 Blown -in or R-38 adv. SLAB ON GRADE: R-10 for 2' (slabs within 2' of grade) M1506 LOCAL EXHAUST SYSTEMS. EXHAUST SYSTEMS SHALL BE DESIGNED AND INSTALLED TO MEET ALL OF THE CRITERIA BELOW: 1. SOURCE SPECIFIC EXHAUST SHALL BE DISCHARGE OUTDOORS.. FURNACE 2. EXHAUST OUTLETS SHALL TERMINATE AT LEAST 3 FEET FROM PROPERTY LINES PROPOSED HEATING SYSTEM 3. EXHAUST OUTLETS SHALL TERMINATE AT LEAST 3 FEET FROM OPENINGS INTO THE BUILDING. HEATING SYSTEM TYPE: : 4. EXHAUST DUCTS IN SYSTEMS WHICH ARE DESIGNED TO OPERATE INTERMITTENTLY SHALL BE EQUIPPED WITH BACK -DRAFT DAMPERS. MAKE: PER PLAT SPEC'S 5. ALL EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R-4. MODEL: PER PLAT SPEC'S 6. TERMINAL OUTLET ELEMENTS SHALL HAVE AT LEAST THE EQUIVALENT NET FREE AREA OF THE DUCTWORK. SYSTEM EFFICIENCY: .80% UNLESS NOTED OTHERWISE IN CHAPTER 4 OPTIONS 7. TERMINAL OUTLET ELEMENTS SHALL BE SCREENED OR OTHERWISE PROTECTED AS REQUIRED BY MODIFIED EFFICIENCY: T.B.D. BY SECTION R303.6. HEATING LOAD (AT 44" F DT): T.B.D. SYSTEM SIZE: T.B.D. MAXIMUM SIZE @ 150%: T.B.D. SEE ATTACHED CALCULATIONS 40.87 BBTU DUCTWORK E VENTILATION REQUIREMENTS IRC M1507.3 WHOLE -HOUSE Q A - DUCT SYSTEMS SHALL BE OF METAL AS SET OR FACTOR MADE AIR DUCTS COMPLYING WITH 2012 0 2 RC 1601.2 2012 IRCTABLES M1601.1:1.1(2) B - JOINTS AND SEAMS SHALL BE SUBSTANTIALLY AIRTIGHT, PER 2012 IRC M1601.4.1: M1507.3 EACH DWELLING UNIT OR GUEST ROOM SHALL BE EQUIPPED WITH ONE OF THE FOLLOWING FOUR C - INSTALLATION DUCTS SHALL COMPLY WITH IRC SECTION M1601.4 TYPES OF MECHANICAL WHOLE HOUSE VENTILATION SYSTEMS: A SYSTEM USING EXHAUST FANS (SEE D -DUCT INSULATION SHALL BE R-8 MINIMUM IN ACCORDANCE WITH R403.2.1 W.S.E.C. O CO SECTION M1507.3.4); A SYSTEM INTEGRATED WITH FORCED -AIR SYSTEMS (SEE SECTION M1507.3.5); A E - ALL AIR DUCTS, AIR HANDLERS, FILTER BOXES; AND BUILDING CAVITIES USED S DUCTS SHALL BE SEALED SYSTEM USING SUPPLY FANS (SEE SECTION M1507.3.6; OR A HEAT OR ENERGY. RECOVERY VENTILATION I PER WSCE R403.2.2. DUCTS SHALL NOT DISPLACE REQUIRED WALL OR FLOOR INSULATION SYSTEM (SEE SECTION M1507.3.7). MI507.3.3 OUTDOOR AIR. OUTDOOR AIR SHALL BE DISTRIBUTED TO EACH HABITABLE SPACE. NOTE: WHERE DUCTS ARE USED FOR BOTH HEATING AND COOLING, THE MINIMUM WHERE OUTDOOR AIR SUPPLY INTAKES ARE SEPARATED FROM EXHAUST VENTS BY DOORS, MEANS SHALL INSULATION SHALL BE AS REQUIRED FOR THE MOST RESTRICTIVE CONDITION. BE PROVIDED TO ENSURE AIRFLOW TO ALL SEPARATED HABITABLE SPACES BY INSTALLING DISTRIBUTION 1. INSULATION MAY BE OMITTED ON THAT PORTION OF A DUCT WHICH IS LOCATED WITHIN A WALL OR DUCTS, INSTALLED GRILLES, TRANSOMS, DOORS UNDERCUT TO A MINIMUM OF 1/2-INCH ABOVE THE : FLOOR/CEILING SPACE WHERE BOTH SIDES OF THIS SPACE ARE EXPOSED TO CONDITIONED AIR AND SURFACE OF THE FINISH FLOOR COVERING, OR OTHER SIMILAR MEANS WHERE PERMITTED BY THE WHERE THIS SPACE IS NOT VENTILATED OR OTHERWISE EXPOSED TO UNCONDITIONED AIR. INTERNATIONAL RESIDENTIAL CODE. THE MECHANICAL SYSTEM SHALL OPERATE CONTINUOUSLY TO SUPPLY AT LEAST THE VOLUME OF OUTDOOR AIR REQUIRED IN TABLE M1507.3.3(1). INTERMITTENT SYSTEMS TO BE SIZED PER TABLE M1507.3.3(2). INFILTRATION CONTROL MI507.3.4.2 FAN NOISE. WHOLE HOUSE EXHAUST AND TRANSFER FANS LOCATED 4 FEET OR LESS FROM THE INTERIOR GRILLE SHALL HAVE A SONE RATING OF 1.0 OR LESS MEASURED AT 0.10 INCHES WATER GAUGE. SHALLBE THE BUILDING THERMAL ENVELOPE SHALL BE CONSTRUCTED TO LIMIT AIR LEAKAGE IN ACCORDANCE WITH THE CONSTRUCTEDTO LIMIT E MALE N MANUFACTURER'S NOISE RATINGS SHALL BE DETERMINED AS PER HVI 915. REMOTELY MOUNTED FANS REQUIREMENTS SECTIONS .1 THROUGH SHALL BE ACOUSTICALLY ISOLATED FROM THE STRUCTURAL ELEMENTS OF THE BUILDING AND FROM ATTACHED DUCTWORK USING INSULATED FLEXIBLE DUCT OR OTHER APPROVE MATERIAL. a. EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OPENINGS BETWEEN WALLS AND FOUNDATION, BETWEEN WALLS AND ROOF AND WALL PANELS; OPENINGS AT PENETRATIONS OF UTILITY SERVICES THROUGH ATTIC SPACE SHALL BE VENTED PER IRC SEC R806 WALLS, FLOORS AND ROOFS; AND ALL OTHER OPENINGS IN THE BUILDING ENVELOPE AND ALL OTHER OPENINGS CRAWL SPACE SHALL BE VENTED w/ 1 S.F. PER 150 S.F. OF CRAWL AREA OR PER I.R.C. SEC R408 ' . BETWEEN UNITS SHALL BE SEALED, CAULKED, GASKETED OR WEATHERSTRIPPED TO LIMIT AIR LEAKAGE. OTHER EXTERIOR JOINTS AND SEAMS SHALL BE SIMILARLY TREATED, OR TAPED, OR COVERED WITH MOISTURE VAPOR .2012 ENERGY CONSERVATION REQUITRMENTS: PERMEABLE HousEWRAP. Sec. R402.4.1.2 W.S.E.C: R402.4.1.2 TESTING. Provide door blower test affidavit by final building inspection THE BUILDING OR DWELLING UNIT SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDING 6 AIR CHANGES PER HOUR:TESTING SHALL BE CONDUCTED WITH A BLOWER DOOR AT A PRESSURE OF Sec. R403.2.2 0.2 INCHES W.G. WHERE REQUIRED BY THE CODE OFFICIAL, YESTING SHALL BE CONDUCTED BY AN APPROVED Provide duct sealing affidavit by final Inspection THIRD PARTY. A WRITTEN REPORT OF THE RESULTS OF THE TEST SHALL BE SIGNED BY THE PARTY CONDUCTING THE TEST AND PROVIDED TO THE CODE OFFICIAL. Sec. R401.Derma Post Permanent Energy Code Compliance Certificate within 3' of electric panel. TESTING SHALL BE PERFORMED AT ANY TIME AFTER CREATION OF ALL PENETRATIONS OF THE BUILDING THERMAL ENVELOPE. Sec. R403.1.1 Each heating or cooling system shall be provided with a programmable thermostat PIPING INSULATION HOT WATER PIPE SHALL BE INSULATED TO A MINIMUM OF R-4 (R403.4.2). ALL WATER PIPES OUTSIDE THE CONDITIONED SPACE SHALL BE INSULATED TO R-3 MIN. AND IN ACCORDANCE WITH THE WASHINGTON STATE PLUMBING CODE (CHAPTER 51-56 WAC). WATER HEATERS PERFORMANCE EFFICIENCY: DOMESTIC WATER HEATING EQUIPMENT SHALL COMPLY WITH THE APPLICABLE EFFICIENCIES LISTED IN TABLE 14-1A THROUGH 14-1G. ALL ELECTRIC WATER HEATERS IN UNHEATED SPACES OR ON CONCRETE FLOORS SHALL B LACED O AN BE N INCOMPRESSIBLE, INSULATED SURFACE WITH A MINIMUM THERMAL RESISTANCE OF R-10. (W.S.E.C. R403.4.3) LIGHTING R404.1 LIGHTING: A MINIMUM OF 75 PERCENT OF PERMENANTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE HIGH -EFFICACY LAMPS. ASHINGTON STATE ENERGY CODE - TABLE 4�02.1.1 CLIMATE ZONE 5 AND MARINE 4 6 FENESTRATION U-FACTORb 0.30 om SKYLIGHT b U-FACTOR 0.50 0.50 CEILING R-VALUE I 49 49 WOOD FRAMED WALLg'k'I R-VALUE 21 INT 21 + 5 CI MASS WALL R-VALUE i 21/21 h 21 + 5 h FLOOR R VALUE 30 9 30 9 BELOW GRADE c�k WALL R-VALUE 10 / 15 / 21 INT + TB 10 / 15121 INT + TB SLAB d R-VALUE & DEPTH 10, 2 FT 10, 4 FT Cl = CONTINUOUS INSULATION INT = INTERNEDIEATE FRAMING A R-VALUES ARE MINIMUM. U-VALUES ARE MAXIMUM. 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 C n n + 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 n n 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 n the wall. "10/13 means R-10 continuous insulation on the Interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. 'TB" means thermal break between floor slab and basement wall. D R-10 continuous Insulation is required under heated slab on grade floors. See R402.2.9.1; F Basement wall insulation is not required in warm -humid locations as defined by Figure R301.1 and Table R301.1 HFirst 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 sheathingcovers 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. JFor single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. Klnt. (intermediate framing) denotes standard framing 16 inches on center with headers Insulated with a minimum of R-10 insulation. LLog and solid timber walls with a minimum average thickness of 3.5 Inches are exempt from this insulation requirement. OPTION DESCRIPTION CREDITS) la. EFFICIENT BUILDING ENVELOPE 1a: 0.5 Prescriptive compliance is based on Table R402.1.1 with the following modifications: Fenestration U.=0.28 Floor R-38 Slab on grade R-10 perimeter and under entire slab Below grade slab R-10 perimeter and under entire slab or Compliance based on Section R402.1.4: Reduce the Total UA by 5% 1b. EFFICIENT BUILDING ENVELOPE 1b: 1.0 Prescriptive compliance is based on Table R402.1.1 with the following modifications: Fenestration U.=0.25 Wall r-21 plus R-4 Floor R-38 Basement wall R-21 int plus R-5 cf Slab on grade R-10 perimeter and under entire slab Below gread slab R-10 perimeter and under entire slab or Compliance based on section R402.1.4: Reduce the Total UA by 15%. 1c. EFFICIENT BUILDING ENVELOPE 1c: 2.0 Prescripitive compliance is based on Table R402.1.1 with the following modifications: Fenestration U.=0.22 Ceiling and single -rafter or joist -vaulted R-49 advanced Wood frame wall R-21 int plus R-12 ci Floor R-38 Basement wall R-21 int plus R-12 cf Slab on grade R-10 perimeter and under entire slab Below grade, slab R-10 perimeter and under entire slab or Compliance base on Section R402.1.4,- Reduce the Total UA by 30%. 2a. AIR LEAKAGE CONTROL AND EFFICIENT VENTILATIONS 2a: 0.5 Compliance based on R402.4.1.2: Reduce the tested air leakage to 4.0 air changes per hour maximum and All whole house ventilation requirements as determined by Section M1507.3 of the International Residential Code shall be met with a high efficiency fan (maximum 0.35 watts/cfm), not interlocked with the furnace fan ventilation systems using a furnace including a ECM moter are allowed, provided that they are controlled to separate at low speed in ventilation only mode. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the option being selected and shall specify the maximum tested building air leakage and shall show the heat recovery ventilation system. 2b. AIR LEAKAGE CONTROL AND EFFICIENT VENTILATIONS 2b: 1.0 Compliance based on R402.4.1.2: Reduce the tested air leakage to 2.0 air changes per hour maximum and All whole house ventilation requirements as determined by Section M1507.3 of the International Residential Code shall be met with a heat recovery ventilations system with minimum sensible heat recovery efficiency of 0.70. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 2c. AIR LEAKAGE CONTROL AND EFFICIENT VENTILATIONS 2c: 1.5 Compliance based on R402.4.1.2: Reduce the tested air leakage to 1.5 air changes per hour maximum and All whole house ventilation requirements as determined by Section M1507.3 of the International Residential Code shall be met with a heat recovery ventilations system with minimum sensible heat recovery efficiency of 0.85. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the maximum tested building air leakage and shall show the heat recovery ventilation system. 3a. HIGH EFFICIENCY HVAC EQUIPMENT 3b: 0.5 Gas, propane or oil -fired furnace with minimum AFUE of 95% To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 3b. HIGH EFFICIENCY HVAC EQUIPMENT 3b: 1.0 Air -source heat pump with minimum HSPF of 8.5 To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 3c. HIGH EFFICIENCY HVAC EQUIPMENT 3c: 2.0 Closed -loop ground source heat pump; with a minimum COP of 3.3 or Open loop water source heat pump with a maximum pumping hydraulic head of 150 feet and minimum COP of 3.6 To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 3d. HIGH EFFICIENCY HVAC EQUIPMENT 3d: 1.0 DUCTLESS SPLIT SYSTEM HEAT PUMPS, ZONAL CONTROL: In homes where the primary space heating system is zonal electric heating , a ductless heat pump system shall be installed and provide heating to at least one zone of the housing unit. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 4' HIGH EFFICIENCY HVAC DISTRIBUTION SYSTEM: a 1.0 All heating and cooling system components installed inside the conditioned space. All combustion equipment shall be direct vent or sealed combustion. Locating system components in conditioned crawl spaces is not permitted under this option. Electric resistance heat is not permitted under this option. Direct combustion heating equipment with AFUE less than 80% is not permitted under this option. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and shall show the location of the heating and cooling equipment and the ductwork. 5a. EFFICIENT WATER HEATING 5a: 0.5 Water heating system shall include one the following: Gas, propane or oil water heater with a minimum EF of 0.62 or Electric water heater with a minimum EF of 0.93. and for both cases All showerhead and kitchen sink faucets intalled in the house shall be rated at 1.75 GPM or less. All other lavatory faucets shall be rated at 1.0 GPM or less.b To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the water heater equipment type and the minimum equipment efficiency and shall specify the maximum flow rates for all showerheads, kitchen sink faucets, and other lavatory faucets. 5b. EFFICIENT WATER HEATING 5b: 1.5 Water heating system shall incluce one of the following: Gas, propane or oil water heater with a minimum EF of 0.82 or Solar water heating supplementing a minimum standard water heater. Solar water heating will provide a rated minimum savings of 85 therms or 2000 kWh based on the Solar Rating and Certification Corporation (SRCC) Annual Performance of OG-300 Certified Solar Water Heating Systems or Electric heat pump water heater with a minimum EF of 2.0 and meeting the standards of NEENs Northern Climate Specifications for Heat Pump Water Heaters or Water heater heated by ground source heat pump meeting the requirements nts of Option 3c. To qualifyto claimthis credit, the building permit drawings shall specify tythe option being selected and shall specify the water heater systems, the calculation of the minimum energy savings. 6. RENEWABLE ELECTRIC ENERGY: 0.5 For each 1200 kWh of electrical generation provided annually by on -site wind or solar equipment a 0.5 credit shall be allowed, up to 3 credits. Generation shall be calculated as follows: For solar electric systems, the design shall be demonstrated to meet this requirement using the National Renewable Energy Laboratory calculator PVWATTs. Documentation notingsolar accessshall be included on the tans. For wind ge neration projects designs p 9 P 1 g s shall document annual power generation based on the following factors: The wind turbine power curve; average annual win d nd speed at the site; frequency distributaion of the wind speed at the site and height of the tower. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall show the photovoltaic of wind turbine equipment type, provide documentation of solar and wind access, and include a calculation of minimum annual energy power production. a. Interior Duct Placement. Ducts included a Option 4 of Table R406.2 shall be placed wholly within the heated envelope of the housing unit. The placment shall be inspected and cerified to receive the credits associated with this option. Exception: Ducts complying with this section may have up to 5% of the total linear feet of ducts located in the exterior cavities of buffer spaces of the dwelling. If this exception is used the ducts will be tested to the following standards: Post -construction test: Leakage to outdoors shall be less than or equal to 1 CFM per 100 ft. of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. b. Plumbing fixtures Flow Ratings. Low flow plumbing fixtures (water closets and urinals) and fittings (faucets and showerheads) shall comply with the following requirements: 1. Residential bathroom lavatory sink faucets: Maximum flow rate - 3.8 Umin (1.0 gal/min) when tested in accordance with ASME Al12.18.1/CSA B125.1. 2. Residential kitchen faucets: Maximum flow rate - 6.6 Umin (1.75 gal/min) when tested in accordance with ASME Al12.18.1/CSA B125.1. 3. Residential showerheads: Maximum flow rate - 6.6 Umin (1.75 gal/min) when tested in accordance with ASME Al12.18.1/CSA B125.1. REVIEWED FOR CODE COMPLIANCE RECF9 ,"ED APPROVED CITY OF TUI•:V! IL NOV 0 6 2015 SEP 15 2015 City of Tukwila PERIMIT CENTER BUILDING DIVISION �f �� g3 u -ffio .o T E 0910 .� z>M,aU V6" -0 43 o ig_ 9.03 >_ SUS BILE NO: 6299-2012 ECI SHEET a�CtxslranvawMd'd!a➢Y..exutiwwe'.mia.tsN':'ua;::wmw a a !mdW.kua'Rt " ts'.wa+'J.gtir.H„!3vp �d4ti'! t'iN+rrx'.kv ;sx(ta;:mss: aP 6 rt,+a'+xro .G.A Nl SPr v:.v.. 4 r a.. ttr.+'ub H e+ .'ia.'�.a.a. a*, v. »......eaves x Y ...krYevu x r ,F;s.tkv....t ewr n: 'i:; Y dbt nr ',xS:t: x 'U�>ted,as. arf; sts; d;. stma V aars'nh;Hvv dx � su.�;n. 4 9xm.n t'.�.�� kvvva 'amavroux sv.�w:wHaaa, ss„. . .,nv:¢H�m�axex w,H,xw:, �� xxdt�m +� xam ,*�sdwwuasps~•'sue�adaws,�.avm.,u.+wa.a�;mH,,�w.aeu��,�aaa �r'!ak w»x. ssa�m.. Ej GENERAL STRUCTURAL NOTES (GSN) BUILDING CODE: WOOD: SHOP DRAWINGS: 2012 EDITION OF THE INTERNATIONAL BUILDING CODE. SAWN LUMBER: SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS IN ADDITION TO ITEMS REQUIRED BY ARCHITECTURAL SPECIFICATIONS. LOADS: FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN WOOD PRODUCTS ASSOCIATION OR THE WEST COAST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER SHALL BE THE CONTRACTOR SHALL REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL. ITEMS NOT IN ACCORDANCE ROOF LIVE LOAD = 25 PSF (SNOW). STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE WITH CONTRACT DOCUMENTS SHALL BE FLAGGED UPON CONTRACTOR'S REVIEW. SUPERIMPOSED DEAD LOAD ON ROOF TRUSSES - 14 PSF. (EXCLUDES TRUSS WEIGHT) FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: ( 9 PSF TOP CHORD / 5 PSF BOTTOM CHORD) VERIFY ALL DIMENSIONS WITH ARCHITECT ROOF DEAD LOAD = 16 PSF. FLOOR LIVE LOAD = 40 PSF A FLOOR DEAD LOAD = 20 PSF. WIND LOAD = 110 MPH ULTIMATE DESIGN WIND SPEED, EXPOSURE B. Kzt = 1.0 RISK CATEGORY II SEISMIC DESIGN CATEGORY D C N x 0 00 0 D c 0 0 3 a m i a: FOUNDATIONS: SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 18" MINIMUM BELOW FINISHED GRADE. FINISHED ANY CHANGES, SUBSTITUTIONS, OR DEVIATIONS FROM CONTRACT DOCUMENTS SHALL BE CLOUDED BY MANUFACTURER OR FABRICATOR. ANY OF THE AFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED BY SUBMITTING PARTIES SHALL NOT BE CONSIDERED APPROVED AFTER ENGINEER'S REVIEW, UNLESS NOTED ACCORDINGLY. THE ENGINEER HAS THE RIGHT TO APPROVE OR DISAPPROVE ANY CHANGES TO CONTRACT DOCUMENTS AT ANY TIME BEFORE OR AFTER SHOP DRAWING REVIEW. THE SHOP DRAWINGS DO NOT REPLACE THE CONTRACT DOCUMENTS. ITEMS OMITTED OR SHOWN INCORRECTLY GRADE IS DEFINED AS TOP OF SLAB FOR INTERIOR FOOTINGS AND LOWEST ADJACENT GRADE WITHIN 5 FEET AND NOT FLAGGED BY THE STRUCTURAL ENGINEER OR ARCHITECT SHALL NOT BE CONSIDERED CHANGES TO FOR PERIMETER FOOTINGS. DESIGN SOIL BEARING VALUE = 1,500 PSF. GLUED —LAMINATED BEAMS (GLULAM) CONTRACT DOCUMENTS. IT IS THE CONTRACTOR'S RESPONSIBILITY TO INSURE ITEMS ARE CONSTRUCTED TO CONTRACT DOCUMENTS. CONCRETE: BEAMS SHALLE THE FOLLOWING RF GLUPSI, 800,000 PSI. CONTINUOUSMUM ICULAR) 650 PSI, BEAMS OR BEAMS CANTILEVERING Fc (PERPENDD THE ADEQUACY OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BY OTHERS RESTS WITH THE DESIGNING MINIMUM COMPRESSIVE STRENGTH OF CONCRETE SHALL BE 3,000 PSI TO COMPLY WITH EXPOSURE OVER SUPPORTS SHALL HAVE THE SPECIFIED MINIMUM PROPERTIES TOP AND BOTTOM. ALL BEAMS SHALL BE OR SUBMITTING AUTHORITY. REQUIREMENT OF IBC TABLE 1904.2. STRUCTURAL DESIGN IS BASED ON f c OF 2,500 PSI. PER IBC 1705.3, FABRICATED USING WATERPROOF GLUE. FABRICATION AND HANDLING PER LATEST AITC AND WCLA NO SPECIAL INSPECTION REQUIRED. STANDARDS. BEAMS TO BEAR GRADE STAMP AND AITC STAMP AND CERTIFICATE. CAMBER AS SHOWN ON REVIEWING IS INTENDED ONLY AS AN AID TO THE CONTRACTOR IN OBTAINING CORRECT SHOP DRAWINGS. DRAWINGS. RESPONSIBILITY FOR CORRECTNESS SHALL REST WITH THE CONTRACTOR. ALL CONCRETE CONSTRUCTION SHALL CONFORM TO A.C.I. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED. ONLY AT TRENCHES, FLOOR DUCTS, TURNDOWNS, ENGINEERED WOOD BEAMS (PARALLAM): GENERAL: ETC. MAXIMUM SLUMP 4 1/2" FOR CONCRETE WITHOUT PLASTICIZER. IF PLASTICIZER IS USED, A HIGHER FINAL SLUMP MAY BE ALLOWED UPON STRUCTURAL ENGINEER'S APPROVAL. UNLESS APPROVED OTHERWISE IN PARALLAM BEAMS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,900 PSI, Fv = 290 PSI, Fc THE STRUCTURAL CONSTRUC110M DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE WRITING BY THE ARCHITECT, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND BY CONTROL JOINTS (KEYED (PERPENDICULAR) = 750 PSI, E = 2,000,000 PSI. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT OR SAW CUT), AS SHOWN ON THE FOUNDATION PLAN, SUCH THAT THE ENCLOSED AREA DOES NOT EXCEED WITH THE LATEST EDITION I.C.C. REPORT ESR-1387. THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO, 225 SQUARE FEET. KEYED CONTROL JOINTS NEED ONLY OCCUR AT EXPOSED EDGES DURING POURING, ALL BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. THE STRUCTURAL ENGINEER SHALL OTHER JOINTS MAY BE SAW CUT. ENGINEERED WOOD BEAMS (LAMINATED VENEER LUMBER): NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES FOR PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO. FLY ASH, IF PERMITTED BY ARCHITECTURAL SPECIFICATIONS, SHALL BE LIMITED TO 18% OF CEMENTITIOUS LAMINATED VENEER LUMBER SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,250 PSI, Fv = 285 MATERIALS AND SHALL HAVE A REPLACEMENT FACTOR OF 1.2 RELATIVE TO CEMENT REPLACED. NO FLY ASH PSI, Fc (PERPENDICULAR) = 650 PSI, E = 1,500,000 PSI. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION. LOAD SHALL NOT ADDITIVES SHALL BE USED IN FLATWORK OR ARCHITECTURALLY EXPOSED CONCRETE. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST EDITION I.C.C. REPORT ESR-1533. EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. REINFORCING: ENGINEERED WOOD BEAMS (TIMBERSTRAND): WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH STANDARDS SHALL BE THE LATEST EDITION AND/OR ADDENDA. ASTM A615 (Fy = 60 KSI) DEFORMED BARS FOR ALL BARS #4 AND LARGER. ASTM A615 (Fy = 40 KSI) 11MBERSTRAND LUMBER SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: Fb = 2325 PSI, Fv = 310 PSI, DEFORMED BARS FOR ALL BARS #3 AND SMALLER. NO TACK WELDING OF REINFORCING BARS ALLOWED Fc (PERPENDICULAR) = 800 PSI, E = 1,550,000 PSI. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL, MECHANICAL, PLUMBING AND WITHOUT PRIOR REVIEW OF PROCEDURE WITH THE STRUCTURAL ENGINEER. LATEST A.C.I. CODE AND DETAILING WITH THE LATEST EDITION I.C.C. REPORT ESR-1387. ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. MANUAL APPLY. CLEAR CONCRETE COVERAGES AS FOLLOWS: PLYWOOD: OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE IF AN OPTION IS CHOSEN CONTRACTOR SHALL BE LAP SPLICES IN CONCRETE: LAP SPLICES, UNLESS NOTED OTHERWISE, SHALL BE CLASS "B" TENSION LAP SPLICES PER LATEST EDITION OF A.C.I. 318. STAGGER SPLICES A MINIMUM OF ONE LAP LENGTH. ALL REINFORCING SHALL BE CHAIRED TO ENSURE PROPER CLEARANCES. SUPPORT OF FOUNDA11ON REINFORCING MUST PROVIDE ISOLATION FROM MOISTURE/CORROSION. ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY THE STRUCTURAL ENGINEER. PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS AND INTERSECTIONS PER TYPICAL DETAILS. REINFORCING BAR SPACINGS GIVEN ARE MAXIMUM ON CENTERS. ALL BARS PER CRSI SPECIFICATIONS AND HANDBOOK. DOWEL ALL VERTICAL REINFORCING TO FOUNDATION WITH STANDARD 90 DEGREE HOOKS UNLESS NOTED OTHERWISE. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE. STRUCTURAL STEEL: ALL BOLTS SHALL BE ASTM A307, UNLESS NOTED OTHERWISE. ALL ANCHOR BOLTS SHALL BE ASTM F1554, GRADE 36. ALL CONSTRUCTION PER LATEST AISC HANDBOOK. ALL EXPANSION AND EPDXY BOLTS TO HAVE I.C.C. RATING FOR MATERIAL INTO WHICH INSTALLA1ON TAKES PLACE. ALL BOLTS, ANCHOR BOLTS, EXPANSION BOLTS, ETC., SHALL BE INSTALLED WITH STEEL WASHERS AT FACE OF WOOD. PLYWOOD WEB JOIST: DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST EDITION I.C.C. REPORT ESR-1153 FOR TJI (ESR-1405 FOR PRI JOIST 1225 FOR PWI 1305 FOR LPI). CONNECTIONS AND BEARING MATERIAL TO BE SHOP CONNECTED TO JOISTS AND DESIGNED AND FURNISHED BY JOIST FABRICATOR. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM = L/480. FLOOR TOTAL LOAD MAXIMUM = L/240. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS WITH DESIGN CALCULA11ONS SEALED BY A REGISTERED ENGINEER FOR REVIEW PRIOR TO MANUFACTURE. ADD111ONAL JOISTS SHALL BE SUPPLIED AS REQUIRED TO SUPPORT MECHANICAL EQUIPMENT. PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS STATED IN THE GENERAL STRUCTURAL NOTES OR AS LOCATED ON PLANS. BRIDGING SIZE AND SPACING SHALL BE BY TRUSS MANUFACTURER/TRUSS DESIGNER UNLESS NOTED OTHERWISE. CONTRACTOR SHALL SUBMIT A TRUSS SUBMITTAL PACKAGE AS DEFINED IN IBC SECTION 2303.4, INCLUDING, BUT NOT LIMITED TO, INDIVIDUAL TRUSS DESIGN DRAWINGS, TRUSS PLACEMENT DIAGRAM AND TRUSS MEMBER PERMANENT BRACING REQUIREMENTS. TRUSS DOCUMENTS SHALL BE SEALED BY A REGISTERED DESIGN PROFESSIONAL AS REQUIRED BY IBC SECTION 2304.1.4. CALCULATIONS AND SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED AT BEARING POINTS. ALL CONNECTORS SHALL HAVE CURRENT I.C.C. APPROVAL. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLEC1ON SHALL BE LIMITED AS FOLLOWS: ROOF TOTAL LOAD MAXIMUM = L/240. ROOF LIVE LOAD MAXIMUM = L/360. ADDITIONAL TRUSSES SHALL BE SUPPLIED AS REQUIRED TO SUPPORT MECHANICAL EQUIPMENT. MULTIPLE TRUSS MEMBERS SHALL BE FASTENED TOGETHER TO ALLOW TRANSFER OF SHEAR AND TENSION FORCES (MINIMUM 200 PLF) AT PLYWOOD SHEATHING JOINTS AND TO PREVENT CROSS GRAIN BENDING OF TOP CHORDS. ATTACHMENT SHALL BE A CONTINUOUS 20 GAGE METAL PLATE OR OTHER APPROVED MEANS. METHOD OF ATTACHMENT SHALL BE INDICATED ON SHOP DRAWINGS FOR REVIEW. TRUSS MANUFACTURER SHALL CONFIGURE ALL NON —HABITABLE ROOF TRUSSES SO AS TO CONFORM TO THE REQUIREMENTS OF "UNHABITABLE AT11CS WITHOUT STORAGE" PER IBC TABLE 1607.1. TRUSS MANUFACTURER SHALL HAVE I.C.C. APPROVAL OR BE AN APPROVED FABRICATOR ACCORDING TO THE BUILDING JURISDICTION. TRUSS MANUFACTURER SHALL PERMANENTLY IDENTIFY EACH TRUSS. RESPONSIBLE FOR ALL NECESSARY CHANGES AND SHALL COORDINATE ALL DETAILS. ALL PLYWOOD SHALL BE AMERICAN PLYWOOD ASSOCIATION CDX—RATED SHEATHING OR BETTER, AND SHALL BEAR THE STAMP OF AN APPROVED TESTING AGENCY. LAY UP PLYWOOD WITH FACE GRAIN PERPENDICULAR NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TO SUPPORTS (ON ROOFS WHERE PLYWOOD IS LAID UP WITH FACE GRAIN PARALLEL TO SUPPORTS, USE A TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON MINIMUM OF 5AIC' Or A1PLY PLYWOOD). STAGGER 1�JOINnn TSTA ALPU L NAILING eSH�ALL BE c WITH ICCOMMON ^NAIcS.ocWHAI 1!oRE171 1CAITC THE PROJECT. JVI%L.Mj /lI%L IIYVI V/I ILV I VI\ lwVVV— IV— 111—v nI InVI IIYILI\IJ, VJL vyVVV IVILL 1111V II IL 1\LYIV 11\1IYILI1IV OF A.N.S.1./A.S.M.E. B18.6.1 OF GRADE ASTM A584, GRADE 1013 TO 1022 STEEL (FY=193,600 PSI). CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS HORIZONTAL DIAPHRAGM AND SHEARWALL CAPACITIES SHALL BE PER THE LATEST EDITION OF I.C.C. REPORT PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE ARCHITECT. ESR-1539. ALL PLYWOOD SHALL BE OF THE FOLLOWING NOMINAL THICKNESS, SHALL HAVE THE FOLLOWING SPAN/INDEX RATIO, AND SHALL BE ATTACHED AS FOLLOWS, UNLESS NOTED OTHERWISE: TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY UNLESS NOTED OTHERWISE. SCREWS AT FLOOR SHEATHING SHALL BE #8 x 2 1/2" LONG FOR SHEATHING LESS THAN 1" NOMINAL THICKNESS, AND SHALL HAVE CURRENT I.C.C. APPROVAL AS A REPLACEMENT FOR 10d NAILS IN WOOD PANEL DIAPHRAGMS. SCREWS PER I.C.C. ER-5280 OR APPROVED EQUAL. ALL FLOOR SHEATHING SHALL BE GLUED TO SUPPORT MEMBERS WITH AN A.P.A. AFG-01 OR ASTM D3498 QUALIFIED GLUE IN ACCORDANCE WITH A.P.A. FORM E30. AT CONTRACTOR'S OPTION, 10d NAILS MAY BE USED IN LIEU OF SCREWS AT FLOOR SHEATHING WITH PRIOR APPROVAL OF OWNER OR ARCHITECT. ALTERNATE SHEATHING: AMERICAN PLYWOOD ASSOCIATION PERFORMANCE RATED SHEATHING MAY BE USED AS AN ALTERNATE TO PLYWOOD WITH PRIOR APPROVAL OF OWNER, ARCHITECT AND ROOFING CONTRACTOR. RATED SHEATHING SHALL COMPLY WITH I.C.C. ESR-2586, EXPOSURE 1, AND SHALL HAVE A SPAN RATING AND SHEAR VALUE EQUIVALENT TO OR BETTER THAN THE PLYWOOD IT REPLACES. ATTACHMENT AND THICKNESS (WITHIN 1/16") SHALL BE THE SAME AS THE PLYWOOD IT REPLACES. INSTALL SHEATHING PER MANUFACTURER'S RECOMMENDATIONS. NAILING: ALL NAILS SHALL CONFORM TO ASTM F1667. ALL NAILING SHALL BE WITH COMMON WIRE NAILS OR APPROVED EQUAL. ALL NAILING SHALL BE WITH POWER —DRIVEN FASTENERS MEETING THE REQUIREMENTS OF I.C.C. ESR-1539 OR APPROVED EQUAL. ALL NAILS AND FASTENERS IN PRESSURE —TREATED OR FIRE RETARDANT WOOD SHALL BE HOT —DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, COPPER, OR APPROVED EQUAL, TYPICAL UNLESS NOTED OTHERWISE TO MEET THE REQUIREMENTS OF I.B.C. SECTION 2304.9.5. NAILS SPECIFIED BY PENNYWEIGHT SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: PENNY —WEIGHT SHANK DIAMETER NAIL BENDING YIELD STRENGTH Fb 8d 0.131 100,000 PSI 10d 0.148" 90,000 PSI 16d 0.162" 90,000 PSI WOOD GENERAL: DO NOT NOTCH OR DRILL JOISTS, BEAMS OR LOAD BEARING STUDS WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER THROUGH THE ARCHITECT. DOUBLE UP FLOOR JOISTS AND BLOCKING UNDER PARTITIONS. PROVIDE 2" SOLID BLOCKING AT SUPPORTS OF ALL JOISTS. DOUBLE UP STUDS AT JAMBS AND UNDER BEAMS. EVERY OTHER STUD OF WOOD FRAME BEARING WALL SHALL HAVE A SIMPSON H3 ANCHOR TOP AND BOTTOM, EXCEPT AT THOSE WALLS WHERE PLYWOOD SHEATHING IS DIRECTLY ATTACHED TO THE TOP AND BOTTOM PLATES WITH EDGE NAILING. PROVIDE 2x SOLID BLOCKING AT MID —HEIGHT OF BEARING STUD WALLS. ALL NAILING NOT NOTED SHALL BE ACCORDING TO TABLE 2304.9.1 OF THE INTERNATIONAL BUILDING CODE. ALL FIELD CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESSURE TREATED WOOD SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. WOOD CONNECTORS SHALL BE AS MANUFACTURED BY SIMPSON STRONG —TIE COMPANY, INC. OR OTHER MANUFACTURER WITH CURRENT AND EQUIVALENT I.C.C. APPROVAL. ALL WOOD CONNECTORS IN CONTACT WITH PRESSURE TREATED OR FIRE RETARDANT WOOD SHALL BE HOT —DIPPED GALVANIZED, STAINLESS STEEL OR APPROVED EQUAL, TYPICAL UNLESS NOTED OTHERWISE. TYPICAL CONNECTIONS SHALL USE THE FOLLOWING SIMPSON STRONG —TIE CONNECTORS, UNLESS NOTED OTHERWISE: CONNECTION TYPE TYPICAL CONNECTOR POST TO FOUNDATION PBS TYPE POST BASE POST TO BEAM PC TYPE POST CAP JOIST TO BEAM LU TYPE HANGER BEAM TO BEAM HU TYPE HANGER HANGERS SHALL BE THOSE SIZED FOR THE APPLICABLE FRAMING MEMBER. I.E.—AN LU26 HANGER SHALL BE USED FOR A- 26, NOT AN LU24. TOP FLANGE HANGERS WITH EQUIVALENT OR GREATER CAPACITY SHALL BE SUBSTITUTED FOR FACE —MOUNTED HANGERS AS APPLICABLE. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL NOTES AND SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN. ANY ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL OF A REGISTERED ENGINEER RECOGNIZED BY THE BUILDING CODE JURISDIC1ION OF THIS PROJECT. ABBREVIATIONS A.B.C. AGGREGATE BASE COURSE A.F.F. ABOVE FINISHED FLOOR ALT. ALTERNATE A.B. ANCHOR BOLT BM BEAM B.F.F. BELOW FINISHED FLOOR 13.0.8. BOTTOM OF BEAM B.O.D. BOTTOM OF DECK B.O.F. BOTTOM OF FOOTING B.O.P. BOTTOM OF PLATE B.O.S. BOTTOM OF STEEL BRG BEARING C.I.P. CAST -IN -PLACE C.L. CENTERLINE C.L.B. CENTERLINE OF BEAM C.L.C. CENTERLINE OF COLUMN C.L.F. CENTERLINE OF FOOTING C.L.W. CENTERLINE OF WALL CLR CLEAR CONC. CONCRETE CONC. C.J. CONCRETE CONTROL JOINT CONC. S.J. CONCRETE SAWCUT JOINT C.M.U. CONCRETE MASONRY UNIT CONN. CONNECTION CONT. CONTINUOUS D.L. DEAD LOAD DIA. DIAMETER DN DOWN DWG(S) DRAWING(S) E.O.S. EDGE OF SLAB EL. ELEVATION EQ. EQUAL EQUIP. EQUIPMENT EXP. EXPANSION BOLT EXP. JT. (E.J.)— EXPANSION JOINT E.W. EACH WAY F.F. FINISHED FLOOR F.O.M. FACE OF MEMBER F.O.S. FACE OF STEEL F.O.W. FACE OF WALL GA. GAUGE GALV. GALVANIZED G.S.N GENERAL STRUCTURAL NOTES GLB (GLULAM)— GLUE -LAMINATED BEAM H/C HOLLOW CORE HORIZ. HORIZONTAL I.F.W. INSIDE FACE OF WALL I.E. INVERT ELEVATION K (KIP) 1,000 POUNDS L.L. LIVE LOADS LBS (#) POUNDS L.L.H. LONG LEG HORIZONTAL L.L.V. LONG LEG VERTICAL MFR('S) MANUFACTURER('S) MAS. C.J. MASONRY CONTROL JOINT MECH'L MECHANICAL N/A NOT APPLICABLE N.T.S. NOT TO SCALE O.C. ON CENTERS O.F.W. OUTSIDE FACE OF WALL OPP. OPPOSITE P.C. PRE -CAST CONCRETE P.L.F. POUNDS PER LINEAR FOOT PREFAB PRE -FABRICATED P.S.F. POUNDS PER SQUARE FOOT P.S.I. POUNDS PER SQUARE INCH REINF. REINFORCING S.L.H. SHORT LEG HORIZONTAL S.L.V. SHORT LEG VERTICAL SIM. SIMILAR SQ. SQUARE STD STANDARD T.L. TOTAL LOAD T.O.B. TOP OF BEAM T.O.D. TOP OF DECK T.O.F. TOP OF FOOTING T.O.G. TOP OF GRATING T.O.L. TOP OF LEDGER T.O.M. TOP OF MASONRY T.O.P. TOP OF PLATE T.O.S. TOP OF STEEL T.O.W. TOP OF WALL TYP. TYPICAL U.N.O. UNLESS NOTED OTHERWISE VERT. VERTICAL WSTP WATERSTOP W.W.R. WELDED WIRE REINFORCEMENT BOLT DIAMETER VERT. BOLT EMBEDMENT LENGTH HORIZ. BOLT EMBEDMENT LENGTH HEADED STUD FILLET WELD SIZE, 'IS" 1 /211 7" 4" 1 /4" 5/8" 7" 4" 5/16" 3/4" 711 5" 5/16" 7/8" 811 6" 5/16„ 1" 9" 7" 3/811 1 1 /8" 1011 8" --- 1 1/4" 1 11" 911 --- ANCHOR BOLT ANCHOR EXPANSION BOLT (HEADED STUD SIMILAR) (EPDXY BOLT SIMILAR) TYPICAL SCALE: N.T.S. NOTES: 1. FACE OF WALL, TOP OF WALL, COLUMN, ETC. 2. 2" MIN. STANDARD HOOK OR BOLT HEAD, TYPICAL 3. PLATE, ANGLE, CHANNEL, ETC. NOTES: A. PROVIDE ANCHORS, ANCHOR BOLTS AND EXPANSION BOLTS PER THIS SCHEDULE UNLESS NOTED ON THE PLANS OR DETAILS. B. EXPANSION BOLTS SHALL HAVE I.C.C. REPORT FOR SAME INSTALLATION. C. USE 3/16" FILLET AT "ANCHORS." D. THICKNESS OF DRYPACK DOES NOT APPLY TOWARD EMBEDMENT. ANCHOR BOLT, AND EXPANSION BOLT SCHEDULE CLASS "B" LAP SPLICE LENGTH (IN INCHES) f'c=2,500 PSI f'c=3,000 PSI f'c=4,000 PSI f'c=5,000 PSI REG TOP REG TOP REG TOP REG TOP #3 16 22 16 20 16 18 16 16 #4 32 42 30 38 26 34 24 30 #5 40 52 36 48 32 42 28 36 #6 48 62 44 56 38 50 34 44 #7 70 90 64 82 54 72 50 64 #8 78 102 72 94 62 82 56 72 #9 88 116 82 106 70 92 64 82 #10 100 130 92 118 80 102 72 92 #11 110 144 102 132 88 114 78 102 NOTES: A. TOP BARS ARE ANY HORIZONTAL BARS PLACED SO THAT MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE REINFORCEMENT. B. UNLESS NOTED OTHERWISE, LAP SPLICES IN CONCRETE BEAMS, SLABS, WALLS, AND FOOTINGS SHALL BE CLASS "B" TENSION LAP SPLICES. C. CONTACT STRUCTURAL ENGINEER IF CENTER —TO —CENTER SPACING OF REINFORCEMENT IS LESS THAN (3) BAR DIAMETERS (<3db). D. LAP SPLICES BASED UPON THE FOLLOWING STEEL PROPERTIES: #3 fy = 40 KSI #4 AND LARGER fy = 60 KSI LAP SPLICE SCHEDULE FOR REINFORCING IN CONCRETE SCALE: N.T.S. (2) moo°° o -0 SAW CUT JOINT (3) - .D D .D ♦ ., pe_ D ° .p p,I> p p' ®m !MIIIIIIM� NOTES: 1. CONCRETE SLAB ON GRADE 2. SAWCUT — 1 /8" WIDE x 1 /4 SLAB THICKNESS IN DEPTH — CUT SHALL BE MADE SOON ENOUGH TO PREVENT SHRINKAGE CRACKING, BUT NOT TO CAUSE SPALLING OF THE CONCRETE WHILE SAWING.— WORK MUST BE ACCOMPLISHED WITHIN (24) HOURS OF CONCRETE PLACEMENT 3. CONTINUOUS KEY — SEE TYPICAL DETAIL NOTES: A. KEYED JOINTS NEED ONLY OCCUR AT EXPOSED EDGES DURING PLACEMENT UNLESS SPECIFICALLY NOTED ON THE PLANS CONTROL JOINTS (C.J.) IN CONCRETE SLAB ON GRADE SCALE: N.T.S. NOTES: 1. CONCRETE SLAB 2. KEYED JOINT — REMOVE FORM MATERIAL PRIOR TO PLACING 1 1/211 ADJACENT CONCRETE x.NOTES: _ A. ALL 'IMEi/�R (1) N CODE COMPLIANCE \ N (2) APPROVED M NOV 0 6 ry/015 rt J ' pp D ° °IN >.. D Cir o WWI ° FI is SI(?N KEYED JOINT CITY OF TIJKV!/I'_t SEP 15 2015 PER[01T CENTER TYPICAL KEY IN CONCRETE SCALE: N.T.S. N W N Z o W o w z 2 Of ¢ w 2 U o a U 0 fn WN �g r F Q U z 3r- o) q w 0 O 15 06 — — (1) w w w J Z w C4 v >_ t� to 0 i . _ 14 a 00 I— oo N O W J z Z_ z W S cn �-- 0 to N LLj W 0 1 2 3 0 0 (C3 C E a 9 d 0 TYPICAL FOUNDATION STEM WALL SCALE: N.T.S. (4) NOTES: 1. WOOD STUD WALL PER PLAN 2. EDGE NAILING 3. 2x RIM JOIST. ATTACH TO MUD SILL WITH 16d TOENAILS ® 6" O.C. 4. FINISH GRADE 5. (2) #4 BARS CONTINUOUS 6. #4 HOOKED DOWELS AT 18" O.C. ALTERNATE BENDS 7. 8" CONCRETE STEM WALL 8. #4 CONTINUOUS. USE #4 BARS 12" HORIZONTAL FOR WALLS TALLER THAN 24" 9. JOISTS PER PLAN 10. 2x TREATED PLATE 11. ANCHOR BOLTS ® 4'-0" O.C. UNLESS NOTED OTHERWISE IN SHEARWALL SCHEDULE. NOTES: 1. WALL BEYOND 2. TOOLED EDGE 3. FINISH GRADE OR CONCRETE SLAB AS OCCURS 4. CONCRETE FOOTING AND STEM WALL PER PLAN. BUCK OUT STEM WALL AS REQUIRED AT OPENING. 5. CONCRETE SLAB 6. #4 CONTINUOUS WOOD STUD WALL FOOLING AT OPENING iv.r J SCALE: N.T.S. V)M cD z w� R I, WIDTH & LENGTH, M PER PLAN WOOD COLUMN FOOLING SCALE: N.T.S. NOTES: 1. SIMPSON PBS POST BASE 2. WOOD COLUMN PER PLAN 3. CONCRETE SLAB 4. CONCRETE FOOTING AND REINFORCING PER PLAN TYPICAL FOUNDATION STEM WALL SCALE: N.T.S. WOOD COLUMN FOOTING Ivvl SCALE: N.T.S. NOTES: 1. WOOD STUD WALL PER PLAN 2. EDGE NAILING 3. 2x RIM JOIST. ATTACH TO MUD SILL WITH 16d TOENAILS ® 6" O.C. 4. FINISH GRADE 5. (2) #4 BARS CONTINUOUS 6. #4 HOOKED DOWELS AT 18" O.C. ALTERNATE BENDS 7. 8" CONCRETE STEM WALL 8. #4 CONTINUOUS. USE #4 BARS ® 12" HORIZONTAL FOR WALLS TALLER THAN 24" 9. 2x BLOCKING ® 48" O.C. 10. 2x TREATED PLATE 11. ANCHOR BOLTS ® 4'-0" O.C. UNLESS NOTED OTHERWISE IN SHEARWALL SCHEDULE. NOTES: 1. ARCHITECTURAL COVER AS OCCURS 2. #3 TIES AT 8" O.C. - USE (3) #3 TIES IN TOP 5" 3. (4) #5 HOOKED DOWELS 4. WOOD COLUMN PER PLAN 5. COLUMN BASE 6. CONCRETE SLAB OR FINISH GRADE AS OCCURS 7. CONCRETE PEDASTAL 8. CONCRETE FOOTING 9. #4 BARS AT 12" O.C. EACH WAY NOTES: 1. SHEATHING AND NAILING PER SHEARWALL SCHEDULE 2. 5/8" DIAMETER ANCHOR BOLTS ® 48" O.C. MAXIMUM, 7" MINIMUM EMBENDMENT 3. BACKFILL PER SOILS REPORT. DO NOT BACKFILL UNTIL FLOOR IS FRAMED 4. 8" THICK CONCRETE WALL 5. #4 BARS @ 10" O.C. VERTICAL AND HORIZONTAL 6. DOWELS TO MATCH AND LAP VERTICAL REINFORCEMENT, ALTERNATE BENDS 7. 4" PERFORATED DRAIN PIPE, SURROUNDED WITH FREE DRAINING GRAVEL. SLOPE TO APPROVED DISCHARGE. 8. WOOD STUD WALL 9. FLOOR SHEATHING 10. CONNECT EACH JOIST TO BASE PLATE WITH SIMPSON A35 11. FLOOR JOISTS PER PLAN 12. 2x8 TREATED BASE PLATE 13. CONCRETE SLAB 14. (2) #4 BARS CONTINUOUS 8"MIN TALL BASEMENT WALL WITH JOISTS PERPENDICULAR TO WALL w J SCALE: N.T.S. U1i m TYPICAL INTERIOR FOOTING wv/ SCALE: N.T.S. (3) a n , De (2) (2) C (4) PLAN -CORNER REINFORCING IN CONCRETE FOOTING SCALE: N.T.S. c i NOTES: 1. FLOOR BEAM PER PLAN 2. 2x FULL HEIGHT BLOCKING AT BEAM 3. FLOOR JOISTS PER PLAN 4. SIMPSON AC POST BRACKET OR APPROVED EQUIVALENT 5. POST PER PLAN 6. FOOTING AND REINFORCING PER PLAN 7. SIMPSON PC4 POST BASE NOTES: 1. CORNER BARS SAME SIZE AND SPACING AS HORIZONTAL REINFORCING LAP PER GSN (24" MINIMUM) 2. CONCRETE STEM WALL OR FOOTING 3. ALTERNATE BENDS 4. REINFORCING PER PLANS AND/OR DETAILS ALL NOTE SHEATHING AND NAILING PER 1. SHEARWALL SCHEDULE 2. 5/8" DIAMETER ANCHOR BOLTS @ 48" O.C. MAXIMUM, 7" MINIMUM EMBENDMENT 3. BACKFILL PER SOILS REPORT. DO NOT BACKFILL UNTIL FLOOR IS FRAMED 4• 8" THICK CONCRETE WALL 5. #4 BARS ® 10" O.C. VERTICAL AND HORIZONTAL 6. DOWELS TO MATCH AND LAP VERTICAL REINFORCEMENT, ALTERNATE BENDS 7. 4" PERFORATED DRAIN PIPE, SURROUNDED WITH FREE DRAINING GRAVEL. SLOPE TO APPROVED DISCHARGE. 8. WOOD STUD WALL 9. FLOOR SHEATHING 10. CONNECT EACH JOIST TO BASE PLATE WITH SIMPSON A35 11. 2x BLOCKING ® 16" O.C. AT FIRST THREE JOIST SPACES INTO FLOOR. NAIL SHEATHING TO BLOCKING WITH 10d @ 6" O.C. CONNECT FIRST ROW OF BLOCKING TO BASE PLATE WITH SIMPSON A35. 12. FLOOR JOISTS PER PLAN 13. 2x8 TREATED BASE PLATE 14. CONCRETE SLAB 15. (2) #4 BARS CONTINUOUS 8"MIN. TALL BASEMENT WALL WITH JOISTS PARALLEL TO WALL SCALE: N.T.S. (5) (4) WOOD STUD WALL FOOTING SCALE: N.T.S. CONCRETE TURN DOWN SCALE: N.T.S. NOTES: 1. WOOD STUD WALL PER PLAN 2. EDGE NAILING 3. FINISH GRADE OR CONCRETE SLAB AS OCCURS 4. (2) #4 BARS CONTINUOUS 5. #4 HOOKED DOWELS 0 18" O.C. ALTERNATE BENDS 6. #4 BAR CONTINUOUS. USE #4 BARS ® 12" O.C. HORIZONTAL FOR WALLS TALLER THAN 24" 7. CONCRETE SLAB 8. 8" CONCRETE STEM WALL 9. 2x TREATED PLATE 10. 5/8" DIA. ANCHOR BOLTS AT 6 -0" O.C. UNO IN SHEAR WALL SCHEDULE NOTES: 1. CONCRETE SLAB ON GRADE 2. (1) #4 BAR CONTINUOUS TOP AND BOTTOM 3. TOOLED EDGE 4. CONCRETE SLAB OR FINISH GRADE AS OCCURS ~ REVIEWED FOR 'PODE COMPLIANCE APPROVED NOV 0 G 2015 City of Tukwila BUILDING DIVISION U) (n W o z o 0 W z 0 W U lil Q U F0 N OWN _ et P� bps o,�w and a ■ C7 z a, La p W W g Q u ® 0% c s N N U. co LU V F- W ® CO) LU V.I J W v 00 O = 00 (0 F- U) %_ 00 0) C4 o W Z_ z _ Q _W =) O I U) N Lv Q W J O z Q J W � Q � Q Oz L- Z O O Wh o Q z � W� r CD Q O li W w � Q N WLoW� Z � cn W � SHEET N0. S1.1 PROJECT NO. 1 2 3 4 NOTES: 1. WOOD TRUSS PER PLAN 2. SHEATHING PER GSN (2) 3. EDGE NAILING 4. 2x BLOCKING. ATTACH TO TOP (3) PLATE WITH SIMPSON RBC CLIP (1) AT EACH BLOCK (4) 5. WOOD FASCIA PER ARCH 6. SHEATHING AND ATTACHMENT A PER SHEARWALL SCHEDULE (7) (5) 7. SIMPSON H1 AT EACH TRUSS - USE SIMPSON H2.5 EACH SIDE OF GIRDER TRUSS '� WOOD TRUSS AT WOOD STUD WALL v" J SCALE: N.T.S. NOTES: 1. 2x OR VALLEY SET OVER FRAMING AT 24" O.C. 2. WOOD TRUSS PER PLAN BELOW 3. LINE OF PLYWOOD SHEATHING JOINTS 3 4. 2x8 LAYED FLAT OVER PLYWOOD SHEATHING WITH (3) 16d NAILS TYPICAL AT EACH TRUSS 5. SIMPSON A34 OR (2) 16d TOENAILS NOTES: 5 A. PLYWOOD SHEATHING ON PRIMARY ROOF TRUSSES SHALL BE CONTINUOUS. B. FOR CLARITY, SHEATHING OVER VALLEY FRAMING NOT SHOWN. C. AT 2x OVER FRAMING USE THE FOLLOWING: 0'-4' 2x4 MIN. 4'-8' 2x6 MIN. Tp- 8'-10' 2x8 MIN. 10'-12' 2x10 MIN. 305 PLAN -TYPICAL VALLEY FRAMING AT PREFAB WOOD TRUSSES SCALE: N.T.S. ')SCALE: N.T.S. IN NOTES: 1. EDGE NAILING 2. PLYWOOD SHEATHING (2) (1) 3. PREFABRICATED WOOD TRUSS 4. WOOD STUD WALL (4) (5) 5. (2) 16d NAILS PER STUD 6. SHEATHING AND ATTACHMENT PER SHEARWALL SCHEDULE � - 01 DIT 1 , WITH RIDGE VENTS /,� WITHOUT RIDGE VENTS TRUSS RIDGE SCALE: N.T.S. SHEARWALL AT TRUSS "J SCALE: N.T.S. NOTES: 1. EDGE NAILING 2. RIDGE VENTS 3. WOOD TRUSS PER PLAN 4. PLYWOOD SHEATHING 5. 2x SOLID BLOCKING NOTES: 1. EDGE NAILING 2. PLYWOOD SHEATHING 3. WOOD TRUSS PER PLAN - ALIGN WITH EDGE OF WALL 4. SIMPSON A35 CLIPS AT 24" O.C. 5. WOOD STUD WALL 6. SHEATHING AND ATTACHMENT PER SHEARWALL SCHEDULE (3) ', GABLE END TRUSS vvvJ SCALE: N.T.S. NOTES: 1. EDGE NAILING 2. WOOD FASCIA WITH (2) 10d NAILS PER OUTRIGGER 3. 2x4 OUTRIGGER AT 24" O.C. 4. SIMPSON A35 CLIP AT 24" O.C. 5. GABLE END TRUSS 6. SHEATHING AND ATTACHMENT PER SHEARWALL SCHEDULE, CONTINUE SHEATHING OVER GABLE END TRUSS WHERE AXIAL TRUSS DOES NOT OCCUR 7. 16d TOENAILS AT 6" O.C. 8. 2x4 BRACE AT 48" O.C. WITH SIMPSON A35 CLIP EACH END 9. WOOD TRUSS PER PLAN NOTES: 1. PLYWOOD SHEATHING 2. PREFABRICATED WOOD TRUSS 3. EDGE NAILING 4. 2x BLOCKING WITH (3) 16d NAILS PER BLOCK 5. HANGER BY TRUSS MANUFACTURER (6) 6. PREFABRICATED WOOD TRUSS GIRDER ' 7 WOOD TRUSS TO TRUSS GIRDER vvi J SCALE: N.T.S. NOTES: 1. WOOD TRUSS PER PLAN 2. SIMPSON H2.5 CLIP AT EACH TRUSS 3. PLYWOOD SHEATHING 4. EDGE NAILING 5. 2x BLOCKING WITH (3) 16d NAILS PER BLOCK 6. WOOD BEAM 7. WOOD FASCIA PER ARCH ,� WOOD TRUSS AT WOOD BEAM NI Ln "-rJ SCALE: N.T.S. NOTES: 1. EDGE NAILING (7) 2. PLYWOOD SHEATHING 3. (2) 16d NAILS PER STUD (8) 4. CONTINUOUS 2x LEDGER 5. SIMPSON LU TYPE HANGER 6. WOOD TRUSS PER PLAN (9) 7. 2x SOLID BLOCKING 8. WOOD STUD WALL (7) 9. (2) 16d NAILS PER STUD 1- WOOD TRUSS AT WOOD STUD WALL . . . J SCALE: N.T.S. REVIEVVED FOR CODE COMPLIANCE APPROVED NOV o 6 2015 Clfy Of Tukwila BUILDING DIVISION CITY OF TUICVUi -A SEP 15 2015 PERMIT CENTER J O 4. a a a w m 0 W Q O W Z 0 W 0 �\o 3 x 0 U WN P�ct� W ■ (� z Q uM, 4 > > ; _ O to Q O ,' o N. v ■ F u LoLo c Ljr. 0 5 w ® W J W N = > W Z o _ a coo I- 00 0) N Z o W v- 0 r' Z W W E- o Q ,,^^ � I N w Q W V) 1 3 0 (E C NOTES: 1. DOUBLE STUD AT SHEAR WALL EDGE 2. STRAP TYPE HOLD-DOWN PER PLAN. INSTALL PER MANUFACTURER'S INSTRUCTIONS 3. WOOD BASE PLATE 4. FLOOR FRAMING PER PLAN 5. CONCRETE STEM WALL (5) TYPICAL STRAP TYPE HOLD-DOWN SCALE: N.T.S. NOTES: 1. (2) STUDS, U.N.O. AT EACH END OF PANEL NAILED AS BUILT-UP POST, TYPICAL 2. WOOD STUDS 3. SHEATHING MATERIAL 4. BLOCKING REQUIRED AT SHEATHING PANEL JOINTS 5. FINISHED FLOOR 4 6. HOLD DOWNS AS OCCURS 7. ANCHOR BOLTS (5) (6) 'nA ONE-STORY SHEAR WALL ELEVATION (6' N O N V 0 12 0 D 0 d (6; N 0 SCALE: N.T.S. TWO-STORY SHEAR WALL ELEVATION '"'j SCALE: N.T.S. NOTES: 1. (2) STUDS, U.N.O. AT EACH END OF PANEL NAILED AS BUILT-UP POST, TYPICAL 2. WOOD STUDS 3. SHEATHING MATERIAL 4. BLOCKING REQUIRED AT SHEATHING PANEL JOINTS 5. SIMPSON STRAP PER PLANS AND DETAILS 6. HOLD DOWNS AS OCCURS AOR BOLTS FIRST FLOOR LINE )ND FLOOR LINE NOTES: 1. EDGE MEMBER PER TABLE 2. HDU TYPE HOLD-DOWN 3. COUPLING NUT AS REQ'D 4. FLOOR FRAMING AS OCCURS 5. CONCRETE STEM WALL 6. ANCHOR PER TABLE HOLDDOWN ANCHOR MIN. WOOD MEMBER THICKNESS HDU2,4,5 SB 5/8x24 (2)2x HDU8 SB 7/8x24 (3)2x HDU11 SB 1x30 48 HDU14 SB 1x30 48 TYPICAL HDU TYPE HOLD-DOWN SCALE: N.T.S. (4 'c TYPICAL PRE -BENT STRAP HOLD-DOWN SCALE: N.T.S. NOTES: 1. DOUBLE STUD AT SHEAR WALL EDGE 2. FLOOR FRAMING AS OCCURS 3. WOOD BEAM PER PLAN 4. PRE -BENT TIE -DOWN STRAP PER PLAN. INSTALL PER MANUFACTURER'S INSTRUCTIONS NOTES: (1) 1. WOOD STUD WALL PER PLAN 2. DOUBLE STUD AT SHEAR WALL EDGES 3. STRAP PER PLAN. CENTER STRAP BETWEEN FLOORS 4. SOLID BLOCK UNDER STRAP AS REQUIRED 5. BLOCKING OR RIM JOIST AS OCCURS NOTE: A. WALL SHEATHING NOT SHOWN FOR CLARITY An HOLD-DOWN STRAP AND WOOD STUD WALL 't'J"SCALE: N.T.S. PANEL WIDTH �, SCALE: N.T.S. CD w _ J w Z a Q_ X g J m w w N 0 cy w cn 00 SECTION A -A PANEL WIDTH MAX. PANEL HEIGHT 16" 56" (4'-8") 18" 63" (5-31') 20" 70" (5-10") 22" 77" (6'-5") SHEAR WALL SCHEDULE WALL SHEATHING SIDES PANEL EDGE FIELD FRAMING AT ADJACENT PANEL BASE PLATE ANCHOR BOLT FOUNDATION SILL PLATE/FLOOR BLOCKING/RIM JOIST MARK NAILING (5) NAILING EDGES (7) ATTACHMENT SPACING BASE PLATE ATTACHMENT (6) P1-6 �. 1/2 NOM. ONE 8d NAILS 12 O.C. 2x 16d NAILS AT 5/8" DIAMETER BOLTS 2x SIMPSON A35 CLIPS AT 6" O.C. 6" O.C. AT 48" O.C. AT 18" O.C. P1-4 1/2" NOM. ONE 8d NAILS 12" O.C. 3x OR (2) 2x 16d NAILS AT 5/8" DIAMETER BOLTS 2x SIMPSON A35 CLIPS AT 4" O.C. 3" O.C. AT 32" O.C. AT 12" O.C. P1-3 1/2" NOM. ONE 8d NAILS 12" O.C. 3x OR (2) 2x (2) 16d NAILS 5/8" DIAMETER BOLTS 2x SIMPSON A35 CLIPS AT 3" O.C. AT 4" O.C. AT 24" O.C. AT 8" O.C. P1-2 1/2" NOM. ONE 8d NAILS 12" O.C. 3x OR (2) 2x (2) 16d NAILS 5/8" DIAMETER BOLTS 2x SIMPSON A35 CLIPS AT 2" O.C. AT 4" O.C. AT 16" O.C. AT 6 O.C. SHEAR WALL SCHEDULE NOTES: 1. FRAMING STUDS SHALL BE HEM -FIR #2 SPACED AT 16" O.C. MAXIMUM. THICKNESS OF STUDS SHALL BE 2x UNLESS OTHERWISE NOTED IN SCHEDULE. 2. SHEATHING PANELS MAY BE PLACED VERTICAL OR HORIZONTAL. BLOCK ALL HORIZONTAL EDGES WITH 2x OR 3x BLOCKING TO MATCH STUD WIDTH UNLESS NOTED OTHERWISE. 3. NAILING APPLIES TO ALL STUDS, TOP AND BOTTOM PLATES AND BLOCKING. 4. MAXIMUM ANCHOR BOLT SPACING OF 48" O.C. UNLESS OTHERWISE NOTED IN SCHEDULE. MINIMUM OF 2 ANCHORS PER WALL. PROVIDE 3"x3"xO.229" SQUARE WASHERS AT EACH ANCHOR BETWEEN THE SILL PLATE AND WASHER. A DIAGONAL SLOT IN THE PLATE WASHER MAY BE USED WITH A WIDTH OF UP TO 3/16" LARGER THAN THE BOLT DIAMETER AND A SLOT NOT TO EXCEED 1-3/4", PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND THE NUT. DO NOT RECESS BOLTS. 5. TABLES BASED ON 8d NAILS (2 1/2" LONG x 0.131" COMMON OR 2 1/2" x 0.281" GALVANIZED BOX). 6. BLOCKING/RIM JOIST ATTACHMENT NEED NOT BE USED WHERE THE SHEATHING IS DIRECTLY ATTACHED WITH EDGE NAILING TO THE DOUBLE TOP PLATES AT UPPER STORY SHEARWALLS AND TO THE BASE/SILL PLATE BELOW AT LOWER STORY SHEARWALLS. 7. FASTEN DOUBLE STUDS AT PANEL EDGES TOGETHER WITH 8d NAILS. MATCH EDGE NAIL SPACING OF SHEAR WALL. ,� SHEARWALL SCHEDULE SCALE: N.T.S. NOTES: 1. TOP PLATE. HEIGHT ABOVE HEADER MAY VARY 2. HEADER PER PLAN. EXTEND HEADER CONTINUOUS OVER SHEAR PANEL AS SHOWN 3. (2) 1/2" DIA. x 6" LONG LAG SCREWS 4. DOUBLE STUDS AT EACH EDGE OF SHEAR PANEL 5. SIMPSON STHD14 HOLD-DOWN STRAPS. INSTALL PER MFR'S RECOMMENDATIONS. PROVIDE 1/2" MIN. CLEARANCE FROM SIDE OF STRAP TO CONCRETE EDGE 6. (2) 5/8" DIAMETER ANCHOR BOLTS. EMBED 7" INTO CONCRETE 7. #4 HOOKED DOWEL AT EACH EDGE OF STEM WALL 8. #3 TIES AT 12" O.C. 9. CONCRETE SLAB 10. FOOTING PER PLAN 11. FINISH GRADE 12. (3) #3 TIES IN TOP 5" 13. CONCRETE STEM WALL 14. SHEATHING PER GSN. ATTACH TO STUDS, TOP AND BOTTOM PLATES WITH 8d NAILS. NAIL SPACING TO MATCH CALLOUT ON PLAN 15. ATTACH SHEATHING TO HEADER WITH 8d NAILS ® 3" O.C. EACH WAY. REVIEWED FOR CODE COMPLIANCE APPROVED NOV 0 6 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TL1I' WILL SEP 15 2015 PERMIT CENTER m o Z ccn ccn w o Q 0 0 W W ZZ z 3 Mn Uj 0 U O a U WN rq 0 4w� �tio P�0 44 • z � om � 4 > co ..® v J LU N CO) ti Nd J zto w „' CO zv x `t a to t- V) 00 0) N o W r' Z_ z W_ _ Us �- 0 to N Lv <L W J� E Q J W s << q: Q O W 0 Z W o U <C C, Wiz L1 Q 0 W Q � c�w� J CV w Z cq SHEET N0. S1.4 PROJECT NO.