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Permit D17-0082 - STARK RESIDENCE - NEW SINGLE FAMILY RESIDENCE
STARK RESIDENCE 13001 40 AVE S Dl 7-0082 Parcel No: Address: Project Name: City of Tukwila 0 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.eov COMBOSFR PERMIT 1920800005 Permit Number: 13001 40TH AVE S Issue Date: Permit Expires On: STARK RESIDENCE D17-0082 8/18/2017 2/14/2018 Owner: Name: DIGS LLC Address: PO BOX 80304 , SEATTLE, WA, 98108 Contact Person: Name: JAY STARK Address: PO BOX 80304 , SEATTLE, WA, 98108 Contractor: Name: OWNER AFFIDAVIT - JAY STARK Address: License No: Lender: Name: JAY STARK Address: Phone: (067) 252-2757 Phone: Expiration Date: DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 1,759 SQ FT SINGLE FAMILY RESIDENCE. Project Valuation: $225,097.16 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $8,754.64 Occupancy per IBC: 0022 Water District: 125 Sewer District: VALLEY VIEW Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 10 Fill: 10 Number: 0 1 1 Permit Center Authorized Signature: Date: I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permed agr he conditions attached to this permit. Signature: " Date: Print Name: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 2: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 4: 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) 5: 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) 6: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 8: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 9: ***PUBLIC WORKS PERMIT CONDITIONS*** 10: 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. 11: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 12: 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. 13: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 14: 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. 15: 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. 16: 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. 17: Any material spilled onto any street shall be cleaned up immediately. 18: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 19: 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. 20: The Land Altering Permit Fee is based upon an estimated 10 cubic yards of cut and 10 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 21: 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. 22: 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. 23: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 24: Applicant shall obtain water meter from Water District #125 (206-242-9547). Since Water District #125 doesn't inspect water pipe downstream of meter, City of Tukwila inspection is required. 25: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 26: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Backflow device is optional if a FLOW-THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 27: 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. 28: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 29: Prior to Public Works Final, provide storm drainage as -built plan, storm drainage maintenance plan and responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. 30: 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. 31: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 32: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay $300.00 under PW permit C17-OOXX. 33: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. Based on one single family residence in Zone 3. 34: Prior to Public Works Final Inspection, Owner/Applicant shall sign w/Notary an SAO Hold Harmless Agreement with the City and record (or) pay cost of recording at King County. 35: Prior to issuance Owner/Applicant shall sign w/Notary a ROW Hold Harmless Agreement for work within the Public right-of-way. 36: Any work within Public right-of-way may require an Enchroachment Agreement with the City. Agreement requires approval from the City Engineer. 37: ***BUILDING PERMIT CONDITIONS*** 38: 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. 39: 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. 40: 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. 41: 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. 42: 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. 43: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 44: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 45: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 46: All wood to remain in placed concrete shall be treated wood. 47: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 48: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 49: 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. 50: 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). 51: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 52: 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. O 53: 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. 54: ***MECHANICAL PERMIT CONDITIONS*** 55: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 56: Manufacturers installation instructions shall be available on the job site at the time of inspection. 57: 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. 58: 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. 59: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 60: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 61: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 62: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 63: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 64: 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. 65: 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. 66: 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 gauge. 67: 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. 68: 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. 69: 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. 70: 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. 71: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 72: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 0612 EXT ROOFING INSUL 1400 FIRE FINAL 0201 FOOTING 0200 FOUNDATION WALL 0409 FRAMING 2000 GAS PIPING FINAL 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 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 5090 STORM DRAINAGE 5100 STREET USE 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKLA Community Develop► ant Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov CombinatioPermit No. Project No.: Date Application Accepted: Date Application Expires: 'D l'1-Do82— `o -1- L1 (For Office use only) COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION / ��� c King Co nA-ssessor's Tax No.: Site Address: 3q �n / C.J J� �{/t. � 4 (/l/� kick (�w� s t ����a 2ti�a s) PROPERTY OWNER • Name: A- Address: pe)lac<g..03041...--- Address:T0 70x F `;,'Jn� ra) �) 0�� City: c����State/a Phone: % 3- a, Fax: Zi19Cjm Q CONTACT PERSON - person receiving all project communication Company Name S�IJtI-17NIC:...( Name:,f i p , Address: pe)lac<g..03041...--- 424 City:c State:/A/4 Zi ra) �) 0�� Phone 1. 3.s"01,-zsc Fax: Phone: % 3- a, Fax: Contr Reg No z u 120 Date: 4/71/1 l Email -4.1 r STA. e ed /bt>Q� . eUiv\ Phone: 1 42-4— Fax: 7--t6h 4zl GENERAL CONTRACTOR INFORMATION Company Name S�IJtI-17NIC:...( Company Name: ��G�s' -, , Address:/ Zts l2G0 4ve. NE. 424 City: .4.Et///1 State: �� Z07 rOog Phone 1. 3.s"01,-zsc Fax: cou Contr Reg No z u 120 Date: 4/71/1 l Tukwila Business License No.: Phone: 1 42-4— Fax: 7--t6h 4zl ARCHITECT OF RECORD CompanyName:gy ,/.�,jt,r___- Company Name: ��G�s' -, , e_ Architect Name\' gdOvp Phone:24.y— 423-4. Fax: Address:6/ cou City:Q—/..i State: Zi Phone: 1 42-4— Fax: 7--t6h 4zl . I Email: ar-Q (% 6ze..A.E r G%lt i , czn/\ ENGINEER OF RECORD, . CompanyName:gy ,/.�,jt,r___- Engineer Name/' - c2w04_, s7r_ Address:, -6 /lel_ tOl ro 1J AVE A CityuA., State:_ Zipi7t(J3 e...... Phone:24.y— 423-4. Fax: Emai1e.13 e 60 AA LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) ; Name: STZ 404:,.., Address:6i LY` RIZ)l Cite State: h_ Zilkt O? H:\Applications\Forms-Applications On Line\201 I Applications\Combination Permit Application Revised 8-9-I I.docx Revised: August 2011 bh Page 1 of 4 PR„QJ,tsT INFORMATION - Valuation of project (contractor's bid price): $ 4 O©O Scope of<w.work"(.please provide detailed information): 5/ Ai G-64.- `FA ML( %�lUra�-N�li 1 i S DETAILED BUILDING INFORAMTION - PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1st floor / V 2nd floor Garage ❑ carport ■ Deck - covered ■ uncovered ■ 724-716 cCIlg Total square footage i' -c- 9 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 $ furnace <100k btu thermostat emergency generator ✓ appliance vent t. --"V wood/gas stove fuel type: electric ❑ gas ventilation fan connected to single duct water heater (electric) other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) t.. --"Water heater (gas) bidet floor drain sink lawn sprinkler system H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh clothes washer shower water closet gas piping outlets Page 2 of 4 t PUBLIC WORKS PERMIT INFOR' Scope of work (please provide detailed information): S/N' r -I M tL1 i / /,; y^,Gr✓ Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ .. Tukwila ...Water District #125 X.. Letter of water availability provided SEWER DISTRICT ❑ .. Tukwila • ❑ .. Sewer use certificate ❑... Highline NO...Valley View ❑... Renton ...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health De art t UBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): .. Civil Plans (Maximum Paper Size -22" X 34") .. Technical Information Report (Storm Drainage) ... Geotechnical Report ❑ .. Bond ❑... Insurance ❑... Easement(s) 0...Maintenance Agreement(s) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ .. Right -Of -Way Use - Potential disturbance ❑...Construction/Excavation/Fill - Right -of -Way...❑ -or- Non Right -of -Way.. ❑ ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Total Cut ❑ .. Total Fill ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control Cubic Yards Cubic Yards ❑... Work In Flood Zone ... Storm Storm Drainage 0...Abandon Septic Tank ❑ .. Trench Excavation ❑... Curb Cut ❑ .. Utility Undergrounding ❑... Pavement Cut ❑ ..Backflow Prevention - Fire Protection ❑... 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 ❑ ❑ .. 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 .. water X. sewer MONTHLY SERVICE BILLING TO: Name: Mailing Address: Pc) &,X Ys�2,O 4 e irk -- number of public fire hydrant(s) ❑ .. sewage treatment Day Telephone:"" 42c' WATER METER REFUND/BILLING: Name: Mailing Address: PCS gaK_ k.)304' City State Zip Day Telephone: 6 YS VC - City /4J 9g State Zip H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES WPLICABLE TO ALL PERMITS IN THIS 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 I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY Signature: Print Name: N R R/AUTHORIZED AGENT: Mailing Address: Pd h304 H:Wpplications\Forms-Applications On Line\201 I Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Date: C (1 Day Telephone 2( S 7c ti%- LWT City State Zip 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 S� I A 14 ( S 6 , (� 3q _ _ s; 1300 51-) 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. PERMIT# b17— 60g2- 1. OSZ 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement c Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. ategory: $250 (1) 7,5b/ 75o 1.5 .00 4 goo /2® C. 2.0% of amount over $100,000, but Tess 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 /0 cubic yards Enter total fill volume / o cubic yards $ 122 Use the following table to estimate the grading plan review fee. Use the reater 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 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees (4) $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ "37 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 02/21/17 1 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) $ 1 Zo (6) 7. Pavement Mitigation Fee ('iii ) $ The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%). $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Z; 5`O QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51-100 $37.00 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 02/21/17 2 $ (7) (8) (9) t 0 til 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 A 1 Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ /O /3 I. Other Fees $ Total A through I DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ % l 6 4- i See (10) 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 j Size (inches) Installation Cascade Water Alliance RCFC/ 01.01.2017- ).31.2017 Total Fee 0.75 $6 005 $6630 1 $1125 15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3' $4425 S' 180 $100,505 4 $7825 $150,12 $157,950 6 $12525/ $300,250 $312,775 Approved 09.25.02 Last Revised 02/21/17 Temporary Meter 0.75" $300 2.5" $1,500 3 DESCRIPTIONS I ACCOUNT I QUANTITY PAID PermitTRAK $67.83 D 17-0082 Address: 1300140TH AVE S Apn: 1920800005 $67.83 DEVELOPMENT ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R13556 R000.345.830.00.00 1.00 $67.83 $67.83 Date Paid: Thursday, January 25, 2018 Paid By: DIGS LLC Pay Method: CHECK 7570 Printed: Thursday, January 25, 2018 2:06 PM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS I PermitTRAK ACCOUNT I QUANTITY PAID $7,070.55 D17-0082 Address: 13001 40TH AVE S Apn: 1920800005 $7,070.55 DEVELOPMENT $2,595.40 PERMIT FEE R000.322.100.00.00 0.00 $2,590.90 WASHINGTON STATE SURCHARGE 6640.237.114 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 I R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR I R000.322.100.00.00 I 0.00 . $252.00 PUBLIC WORKS$1,527.38 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $120.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $120.00 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TECHNOLOGY FEE $158.77 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R12172 R000.322.900.04.00 0.00 $158.77 $7,070.55 Date Paid: Friday, August 18, 2017 Paid By: JAY STARK Pay Method: CHECK 7551 Printed: Friday, August 18, 2017 12:44 PM 1 of 1 CWSYSTEMS DESCRIPTIONS PAID D17-0082 Address: 13001 40TH AVE S Apn: 1920800005 $1,684.09 DEVELOPMENT $1,684.09 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R11233 R000.345.830.00.00 0.00 $1,684.09 $1,6.84.09 Date Paid: Friday, April 07, 2017 Paid By: JAY STARK Pay Method: CHECK 351 Printed: Friday, April 07, 2017 9:24 AM 1 of 1 CRWSYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-367 Permit Inspection Request Line (206) 438-9350 0/7?x Project: 7 I ACs Type of Inspection: _____"0/2- D/ Called: 'M— Address:Date /300/ Vl f.�Vi.S Special Instructions: Date Wanted: 5 -'8 ' Requester: Phone No: Et -k Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: GAG-- I3V L.Pt % -11\14-1— 66.1077N6,11417— Po/t) g 7N j Po,v P, ji L Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be. paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 A7—bO8'A Project: *T/�%7�'C c�i Type of Inspection: �; 81)/147/Y6- / /Mi -e--- Address: /3?e31 yJr ,4u 05'. Date Called: Special Instructions: I//D/ryt f/L Date Wanted: 5n,�—`s a.m. p.m. Requester: NVivbA b< Phone No: #gS--We-'44i/lO ❑ Approved per applicable codes. rfrvi Corrections required prior to approval. COMMENTS: Inspector: Date: -Z /g. 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 Permit Inspection Request Line (206) 438-9350 c 1-008 . (206) 431-3670 Project- I S+Ark tcL-en cc Ty.p4 of Inspection: t'L.0-m-b ling �;14A Address: 13UD 1 `I 0Th Avc. �� Date Called: ,. Special Instructions: Date Wanted:�/ r� a.rr - 2 6 - 2)013 p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ?4,12-1, 41 mcs co4.4/ _ Inspecto1 Date: q_z 7 aver 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 D17 -008Z 6300 Southcenter Blvd., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pro'ect -{ Ic j ` ick- a Type of Inspection: M ersiek l tcaL I NAL gr / yn Ave. �` Date Called: Special Instructions: Date Wanted:.a.m '2 7- Zol p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. OMMENTS: Illed)eidiir41 "rippecoud Inspector: Date: y-z7wo,' REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit 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: Se/ ,Qs', Type of Inspection: Address: /306 / /.6#I Y. 'I Date Called: .� Special Instructions: /i,cA1JIC/i-�- hrnoi... H pL.IJH'lBl lVG FINAL. S. i /LS Date Wanted: ^ � a� �7 '718 �"ra.m„ p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: sz Sou LS rS�end.) CVsre-*r (50ik Ls 4f -C9€0 '6_ki ()ie.-el...jay t-/ s ct.cAzdO Aepfea9 Mcg;cL P/�> GAs ?or Ewka, PL FINAL Inspector: 0 0 Date: 23--2o 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 bl7-c a R2 Project:_.. ® R€c Ct Type of In pection: 1 6Yp5 Be.yri Address: i;001 4'O ,4vc 'Cr Date Called: Special Instructions: Date Wanted: 3 (o «z11R 'C7, p.m. Requester: Phone No: 1K] Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: c*- GIAA5 Inspector: 7K - Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 DI7-5L Project: 5i1 i K Ria ; Type of Inspection: Address: /300/11 A ,. , Date Called: Special Instructions: FVvb 1- W(3 -L /NSOT hJi Date Wanted: =d m} Requester: Phone No: KApproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: ��- w/R-L- /N3 7dAi K � !i'ukw !/Ynktii7o,t/ Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: eta — rrP-T- /A437/4/9-77014-' Address: l30b/ 0114- AVE, S': Date Called: 0/< 2J /V Special Instructions: 11 FE/AX- i U TT ROOM -IN EC L G1-4ZJ NG- fM JN6-. Date Wanted: V.-2/4 6 p.m.� Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: eta — rrP-T- /A437/4/9-77014-' AC/VL -in/ 0/< 2J /V e5l< - 471/LI 6-f ifrFfewe. A% - r % ALL £L e77 )C A F/ 1 Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 017-C 8 Project: SMA K Type of Inspection: R.006if- -IN GAS P/ p� Address: /306/ l9Tff / V4 6s, Date Called: Special Instructions: Date Wanted: 2lj�^/a m. p.m. Requester: Phone No: Approved per applicable codes. E Corrections required prior to approval. COMMENTS: "64-+ GN c;9-5 Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1)17- 6082 Project: 1-Rk R.g5, Type of Inspection: ,ev6/./-JV PLW 1 R/t)G— Address: /3oo/ 41/€ S Date Called: Special Instructions: Date Wanted: a.m. i 2 —1 1-17 p.m. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 0k - Rt JG/f ^I N PL Ua &rWG- Inspector: Date: /z /'`/7 11 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 D17 - enga- • Project: STARK ResiDEA) cE Type of Inspection: door" 674F -A-714? N6. Address: /70O/ OM 4146 S, Date Called: Special Instructions: Date Wanted: /1-30-/7 Ca �' gym. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: d i - goofi"/A/c Inspector: Y2-5 Date: //-,64 -1 7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit Di7. 068. 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: 7h R17,5 -/D. a' Type of Inspection: oixo taytex Address: /3 l im AVA- Si Date Called: Special Instructions: Date Wanted: /6 —/B - 17 p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Off' -f ktiL nit5A,K Inspector: g/5 Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431;3670 Permit Inspection Request Line (206) 438-9350 DO- 006 Project: -1,+ k YG t6G Typ Inspection: il7o411IArLL Address: /2o/ yob.moi'S Date Called: Special Instructions: Date Wanted: '/' ZZ./7 a.m. Requester: Phone No: 42,C-64/ 7- '7 11 Approved per applicable codes. Corrections required prior to approval. COMMENTS: fbf/ J,976✓v inspector: Date: / )-24-17 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 br7-a Z Project: Typyrf Inspection: . Address: -194111/r l 3a.)) lie ,4-v r Date Called: Special Instructions: Date Wanted ,9117 a.m. p.m. Requester Phone No: Approved per applicable codes. E] 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 NUMBER INSPECTION_ RECORD Retain a copy with permit _c - PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project.5W/G 72CS- .Type of Inspection: ."-- Address: 7 Suite #: /-•-1"/ 7I -Le Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: 4 Sprinklers: - Fire Alarm: 7 /) Hood & Duct: 4 Monitor: (..A' Pre -Fire: Permits: ` I Occupancy Type: Inspector:r---44 s -- Date: 71 fieb Hrs.: f $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit m - S - U.7/ PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: SPh/ -K- Type of Inspection: • X/c2 f ,� Address:Contact Suite #: /IOU/ rU7r1 A-ve Person: Special Instructions: Hood & Duct: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: -- /9 '9,47 Za, s e 36 -- (/3.&ii' Needs Shift Inspection: pV 0 Sprinklers: /&3 Fire Alarm: ti ° Z. Hood & Duct: Monitor: �. , Pre -Fire: Permits: Occupancy Type: Inspector / 4 53 Date: - 2V& f /f Z Hrs.: Z. $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule, a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 GEOTECH CONSULTANTS, INC. 2401 10th Ave E Seattle, WA 98102 (425) 747-5618 FAX (425) 747-8561 DAILY FIELD REPORT TRAVEUPREP TIME°. JOB bUlD z TIME ON SITE T,3D DATE7,0 TIME OFF SITE( 0 00 HOURS CHARGE,Q D WETHER VA 40 Os JOBLOCATIONt t3o V. "TijA ice, wA-- GE1RAL C"ONTRALTO � �� GRADING i �NT CTO. GENERAL CONTRACTOR'S SI,yt RINTENDENT e e,wV GRADING SUPERINTENDENT ''J i"D MILS PERMIT NUMBER VISITORS PAGE OF Ida. -t-n /*save- - cmAlLeki au Pic_ toikt _ iifk Or �(,�e.. d�vv► a- a �► MAL_ pi p -ea '3 "- d.iti. �r- S1wt t e -t1, + arrive) o tA�-k tIn LPM(541.,4 4 ) (' . ,4Gi ►��it' vvve- rert0:1 owci k, G. 4 i Gkkzae ,44 tepi a rev le( ec1!^ Wt (iDO- PoVwd Wu-vti, -, k Lv►tico ItV�,st,� k-. ova to o . fie,( --rap.(y!4, e� „l waS rrAeL2-.1 o4 o f'ate, of Qc -e_ ir.r) ve.- -41)AOA- A �r l k ,� r w Mr) CI ne? dr Ap_WAS 149__e_4W Ot ��.E.40 erv, S kde, T)4 4L It/4 041., rav\5 e --L iro w, ! G + 32' i1e,s- re.. (4.4 - o �lAQ, usps ID Re, (i0e ,4-e/re, 5'id e. NEXT SITE VISIT: COPY TO: SIGNATURE: w�� GEOTECH CONSULTANTS, INC. 2401 10th Ave E Seattle, WA 98102 (425) 747-5618 FAX (425) 747-8561 DAILY FIELD REPORT TRAVELJPREPTIME . 2S SOB t 3 -1 - TIME ON SITE ►0: os DATE 9 18 r 1 TIME OFF SITE 2,'20 DAY(1,KGi HOURS CHA4EDC JOBLO A'l l 5 130.0, $4- 1_0(...„1i A w iG RAL CONTRACT R Lwt x4vi eC, .vrz, GENERAL CONTRACTOR' SUPERINTENDENT CLIEA y �OWNFQ+ _ � w"c MILES " incty, (gds PERMIT NUMBER GRADIp't (RACT ' vt S GRADI G SUPERIN ENDENT VISITORS PAGE 1 OF OVI 51.k 1-4 eil -b O h .5 r, -I4-o_ tv41-41A Aktov, d L Iles f °-r f f +1,„c- 05ovlcio i 0h 4 A lettia l& US Piles Y._itn) +httedted 34 chi(01.4-cr _ 9air Gt, (tO S > ee( Pied WlIi1 A it 0() -1OO uvy lel jrctvi;( kat.14 lr IMovVn }P4 OH C. Bt-e.el beGw, Llvq +i`aic44 e• 24 1tMyks c were , �. ol,.�, 1 1�- ,! Jk 40b7 A tou1lu i " Pries V" _ olfrivC..n r e-tiS , "l 49s 4 t1' +0 3 2., v .A (atom 6e,, #'o t-eoi(.- Di ( cloriA,_ +-A. (6 "k ow.d Qo11n;e coau4,) -14,1 :. - 4 I as,- 1.J k e't-, pe in4- 1 I tAl . w I'(r 161.1_ )Q.1 _e_.k on sI 1t; Mnv'da, dv ohmefv". -14t- cor,ki vim/ itis54-c-4 .9n - NEXT SITE VISIT: el COPY TO: SIGNATURE: A v� U/V t - r aogz SHINGTON STATE EXTENSION ENERGY PROGRAM Permit #: Residential Building Air Leakage Test (Blower Door Test) Results House address or"lot number: City: 1es..kL \ Cond. Floor Area (ft2): l go 6 1300 LiO i""t S Source (circle one): Zip: Age of house: [ d Estimated Measured Results shall be reported as Air Changes per Hour at 50 Pascals (ACH50) and shall be calculated as follows: ACH50 = (CFM50 x 60)/ Volume Where: CFM50 = Blower door fan flow at 50 Pascal pressure difference Volume = Conditioned Floor Area of the housing unit x ceiling height Blower Door Test Result: _ ` c6) ACH5o qCFM@50Pa Ring (circle one if applicable): Open B Blower Door Fan Location: F 1. Dcxiv Weather Conditions: 0 '—'�—t o `' I / CC c.-4 I certify that these blower door results are accurate and determined using standard industry protocol. Company Name: Technician Signature: rveA nOj Technician: Sem r\-75 C��s Date: (4- Iv -1g Phone Number: (z€x) q)� �) 2015 Washington State Energy Code reference: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. Once visual inspection has confirmed sealing (see Table R402.4.1.1), operable windows and doors manufactured by small business shall be permitted to be sealed off at the frame prior to the test. RECEIVED CITY OF i UKWILA MAY 02 2018 PERMIT CENTER uOte 614559D: Stark Res. Classic Window Products 2/17/2017 2:47:54 PM 004 E, Master bed *** Unit *** MCCUST (Assy 1) Forgent Rectangle Casement *** Unit *** Unit 1.1: New Construction - Glastra/Wood, Right Hinging (1) 5.30 *** Glass *** Unit 1.1: Dual Glazed, H -K LoE 270 Insulated Glass, Black Spacer, Glass Preserve without Neat Coating Unit 1.1: Clear glass, Tempered Glass *** Hardware -Accessories *** Unit 1.1: Clay (Rustic) Hardware, Crank Handle Loose, Egress Hardware, BetterVue Fiberglass Screen, Screen(s) Loose ' Species -Finish -Color "" Unit 1.1: Pine, Cloud, Midnight Exterior Frame and Sash Film, Primed Latex Interior Sash, Primed Latex Interior Frame, Rustic Screen *** Casing -Jambs -Trim *** Unit 1.1: No Casing, 2-1/2" Jambs, No Installation Clips Opening(s) designated by a circled 'E' meet most natio and rescue requirements. Check your local codes for p INIPrinted By: Mike Cler I - othREWEWEElfr CODE COMPLIANCE APPROVED 1111"" S.- I r a cy escape ication. Oil MAY 182017 City of Tukwila BUILDING DIVISION $539.33 $539.33 Scaled to Fit Rough Opening: 28" X 60" Frame Size: 27-1/2" X 59-1/2" Unit Dimension: 27-1/2" X 59-1/2" RECEIVED CITY OF rUK'NiL A� SAY 1 5 ZOI1CORR CTI 3N PERMIT CENT R# * Indicates Increased Rough Opening Created: 1/4/2017 Summary Page 4 of 13 Dll 0 i O9Jd2i7 Pricing "- PYY,rrr�,,scriptive Energy Code Compliance for All Climate Zones in Washington Pt�;ct Information Contact Information Stark Residence 129xx South 130th Str Tukwila, Wa. 98168 Jeremy Rene (206) 721-1424 jeremyr@renearchitecture.com This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative All Climate Zones Efficient Building Envelope la R -Values U -Factors Fenestration U -Factor° n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGCb.e n/a n/a Ceilingk 49' 0.026 Wood Frame Wall.'" 21 int 0.056 Mass Wall R -Value' 21/21h 0.056 Floor 309 0.029 Below Grade Walla"' 10/15/21 int + TB 0.042 Slabs R -Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Date Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. 02. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 EVIEWED - require 2.5 credits. CODE COMPLI APPROVE 03. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 04. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description Credit(s la Efficient Building Envelope la 0.5 lb Efficient Building Envelope lb 1.0 1c Efficient Building Envelope 1c 2.0 1d Efficient Building Envelope 1d 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 OR kNCE MAY 18 20�I El City of Q kwila ❑ BUILDING DIVISION CORCTN LTR# El I 0.5 CEtVED CIT IP F TUKWILA..o QY 1 5 2017 PERMIT CENTER 1.5 1•1200 kwh 0.0 Total Credits 3.50 *Please refer to Table R406.2 for complete option descriptions 4 Table R402.1.1 Footnotes FbSI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R -values are minimums. U -factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R -value of the insulation from Appendix Table A101.4 shall not be less than the R -value specified in the table. b The fenestration U -factor column excludes skylights. The SHGC column applies to all glazed fenestration. `"10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. a R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. g Reserved. " Reserved. The second 'R -value applies when more than half the insulation is on the interior of the mass wall. ' Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U -factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. BURT ENGINEERING Structural Calculations For Stark Residence 3939 S 130th St Tukwila, WA 98168 BE Project # 16075 September 12, 2016 2015 International Building Code 9-12-16 18530 MERIDIAN AVE N. SHORELINE, WA 98133 RECEIVED CITY OF TUKWILA R072017 REVIEWED FOR GIRaftE APPROVED MAY 182017 City of Tukwila BUILDING DIVISION Da- ooK. BOORTENGIN ING 1 Property ,i Address Sheet No. Initials of Project # 9129, s;, r170 5-t v wct% / 12148 1 &N C: Ri'Cr4-u4. P- (is G s I oyt -j.l b23R- Pry t>► 6 +0k5 p €_ "P wN p --c v E -.,o -1 r t= -vs L Property Address Sheet No. of Initials Project # t,o ,J-ooS C ?--o7Y-F 2 3 00 ?l+ °) t2) r2oo1 p e Fo/4 + i o f --) 20' r 6 En- d r, r-7 s o L- 7/0o L.o (0't r ,1515-60) s; a0 )b, Property Address Property AddressK Sheet No. Initials of Project # f7 lL SSD £274't' 4-9 Zek tis F �1r ( pc PA [,3 - 2$ ,t p4 F ([lc)5) (7: 1; '50 E, l fi 4-u /7- ? P5 2t..'14)( 11 9 p s 11(1 p� FX 6 t 1 p) -r (rt rz.)_ Property Address Sheet No. Initials of Project # /tel i �rzet_• I Burt Engineering PLLC 18530 Meridian Ave N Shoreline, WA 98133 ENGINEERING(2 cb@burtengineering.com 06)779 6856 Project Title: Engineer: Project Descr: Wood Beam Lic. # : KW -06007583 Description : RH1 - (3) east end CODE REFERENCES Project ID: Printed: 11 SEP 2016,1033PM File = c:\Users1CORNELLIODIBURTEN-11ENERCALC\ENERCA-2lstark.ec6 ENERCALC, INC.1983-2016, Build:6.16.6.7, Ver.6.16.6.7 Licensee : BURT ENGINEERING PLLC Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species : DF/DF Wood Grade : 24F - V4 Fb - Tension Fb - Compr Fc - Pril Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 2,400.0 psi 1,850.0 psi 1,650.0 psi 650.0 psi 265.0 psi 1,100.0 psi E : Modulus of Elasticity Ebend- xx 1,800.0 ksi Eminbend - xx 950.0 ksi Ebend- yy 1,600.0 ksi Eminbend - yy 850.0 ksi Density 31.20 pcf D(0.3) S(0.5) V 3.5x9 Span = 6.50 ft A Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Uniform Load : D = 0.0150, S = 0.0250 ksf, Tributary Width = 20.0 ft, (roof truss) DESIGN SUMMARY - Maximum Bending Stress Ratio Section used for this span ib : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.392 1 3.5x9 1,082.17 psi 2,760.00 psi +0+5+H 3.250ft Span # 1 Maximum Shear Stress Ratio Section used for this span fir : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.053 in Ratio = 0.000 in Ratio = 0.085 in Ratio = 0.000 in Ratio = 1477 >=360 0 <360 915 >=180 0 <180 ,a. $Design OK, 0.317 : 1 3.5x9 96.61 psi 304.75 psi +D+S+H 5.765 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr 1 Cm Moment Values Ct CL M Ib Shear Values F'b V fv F'v +D+H Length = 6.50 ft Length = 6.50 ft +D+Lr+H Length = 6.50 ft +D+S+H Length = 6.50 ft +D+0.750Lr+0.750L+H Length = 6.50 ft +D+0.750L+0.750S+H 1 0.191 0.154 1 0.171 0.139 1 0.137 0.111 1 0.392 0.317 1 0.137 0.111 0.90 1.000 1.000 1.00 1.000 1.000 1.25 1.000 1.000 1.15 1.000 1.000 1.25 1.000 1.000 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 1.62 411.54 1.62 411.54 1.62 411.54 4.26 1,082.17 1.62 411.54 0.00 2160.00 0.00 2400.00 0.00 3000.00 0.00 2760.00 0.00 3000.00 0.00 0.00 0.77 0.00 0.77 0.00 0.77 0.00 2.03 0.00 0.77 0.00 0.00 36.74 0.00 36.74 0.00 36.74 0.00 96.61 0.00 36.74 0.00 0.00 238.50 0.00 265.00 0.00 331.25 0.00 304.75 0.00 331.25 0.00 BURT Burt Engineering PLLC Project Title: 18530 Meridian Ave N Engineer: Shoreline, WA 98133 Project Descr: ENGINEERING cb@burtengineering.com (206)779-6856 Project ID: Printed: 11 SEP 2016, 10:33PM Wood Beam Lic. # : KW -06007583 Description : Load Combination RH1 - (3) east end Max Stress Ratios Segment Length Span # M V Cd C FN CI Cr Cm C CL Fle = ci\UsersICORNELL\0DIBURTEN-11ENERCALCIENERCA-2\stark.ec6 ENERCALCi INC. 1983-2016, Build:6.16.6.7, Ver.6.16.6.7 Licensee : BURT ENGINEERING PLLC Moment Values Shear Values M tb F'b V fv F'v Length = 6.50 ft 1 0.331 0.268 1.15 1.000 1.00 1.00 1.00 1.00 1.00 +0+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 6.50 ft 1 0.107 0.087 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 6.50 ft 1 0.107 0.087 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+0.450W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 6.50 ft 1 0.107 0.087 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.7505+0.450W+4-1 1.000 1.00 1.00 1.00 1.00 1.00 Length = 6.50 ft 1 0.238 0.193 1.60 1.000 1.00 1.00 1.00 1.00 1.00 40+0.750L+0.750S+0.5250E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 6.50 ft 1 0.238 0.193 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 6.50 ft . 1 0.064 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0:60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 6.50 ft 1 0.064 0.052 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections 3.60 914.51 .2760.00 1.71 81.64 304.75 0.00 0.00 0.00 0.00 1.62 411.54 :3840.00 0.77 36.74 424.00 0.00 0.00 0.00 0.00 1.62 411.54 :3840.00 0.77 36.74 424.00 0.00 0.00 0.00 0.00 1.62 411.54 3840.00 0.77 36.74 424.00 0.00 0.00 0.00 0.00 3.60 914.51 3840.00 1.71 81.64 424.00 0.00 0.00 0.00 0.00 3.60 914.51 3840.00 1.71 81.64 424.00 0.00 0.00 0.00 0.00 0.97 246.92 3840.00 0.46 22.04 424.00 0.00 0.00 0.00 0.00 0.97 246.92 3840.00 0.46 22.04 424.00 Load Combination Span Max. ° " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S+H Vertical Reactions 1 0.0852 3.274 Support notation : Far left is #1 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 2.622 2.622 Overall MINimum 0.598 0.598 + D+H 0.997 0.997 + D+L+H 0.997 0.997 +D+Lr+H 0.997 0.997 +D+5+11 2.622 2.622 +D+0.750Lr+0.750L+H 0.997 0.997 +D+0.750L+0.750S+H 2.216 2.216 +D+0.60W+4-1 0.997 0.997 40+0.70E441 0.997 0.997 +D+0.750Lr+0.750L+0.450W+H 0.997 0.997 +D+0.750L+0.750S+0.450W+H 2.216 2.216 +D+0.750L+0.750S+0.5250E+H 2.216 2.216 +0.60D+0.60W+0.60H 0.598 0.598 +0.60D+0.70E+0.60H 0.598 0.598 D Only 0.997 0.997 Lr Only L Only S Only 1.625 1.625 W Only E Only H Only BURT Burt Engineering PLLC Project Title: Engineer. Project Descr: 18530 Meridian Ave N Shoreline, WA 98133 ENGINEERING cb@burtengineering.com (206)779-6856 Project ID: Printed: 18 SEP 2016, 8:22PM Wood Beam Lic. # : KW -06007583 Description : Beam on 2, 3 -CODE REFERENCES File = c:1UsersICORNELL10D1BURTEN-11ENERCALCIENERCA-215tark.ec6 ENERCALC,<INC. 1983-2016, Build:6.16.6.7, Ver.6.16.6.7 Licensee : BURT ENGINEERING PLLC Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Beam Bracing DF/DF : 24F - V4 Fb - Tension Fb - Compr Fc - PrIl Fc - Perp Fv Ft : Beam is Fully Braced against lateral -torsional buckling 2400 psi 1850 psi 1650 psi 650 psi 265 psi 1100 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx Ebend- yy Eminbend - yy Density 1800 ksi 950 ksi 1600 ksi 850 ksi 31.2 pcf D(0.072) L(0.24) tfr x 1 3.5x9 Span = 10.0 ft Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 6.0 ft, (floor) DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.413 1 Maximum Shear Stress Ratio 3.5x9 Section used for this span 990.48 psi fv : Actual 2,400.00 psi Fv : Allowable +D+L+H Load Combination 5.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.142 in Ratio = 0.000 in Ratio = 0.184 in Ratio = 0.000 in Ratio = 845 >=360 0 <360 650 >=180 0 <180 Design OK 0.239: 1 3.5x9 63.44 psi 265.00 psi +D+L+H 0.000 ft Span # 1 Maximum. Forces S Stresses for Load Combinations • Load Combination Max Stress Ratios Segment Length Span */ M V Cd C EN C i Cr Moment Values Cm C CL M fb Shear Values Pb V iv F'v +D+H Length = 10.0 ft 1 0.106 0.061 0.90 1.000 1.00 1.00 +D+L+H 1.000 1.00 1.00 Length = 10.0 ft 1 0.413 0.239 1.00 1.000 1.00 1.00 +D+Lr+H 1.000 1.00 1.00 Length = 10.0 ft 1 0.076 0.044 1.25 1.000 1.00 1.00 +D+S+H 1.000 1.00 1.00 Length = 10.0 ft 1 0.083 0.048 1.15 1.000 1.00 1.00 +D+0.750Lr+0.750L+H 1.000 1.00 1.00 Length =10.0 ft 1 0.267 0.155 1.25 1.000 1.00 1.00 +D+0.750L+0.750S+H 1.000 1.00 1.00 Length =10.0 ft 1 0.290 0.168 1.15 1.000 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 0.90 228.57 3.90 990.48 0.90 228.57 0.90 228.57 3.15 800.00 3.15 800.00 0.00 2160.00 0.00 2400.00 0.00 3000.00 0.00 2760.00 0.00 3000.00 0.00 2760.00 0.00 0.31 0.00 1.33 0.00 0.31 0.00 0.31 0.00 1.08 0.00 1.08 0.00 14.64 0.00 63.44 0.00 14.64 0.00 14.64 0.00 51.24 0.00 51.24 0.00 238.50 0.00 265.00 0.00 331.25 0.00 304.75 0.00 331.25 0.00 304.75 Burt Engineering PLLC Project Title: BURT i 18530 Meridian Ave N Engineer.. j Shoreline, WA 98133 Project Descr: cb@burtengineering.com ENGINEER NG 1(206)779-6856 i Project ID: Printed: 18 SEP 2016, 8:22PM Wood Beam Lic. # : KW -06007583 Description : Load Combination Beam on 2, 3 Max Stress Ratios Segment Length Span # M V File =c:lUsersICORNELLIODIBURTEN-1IENERCALCIENERCA 21stark:ec6 ENERCALC INC. 1983-2016, Build:6.16.6:7, Ver.6.16.6.7 Licensee : BURT ENGINEERING PLLC Cd CFN Ci Cr Cm C t CL Moment Values Shear Values M fb Pb V fv F'v +D+0.60W+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 10.0 ft 1 0.060 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.70E+H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 10.0 ft 1 0.060 0.035 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +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 0.208 0.121 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.7505+0.450W44 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.0 ft 1 0.208 0.121 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +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 0.208 0.121 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length = 10.0 ft 1 0.036 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+0.60H 1.000 1.00 1.00 1.00 1.00 1.00 Length =10.0 ft 1 0.036 0.021 1.60 1.000 1.00 1.00 1.00 1.00 1.00 Overall Maximum Deflections 0.00 0.00 0.00 0.00 0.90 228.57 3840.00 0.31 14.64 424.00 0.00 0.00 0.00 0.00 0.90 228.57 3840.00 0.31 14.64 424.00 0.00 0.00 0.00 0.00 3.15 800.00 3840.00 1.08 51.24 424.00 0.00 0.00 0.00 0.00 3.15 800.00 3840.00 1.08 51.24 424.00 0.00 0.00 0.00 0.00 3.15 800.00 3840.00 1.08 51.24 424.00 0.00 0.00 0.00 0.00 0.54 137.14 3840.00 0.18 8.78 424.00 0.00 0.00 0.00 0.00 0.54 137.14 3840.00 0.18 8.78 424.00 Load Combination Span Max. ° " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.1845 5.036 3�Vertical Reactions Support notation : Far left is #1 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.560 1.560 Overall MINimum 0.216 0.216 +D+H 0.360 0.360 +D+L+H 1.560 1.560 +D+Lr+H 0.360 0.360 +D+S+H 0.360 0.360 +D+0.750Lr+0.750L+H 1.260 1.260 +D+0.750L+0.750S+H 1.260 1.260 #0+0.60W+H 0.360 0.360 +D+0.70E+H 0.360 0.360 +D+0.750Lr+0.750L+0.450W+H 1.260 1.260 +0+0.750L+0.7505+0.450W+1-1 1.260 1.260 40+0.750L+0.750S+0.5250E+H 1.260 1.260 +0.60D+0.60W+0.60H 0.216 0.216 +0.60D+0.70E+0.60H 0.216 0.216 D Only 0.360 0.360 Lr Only L Only 1.200 1.200 S Only W Only E Only H Only r Burt Engineering PLLC Project Title: Engineer: Project Descr: 18530 Meridian Ave N BURT Shoreline, WA 98133 ENGINEERING 1 cb@burtengineering.com (206)779-6856 Printed: 18 SEP 2016, 1224PM File = c:lUsersICORNELL10D18URTEN-11ENERCALCIENERCA-2lstark.ec6 ENERCALC, INC.1983-2016, Build:6.16.6.7, Vec6.16:6.7 Wood Beam Lic. # : KW -06007583 Project ID: Description : Floor joist typ 'CODE REFERENCES Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Licensee : BURT ENGINEERING PLLC Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade : Douglas Fir - Larch : No.2 Fb - Tension Fb - Compr Fc - PrIl Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 900 psi 900 psi 1350 psi 625 psi 180 psi 575 psi E : Modulus of Elasticity Ebend- xx 1600 ksi Eminbend - xx 580 ksi Density 31.2pcf Repetitive Member Stress Increase D(0.01596) L(0.0532) 2x10 Span = 10.0 ft ♦ ♦ Applied Loads Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.330 ft, (floor) ra. __ DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.426 1 Maximum Shear Stress Ratio 2x10 Section used for this span 484.98 psi fv : Actual 1,138.50 psi Fv : Allowable +D+L+H Load Combination 5.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.076 in Ratio = 0.000 in Ratio = 0.099 in Ratio = 0.000 in Ratio = 1577 >=360 0 <360 1213 >=180 0 <180 sDesign OK 0.176: 1 2x10 31.65 psi 180.00 psi +D+L+H 0.000 ft Span # 1 • L Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Moment Values Cm C CL M lb F'b Shear Values V fv F'v +D+H Length = 10.0 ft +D+L+H Length = 10.0 ft +D+Lr+H Length = 10.0 ft +D+S+H Length = 10.0 ft +D+0.750Lr+0.750L+H Length =10.0 ft +D+0.750L+0.750S+H Length = 10.0 ft 1 0.109 0.045 0.90 1.100 1.00 1.100 1.00 1 0.426 0.176 1.00 1.100 1.00 1.100 1.00 1 0.079 0.032 1.25 1.100 1.00 1.100 1.00 1 0.085 0.035 1.15 1.100 1.00 1.100 1.00 1 0.275 0.114 1.25 1.100 1.00 1.100 1.00 1 0.299 0.124 1.15 1.100 1.00 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.15 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 0.20 111.92 0.86 484.98 0.20 111.92 0.20 111.92 0.70 391.71 0.70 391.71 0.00 1024.65 0.00 1138.50 0.00 1423.13 0.00 1309.28 0.00 1423.13 0.00 1309.28 0.00 0.00 0.00 0.07 7.30 162.00 0.00 0.00 0.00 0.29 31.65 180.00 0.00 0.00 0.00 0.07 7.30 225.00 0.00 0.00 0.00 0.07 7.30 207.00 0.00 0.00 0.00 0.24 25.57 225.00 0.00 0.00 0.00 0.24 25.57 207.00 Burt Engineering PLLC 18530 Meridian Ave N BU R T Shoreline, WA 98133 ENGINEERING cb@burtengineering.com (206)779-6856 • Project Title: Engineer: Project Descr: Project ID: Printed: 18 SEP 2016, 1224PM Wood Beam Lic. # : KW -06007583 Description : Load Combination Floor joist typ Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr File = c: UsersICORNELLIODIBURTEN-11ENERCALCIENERCA-21stark.ec6 ENERCALC,:INC.:1983=2016, Build:6.16.6.7, Ver.6.16.6.7 Licensee : BURT ENGINEERING PLLC Moment Values Shear Values Cm C t CL M ib Pb V iv 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 =10.0 ft 1 0.061 0.025 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.20 111.92 1821.60 0.07 7.30 288.00 +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 =10.0 ft 1 0.061 0.025 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.20 111.92 1821.60 0.07 7.30 288.00 +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 = 10.0 ft 1 0.215 0.089 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.70 391.71 1821.60 0.24 25.57 288.00 +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 = 10.0 ft 1 0.215 0.089 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.70 391.71 1821.60 0.24 25.57 288.00 +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 = 10.0 ft 1 0.215 0.089 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.70 391.71 1821.60 0.24 25.57 288.00 +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 = 10.0 ft 1 0.037 0.015 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.12 67.15 1821.60 0.04 4.38 288.00 +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 =10.0 ft 1 0.037 0.015 1.60 1.100 1.00 1.15 1.00 1.00 1.00 0.12 67.15 1821.60 0.04 4.38 288.00 Overall Maximum Deflections Load Combination Span Max. =" Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+L+H 1 0.0989 5.036 Vertical Reactions = iI Support notation : Far left is #1 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.346 0.346 Overall MINimum 0.048 0.048 +041 0.080 0.080 +D+L+H 0.346 0.346 +D+Lr+H 0.080 0.080 +D+S+H 0.080 0.080 +D+0.750Lr+0.750L+H 0.279 0.279 +D+0.750L+0.750S+H 0.279 0.279 +D+0.60W+H 0.080 0.080 +D+0.70E+H 0.080 0.080 +D+0.750Lr+0.750L+0.450W+H 0.279 0.279 +D+0.750L+0.750S+0.450W+H 0.279 0.279 +0+0.750L+0.7505+0.5250E41 0.279 0.279 +0.60D+0.60W+0.60H 0.048 0.048 +0.60D+0.70E+0.60H 0.048 0.048 D Only 0.080 0.080 Lr Only L Only . 0.266 0.266 S Only W Only E Only H Only Ir Wood Beam BURT Burt Engineering PLLC 18530 Meridian Ave N Shoreline, WA 98133 ENGINEERING cb@burtengineering.com I (206)779-6856 Project Title: Engineer: Project Descr: Description : Floor joist cant CODE REFERENCES Prosect ID: Printed: 18 SEP 2016, 12:25PM File = c:\Users\CORNELL\OD\BURTEN-1\ENERCALC\ENERCA-2lstark:ec6 ENERCALC, INC.1983-2016, Build:6.16 6.7, Ver.6.16:6.7 Licensee : BURT ENGINEERING PLLC Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Fb - Tension Fb - Compr Fc - Prll Wood Species : Douglas Fir - Larch Fc - Perp Wood Grade : No.2 Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0 ksi Density 31.20pcf Repetitive Member Stress Increase D(0.1) S(0.1) I 0(0.01596) L(0.0532) D(0.01596) L(0.0532) 2x10 Span = 2.0 ft 2x10 Span = 10.0 ft V Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.330 ft, (floor) Point Load: D = 0.10, S = 0.10 k a 0.0 ft Load for Span Number 2 Uniform Load : D = 0.0120, L = 0.040 ksf, Tributary Width = 1.330 ft, (floor) DESIGN SUMMARY _-`_. _ _. 7 Maximum Bending Stress Ratio = 0.347. 1 Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Shear Stress Ratio 2x10 Section used for this span 394.72 psi fv : Actual 1,138.50 psi Fv : Allowable +D+L+H Load Combination 5.475ft Location of maximum on span Span # 2 Span # where maximum occurs 0.069 in Ratio = -0.039 in Ratio = 0.076 in Ratio = -0.034 in Ratio = 1740 >=360 1214 >=360 1580 >=180 1416 >=180 Design OK.,, 0.198: 1 2x10 35.61 psi 180.00 psi +D+L+H 2.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Segment Length Span # M V Cd CFN Ci Cr Cm C t CL Moment Values M th F'b Shear Values V fv F'v +0+H Length = 2.0 ft 1 0.127 0.080 Length = 10.0 ft 2 0.127 0.080 +D+L4I Length = 2.0 ft 1 0.167 0.198 Length = 10.0 ft 2 0.347 0.198 +D+Lr+H 0.90 1.100 0.90 1.100 1.100 1.00 1.100 1.00 1.100 1.100 1.00 1.00 1.00 1.00 1.00 1.00 1.15 1.15 1.15 1.15 1.15 1.15 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 0.23 130.11 0.23 130.11 0.34 189.80 0.70 394.72 0.00 1024.65 1024.65 0.00 1138.50 1138.50 0.00 0.00 0.12 0.09 0.00 0.33 0.33 0.00 0.00 12.95 12.95 0.00 35.61 35.61 0.00 0.00 162.00 162.00 0.00 180.00 180.00 0.00 Burt Engineering PLLC 18530 Meridian Ave N BURT Shoreline, WA 98133 ENGINEERING cb@burtengineering.com (206)779-6856 Project Title: Engineer. Project Descr: Project ID: Printed: 18 SEP 2016, 12:25PM Wood Beam Lic. # : KW -06007583 Description : Load Combination Floor joist cant Max Stress Ratios File = c:\Users\CORNEWODIBURTEN-11ENERCALCIENERCA-21stark.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver.6.16.6.7 Licensee : BURT ENGINEERING PLLC Moment Values Shear Values Segment Length Span # M V Cd CEN Ci Cr Cm C t CL M th F'b V fV F'v Length = 2.0 ft 1 0.091 0.058 1.25 1.100 1.00 1.15 1.00 1.00 1.00 Length =10.0 ft 2 0.091 0.058 1.25 1.100 1.00 1.15 1.00 1.00 1.00 +D+S+H 1.100 1.00 1.15 1.00 1.00 1.00 Length = 2.0 ft 1 0.185 0.115 1.15 1.100 1.00 1.15 1.00 1.00 1.00 Length =10.0 ft 2 0.185 0.115 1.15 1.100 1.00 1.15 1.00 1.00 1.00 +D+0.750Lr+0.750L+H 1.100 1.00 1.15 1.00 1.00 1.00 Length = 2.0 ft 1 0.123 0.130 1.25 1.100 1.00 1.15 1.00 1.00 1.00 Length = 10.0 ft 2 0.217 0.130 1.25 1.100 1.00 1.15 1.00 1.00 1.00 +D+0.750L+0.750S+H 1.100 1.00 1.15 1.00 1.00 1.00 Length = 2.0 ft 1 0.198 0.149 1.15 1.100 1.00 1.15 1.00 1.00 1.00 Length =10.0 ft 2 0.208 0.149 1.15 1.100 1.00 1.15 1.00 1.00 1.00 +D+0.60W+H 1.100 1.00 1.15 1.00 1.00 1.00 Length = 2.0 ft 1 0.071 0.045 1.60 1.100 1.00 1.15 1.00 1.00 1.00 Length = 10.0 ft 2 0.071 0.045 1.60 1.100 1.00 1.15 1.00 1.00 1.00 +D+0.70E+H 1.100 1.00 1.15 1.00 1.00 1.00 Length = 2.0 ft 1 0.071 0.045 1.60 1.100 1.00 1.15 1.00 1.00 1.00 Length =10.0 ft 2 0.071 0.045 1.60 1.100 1.00 1.15 1.00 1.00 1.00 +D+0.750Lr+0.750L+0.450W+H 1.100 1.00 1.15 1.00 1.00 1.00 Length = 2.0 ft 1 0.096 0.101 1.60 1.100 1.00 1.15 1.00 1.00 1.00 Length =10.0 ft 2 0.170 0.101 1.60 1.100 1.00 1.15 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+H 1.100 1.00 1.15 1.00 1.00 1.00 Length = 2.0 ft 1 0.142 0.107 1.60 1.100 1.00 1.15 1.00 1.00 1.00 Length =10.0 ft 2 0.150 0.107 1.60 1.100 1.00 1.15 1.00 1.00 1.00 +D+0.750L+0.7505+0.5250E+H 1.100 1.00 1.15 1.00 1.00 1.00 Length = 2.0 ft 1 0.142 0.107 1.60 1.100 1.00 1.15 1.00 1.00 1.00 Length =10.0 ft 2 0.150 0.107 1.60 1.100 1.00 1.15 1.00 1.00 1.00 +0.60D+0.60W+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 Length = 2.0 ft 1 0.043 0.027 1.60 1.100 1.00 1.15 1.00 1.00 1.00 Length =10.0 ft 2 0.043 0.027 1.60 1.100 1.00 1.15 1.00 1.00 1.00 +0.60D+0.70E+0.60H 1.100 1.00 1.15 1.00 1.00 1.00 Length = 2.0 ft 1 0.043 0.027 1.60 1.100 1.00 1.15 1.00 1.00 1.00 Length =10.0 ft 2 0.043 0.027 1.60 1.100 1.00 1.15 1.00 1.00 1.00 Overall Maximum Deflections 0.23 130.11 1423.13 0.12 12.95 225.00 0.23 130.11 1423.13 0.09 12.95 225.00 0.00 0.00 0.00 0.00 0.43 242.30 1309.28 0.22 23.76 207.00 0.43 242.30 1309.28 0.11 23.76 207.00 0.00 0.00 0.00 0.00 0.31 174.87 1423.13 0.27 29.18 225.00 0.55 309.14 1423.13 0.27 29.18 225.00 0.00 0.00 0.00 0.00 0.46 259.02 1309.28 0.28 30.80 207.00 0.49 272.90 1309.28 0.28 30.80 207.00 0.00 0.00 0.00 0.00 0.23 130.11 1821.60 0.12 12.95 288.00 0.23 130.11 1821.60 0.09 12.95 288.00 0.00 0.00 0.00 0.00 0.23 130.11 1821.60 0.12 12.95 288.00 0.23 130.11 1821.60 0.09 12.95 288.00 0.00 0.00 0.00 0.00 0.31 174.87 1821.60 0.27 29.18 288.00 0.55 309.14 1821.60 0.27 29.18 288.00 0.00 0.00 0.00 0.00 0.46 259.02 1821.60 0.28 30.80 288.00 0.49 272.90 1821.60 0.28 30.80 288.00 0.00 0.00 0.00 0.00 0.46 259.02 1821.60 0.28 30.80 288.00 0.49 272.90 1821.60 0.28 30.80 288.00 0.00 0.00 0.00 0.00 0.14 78.06 1821.60 0.07 7.77 288.00 0.14 78.06 1821.60 0.05 7.77 288.00 0.00 0.00 0.00 0.00 0.14 78.06 1821.60 0.07 7.77 288.00 0.14 78.06 1821.60 0.05 7.77 288.00 Load Combination Span Max. ° " Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 +D+L+H 2 - Vertical Reactions Load Combination 0.0000 0.000 L Only 0.0759 5.251 Support notation : Far left is #1 -0.0395 0.0000 Values in KIPS 0.000 0.000 Support 1 Support 2 Support 3 Overall MAXimum 0.618 0.312 Overall MINimum 0.120 -0.020 +D+li 0.235 0.057 +D+L+H 0.618 0.312 +D+Lr+H 0.235 0.057 +D+5+1-1 0.355 0.037 +D+0.750Lr+0.750L+H 0.522 0.248 +D+0.750L+0.750S+H 0.612 0.233 +D+0.60W+H 0.235 0.057 +D+0.70E+H 0.235 0.057 +D+0.750Lr+0.750L+0.450W+H 0.522 0.248 +D+0.750L+0.750S+0.450W+H 0.612 0.233 +D+0.750L+0.750S+0.5250E+H 0.612 0.233 +0.60D+0.60W+0.60H 0.141 0.034 +0.60D+0.70E+0.60H 0.141 0.034 D Only 0.235 0.057 Lr Only L Only 0.383 0.255 S Only 0.120 -0.020 W Only Burt Engineering PLLC BURT 1 18530 Meridian Ave N Shoreline, WA 98133 ENGINEERING; cb@burtengineering.com (206)779-6856 Project Title: Engineer. Project Descr: Wood Beam Project ID: Printed: 18 SEP 2016,12:25PM File = c:lUsersICORNELLIODIBURTEN-11ENERCALCIENERCA-2lstark:ec6 ENERCALC INC.1983-2016, Build:6.1616.7, Ver.6.16:6.7 Lica# . KW -06007583 Licensee : BURT ENGINEERING PLLC Description : Floor joist cant Vertical :Reactions Load Combination Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Support 3 E Only H Only BURT Burt Engineering PLLC 18530 Meridian Ave N Shoreline, WA 98133 ENGINEERING cb@burtengineering.com (206)779-6856 Project Title: Engineer: Project Descr: Wood Column Lic. # : KW -06007583 Description : stud full height e Code References Project ID: Printed: 12 SEP 2016, 12:46AM File=c:\UsersICORNELL\OD\BURTEN-1IENERCALCIENERCA 2\stark.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver.6.16.6.7 Licensee : BURT ENGINEERING PLLC Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 18.330 ft ( Used for non -slender calculations ) Wood Species Douglas Fir - Larch Wood Grade No.2 Fb - Tension 900.0 psi Fv 180.0 psi Fb - Compr 900.0 psi Ft 575.0 psi Fc - Prll 1,350.0 psi Density 31.20 pcf Fc - Perp 625.0 psi E : Modulus of Elasticity ... x -x Bending y -y Bending Basic 1,600.0 1,600.0 Minimum 580.0 580.0 Applied Loads Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area lx ly Axial 2x8 Graded Lumber Sawn 1.50 in Allow Stress Modification Factors 7.250 in Cf or Cv for Bending 10.875 in^2 47.635 in^4 2.039 in^4 Cf or Cv for Compression Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built-up columns 1,600.0 ksi Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis : Fully braced against buckling along Y -Y Axis Service loads entered. Load Factors will be applied for calculations. 1.20 1.050 1.20 1.0 1.0 1.0 1.0 Yes NGS 15.3.2 Column self weight included : 43.190 lbs * Dead Load Factor AXIAL LOADS .. . roof: Axial Load at 18.330 ft, D = 0.40, S = 0.670 k BENDING LOADS .. . Lat. Uniform Load creating Mx -x, W = 0.0280 k/ft DESIGN SUMMARY + Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination 0.3245 :1 +D+0.60W+H Governing NDS Forumla Comp + Mxx, NDS Eq. 3.9-3 Location of max.above base 9.227 ft At maximum location values are ... Applied Axial 0.4432 k Applied Mx 0.7055 k -ft Applied My 0.0 k -ft Fc : Allowable 2,268.0 psi PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear "Load Combination' Results 0.04916 :1 +D+0.60W+H 0.0 ft 21.238 psi 288.0 psi Maximum SERVICE Lateral Load Reactions.. Top along Y -Y 0.2566 k Bottom along Y -Y 0.2566 k Top along X -X 0.0 k Bottom along X -X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y -Y 0.9432 in at 9.227 ft above base for load combination : W Only Along X -X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bending Compression Tension Load Combination CD Op Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Stress Ratio Status Location Stress Ratio Status Location +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 0.900 1.000 1.250 1.150 1.250 1.150 1.600 1.600 1.600 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.03194 0.02875 0.0230 0.06279 0.0230 0.05335 0.3245 0.01797 0.2435 PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 9.227 ft 0.0 ft 9.227 ft 0.0 0.0 0.0 0.0 0.0 0.0 0.04916 0.0 0.03687 PASS PASS PASS PASS PASS PASS PASS PASS PASS 18.330 ft 18.330 ft 18.330 ft 18.330 ft 18.330 ft 18.330 ft 0.0 ft 18.330 ft 0.0 ft Burt Engineering PLLC Project Title: 18530 Meridian Ave N Enginee BURTr. Shoreline, WA 98133 Project Descr: ENGINEERING I cb@burtengineering.com (206)779-6856 Wood Column Lic. # : KW -06007583 , Description : stud full height r Load Combination Results Load Combination +D+0.750L+0.7505+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H Maximum Reactions Load Combination Project ID: Printed: 12 SEP 2016,1246AM Fle = c:CUsers1CORNELU001BURTEN-11ENERCALCIENERCA-21stark.ec6 ENERCALC,` INC.1983-2016, Build:6.16.6.7, Ver.6.16.6.7 Licensee : BURT ENGINEERING PLLC CD CP Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location 1.600 1.000 0.2446 PASS 9.227 ft 0.03687 PASS 0.0 ft 1.600 1.000 0.03834 PASS 0.0 ft 0.0 PASS 18.330 ft 1.600 1.000 0.3243 PASS 9.227 ft 0.04916 PASS 0.0 ft 1.600 1.000 • 0.01078 PASS 0.0 ft 0.0 PASS 18.330 ft Note: Only non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Top @ Base +D+H +D+L+H +D+Lr+H +D+S+H +0+0.750Lr+0.750L+1 +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750 Lr+0.750 L+0.450 W+H +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only Maximum Deflections for Load Combinations k k 0.443 k k k 0.443 k k k 0.443 k k k 1.113 k k k 0.443 k k k 0.946 k k 0.154 0.154 k 0.443 k k k 0.443 k k 0.115 0.115k 0.443k k 0.115 0.115k 0.946k k k 0.946 k k 0.154 0.154 k 0.266 k k k 0.266 k k k 0.443 k k k k k k k k k 0.670 k k 0.257 0.257 k k k k k k k k Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance 4041 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L41 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+541 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.60W+H 0.0000 in 0.000 ft 0.566 in 9.227 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.424 in 9.227 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.424 in 9.227 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.566 in 9.227 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.943 in 9.227 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Wood Column BURT Burt Engineering PLLC Project Title: 18530 Meridian Ave N Engineer: Shoreline, WA 98133 Project Descr: ENGINEERING cb@burtengineering.com (206)779-6856 Project ID: Printed: 12 SEP 2016, 1246AM Fle = c:\Users1C0RNEWOD\BURTEN-1 \EN ERCALC\EN ERCA-21stark.ec6 ENERCALC, INC. 1983-2016, Buid:6.16:6.7, Ver.6.16.6.7 Licensee : BURT ENGINEERING PLLC Description : stud full height Sketches Y axe 0 Loads are total entered value. Arrows do not reflect absolute direction. MexLoads Burt Engineering PLLC 18530 Meridian Ave N Shoreline, WA 98133 206-779-6856 cb@burtengineering.com burtengineerinq.com Wood Column Lic. # : KW -06007583 Description : Project Title: Engineer. Project Descr: stud full height where not supporting truss load Code. References 1 Project ID: Printed: 14 SEP 2016, 9:15AM File = C:\Users\cb\OD1-1\BURTEN-1\ENERCALC\ENERCA-2\stark.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver.6.16.6.7 Licensee : BURT ENGINEERING PLLC Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non -slender calculations ) Wood Species Douglas Fir - Larch Wood Grade Stud Fb - Tension 18.330 ft 700 psi Fv 180 psi Fb - Compr 700 psi Ft 450 psi Fc - Prll 850 psi Density 31.2 pcf Fc - Perp 625 psi E : Modulus of Elasticity ... x -x Bending y -y Bending Basic 1400 1400 Minimum 510 510 r Applied Loads Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth 2x6 Graded Lumber Sawn 1.50 in Allow Stress Modification Factors 5.50 in Cf or Cv for Bending Area 8.250 ine2 Cf or Cv for Compression lx 20.797 in"4 Cf or Cv for Tension ly 1.547 in^4 Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Axial Kf : Built-up columns 1400 ksi Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Fully braced against buckling along X -X Axis Y -Y (depth) axis : Fully braced against buckling along Y -Y Axis 1.0 1.0 1.0 1.0 1.0 1.0 1.0 NOS 15.3.2 Yes Service loads entered. Load Factors will be applied for calculations. Column self weight included : 32.765 lbs * Dead Load Factor AXIAL LOADS .. . roof: Axial Load at 18.330 ft, D = 0.40, S = 0.670 k BENDING LOADS .. . Lat. Uniform Load creating Mx -x, W = 0.0280 k/ft r -DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Governing NDS Forumla Comp + Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear 0.8707 :1 +D+0.60W+H Mxx, NDS Eq. 3.9-3 9.227 ft 0.4328 k 0.7055 k -ft 0.0 k -ft 1,360.0 psi 0.06480 :1 +D+0.60W+H 0.0 ft 27.995 psi 288.0 psi Load Combination Results Load Combination C D C P Maximum SERVICE Lateral Load Reactions .. Top along Y -Y 0.2566 k Bottom along Y -Y 0.2566 k Top along X -X 0.0 k Bottom along X -X 0.0 k Maximum SERVICE Load Lateral Deflections... Along Y -Y 2.469 in at 9.227 ft above base for load combination : W Only Along X -X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses... Bending Compression Tension Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location +D+H +D+L+H +D+Lr+H +D+5+H +D+0.750Lr-0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.7 5 0 L r+0.7 5 0 L+0.4 5 0 W +H 0.900 1.000 1.250 1.150 1.250 1.150 1.600 1.600 1.600 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 0.06857 0.06171 0.04937 0.1367 0.04937 0.1160 0.8707 0.03857 0.6534 PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 9.227 ft 0.0 ft 9.103 ft 0.0 0.0 0.0 0.0 0.0 0.0 0.06480 0.0 0.04860 PASS PASS PASS PASS PASS PASS PASS PASS PASS 18.330 ft 18.330 ft 18.330 ft 18.330 ft 18.330 ft 18.330 ft 0.0 ft 18.330 ft 0.0 ft Burt Engineering PLLC 18530 Meridian Ave N Shoreline, WA 98133 206-779-6856 cb@burtengineering.com burtengineering.com Wood Column. Lic. # : KW -06007583 Project Title: Engineer. Project Descr: Description : stud full height where not supporting truss load Load Combination Results Project ID: Printed: 14 SEP 2018, 9:15AM File = C:1Users1cti10D1-11BURTEN-1\ENERCALCIENERCA-21stark.ec6 ENERCALG; INC.1983-2016, Build:6.16.6.7, Ver.6.16.6.7 Licensee : BURT ENGINEERING 'PLLC Load Combination +D+0.750L+0.750S+0.450W+H +D+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H r Maximum Reactions Note: Only non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Top @ Base Maximum Axial + Bending Stress Ratios C D C p Stress Ratio Status Location Stress Ratio Status Location 1.600 1.000 0.6589 PASS 9.103 ft 0.04860 PASS 0.0 ft 1.600 1.000 0.08336 PASS 0.0ft 0.0 PASS 18.330ft 1.600 1.000 0.8697 PASS 9.227 ft 0.06480 PASS 0.0 ft 1.600 1.000 0.02314 PASS ' 0.Oft 0.0 PASS 18.330ft Maximum Shear Ratios Load Combination +D+H k k 0.433 k +D+L+H k k 0.433 k +D+I_r+H k k 0.433 k +D+S+H k k 1.103 k +D+0.750Lr+0.750L+H k k 0.433 k +D+0.750L+0.750S+H k k 0.935 k +D+0.60W+H k 0.154 0.154 k 0.433 k +D+0.70E+H k k 0.433 k +D+0.750Lr+0.750L+0.450W+H k 0.115 0.115 k 0.433 k +D+0.750L+0.750S+0.450W41 k 0.115 0.115 k 0.935 k +D+0.750L+0.750S+0.5250E+H k k 0.935 k +0.60D+0.60W+0.60H k 0.154 0.154 k 0.260 k +0.60D+0.70E+0.60H k k 0.260 k D Only k k 0.433 k Lr Only k k k L Only k k k S Only k k 0.670 k W Only k 0.257 0.257 k k E Only k k k H Only k k k Maximum Deflections for Load Combinations Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +O+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft + O+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft + 0+0.60W41 0.0000 in 0.000 ft 1.481 in 9.227 ft +0+0.70E41 0.0000 in 0.000 ft 0.000 in 0.000 ft +0+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 1.111 in 9.227 ft +0+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 1.111 in 9.227 ft +D+0.750L+0.7505+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.600+0.60W+0.60H 0.0000 in 0.000 ft 1.481 in 9.227 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 2.469 in 9.227 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Burt Engineering PLLC 18530 Meridian Ave N Shoreline, WA 98133 206-779-6856 cb@burtengineering.com burtenqineerinq.com Wood Column Project Title: Engineer: Project Descr: Project ID: Printed: 14 SEP 2016, 9:15AM C:\Users\cb10D1-1\BURTEN--11ENERCALCIENERCA-21stark.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver.6.16.6.7 Lic. # : KW -06007583 Licensee : BURT ENGINEERING PLLC Description : stud full height where not supporting truss load Sketches 0 Y 1.50 In Marrkoads 0 etar Loads are total entered value. Arrows do not reflect absolute direction. r p)( Wood Column BURT Burt Engineering PLLC 18530 Meridian Ave N Shoreline, WA 98133 ENGINEERING cb@burtengineering.com (206)779-6856 Project Title: Engineer: Project Descr: Lic. # : KW -06007583 Description : east end main post(4) Code References Project ID: Printed: 11 SEP 2016, 11:56PM File = c:lUsers\CORNELL1OD1BURTEN-11ENERCALCIENERCA-2lstark.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver.6.16.6.7 Licensee : BURT ENGINEERING PLLC Calculations per 2012 NDS, IBC 2012, CBC 2013, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height 18.330 ft ( Used for non -slender calculations ) Wood Species Wood Grade Fb - Tension Fb - Compr Fc - Pril Fc - Perp E : Modulus of Elasticity... Basic • Minimum Trus Joist Parallam PSL 1.8E 2,400.0 psi Fv 190.0 psi 2,400.0 psi Ft 1,755.0 psi 2,500.0 psi Density 45.050 pcf 545.0 psi x -x Bending 1,800.0 914.88 y -y Bending 1,800.0 914.88 Applied Loads __ -1 Wood Section Name Wood Grading/Manuf. Wood Member Type Exact Width Exact Depth Area lx ly Axial 1,800.0 ksi 7x7 Trus Joist Parallam PSL 7.0 in Allow Stress Modification Factors 7.0 in Cf or Cv for Bending 49.0 in^2 200.083 in^4 200.083 in^4 Cf or Cv for Compression Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built-up columns Use Cr : Repetitive ? 1.0 1.0 1.0 1.0 1.0 1.0 1.0 NDS 15.3.2 No Brace condition for deflection (buckling) along columns : X -X (width) axis : Lu for X -X Axis buckling : 9.5 ft, K 1.0 Y -Y (depth) axis : Fully braced against buckling along Y -Y Axis Service loads entered. Load Factors will be applied for calculations. Column self weight included : 280.990 lbs * Dead Load Factor AXIAL LOADS .. . roof: Axial Load at 18.330 ft, D = 1.80, S = 3.0 k BENDING LOADS .. wind unif c and c: Lat. Uniform Load creating Mx -x, W = 0.1190 k/ft • DESIGN SUMMARY • Bending & Shear Check Results PASS Max. Axial+Bending Stress Ratio = Load Combination Governing NDS Forumla Comp + Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear I Load Combination Results Load Combination +D+H +D+L+H +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H 0.1642 :1 +D+0.60W+H Mxx, NDS Eq. 3.9-3 9.103 ft 2.081 k 2.999 k -ft 0.0 k -ft 2,448.85 psi 0.04393 :1 +0+0.60W+H 0.0 ft 20.032 psi 304.0 psi CD Cp Maximum SERVICE Lateral Load Reactions . . Top along Y -Y 1.091 k Bottom along Y -Y Top along X -X 0.0 k Bottom along X -X Maximum SERVICE Load Lateral Deflections ... Along Y -Y 0.8483 in at 9.227 ft above base for load combination : W Only Along X -X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bending Compression 1.091 k 0.0 k Tension Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.900 1.000 1.250 1.150 1.250 1.150 1.600 1.600 1.600 0.836 0.804 0.721 0.754 0.721 0.754 0.612 0.612 0.612 0.02259 0.02113 0.01885 0.04781 0.01885 0.04075 0.1642 0.01734 0.1232 PASS PASS PASS PASS PASS PASS PASS PASS PASS 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 9.103 ft 0.0 ft 9.103 ft Maximum Shear Ratios Stress Ratio Status Location 0.0 PASS 18.330 ft 0.0 PASS 18.330 ft 0.0 PASS 18.330 ft 0.0 PASS 18.330 ft 0.0 PASS 18.330 ft 0.0 PASS 18.330 ft 0.04393 PASS 0.0 ft 0.0 PASS 18.330 ft 0.03295 PASS 0.0 ft BURT Burt Engineering PLLC Project Title: 18530 Meridian Ave N Engineer: Shoreline, WA 98133 Project Descr: ENGINEERING I cb@burtengineering.com I (206)779-6856 Project ID: Printed: 11 SEP 2016, 11:56PM Wood Column Lic. # : KW -06007583 Description : east end main post(4) Load Combination Results Load Combination +D+0.750L+0.750S+0.450W+H +D+0.750 L+0.750 S+0.5250 E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H Maximum Reactions Load Combination File ='c:\UsersICORNECL10D1BURTEN-11ENERCALCIENERCA-21stark.ec6 ENERCALC, INC.1983-2016, Build:6.16.6.7, Ver.6.16.6.7 Licensee : BURT ENGINEERING PLLC CD CP 1.600 0.612 1.600 0.612 1.600 0.612 1.600 0.612 Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location 0.1242 PASS 9.103 ft 0.03295 PASS 0.0 ft 0.03609 PASS 0.0 ft 0.0 PASS 18.330 ft 0.1640 PASS 9.103 ft 0.04393 PASS 0.0 ft 0.01041 PASS 0.0 ft 0.0 PASS 18.330 ft Note: Only non -zero reactions are listed. X -X Axis Reaction Y -Y Axis Reaction Axial Reaction @ Base @ Top @ Base @ Top @ Base +D+H +D+L41 +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +040.750L+0.750S+H +D+0.60W++1 +0+0.70E41 +D+0.750Lr+0.750L+0.450W41 +D+0.750L+0.750S+0.450W+H +0+0.750L+0.750S+0.5250E+H +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Lr Only L Only S Only W Only E Only H Only { Maximum Deflections for Load Combinations k k 2.081 k k k 2.081 k k k 2.081 k k k 5.081 k k k 2.081 k k k 4.331 k k 0.654 0.654 k 2.081 k k k 2.081 k k 0.491 0.491 k 2.081 k k 0.491 0.491 k 4.331 k k k 4.331 k k 0.654 0.654 k 1.249 k k k 1.249 k k k 2.081 k k k k k k k k k 3.000 k k 1.091 1.091 k k k k k k k k Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance +D+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+Lr+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750L+0.750S+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.60W+H 0.0000 in 0.000 ft 0.509 in 9.227 ft +D+0.70E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +D+0.750Lr+0.750L+0.450W+H 0.0000 in 0.000 ft 0.382 in 9.227 ft +D+0.750L+0.750S+0.450W+H 0.0000 in 0.000 ft 0.382 in 9.227 ft +D+0.750L+0.750S+0.5250E+H 0.0000 in 0.000 ft 0.000 in 0.000 ft +0.60D+0.60W+0.60H 0.0000 in 0.000 ft 0.509 in 9.227 ft +0.60D+0.70E+0.60H 0.0000 in 0.000 ft 0.000 in 0.000 ft D Only 0.0000 in 0.000 ft 0.000 in 0.000 ft Lr Only 0.0000 in 0.000 ft 0.000 in 0.000 ft L Only 0.0000 in 0.000 ft 0.000 in 0.000 ft S Only 0.0000 in 0.000 ft 0.000 in 0.000 ft W Only 0.0000 in 0.000 ft 0.848 in 9.227 ft E Only 0.0000 in 0.000 ft 0.000 in 0.000 ft H Only 0.0000 in 0.000 ft 0.000 in 0.000 ft BURT Burt Engineering PLLC Project Title: 18530 Meridian Ave N Engineer: Shoreline, WA 98133 Project Descr: ENGINEERING ` cb@burtengineering.com (206)779-6856 Wood Column Project ID: Printed: 11 SEP 2016, 11:56PM File = c:lUsersICORNEWOD1BURTEN-11ENERCALCIENERCA-2lstaricec6 ENERCALC INC. 1983-2016, Build:6.16.6.7, Ver.6.16.6.7 Lic. # : KW -06007583 Licensee : BURT ENGINEERING PLLC Description : Sketches east end main post(4) Y 7x7 7.0 in X M4 toads e.,f Loads are total entered value. Arrows do not reflect absolute direction. r D BURT I Burt Engineering PLLC 18530 Meridian Ave N Shoreline, WA 98133 ENGINEERING cb@burtengineering.com (206)779-6856 Project Title: Engineer: Project Descr: Wood Beam Lic. # : KW -06007: Description : floor beam B.3 wo end loads e CODE REFERENCES Project ID: Printed: 13 SEP 2016,12:21AM File = c:\UserstCORNELL1OD18URTEN-11ENERCALC\ENERCA-215tark.ea6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Vec6.16.6,7 Licensee : BURT; ENGINEERING PLLC Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade DF/DF : 24F - V4 Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral -torsional buckling D(2.5) S(4.16) 2,400.0 psi 1,850.0 psi 1,650.0 psi 650.0 psi 265.0 psi 1,100.0 psi D(2.5) S(4.16) E : Modulus of Elasticity Ebend- xx 1,800.0 ksi Eminbend - xx 950.0 ksi Ebend- yy 1,600.0 ksi Eminbend - yy 850.0 ksi Density 31.20 pcf 5.5x16.5 Span = 20.0 ft Applied Loads I Service loads entered. Load Factors will be applied for calculations. Point Load: D=2.50, S=4.160k(a)6.670ft Point Load : D = 2.50, S = 4.160 k (x,13.330 ft DESIGN SUMMARY 'Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.801: 1 Maximum Shear Stress Ratio 5.5x16.5 Section used for this span 2,136.00 psi fv : Actual 2,667.66 psi Fv : Allowable +D+S+H Load Combination 6.715ft Location of maximum on span Span # 1 Span # where maximum occurs 0.554 in Ratio = 0.000 in Ratio = 0.887 in Ratio = 0.000 in Ratio = 433 >=360 0 <360 270 >=180 0 <180 Desi•n OK 0.361 : 1 5.5x16.5 110.08 psi 304.75 psi +D+5+H 0.000 ft Span # 1 Maximum Forces & Stresses for. Load Combinations Max Stress Ratios Span# M V Cd CFN Ci Cr Cm C t CL Load Combination Segment Length Moment Values M fb F'b Shear Values V fv F'v +D+H Length = 20.0 ft +D+L+H Length = 20.0 ft +D+Lr+H Length = 20.0 ft +D+S+H Length = 20.0 ft +D+0.750Lr+0.750L+H Length = 20.0 ft +D+0.750L+0.750S+H 1 0.384 0.173 1 0.346 0.156 1 0.277 0.125 1 0.801 0.361 1 0.277 0.125 0.90 1.00 1.25 1.15 1.25 0.967 0.967 0.967 0.967 0.967 0.967 0.967 0.967 0.967 0.967 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 16.68 1.00 1.00 16.68 1.00 1.00 16.68 1.00 1.00 44.42 1.00 1.00 16.68 1.00 0.00 801.80 2087.74 0.00 801.80 2319.71 0.00 801.80 . 2899.63 0.00 2,136.00 2667.66 0.00 801.80 2899.63 0.00 0.00 0.00 0.00 2.50 41.32 238.50 0.00 0.00 0.00 2.50 41.32 265.00 0.00 0.00 0.00 2.50 41.32 331.25 0.00 0.00 0.00 6.66 110.08 304.75 0.00 0.00 0.00 2.50 41.32 331.25 0.00 0.00 0.00 BURT Burt Engineering PLLC Project Title: 18530 Meridian Ave N Engineer. Shoreline, WA 98133 Project Descr: ENGINEERING cb@burtengineering.com (206)779-6856 Wood Beam Project ID: Printed:13 SEP 2016,1221AM File = ciWsersICORNE1110D\BURTEN-11ENERCALCIENERCA-21stark:ec6 ENERCALC,iUNC.1983-2016, Build:6.16.6.7., Ver.6:16.6.7 Lica# : KW -06007583 Licensee : BURT ENGINEERING PLLC Description : Load Combination floor beam B.3 wo end loads Max Stress Ratios Segment Length Span # M V Cd C FN Ci Cr Cm C t CL Moment Values Shear Values M lb F'b V iv F'v Length = 20.0 ft 1 0.676 0.305 1.15 0.967 1.00 1.00 1.00 1.00 1.00 +D+0.60W+H 0.967 1.00 1.00 1.00 1.00 1.00 Length = 20.0 ft 1 0.216 0.097 1.60 0.967 1.00 1.00 1.00 1.00 1.00 +D+0.70E+H 0.967 1.00 1.00 1.00 1.00 1.00 Length = 20.0 ft 1 0.216 0.097 1.60 0.967 1.00 1.00 1.00 1.00 1.00 +D+0.750Lr+0.750L+0.450W+H 0.967 1.00 1.00 1.00 1.00 1.00 Length = 20.0 ft 1 0.216 0.097 1.60 0.967 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.450W+-1 0.967 1.00 1.00 1.00 1.00 1.00 Length = 20.0 ft 1 0.486 0.219 1.60 0.967 1.00 1.00 1.00 1.00 1.00 +D+0.750L+0.750S+0.5250E+H 0.967 1.00 1.00 1.00 1.00 1.00 Length = 20.0 ft 1 0.486 0.219 1.60 0.967 1.00 1.00 1.00 1.00 1.00 +0.60D+0.60W+0.60H 0.967 1.00 1.00 1.00 1.00 1.00 Length = 20.0 ft 1 0.130 0.058 1.60 0.967 1.00 1.00 1.00 1.00 1.00 +0.60D+0.70E+0.60H 0.967 1.00 1.00 1.00 1.00 1.00 Length = 20.0 ft 1 0.130 0.058 1.60 0.967 1.00 1.00 1.00 1.00 1.00 r Overall Maximum Deflections 37.49 1,802.45 2667.66 5.62 92.89 304.75 0.00 0.00 0.00 0.00 16.68 801.80 3711.53 2.50 41.32 424.00 0.00 0.00 0.00 0.00 16.68 801.80 3711.53 2.50 41.32 424.00 0.00 0.00 0.00 0.00 16.68 801.80 3711.53 2.50 41.32 424.00 0.00 0.00 0.00 0.00 37.49 1,802.45 3711.53 5.62 92.89 424.00 0.00 0.00 0.00 0.00 37.49 1,802.45 3711.53 5.62 92.89 424.00 0.00 0.00 0.00 0.00 10.01 481.08 3711.53. 1.50 24.79 424.00 0.00 0.00 0.00 0.00 10.01 481.08 3711.53 1.50 24.79 424.00 Load Combination Span Max. " " Deft Location in Span Load Combination Max. "+" Deft Location in Span +D+S+H 1 0.8871 10.073 Vertical Reactions Support notation : Far left is #1 0.0000 0.000 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum Overall MINimum +D+H +D+L+H +D+Lr+H +0+541 +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+0.60W+H +D+0.70E+H +D+0.750Lr+0.750L+0.450W+H +D+0.750L+0.750S+0.450W+11 +D+0.750L+0.7505+0.5250E+4-1 +0.60D+0.60W+0.60H +0.60D+0.70E+0.60H D Only Is Only L Only S Only W Only E Only H Only 6.660 1.500 2.500 2.500 2.500 6.660 2.500 5.620 2.500 2.500 2.500 5.620 5.620 1.500 1.500 2.500 6.660 1.500 2.500 2.500 2.500 6.660 2.500 5.620 2.500 2.500 2.500 5.620 5.620 1.500 1.500 2.500 4.160 4.160 BURT Burt Engineering PLLC Project Title: Engineer: Project Descr: 18530 Meridian Ave N Shoreline, WA 98133 ENGINEERING cb@burtengineering.com 1 (206)779-6856 Wood Beam Description : floor beam B.3 psi option CODE REFERENCES Project ID: Printed: 13 SEP 2016,12:21AM File = c:\Users\CORNELLIODIBURTEN-1\ENERCALCIENERCA-2l5tark.ec6 ENERCALC,INC.1983.2016, Build:6.16.6.7, Ver.6.16.6.7 Licensee : BURT ENGINEERING PLLC Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Stress Design Load Combination ASCE 7-10 Wood Species Wood Grade Beam Bracing Trus Joist Fb - Tension Fb - Compr Fe- Prll Fc - Perp : Parallam PSL 2.2E Fv Ft : Beam is Fully Braced against lateral -torsional buckling 2,900.0 psi 2,900.0 psi 2,900.0 psi 625.0 psi 290.0 psi 2,025.0 psi E : Modulus of Elasticity Ebend- xx 2,200.0 ksi Eminbend - xx 1,118.19 ksi Density 45.050 pcf D(1.25) S(2.08) D(2.5) 5(4.16) D(2.5) S(4.16) D(1.25) S(2.08) 5.25X16.0 Span = 20.0 ft Applied Loads Point Load : D = 2.50, S = 4.160 k an, 6.670 ft Point Load : D = 2.50, S = 4.160 k 0 13.330 ft Point Load: D = 1.250, S = 2.080 k 0 0.0 ft Point Load : D =1.250, S = 2.080 k as 20.0 ft DESIGN SUMMARY Service loads entered. Load Factors will be applied for calculations. Maximum Bending Stress Ratio Section used for this span ib : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.714 1 Maximum Shear Stress Ratio 5.25x16.0 Section used for this span 2,379.76 psi fv : Actual 3,335.00 psi Fv : Allowable +D+S+H Load Combination 10.146ft Location of maximum on span Span # 1 Span # where maximum occurs 0.521 in Ratio = 0.000 in Ratio = 0.834 in Ratio = 0.000 in Ratio = 460 >=360 0 <360 287 >=180 0 <180 Desi •nOK i;' 0.357: 1 5.25x16.0 118.93 psi 333.50 psi +D+S+H 0.000 ft Span # 1 Maximum Forces & Stresses for Load Combinations-- Load ombinations..Load Combination Max Stress Ratios Segment Length Span # M V Cd C FN C i Cr Moment Values Shear Values Cm C t CL M fb F'b V fv F'v +D+H Length = 20.0 ft +D+L+H Length = 20.0 ft +D+Lr+H Length = 20.0 ft +D+S+FI Length = 20.0 ft +D+0.750Lr+0.750L+H 1 0.342 0.171 0.90 1 0.308 0.154 1.00 1 0.246 0.123 1.25 1 0.714 0.357 1.15 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 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 16.68 893.30 16.68 893.30 16.68 893.30 44.42 2,379.76 0.00 2610.00 0.00 2900.00 0.00 3625.00 0.00 3335.00 0.00 0.00 0.00 2.50 44.64 0.00 0.00 2.50 44.64 0.00 0.00 2.50 44.64 0.00 0.00 6.66 118.93 0.00 0.00 0.00 261.00 0.00 290.00 0.00 362.50 0.00 333.50 0.00 BURT ENGINEER. Burt Engineering PLLC 18530 Meridian Ave N Shoreline, WA 98133 cb@burtengineering.com NG (206)779-6856 Project Title: Engineer: Project Descr: Project ID: Printed: 13 SEP 2016,12:21AM Wood Beam Lic. # : KW -06007583 Description : Load Combination floor beam B.3 psi option Max Stress Ratios File = c:\Users\CORNELL\0D\BURTEN-11ENERCALC\ENERCA-215tark.ec6 ENERCALC, INC. 1983-2016, Build:6.16.6.7, Ver.6.16.6:7 Licensee : BURT ENGINEERING PLLC Moment Values Shear Values Segment Length Span # M V Cd C FN C i Cr Cm C t CL M fb F'b V fv F'v Length = 20.0 ft 1 0.246 0.123 1.25 1.000 1.00 1.00 1.00 1.00 1.00 16.68 893.30 3625.00 2.50 44.64 362.50 +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 ft 1 0.602 0.301 1.15 1.000 1.00 1.00 1.00 1.00 1.00 37.49 2,008.15 3335.00 5.62 100.36 333.50 +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 0.193 0.096 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.68 893.30 4640.00 2.50 44.64 464.00 +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 0.193 0.096 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.68 893.30 4640.00 2.50 44.64 464.00 +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 ft 1 0.193 0.096 1.60 1.000 1.00 1.00 1.00 1.00 1.00 16.68 893.30 4640.00 2.50 44.64 464.00 +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 0.433 0216 1.60 1.000 1.00 1.00 1.00 1.00 1.00 37.49 2,008.15 4640.00 5.62 100.36 464.00 +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 0.433 0.216 1.60 1.000 1.00 1.00 1.00 1.00 1.00 37.49 2,008.15 4640.00 5.62 100.36 464.00 +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 0.116 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.01 535.98 4640.00 1.50 26.79 464.00 +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 0.116 0.058 1.60 1.000 1.00 1.00 1.00 1.00 1.00 10.01 535.98 4640.00 1.50 26.79 464.00 '+ Overall MaximumDeflections , Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+S41 1 0.8339 10.073 0.0000 0.000 ir Vertical Reactions i Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 9.990 9.990 Overall MINimum 2.250 2.250 +D+H 3.750 3.750 +D+L+H 3.750 3.750 +D+Lr+H 3.750 3.750 +D+S+H 9.990 9.990 +D+0.750Lr+0.750L+H 3.750 3.750 +D+0.750L+0.750S+H 8.430 8.430 +D+0.60W+H 3.750 3.750 +D+0.70E+H 3.750 3.750 +D+0.750Lr+0.750L+0.450W+H 3.750 3.750 +D+0.750L+0.750S+0.450W+H 8.430 8.430 +D+0.750L+0.750S+0.5250E+H 8.430 8.430 +0.60D+0.60W+0.60H 2.250 2.250 +0.60D+0.70E+0.60H 2.250 2.250 D Only 3.750 3.750 Lr Only L Only S Only 6.240 6.240 W Only E Only H Only WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN ww model with floors 1 and 2.wsw COMPANY AND PROJECT INFORMATION Company Burt Engineering PLLC 18530 Meridian Ave N Shoreline, WA DESIGN SETTINGS WoodWorks® Shearwalls 10.42 Project Information Sep. 11, 2016 20:36:53 Design Code Wind Standard Seismic Standard IBC 2012/AWC SDPWS 2008 ASCE 7-10 Directional (All heights) ASCE 7-10 Project Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Temperature Moisture Content Factor Range Fabrication Service 1.60 T<=100F 19% 10% Sep. 11, 2016 20:36:53 Design Code Wind Standard Seismic Standard IBC 2012/AWC SDPWS 2008 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations For Design (ASD) For Deflection (Strength) 0.70 Seismic 1.00 Seismic 0.60 Wind 1.00 Wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Temperature Moisture Content Factor Range Fabrication Service 1.60 T<=100F 19% 10% Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 0.50 1.00 Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - 2.0 1.5 Ignore non -wood -panel shear resistance contribution... Wind Seismic Never Always Collector forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity: Deflection -based stiffness of wall segments Design Shearwall Force/Length: Based on wall rigidity/length SITE INFORMATION Wind ASCE 7-10 Directional (All heights) ASCE 7-10 12.8 Seismic Equivalent Lateral Force Procedure Design Wind Speed 110mph Exposure Exposure B Enclosure Enclosed Min Wind Loads: Walls 16 psf Roofs 8 psf Risk Category Structure Type Building System Design Category Site Class Category II Regular Bearing Wall D D - All others Topographic Information [ft] Shape' Height Site Location: - Length Spectral Response Acceleration S1: 0.560g SS: 1.500g Fundamental Period T Used Approximate Ta Maximum T E -W 0.177s 0.177s 0.248s N -S 0.177s 0.177s 0.248s Elev: Oft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Case 2 E -W loads Eccentricity (%) 15 Loaded at 75% N -S loads 15 Response Factor R 6.50 6.50 Fa: 1.00 Fv: 1.50 1 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 Structural Data STORY INFORMAT ON BLOCK and ROOF INFORMATION Story Elev [ft] Floor/Ceiling Depth [in] Wall Height [ft] Hold-down Length subject to shrinkage [in] Bolt length [in] Ceiling Level2 Level 1 Foundation 20.33 12.00 2.00 1.00 0.0 12.0 12.0 8.33 9.00 15.6 15 .6 16.4 16.4 BLOCK and ROOF INFORMATION 2 Block Dimensions [ft] Face Type Roof Panels Slope Overhang [ft] Block1 2 Story E -W Ridge Location X,Y = 0.00 0.00 North Side 0.0 0..00 Extent X,Y = 45.50 40.00 South Side 0.0 0.00 Ridge Y Location, Offset 20.00 0.00 East Gable 0.0 0.00 Ridge Elevation, Height 20.33 0.00 West Gable 0.0 0.00 2 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 SHEATHING MATERIALS by WALL GROUP Grp Surf Material . Ratng Sheathing Thick in GU in Ply Or Gvtv lbs/in Size Fasteners Type Df Eg in Fd in Bk Apply Notes 1 Ext Int Structural I Gyp WB 1 -ply 32/16 32/16 15/32 1/2 - - 3 - Horz Horz 35000 40000 10d 5d Nail Nail N N 6 7 12 7 Y Y 5 Legend: Grp — Wall Design Group number, used to reference wall in other tables Sun`— Exterior or interior surface when applied to exterior wall Ratng — Span rating, see SDPWS Table C4.2.2.2C Thick — Nominal panel thickness GU - Gypsum underlay thickness Ply — Number of plies (or layers) in construction of plywood sheets Or — Orientation of longer dimension of sheathing panels Gvtv — Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B Type — Fastener type from SDPWS Tables 4.3A -D: Nail — common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing — casing nail; Roof— roofing nail; Screw— drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120"x 1-3/4" (gypsum sheathing, 25/32" fiberboard ), 1-1/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92"x 1- 1/8". Cooler or gypsum wallboard nail: 5d = .086"x 1-5/8'; 6d = .092"x 1-7/8'; 8d = .113"x 2-3/8'; 6/8d = 6d base ply, 8d face ply for 2 -ply GWB. Drywall screws: No. 6, 1-1/4" long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Df— Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg — Panel edge fastener spacing Fd — Field spacing interior to panels Bk — Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side Notes: 5. This material does not contribute to seismic shear resistance because of the "Ignore non -wood -panel contribution for all walls" design setting. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psiA6 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Exterior Segmented Legend: Wall Grp — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spcg — Maximum on -centre spacing of studs for design, actual spacing may be less. SG - Specific gravity E — Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 3 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 SHEARLINE, WALL and OPENING DIMENSIONS North -south Shearlines Type Wall Group Location X [ft] Extent [ft] Start End Length [ft] FHS [ft] Wind Seismic Height [ft] Line 1 Level 2 Line 1 Seg 1 0.00 0.00 40.00 40.00 19.50 19.50 8.33 Wall 1-3 Seg 1 0.00 30.50 40.00 9.50 9.50 9.50 - Wall 1-1 Seg 1 0.00 0.00 10.00 10.00 10.00 10.00 - Wall 1-2 NSW 0.00 10.00 30.50 20.50 0.00 0.00 - Level 1 Line 1 Seg 1 0.00 0.00 40.00 40.00 37.00 37.00 9.00 Wall 1-3 Seg 1 0.00 13.50 40.00 26.50 26.50 26.50 - Wall 1-1 Seg 1 0.00 0.00 10.50 10.50 10.50 10.50 - Wall 1-2 NSW 0.00 10.50 13.50 3.00 0.00 0.00 - Line2 Level 2 Line 2 Seg 1 45.50 0.00 40.00 40.00 20.00 20.00 8.33 Wall 2-3 Seg 1 45.50 30.00 40.00 10.00 10.00 10.00 - Wall 2-1 Seg 1 45.50 0.00 10.00 10.00 10.00 10.00 - Wall 2-2 NSW 45.50 10.00 30.00 20.00 0.00 0.00 - Level 1 Line 2 Seg 1 45.50 0.00 40.00 40.00 20.00 20.00 9.00 Wall 2-1 Seg 1 45.50 0.00 10.00 10.00 10.00 10.00 - Wall 2-3 Seg 1 45.50 30.00 40.00 10.00 10.00 10.00 - Wall 2-2 NSW 45.50 10.00 30.00 20.00 0.00 0.00 - East -west Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group. Y [ft] Start End [ft] Wind Seismic [ft] Line A Level 2 Line A Seg 1 0.00 0.00 45.50 45.50 37.50 37.50 8.33 Wall A-2 Seg 1 0.00 8.00 45.50 37.50 37.50 37.50 - Wall A-1 NSW 0.00 0.00 8.00 8.00 0.00 0.00 - Level 1 Line A Seg 1 0.00 0.00 45.50 45.50 38.50 38.50 9.00 Wall A-1 Seg 1 0.00 0.00 20.50 20.50 20.50 20.50 - Wall A-3 Seg 1 0.00 27.50 45.50 18.00 18.00 18.00 - Wall A-2 NSW 0.00 20.50 27.50 7.00 0.00 0.00 - Line B Level 2 Line B Seg 1 40.00 0.00 45.50 45.50 45.50 45.50 8.33 Wall B-1 Seg 1 40.00 0.00 45.50 45.50 45.50 45.50 - Level1 Line B Seg 1 40.00 0.00 45.50 45.50 38.50 38.50 9.00 Wall B-1 Seg 1 40.00 0.00 38.50 38.50 38.50 38.50 - Wall B-2 NSW 40.00 38.50 45.50 7.00 0.00 0.00 - Legend: Type - Seg = segmented, Prf = perforated, NSW = non-shearwall Location - dimension perpendicular to wall FHS - length of full -height sheathing used to resist shear force Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 4 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 Loads WIND SHEAR LOADS (as entered or generated Level2 Block F Element Load Case Wnd Dir Surf Dir Prof Location [ft] Start End Magnitude [lbs,plf,psf] Start End Trib Ht [ft] Block 1 W Wall Min W ->E Wind Line 0.00 40.00 33.3 Block 1 W Wall 1 W ->E Wind Line 0.00 40.00 45.3 Block 1 E Wall 1 W ->E Lee Line 0.00 40.00 27.6 Block 1 E Wall Min W ->E Lee Line 0.00 40.00 33.3 Block 1 W Wall Min E ->W Lee Line 0.00 40.00 33.3 Block 1 W Wall 1 E ->W Lee Line 0.00 40.00 27.6 Block 1 E Wall 1 E ->W Wind Line 0.00 40.00 45.3 Block 1 E Wall Min E ->W Wind Line 0.00 40.00 33.3 Block 1 S Wall Min S ->N Wind Line 0.00 45.50 33.3 Block 1 S Wall 1 S ->N Wind Line 0.00 45.50 45.3 Block 1 N Wall Min S ->N Lee Line 0.00 45.50 33.3 Block 1 N Wall 1 S ->N Lee Line 0.00 45.50 29.2 Block 1 S Wall Min N ->S Lee Line 0.00 45.50 33.3 Block 1 S Wall 1 N ->S Lee Line 0.00 45.50 29.2 Block 1 N Wall Min N ->S Wind Line 0.00 45.50 33.3 Block 1 N Wall 1 N ->S Wind Line 0.00 45.50 45.3 Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psf] Ht Case Dir Dir Start End Start End [ft] Block 1 W Wall X33 3 3 3 3 33 3 33 3 3 3 3 3 3 3 33 33 1--H F. N• F'- H- H H H H H• H- H- H H- H H H H. H- H H- H F'- F'- H H F-, H- H. H• H F'- H F-. H- H. H H F'- H H- H- H H H H- H- ZZZtotoV) cn cncncntotI t=i L=7t]tltI VItIJ[I [7 U7 [7 tilt.ItI I I I II1 tU][I ££££££££££££££££££ v v v v v v v v v v v v v v v v v v v v'v v v v v v v v v v v v v v v v v v v v v v v v v v v cn rn cn Z Z Z Z Z Z Z Z £ £ £ £ £ £ £ £ £ £ £ £ £ £ £ £ £ £ tri b] t=] tt tl t9 tr1 C.1 tl t=] ti tr] t=] to t 7 VI t.1 t=] rrrrrrr£££££££££££££rrrr££££££££ w N- H. H. W W W H- r- N• 1., - W F.Z.F'-N- F'- �- �• �• F'- F'' f'' m m m m m m m (pt. m mt. (Dr, (Dr, (Dr, (Dr, (or, (Dr, (Dr, (Dr, (Dr (Dr, (Dr, (Dr, m m m m m m m m m m a a a a m a a a a a a a m m m m m m m m m m m m m m m m m m a a a C m a C aaaaaaaaaaaaaa aaaaaaaa Line 0.00 13.50 44.0 Block 1 W Wall Line 0.00 40.00 33.3 Block 1 W Wall Line 0.00 13.50 56.6 Block 1 W Wall Line 0.00 40.00 43.0 Block 1 .W Wall Line 13.50 27.00 56.6 Block 1 W Wall Line 13.50 27.00 44.0 Block 1 W Wall Line 27.00 40.00 44.0 Block 1 W Wall Line 27.00 40.00 56.6 Block 1 E Wall Line 0.00 40.00 33.3 Block 1 E Wall Line 0.00 40.00 27.6 Block 1 E Wall Line 0.00 10.50 36.5 Block'l E Wall Line 0.00 38.00 44.0 Block 1 E Wall Line 0.00 10.50 , 44.0 Block 1 E Wall Line 0.00 38.00 36.5 Block 1 E Wall Line 0.00 10.50 36.5 Block 1 E Wall Line 0.00 10.50 44.0 Block 1 E Wall Line 38.00 40.00 36.5 Block 1 E Wall Line 38.00 40.00 44.0 Block 1 W Wall Line 0.00 13.50 44.0 Block 1 W Wall Line 0.00 40.00 33.3 Block 1 W Wall Line 0.00 13.50 36.5 Block 1 W Wall Line 0.00 40.00 27.6 Block 1 W Wall Line 13.50 27.00 36.5 Block 1 W Wall Line 13.50 27.00 44.0 Block 1 W Wall Line. 27.00 40.00 44.0 Block 1 W Wall Line 27.00 40.00 36.5 Block 1 E Wall Line 0.00 40.00 33.3 Block 1 E Wall Line 0.00 40.00 43.0 Block 1 E Wall Line 0.00 10.50 44.0 Block 1 E Wall Line 0.00 38.00. 44.0 Block 1 E Wall Line 0.00 10.50 56.6 Block 1 E Wall Line 0.00 38.00 56.6 Block 1 E Wall Line 0.00 10.50 56.6 Block 1 E Wall Line 0.00 10.50 44.0 Block 1 E Wall Line 38.00 40.00 56.6. Block 1 E Wall Line 38.00 40.00 44.0 Block 1 S Wall Line 0.00 45.50 33.3 Block 1 S Wall Line 0.00 45.50 44.0 Block 1 S Wall Line 0.00 45.50 56.6 Block 1 S Wall Line 0.00 45.50 43.0 Block 1 N Wall Line 0.00 45.50 29.2 Block 1 N Wall Line 0.00 45.50 38.6 Block 1 N Wall Line 0.00 45.50 44.0 Block 1 N Wall Line 0.00 45.50 33.3. Block 1 S Wall Line 0.00 45.50 44.0 Block 1 S Wall Line 0.00 45.50 38.6 Block 1 S Wall Line 0.00 45.50 29.2 5 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 WIND SHEAR LOADS (as entered or generated) (continued) Block 1 Block 1 Block 1 Block 1 Block 1 N Wall N Wall N Wall N Wall N Wall Min N ->S Lee Min N ->S Wind 1 N ->S Wind 1 N ->S Wind Min N ->S Wind Line 0.00 45.50 33.3 Line 0.00 45.50 44.0 Line 0.00 .45.50 43.0 Line 0.00 45.50. 56.6 Line 0.00 45.50 33.3 Legend: Block - Block used in load generation Accum. = loads from one block combined with another Manual = user -entered loads (so no block) F - Building face (north, south, east or west) Element - Building surface on which loads generated or entered Load Case - One of the following: ASCE 7 All Heights: Case 1 or 2 from Fig 27.4-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference corner and Case A or B from Fig 28.4-1 or minimum loads from 28.4.4 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir - Windward or leeward side of the building for loads in given direction Prof - Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Ht - Tributary height of area loads only Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. 6 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 WIND C&C LOADS Block Building Face Wind Direction Level Magnitude (psf] Interior End Zone Block 1 West Windward 2 21.6 26.6 Block 1 East Leeward 2 21.6 26.6 Block 1 West Leeward 2 21.6 26.6 Block 1 East Windward 2 21.6 26.6 Block 1 South Windward 2 21.6 26.6 Block 1 North Leeward 2 21.6 26.6 Block 1 South Leeward 2 21.6 26.6 Block 1 North Windward 2 21.6 26.6 Block 1 West Windward 1 21.6 26.6 Block 1 East Leeward 1 21.6 26.6 Block 1 West Leeward 1 21.6 26.6 Block 1 East Windward 1 21.6 26.6 Block 1 South Windward 1 21.6 26.6 Block 1 North Leeward 1 21.6 26.6 Block 1 South Leeward 1 21.6 26.6 Block 1 North Windward 1 21.6 26.6 7 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 BUILDING MASSES Level 2 Force Building Dir Element Block Wall Line Profile Location [ft] Magnitude Trib [Ibs,plf,psf] Width Start End Start End [ft] E -W Roof Fl n/a 1 E -W Roof Fl n/a 2 N -S Roof Fl n/a A N -S Roof Fl n/a B Both Wall 1-1 n/a 1 Both Wall 1-2 n/a 1 Both Wall 1-3 n/a 1 Both Wall 2-1 n/a 2 Both Wall 2-2 n/a 2 Both Wall 2-3 n/a 2 Both Wall A-1 n/a A Both Wall A-2 n/a A Both Wall B-1 n/a B Line 0.00 40.00 341.3 341.3 Line 0.00 40.00 341.3 341.3 Line 0.00 45.50 300.0 300.0 Line 0.00 45.50 300.0 300.0 Line 0.00 10.00 33.3 33.3 Line 10.00 30.50 33.3 33.3 Line 30.50 40.00 33.3 33.3 Line 0.00 10.00 33.3 33.3 Line 10.00 30.00 33.3 33.3 Line 30.00 40.00 33.3 33.3 Line 0.00 8.00 33.3 33.3 Line 8.00 45.50 33.3 33.3 Line 0.00 45.50 33.3 33.3 Level 1 Force Building Block Wall Dir Element Line Profile E -W Floor Fl n/a 1 Both Wall 1-1 n/a 1 Both Wall 1-2 n/a 1 Both Wall 1-3 n/a 1 Both Wall 2-1 n/a 2 E -W Floor Fl n/a 2 Both Wall 2-2 n/a 2 Both Wall 2-3 n/a 2 Both Wall A-1 n/a A N -S Floor Fl Both Wall A-2 N -S Floor Fl n/a A n/a A n/a B Both Wall B-1 n/a B Both Wall 1-1 n/a 1 Both Wall 1-2 n/a 1 Both Wall 1-3 n/a 1 Both Wall 2-1 n/a 2 Both Wall 2-2 n/a 2 Both Wall 2-3 n/a 2 Both Wall A-1 n/a A Both Wall A-2 n/a A Both Wall A-3 n/a A Both Wall B-1 n/a B Both Wall B-2 n/a B Line Magnitude Trib Location [ft] [Ibs,plf,psf] Width Start End , Start End [ft] 0.00 40.00 273.0 273.0 Line 0.00 10.00 33.3 33.3 Line 10.00 30.50 33.3 33.3 Line 30.50 40.00 33.3 33.3 Line 0.00 10.00 33.3 33.3 Line 0.00 40.00 273.0 273.0 Line 10.00 30.00 33.3 33.3 Line 30.00 40.00 33.3 33.3 Line 0.00 8.00 33.3 33.3 Line 0.00 45.50 240.0 240.0 Line 8.00 45.50 33.3 33.3 Line 0.00 45.50 240.0 240.0 Line 0.00 45.50 33.3 33.3 Line 0.00 10.50 36.0 36.0 Line 10.50 13.50 36.0 36.0 Line 13.50 40.00 36.0 36.0 Line 0.00 10.00 36.0 36.0 Line 10.00 30.00 36.0 36.0 Line 30.00 40.00 36.0 36.0 Line 0.00 20.50 36.0 36.0 Line 20.50 27.50 36.0 36.0 Line 27.50 45.50 36.0 36.0 Line 0.00 38.50 36.0 36.0 Line 38.50 45.50 36.0 36.0 Legend: Force Dir- Direction in which the mass is used for seismic load generation, E -W, N -S, or Both Building element - Roof, gable end, wall or floor area used to generate mass, wall line for user -applied masses, Floor F# - refer to Plan View for floor area number Wall line - Shearline that equivalent line load is assigned to Location - Start and end points of equivalent line load on wall line Trib Width. - Tributary width; for user applied area loads only 8 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 SEISMIC LOADS Level 2 Force Dir Profile Location [ft] Start End Mag [Ibs,plf,psf] Start End E -W Point 0.00 0.00 303 303 E -W Line 0.00 10.00 149.6 149.6 E -W Line 10.00 30.00 149.6 149.6 E -W Line 30.00 30.50 149.6 149.6 E -W Line 30.50 40.00 149.6 149.6 E -W Point 40.00 40.00 303 303 N -S Point 0.00 0.00 266 266 N -S Line 0.00 8.00 133.1 133.1 N -S Line 8.00 45.50 133.1 133.1 N -S Point 45.50 45.50 266 266 Level 1 Force Profile Location [ft] Mag [Ibs,plf,psf] Dir Start End Start End E -W Point 0.00 0.00 344 344 E -W Line 0.00 ` 10.00 74.6 74.6 E -W Line 10.00 10.50 74.6 74.6 E -W Line 10.50 13.50 74.6 74.6 E -W Line 13.50 30.00 74.6 74.6 E -W Line 30.00 30.50 74.6 74.6 E -W Line 30.50 40.00 74.6 74.6 E -W Point 40.00 40.00 344 344 N -S Point 0.00 0.00 302 302 N -S Line 0.00 8.00 67.4 67.4 N -S Line 8.00 20.50 67.4 67.4 N -S Line 20.50 27.50 67.4 67.4 N -S Line 27.50 38.50 67.4 67.4 N -S Line 38.50 45.50 67.4 67.4 N -S Point 45.50 45.50 302 302 Legend: Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. 9 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Wind Shear Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out -of -plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Wind Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift (NBC 4.1.8.13 (3)). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D). 10 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads RESULTS N -S Shearlines W Gp For Dir HIW-Cub Int Ext ASD Shear Force [pit] V [lbs] vmax v Int Allowable Shear [Of] Ext Co C Total V Fibs] Crit. Resp. Line 1 Level 2 Lnl, Lev2 1 Both 1.0 1.0 1017 - 60.5 125 476 1.00 A 601 11720 0.10 Wall 1-3 1 Both 1.0 1.0 412 43.4 43.4 125 476 1.00 601 5710 0.07 Wall 1-1 1 Both 1.0 1.0 605 60.5 60.5 125 476 1.00 601 6010 0.10 Level 1 Lnl, Levl 1 Both 1.0 1.0 3302 - 124.6 125 476 1.00 A 601 22237 0.21 Wall 1-3 1 Both 1.0 1.0 3302 124.6 124.6 125 476 1.00 601 15927 0.21 Wall 1-1 1 Both 1.0 1.0 0 125 476 1.00 601 6311 - Line 2 Level 2 Ln2, Lev2 1 Both 1.0 1.0 1017 - 50.9 125 476 1.00 A 601 12020 0.08 Wall 2-3 1 Both 1.0 1.0 509 50.9 50.9 125 476 1.00 601 6010 0.08 Wall 2-1 1 Both 1.0 1.0 509 50.9 50.9 125 476 1.00 601 6010 0.08 Level 1 Ln2, Levl 1 Both 1.0 1.0 3302 - 165.1 125 476 1.00 A 601 12020 0.27 Wall 2-1 1 Both 1.0 1.0 1651 165.1 165.1 125 476 1.00 601 6010 0.27 Wall 2-3 1 Both 1.0 1.0 1651 165.1 165.1 125 476 1.00 601 6010 0.27 E -W W For H/W-Cub ASD Shear Force [pif] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Fibs] vmax v Int Ext Co C Total V Fibs] Resp. Line A Level 2 LnA, Lev2 1 Both 1.0 1.0 875 23.3 23.3 125 476 1.00 A 601 22538 0.04 Level 1 LnA, Levl 1 W ->E 1.0 1.0 3238 - 98.6 125 476 1.00 A 601 23139 0.16 1 E ->W 1.0 1.0 3458 - 106.1 125 476 1.00 A 601 23139 0.18 Wall A-1 1 W ->E 1.0 1.0 2022 98.6 98.6 125 476 1.00 601 12321 0.16 1 E ->W 1.0 1.0 2175 106.1 106.1 125 476 1.00 601 12321 0.18 Wall A-3 1 W ->E 1.0 1.0 1216 67.6 67.6 125 476 1.00 601 10818 0.11 1 E ->W 1.0 1.0 1284 71.3 71.3 125 476 1.00 601 10818 0.12 Line B Level 2 LnB, Lev2 1 Both 1.0 1.0 875 19.2 19.2 125 476 1.00 A 601 27346 0.03 Level 1 LnB, Levl 1 W ->E 1.0 1.0 2899 75.3 75.3 125 476 1.00 A 601 23139 0.13 1 E ->W 1.0 1.0 2932 76.2 76.2 125 476 1.00 A 601 23139 0.13 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. H/W-Cub - Fibreboard height -to -width factor from SDPWS table 4.3.4 note 3; or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int and ext. unit shear capacity inc. perforation factor. V - For wall: Sum of combined shear capacities for all segments on wall. For shearline: sum of all wall capacities on line. Crit Resp - Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. "S" indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 11 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 HOLD-DOWN DESIGN ( flexible wind design) Level 1 Line- Wall Posit'n Location [ft] X Y Load Case Tensile ASD Holddown Force [lbs] Shear Dead Uplift Cmb'd Cap Hold-down [lbs] Crit Resp. Line 1 V Elem 0.00 0.12 1 517 517 Refer to upper level V Elem 0.00 9.87 1 517 517 Refer to upper level 1-3 L End 0.00 13.63 1 1132 1132 HDU2 (6 -SD 3075 0.37 V Elem 0.00 30.63 1 371 371 Refer to upper level 1-3 R End 0.00 39.88 1 1503 1503 HDU2 (6 -SD 3075 0.49 Line 2 2-1 L End 45.50 0.12 1 1959 1959 HDU2 (6 -SD 3075 0.64 2-1 R End 45.50 9.87 1 1959 1959 HDU2 (6 -SD 3075 0.64 2-3 L End 45.50 30.13 1 1959 1959 HDU2 (6 -SD 3075 0.64 2-3 R End 45.50 39.88 1 1959 1959 HDU2 (6 -SD 3075 0.64 Line A A-1 L End 0.12 0.00 1 898 898 HDU2 (6 -SD 3075 0.29 V Elem 8.13 0.00 1 196 196 Refer to upper level A-1 R End 20.37 0.00 1 966 966 HDU2 (6 -SD 3075 0.31 A-3 L End 27.63 0.00 1 617 617 HDU2 (6 -SD 3075 0.20 A-3 R End 45.38 0.00 1 847 847 HDU2 (6 -SD 3075 0.28 Line B B-1 L End 0.12 40.00 1 843 843 HDU2 (6 -SD 3075 0.27 B-1 R End 38.38 40.00 1 690 690 HDU2 (6 -SD 3075 0.22 V Elem 45.38 40.00 1 161 161 Refer to upper level Level 2 Tensile ASD Line- Location [ft] Load Holddown Force [lbs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down Fibs] Resp. Line 1 1-1 L End 0.00 0.12 1 517 517 HDU2 (6 -SD 3075 0.17 1-1 R End 0.00 9.87 1 517 517 HDU2 (6 -SD 3075 0.17 1-3 L End 0.00 30.63 1 371 371 HDU2 (6 -SD 3075 0.12 1-3 R End 0.00 39.88 1 371 371 HDU2 (6 -SD 3075 0.12 Line 2 2-1 L End 45.50 0.12 1 435 435 HDU2 (6 -SD 3075 0.14 2-1 R End 45.50 9.87 1 435 435 HDU2 (6 -SD 3075 0.14 2-3 L End 45.50 30.13 1 435 435 HDU2 (6 -SD 3075 0.14 2-3 R End 45.50 39.88 1 435 435 HDU2 (6 -SD 3075 0.14 Line A A-2 L End 8.13 0.00 1 196 196 HDU2 (6 -SD 3075 0.06 A-2 R End 45.38 0.00 1 196 196 HDU2 (6 -SD 3075 0.06 Line B B-1 L End 0.12 40.00 1 161 161 HDU2 (6 -SD 3075 0.05 B-1 R End 45.38 40.00 1 161 161 HDU2 (6 -SD 3075 0.05 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward comer(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5/28.4.4) Hold-down Forces: Shear- Wind shear overturning component, based on shearline force, includes perforation factor Co, factored for ASD by 0.60 Dead - Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60 Cmb'd - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load Notes: Refer to Shear Results table for perforation factors Co. 12 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 DRAG STRUT FORCES ( flexible wind design) Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Load Case Drag Strut Force [lbs] ---> <-- Line 1 1-3 Left Wall End 0.00 13.50 1 1114 1114 Line 2 2-1 Right Wall End 45.50 10.00 1 825 825 2-3 Left Wall End 45.50 30.00 1 825 825 Line A A-1 Right Wall End 20.50 0.00 1 563 616 A-3 Left Wall End 27.50 0.00 1 65 84 Line B B-1 Right Wall End 38.50 40.00 1 446 451 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force [lbs] Wall or Opening X Y Case --> <— Line 1 1-1 Right Wall End 0.00 10.00 1 351 351 1-3 Left Wall End 0.00 30.50 1 170 170 Line 2 2-1 Right Wall End 45.50 10.00 1 254 254 2-3 Left Wall End 45.50 30.00 1 254 254 Line A A-2 Left Wall End 8.00 0.00 1 154 154 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise corner; Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force, includes perforation factor Co. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 13 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 DEFLECTION ( flexible wind design) Wall, segment W Gp Dir Srf v plf b ft h ft Bending A Defl sq.in in Shear Defl in Vn lbs Nail slip en in Defl in Hold Defl in Total Defl in Level 1 Line 1 1 1-1 Both Ext 0.0 10.50 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 1-3 Both Ext 207.7 26.50 9.00 16.5 .002 .053 104 .001 .010 0.12 0.19 Both Int 0.0 .000 0 .000 .000 Line 2 1 2-1 Both Ext 275.2 10.00 9.00 16.5 .007 .071 138 .004 .024 0.34 0.44 Both Int 0.0 .000 0 .000 .000 2-3 Both Ext 275.2 10.00 9.00 16.5 .007 .071 138 .004 .024 0.34 0.44 Both Int 0.0 .000 0 .000 .000 Line A 1 A-1 W ->E Ext 164.4 20.50 9.00 16.5 .002 .042 82 .001 .004 0.15 0.20 W ->E Int 0.0 .000 0 .000 .000 E->14 Ext 176.8 20.50 9.00 16.5 .002 .045 88 .001 .006 0.15 0.21 E ->W Int 0.0 .000 0 .000 .000 A-3 W ->E Ext 112.6 18.00 9.00 16.5 .002 .029 56 .000 .001 0.17 0.20 W ->E Int 0.0 .000 0 .000 .000 E->1.1 Ext 118.9 18.00 9.00 16.5 .002 .031 59 .000 .002 0.17 0.21 E ->W Int 0.0 .000 0 .000 .000 Line B 1 B-1 W ->E Ext 125.5 38.50 9.00 16.5 .001 .032 63 .000 .002 0.08 0.12 W ->E Int 0.0 .000 0 .000 .000 E->147 Ext 126.9 38.50 9.00 16.5 .001 .033 ,63 .000 .002 0.08 0.12 E ->W Int 0.0 .000 0 .000 .000 Wall, segment W Gp Dir Srf v b h Bending A Deft Shear Defl Vn Nail slip en Defl Hold Defl Total Deft plf ft ft sq.in in in lbs in in in in Level 2 Line 1 1 1-1 Both Ext 100.9 10.00 8.33 16.5 .002 .024 50 .000 .001 0.29 0.32 Both Int 0.0 .000 0 .000 .000 1-3 Both Ext 72.3 9.50 8.33 16.5 .002 .017 36 .000 .000 0.30 0.32 Both Int 0.0 .000 0 .000 .000 Line 2 1 2-1 Both Ext 84.8 10.00 8.33 16.5 .002 .020 42 .000 .000 0.29 0.31 Both Int 0.0 .000 0 .000 .000 2-3 Both Ext 84.8 10.00 8.33 16.5 .002 .020 42 .000 .000 0.29 0.31 Both Int 0.0 .000 0 .000 .000 Line A 1 A-2 Both Ext 38.9 37.50 8.33 16.5 .000 .009 19 .000 .000 0.07 0.08 Both Int 0.0 .000 0 .000 .000 Line B 1 B-1 Both Ext 32.1 45.50 8.33 16.5 .000 .008 16 .000 .000 0.06 0.07 Both Int 0.0 .000 0 .000 .000 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B W Gp - Wall design group defined in Sheathing and Materials tables, where it shows associated Standard Wall. Dir- Force direction Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - Unfactored (strength -level) shear force per unit foot on wall segment = ASD force / 0.60 b - Width of wall segment between openings h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / Gt ; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table Nail slip = 0.75 h x en; en - From SDPWS Table C4.2.2D; Vn - Unfactored shear force per nail along panel edge Hold - Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total deft = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1 14 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 HOLD-DOWN DISPLACEMENT ( flexible wind design) Wall, segment Dir Hold- down Uplift force lbs Elong / Disp Manuf Add in in da in Slippage Pf lbs da in Shrink da in Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1 Both HDU2 (6- 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 1-3 S ->N HDU2 (6- 1887 .032 .002 0.035 - - 0.281 0.04 0.36 0.12 N ->S HDU2 (6- 2505 .043 .003 0.046 - - 0.281 0.04 0.37 0.12 Line 2 2-1 Both HDU2 (6- 3264 .056 .004 0.060 - - 0.281 0.04 0.38 0.34 2-3 Both HDU2 (6- 3264 .056 .004 0.060 - - 0.281 0.04 0.38 0.34 Line A A-1 W ->E HDU2 (6- 1497 .026 .002 0.028 - - 0.281 0.04 0.35 0.15 E ->W HDU2 (6- 1611 .028 .002 0.030 - - 0.281 0.04 0.35 0.15 A-3 W ->E HDU2 (6- 1028 .018 .001 0.019 - - 0.281 0.04 0.34 0.17 E ->W HDU2 (6- 1411 .024 .002 0.026 - - 0.281 0.04 0.35 0.17 Line B B-1 W ->E HDU2 (6- 1405 .024 .002 0.026 - - 0.281 0.04 0.35 0.08 E ->W HDU2 (6- 1150 .020 .001 0.021 - - 0.281 0.04 0.34 0.08 Wall, segment Dir Hold- down Uplift force Elong/Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl lbs in in in lbs in in in in in Level 2 Line 1 1-1 Both HDU2 (6- 862 .030 .001 0.030 - - 0.281 0.04 0.35 0.29 1-3 Both HDU2 (6- 618 .021 .000 0.022 - - 0.281 0.04 0.34 0.30 Line 2 2-1. Both HDU2 (6- 724 .025 .001 0.025 - - 0.281 0.04 0.35 0.29 2-3 Both HDU2 (6- 724 .025 .001 0.025 - - 0.281 0.04 0.35 0.29 Line A A-2 Both HDU2 (6- 326 .011 .000 0.011 - - 0.281 0.04 0.33 0.07 Line B B-1 Both HDU2 (6- 268 .009 .000 0.009 - - 0.281 0.04 0.33 0.06 Legend: Wall, segment- Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline 8 Dir - Force direction Uplift force (P) -Strength-level accumulated hold-down tension force from overturning, dead and wind uplift da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / ( Ab x Es ); Ab - bolt cross-sectional area; Es = steel modulus = 29000000 psi; L = Lb - Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = Unfactored uplift force P / number of fasteners Bolts: = Pf / (270, 000 D^1.5) (NDS 10.3.6) ; D = bolt diameter Nails: = en, fromSDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (19% fabrication - 10% in-service moisture contents) x Ls Ls = Perp. -to -grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra - 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl - Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table 15 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 Rigid Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N -S Shearlines W Gp For Dir H/W-Cub Int Ext ASD Shear Force [plf] V [lbs] vmax v Int Allowable Shear [plf] Ext Co C Total V [lbs] Crit. Resp. Line 1 Level 2 Lnl, Lev2 1 Both 1.0 1.0 1002 - 59.8 125 476 1.00 A 601 11720 0.10 Wall 1-3 1 Both 1.0 1.0 405 42.6 42.6 125 476 1.00 601 5710 0.07 Wall 1-1 1 Both 1.0 1.0 598 59.8 59.8 125 476 1.00 601 6010 0.10 Level 1 Lnl, Levl 1 S ->N 1.0 1.0 4254 - 160.5 125 476 1.00 A 601 22237 0.27 1 N ->S 1.0 1.0 4253 - 160.5 125 476 1.00 A 601 22237 0.27 Wall 1-3 1 S ->N 1.0 1.0 4254 160.5 160.5 125 476 1.00 601 15927 0.27 1 N ->S 1.0 1.0 4253 160.5 160.5 125 476 1.00 601 15927 0.27 Wall 1-1 1 Both 1.0 1.0 0 125 476 1.00 601 6311 - Line 2 Level 2 Ln2, Lev2 1 Both 1.0 1.0 1032 - 51.6 125 476 1.00 A 601 12020 0.09 Wall 2-3 1 Both 1.0 1.0 516 51.6 51.6 125 476 1.00 601 6010 0.09 Wall 2-1 1 Both 1.0 1.0 516 51.6 51.6 125 476 1.00 601 6010 0.09 Level 1 Ln2, Levi 1 S ->N 1.0 1.0 2350 - 117.5 125 476 1.00 A 601 12020 0.20 1 N ->S 1.0 1.0 2351 - 117.6 125 476 1.00 A 601 12020 0.20 Wall 2-1 1 S ->N 1.0 1.0 1175 117.5 117.5 125 476 1.00 601 6010 0.20 1 N ->S 1.0 1.0 1176 117.6 117.6 125 476 1.00 601 6010 0.20 Wall 2-3 1 S ->N 1.0 1.0 1175 117.5 117.5 125 476 1.00 601 6010 0.20 1 N ->S 1.0 1.0 1176 117.6 117.6 125 476 1.00 601 6010 0.20 E -W W For 111W -Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V [lbs] vmax v Int Ext Co C Total V [lbs] Resp. Line A Level 2 . LnA, Lev2 1 Both 1.0 1.0 845 22.5 22.5 125 476 1.00 A 601 22538 0.04 Level 1 LnA, Levl 1 W ->E 1.0 1.0 2886 - 89.9 125 476 1.00 A 601 23139 0.15 1 E ->W 1.0 1.0 3070 - 96.4 125 476 1.00 A 601 23139 0.16 Wall A-1 1 W ->E 1.0 1.0 1842 89.9 89.9 125 476 1.00 601 12321 0.15 1 E ->W 1.0 1.0 1977 96.4 96.4 125 476 1.00 601 12321 0.16 Wall A-3 1 W ->E 1.0 1.0 1044 58.0 58.0 125 476 1.00 601 10818 0.10 1 E ->W 1.0 1.0 1093 60.7 60.7 125 476 1.00 601 10818 0.10 Line B Level 2 LnB, Lev2 1 Both 1.0 1.0 905 19.9 19.9 125 476 1.00 A 601 27346 0.03 Level 1 LnB, Levl 1 W ->E 1.0 1.0 3251 84.4 84.4 125 476 1.00 A 601 23139 0.14 1 E ->W 1.0 1.0 3321 86.3 86.3 125 476 1.00 A 601 23139 0.14 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. H/W-Cub - Fibreboard height -to -width factor from SDPWS table 4.3.4 note 3, or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int and ext. unit shear capacity inc. perforation factor. V - For wall: Sum of combined shear capacities for all segments on wall. For shearline: sum of all wall capacities on line. Crit Resp - Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. "S" indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 16 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 HOLD-DOWN DESIGN ( rigid wind design) Level 1 Line- Wall Posit'n Location [ft] X Y Load Case Tensile ASD Holddown Force [lbs] Shear Dead Uplift Cmb'd Cap Hold-down [lbs] Crit Resp. Line 1 V Elem 0.00 0.12 1 511 511 Refer to upper level V Elem 0.00 9.87 1 511 511 Refer to upper level 1-3 L End 0.00 13.63 1 1459 1459 HDU2 (6 -SD 3075 0.47 V Elem 0.00 30.63 1 364 364 Refer to upper level 1-3 R End 0.00 39.88 1 1822 1822 HDU2 (6 -SD 3075 0.59 Line 2 2-1 L End 45.50 0.12 1 1525 1525 HDU2 (6 -SD 3075 0.50 2-1 R End 45.50 9.87 1 1526 1526 HDU2 (6 -SD 3075 0.50 2-3 L End 45.50 30.13 1 1525 1525 HDU2 (6 -SD 3075 0.50 2-3 R End 45.50 39.88 1 1526 1526 HDU2 (6 -SD 3075 0.50 Line A A-1 L End 0.12 0.00 1 819 819 HDU2 (6 -SD 3075 0.27 V Elem 8.13 0.00 1 189 189 Refer to upper level A-1 R End 20.37 0.00 1 879 879 HDU2 (6 -SD 3075 0.29 A-3 L End 27.63 0.00 1 529 529 HDU2 (6 -SD 3075 0.17 A-3 R End 45.38 0.00 1 743 743 HDU2 (6 -SD 3075 0.24 Line B B-1 L End 0.12 40.00 1 932 932 HDU2 (6 -SD 3075 0.30 B -i R End 38.38 40.00 1 781 781 HDU2 (6 -SD 3075 0.25 V Elem 45.38 40.00 1 167 167 Refer to upper level Level 2 Tensile ASD Line- Location [ft] Load Holddown Force [lbs] Cap Crit Wall Posit'n X Y Case Shear Dead . Uplift Cmb'd Hold-down [lbs] Resp. Line 1 1-1 L End 0.00 0.12 1 511 511 HDU2 (6 -SD 3075 0.17 1-1 •R End 0.00 9.87 1 511 511 HDU2 (6 -SD 3075 0.17 1-3 L End 0.00 30.63 1 364 364 HDU2 (6 -SD 3075 0.12 1-3 R End 0.00 39.88 1 364 364 HDU2 (6 -SD 3075 0.12 Line 2 2-1 L End 45.50 0.12 1 441 441 HDU2 (6 -SD ' 3075 0.14 2-1 R End 45.50 9.87 1 441 441 HDU2 (6 -SD 3075 0.14 2-3 L End 45.50 30.13 1 441 441 HDU2 (6 -SD 3075 0.14 2-3 R End 45.50 39.88 1 441 441 HDU2 (6 -SD 3075 0.14 Line A A-2 L End 8.13 0.00 1 189 189 HDU2 (6 -SD 3075 0.06 A-2 R End 45.38 0.00 1 189 189 HDU2 (6 -SD 3075 0.06 Line B B-1 L End 0.12 40.00 1 167 167 HDU2 (6 -SD 3075 0.05 B-1 R End 45.38 40.00 1 167 167 HDU2 (6 -SD 3075 0.05 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces: Shear - Wind shear overturning component, based on shearline force, includes perforation factor Co, factored for ASD by 0.60 Dead - Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60 Cmb'd - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load Notes: Refer to Shear Results table for perforation factors Co. 17 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 DRAG STRUT FORCES ( rigid wind design Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Load Case Drag Strut Force [lbs] --> <-- Line 1 1-3 Left Wall End 0.00 13.50 1 1436 1435 Line 2 2-1 Right Wall End 45.50 10.00 1 587 588 2-3 Left Wall End 45.50 30.00 1 587 588 Line A A-1 Right Wall End 20.50 0.00 1 542 594 A-3 Left Wall End 27.50 0.00 1 98 122 Line B B-1 Right Wall End 38.50 40.00 1 500 511 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force [lbs] Wall or Opening X Y Case --> <--- Line 1 1-1 Right Wall End 0.00 10.00 1 347 347 1-3 Left Wall End 0.00 30.50 1 167 167 Line 2 2-1 Right Wall End 45.50 10.00 1 258 258 2-3 Left Wall End 45.50 30.00 1 258 258 Line A A-2 Left Wall End 8.00 0.00 1 148 148 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise corner; Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along sheariine. Based on ASD factored shearline force, includes perforation factor Co. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 18 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 DEFLECTION ( rigid wind design) Wall, segment W Gp Dir Srf v plf b ft h ft Bending A Defl sq.in in Shear Defl in Vn lbs Nail slip en in Defl in Hold Defl in Total Defl in Level 1 Line 1 1 1-1 Both Ext 0.0 10.50 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 1-3 S ->N Ext 267.6 26.50 9.00 16.5 .003 .069 134 .003 .022 0.12 0.22 S ->N Int 0.0 .000 0 .000 .000 N ->S Ext 267.5 26.50 9.00 16.5 .003 .069 134 .003 .022 0.13 0.22 N ->S Int 0.0 .000 0 .000 .000 Line 2 1 2-1 S ->N Ext 195.8 10.00 9.00 16.5 .005 .050 98 .001 .008 0.33 0.39 S ->N Int 0.0 .000 0 .000 .000 N ->S Ext 196.0 10.00 9.00 16.5 .005 .050 98 .001 .008 0.33 0.39 N ->S Int 0.0 .000 0 .000 .000 2-3 S ->N Ext 195.8 10.00 9.00 16.5 .005 .050 98 .001 .008 0.33 0.39 S ->N Int 0.0 .000 0 .000 .000 N ->S Ext 196.0 10.00 9.00 16.5 .005 .050 98 .001 .008 0.33 0.39 N ->S Int 0.0 .000 0 .000 .000 Line A 1 A-1 W ->E Ext 149.8 20.50 9.00 16.5 .002 .039 75 .000 .003 0.15 0.20 W ->E Int 0.0 .000 0 .000 .000 E ->W Ext 160.7 20.50 9.00 16.5 .002 .041 80 .001 .004 0.15 0.20 E ->W Int 0.0 .000 0 .000 .000 A-3 W ->E Ext 96.7 18.00 9.00 16.5 .001 .025 48 .000 .001 0.17 0.20 W ->E Int 0.0 .000 0 .000 .000 E ->W Ext 101.2 18.00 9.00 16.5 .001 .026 51 .000 .001 0.17 0.20 E ->W Int 0.0 .000 0 .000 .000 Line B 1 B-1 W ->E Ext 140.7 38.50 9.00 16.5 .001 .036 70 .000 .003 0.08 0.12 W ->E Int 0.0 .000 0 .000 .000 E ->W Ext 143.8 38.50 9.00 16.5 .001 .037 72 .000 .003 0.08 , 0.12 E ->W Int 0.0 .000 0 .000 .000 Wall, segment W Gp Dir Srf v b h Bending A Defl Shear Defl Vn Nail slip en Defl Hold Defl Total Defl plf ft ft sq.in in in lbs in in in in Level 2 Line 1 1 1-1 Both Ext 99.6 10.00 8.33 16.5 .002 .024 50 .000 .001 0.29 0.32 Both Int 0.0 .000 0 .000 .000 1-3 Both Ext 71.0 9.50 8.33 16.5 .001 .017 35 .000 .000 0.30 0.32 Both Int 0.0 .000 0 .000 .000 Line 2 1 2-1 Both Ext 86.0 10.00 8.33 16.5 .002 .020 43 .000 .000 0.29 0.31 Both Int 0.0 .000 0 .000 .000 2-3 Both Ext 86.0 10.00 8.33 16.5 .002 .020 43 .000 .000 0.29 0.31 Both Int 0.0 .000 0 .000 .000 Line A 1 A-2 Both Ext 37.5 37.50 8.33 16.5 .000 .009 19 .000 .000 0.07 0.08 Both Int 0.0 .000 0 .000 .000 Line B 1 B-1 Both Ext 33.2 45.50 8.33 16.5 .000 .008 17 .000 .000 0.06 0.07 Both Int 0.0 .000 0 .000 .000 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B W Gp - Wall design group defined in Sheathing and Materials tables, where it shows associated Standard Wall. Dir - Force direction Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - Unfactored (strength -level) shear force per unit foot on wall segment = ASD force / 0.60 b - Width of wall segment between openings h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / Gt ; Gt Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table Nail slip = 0.75 h x en; en - From SDPWS Table C4.2.2D; Vn - Unfactored shear force per nail along panel edge Hold - Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total deft = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1 19 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 HOLD-DOWN DISPLACEMENT ( rigid wind design Wall, segment Dir Hold- down Uplift force lbs Elong / Disp Manuf Add in in da in Slippage Pf lbs da in Shrink da in Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1 Both HDU2 (6- 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 1-3 S ->N HDU2 (6- 2431 .042 .003 0.045 - - 0.281 0.04 0.37 0.12 N ->S HDU2 (6- 3037 .052 .004 0.056 - - 0.281 0.04 0.38 0.13 Line 2 2-1 S ->N HDU2 (6- 2542 .044 .003 0.047 - - 0.281 0.04 0.37 0.33 N ->S HDU2 (6- 2544 .044 .003 0.047 - - 0.281 0.04 0.37 0.33 2-3 S ->N HDU2 (6- 2542 .044 .003 0.047 - - 0.281 0.04 0.37 0.33 N ->S HDU2 (6- 2544 .044 .003 0.047 - - 0.281 0.04 0.37 0.33 Line A A-1 W ->E HDU2 (6- 1364 .023 .002 0.025 - - 0.281 0.04 0.35 0.15 E ->W HDU2 (6- 1464 .025 .002 0.027 - - 0.281 0.04 0.35 0.15 A-3 W ->E HDU2 (6- 882 .015 .001 0.016 - - 0.281 0.04 0.34 0.17 E ->W HDU2 (6- 1238 .021 .002 0.023 - - 0.281 0.04 0.34 0.17 Line B B-1 W ->E HDU2 (6- 1553 .027 .002 0.029 - - 0.281 0.04 0.35 0.08 E ->W HDU2 (6- 1302 .022 .002 0.024 - - 0.281 0.04 0.34 0.08 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defi lbs in in in lbs in in in in in Level 2 Line 1 1-1 Both HDU2 (6- 851 .029 .001 0.030 - - 0.281 0.04 0.35 0.29 1-3 Both HDU2 (6- 607 .021 .000 0.021 - - 0.281 0.04 0.34 0.30 Line 2 2-1 Both HDU2 (6- 735 .025 .001 0.026 - - 0.281 0.04 0.35 0.29 2-3 Both HDU2 (6- 735 .025 .001 0.026 -- 0.281 0.04 0.35 0.29 Line A A-2 Both HDU2 (6- 315 .011 .000 0.011 - - 0.281 0.04 0.33 0.07 Line B B-1 Both HDU2 (6- 278 .010 .000 0.010 - - 0.281 0.04 0.33 0.06 Legend: Wall, segment- Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline B Dir - Force direction Uplift force (P) -Strength-level accumulated hold-down tension force from overturning, dead and wind uplift da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / ( Ab x Es ); Ab - bolt cross-sectional area; Es = steel modulus = 29000000 psi; L = Lb - Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = Unfactored uplift force P / number of fasteners Bolts: = Pf/(270,000 D^1.5) (NDS 10.3.6) ; D = bolt diameter Nails: = en, fromSDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (19% fabrication - 10% in-service moisture contents) x Ls Ls = Perp. -to -grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra - 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Dell - Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table 20 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 Out -of -plane Wind Design COMPONENTS AND CLADDING by SHEARLINE Line North-South Shearlines Lev Grp Sheathing [psf] Force Cap Force/ Cap Force End Fastener Withdrawal [lbs] Cap Force/Cap Int End Int Service Cond Factors Temp Moist 1 1 1 15.9 221.9 0.07 21.3 17.3 146.2 0.15 0.12 1.00 1.00 2 1 15.9 221.9 0.07 21.3 17.3 146.2 0.15 0.12 1.00 1.00 2 1 1 15.9 221.9 0.07 21.3 17.3 146.2 0.15 0.12 1.00 1.00 2 1 15.9 221.9 0.07 21.3 17.3 146.2 0.15 0.12 1.00 1.00 East-West Sheathing [psf] Fastener Withdrawal [lbs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 15.9 221.9 0.07 21.3 17.3 146.2 0.15 0.12 1.00 1.00 2 1 15.9 221.9 0.07 21.3 17.3 146.2 0.15 0.12 1.00 1.00 B 1 1 15.9 221.9 0.07 21.3 17.3 146.2 0.15 0.12 1.00 1.00 2 1 15.9 221.9 0.07 21.3 17.3 146.2 0.15 0.12 1.00 1.00 Legend: Grp - Wall Design Group ( results for all design groups for rigid, flexible design listed for each wall ) Sheathing: Force - C&C end zone exterior pressures using negative (suction) coefficient in ASCE 7 Figure 30.4-1 added to interior pressure using coefficients from Table 26.11-1 Cap - Out -of -plane capacity of exterior sheathing from SDPWS Table 3.21, factored for ASD and load duration, and assuming continuous over 2 spans Fastener Withdrawal: Force - Force tributary to each nail in end zone and interior zone Cap - Factored withdrawal capacity of individual nail according to NDS 11.2-3 21 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass [lbs] Area [sq.ft] Story Shear [lbs] E -W N -S Diaphragm Force Fpx [lbs] E -W N -S 2 32998 1820.0 6589 6589 6600 6600 1 33694 1820.0 3671 3671 6739 6739 All 66691 - 10260 10260 - - Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear — Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Un factored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E -W 1.00, N -S 1.00 Input by user (overriding calculated value). Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 1.00; Ev = 0.200 D unfactored; 0.140 D factored; total dead load factor: 0.6 - 0.140 = 0.460 tension, 1.0 + 0.140 = 1.140 compression. 22 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 SHEAR RESULTS ( flexible seismic design N -S Shearlines W Gp For Dir H/W-Cub Int Ext ASD Shear Force [pH] V [lbs] vmax v Int Allowable Shear [plt] Ext Co C Total V [lbs] Crit. Resp. Line 1 Level 2 Lnl, Lev2 1 Both 1.0 1.0 2306 - 127.2 0 340 1.00 X 340 6630 0.37 Wall 1-3 1 Both 1.0 1.0 1034 108.9 108.9 0 340 1.00 340 3230 0.32 Wall 1-1 1 Both 1.0 1.0 1272 127.2 127.2 0 340 1.00 340 3400 0.37 Level 1 Lnl, Levl 1 Both 1.0 1.0 3591 - 135.5 0 340 1.00 X 340 12580 0.40 Wall 1-3 1 Both 1.0 1.0 3591 135.5 135.5 0 340 1.00 340 9010 0.40 Wall 1-1 1 Both 1.0 1.0 0 0 340 1.00 340 3570 - Line 2 Level 2 Ln2, Lev2 1 Both 1.0 1.0 2306 - 115.3 0 340 1.00 X 340 6800 0.34 Wall 2-3 1 Both 1.0 1.0 1153 115.3 115.3 0 340 1.00 340 3400 0.34 Wall 2-1 1 Both 1.0 1.0 1153 115.3 115.3 0 340 1.00 340 3400 0.34 Level 1 Ln2, Levl 1 Both 1.0 1.0 3591 - 179.6 0 340 1.00 X 340 6800 0.53 Wall 2-1 1 Both 1.0 1.0 1796 179.6 179.6 0 340 1.00 340 3400 0.53 Wall 2-3 1 Both 1.0 1.0 1796 179.6 179.6 0 340 1.00 340 3400 0.53 E -W W For H/W-Cub ASD Shear Force [pit] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V [lbs] vmax v Int Ext Co C Total V [lbs] Resp. Line A Level 2 LnA, Lev2 1 Both 1.0 1.0 2306 61.5 61.5 0 340 1.00 X 340 12750 0.18 Level 1 LnA, Levl 1 W ->E 1.0 1.0 3591 - 110.1 0 340 1.00 X 340 13090 0.32 1 E ->W 1.0 1.0 3591 - 116.2 0 340 1.00 X 340 13090 0.34 Wall A-1 1 W ->E 1.0 1.0 2257 110.1 110.1 0 340 1.00 340 6970 0.32 1 E ->W 1.0 1.0 2383 116.2 116.2 0 340 1.00 340 6970 0.34 Wall A-3 1 W ->E 1.0 1.0 1335 74.1 74.1 0 340 1.00 340 6120 0.22 1 E ->W 1.0 1.0 1208 67.1 67.1 0 340 1.00 340 6120 0.20 Line B Level 2 LnB, Lev2 1 Both 1.0 1.0 2306 50.7 50.7 0 340 1.00 X 340 15470 0.15 Level 1 LnB, Levl 1 Both 1.0 1.0 3591 93.3 93.3 0 340 1.00 X 340 13090 0.27 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of seismic force along shearline. H/W-Cub - Height -to -width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int and ext unit shear capacity inc. perforation factor. V - For wall: combined shear capacity. For shearline: sum of all wall capacities on line. Crit Resp - Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. 'W' indicates that the wind design criterion was critical in selecting wall. • Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. The contribution to shear resistance from gypsum, fiberboard, or lumber sheathing is taken as zero because of the "Ignore non -wood -panel contribution..." Design Setting. Refer to the Sheathing Materials table for the wall groups affected. 23 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 HOLD-DOWN DESIGN ( flexible seismic design Level 1 Line- Wall Posit'n Location [ft] X Y Shear Tensile ASD Holddown Force [lbs] Dead Ev Cmb'd Cap Hold-down [lbs] Crit Resp. Line 1 V Elem 0.00 0.12 1087 1087 Refer to upper level V Elem 0.00 9.87 1087 1087 Refer to upper level 1-3 L End 0.00 13.63 1231 1231 HDU2 (6 -SD 3075 0.40 V Elem 0.00 30.63 931 931 Refer to upper level 1-3 R End 0.00 39.88 2163 2163 HDU2 (6 -SD 3075 0.70 Line 2 2-1 L End 45.50 0.12 2643 2643 HDU2 (6 -SD 3075 0.86 2-1 R End 45.50 9.87 2643 2643 HDU2 (6 -SD 3075 0.86 2-3 L End 45.50 30.13 2643 2643 HDU2 (6 -SD 3075 0.86 2-3 R End 45.50 39.88 2643 2643 HDU2 (6 -SD 3075 0.86 Line A A-1 L End 0.12 0.00 1.003 1003 HDU2 (6 -SD 3075 0.33 V Elem 8.13 0.00 516 516 Refer to upper level A-1 R End 20.37 0.00 1059 1059 HDU2 (6 -SD 3075 0.34 A-3 L End 27.63 0.00 677 677 HDU2 (6 -SD 3075 0.22 A-3 R End 45.38 0.00 1128 1128 HDU2 (6 -SD 3075 0.37 Line B B-1 L End 0.12 40.00 1270 1270 HDU2 (6 -SD 3075 0.41 B-1 R End 38.38 40.00 845 845 HDU2 (6 -SD 3075 0.27 V Elem 45.38 40.00 425 425 Refer to upper level Level 2 Tensile ASD Line- Location [ft] Holddown Force [lbs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs] Resp. Line 1 1-1 L End 0.00 0.12 1087 1087 HDU2 (6 -SD 3075 0.35 1-1 R End 0.00 9.87 1087 1087 HDU2 (6 -SD 3075 0.35 1-3 L End 0.00 30.63 931 931 HDU2 (6 -SD 3075 0.30 1-3 R End 0.00 39.88 931 931 HDU2 (6 -SD 3075 0.30 Line 2 2-1 L End 45.50 0.12 985 985 HDU2 (6 -SD 3075 0.32 2-1 R End 45.50 9.87 985 985 HDU2 (6 -SD 3075 0.32 2-3 L End 45.50 30.13 985 985 HDU2 (6 -SD 3075 0.32 2-3 R End 45.50 39.88 985 985 HDU2 (6 -SD 3075 0.32 Line A A-2 L End 8.13 0.00 516 516 HDU2 (6 -SD 3075 0.17 A-2 R End 45.38 0.00 516 516 HDU2 (6 -SD 3075 0.17 Line B B -i L End 0.12 40.00 425 425 HDU2 (6 -SD 3075 0.14 B-1 R End 45.38 40.00 425 425 HDU2 (6 -SD 3075 0.14 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear- Seismic shear overturning component, factored for ASD by 0.7, includes perforation factor Co. Dead - Dead load resisting component, factored for ASD by 0.60 Ev - Vertical seismic load effect from ASCE 7 12.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.233 x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of ASD -factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force/Allowable ASD tension load Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for perforation factors Co. 24 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 Shearwalls does not check for either plan or vertical structural irregularities. 25 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 DRAG STRUT FORCES ( flexible seismic design) Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Drag Strut Force [lbs] ---> <-- Line 1 1-3 Left Wall End 0.00 13.50 1212 1212 Line 2 2-1 Right Wall End 45.50 10.00 898 898 2-3 Left Wall End 45.50 30.00 898 898 Line A A-1 Right Wall End 20.50 0.00 639 765 A-3 Left Wall End 27.50 0.00 86 • 212 Line B B-1 Right Wall End 38.50 40.00 552 552 Level 2Drag Strut Line- Position on Wall Location [ft] Force [lbs] Wall or Opening X Y --> <- Line 1 1-1 Right Wall End 0.00 10.00 697 697 1-3 Left Wall End 0.00 30.50 487 487 Line 2 2-1 Right Wall End 45.50 10.00 577 577 2-3 Left Wall End 45.50 30.00 577 577 Line A A-2 Left Wall End 8.00 0.00 406 406 Legend: Line Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 Includes perforation factor Co and redundancy factor rho. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 26 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 DEFLECTION ( flexible seismic design) Wall, segment W Gp Dir Srf v plf b ft h ft Bending A Defl sq.in in Shear Defl in Vn lbs Nail slip en in Defl in Hold Defl in Total Defl in Level 1 Line 1 1 1-1 Both Ext 0.0 10.50 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 1-3 S->14 Ext 193.6 26.50 9.00 16.5 .002 .050 97 .001 .008 0.12 0.18 S ->N Int 0.0 .000 0 .000 .000 N ->S Ext 193.6 26.50 9.00 16.5 .002 .050 97 .001 .008 0.13 0.19 N ->S Int 0.0 .000 0 .000 .000 Line 2 1 2-1 Both Ext 256.5 10.00 9.00 16.5 .006 .066 128 .003 .019 0.36 0.45 Both Int 0.0 .000 0 .000 .000 2-3 Both Ext 256.5 10.00 9.00 16.5 .006 .066 128 .003 .019 0.36 0.45 Both Int 0.0 .000 0 .000 .000 LineA 1 A-1 W ->E Ext 157.3 20.50 9.00 16.5 .002 .040 79 .001 .004 0.15 0.20 W ->E Int 0.0 .000 0 .000 .000 E ->W Ext 166.0 20.50 9.00 16.5 .002 .043 83 .001 .005 0.15 0.20 E ->W Int 0.0 .000 0 .000 .000 A-3 W ->E Ext 105.9 18.00 9.00 16.5 .001 .027 53 .000 .001 0.17 0.20 W ->E Int 0.0 .000 0 .000 .000 E ->W Ext 95.9 18.00 9.00 16.5 .001 .025 48 .000 .001 0.18 0.20 E ->W Int 0.0 .000 0 .000 .000 Line B 1 B-1 Both Ext 133.2 38.50 9.00 16.5 .001 .034 67 .000 .002 0.08 0.12 Both Int 0.0 .000 0 .000 .000 Wall, segment W Gp Dir Srf - v b h Bending A Defl Shear Defl Vn Nail slip en Defl Hold Defl Total Defl plf ft ft sq.in in in lbs in in in in Level 2 Line 1 1 1-1 Both Ext 181.7 10.00 8.33 16.5 .004 .043 91 .001 .006 0.32 0.37 Both Int 0.0 .000 0 .000 .000 1-3 Both Ext 155.5 9.50 8.33 16.5 .003 .037 78 .001 .003 0.33 0.37 Both Int 0.0 .000 0 .000 .000 Line 2 1 2-1 Both Ext 164.7 10.00 8.33 16.5 .003 .039 82 .001 .004 0.32 0.36 Both Int 0.0 .000 0 .000 .000 2-3 Both Ext 164.7 10.00 8.33 16.5 .003 .039 82 .001 .004 0.32 0.36 Both Int 0.0 .000 0 .000 .000 Line A 1 A-2 Both Ext 87.9 37.50 8.33 16.5 .000 .021 44 .000 .001 0.08 0.10 Both Int 0.0 .000 0 .000 .000 Line B 1 B-1 Both Ext 72.4 45.50 8.33 16.5 .000 .017 36 .000 .000 0.06 0.08 Both Int 0.0 .000 0 .000 .000 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B W Gp - Wall design group, refer to Sheathing and Framing Materials Dir - Force direction Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - Unfactored (strength -level) shear force per unit foot on wall segment = ASD force/0.70 b - Width of wall segment between openings h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / Gt; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table Nail slip = 0.75 h x en; en - From SDPWS Table C4.2.2D; Vn - Unfactored shear force per nail along panel edge Hold - Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total deft = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1 27 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 HOLD-DOWN DISPLACEMENT ( flexible seismic design) Wall, segment Dir Hold- down Uplift force lbs Elong / Disp Manuf Add in in da in Slippage Pf lbs da in Shrink da in Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1 Both HDU2 (6- 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 1-3 S ->N HDU2 (6- 1759 .035 .002 0.037 - - 0.281 0.04 0.36 0.12 N ->S HDU2 (6- 3089 .062 .004 0.066' - - 0.281 0.04 0.39 0.13 Line 2 2-1 Both HDU2 (6- 3775 .076 .005 0.080 - - 0.281 0.04 0.40 0.36 2-3 Both HDU2 (6- 3775 .076 .005 0.080 - - 0.281 0.04 0.40 0.36 Line A A-1 W ->E HDU2 (6- 1433 .029 .002 0.031 - - 0.281 0.04 0.35 0.15 E ->W HDU2 (6- 1513 .030 .002 0.032 - - 0.281 0.04 0.35 0.15 A-3 W ->E HDU2 (6- 967 .019 .001 0.021 - - 0.281 0.04 0.34 0.17 E ->W HDU2 (6- 1612 .032 .002 0.034 - - 0.281 0.04 0.36 0.18 Line B B-1 W ->E HDU2 (6- 1814 .036 .002 0.039 - - 0.281 0.04 0.36 0.08 E ->W HDU2 (6- 1207 .024 .002 0.026 - - 0.281 0.04 0.35 0.08 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl lbs in in in lbs in in in in in Level 2 Line 1 1-1 Both HDU2 (6- 1553 .062 .001 0.063 - - 0.281 0.04 0.38 0.32 1-3 Both HDU2 (6- 1331 .053 .001 0.054 - - 0.281 0.04 0.38 0.33 Line 2 2-1 Both HDU2 (6- 1407 .056 .001 0.057 - - 0.281 0.04 0.38 0.32 2-3 Both HDU2 (6- 1407 .056 .001 0.057 - - 0.281 0.04 0.38 0.32 Line A A-2 Both HDU2 (6- 737 .030 .001 0.030 - - 0.281 0.04 0.35 0.08 Line B B-1 Both HDU2 (6- 607 .024 .000 0.025 - - 0.281 0.04 0.35 0.06 Legend : Wall, segment- Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B Dir - Force direction Uplift force (P) -Strength-level accumulated hold-down tension force from overturning, dead and wind uplift da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / (Ab x Es ); Ab - bolt cross-sectional area; Es = steel modulus = 29000000 psi; L = Lb - Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = Unfactored uplift force P / number of fasteners Bolts: = Pf/(270,000 D^1.5) (NDS 10.3.6) ; D = bolt diameter Nails: = en, fromSDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (19% fabrication - 10% in-service moisture contents) x Ls Ls = Perp. -to -grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra - 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl - Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table 28 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 STORY DRIFT ( flexible seismic design) Level Dir Wall height ft Max dxe Line Actual Story Drift (in) Max Center dx of Mass C of M dxe C of NI dx hsx ft Allowable Story Drift Delta a Ratio in Max C of M 1 9.00 10.00 3.00 N ->S 0.4.5 2 1.81 22.75 0.32 1.29, 0.60 0.43 S ->N 0.45 2 1.81 22.75 0.32 1.29 0.60 0.43 E ->W 0.20 A 0.82 20.00 0.16 0.65 0.27 0.22 W ->E 0.20 A 0.82 20.00 0.16 0.65 0.27 0.22 2 8.33 8.33 2.50 N ->S 0.37 1 1.49 22.75 0.37 1.47 0.60 0.59 S ->N 0.37 1 1.49 22.75 0.37 1.47 0.60 0.59 E ->W 0.10 A 0.40 20.00 0.09 0.36 0.16 0.14 W ->E 0.10 A 0.40 20.00 0.09 0.36 0.16 0.14 ASCE 7 Eqn. 12.8-15: dx = dxe x Cd / le Deflection amplification factor Cd from Table 12.2-1 = 4.0 (E -W), 4.0 (N -S) Importance factor le = 1.00 Legend: Max dxe - Largest deflection for any shearline on level in this direction; refer to Deflections table Line - Shearline with largest deflection hsx - Story height in ASCE Table 12.12-1 = Height of walls plus joist depth between this level and the one above. Max dx - Largest amplified deflection on level in this direction using ASCE 7 Eq'n 12.8-15 C of M dxe - Deflection at the center of mass of this level; from interpolating deflections at adjacent shearlines. C of M dx - Amplified deflection at center of mass using Eq'n 12.8-15. Does not include differences between top and bottom diaphragm deflection. Delta a = Allowable story drift on this level from ASCE 7 Table 12.12-1 Ratio - Proportion of allowable storey drift experienced, on this level in this direction. 29 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 Rigid Diaphragm Seismic Design SEISMIC INFORMATION Level Mass [lbs] Area [sq.ft] Story Shear [lbs] E -W N -S Diaphragm Force Fpx [lbs] E -W N -S 2 32998 1820.0 6589 6589 6600 6600 1 33694 1820.0 3671 3671 6739 6739 All 66691 - 10260 10260 - - Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear— Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E -W 1.00, N -S 1.00 Input by user (overriding calculated value). Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 1.00; Ev = 0.200 D unfactored; 0.140 D factored; total dead load factor: 0.6 - 0.140 = 0.460 tension, 1.0 + 0.140 = 1.140 compression. 30 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 SHEAR RESULTS ( rigid seismic design) N -S Shearlines W Gp For Dir H/W-Cub Int Ext ASD Shear Force [plf] V gibs] vmax v Int Allowable Shear [plf] Ext Co C Total V [lbs] Crit. Resp. Line 1 Level 2 Lni, Lev2 1 Both 1.0 1.0 2326 - 128.2 0 340 1.00 X 340 6630 0.38 Wall 1-3 1 Both 1.0 1.0 1044 109.9 109.9 0 340 1.00 340 3230 0.32 Wall 1-1 1 Both 1.0 1.0 1282 128.2 128.2 0 340 1.00 340 3400 0.38 Level 1 Lnl, Levl 1" S ->N 1.0 1.0 4824 - 182.0 0 340 1.00 X 340 12580 0.54 1^. N ->S 1.0 1.0 4787 - 180.6 0 340 1.00 X 340 12580 0.53 Wall 1-3 1' S ->N 1.0 1.0 4824 182.0 182.0 0 340 1.00 340 9010 0.54 1' N ->S 1.0 1.0 4787 180.6 180.6 0 340 1.00 340 9010 0.53 Wall 1-1 1 Both 1.0 1.0 0 0 340 1.00 340 3570 - Line 2 , Level 2 Ln2, Lev2 1 Both 1.0 1.0 2397 - 119.8 0 340 1.00 X 340 6800 0.35 Wall 2-3 1 Both 1.0 1.0 1198 119.8 119.8 0 340 1.00• 340 3400 0.35 Wall 2-1 1 Both 1.0 1.0 1198 119.8 119.8 0 340 1.00 340 3400 0.35 Level 1 Ln2, Levl 1 S ->N 1.0 1.0 2632 - 131.6 0 340 1.00 X 340 6800 0.39 1 N ->S 1.0 1.0 2667 - 133.4 0 340 1.00 X 340 6800 0.39 Wall 2-1 1 S ->N 1.0 1.0 1316 131.6 131.6 0 340 1.00 340 3400 0.39 1 N ->S 1.0 1.0 1334 133.4 133.4 0 340 1.00 340 3400 0.39 Wall 2-3 1 S ->N 1.0 1.0 1316 131.6 131.6 0 340 1.00 340 3400 0.39 1 N ->S 1.0 1.0 1334 133.4 133.4 0 340 1.00 340 3400 0.39 E -W W For H/W-Cub ASD Shear Force [plt] Allowable Shear [plt] Crit. Shearlines Gp Dir Int Ext V [lbs] vmax v Int Ext Co C Total V [lbs] Resp. Line A Level 2 LnA, Lev2 1 Both 1.0 1.0 2411 64.3 64.3 0 340 1.00 X 340 12750 0.19 Level 1 LnA, Levl 1 W ->E 1.0 1.0 3484 - 107.4 0 340 1.00 X 340 13090 0.32 1 E->14 1.0 1.0 3457 - 113.2 0 340 1.00 X 340 13090 0.33 Wall A-1 1 W ->E 1.0 1.0 2201 107.4 107.4 0 340 1.00 340 6970 0.32 1 E ->W 1.0 1.0 2321 113.2 113.2 0 340 1.00 340 6970 0.33 Wall A-3 1 W ->E 1.0 1.0 1282 71.2 71.2 0 340 1.00 340 6120 0.21 1 E ->W 1.0 1.0 1136 63.1 63.1 0 340 1.00 340 6120 0.19 Line B Level 2 LnB, Lev2 1 Both 1.0 1.0 2552 56.1 56.1 0 340 1.00 X 340 15470 0.16 Level 1 LnB, Levl 1 W ->E 1.0 1.0 4143 107.6 107.6 0 340 1.00 X 340 13090 0.32 1 E ->W 1.0 1.0 4172 108.4 108.4 0 340 1.00 X 340 13090 0.32 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of seismic force along shearline. H/W-Cub - Height -to -width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int. and ext unit shear capacity inc. perforation factor. V - For wall: combined shear capacity. For shearline: sum of all wall capacities on line. Crit Resp - Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. 'W' indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. The contribution to shear resistance from gypsum, fiberboard, or lumber sheathing is taken as zero because of the "Ignore non -wood -panel contribution..." Design Setting. Refer to the Sheathing Materials table for the wall groups affected. 31 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 HOLD-DOWN DESIGN ( rigid seismic design Level 1 Line- Wall Posit'n Location [ft] X Y Shear Tensile ASD Holddown Force [lbs] Dead Ev Cmb'd Cap Hold-down [lbs] Crit Resp. Line 1 V Elem 0.00 0.12 1095 1095 Refer to upper level V Elem 0.00 9.87 1095 1095 Refer to upper level 1-3 L End 0.00 13.63 1654 1654 HDU2 (6 -SD 3075 0.54 V Elem 0.00 30.63 940 940 Refer to upper level 1-3 R End 0.00 39.88 2581 2581 HDU2 (6 -SD 3075 0.84 Line 2 2-1 L End 45.50 0.12 2239 2239 HDU2 (6 -SD 3075 0.73 2-1 R End 45.50 9.87 2255 2255 HDU2 (6 -SD 3075 0.73 2-3 L End 45.50 30.13 2239 2239 HDU2 (6 -SD 3075 0.73 2-3 R End 45.50 39.88 2255 2255 HDU2 (6 -SD 3075 0.73 Line A A-1 L End 0.12 0.00 978 978 HDU2 (6 -SD 3075 0.32 V Elem 8.13 - 0.00 539 539 Refer to upper level A-1 R End 20.37 0.00, 1032 1032 HDU2 (6 -SD 3075 0.34 A-3 L End 27.63 0.00 650 650 HDU2 (6 -SD 3075 0.21 A-3 R End 45.38 0.00 1115 1115 HDU2 (6 -SD 3075 0.36 Line B B-1 L End 0.12 40.00 1445 1445 HDU2 (6 -SD 3075 0.47 B-1 R End 38.38 40.00 982 982 HDU2 (6 -SD 3075 0.32 V Elem 45.38 40.00 470 470 Refer to upper level Level 2 Tensile ASD Line- Location [ft] Holddown Force [lbs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [lbs] Resp. Line 1 1-1 L End 0.00 0.12 1095 1095 HDU2 (6 -SD 3075 0.36 1-1 R End 0.00 9.87 1095 1095 HDU2 (6 -SD 3075 0.36 1-3 L End 0.00 30.63 940 940 HDU2 (6 -SD 3075 0.31 1-3 R End 0.00 39.88 940 940 HDU2 (6 -SD 3075 0.31 Line 2 2-1 L End 45.50 0.12 1024 1024 HDU2 (6 -SD 3075 0.33 2-1 R End 45.50 9.87 1024 1024 HDU2 (6 -SD 3075 0.33 2-3 L End 45.50 30.13 1024 1024 HDU2 (6 -SD 3075. 0.33 2-3 R End 45.50 39.88 1024 1024 HDU2 (6 -SD 3075 0.33 Line A A-2 L End 8.13 0.00 539 539 HDU2 (6 -SD 3075 0.18 A-2 R End 45.38 0.00 539 539 HDU2 (6 -SD 3075 0.18 Line B B-1 L End 0.12 40.00 470 470 HDU2 (6 -SD 3075 0.15 B-1 R End 45.38 40.00 470 470 HDU2 (6 -SD 3075 0.15 �egeno:• Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear- Seismic shear overturning component, factored for ASD by 0.7, includes perforation factor Co. Dead - Dead load resisting component, factored for ASD by 0.60 Ev - Vertical seismic load effect from ASCE 7 12.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.233 x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of ASD -factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force/Allowable ASD tension load Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for perforation factors Co. 32 • WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 Shearwalls does not check for either plan or vertical structural irregularities. 33 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 DRAG STRUT FORCES ( rigid seismic design Level1 Line- Wall Position on Wall or Opening Location [ft] X Y Drag Strut Force [lbs] ---> <-- Line 1 1-3 Left Wall End 0.00 13.50 1628 1615 Line 2 2-1 Right Wall End 45.50 10.00 658 667 2-3 Left Wall End 45.50 30.00 658 667 Line A A-1 Right Wall End 20.50 0.00 632 763 A-3 Left Wall End 27.50 0.00 96 232 Line B B-1 Right Wall End 38.50 40.00 637 642 Level 2 Drag Strut Line- Position on Wall Location [ft] Force [lbs] Wall or Opening X Y ---> <-- Line 1 1-1 Right Wall End 0.00 10.00 702 702 1-3 Left Wall End 0.00 30.50 492 492 Line 2 2-1 Right Wall End 45.50 10.00 600 600 2-3 Left Wall End 45.50 30.00 600 600 Line A A-2 Left Wall End 8.00 0.00 425 425 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of: Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 Includes perforation factor Co and redundancy factor rho. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 34 s WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 DEFLECTION ( rigid seismic design) Wall, segment W Gp Dir Srf v plf b ft h ft Bending A Defl sq.in in Shear Defl in Vn lbs Nail slip en in Defl in Hold Defl in Total Defl in Level 1 Line 1 1 1-1 Both Ext 0..0 10.50 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Both Int 0.0 .000 0 .000 .000 1-3 S ->N Ext 260.0 26.50 9.00 16.5 .002 .067 130 .003 .020 0.13 0.22 S ->N Int 0.0 .000 0 .000 .000 N ->S Ext 258.0 26.50 9.00 16.5 .002 .066 129 .003 .019 0.14 0.22 N ->S Int 0.0 .000 0 .000 .000 Line 2 1 2-1 S ->N Ext 188.0 10.00 9.00 16.5 .005 .048 94 .001 .007 0.35 0.41 S ->N Int 0.0 .000 0 .000 .000 N ->S Ext 190.5 10.00 9.00 16.5 .005 .049 95 .001 .007 0.35 0.41 N ->S Int 0.0 .000 0 .000 .000 2-3 S ->N Ext 188.0 10.00 9.00 16.5 .005 .048 94 .001 .007 0.35 0.41 S ->N Int 0.0 .000 0 .000 .000 N ->S Ext 190.5 10.00 9.00 16.5 .005 .049 95 .001 .007 0.35 0.41 N ->S Int 0.0 .000 0 .000 .000 Line A 1 A-1 W ->E Ext 153.4 20.50 9.00 16.5 .002 .039 77 .001 .004 0.15 0.20 W ->E Int 0.0 .000 0 .000 .000 E ->W Ext 161.7 20.50 9.00 16.5 .002 .042 81 .001 .004 0.15 0.20 E ->W Int 0.0 .000 0 .000 .000 A-3 W ->E Ext 101.8 18.00 9.00 16.5 .001 _.026 51 .000 .001 0.17 0.20 W ->E Int 0.0 .000 0 .000 .000 E ->W Ext 90.2 18.00 9.00 16.5 .001 .023 45 .000 .001 0.18 0.20 E ->W Int 0.0 .000 0 .000 .000 Line B 1 B-1 W ->E Ext 153.7 38.50 9.00 16.5 .001 .040 77 .001 .004 0.09 0.13 W ->E Int 0.0 .000 0 .000 .000 E ->W Ext 154.8 38.50 9.00 16.5 .001 .040 77 .001 .004 0.08 0.13 E ->W Int 0.0 .000 0 .000 .000 Wall, segment W Gp Dir Srf v b h Bending A Defl Shear Defl Vn Nail slip en Defl Hold Defl Total Defl plf ft ft sq.in in in lbs in in in in Level 2 • Line 1 1 1-1 Both Ext 183.2 10.00 8.33 16.5 .004 .044 92 .001 .006 0.32 0.37 Both Int 0.0 .000 0 .000 .000 1-3 Both Ext 157.0 9.50 8.33 16.5 .003 .037 78 .001 .004 0.33 0.37 Both Int 0.0 .000 0 .000 .000 Line 2 1 2-1 Both Ext 171.2 10.00 8.33 16.5 .003 .041 86 .001 .005 0.32 0.37 Both Int 0.0 .000 0 .000 .000 2-3 Both Ext 171.2 10.00 8.33 16.5 .003 .041 86 .001 .005 0.32 0.37 Both Int 0.0 .000 0 .000 .000 Line A 1 A-2 Both Ext 91.8 37.50 8.33 16.5 .000 .022 46 .000 .001 0.08 0.10 Both Int 0.0 .000 0 .000 .000 Line B 1 B-1 Both Ext 80.1 45.50 8.33 16.5 .000 .019 40 .000 .000 0.06 0.08 Both Int 0.0 .000 0 .000 .000 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B W Gp - Wall design group, refer to Sheathing and Framing Materials Dir - Force direction Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - Unfactored (strength -level) shear force per unit foot on wall segment = ASD force/0.70 b - Width of wall segment between openings h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / Gt; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table Nail slip = 0.75 h x en; en - From SDPWS Table C4.2.2D; Vn - Unfactored shear force per nail along panel edge Hold - Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total deft = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1 35 WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 HOLD-DOWN DISPLACEMENT ( rigid seismic design) Wall, segment Dir Hold- down Uplift force lbs Elong / Disp Manuf Add in in da in Slippage Pf lbs da in Shrink da in Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1 Both HDU2 (6- 0 .000 .000 0.000 - - 0.000 0.00 0.00 0.00 1-3 S ->N HDU2 (6- 2363 .047 .003 0.050 - - 0.281 0.04 0.37 0.13 N ->S HDU2 (6- 3688 .074 .005 0.079 - - 0.281 0.04 0.40 0.14 Line 2 2-1 S ->N HDU2 (6- 3198 .064 .004 0.068 - - 0.281 0.04 0.39 0.35 N ->S HDU2 (6- 3221 .065 .004 0.069 - - 0.281 0.04 0.39 0.35 2-3 S ->N HDU2 (6- 3198 .064 .004 0.068 - - 0.281 0.04 0.39 0.35 N ->S HDU2 (6- 3221 .065 .004 0.069 - - 0.281 0.04 0.39 0.35 Line A A-1 W ->E HDU2 (6- 1398 .028 .002 0.030 - - 0.281 0.04 0.35 0.15 E ->W HDU2 (6- 1474 .030 .002 0.031 - - 0.281 0.04 0.35 0.15 A-3 W ->E HDU2 (6- 929 .019 .001 0.020 - - 0.281 0.04 0.34 0.17 E ->W HDU2 (6- 1593 .032 .002 0.034 - - 0.281 0.04 0.35 0.18 Line B B-1 W ->E HDU2 (6- 2064 .041 .003 0.044 - - 0.281 0.04 0.36 0.09 E ->W HDU2 (6- 1402 .028 .002 0.030 - - 0.281 0.04 0.35 0.08 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl lbs in in in lbs in in in in in Level 2 Line 1 1-1 Both HDU2 (6- 1565 .063 .001 0.064 - - 0.281 0.04 0.38 0.32 1-3 Both HDU2 (6- 1343 .054 .001 0.055 - - 0.281 0.04 0.38 0.33 Line 2 2-1 Both HDU2 (6- 1463 .059 .001 0.060 - - 0.281 0.04 0.38 0.32 2-3 Both HDU2 (6- 1463 .059 .001 0.060 - - 0.281 0.04 0.38 0.32 Line A A-2 Both HDU2 (6- 770 .031 .001 0.031 - - 0.281 0.04 0.35 0.08 Line B B-1 Both HDU2 (6- 671 .027 .000 0.027 - - 0.281 0.04 0.35 0.06 egend: Wall, segment - Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline 8 Dir - Force direction Uplift force (P) -Strength-level accumulated hold-down tension force from overturning, dead and wind uplift da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / (Ab x Es ); Ab - bolt cross-sectional area; Es = steel modulus = 29000000 psi; L = Lb - Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = Unfactored uplift force P / number of fasteners Bolts: = Pf / (270, 000 EY'', .5) (NDS 10.3.6) ; D = bolt diameter Nails: = en, fromSDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (19% fabrication - 10% in-service moisture contents) x Ls Ls = Perp. -to -grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra - 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl - Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table 36 • WoodWorks® Shearwalls ww model with floors 1 and 2.wsw Sep. 11, 2016 20:36:53 STORY DRIFT ( rigid seismic design) Level Dir Wall height ft Max dxe Line Actual Story Drift (in) Max Center dx of Mass C of M dxe C of M dx hsx ft Allowable Story Drift Delta a Ratio in Max C of M 1 9.00 10.00 3.00 N ->S 0.41 2 1.65 22.75 0.32 1.27 0.55 0.42 S ->N 0.41 2 1.65 22.75 0.32 1.27 0.55 0.42 E ->W 0.20 A 0.81 20.00 0.16 0.66 0.27 0.22 W ->E 0.20 A 0.81 20.00 0.16 0.66 0.27 0.22 2 8.33 8.33 2.50 N ->S 0.37 1 1.49 22.75 0.37 1.48 0.60 0.59 S ->N 0.37 1 1.49 22.75 0.37 1.48 0.60 0.59 E ->W 0.10 A 0.40 20.00 0.09 0.37 0.16 0.15 W ->E 0.10 A 0.40 20.00 0.09 0.37 0.16 0.15 ASCE 7 Eqn. 12.8-15: dx = dxe x Cd / le Deflection amplification factor Cd from Table 12.2-1 = 4.0 (E -W), 4.0 (N -S) Importance factor le = 1.00 Legend: Max dxe - Largest deflection for any shearline on level in this direction; refer to Deflections table Line - Shearline with largest deflection hsx - Story height in ASCE Table 12.12-1 = Height of walls plus joist depth between this level and the one above. Max dx - Largest amplified deflection on level in this direction using ASCE 7 Eq'n 12.8-15 C of M dxe - Deflection at the center of massof this level; from interpolating deflections at adjacent shearlines. C of M dx - Amplified deflection at center of mass using Eq'n 12.8-15. Delta a = Allowable story drift on this level from ASCE 7 Table 12.12-1 Ratio - Proportion of allowable storey drift experienced, on this level in this direction. 37 Design Maps Summary Report http://ehp2-earth quake.wr.usgs.gov/des ignmaps/us/sum mary.php?templa... usGs Design Maps Summary Report User -Specified Input Report Title Stark Residence Sun September 11, 2016 01:45:38 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 47.48734°N, 122.28409°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III i5a A (iBliAP1P- .ATAC TTL MOOR . Des .Moines_ USGS-Provided Output Ss= 1.502g SI = 0.563 g SMS = 1.502 g SMI = 0.845 g SDS = SDS = 1.001 g 0.563 g For information on how the SS and Si values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 1.76 1.60 1.44 1.28 1.12 0.96 0.20 0.64 0.48 0.32 0.16 0.00 0.00 MCER Response Spectrum 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 Period, T (sec) 2.00 01 H 1.10 0.99 0.88 0.77 0.66 0.55 0.44 0.33 0.22 0.11 0.00 0.00 For PGAM, T1, CRS, and CR1 values, please view the detailed report. Design Response Spectrum 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 Period, T (sec) 2.00 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. 1 of 1 9/10/2016 6:46 PM. BURT Burt Engineering PLLC Project Title: Engineer: Project Descr: 18530 Meridian Ave N Shoreline, WA 98133 ENGINEERING cb@burtengineering.com (206)779-6856 Project ID: Printed: 11 SEP 2016, 10:21PM ASCE 7-10 Wind Forces Chpt 28, Pt2 & Chpt 30, Pt2 Lic. # : KW -06007583 Description : tall posts at east end 7 Analytical Values V : Basic Wind Speed per Sect 26.5-1 A, B or C Roof Slope Angle Occupancy per Table 1.5-1 Exposure Category per 26.7 MRH : Mean Roof Height Lambda : per Figure 28.6-1, Page 305 Effective Wind Area of Component & Cladding Roof pitch for dadding pressure User specified minimum design pressure Topographic Factor Kzt per 26.8 LHD : Least Horizontal Dimension a = max (0.04 * LHD, 3, min(0.10 * LHD, 0.4*MRH)) Designv Wind Pressures Horizontal Pressures ... Zone: A = Zone: B = 19.20 psf -12.00 psf File c:lUsersICORNELLODIBURTEN-11ENERCALCIENERCA-2lstark.ec6 ENERCALC, INC. 1983-2016, Build:6.16:6.7, Ver.6:16.6.7 Licensee : BURT ENGINEERING PLLC Calculations per ASCE 7-10 110.0 mph 0 to 5 degrees II Exposure B 22.0 ft 1.00 24.0 ft"2 0 to 7 degrees 12.0 psf 1.00 40.0 ft 4.00 ft All Buildings and other structures except those listed as Category 1,111, and IV "Lambda" is interpolated between height tablular values. max (0.04 * LHD, 3, min(0.10 * LHD, 0.4*MRH)) Minimum Additional Load Case per 28.4.4 =16 PSF on entire vertical plane Zone: C = Zone: D = Vertical Pressures .. Zone: E _ -23.10 psf Zone: G = Zone: F = -13.10 psf Zone: H = -32.30 psf Zone: Goh = Component & Cladding Design Wind Pressures Design Wind Pressure = Lambda 'Kzt * Ps30 per Eq 30.5-1 Overhangs .. . Zone: Eoh = Roof Zone 1 : Roof Zone 2 : Roof Zone 3 : Wall Zone 4 : Wall Zone 5 : Roof Overhang Zone 2: Roof Overhang Zone 3: Positive : Negative : Positive : Negative: Positive : Negative : Positive : Negative : Positive : Negative : 12.70 psf -12.00 psf -16.00 psf -12.00 psf -25.30 psf 12.000 psf -21.107 psf 12.000 psf -31.920 psf 12.000 psf -43.847 psf 20.627 psf -22.427 psf 20.627 psf -26.853 psf -30.707 psf -38.553 psf Minimum Additional Load Case per 28.4.4 = 16 PSF on entire vertical plane Property Fts Address `7. Sheet No. of Initials Project # . : • i..... : t .. . : . : . :. . t . • • . 1 t : . . . I ! : I . , : I „ ... .... "00 H 'tol ' : i'711) : : ..• : •.• , • < ' : . • . . 1 . . . • ',, . „ I ' L :, : ! • . • .. „ .• , , • . • . • , , .„ „ • , • . . , . . . , • iI :• t .. . • .... - ! . : . . . _.; : : -. • :.. •.• . . . . • • . ,.: . t .... • . , , .. . < i . • ' i 1 1 i . . 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Al> CONSULTING ENGINEERS PLLC CIVIL ENGINEERING TECHNICAL INFORMATION REPORT OCTOBER 25, 2016 APCE PROJECT #2016032 PREPARED FOR: STARK RESIDENCE PARCEL #1920800005 129XX SOUTH 130TH STREET TUKWILA, WA AT THE REQUEST OF: JAY & DIXIE STARK 1412 SOUTH HENDERSON STREET SEATTLE, WA 98108 REVIEWED FOR CODE COMPLIANCE APPROVED MAY 182011 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 0.7 2017 PERMIT CENTER AEPaul@APConsultingEngineers.com (253) 347-0887 PO Box 162, Auburn, WA 98071 TABLE OF CONTENTS PAGE 1.0 PROJECT OVERVIEW 1 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2 3.0 OFF-SITE ANALYSIS 3 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN 3 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 4 6.0 SPECIAL REPORTS AND STUDIES 4 7.0 OTHER PERMITS 4 8.0 ESC ANALYSIS AND DESIGN 4 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 4 10.0 OPERATIONS AND MAINTENANCE MANUAL 4 TABLE OF APPENDICES APPENDIX SOIL INFORMATION A DRAINAGE PLAN B EROSION AND SEDIMENT CONTROL PLAN C STARK RESIDENCE TECHNICAL INFORMATION REPORT 1.0 PROJECT OVERVIEW This report accompanies the engineering plans prepared for the Stark Residence project on parcel 1920800005 at 129XX South 130th Street, Tukwila, WA. The site location is shown in Figure 1, below. _'5 124Th St Project Site For's C:fr 41 SS 130111 Si r • $,S,131.St.- ais S` a d -i L N 5 __.r.,• __;Riverton --' ` ..: . n, v 5137th St :RttrFRTON , INQlion I . crow ''L - .. S.122na St. _--.5124th St S13thS'_, Gir Wa�'gr i • . River a v+ 8th St Avon_. L r fixire-a _al 133rd St Foster - 5r137tb St. N v. < a . L.L.71.1 FIGURE 1— Vicinity Map 4. r ti, Dtfivarrvsh. • .y rah h� River \ • 9a. i yForr` ai torah k V, \ Power Coq. links The existing 7,295 square -foot property has been cleared previously and the eastern portion of the property is currently covered with gravel. After construction is completed for this permit, the site will include a new residence, walkways, a driveway, and a parking area. The neighboring parcels contain single-family residences. Historic land cover characteristics are provided below in Table 1. TABLE 1— PREDEVELOPED AREAS Description Area (ft2) Total (ft2) Impervious Pervious Forest 7,295 7,295 Total 7,295 1IPage The developed site will consist of a new single-family residence with an estimated roof area of 1,813 square feet, 1,074 square feet of driveway and parking areas, 542 square feet of walkways and patios, and 4,136 square feet of various types of landscaping. The developed areas are tallied below in Table 2. The developed sub -basin map is included in Appendix B. The soils present on the project site are identified in the geotechnical report as silty sand fill materials. Stormwater runoff from the roof and driveway areas will be conveyed to the existing stormwater system in SE 164th Street. TABLE 2 - DEVELOPED AREAS Description Area (ft2) Total (ft2) Impervious Roofed Area 1,813 Driveway & Parking 1,074 Walkways & Patios 542 3,429 Pervious Landscaping 4,13 4,136 7,565 2.0 CONDITIONS AND REQUIREMENTS SUMMARY The pre -developed project site is assumed to have consisted of 7,565 square feet of forest. The developed site will include the addition 3,429 square feet of new impervious surface including the rooftop area, driveway, and walkway areas. Since this project is within the Urban Growth Area (UGA), is on predominantly till soils, results in less than 7,947 square feet of target impervious surfaces and less than 8,494 square feet (14,941- 1.88 x total target impervious surfaces) of pervious surfaces, the project will qualify for Simplified Drainage Review. APPLY FLOW CONTROL BMPS TO DEVELOPED SURFACES AS DIRECTED IN C.1.3 OF THE KCSWDM Section C.1.3.1 of the KCSWDM applies to projects on lots smaller than 22,000 square feet and thus the following requirements of this section apply: Small Lot BMP Requirements: Full dispersion is not feasible for this project, due to limitations of available space. Full infiltration will not be feasible, due to the poor infiltrative capability of the on-site soils. Similarly, the geotechnical engineer for the project has indicated that limited infiltration, 2IPage bioretention, and permeable pavement are not feasible solutions due to high groundwater and poor soils. Basic dispersion is not feasible due to space limitations. Section C.1.3.1 of the KCSWDM requires BMPs to be applied to 10% of the lot area for lots up to 11,000 square feet in size. This project will, therefore, be required to apply BMPs to 730 square feet of impervious surfaces. The Reduced Impervious Surface Credit will be applied to this project. This will provide credit for reducing the proposed impervious surface below 4,000 square feet. This project proposes 3,429 square feet of impervious surface, which provides a credit of 571 square feet. It will also provide credit for the construction of wheel strips instead of a driveway. The proposed wheel strips will be 2.5 feet wide and the driveway that this will be applied to is 17.7 feet long, resulting in a credit of 177 square feet. This credit will, therefore, provide mitigation for 748 square feet of impervious surface. In order to meet the rest of the requirements of Section C.1.3.1, the duff layer or native topsoil will be retained to the maximum extent practicable and soil amendment will be provided for the remaining areas. APPLY EROSION AND SEDIMENT CONTROL (ESC) MEASURES TO DISTURBED AREAS DURING CONSTRUCTION AS DIRECTED IN SECTION C.1.4 OF THE KCSWDM This will be applied as required by the manual. 3.0 OFF-SITE ANALYSIS This project qualifies for small drainage review and thus does not require any offsite analysis. 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN Flow Control Because this project will be subject to a Simplified Drainage Review, it will be exempt from flow control. BMPs BMPs will be applied as described in the Conditions and Requirements section of this TIR. 31 Page Water Quality Because this project will be subject to a Simplified Drainage Review, it will be exempt from water quality treatment. 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN Conveyance pipes for the roof will consist of a typical gutter system, splash blocks or similar downspout outlets, and/ or 6 -inch PVC pipe at a minimum slope of 1% that will adequately convey all of the runoff from the roof to the point of discharge. 6.0 SPECIAL REPORTS AND STUDIES A geotechnical report has been included in Appendix A of this TIR. No additional special reports or studies are required for this proposed project. 7.0 OTHER PERMITS A building permit will be required for this project. 8.0 ESC ANALYSIS AND DESIGN Erosion and sediment control requirements will include the delineation of clearing limits via flagging, proper cover measures for the protection of disturbed areas, perimeter protection with silt fencing on an as -needed basis, and a stabilized construction entrance per City of Renton standards. The Erosion and Sediment Control Plan has been included as part of the construction plans and is included in Appendix C. 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT None of these documents will be required for this project. 10.0 OPERATIONS AND MAINTENANCE MANUAL An Operations and Maintenance Manual will not be necessary for this project. 41Page APPENDIX A: SOIL INFORMATION GEOTECH CONSULTANTS, INC_ 2401 10th Ave E Seattle, Washington 98102 (425) 747-5618 FAX (425) 747-8561 Jay Stark c/o Rene Architecture 13505 Ambaum Boulevard Southwest, Suite 103 Burien, Washington 98146 Attention: Jeremy Rene via email: jeremyr@renearchitecture.com Subject: Geotechnical Engineering Study Proposed Single -Family Residence 3949 South 130th Street Tukwila, Washington Dear Mr. Rene: July 5,2016 JN 16237 We are pleased to present this geotechnical engineering report for the proposed single-family residence to be constructed in Tukwila, Washington. The scope of our services consisted of exploring site surface and subsurface conditions, and then developing this report to provide recommendations for general earthwork, slope considerations, and design criteria for foundations and retaining walls. This work was authorized by your acceptance of our proposal, P-9460, dated May 12, 2016. We were provided with preliminary plans and a topographic map. Rene Architects developed these plans, which are dated June 13, 2016. The topographic map was developed by GeoDimensions. Based on the plans and topographic information, we understand that the new two-story residence will be located in the northeast corner of the property with offsets of at least 6 feet from the north property line and 10 feet from the east property line. The lower, main floor will have a finished floor elevation of approximately 60 feet, matching the existing grade along the east end of the site. The residence will have dimensions of 45 feet in the east -west direction by 40 feet in the north -south direction. Three open parking spaces will be located south of the house with a driveway connecting them to East Marginal Way South to the east. A small patio is proposed off the west side of the residence which is surrounded by a modular concrete block wall to retain the slope located west of the residence. Excavations in the range of up to about 7 feet are proposed on the western side of the residence and patio. If the scope of the project changes from what we have described above, we should be provided with revised plans in order to determine if modifications to the recommendations and conclusions of this report are warranted. SITE CONDITIONS SURFACE The Vicinity Map, Plate 1, illustrates the general location of the site in Tukwila. The subject site is generally rectangular in shape with dimensions of 85 feet in the east -west direction and 84 to 89 GEOTECH CONSULTANTS, INC. Jay Stark July 5, 2016 JN 16237 Page 2 feet in the north -south direction. The vacant lot is located on the southwest corner of South 130th Street and East Marginal Way South. The eastern half of the property is relatively flat and contains a gravel parking area. A moderate slope is located on the western half of the parcel, which rises 8 feet up to the western property line. A 4- to 5 -foot -tall concrete retaining wall is located at the western property line. A slope continues onto the vacant parcel to the west above the wall. The adjacent property to the south contains a single-family residence with a large offset from the shared property line. SUBSURFACE The subsurface conditions were explored by excavating four test pits at the approximate locations shown on the Site Exploration Plan, Plate 2. Our exploration program was based on the proposed construction, anticipated subsurface conditions and those encountered during exploration, and the scope of work outlined in our proposal. The test pits were excavated on June 13, 2016 with a mini -excavator. A geotechnical engineer from our staff observed the excavation process, logged the test pits, and obtained representative samples of the soil encountered. "Grab" samples of selected subsurface soil were collected from the backhoe bucket. The Test Pit Logs are attached to this report as Plates 3 and 4. Soil Conditions Test Pits 1 and 2, located at the western slope near the southwest and northwest corners of the proposed building, encountered 4 feet of silty sand fill with glass, metal, and glass debris overlying native loose to medium -dense silty sand. Medium -dense to dense, slightly silty sand and stiff to very stiff silt soils were located below a depth of 5 feet in both test pits. Test Pits 3 and 4, located near the northeast and southeast corners of the proposed residence respectively, encountered 2 feet of dense gravelly sand fill overlying native loose/soft sandy silt and silty sand. Competent, medium -dense slightly silty sand and sandy silt was encountered below a depth of approximately 8 feet. No obstructions were revealed by our explorations. However, debris, buried utilities, and old foundation and slab elements are commonly encountered on sites that have had previous development. Groundwater Conditions Perched groundwater seepage was observed at depths of 5 to 7 feet along the east side of the proposed house. However, the test pits were left open for only a short time period. Therefore, the seepage levels on the logs represent the location of transient water seepage and may not indicate the static groundwater level. It should be noted that groundwater levels vary seasonally with rainfall and other factors. Perched groundwater is likely to be encountered above more dense silty sand and stiff silt soil during the winter and spring months when groundwater levels tend to be the highest. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface GEOTECH CONSULTANTS, INC. Jay Stark July 5, 2016 JN 16237 Page 3 conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested. The relative densities and moisture descriptions indicated on the test pit logs are interpretive descriptions based on the conditions observed during excavation. The compaction of test pit backfill was not in the scope of our services. Loose soil will therefore be found in the area of the test pits. If this presents a problem, the backfill will need to be removed and replaced with structural fill during construction. CONCLUSIONS AND RECOMMENDATIONS GENERAL THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A GENERAL OVERVIEW ONLY. MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE CONTAINED IN THE REMAINDER OF THIS REPORT. ANY PARTY RELYING ON THIS REPORT SHOULD READ THE ENTIRE DOCUMENT. The test pits conducted for this study encountered competent native medium-dense/stiff to very stiff silty sand and sandy silt soils near the proposed finished floor elevation along the western end of the residence. However, these competent bearing soils were not encountered until a depth of about 8 feet below the finished floor elevation on the eastern end of the residence. Conventional shallow foundations bearing directly on the competent soils or on structural fill placed on these competent native soils can be used to support the western end of the residence. However, because large excavations would be needed on the eastern portion of the residence, we recommend supporting that portion on a deep foundation system consisting of small -diameter pipe piles that are driven into the underlying competent soils. The exact extent of the competent bearing soils on the western end of the house will be difficult to determine until the excavation for the residence has been completed. However, for planning purposes, we recommend the western 10 feet of the residence be designed using footings and the remainder of the house supported on driven pipe piles. It would be prudent to include details for each foundation type in the "transition" zone in the center of the building footprint. Once the excavation for the house has been completed, the amount of necessary pipe piles can be accurately adjusted as needed. Additional recommendations for the deep foundation system can be found in the Pipe Piles section of this report. We understand that the project will include re -grading the existing slope on the west side of the property. Based on the soils encountered on the slope, we recommend the slope be cut to an inclination no steeper than 2.5:1 (Horizontal:Vertical). It will be important not to excavate beneath and undermine the existing concrete retaining wall located along the west property line, and thus the excavation should not get any closer than a foot of the wall footing. The provided plans indicate a patio off the west side of the proposed residence will be cut into this slope with the use of a concrete modular block retaining wall. The depth of the blocks used should be at least 18 inches (standard blocks are closer to 12 inches). We recommend this retaining wall be no taller than 3.5 feet. The proposed patio layout should be feasible with the cut slope inclination recommended above. The onsite soils are silty in nature and thus very moisture sensitive. Because of this, it may be necessary to cover footing subgrade soils with several inches of clean crushed rock if the soil is wet. This is intended to protect the subgrade soils from becoming softened during the construction of the foundation forms and rebar. In addition, the onsite soils can be very difficult to adequately compact due to their high silt content and should not be used as structural fill. GEOTECH CONSULTANTS, INC. Jay Stark July 5, 2016 JN 16237 Page 4 The erosion control measures needed during the site development will depend heavily on the weather conditions that are encountered. We anticipate that a silt fence will be needed around the downslope sides of any cleared areas. Existing pavements, ground cover, and landscaping should be left in place wherever possible to minimize the amount of exposed soil. Rocked staging areas and construction access roads should be provided to reduce the amount of soil or mud carried off the property by trucks and equipment. Wherever possible, the access roads should follow the alignment of planned pavements. Trucks should not be allowed to drive off of the rock -covered areas. Cut slopes and soil stockpiles should be covered with plastic during wet weather. Following clearing or rough grading, it may be necessary to mulch or hydroseed bare areas that will not be immediately covered with landscaping or an impervious surface. On most construction projects, it is necessary to periodically maintain or modify temporary erosion control measures to address specific site and weather conditions. The drainage and/or waterproofing recommendations presented in this report are intended only to prevent active seepage from flowing through concrete walls or slabs. Even in the absence of active seepage into and beneath structures, water vapor can migrate through walls, slabs, and floors from the surrounding soil, and can even be transmitted from slabs and foundation walls due to the concrete curing process. Water vapor also results from occupant uses, such as cooking and bathing. Excessive water vapor trapped within structures can result in a variety of undesirable conditions, including, but not limited to, moisture problems with flooring systems, excessively moist air within occupied areas, and the growth of molds, fungi, and other biological organisms that may be harmful to the health of the occupants. The designer or architect must consider the potential vapor sources and likely occupant uses, and provide sufficient ventilation, either passive or mechanical, to prevent a build up of excessive water vapor within the planned structure. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. We recommend including this report, in its entirety, in the project contract documents. This report should also be provided to any future property owners so they will be aware of our findings and recommendations. SEISMIC CONSIDERATIONS In accordance with the International Building Code (IBC), the site soil profile within 100 feet of the ground surface is best represented by Site Class Type D (Stiff Site Class). As noted in the USGS website, the mapped spectral acceleration value for a 0.2 second (Ss) and 1.0 second period (S1) equals 1.50g and 0.56g, respectively. The site soils that will be used for bearing of the building loads are not susceptible to seismic liquefaction because of their dense nature. CONVENTIONAL FOUNDATIONS As discussed in the General section, approximately the western 10 feet of the residence can be supported on conventional continuous and spread footings bearing on undisturbed, medium -dense, GEOTECH CONSULTANTS, INC. Jay Stark July 5, 2016 JN 16237 Page 5 native soil, or on structural fill placed above this competent native soil. See the section entitled General Earthwork and Structural Fill for recommendations regarding the placement and compaction of structural fill beneath structures. Adequate compaction of structural fill should be verified with frequent density testing during fill placement. Prior to placing structural fill beneath foundations, the excavation should be observed by the geotechnical engineer to document that adequate bearing soils have been exposed. We recommend that continuous and individual spread footings have minimum widths of 16 and 24 inches, respectively. Exterior footings should also be bottomed at least 18 inches below the lowest adjacent finish ground surface for protection against frost and erosion. The local building codes should be reviewed to determine if different footing widths or embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints, this may require removing the disturbed soil by hand. An allowable bearing pressure of 2,000 pounds per square foot (psf) is appropriate for footings supported on competent native soil. A one-third increase in this design bearing pressure may be used when considering short-term wind or seismic loads. For the above design criteria, it is anticipated that the total post -construction settlement of footings founded on competent native soil, or on structural fill up to 5 feet in thickness, will be about one inch, with differential settlements on the order of one half-inch in a distance of 50 feet along a continuous footing with a uniform load. Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil or be surrounded by level, well -compacted fill. We recommend using the following ultimate values for the foundation's resistance to lateral loading: PARAMETER Coefficient of Friction Passive Earth Pressure ULTIMATE VALUE 0.40 300 pcf Where: pcf is Pounds per Cubic Foot, and Passive Earth Pressure is computed using the Equivalent Fluid Density. If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend maintaining a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above ultimate values. PIPE PILES Three- or 4 -inch -diameter pipe piles driven with a 650- or 800- or 1,100 -pound hydraulic jackhammer to the following final penetration rates may be assigned the following compressive capacities. GEOTECH CONSULTANTS, INC. Jay Stark July 5, 2016 JN 16237 Page 6 INSIDE PILE DIAMETER 3 inches 4 inches FINAL DRIVING RATE (650 -pound hammer) 12 sec/inch 20 sec/inch FINAL DRIVING RATE. (800 -pound hammier) 10 sec/inch 15 sec/inch FINAL DRIVING RATE (1,100 -pound hammer) 6 sec/inch 10 sec/inch ALLOWABLE COMPRESSIVE CAPACITY 6 tons 10 tons Note: The refusal criteria indicated in the above table are valid only for pipe piles that are installed using a hydraulic impact hammer carried on leads that allow the hammer to sit on the top of the pile during driving. If the piles are installed by alternative methods, such as a vibratory hammer or a hammer that is hard -mounted to the installation machine, numerous load tests to 200 percent of the design capacity would be necessary to substantiate the allowable pile load. The appropriate number of load tests would need to be determined at the time the contractor and installation method are chosen. As a minimum, Schedule 40 pipe should be used. Standard black, non -galvanized pipe is suitable for the project. Pile caps and grade beams should be used to transmit loads to the piles. Isolated pile caps should include a minimum of two piles to reduce the potential for eccentric loads being applied to the piles. Subsequent sections of pipe can be connected with slip or threaded couplers, or they can be welded together. If slip couplers are used, they should fit snugly into the pipe sections. This may require that shims be used or that beads of welding flux be applied to the outside of the coupler. Lateral loads due to wind or seismic forces may be resisted by passive earth pressure acting on the vertical, embedded portions of the foundation. For this condition, the foundation must be either poured directly against relatively level, undisturbed soil or be surrounded by level compacted fill. We recommend using a passive earth pressure of 300 pounds per cubic foot (pcf) for this resistance. If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above ultimate passive value. If lateral resistance in addition to passive soil resistance is required, we recommend driving battered piles in the same direction as the applied lateral load. The lateral capacity of a battered pile is equal to one- half of the lateral component of the allowable compressive load. The allowable vertical capacity of battered piles does not need to be reduced if the piles are battered steeper than 1:5 (Horizontal:Vertical). If lateral resistance from fill placed against the foundations is required for this project, the structural engineer should indicate this requirement on the plans for the general and earthwork contractor's information. Compacted fill placed against the foundations can consist of imported soil that is tamped into place using the backhoe or is compacted using a jumping jack compactor. It is necessary for the fill to be compacted to a firm condition, but it does not need to reach even 90 percent relative compaction to develop the passive resistance recommended above. FOUNDATION AND RETAINING WALLS Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. GEOTECH CONSULTANTS, INC. Jay Stark July 5, 2016 JN 16237 Page 7 The following recommended parameters are for walls that restrain backfill: PARAMETER Active Earth Pressure * - level backfill VALUE 35 pcf Active Earth Pressure * - backfill sloped steeper than 3.5:1 (H:V) 50 pcf Passive Earth Pressure 300 pcf Coefficient of Friction 0.40 Soil Unit Weight 130 pcf Where: pcf is Pounds per Cubic Foot, and Active and Passive Earth Pressures are computed using the Equivalent Fluid Pressures. * For a restrained wall that cannot deflect at least 0.002 times its height, a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent foundations will be exerted on the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. Where sloping backfill is desired behind the walls, we will need to be given the wall dimensions and the slope of the backfill in order to provide the appropriate design earth pressures. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The values given above are to be used to design only permanent foundation and retaining walls that are to be backfilled, such as conventional walls constructed of reinforced concrete or masonry. It is not appropriate to use the above earth pressures and soil unit weight to back -calculate soil strength parameters for design of other types of retaining walls, such as soldier pile, reinforced earth, modular or soil nail walls. We can assist with design of these types of walls, if desired. The values for friction and passive resistance are ultimate values and do not include a safety factor. Restrained wall soil parameters should be utilized for a distance of 1.5 times the wall height from corners or bends in the walls. This is intended to reduce the amount of cracking that can occur where a wall is restrained by a corner. Wall Pressures Due to Seismic Forces The surcharge wall loads that could be imposed by the design earthquake can be modeled by adding a uniform lateral pressure to the above -recommended active pressure. The recommended surcharge pressure is 8H pounds per square foot (psf), where H is the design retention height of the wall. Using this increased pressure, the safety factor against sliding and overturning can be reduced to 1.2 for the seismic analysis. GEOTECH CONSULTANTS, INC. Jay Stark July 5, 2016 JN 16237 Page 8 Retaining Wall Backfill and Waterproofing Backfill placed behind retaining or foundation walls should be coarse, free -draining structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. A drainage composite similar to Miradrain 6000 should be placed against the backfilled retaining walls. The drainage composites should be hydraulically connected to the foundation drain system. Free -draining backfill or gravel should be used for the entire width of the backfill where seepage is encountered. For increased protection, drainage composites should be placed along cut slope faces, and the walls should be backfilled entirely with free -draining soil. The later section entitled Drainage Considerations should also be reviewed for recommendations related to subsurface drainage behind foundation and retaining walls. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the wall. Also, subsurface drainage systems are not intended to handle large volumes of water from surface runoff. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. Water percolating through pervious surfaces (pavers, gravel, permeable pavement, etc.) must also be prevented from flowing toward walls or into the backfill zone. The compacted subgrade below pervious surfaces and any associated drainage layer should therefore be sloped away. Alternatively, a membrane and subsurface collection system could be provided below a pervious surface. It is critical that the wall backfill be placed in lifts and be properly compacted, in order for the above -recommended design earth pressures to be appropriate. The wall design criteria assume that the backfill will be well -compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand -operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. The section entitled General Earthwork and Structural Fill contains additional recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. The above recommendations are not intended to waterproof below -grade walls, or to prevent the formation of mold, mildew or fungi in interior spaces. Over time, the performance of subsurface drainage systems can degrade, subsurface groundwater flow patterns can change, and utilities can break or develop leaks. Therefore, waterproofing should be provided where future seepage through the walls is not acceptable. This typically includes limiting cold joints and wall penetrations, and using bentonite panels or membranes on the outside of the walls. There are a variety of different waterproofing materials and systems, which should be installed by an experienced contractor familiar with the anticipated construction and subsurface conditions. Applying a thin coat of asphalt emulsion to the outside face of a wall is not considered waterproofing, and will only help to reduce moisture generated from water vapor or capillary action from seeping through the concrete. As with any project, adequate ventilation of basement and crawl space areas is important to -prevent a build up of water vapor that is commonly transmitted through concrete walls from the surrounding soil, even when seepage is not present. This is appropriate even when waterproofing is applied to the outside of foundation and retaining walls. We recommend that you contact an experienced envelope consultant if detailed GEOTECH CONSULTANTS, INC. Jay Stark July 5, 2016 JN 16237 Page 9 recommendations or specifications related to waterproofing design, or minimizing the potential for infestations of mold and mildew are desired. The General, Slabs -On -Grade, and Drainage Considerations sections should be reviewed for additional recommendations related to the control of groundwater and excess water vapor for the anticipated construction. SLABS -ON -GRADE The building floors can be constructed as slabs -on -grade atop firm existing soil or on•structural fill; it is possible that up to about 12 inches of structural fill will be needed on the eastern portion of the site where the looser and organic -laden fill soil exists. The subgrade soil must be in a firm, non - yielding condition at the time of slab construction or underslab fill placement. Any soft areas encountered should be excavated and replaced with select, imported structural fill. Even where the exposed soils appear dry, water vapor will tend to naturally migrate upward through the soil to the new constructed space above it. This can affect moisture -sensitive flooring, cause imperfections or damage to the slab, or simply allow excessive water vapor into the space above the slab. All interior slabs -on -grade should be underlain by a capillary break drainage layer consisting of a minimum 4 -inch thickness of clean gravel or crushed rock that has a fines content (percent passing the No. 200 sieve) of less than 3 percent and a sand content (percent passing the No. 4 sieve) of no more than 10 percent. Pea gravel or crushed rock are typically used for this layer. As noted by the American Concrete Institute (ACI) in the Guides for Concrete Floor and Slab Structures, proper moisture protection is desirable immediately below any on -grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or any moisture -sensitive equipment or products. ACI also notes that vapor retarders such as 6 -mil plastic sheeting have been used in the past, but are now recommending a minimum 10 -mil thickness for better durability and long term performance. A vapor retarder is defined as a material with a permeance of less than 0.3 perms, as determined by ASTM E 96. It is possible that concrete admixtures may meet this specification, although the manufacturers of the admixtures should be consulted. Where vapor retarders are used under slabs, their edges should overlap by at least 6 inches and be sealed with adhesive tape. The sheeting should extend to the foundation walls for maximum vapor protection. If no potential for vapor passage through the slab is desired, a vapor barrier should be used. A vapor barrier, as defined by ACI, is a product with a water transmission rate of 0.01 perms when tested in accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this requirement. In the recent past, ACI (Section 4.1.5) recommended that a minimum of 4 inches of well -graded compactable granular material, such as a 5/8 -inch -minus crushed rock pavement base, be placed over the vapor retarder or barrier for their protection, and as a "blotter" to aid in the curing of the concrete slab. Sand was not recommended by ACI for this purpose. However, the use of material over the vapor retarder is controversial as noted in current ACI literature because of the potential that the protection/blotter material can become wet between the time of its placement and the installation of the slab. If the material is wet prior to slab placement, which is always possible in the Puget Sound area, it could cause vapor transmission to occur up through the slab in the future, essentially destroying the purpose of the vapor barrier/retarder. Therefore, if there is a potential that the protection/blotter material will become wet before the slab is installed, ACI now recommends that no protection/blotter material be used. However, ACI then recommends that, GEOTECH CONSULTANTS, INC. Jay Stark July 5, 2016 JN 16237 Page 10 because there is a potential for slab curl due to the loss of the blotter material, joint spacing in the slab be reduced, a low shrinkage concrete mixture be used, and "other measures" (steel reinforcing, etc.) be used. ASTM E-1643-98 "Standard Practice for Installation of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs" generally agrees with the recent ACI literature. We recommend that the contractor, the project materials engineer, and the owner discuss these issues and review recent ACI literature and ASTM E-1643 for installation guidelines and guidance on the use of the protection/blotter material. The General, Permanent Foundation and Retaining Walls, and Drainage Considerations sections should be reviewed for additional recommendations related to the control of groundwater and excess water vapor for the anticipated construction. EXCAVATIONS AND SLOPES Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be made near property boundaries, or existing utilities and structures. Based upon Washington Administrative Code (WAC) 296, Part N, the soil at the subject site would generally be classified as Type B. Therefore, temporary cut slopes greater than 4 feet in height should not be excavated at an inclination steeper than 1:1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. The above -recommended temporary slope inclination is based on the conditions exposed in our explorations, and on what has been successful at other sites with similar soil conditions. It is possible that variations in soil and groundwater conditions will require modifications to the inclination at which temporary slopes can stand. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet weather. It is also important that surface runoff be directed away from the top of temporary slope cuts. Cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that sand and/or loose soil can cave suddenly and without warning. Excavation, foundation, and utility contractors should be made especially aware of this potential danger. These recommendations may need to be modified if the area near the potential cuts has been disturbed in the past by utility installation, or if settlement -sensitive utilities are located nearby. All permanent cuts into native soil should be inclined no steeper than 2.5:1 (H:V). Fill slopes should not be constructed with an inclination greater than 2.5:1 (H:V). To reduce the potential for shallow sloughing, fill must be compacted to the face of these slopes. This can be accomplished by overbuilding the compacted fill and then trimming it back to its final inclination. Adequate compaction of the slope face is important for long-term stability and is necessary to prevent excessive settlement of patios, slabs, foundations, or other improvements that may be placed near the edge of the slope. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. All permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve the stability of the surficial layer of soil. GEOTECH CONSULTANTS, INC. Jay Stark July 5, 2016 DRAINAGE CONSIDERATIONS JN 16237 Page 11 Footing drains should be used where: (1) Crawl spaces or basements will be below a structure; (2) A slab is below the outside grade; or, (3) The outside grade does not slope downward from a building. Drains should also be placed at the base of all earth -retaining walls. These drains should be surrounded by at least 6 inches of 1 -inch -minus, washed rock that is encircled with non -woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least 6 inches below the bottom of a slab floor or the level of a crawl space. The discharge pipe for subsurface drains should be sloped for flow to the outlet point. Roof and surface water drains must not discharge into the foundation drain system. A typical drain detail is attached to this report as Plate 5. For the best long-term performance, perforated PVC pipe is recommended for all subsurface drains. As a minimum, a vapor retarder, as defined in the Slabs -On -Grade section, should be provided in any crawl space area to limit the transmission of water vapor from the underlying soils. Crawl space grades are sometimes left near the elevation of the bottom of the footings. As a result, an outlet drain is recommended for all crawl spaces to prevent an accumulation of any water that may bypass the footing drains. Providing even a few inches of free draining gravel underneath the vapor retarder limits the potential for seepage to build up on top of the vapor retarder. Groundwater was observed during our field work. If seepage is encountered in an excavation, it should be drained from the site by directing it through drainage ditches, perforated pipe, or French drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to (a) building(s) should slope away at least 2 percent, except where the area is paved. Surface drains should be provided where necessary to prevent ponding of water behind foundation or retaining walls. A discussion of grading and drainage related to pervious surfaces near walls and structures is contained in the Foundation and Retaining Walls section. GENERAL EARTHWORK AND STRUCTURAL FILL All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non-structural areas, such as landscape beds. Structural fill is defined as any fill, including utility backfill, placed under, or close to, a building, behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. As discussed in the General section, the on-site soils are not suitable for reuse as structural fill, due to its high silt content. Fills placed on sloping ground should be keyed into the medium -dense native soils. This is typically accomplished by placing and compacting the structural fill on level benches that are cut into the GEOTECH CONSULTANTS, INC. Jay Stark July 5, 2016 JN 16237 Page 12 competent soils. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the need to remove the fill to achieve the required compaction. The following table presents recommended relative compactions for structural fill: LOCATION OF FILL MINIMUM RELATIVE PLACEMENT Beneath footings, slabs or walkwa s Filled slopes and behind retainin • walls Beneath pavements COMPACTION 95% 90% 95% for upper 12 inches of subgrade; 90% below that level Where: Minimum Relative Compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D 1557-91 (Modified Proctor). The General section should be reviewed for considerations related to the reuse of on-site soils. Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing the three -quarter -inch sieve. LIMITATIONS The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil and groundwater conditions encountered in the test pits are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking samples in test pits. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for alt projects. This report has been prepared for the exclusive use of Jay Stark and his representatives, for specific application to this project and site. Our conclusions and recommendations are professional opinions derived in accordance with our understanding of current local standards of practice, and within the scope of our services. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. Our services also do not include assessing or minimizing the potential for biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site development. GEOTECH CONSULTANTS, INC. Jay Stark July 5, 2016 ADDITIONAL SERVICES JN 16237 Page 13 In addition to reviewing the final plans, Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. During the construction phase, we will provide geotechnical observation and testing services when requested by you or your representatives. Please be aware that we can only document site work we actually observe. It is still the responsibility of your contractor or on-site construction team to verify that our recommendations are being followed, whether we are present at the site or not. The following plates are attached to complete this report: Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plates 3 - 4 Test Pit Logs Plate 5 Typical Footing Drain Detail We appreciate the opportunity to be of service on this project. Please contact us if you have any questions, or if we can be of further assistance. ASM/DRW:mc Respectfully submitted, GEOTEC CONSULTANTS, INC. D. Robert Ward, P.E. Principal GEOTECH CONSULTANTS, INC. NORTH GEOTECH CONSULTANTS, INC. (Source: Microsoft MapPoint, 2013) VICINITY MAP 3949 South 130th Street Tukwilla, Washington Job No: 16237 Date: June 2016 Plate: 1 10TH ST 1---7-1 • I ▪ DROUGHT 1DLERANT, NATIVE IANDS PING LDR (LOWRISE DEVELOPMENT RESIDErflAL) 01(11Cl FOOTPRIIT OF PR1/21SED 2 -STORY INGLE-FA LY CONC. BLOCK OLDEN WALL PATIO e I 8 f 24. X 24CONC,(PAVEFLS et Cr 01 85 ig‘ I=11=1 0 se 0 d \ ED TP2rit-77;';;IDsEIDAYYZe TP -3 1,-4+ iii 01 g1 GH • • • • • s I 1 TP -1 Li Duo RCIA VeariffaXIA DROUGHT TOL7, NATIVE LitILS PING Legend: 2 Test Pit Location 00 TEICUILIDEE TP -47 . • • ' •.: PER' 4"' I ikkAtt 0 BCL RV? CO TEN PLANTER 0 1F1. to • • BCL '1711 North TREE STANDARDS 0 0 0 10' DSCAPE BUFFER ,.., 0 0 0 ,.-sr re„ 1'74 N 8954'24" E 85.00' 0 o0 -,446 V:e 01 S AVM 7VNIOZIVIIII 3 SITE EXPLORATION PLAN 3949 South 130th Street Tukwilla, Washington Job No: 16237 Date: June 2016 No Scale Plate: 2 10 10 Oe�'r\ \\°G \Go�a\e JSG� TEST PIT 1 Description AMON FILL Dark -brown silty SAND with organics, metal and glass, fine to medium -grained, moist, loose (FILL) "Rust -brown silty SAND with roots and gravel, fine to medium -grained, moist, sm �' loose to medium -dense Gray -brown slightly silty SAND, fine-grained, moist, medium -dense to dense SP * Test Pit terminated at 9 feet on June 13, 2016. * No groundwater seepage was observed during excavation. * No caving observed during excavation. TEST PIT 2 ek 009 \Goc�e� •���eJSG� Description Brown silty SAND with plastic and gravel, fine-grained, dry to moist, loose (FILL) FILL SM Red -brown silty SAND with roots, fine to medium -grained, moist, loose to medium -dense 1i1i1 ML Gray mottled orange, sandy SILT with roots, slightly plastic, moist, stiff to very stiff SM SP Brown slightly silty SAND with gravel and occasional clean sand seams, fine-grained, moist, medium -dense to dense * Test Pit terminated at 9.5 feet on June 13, 2016. * No groundwater seepage was observed during excavation. * No caving observed during excavation. TEST PIT LOG 3949 South 130th Street Tukwilla, Washington Job 16237 Date: June 2016 Logged by: ASM Plate: 3 10 1 Jte `1l � o\- -% ay e 96C e�o� �,�a�� JgG TEST PIT 3 Description FILL Brown silty, gravelly SAND, fine to medium -grained, dry to moist, dense (FILL) ML Vi Blue -gray sandy SILT with organics, fine-grained, low plasticity, moist, medium -stiff -becomes dark -brown, soft, very moist -becomes light -brown mottled rust, wet Brown slightly silty SAND with gravel, fine to medium -grained, very moist, medium -dense to dense * Test Pit terminated at 11 feet on June 13, 2016. * Perched groundwater seepage was observed at 7 feet during excavation. * No caving observed during excavation. TEST PIT 4 CP Description 10 — FILL Brown gravelly, silty SAND, fine to medium -grained, dry to moist, dense (FILL) Dark -brown and rust -brown sandy SILT, non -plastic, fine-grained, moist, loose ML Brown gravelly, silty SAND with clean sandy zones, fine to coarse-grained, wet, loose to medium -dense MLI Light -brown mottled rust, sandy SILT, non -plastic, fine-grained, moist, medium -dense Test Pit terminated at 9 feet on June 13, 2016. Slight perched groundwater seepage was observed at 5 feet during excavation. No caving observed during excavation. GEOTECH CONSULTANTS, INC. TEST PIT LOG 3949 South 130th Street Tukwilla, Washington Job Date: Logged by: Plate: 16237 June 2016 _ ASM 4 Slope backfill away from foundation. Provide surface drains where necessary. Backfill (See text for requirements) Washed Rock (7/8" min. size) 4" min. Tightline Roof Drain (Do not connect to footing drain) Nonwoven Geotextile Filter Fabric X000 VOQ O'-'OQO000( O:0:0 :o:O O:O"' oO,,o°0 0 o0pQo0 0 °0� 00 0o0PO00 0 0�0 o u� ;0 O o' O o0 0.0 e0 C O.Joe , 2O o O o °O .JO °�o •"G . 1111 1=1111111. 4" Perforated Hard PVC Pipe (Invert at least 6 inches below slab or crawl space. Slope to drain to appropriate outfall. Place holes downward.) .1111 1111 Vapor Retarder/Barrier and Capillary Break/Drainage Layer (Refer to Report text) NOTES: (1) In crawl spaces, provide an outlet drain to prevent buildup of water that bypasses the perimeter footing drains. (2) Refer to report text for additional drainage, waterproofing, and slab considerations. FOOTING DRAIN DETAIL 3949 South 130th Street Tukwilla, Washington Job No: Date: Plate: 16237 June 2016 5 APPENDIX B: DRAINAGE PLAN rrot s I I I Tn m s a ---0— TWO MSS 3 Z9Q1 ,4t.4! 4gi* — 1 S AVA1 7VNIJNb'W 3 ' _5— 'e.g.]• spa ay H. y — — I — orrorW, T. "IOW 00y600105 Piri q 9 �349=3�°2 114 1®0.13. 4V).*10T0a0 9W114 w m m m m es=. .3'PEW.E2B.I.gsao^g X111"115�$9���4 °�d ¢ 05 @fig SNOIIVIA3888V 30Vjaf1S Sf101A83dVII ate} ■ ow OI 101 IIIII S I C WFTRIE SITE, GRADING, AND UTILITIES PLAN 01, Col 0 O C) 0 m —1 C) STARK RESIDENCE 12930/S 110TH STREET TUKWIU WA AP CONSULTING ENGINEERS RI I c CIVIL E_NGINE_ERING Arraolorrenor000wsoto MOSCOW POHLLI@.YEwv. WIWn' APPENDIX C: EROSION AND SEDIMENT CONTROL 3 a t g F0'0071;6.9 a. . oo01 0000q 00oo 0 o q: GEOTECH CONSULTANTS, INC. 2401 10th Ave E Seattle, Washington 98102 (425) 747-5618 FAX (425) 747-8561 Jay Stark do Rene Architecture 13505 Ambaum Boulevard Southwest, Suite 103 Burien, Washington 98146 Attention: Jeremy Rene via email: jeremyr@renearchitecture. corn Subject: Geotechnical Engineering Study Proposed Single -Family Residence 3949 South 130th Street Tukwila, Washington Dear Mr. Rene: July 5, 2016 JN 16237 We are pleased to present this geotechnical engineering report for the proposed single-family residence to be constructed in Tukwila, Washington. The scope of our services consisted of exploring site surface and subsurface conditions, and then developing this report to provide recommendations for general earthwork, slope considerations, and design criteria for foundations and retaining walls. This work was authorized by your acceptance of our proposal, P-9460, dated May 12, 2016. We were provided with preliminary plans and a topographic map. Rene Architects developed these plans, which are dated June 13, 2016. The topographic map was developed by GeoDimensions. Based on the plans and topographic information, we understand that the new two-story residence will be located in the northeast corner of the property with offsets of at least 6 feet from the north property line and 10 feet from the east property line. The lower, main floor will have a finished floor elevation of approximately 60 feet, matching the existing grade along the east end of the site. The residence will have dimensions of 45 feet in the east -west direction by 40 feet in the north -south direction. Three open parking spaces will be located south of the house with a driveway connecting them to East Marginal Way South to the east. A small patio is proposed off the west side of the residence which is surrounded by a modular concrete block wall to retain the slope located west of the residence. Excavations in the range of up to about 7 feet are proposed on the western side of the residence and patio. If the scope of the project changes from what we ha ITEn Y .;' yp shuld be provided with revised plans in order to determine if modifications; tt1�, I�Fl ��d con this report are warranted. �v� ��� ��iJ APPROVED OF TUKwulLA SITE CONDITI NS MAY 18 2017 APR 0 7 2017 SURFACE City of Tukwila PERMn CENTER The Vicinity Map, Plate 1, illustratesthe general locati r P e'Ir alta.'The subject site is generally rectangular in shape with dimensions of 85 feet in the east -west direction and 84 to 89 IDGEOTECH CONSULTANTS, INC. t gijillg) 4°P 008111.1.6 Jay Stark July 5, 2016 JN 16237 Page 2 feet in the north -south direction. The vacant lot is located on the southwest corner of South 130th Street and East Marginal Way South. The eastern half of the property is relatively flat and contains a gravel parking area. A moderate slope is located on the western half of the parcel, which rises 8 feet up to the western property line. A 4- to 5 -foot -tall concrete retaining wall is located at the western property line. A slope continues onto the vacant parcel to the west above the wall. The adjacent property to the south contains a single-family residence with a large offset from the shared property line. SUBSURFACE The subsurface conditions were explored by excavating four test pits at the approximate locations shown on the Site Exploration Plan, Plate 2. Our exploration program was based on the proposed construction, anticipated subsurface conditions and those encountered during exploration, and the scope of work outlined in our proposal. The test pits were excavated on June 13, 2016 with a mini -excavator. A geotechnical engineer from our staff observed the excavation process, logged the test pits, and obtained representative samples of the soil encountered. "Grab" samples of selected subsurface soil were collected from the backhoe bucket. The Test Pit Logs are attached to this report as Plates 3 and 4. Soil Conditions Test Pits 1 and 2, located at the western slope near the southwest and northwest corners of the proposed building, encountered 4 feet of silty sand fill with glass, metal, and glass debris overlying native loose to medium -dense silty sand. Medium -dense to dense, slightly silty sand and stiff to very stiff silt soils were located below a depth of 5 feet in both test pits. Test Pits 3 and 4, located near the northeast and southeast corners of the proposed residence respectively, encountered 2 feet of dense gravelly sand fill overlying native loose/soft sandy silt and silty sand. Competent, medium -dense slightly silty sand and sandy silt was encountered below a depth of approximately 8 feet. No obstructions were revealed by our explorations. However, debris, buried utilities, and old foundation and slab elements are commonly encountered on sites that have had previous development. Groundwater Conditions Perched groundwater seepage was observed at depths of 5 to 7 feet along the east side of the proposed house. However, the test pits were left open for only a short time period. Therefore, the seepage levels on the logs represent the location of transient water seepage and may not indicate the static groundwater level. It should be noted that groundwater levels vary seasonally with rainfall and other factors. Perched groundwater is likely to be encountered above more dense silty sand and stiff silt soil during the winter and spring months when groundwater levels tend to be the highest. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface GEOTECH CONSULTANTS, INC. Jay Stark July 5, 2016 JN 16237 Page 3 conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested. The relative densities and moisture descriptions indicated on the test pit logs are interpretive descriptions based on the conditions observed during excavation. The compaction of test pit backfill was not in the scope of our services. Loose soil will therefore be found in the area of the test pits. If this presents a problem, the backfill will need to be removed and replaced with structural fill during construction. CONCLUSIONS AND RECOMMENDATIONS GENERAL THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A GENERAL OVERVIEW ONLY. MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE CONTAINED IN THE REMAINDER OF THIS REPORT. ANY PARTY RELYING ON THIS REPORT SHOULD READ THE ENTIRE DOCUMENT. The test pits conducted for this study encountered competent native medium-dense/stiff to very stiff silty sand and sandy silt soils near the proposed finished floor elevation along the western end of the. residence. However, these competent bearing soils were not encountered until a depth of about 8 feet below the finished floor elevation on the eastern end of the residence. Conventional shallow foundations bearing directly on the competent soils or on structural fill placed on these competent native soils can be used to support the western end of the residence. However, because large excavations would be needed on the eastern portion of the residence, we recommend supporting that portion on a deep foundation system consisting of small -diameter pipe piles that are driven into the underlying competent soils. The exact extent of the competent bearing soils on the western end of the house will be difficult to determine until the excavation for the residence has been completed However, for planning purposes, we recommend the western 10 feet of the residence be designed using footings and the remainder of the house supported on driven pipe piles. It would be prudent to include details for each foundation type in the "transition" zone in the center of the building footprint. Once the excavation for the house has been completed, the amount of necessary pipe piles can be accurately adjusted as needed. Additional recommendations for the deep foundation system can be found in the Pipe Piles section of this report. We understand that the project will include re -grading the existing slope on the west side of the property. Based on the soils encountered on the slope, we recommend the slope be cut to an inclination no steeper than 2.5:1 (Horizontal:Vertical). It will be important not to excavate beneath and undermine the existing concrete retaining wall located along the west property line, and thus the excavation should not get any closer than a foot of the wall footing. The provided plans indicate a patio off the west side of the proposed residence will be cut into this slope with the use of a concrete modular block retaining wall. The depth of the blocks used should be at least 18 inches (standard blocks are closer to 12 inches). We recommend this retaining wall be no taller than 3.5 feet. The proposed patio layout should be feasible with the cut slope inclination recommended above. The onsite soils are silty in nature and thus very moisture sensitive. Because of this, it may be necessary to cover footing subgrade soils with several inches of clean crushed rock if the soil is wet. This is intended to protect the subgrade soils from becoming softened during the construction of the foundation forms and rebar. In addition, the onsite soils can be very difficult to adequately compact due to their high silt content and should not be used as structural fill. GEOTECH CONSULTANTS, INC. Jay Stark July 5, 2016 JN 16237 Page 4 The erosion control measures needed during the site development will depend heavily on the weather conditions that are encountered. We anticipate that a silt fence will be needed around the downslope sides of any cleared areas. Existing pavements, ground cover, and landscaping should be left in place wherever possible to minimize the amount of exposed soil. Rocked staging areas and construction access roads should be provided to reduce the amount of soil or mud carried off the property by trucks and equipment. Wherever possible, the access roads should follow the alignment of planned pavements. Trucks should not be allowed to drive off of the rock -covered areas. Cut slopes and soil stockpiles should be covered with plastic during wet weather. Following clearing or rough grading, it may be necessary to mulch or hydroseed bare areas that will not be immediately covered with landscaping or an impervious surface. On most construction projects, it is necessary to periodically maintain or modify temporary erosion control measures to address specific site and weather conditions. The drainage and/or waterproofing recommendations presented in this report are intended only to prevent active seepage from flowing through concrete walls or slabs. Even in the absence of active seepage into and beneath structures, water vapor can migrate through walls, slabs, and floors from the surrounding soil, and can even be transmitted from slabs and foundation walls due to the concrete curing process. Water vapor also results from occupant uses, such as cooking and bathing. Excessive water vapor trapped within structures can result in a variety of undesirable conditions, including, but not limited to, moisture problems with flooring systems, excessively moist air within occupied areas, and the growth of molds, fungi, and other biological organisms that may be harmful to the health ofthe occupants. The designer or architect must consider the potential vapor sources and likely occupant uses, and provide sufficient ventilation, either passive or mechanical, to prevent a build up of excessive water vapor within the planned structure. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. We recommend including this report, in its entirety, in the project contract documents. This report should also be provided to any future property owners so they will be aware of our findings and recommendations. SEISMIC CONSIDERATIONS In accordance with the International Building Code (IBC), the site soil profile within 100 feet of the ground surface is best represented by Site Class Type D (Stiff Site Class). As noted in the USGS website, the mapped spectral acceleration value for a 0.2 second (Ss) and 1.0 second period (Si) equals 1.50g and 0.56g, respectively. The site soils that will be used for bearing of the building loads are not susceptible to seismic liquefaction because of their dense nature. CONVENTIONAL FOUNDATIONS As discussed in the General section, approximately the western 10 feet of the residence can be supported on conventional continuous and spread footings bearing on undisturbed, medium -dense, GEOTECH CONSULTANTS, INC. Jay Stark July 5, 2016 JN 16237 Page 5 native soil, or on structural fill placed above this competent native soil. See the section entitled General Earthwork and Structural Fill for recommendations regarding the placement and compaction of structural fill beneath structures. Adequate compaction of structural fill should be verified with frequent density testing during fill placement. Prior to placing structural fill beneath foundations, the excavation should be observed by the geotechnical engineer to document that adequate bearing soils have been exposed. We recommend that continuous and individual spread footings have minimum widths of 16 and 24 inches, respectively. Exterior footings should also be bottomed at least 18 inches below the lowest adjacent finish ground surface for protection against frost and erosion. The local building codes should be reviewed to determine if different footing widths or embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints, this may require removing the disturbed soil by hand. An allowable bearing pressure of 2,000 pounds per square foot (psf) is appropriate for footings supported on competent native soil. A one-third increase in this design bearing pressure may be used when considering short-term wind or seismic loads. For the above design criteria, it is anticipated that the total post -construction settlement of footings founded on competent native soil, or on structural fill up to 5 feet in thickness, will be about one inch, with differential settlements on the order of one half-inch in a distance of 50 feet along a continuous footing with a uniform load. Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil or be surrounded by level, well -compacted fill. We recommend using the following ultimate values for the foundation's resistance to lateral loading: PARAMETER Coefficient of Friction Passive Earth Pressure ULTIMATE VALUE 0.40 300 pcf Where: pcf is Pounds per Cubic Foot, and Passive Earth Pressure is computed using the Equivalent Fluid Density. If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend maintaining a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above ultimate values. PIPE PILES Three- or 4 -inch -diameter pipe piles driven with a 650- or 800- or 1,100 -pound hydraulic jackhammer to the following final penetration rate's may be assigned the following compressive capacities. GEOTECH CONSULTANTS, INC. Jay Stark July 5, 2016 JN 16237 Page 6 INSIDE PILE DIAMETER 3 inches 4 inches FINAL DRIVING RATE (650 -pound hammer) 12 sec/inch 20 sec/inch FINAL DRIVING RATE (800 -pound hammer) 10 sec/inch 15 sec/inch FINAL DRIVING RATE (1,100 -pound hammer) 6 sec/inch 10 sec/inch ALLOWABLE COMPRESSIVE CAPACITY 6 tons 10 tons Note: The refusal criteria indicated in the above table are valid only for pipe piles that are installed using a hydraulic impact hammer carried on leads that allow the hammer to sit on the top of the pile during driving. If the piles are installed by alternative methods, such as a vibratory hammer or a hammer that is hard -mounted to the installation machine, numerous load tests to 200 percent of the design capacity would be necessary to substantiate the allowable pile load. The appropriate number of load tests would need to be determined at the time the contractor and installation method are chosen. As a minimum, Schedule 40 pipe should be used. Standard black, non -galvanized pipe is suitable for the project. Pile caps and grade beams should be used to transmit loads to the piles. Isolated pile caps should include a minimum of two piles to reduce the potential for eccentric loads being applied to the piles. Subsequent sections of pipe can be connected with slip or threaded couplers, or they can be welded together. If slip couplers are used, they should fit snugly into the pipe sections. This may require that shims be used or that beads of welding flux be applied to the outside of the coupler. Lateral loads due to wind or seismic forces may be resisted by passive earth pressure acting on the vertical, embedded portions of the foundation. For this condition, the foundation must be either poured directly against relatively level, undisturbed soil or be surrounded by level compacted fill. We recommend using a passive earth pressure 'of 300 pounds per cubic foot (pcf) for this resistance. If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. We recommend a safety factor of at least 1.5 for the foundation's resistance to lateral loading, when using the above ultimate passive value. If lateral resistance in addition to passive soil resistance is required, we recommend driving battered piles in the same direction as the applied lateral load. The lateral capacity of a battered pile is equal to one- half of the lateral component of the allowable compressive load. The allowable vertical capacity of battered piles does not need to be reduced if the piles are battered steeper than 1:5 (Horizontal:Vertical). If lateral resistance from fill placed against the foundations is required for this project, the structural engineer should indicate this requirement on the plans for the general and earthwork contractor's information. Compacted fill placed against the foundations can consist of imported soil that is tamped into place using the backhoe or is compacted using a jumping jack compactor. It is necessary for the fill to be compacted to a firm condition, but it does not need to reach even 90 percent relative compaction to develop the passive resistance recommended above. FOUNDATION AND RETAINING WALLS Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. GEOTECH CONSULTANTS, INC. Jay Stark July 5, 2016 JN 16237 Page 7 The following recommended parameters are for walls that restrain backfill: PARAMETER Active Earth Pressure * - level backfill VALUE 35 pcf Active Earth Pressure * - backfill sloped steeper than 3.5:1 (H:V) 50 pcf Passive Earth Pressure 300 pcf Coefficient of Friction 0.40 Soil Unit Weight 130 pcf Where: pcf is Pounds per Cubic Foot, and Active and Passive Earth Pressures are computed using the Equivalent Fluid Pressures. * For a restrained wall that cannot deflect at least 0.002 times its - height, a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent foundations will be exerted on the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. Where sloping backfill is desired behind the walls, we will need to be given the wall dimensions and the slope of the backfill in order to provide the appropriate design earth pressures. Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The values given above are to be used to design only permanent foundation and retaining walls that are to be backfilled, such as conventional walls constructed of reinforced concrete or masonry. It is not appropriate to use the above earth pressures and soil unit weight to back -calculate soil strength parameters for design of other types of retaining walls, such as soldier pile, reinforced earth, modular or soil nail walls. We can assist with design of these types of walls, if desired. The values for friction and passive resistance are ultimate values and do not include a safety factor. Restrained wall soil parameters should be utilized for a distance of 1.5 times the wall height from corners or bends in the walls. This is intended to reduce the amount of cracking that can occur where a wall is restrained by a corner. Wall Pressures Due to Seismic Forces The surcharge wall loads that could be imposed by the design earthquake can be modeled by adding a uniform lateral pressure to the above -recommended active pressure. The recommended surcharge pressure is 8H pounds per square foot (psf), where H is the design retention height of the wall. Using this increased pressure, the safety factor against sliding and overturning can be reduced to 1.2 for the seismic analysis. GEOTECH CONSULTANTS, INC. Jay Stark July 5, 2016 Retaining Wall Backfill and Waterproofing JN 16237 Page 8 Backfill placed behind retaining or foundation walls should be coarse, free -draining structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. A drainage composite similar to Miradrain 6000 should be placed against the backfilled retaining walls. The drainage composites should be hydraulically connected to the foundation drain system. Free -draining backfill or gravel should be used for the entire width of the backfill where seepage is encountered. For increased protection, drainage composites should be placed along cut slope faces, and the walls should be backfilled entirely with free -draining soil. The later section entitled Drainage Considerations should also be reviewed for recommendations related to subsurface drainage behind foundation and retaining walls. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the wall. Also, subsurface drainage systems are not intended to handle large volumes of water from surface runoff. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. Water percolating through pervious surfaces (pavers, gravel, permeable pavement, etc.) must also be prevented from flowing toward walls or into the backfill zone. The compacted subgrade below pervious surfaces and any associated drainage layer should therefore be sloped away. Alternatively, a membrane and subsurface collection system could be provided below a pervious surface. It is critical that the wall backfill be placed in lifts and be properly compacted, in order for the above -recommended design earth pressures to be appropriate. The wall design criteria assume that the backfill will be well -compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand -operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. The section entitled General Earthwork and Structural Fill contains additional recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. The above recommendations are not intended to waterproof below -grade walls, or to prevent the formation of mold, mildew or fungi in interior spaces. Over time, the performance of subsurface drainage systems can degrade, subsurface groundwater flow patterns can change, and utilities can break or develop leaks. Therefore, waterproofing should be provided where future seepage through the walls is not acceptable. This typically includes limiting cold joints and wall penetrations, and using bentonite panels or membranes on the outside of the walls. There are a variety of different waterproofing materials and systems, which should be installed by an experienced contractor familiar with the anticipated construction and subsurface conditions. Applying a thin coat of asphalt emulsion to the outside face of a wall is not considered waterproofing, and will only help to reduce moisture generated from water vapor or capillary action from seeping through the concrete. As with any project, adequate ventilation of basement and crawl space areas is important to prevent a build up of water vapor that is commonly transmitted through concrete walls from the surrounding soil, even when seepage is not present. This is appropriate even when waterproofing is applied to the outside of foundation and retaining walls. We recommend that you contact an experienced envelope consultant if detailed GEOTECH CONSULTANTS, INC. Jay Stark July 5, 2016 JN 16237 Page 9 recommendations or specifications related to waterproofing design; or minimizing the potential for infestations of mold and mildew are desired. The General, Slabs -On -Grade, and Drainage Considerations sections should be reviewed for additional recommendations related to the control of groundwater and excess water vapor for the anticipated construction. SLABS -ON -GRADE The building floors can be constructed as slabs -on -grade atop firm existing soil or on structural fill; it is possible that up to about 12 inches of structural fill will be needed on the eastern portion of the site where the looser and organic -laden fill soil exists. The subgrade soil must be in a firm, non - yielding condition at the time of slab construction or underslab fill placement. Any soft areas encountered should be excavated and replaced with select, imported structural fill. Even where the exposed soils appear dry, water vapor will tend to naturally migrate upward through the soil to the new constructed space above it. This can affect moisture -sensitive flooring, cause imperfections or damage to the slab, or simply allow excessive water vapor into the space above the slab. All interior slabs -on -grade should be underlain by a capillary break drainage layer consisting of a minimum 4 -inch thickness of clean gravel or crushed rock that has a fines content (percent passing the No. 200 sieve) of less than 3 percent and a sand content (percent passing the No. 4 sieve) of no more than 10 percent. Pea gravel or crushed rock are typically used for this layer. As noted by the American Concrete Institute (ACI) in the Guides for Concrete Floor and Slab Structures, proper moisture protection is desirable immediately below any on -grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or any moisture -sensitive equipment or products. ACI also notes that vapor retarders such as 6 -mil plastic sheeting have been used in the past, but are now recommending a minimum 10 -mil thickness for better durability and long term performance. A vapor retarder is defined as a material with a permeance of less than 0.3 perms, as determined by ASTM E 96. It is possible that concrete admixtures may meet this specification, although the manufacturers of the admixtures should be consulted. Where vapor retarders are used under slabs, their edges should overlap by at least 6 inches and be sealed with adhesive tape. The sheeting should extend to the foundation walls for maximum vapor protection. If no potential for vapor passage through the slab is desired, a vapor barrier should be used. A vapor barrier, as defined by ACI, is a product with a water transmission rate of 0.01 perms when tested in accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this requirement. In the recent past, ACI (Section 4.1.5) recommended that a minimum of 4 inches of well -graded compactable granular material, such as a 5/8 -inch -minus crushed rock pavement base, be placed over the vapor retarder or barrier for their protection, and as a "blotter" to aid in the curing of the concrete slab. Sand was not recommended by ACI for this purpose. However, the use of material over the vapor retarder is controversial as noted in current ACI literature because of the potential that the protection/blotter material can become wet between the time of its placement and the installation of the slab. If the material is wet prior to slab placement, which is always possible in the Puget Sound area, it could cause vapor transmission to occur up through the slab in the future, essentially destroying the purpose of the vapor barrier/retarder. Therefore, if there is a potential that the protection/blotter material will become wet before the slab is installed, ACI now recommends that no protection/blotter material be used. However, ACI then recommends that, GEOTECH CONSULTANTS, INC. Jay Stark July 5, 2016 JN 16237 Page 10 because there is a potential for slab curl due to the loss of the blotter material, joint spacing in the slab be reduced, a low shrinkage concrete mixture be used, and "other measures" (steel reinforcing, etc.) be used. ASTM E-1643-98 "Standard Practice for Installation of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs" generally agrees with the recent ACI literature. We recommend that the contractor, the project materials engineer, and the owner discuss these issues and review recent ACI literature and ASTM E-1643 for installation guidelines and guidance on the use of the protection/blotter material. The General, Permanent Foundation and Retaining Walls, and Drainage Considerations sections should be reviewed for additional recommendations related to the control of groundwater and excess water vapor for the anticipated construction. EXCAVATIONS AND SLOPES Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be made near property boundaries, or existing utilities and structures. Based upon Washington Administrative Code (WAC) 296, Part N, the soil at the subject site would generally be classified as Type B. Therefore, temporary cut slopes greater than 4 feet in height should not be excavated at an inclination steeper than 1:1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. The above -recommended temporary slope inclination is based on the conditions exposed in our explorations, and on what has been successful at other sites with similar soil conditions. It is possible that variations in soil and groundwater conditions will require modifications to the inclination at which temporary slopes can stand. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet weather. It is also important that surface runoff be directed away fromthe top of temporary slope cuts. Cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that sand and/or loose soil can cave suddenly and without warning. Excavation, foundation, and utility contractors should be made especially aware of this potential danger. These recommendations may need to be modified if the area near the potential cuts has been disturbed in the past by utility installation, or if settlement -sensitive utilities are located nearby. All permanent cuts into native soil should be inclined no steeper than 2.5:1 (H:V). Fill slopes should not be constructed with an inclination greater than 2.5:1 (H:V). To reduce the potential for shallow sloughing, fill must be compacted to the face of these slopes. This can be accomplished by overbuilding the compacted fill and then trimming it back_ to its final inclination. Adequate compaction of the slope face is important for long-term stability and is necessary to prevent excessive settlement of patios, slabs, foundations, or other improvements that may be placed near the edge of the slope. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. All permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve the stability of the surficial layerof soil. GEOTECH CONSULTANTS, INC. Jay Stark July 5, 2016 DRAINAGE CONSIDERATIONS JN 16237 Page 11 Footing drains should be used where: (1) Crawl spaces or basements will bebelow a structure; (2) A slab is below the outside grade; or, (3) The outside grade does not slope downward from a building. Drains should also be placed at the base of all earth -retaining walls. These drains should be surrounded by at least 6 inches of 1 -inch -minus, washed rock that is encircled with non -woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least 6 inches below the bottom of a slab floor or the level of a crawl space. The discharge pipe for subsurface drains should be sloped for flow to the outlet point. Roof and surface water drains must not discharge into the foundation drain system. A typical drain detail is attached to this report as Plate 5. For the best long-term performance, perforated PVC pipe is recommended for all subsurface drains. As a minimum, a vapor retarder, as defined in the Slabs -On -Grade section, should be provided in any crawl space area to limit the transmission of water vapor from the underlying soils. Crawl space grades are sometimes left near the elevation of the bottom of the footings. As a result, an outlet drain is recommended for all crawl spaces to prevent an accumulation of any water that may bypass the footing drains. Providing even a few inches of free draining gravel underneath the vapor retarder limits the potential for seepage to build up on top of the vapor retarder. Groundwater was observed during our field work. If seepage is encountered in an excavation, it should be drained from the site by directing it through drainage ditches, perforated pipe, or French drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to (a) building(s) should slope away at least 2 percent, except where the area is paved. Surface drains should be provided where necessary to prevent ponding of water behind foundation or retaining walls. A discussion of grading and drainage related to pervious surfaces near walls and structures is contained in the Foundation and Retaining Walls section. GENERAL EARTHWORK AND STRUCTURAL FILL All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non-structural areas, such as landscape beds. Structural fill is defined as any fill, including utility backfill, placed under, or close to, a building, behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. As discussed in the General section, the on-site soils are not suitable for reuse as structural fill, due to its high silt content. Fills placed on sloping ground should be keyed into the medium -dense native soils. This is typically accomplished by placing and compacting the structural fill on level benches that are cut into the GEOTECH CONSULTANTS, INC. Jay Stark July 5, 2016 JN 16237 Page 12 competent soils. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used; and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the need to remove the fill to achieve the required compaction. The following table presents recommended relative compactions for structural fill: LOCATION OF FILL PLACEMENT Beneath footings, slabs or walkwa s Filled slopes and behind retainin. walls Beneath pavements MINIMUM RELATIVE COMPACTION 95% 90% 95% for upper 12 inches of subgrade; 90% below that level Where: Minimum Relative Compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D 1557-91 (Modified Proctor). The General section should be reviewed for considerations related to the reuse of on-site soils. Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing the three -quarter -inch sieve. LIMITATIONS The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil and groundwater conditions encountered in the test pits are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking samples in test pits. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for alll projects. This report has been prepared for the exclusive use of Jay Stark and his representatives, for specific application to this project and site. Our conclusions and recommendations are professional opinions derived in accordance with our understanding of current local standards of practice, and within the scope of our services. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. Our services also do not include assessing or minimizing the potential for biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site development. GEOTECH CONSULTANTS, INC. Jay Stark July 5, 2016 ADDITIONAL SERVICES JN 16237 Page 13 In addition to, reviewing the final plans, Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. During the construction phase, we will provide geotechnical observation and testing services when requested by you or your representatives. Please be aware that we can only document site work we actually observe. It is still the responsibility of your contractor or on-site construction team to verify that our recommendations are being followed, whether we are present at the site or not. The following plates are attached to complete this report: Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plates 3 - 4 Test Pit Logs Plate 5 Typical Footing Drain Detail We appreciate the opportunity to be of service on this project. Please contact us if you have any questions, or if we can be of further assistance. ASM/DRW:mc Respectfully submitted, GEOTEC CONSULTANTS, INC. D. Robert Ward, P.E. Principal GEOTECH CONSULTANTS, INC. :Tukwila (Source: Microsoft MapPoint, 2013) VICINITY MAP 3949 South 130th Street Tukwilla, Washington S 130TH STI 04. .•;. • ! DROUGI4T IDLE =L7 NATIVE LANDSP1NG LDR (LOLVRISE DEVELOPMENT RESIDEN1AL, .,94:,50.00 N FOOTPRIIIT OF PR. s SED • 2 -STORY l'AIGLE-FAMILY R CONC. BLOCK GIRDER WALL Dl DROUGHT TO PrTIO 6 fs g 1 e I '1114 1 -.9 j 24' X 24' CON4AVERS V 6. 4 0 ••l• V 4 TP 2.. 11 8 e.c 85.19 _ - \ 0 l‘ *- 0 A \ RH 6 FRL()SETBACK —V—Erff ,/,,•1/2 LAS,. 4,,,MIKrAW • ; H.1.3.1•6,4 rani rm.: full in DUD 0 1 \ ! \ I i • \ i \ NT, NATIVE LtD.S4,PING \ C)c)d 411VP Legend: [2 Test Pit Location 0 OGHBOR' • • 0 TP -1 amilcenrree).- • /4-AIVA/' 'Sir, 7 w! - -.'„Aier.0117.44V4Ifffall 11111101111:1110,) • „ • .,.. . . Ave _ • . • • •••• SIDEMRD SETBA&\ • . •- • --'70',1k4NDSCAPE BUFFER \ 41.40• 0 - co 4 If 7 •- .TP -47 • . 1 •• • -1•••: C I io ea lco • North TREE STANDARDS .•. • , B�. 0 r I PAW{ TEN PLANTER00 I 4 BOL TEL • sth....1741 ....... N 89'54'24" E 85.00; *44 v• 0 0 \ •• S AVM 1VNIOLIVIN 3 SITE EXPLORATION PLAN 3949 South 130th Street Tukwilla, Washington Job No: 16237 Date: June 2016 No Scale Plate: 2 10 10 to eoeQ�r` ket,464\e JG� TEST PIT 1 Description FILL Dark -brown silty SAND with organics, metal and glass, fine to medium -grained, moist, loose (FILL) Rust -brown silty SAND with roots and gravel, fine to medium -grained, moist, loose to medium -dense Gray -brown slightly silty SAND, fine-grained, moist, medium -dense to dense * Test Pit terminated at 9 feet on June 13, 2016. * No groundwater seepage was observed during excavation. * No caving observed during excavation. e op Qe�r` \10 e� ��ap�eJSG� TEST PIT 2 Description FILL 1� 1 Brown silty SAND with plastic and gravel, fine-grained, dry to moist, loose (FILL) Red -brown silty SAND with roots, fine to medium -grained, moist, loose to medium -dense Gray mottled orange, sandy SILT with roots, slightly plastic, moist, stiff to very stiff SM SP 1:1:1?Ii Brown slightly silty SAND with gravel and occasional clean sand seams, fine-grained, moist, medium -dense to dense * Test Pit terminated at 9.5 feet on June 13, 2016. * No groundwater seepage was observed during excavation. * No caving observed during excavation. TEST PIT LOG 3949 South 130th Street Tukwilla, Washington Job 16237 Date: June 2016 Logged by: ASM Plate: 3 10 10 TEST PIT 3 Description FILL Brown silty, gravelly SAND, fine to medium -grained, dry to moist, dense (FILL) ML Blue -gray sandy SILT with organics, fine-grained, low plasticity, moist, medium -stiff -becomes dark -brown, soft, very moist -becomes light -brown mottled rust, wet 131 SM SP Brown slightly silty SAND with gravel, fine to medium -grained, very moist, medium -dense to dense * Test Pit terminated at 11 feet on June 13, 2016. * Perched groundwater seepage was observed at 7 feet during excavation. * No caving observed during excavation. op OeC` \AQ e .140. ,cp'3 7oS TEST PIT 4 Description FILL Brown gravelly, silty SAND, fine to medium -grained, dry to moist, dense (FILL) Dark -brown and rust -brown sandy SILT, non -plastic, fine-grained, moist, loose ML Brown gravelly, silty SAND with clean sandy zones, fine to coarse-grained, wet, loose to medium -dense Light -brown mottled rust, sandy SILT, non -plastic, fine-grained, moist, medium -dense Test Pit terminated at 9 feet on June 13, 2016. Slight perched groundwater seepage was observed at 5 feet during excavation. No caving observed during excavation. TEST PIT LOG 3949 South 130th Street Tukwilla, Washington Job I Date: Logged by: Plate: 16237 June 2016 ASM 4 Slope backfill away from foundation. Provide surface drains where necessary. Backfill (See text for requirements) Washed Rock (7/8" min. size) 4" min. Tightline Roof Drain (Do not connect to footing drain) Nonwoven Geotextile Filter Fabric •O00 °� •°DO °� •O0o °� •000 00 •000 °D •�DO . QO D•o O o o 0 0 0 oQ D�o .� 00 •� ° ° ° • p o ° ° o.00 . . ° a.ap a.a0 .' �•oG 4" Perforated Hard PVC Pipe (Invert at least 6 inches below slab or crawl space. Slope to drain to appropriate outfall. Place holes downward.) Vapor Retarder/Barrier and Capillary Break/Drainage Layer (Refer to Report text) NOTES: (1) In crawl spaces, provide an outlet drain to prevent buildup of water that bypasses the perimeter footing drains. (2) Refer to report text for additional drainage, waterproofing, and slab considerations. GEOTECH CONSULTANTS, INC. FOOTING DRAIN DETAIL 3949 South 130th Street Tukwilla, Washington Job No: 16237 Date: June 2016 Plate: 5 Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D17-0082 Grantor: Jay Stark, an individual Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along S. 130th Street and adjacent to 13001 40th Ave. South. Abbreviated Work Description: Work within the City Right -of -Way for driveway access, storm drainage, utilities, landscaping, 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 individual have caused this instrument to be executed this day of 41,4,— , 2017. STATE OF WASHINGTON) )ss. County of King ) Property Owner I certify that I know or have satisfactory evidence that Jay Stark is the person who appeared before me, and said individual acknowledged that they signed this instrument and acknowledged it to be their free and voluntary act for the uses and purposes mentioned in this instrument. ,,,‘•\‘‘"" 0.LE Rip G !!!o! F , Axs ®4 = ..ems c, 'Ail V®L\ i 0 .. � 9 „'2-09 so.. C9OF wp1/4 Name: V-At)(1,124e/ NOTARY PUBLIC, in and for the State of M vJ \t 4g Washington, residing at My commission expires: \o/M\1,0 DATED this GRANTEE: CITY of TUKWILA BY: Print Name: Its: day of Bob Giberson Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) 4(3 , 2017 On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 "�► Name: NOTARY PUBLIC, in and for the e� State of Washington, residing at t l 6-t My commission expires: C% (Gl 1(�' April 25, 2017. p City of Tukwila Department of Community Development JAY STARK PO BOX 80304 SEATTLE, WA 98108 RE: Correction Letter # 1 COMBOSFR Permit Application Number D17-0082 STARK RESIDENCE — 13001 40' Ave S Dear JAY STARK, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: LEE SIPE at 206-431-3656 if you have questions regarding these comments. • Please provide the following: 1) bedroom escape window detail @ master bedroom. 2) exhaust fan at master bath shower. 3) safety glazing next to both exterior doors. 4) Engineering for 17' high walls. 5) attic ventilation. 6) complete WSEC for 2015. 7) UFER ground details. PLANNING DEPARTMENT: Lindsay Brown at 206-433-7166 if you have questions regarding these comments. • The Supplemental Development Standards in the Tukwila Municipal Code regulate. exterior siding and roofing material, front door orientation, and roof pitch of single family homes. Please revise your plans to conform with TMC 18.50.050 (below), or submit a Type 2 Special Permission application to deviate from standards 5 and 6. The Municipal Code can be accessed here: http:llrecords. tuk wil awa,g;ovf W ebLin k 8/Electronichi le.aspx?doc i d =56618&&dbid=1 The fee for a Type 2 Special Permission is $644.70. 18.50.050 Single -Family Dwelling Design Standards: All new single-family dwellings, including accessory structures that require a building permit, must: 4. Have exterior siding that is residential in appearance including, but not limited to, wood clapboards, shingles or shakes, brick, conventional vinyl siding, fiber -cement siding, wood -composite panels, aluminum siding or similar materials. Materials such as smooth, ribbed, or corrugated metal or plastic panels are not acceptable. 5. Have the front door facing the front or second front yard, if the lot is at least 40 feet wide. 6. Have a roofing material that is residential in appearance including, but not limited to, wood shakes or shingles, standing seam metal, asphalt composition shingles or tile, with a minimum roof pitch of 5:12. 18.50.055 Single -Family Design Standard Exceptions A. The design standards required in TMC Section 18.50.050 (5) and (6) may be modified by the Community Development Director as a Type 2 Special Permission decision. 1. The criteria for approval of a roof pitch flatter than 5:12 are as follows: a. The proposed roof pitch is consistent with the style of the house (for example modern, southwestern); b. If a flat roof is proposed, the top of the parapet may not exceed 25 feet in height; c. If a sloped roof is proposed, it must have at least 24 -inch eaves; and d: The house exhibits a highdegree of design quality, including a mix of exterior materials, detailing, articulation, and modulation. 2. The criteria for approval of a house with a front door that faces the side or rear yard are as follows: a. The topography of the lot is such that pedestrian access is safer or more convenient from the side or rear yard; b. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 The house will be set bC,;��it least twice the minimum front yard setback; c -:"The entrance is oriented to take advantage of a site condition such as a significant view; or d. The entry feature is integral to a unique architectural design. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-433-7165. Sincerely, Rachelle Ripley Permit Technician File No. D17-0082 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206.431-3665 HERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0082 PROJECT NAME: STARK RESIDENCE SITE ADDRESS: 13001 40TH AVE S Original Plan Submittal DATE: 01/12/18 Revision # before Permit Issued Response to Correction Letter # X Revision # 1 after Permit Issued DEPARTMENTS: ibi-g I—c0-1e Building Division IN P cWorks Wo -is /14k 41 11,(0-18 Fire Prevention Planning Division l. -N 6 AiP 112-8 Structural ❑ Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 01/16/18 Structural Review Required REVIEWERcS INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 02/13/18 Approved X Approved with Conditions Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWERaS INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/I8/2013 .OEERM IT COORD COPY Q PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0082 DATE: 05/15/17 PROJECT NAME: STARK RESIDENCE SITE ADDRESS: 13001 40TH AVE S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: N PWO Building Division Public Works Fire Prevention Structural Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 05/16/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: 06/13/17 ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PLAN REIENOUTING SLIP PERMIT NUMBER: D17-0082 DATE: 04/07/17 PROJECT NAME: STARK RESIDENCE SITE ADDRESS: 39XX S 130TH ST X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: ISE Com i-1,tvt1 Building Divisio oI1 Public Works , n. t iot11 piv\ Avo 41111 Fire Prevention Planning Division Structural n Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 04/11/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05/09/17 Approved Corrections Required ❑ Approved with Conditions n Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: [Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire 0 Ping PW 0 Staff Initials: 12/18/2013 3 PROJECT NAME: t\L ��{Rkcz'' PERMIT NO: 1) (1 .°-00V--- SITE ADDRESS: 1 l 01 `�t' ",,' AIM/'1 ORIGINAL ISSUE DATE: n 17-111 REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revisi Received b'yf .� REVISION DATE RECEIVED NO. STAFF INITIALS ISSUED DATE STAFF INITIALS STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. >ATE RECEIVED _ STAFF INITIALS ISSUE DATE STAFF INITIALS Summary of Revision: • Received by: (please print) REVISION NO. !DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. I'ATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) 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: )?An \ 1 , 7,0 \--1 Plan ChecWPermit Number: Ion- 6 b ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # (i Revision # 1 ` after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: 1� kesae4kiL Project Address: \ 3 on \ 4b �. 81Y. 42) Contact Person: I i1(4.V1 Phone Number: (qd3 ) 12.\ Summary of Revision: e4Ziikr 4r Ac, ke.ts5 p\A\i„ vidw. RECEIVED CITY OF TUKWILA JAN 1 1 2018 PERMIT CENTER � � n Sheet Number(s): fl 2-.0 d, / "Cloud" or highlight all areas of revision includin Received at the City of Tukwila Permit Center by: [zi Entered in TRAKiT on W:\Permit Cente?Templates\Forms\Revision Submittal Form.doc Revised: August 2015 of Ten, J City of Tukwila Department of Community Development 6300 Southeenter 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: 1V' S '60 C Response to Incomplete Letter # Response to Correction Letter # — s Plan Check/Permit Number: Dl7-0082 U Revi, IOn # al LcI 16111/11 1,71 1.1. 11AGU ❑ Revision requested by a City Building Inspector or Plans Examiner • Deferred Submittal # Project Name: STARK RESIDENCE Project Address:13001 40TH AVE S Contact Person: 31✓' otn'e \G►'� Phone Number: P2-0 6 '121- \k24 Summary of Revision: V&,2S 1 v L C,vv. e.4.,A� c (� ►,+— 1.--ei cq-c-- RE-CEIVED =V OF TUKWr .A I MAY 1 5 2017 Sheet Number(s): PERMIT CENTER "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on CAttserslItachclleJtlUrsktup\Rcrisiiin Submittal Pont- 1'N6-1305.dr>c Revised: August 21115 Date: 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. Plan Check/Permit Number: ❑ Respon§e to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Project Address: Contact Person: -k4v 4y- coj/4400 1»/-60/_ Summary of Revision: Phone Number: 0 VP,,i142i o.ns) IA) ukAawcv� G r ( riewvv‘59cov\ Are,/ 01 Li 62 -60 3 3; A,U Cov,0✓65 Ave acQ 2-eA; rve-g',4 ,s q��'�`f' 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 W:V'ermit Center\Templates\Forms\Revision Submittal Form.doc Revised: August 2015 )L {RDISTR; DISTRICT 34605148th Suite 100 Seattle, WA 98168 Phone: (206) 242-3236 Fax(206) 242-1527 rzc, .vc . QSSz 26 2 CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commerdak $100.00 Certificate of Sewer Availability OR 0 Certificate of Sewer Non -Availability Part A: (To Be Completed By Applicant ) Purpose of Certificate: Building Permit ❑ Preliminary Plat or PUD ❑ Short Division ❑ Rezone ❑ Other Proposed Use: 0 Commercial ResidentialSingle Family ❑ Residential Multi -Family 0 Other Applicant's Name Phone Number IZetZZ- 011 Property Address Tax Lot Number Legal Description (Attach Map and legal Description if Necessary ); S130 L S� Aw GV (15/6 At4261s-A v l Part B: f To be Completed by Sewer Agency 11,3 a. A Sewer Service will be provided by side sewer connection only to an existing , size sewer feet from the site and the sewer system has the capacity to serve the proposed use. 19103-0000 5 OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) I I feet of sewer trunk or lateral to reach the site; and/or o (2) The construction of a collection system on the site and/or 0 (3) Other(describe) I , f�,6/ s�r Nei vivc1 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 0 b. The sewer system improvement will require a sewer comprehensive amendment. 3' O a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District. OR 0 a. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following; a. District Connection Charges due prior to connection: GFC: $ SFC: $ Unit $ (Subject to Change on January 1st) Permit $ Total $ RECEIVED CITY OF T IKWILA APR 0 7 2017 IMIT Either a King County/METRO Capacity Charge, SWSSD or Midway Sewer District Connections CENTER Charge may be due upon connection to sewers. b. Easements: c. Other 0 Required // / 1 0 May be Required I Con /Jec/! J.n._ C/. w� ytc' 71o. le;iv //?C� ��7 f d/ Goa mcctia t I hereby certify that the above sewer agency Information is true. This certification shall be valid for one year from the date of signature. BY I/27— Title Date ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -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 thedate 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 rgency the necessary permits, approvals and authorizations. in addition, the governmental agency may establish .equirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, Nhich may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Propertyshall 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. acknowledge that1 have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature Certifi=:ate of \iVate Availability n _ Q C Fater iDIs t:rict The following terms and conditions apply to the attached Certificate of Availability ("Certificate") 1. 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 otherw se. 2 The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and re on the In effect. Applicant's Signature District Representative Date Date 1-6, 0. R,QF Tt;�aCCEIyEILA 12—zI—I6 Agit p7 2017 PERMIT CENTER 41) 11- Oba-- C CITY Ia'F TUll Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-367o FAX (206) 431-3665 E-mail: tukplan@ ci.tukwila.wa.us 0 Permit Center/Building Division 206 431-3670 Public Works Department 206 433-0179 Planning Division 206 431-3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO: STATE OF WASHINGTON) ) ss. COUNTY OF KING ) , states as follows: [please print name] 1. 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 18.27.090 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 /) , 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 ight o herwise ha L under state law in any decision to engage an unregistered contractor to perform constr tion ork. Signed and sworn to before m� e this \ �— day of (�J1 ��t/t(7� r NOTARY PU IC in nd for/ he State of Washington Residing at , County 201 Name as commissioned: My commission expires: 18.27.040 Exemptions. The f- stration provisions of this 1. 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 46.70 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; 8. 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; 10. 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 chapter do not apply's by a registered contractor; i 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 I his or her own property for the purpose of selling, demolishing, or leasing the property; i 13. 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; 11. 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; 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 tlat`employs a certified journeyman electrician, a certifiedreside'ntial specialty electrician, or an electrical`trainee meeting the,‘ requirements of chapter-44t28RCW to perfori; plumbing work that is incidentally; directly, and immediately ° appropriate to the like -in-kind replacement `dfa household appliance or other small h�usehold utilization equipment that requires limited electrlcTowerand+limited waste and/or water connections: An.electrical trainee'r ust 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. GENERAL NOTES 1. ALL WORK SHALL CONFORM TO THE 2012 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY THE CITY OF TUKWILA AND ALL JURISDICTION RULES AND REGULATIONS. 2. VERIFY ALL DIMENSIONS, DATUMS, AND LEVELS PRIOR TO CONSTRUCTION. ALL DIMENSIONS ARE TO FACE OF STUD OR FACE OF CONCRETE, UNLESS OTHERWISE NOTED. CONSULT WITH THE ARCHITECT REGARDING ANY SUSPECTED"ERRORS,..OMISSIONS, OR CHANGES ON PLANS BEFORE PROCEEDING WITH THE WORK. 3. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIRED SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES, OR PROCEDURES REQUIRED TO PERFORM THE WORK. 4. TRADES REQUIRING HOLES IN STRUCTURAL MEMBERS SHALL CONTACT THE STRUCTURAL ENGINEER PRIOR TO CUTTING. 5. THESE DRAWINGS ARE THE EXCLUSIVE PROPERTY OF THE ARCHITECT AND MAY BE REPRODUCED ONLY WITH THE WRITTEN PERMISSION OF THE ARCHITECT. AUTHORIZED REPRODUCTIONS MUST BEAR THE NAME OF THE ARCHITECT. 6. GLAZING IN LOCATIONS SUBJECT TO HUMAN IMPACT SUCH AS PANES IN DOORS, GLAZING WITHIN A 24" ARC OF A DOOR OPENING, GLAZING CLOSER THAN 18" TO A FLOOR (AND IS OVER 9 S.F. PER GLASS PANEL) SHALL BE TEMPERED OR LAMINATED SAFETY GLASS PER IRC R308. 7. PROVIDE FIRE BLOCKS AND DRAFT STOPS PER IRC R602.8. 8. EVERY SLEEPING ROOM SHALL HAVE AT LEAST ONE OPERABLE WINDOW WITH A NET CLEAR OPENING OF 5.7 S.F. THE OPENABLE HEIGHT SHALL BE MINIMUM 24" AND THE WIDTH MINIMUM 20" WITH A FINISHED SILL HEIGHT NOT MORE THAN 44" ABOVE THE FLOOR PER IRC R310.1. 9. BATHROOMS, UTILITY ROOMS, LAUNDRY ROOMS, AND SIMILAR ROOMS SHALL BE MECHANICALLY VENTED DIRECTLY TO THE OUTSIDE WITH A SYSTEM CAPABLE OF PROVIDING FIVE AIR CHANGES PER HOUR. ALL DUCTS SHALL BE SMOOTH, RIGID, GALVANIZED STEEL OR ALUMINUM. POINT OF DISCHARGE AT EXTERIOR SHALL BE AT LEAST 3'-0" FROM ANY OPENING. 10. CLOTHES DRYERS AND KITCHEN RANGES SHALL EXHAUST DIRECTLY TO THE OUTSIDE. VENTS SHALL BE SMOOTH, NONCOMBUSTIBLE, NONABSORBENT, AND EQUIPPED WITH BACK DRAFT DAMPERS. LOCATION OF EXTERIOR WALL PENETRATIONS SHALL BE APPROVED BY ARCHITECT OR OWNER. 11. ALL EXTERIOR SHEET METAL SHALL BE FACTORY PRIMED GALVANIZED AND FIELD PAINTED. SEE ARCHITECT FOR COLORS. 12. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. 13. ALL TUBS AND SHOWERS SHALL HAVE CONCRETE BACKER BOARD BEHIND TUB AND SHOWER SURROUNDS FROM FLOOR TO CEILING. 14. SHOWER &:TUB/SHOWER SURROUND FINISH TO 70" ABV. DRAIN INLET, TYP. PER IRC P2708.1. 15. LIMIT SHOWER FLOW PER CODE. 16. PROVIDE DISHWASHERS WITH AN ATMOSPHERIC AIR GAP MOUNTED ABOVE FLOOD LEVEL RIM OF SINK. 18. OPERABLE WINDOWS SHALL HAVE INTERIOR LATCHING DEVICES MAX. 54" A.F.F. 19. ALL LIGHTING AND VENTILATION SWITCHES AND CONVENIENCE OUTLETS SHALL BE LOCATED NOT LESS THAN 15" AND NOT MORE THAN 48" ABOVE THE FINISH FLOOR. MANUAL FIRE ALARM DEVICES AND THERMOSTATS SHALL NOT BE MORE THAN 54" ABOVE THE FINISH FLOOR. 8'-8" 6'•0" 11'-7" 45'-4" 5'-2 1/2" 4'-1 1/2" 2'-9" 7'-0" LINE OF ATTIC BAY ABOVE OUTDOOR AIR IN TO PROVIDE NOT OF NET FREE ARE HABITABLE ROO ET PER M1507.3.4. LESS THAN 4 SQU RE INCHES OF OPENING FOR EACH (TYP.). 4" THCK. CONC. PAD PLANNING APPROVED • No changes can be madeto these plans without approval from the Planning Division of DCD Approved By: ) - iirow v\ Date: 1 "- -�.-\ 1g '1//.O/////////////////////////%�////moi%////l0'// CLOSE 75 CFM WHOLE HOUSE FAN (CONTINOUSLY OPERATED) PER TABLE M1508.2 STUDY SAFETY. GLAZING: e CONCRETE W/ SEALER ROD & SHELF FRPL. GAS NDRAIL A NOSI 5.6 6' " / STER 6 RM. ICRETE W/ SEALE _—_ W/ SAFETY GLAZINNG AT LOWER PANEL MNG CONCRETE W SEALER • C NCRETE W/ SELER W/ SAFETY GLAZINNG AT LOWER PANEL PEN TO ABOVE OKE DETECTOR R R314.3 (TYP.) / O / CARBON MONOXIDE ALARM PER IRC R315 (TYP.) s MIN r4, zr IU:11/®U■I■R1110 0 1111$111111111111111111 nralliill 111111 n i111111111151ll11*P!REMPRIII 1•�•1r `IIVILfi11111111111i�iLL3611MiSlli.1 u�muu 1111•11111111,1111111111PIER ■,/ sumha mum� emi>•__ e-- �..� II/ - • 5' ODU g Iuuu i III STACK D 11111/ 111111=1111"11111 �I WASH D ■impeli��.roriii.riioiiiiiioa.v 4 W/ SAFETY GLAZINNG REVISIONS No changes shall be made to the scope of work without prior approval of `-u!crii'a Building Division. NOTE: I 3 visions will require a new plan submittal and may include additional plan review fees. SEPARATE PERMIT REQUIRED FOR: 13Mechanical lectricai f Iumbing C1 Gas Piping City of Tukwila E31R.DING DIVISION FILE COPY Permit No. DO Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize AT LOWER PANEL the violation of any adopted c•• e or ordinance. Receipt f approved Field itions is acknowledged: C 0 SAFETY GLAZING CK. CONC. PAD 4'-11 1/2" 5'-3 1/2" Main Floor Plan Scale: 1/4" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED JAN 2 4 2010 City of Tukwila Lfr�ClS/ <"" City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JAN 1 1 2018 PERMIT CENTER REVISION NO,L LU 11 F— U LU F— U/ {1 M ri a) U, 113 CO E� = ao 05 Lfl c- c) a) Ll 'L t-'im N 6927 REGISTERED ARCHITECT Jerektif Rene JEREMY RENE State of Washington 4-0 cx) Lit) cle) • wimau, Le) qs) 0 Co E co Q $43 `I-4- .g.4imisloftaft g� I n = Le) REVISIONS JAN. 11, 2018 / 1 PERMIT REVISION DATE : MARCH 31, 2017 PHASE : PERMIT SUBMITTAL DESCRIPTION: MAIN FLOOR PLAN A2 Oa 45'-4" 5'-0" 9'-8" 30'-8" 0 N 3'-6" 7. 3'-0" x 6'-8" XT. SWING O D.. B CENTER LINE 5'-0" CD ATTIC o UNFINISHED ROOF ACCESS LADDER D . 7' RI ERE MA .& ELEC.- \ PANEL /74,7 if ii/.../.lriilii ii..i,.i/i6!////..ii/iiif..i is " TR EAC S P R R311 5.3.2 N 1 1/2" DIA. HANDRAIL AT 36" ABV. STAIR NOSINGN PER IRC R311.5.6 N N N SPRINKLER RISER jINSTANT HOT WATER TANK UTI LITYN o UNFINISHED 3'-0" x 6'-8" SWING DR. FURN. i ////////7 N / / N MIN. 36" HT. GUARDRAIL PER SRC R312.1.2, / N MAX. OPENING SHALL NOT ALLOW A 4" DIA./ SPHERE TO PASS THROUGH PER IRC R32.1.3 / / / / / 7 / i / N / / N / / OPEN TO BELOW N N N N N >6/ / N / N ir 0 N i \ ///a Yi///ar//r/,,,,rrr✓„/„/,,,,//r,/i,/,,,/,;,/ri,/,„/////% 9'-8" 6'-2" 20'-10" 24'-6" Scale: 1/4" = 1'-0" 01 A6.1 0 EVStOM' 0.; REVIEWED FOR CODE COMPLIANCE APPROVED JAN 2 4: 2010 City of Tukwila BUILDitiaronsiiaLo RECEIVED CITY OF TUKWILA JAN 1 1 2018 PERMIT CENTER bii 0082 W �� _ „t.n- E 00 W )W 6927 721-7581 FAX REGISTERED ARCHITECT ViJei-en/ty Rage JEREMY"RENE State of Washington ■ Lin ■ 00 ■ 0 Pizt• w arionexamm -• U..""NI ■ — ■ O REVISIONS JAN. 11, 2018 /1 PERMIT REVISION DATE : MARCH 31, 2017 PHASE : PERMIT SUBMITTAL DESCRIPTION: UPPER FLOOR PLAN A2.0b —fl —fl — LDR (LOWRISE DEVELOPMENT RESIDEN—IAL) fl fl 7VNIE»JVI'V 3 jibAir "�%/!'------- / ii i�i� /fir•. %/.������/��. Site Plan N 90°00'00" W 85.00' NORTH Scale: 1/8" = i'-0" cid Y 11 Q Q 4 cD 4 BUILDING CODE CODE & BUILDING REQUIREMENTS: INTERNATIONAL RESIDENTIAL CODE, 2015 ed. W/ CITY OF TUKWILA AMENDMENTS CHAPTER 3; USE AND OCCUPANCY R-3: RESIDENTIAL CHAPTER 5; BUILDING HEIGHTS AND AREAS 3 STORIES AND UNLIMITED SQ. FT. ALLOWED CHAPTER 6; TYPES OF CONSTRUCTION TYPE V, B CHAPTER 10; MEANS OF EGRESS SEC. 1018.2, ONE EXIT REQUIRED ZONING REQUIREMENTS LOT AREA; 7,355 SQ. FT. (.17 ACRES) ZONING CLASSIFICATION; NEIGHBORHOOD COMMERCIAL CENTER (NCC) ENERGY NOTES MAIN FLOOR AREA 1759 SQ. FT. TOTAL HEATED FLOOR AREA GLAZING AREA PROPOSED GLAZING PERCENTAGE OF FLOOR AREA 2015 WASHINGTON STATE ENERGY CODE R -VALUE 1759 SQ. FT. 355.15 SQ. FT. 20.1% FENESTRATION (U -FACTOR) SKYLIGHT (U -FACTOR) GLAZED FENESTRATION (SHGC) CEILING WOOD FRAMED WALL MASS WALL FLOOR BELOW GRADE WALL SLAB ON GRADE N/A N/A N/A 49 21 INT 21/21 ,39' 38 10/15/21 INT + TB 10, 2' PERIMETER AND ENTIRE SLAB U -FACTOR 121 0.28 0.50 N/A 0.026 0.056 0.056 25 0.022 0.042 N/A R404.1 LIGHTING EQUIPMENT (MANDATORY) A MINIMUM OF 75 PERCENT OF PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE HIGH -EFFICACY LAMPS. TABLE 406.2 (DWELLINGS GREATER THAN 1500 SQ. FT. AND LESS THAN 5,000 SQ. FT., 3.5 CREDITS REQUIRED) OPTION la EFFICIENT BUILDING ENVELOPE 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 OPTION 2a AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 0.5 CREDITS 0.5 CREDITS COMPLIANCE BASED ON R402.1; REDUCE TESTED AIR LEAKAGE TO 3.0 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 SYSTEM USING A FURNACE INCLUDING AN ECM MOTOR ARE ALLOWED, PROVIDED THEY ARE CONTROLLED TO OPERATE AT LOW SPEED IN VENTILATION ONLY MODE. TO QUALIFY TO CLAIM THIS CREDIT, THE BUILDING PERMIT DRAWINGS SHALL SPECIFY THE OPTION BEING SELECTED AND SHALL SPECIFY THE MAXIMUM TESTED BUILDING AIR LEAKAGE AND SHALL SHOW THE HEAT RECOVERY VENTILATION SYSTEM OPTION 3a HIGH EFFICIENCY HVAC EQUIPMENT 1.0 CREDITS GAS, PROPANE, OR OIL -FIRED FURNACE WITH MINIMUM AFUE OF 94% OR GAS, PROPANE, OR OIL -FIRED BOILER WITH MINIMUM AFUE OF 92% PROJECTS MAY ONLY INCLUDE CREDIT FROM ONE SPACE HEATING OPTION 3a, 3b, 3c, OR 3d. WHEN HOUSING UNITS HAS TWO PIECES OF EQUIPMENT (I.E. TWO FURNACES) BOTH MUST MEET THE STANDARD TO RECEIVE CREDIT. OPTION 5c EFFICIENT WATER HEATING 1.5 CREDITS WATER HEATING SYSTEM SHALL INCLUDE ONE OF THE FOLLOWING: GAS, PROPANE OR OIL WATER HEATER WITH A MINIMUM EF OF .74 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. TOTAL Plan r3,,t7: cows act toFperrors and oiicn ions. Approval o? CL'i :1-.::.. `..:yn C:1; c.LtiiConts does not authorize the violation any €=doptcode or ordinance. Roccipt of approved E., d opy condiions is ackncwiedd: By: Date: City of Tukwila BUILDING DIVISION SITE ADDRESS 129XX SOUTH 130TH STR. TUKWILA, WA. 98168 OWNER JAY AND DIXIE STARK 1412 SOUTH HENDERSON STR. BURIEN, WA. 98108 Contact: JAY STARK (206) 725-2767 TAX ASSESSOR'S NO. 192080-0005 LEGAL DESCRIPTION LOT 1 AND 2 IN BLOCK A OF DAVIS REPLAT OF TRACT 54 OF RIVERSIDE INTERURBAN TRACTS VICINITY MAP Battle Taco' anal CONSULTANTS Architect rene/ARCHITECTURE 13505 AMBAUM BLVD. S.W. #101 BURIEN, WA. 98146 Contact: JEREMY RENE (206) 721-1424 Structural Engineer BURT ENGINEERING 18530 MERIDIAN AVE NORTH SHORELINE, WA. 98133 Contact: CORNELL BURT (425) 779-6856 DRAWING INDEX A1.0 SITE PLAN, BULDING & ZONING CODE, GENERAL INFO, & WALL DETAILS A2.0 A2.1 MAIN FLOOR PLAN ROOF PLAN A5.0 EXTERIOR ELEVATIONS A5.1 EXTERIOR ELEVATIONS A6.0 A6.1 BUILDING SECTIONS BUILDING SECTIONS LSEPARATE PERMIT REQUIRED FOR: 0 Mechanical Ceilectrical 0 Plumbing 0 Gas Piping City of Tukwila By+1i_i)ING DIVISION 6927 Ln co E: (a E Q, u-) O i0• co, L r) 77 - or) = N N ,-1 m 721-7581 Fax REGISTERED ARCHITECT 7e/enly Rene JEREMY RENE State of Washington 44) ■ 443 L/1 O LC)• ® o Cr) 00 1 = O esanftia" re [V = r --- VISIONS REVIEWED FO AY 12, 2017 CODE COIAPLIA C-� APPROVED • TY COMMENTS MAY 18 2017 RM, E : MARCH 31, 2017 PHASE : PERMIT SUBMITTAL 13.5 CREDITS I DESCRIPTION: GENERAL INFO. REVISIONS No changes shall he made to the scope of work withcut prior approval of Tukwila Building Division. NOTE: F?:_,,vs ;- ‘viil require a new plan submittal end may it c ude adnlonal Wan review fees 1.0 GENERAL NOTES 1. ALL WORK SHALL CONFORM TO THE 2012 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY THE CITY OF TUKWILA AND ALL JURISDICTION RULES AND REGULATIONS. 2. VERIFY ALL DIMENSIONS, DATUMS, AND LEVELS PRIOR TO CONSTRUCTION. ALL DIMENSIONS ARE TO FACE OF STUD OR FACE OF CONCRETE, UNLESS OTHERWISE NOTED. CONSULT WITH THE ARCHITECT REGARDING ANY SUSPECTED ERRORS, OMISSIONS, OR CHANGES ON PLANS BEFORE PROCEEDING WITH THE WORK. 3. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIRED SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES, OR PROCEDURES REQUIRED TO PERFORM THE WORK. 4. TRADES REQUIRING HOLES IN STRUCTURAL MEMBERS SHALL CONTACT THE STRUCTURAL ENGINEER PRIOR TO CUTTING. 5. THESE DRAWINGS ARE THE EXCLUSIVE PROPERTY OF THE ARCHITECT AND MAY BE REPRODUCED ONLY WITH THE WRITTEN PERMISSION OF THE ARCHITECT. AUTHORIZED REPRODUCTIONS MUST BEAR THE NAME OF THE ARCHITECT. 6. GLAZING IN LOCATIONS SUBJECT TO HUMAN IMPACT SUCH AS PANES IN DOORS, GLAZING WITHIN A 24" ARC OF A DOOR OPENING, GLAZING CLOSER THAN 18" TO A FLOOR (AND IS OVER 9 S.F. PER GLASS PANEL) SHALL BE TEMPERED OR LAMINATED SAFETY GLASS PER IRC R308. 7. PROVIDE FIRE BLOCKS AND DRAFT STOPS PER IRC R602.8. 8. EVERY SLEEPING ROOM SHALL HAVE AT LEAST ONE OPERABLE WINDOW WITH A NET CLEAR OPENING OF 5.7 S.F. THE OPENABLE HEIGHT SHALL BE MINIMUM 24" AND THE WIDTH MINIMUM 20" WITH A FINISHED SILL HEIGHT NOT MORE THAN 44" ABOVE THE FLOOR PER IRC R310.1. 9. BATHROOMS, UTILITY ROOMS, LAUNDRY ROOMS, AND SIMILAR ROOMS SHALL BE MECHANICALLY VENTED DIRECTLY TO THE OUTSIDE WITH A SYSTEM CAPABLE OF PROVIDING FIVE AIR CHANGES PER HOUR. ALL DUCTS SHALL BE SMOOTH, RIGID, GALVANIZED STEEL OR ALUMINUM. POINT OF DISCHARGE AT EXTERIOR SHALL BE AT LEAST 3'-0" FROM ANY OPENING. 10. CLOTHES DRYERS AND KITCHEN RANGES SHALL EXHAUST DIRECTLY TO THE OUTSIDE. VENTS SHALL BE SMOOTH, NONCOMBUSTIBLE, NONABSORBENT, AND EQUIPPED WITH BACK DRAFT DAMPERS. LOCATION OF EXTERIOR WALL PENETRATIONS SHALL BE APPROVED BY ARCHITECT OR OWNER. 11. ALL EXTERIOR SHEET METAL SHALL BE FACTORY PRIMED GALVANIZED AND FIELD PAINTED. SEE ARCHITECT FOR COLORS. 12. ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED. 13. ALL TUBS AND SHOWERS SHALL HAVE CONCRETE BACKER BOARD BEHIND TUB AND SHOWER SURROUNDS FROM FLOOR TO CEILING. 14. SHOWER & TUB/SHOWER SURROUND FINISH TO 70" ABV. DRAIN INLET, TYP. PER IRC P2708.1. 15. LIMIT SHOWER FLOW PER CODE. 16. PROVIDE DISHWASHERS WITH AN ATMOSPHERIC AIR GAP MOUNTED ABOVE FLOOD LEVEL RIM OF SINK. 18. OPERABLE WINDOWS SHALL HAVE INTERIOR LATCHING DEVICES MAX. 54" A.F.F. 19. ALL LIGHTING AND VENTILATION SWITCHES AND CONVENIENCE OUTLETS SHALL BE LOCATED NOT LESS THAN 15" AND NOT MORE THAN 48" ABOVE THE FINISH FLOOR. MANUAL FIRE ALARM DEVICES AND THERMOSTATS SHALL NOT BE MORE THAN 54" ABOVE THE FINISH FLOOR. 8'-8" 6'-O" 11'-7" 45'-4" UNE OF ATTIC BAY ABOVE 5'-2 1/2" 4'-11/2" 2'-9" / / OUTDOOR AIR INLET PER M1507.3.4.4 TO PROVIDE NOT LESS THAN 4 SQUARE INCHES OF NET FREE ARE\ OF OPENING FOR EACH HABITABLE ROW'. (TYP.) 7'-O" 4" THCK. CONC. PAD ////////////////////////////////i-9%//////AY' ///////////////////////////////r r//////////////////%%/////////////////////////////////. .r c l I %tI j 2 0 CLOSET 1 3" C,�CCESS CLOSET • 75 CFM WHOLE HOUSE FAN (CONTINOUSLY OPERATED) PER TABLE M1508.2 STUDY o CONCRETE W/ SEALER FRPL. GAS OPEN TO ABOVE dl6'-" 3TER8 JCRETE i WI SEALE R . W/ SAFETY GLAZINNG AT LOWER PANEL 13'-10 1/2" MNG • CONCRETE W/ SEALER DININCr • CONCRETE W/ SEALER W/ SAFETY GLAZINNG AT LOWER PANEL SP'OKE DETECTOR PER R314.3 (TYP.) CARBON MONOXIDE ALARM PER IRC R315 (TYP.) W/ SAFETY GLAZINNG AT LOWER PANEL 0 • CON CR: 1.1 H' " X 5'-0" SLIDE -IN TUB P i , • ' 5'-0" X 2'-2" o STACK ► / SAFETY GLAZING �■■ER / ,41 � �1�� CK. CONC. PAD 4'-11 1/2" 5'-3 1/2" 20.10" Main Floor Plan Scale: 1/4" = 1'-0" 6927 N ,--1 . 1 N O 721-7581 Fax O N REGISTERED ARCHITECT (7ei-en§f Rene JEREMY RENE State of Washington ■ 441) ,J M 00 r Liesimm a...� 1 = LiretO Iftlitosamai (XS� e ® (\J C:16 aJ 00 REVISIONS MAY 12, 2017 REVIEWED FOR CITY COMMENTS CODE COMPLIANCE APPROVED MAY 182017 1 City of Tukwila D' TE : MARCH 31, 2017 BUILDING DIVISIONTASE : PERMIT SUBMITTAL RECEIVED CITY OF TUKWILA MAY 15 2017 PERMIT CENTER br7ooe2 DESCRIPTION: MAIN FLOOR PLAN A2.0 WINDOW/EXTERIOR DOOR SCHEDULE KOLBE; CLASSIC WINDOW PRODUCTS LABEL QTY. TYPE WIDTH HEIGHT * MIN. U—VALUE NOTES 1 A 3 PICTURE 6'-0" 7'-3 1/2" U=0.28 NFCR CERTIFIED, STOREFRO e - SIMILAR (SEE SHT. A5.0 & A5.1) B 3 PICTURE 6'-0" 7'-3 1/2" U=0.28 NFCR CERTIFIED, ST..' -*NT OR SI LAR (SEE SHT. A5.0 & A5.1) C 3 P - -. - 1'-6" 5'-0" U=0.28 NFCR CERTIFIED, S F i GLAZING 7-0" D 2 PICTURE 6'-0" 3'-6" U=0.28 NFCR CERTIFI E CASEMENT 2'-4" 5'-0" U=0.28 NFCR CER IED, EGRESS A F 1 PICTURE 6'-0" 3'-0" U=0.28 NFCR CER IED 9 SWING 3'-0" 7'-0" --- U=0.20 1 A GENERAL WINDOW NOTES 1. ALL OPERABLE WINDOWS TO HAVE INSECT SCREENS. 2. ALL WINDOWS DOUBLE GLAZED UNLESS NOTED OTHERWISE. 3. WINDOW SIZES ARE NOMINAL WIDTH X HEIGHT. (VERIFY R.O. DIMS. W/ MFR.) 4. GLAZING IN LOCATIONS SUBJECT TO HUMAN IMPACT SUCH AS PANES IN DOORS, GLAZING WITHIN A 24" ARC OF A DOOR OPENING, GLAZING CLOSER THAN 18" TO A FLOOR (AND IS OVER 9 S.F. PER GLASS PANEL) SHALL BE TEMPERED OR LAMINATED SAFETY GLASS PER SRC R308.4. 5. EVERY SLEEPING ROOM SHALL HAVE AT LEAST ONE OPERABLE WINDOW WITH A NET CLEAR OPENING OF 5.7 S.F. THE OPENABLE HEIGHT SHALL BE MINIMUM 24" AND THE WIDTH MINIMUM 20" WITH A FINISHED SILL HEIGHT NOT MORE THAN 44" ABOVE THE FLOOR PER SRC R310. GENERAL DOOR NOTES 1. ALL DOOR THRESHOLDS TO BE 1/2" IN HEIGHT MAX. 2. ALL EXTERIOR DOORS AND DOORS TO UNCONDITIONED AREAS SHALL BE WEATHER STRIPPED. 3. ALL GLAZING IN DOORS SHALL BE TEMPERED AND CLEAR. DOOR SCHEDULE NO. TYPE WIDTH HEIGHT FIRE RATING MIN. U—VALUE NOTES 1 SWING 2'-6" 7'-0" --- --- LEVER HARDWARE 2 SWING 3'-0" 7'-0" --- --- LEVER HARDWARE 3 BARN—DOOR 3'-0" 7'-0" --- --- 4 BI—PASS 6'-0" 7-0" --- --- 7 SLIDING (2) 3'-0" 7'-0" --- U=0.20 GLASS 9 SWING 3'-0" 7'-0" --- U=0.20 LEVER HARDWARE * GLAZED AREA LIMITED TO 100 SQ. IN., RATED AND LABELED GENERAL DOOR NOTES 1. ALL DOOR THRESHOLDS TO BE 1/2" IN HEIGHT MAX. 2. ALL EXTERIOR DOORS AND DOORS TO UNCONDITIONED AREAS SHALL BE WEATHER STRIPPED. 3. ALL GLAZING IN DOORS SHALL BE TEMPERED AND CLEAR. 5. UNDERCUT DOORS # 7-12 MIN. 1/2" A.F.F. TO ENSURE FRESH AIR FLOW BETWEEN HABITABLE ROOMS. 45'-4" 5'-0" 9'-8" 30'-8" 3'-6" FLASHING PER S.M.A C.N.A. F- 1 SCUPPE W/ DOW SPOUT TIGHTLI ED TO S • RM DRAIN BUILT-UP CRICKET ROOF ACCESS LADDER L -1 L I I II II II II II • WATERPROOF MEMBRANE 0 CENTER LINE 5'-0" 9'-8, 30'-8" Roof Plan SLOPE 1/4" PER LINEAL FOOT REVIEWED FOR CODE COMPLIANCE APPROVED MAY 18 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA MAY 15 2017 PERMIT CENTER 11 F— F— Er — FEr a) a) L 6927 a. N N ti 1.0 O N 721-7581 FAX O vs....7 REGISTERED ARCHITECT Jeieirt Rene JEREMY ENE State of Washington tuts 0 rts ton 00 a 4J Ern 0O s 1 � rO^ w ® V l IZT) N ii:71,8) REVISIONS MAY 12, 2017 /1 CITY COMMENTS DATE : MARCH 31, 2017 PHASE : PERMIT SUBMITTAL DESCRIPTION: ROOF PLAN A2.1 PROPERTY UNE 70.0' 68.0' 66.0' 0' LANDSCAPE BUFFER 6' BUILDING SETBACK PROPERTY LINE 64.0' ij�' 62.0' 60.0' 58.0' 56.0' Inn we Mr res au atra-na mai lea Os 0 gria Ise as emie sim_ieb jam' PROPOSED GRADE ®� ® d CONC. BLOCK ,, RETAINING WALL attissr- RETAINING WALLS / ROCKERIES Building permit required when: wall height exceeds 4 feet from bottom of footing, retains a surcharge horizontally within 4 feet of the wall, the site contains or is adjacent to a sensitive area including steep slopes, as defined in TMC 18.45. Design by a Washington licensed professional engineer shall be required for followinq walls over 4 feet with a surcharge: Concrete retaining wall, Modular block or masonry wall and Stone/rockery walls (Geotechnical report may be required). Permit must include plan for erosion prevention and permanent stabilization of disturbed soil. (Contact Public Works Department) Planning Department has additional requirements: a) Exposed wall is greater than 3' high. b) Wall will be located on the property line or on adjacent property. (See TMC 18.06.800) EXISTING GRA /./7 //1 //// ././/////// // South Elevation PROPERTY LINE I— PLATE HEIGHT 1- w ATTIC FLOOR_ PLATE HEIGHT, H W 0 V 6927 REGISTERED ARCHITECT JEREM �ep-e�rly Rene RENE State of Washington ■ 43) ■ ton L 4J O r.""■ ECY) 00 I. C31 Latifts ftexamaft, V lcrs (4 ® a Csol N REVISIONS MAIN FLOOD_ West Elevation Scale: 3/16" = 1'-0" VIEWED FOR E COMPLIANC APPROVED MAY 18 2017 RECEIVED CITY OF TUKWILA APR 0 7 2017 PERMIT CENTER DATE : MARCH 31, 2017 HASE : PERMIT SUBMITTAL DESCRIPTION: EXTERIOR ELEVATIONS A5.0 H w LL Ltw 1" X 6" CEDAR RAIN SCREEN U 41101/1/111111101 HIGH -RIB METAL SIDING (COLOR PER OWNER) PROPERTY 4 X 8' HARDIPANELS //'//,' �iiiiiiiiiiiiiiiiiiiiiiiiiii fExZsflNGGRADE ® ,mom .n o ®®r / A ® ® ® ® m imiu 1/ ��` _... PROPOSED GRADE 0, 1 //,/, _ CONC. BLOCK //%�,:1���.I/� tIll 1 old 1 rr% NA nicziL wipmgriir-r-sinEllailillilli /-..°° V Z. ZZAK/A /v . el, v./ ; %% �a RETAINING -WALL/ Ar /11.41' OS Fr7 7 ' r :r, PROPERTY UNE North Elevation Scale: 3/16" = 1'-0" 4' X 8' HARDIPANELS H H -RIB METAL IDING (COLOR PER NER) 70.0' 68.0' 66.0' 64.0' 62.0' 60.0' H PROPERTY W Ch D W a) 6927 REGISTERED ARCHITECT 77e-aktty Rene JEREMY' RENE State of Washington 443 ■ ton 17: _..._■oftleoui r -- EM 00 tom- ■ 1 O ,� ru N r— REVISIONS MAIN FLOOR East Elevation IVED CITY OF TUKWILA APR 0 7 2017 PERMIT CENTER E : MARCH 31, 2017 ASE : PERMIT SUBMITTAL DESCRIPTION: EXTERIOR ELEVATIONS Scale: 1/8" = 1'-0" p "_ 00 STOP OF PARAPET Co TOP OF PLATE FINISHED FLOOR TOP OF PLATE FINISHED FLOOR M :' ' NE ROOFING PER MFGR'S SP SHEATHING PER STRUCTURAL ROOF JOISTS PER STRUCTURAL R-49 RIGID OR SPRAYED INSULATION PLYWOOD SHEATHING PER OWNER FLOOR ASSEMBLY SUB -FLOOR PER STRUCTURAL FLOOR JOIST PER STRUCTURAL 1/2" THCK. G.W.B. WALL ASSEMBLY HARDI-PANEL SIDING 15# BLDG. PAPER OR EQUAL SHEATHING PER STRUCTURAL 2 X STUDS PER STRUCTURAL R-21 BATT INSULATION VAPOR BARRIER 1/2" THCK. G.W.B. SLAB ON GRADE ASSEMBLY 4" THCK. CONCRETE SLAB R-10, RIGID INSULATION UNDER ENTIRE SLAB STEEL REINFORCEMENT PER STRUCTURAL PLASTIC VAPOR BARRIER, 6 MIL. MIN. OVER 4" COMPACT SAND OR GRAVEL Wall Detail oO Oo 0 PH PILES PC} HOTEEH 11I- 1 Scale: 1/2" i'-0" 70.0' 68.0' 66.0' 64.0' 62.0' 60.0' 58.0' 56.0' f i PROPOSED GRADE ��,,'I ��/�, alAt.d Ns CONC. BLOCK RETAINING WALL IN • Ar Ar /24 LIVINfr / D NTNG i%%MI//11/11/ //// �i T PROPERTY UNE Longitudinal Section PLATE HEIGHT ATTIC FLOOR PLATE HEIGHT Scale: 3/16" = 1'-0" MAIN FLOOR PLATE HEIGHT PLATE HEIGHT Q CD 0 J_ ARCHITECTURE a) L 6927 M CD .-1 4) 171 l0 = 00 .4. a ro a�� jpcLdl C L.fi L Q REGISTERED ARCHITECT Jet -env Rene JEREMr RENE State of Washington *"'IZ ■ ton 44) ■ r� c J M �• ■ 1 00 ■� V1 W ■ /\ ■ o rcs 1 o ATTIC FLOOR ATTIC FLOOR PLATE HEIGHT / \ / N LIVING \\\ STUDY MAIN FLOOR REVISIONS MAY 12, 2017 11 CITY COMMENTS ATE : MARCH 31, 2017 HASE : PERMIT SUBMITTAL Lateral Section Scale: 3/16" = 1'-0" RECEIVED CITY OF TUKWILA MAY 15 2017 PERMIT CENTER II- 0082 DESCRIPTION: BUILDING SECTIONS A6.0 PLATE HEIGHT ATTIC FLOOR PLATE HEIGHT MAIN FLOOR PROPERTY LINE 6' BUILDING SETBACK 10' LANDSCAPE BUFFER PROPERTY LINE H I—LI—I-E l-- PROPOSED GRADE CONC. BLOCK RETAINING WALL \\.\\.\\,. PROPERTY LINE Y U m 1 CD —J Longitudinal Section 011111 =mos us NM MI* Scale: 3/16" = 1'-0" L L PLATE HEIGHT ATTIC FLOOR �- PLATE HEIGHT 4 Ce U L m EN w� z 6o z� 70.0' 68.0' 66.0' 64.0' 62.0' 60.0' 58.0' 56.0' PROPERTY LINE CLOSET KITCHEN MAIN FLOOR Lateral Section Scale: 3/16" = 1'-0" EVIEVVED FOR DE COMPLIANCE APPROVED MAY 18 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 0 7 2017 PERMIT CENTER 11- ARCHITECTURE 6927 721-7581 FAX CD N REGISTERED ARCHITECT JeYenit�y ReneJEREM RENE State of Washington W ) ■ 0 tuts 44) 44) ■ ton v O1e—au (00 [rte r • Lam 41°"° O ■� N r -- REVISIONS DATE : MARCH 31, 2017 PHASE : PERMIT SUBMITTAL DESCRIPTION: BUILDING SECTIONS A6.1 Set-48.dwg, 03-29-17, 6:18pm, pat 0 a) 0 a) a a) (I) a) 0 a) v U) a) U) a) 0 U 0 0 0 0 a) a 0 a) cn GENERAL STRUCTURAL NOTES (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS.) A. GENERAL 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION, AS AMENDED BY LOCAL JURISDICTION. 2. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS. 3. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM HIS WORK. STRUCTURAL DESIGN OF THE BUILDING IS BASED ON RESISTANCE TO DEAD LOADS, CODE SPECIFIED LATERAL LOADS, AND MAXIMUM EXPECTED SERVICE LOADS. NO CONSIDERATION HAS BEEN GIVEN TO LOADS WHICH WILL BE INDUCED BY ERECTION PROCEDURES. THE CONTRACTOR SHALL VERIFY, TO THE SATISFACTION OF HIMSELF AND THE OWNER, THE ABILITY OF THE STRUCTURE TO RESIST ALL ERECTION LOADS WITHOUT EXCEEDING THE ALLOWABLE STRESSES OF THE MATERIALS USED. WHERE ERECTION LOADS WOULD OVERSTRESS THE STRUCTURE, THE CONTRACTOR SHALL SUBMIT DESIGN DOCUMENTS FOR TEMPORARY BRACING AND STRENGTHENING, INCLUDING FABRICATION AND ERECTION DRAWINGS, TO THE ARCHITECT FOR REVIEW. THESE DOCUMENTS SHALL BEAR THE SEAL AND SIGNATURE OF A REGISTERED STRUCTURAL ENGINEER IN THE STATE OF WASHINGTON. THE CONTRACTOR SHALL PROVIDE, INSTALL AND IF NECESSARY REMOVE SUCH TEMPORARY WORK AS REQUIRED. 4. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 5. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED, BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. 6. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. 7. INSPECTIONS: INSPECTIONS OF THE WOOD FRAMING, THE STEEL REBAR AND WOOD FORMS FOR CONCRETE FOOTINGS & FOUNDATIONS, AND CONCRETE SLABS ARE REQUIRED PER IBC SECTION 109.3. 8. PRE -MANUFACTURED, PRE-ENGINEERED STRUCTURAL COMPONENTS SHALL BE DESIGNED BASED ON THE CRITERIA PRESENTED IN THE CONTRACT DOCUMENTS. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE, TEMPORARY AND PERMANENT BRACING AND ALL NECESSARY CONNECTIONS, INCLUDING CONNECTIONS TO THE PRIMARY STRUCTURE, NOT SPECIFICALLY CALLED OUT ON THE ARCHITECTURAL OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE THE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON THE PRIMARY STRUCTURE. SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED AS NOTED PREVIOUSLY. B. DESIGN CRITERIA 1. DESIGN LOADS ROOF LIVE LOAD RESIDENTIAL LIVE LOAD WIND (IBC SIMPLIFIED) EARTHQUAKE (ASCE) ALLOWABLE SOIL PRESSURE LATERAL EARTH PRESSURE PASSIVE PRESSURE COEFFICIENT OF FRICTION 25 PSF (SNOW) 40 PSF 110 MPH, EXPOSURE "B", Kzt = 1.0 SOIL CLASS D SEISMIC USE GROUP 1 (le = 1.0) SEISMIC DESIGN CATEGORY D Ss = 1.502g, S1 = 0.563, Sms = 1.502g Sds = 1.001g, Sd1 = 0.563g, Sm1 = 0.845g 2000 PSF AT 1'-6" DEPTH- WHERE INDICATED ON PLAN. ELSEWHERE, PIN PILES REQUIRED. 50 PCF 300 PCF 0.4 2. LATERAL RESISTANCE SYSTEM: SHEATHED BEARING WALLS, ASCE 7-10 C. FOUNDATION 1. FOUNDATION EXCAVATION, BACKFILL AND COMPACTION SHALL CONFORM TO SPECIFICATION REQUIREMENTS. THIS CONSTRUCTION WORK, INCLUDING DRAINAGE, SHORING AND SUCH OTHER RELATED WORK AS REQUIRED, SHALL BE CONDUCTED BY THE CONTRACTOR UNDER THE OBSERVATION AND DIRECTION OF THE GEOTECHNICAL ENGINEER. 2. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COMPACTED STRUCTURAL FILL OR BOTH) AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. MATERIAL TO BE COMPACTED TO 95% MINIMUM OF MAXIMUM DRY DENSITY AS DETERMINED BY ASTM D1557. 3. FOOTINGS MAY BE POURED IN NEAT EXCAVATIONS PROVIDED SIZE IS INCREASED 3" AT EACH INTERFACE WITH SOIL. 4. ALL FOOTING EXCAVATIONS SHALL BE HAND CLEANED PRIOR TO PLACING CONCRETE. 5. ALL ABANDONED FOOTINGS, UTILITIES, ETC. THAT INTERFERE WITH NEW CONSTRUCTION SHALL BE REMOVED. 6. CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING, SHEATHING, AND SHORING REQUIRED TO SAFELY RETAIN EXCAVATIONS. 7. BACKFILL BEHIND ALL WALLS WITH WELL DRAINING, GRANULAR FILL MATERIAL, AND PROVIDE PERFORATED PIPE DRAINS AS DESCRIBED IN THE SOILS REPORT. BACKFILL BEHIND WALLS SHALL NOT BE PLACED BEFORE THE WALL IS PROPERLY SUPPORTED BY THE FLOOR SLAB, OR TEMPORARY BRACING. ALL FOOTINGS SHALL BE CENTERED BELOW CENTERLINE OF COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. ABBREVIATIONS (THIS IS A COMPREHENSIVE LIST OF ABBREVIATIONS, SOME AB ANCHOR BOLT ACI AMERICAN CONCRETE INSTITUTE ADDL ADDITIONAL ADJ ADJACENT AFF ABOVE FINISHED FLOOR AISC AMERICAN INSTITUTE OF STEEL CONSTRUCTION ALT ALTERNATE ANSI AMERICAN NATIONAL STANDARDS INSTITUTE APA AMERICAN PLYWOOD ASSOCIATION APPROX APPROXIMATE; APPROXIMATELY ARCH ARCHITECT; ARCHITECTURAL ASSY ASTM AMERICAN SOCIETY FOR TESTING & MATERIALS AWS AMERICAN WELDING SOCIETY BD BLDG BUILDING BLKG BLOCKING BM BMU BRICK MASONRY UNIT(S) BOF BOTTOM OF SLAB BOS BOT BOTTOM BRG BEARING BEAM C STANDARD CHANNEL CG • CENTER OF GRAVITY CGS CENTER OF GRAVITY OF STRANDS CIP CAST -IN-PLACE CJ CONSTRUCTION JOINT/CONTROL JOINT OF WHICH MAY NOT APPEAR ON THESE DRAWINGS.) CL CENTERLINE CLR CLEAR CMU CONCRETE MASONRY UNIT COL COLUMN CONC CONCRETE CONN CONNECTION, CONNECT CONSTR CONSTRUCTION CONT CONTINUOUS CONTR CONTRACTOR COORD COORDINATE CP COMPLETE PENETRATION CSK COUNTERSINK; COUNTERSUNK CTR CENTER CU FT CU IN CY d DBL DEPT DET DIA DIAG DIAPH DICA DIM DN DO DWG DWL CUBIC FOOT CUBIC INCH CUBIC YARD PENNY (NAILS) DOUBLE DEPARTMENT DETAIL DIAMETER (SEE SYMBOLS) DIAGONAL DIAPHRAGM DRILLED -IN CONCRETE ANCHOR DIMENSION DOWN DITTO DRAWING DOWELS D. CONCRETE 1. ULTIMATE STRENGTH DESIGN PER INTERNATIONAL BUILDING CODE AND ACI 318-14 2. CONCRETE FOR FOOTINGS AND SLABS -ON -GRADE SHALL CONFORM TO A 28 - DAY STRENGTH OF fc = 2500 PSI, SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF CEMENT PER CUBIC YARD, AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5" OR LESS. CONCRETE EXPOSED TO EARTH OR WEATHER SHALL HAVE A 28 -DAY STRENGTH OF fc = 3000 psi. THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A CONCRETE DESIGN MIX IS SUBMITTED TO THE ENGINEER AND THE BUILDING OFFICIAL FOR APPROVAL TWO WEEKS PRIOR TO PLACEMENT OF CONCRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATES, WATER AND ADMIXTURES AS WELL AS THE WATER - CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH ACI 318, SECTION 5.3. CONTRACTOR MAINTAINS RESPONSIBILITY FOR SPECIFIED PERFORMANCE OF CONCRETE PRODUCTS. ALL CONCRETE EXPOSED TO FREEZING TEMPERATURES WHILE CURING AND ALL CONCRETE PERMANENTLY EXPOSED TO WEATHER SHALL BE AIR -ENTRAINED WITH AN AIR -ENTRAINING AGENT CONFORMING TO IBC SECTION 1904.2. TOTAL AIR CONTENT SHALL BE IN ACCORDANCE WITH TABLE 1904.2.1 OF THE INTERNATIONAL BUILDING CODE. NO ADMIXTURES, OTHER THAN FOR AIR -ENTRAINMENT AS NOTED ABOVE, SHALL BE USED WITHOUT PRIOR REVIEW BY THE STRUCTURAL ENGINEER. ALL CONCRETE IN ELEVATED STRUCTURAL SLABS AND BEAMS SHALL BE POURED MONOLITHICALLY UNLESS SHOWN OTHERWISE OR APPROVED BY THE ENGINEER PRIOR TO PLACEMENT. 3. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 (INCLUDING SUPPLEMENT S1), GRADE 60, fy = 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY NOTED ON THE DRAWINGS AS GRADE 40, fy = 40,000 PSI. WELDED WIRE FABRIC: ASTM A82 AND ASTM A185, SPLICE WITH AT LEAST ONE FULL MESH. PLACE AT MID -DEPTH, OR SLIGHTLY ABOVE, OF SLAB. MATERIAL TO BE SUPPLIED IN FLAT SHEETS. 4. REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 315-02. LAP ALL CONTINUOUS REINFORCEMENT PER NOTE D.5. PROVIDE CORNER BARS AT ALL WALL INTERSECTIONS. LAP CORNER BARS PER NOTE D.5. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. 5. REINFORCING STEEL LAPS AND EMBEDMENT SHALL BE AS NOTED BELOW, UNLESS NOTED OTHERWISE: DEVELOPMENT LENGTH 48 BAR DIAM. DEVELOPMENT LENGTH, top bar* 64 BAR DIAM. LAP SPLICE LENGTH 64 BAR DIAM. LAP SPLICE LENGTH, top bar* 80 BAR DIAM. *TOP BARS ARE HORIZONTAL REINFORCEMENT SO PLACED THAT MORE THAN 12" OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. ALL HOOKS SHALL BE "STANDARD" IN ACCORDANCE WITH ACI 318. REINFORCING SHALL NOT BE TACK WELDED. 6. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE 3" FORMED SURFACES EXPOSED TO EARTH (i.e. WALLS BELOW GROUND) OR WEATHER 2" SLABS AND WALLS (INTERIOR FACE) 1 1/2" 7. CONCRETE WALL REINFORCING - PROVIDE THE FOLLOWING UNLESS DETAILED OTHERWISE: 6" WALLS #4 @ 16" HORIZ. #4 @ 18" VERTICAL 1 CURTAIN @ CENTER 8" WALLS #5 @ 18" HORIZ. #5 @ 18" VERTICAL 1 CURTAIN @ CENTER 8. EPDXY GROUTED ITEMS SPECIFIED ON THE DRAWINGS SHALL BE GROUTED WITH SIMPSON SET ADHESIVE BY SIMPSON STRONG TIE, PER ER -5729, FOLLOWING MANUFACTURER'S INSTALLATION INSTRUCTIONS E. CARPENTRY 1 GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ANSI STANDARD A190.1. EACH MEMBER SHALL BEAR AN AITC OR APA EWS IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC OR APA EWS CERTIFICATE OF CONFORMANCE. ALL SIMPLE SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F -V4, Fb = 2,400 PSI, Fv = 240 PSI. ALL CANTILEVERED BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F -V8, Fb = 2400 PSI, Fv = 240 PSI. CAMBER ALL GLULAM BEAMS TO 2,000' RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. 2. FRAMING LUMBER SHALL BE GRADED AND MARKED IN CONFORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST COAST LUMBER, LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: MEMBER SIZE SPECIES GRADE JOISTS AND RAFTERS: JOISTS AND RAFTERS: BEAMS AND STRINGERS: POSTS AND TIMBERS TOP AND BOTTOM -P AT SHEARWALLS & BEARING WALLS: 2x -3x 4x 6x-LRGR. 6x-LRGR. DF #2 DF #1 DF #1 DF #1 MIN. BASIC DESIGN STRESS Fb = 875 PSI Fb = 1000 PSI Fb = 1350 PSI Fc = 1000 PSI DF #2 Fb = 1000 PSI STUDS, PLATES, & MISC. LIGHT FRAMING: DF #2 ALL LUMBER WITH A LEAST DIMENSION OF 2" (NOMINAL) SHALL BE STAMPED SURFACE -DRY AND SHALL HAVE A MOISTURE CONTENT WHEN SURFACED AND WHEN INSTALLED OF NOT MORE THAN 19 PERCENT. LUMBER WITH A LEAST DIMENSION OF 4" (NOMINAL) OR GREATER SHALL BE STAMPED SURFACE -GREEN AND AIR-DRIED TO A MOISTURE CONTENT OF NOT MORE THAN 19 PERCENT PRIOR TO ITS USE IN FRAMING THE STRUCTURE. Fb = 875 PSI (E) EXISTING EA EACH EF EACH FACE EL ELEVATION ELEC ELECTRICAL ELEV ELEVATOR EMB EMBED, EMBEDDED, EMBEDMENT ENGR ENGINEER EQ EQUAL EQUIP EQUIPMENT ES EACH SIDE EW EACH WAY EXP EXPANSION; EXPOSED EXP JT EXPANSION JOINT EXT EXTERIOR FD FDN FF FLR FLG FOC FOM FOS FS FT FTG FLOOR DRAIN FOUNDATION FAR FACE, FINISHED FLOOR FLOOR; FLOOR LINE FLANGE FACE OF CONCRETE FACE OF MASONRY FACE OF STUD FULL SIZE; FAR SIDE FEET; FOOT FOOTING GA GAUGE GALV GALVANIZED GL GLUE -LAMINATED GWB GYPSUM WALL BOARD GYP GYPSUM HDR HEADER HNG HANGER HORIZ HORIZONTAL HP HP SHAPE HS HIGH STRENGTH HT HEIGHT ID IF IN INCL INFO INT INSIDE DIAMETER INSIDE FACE INCH INCLUDE; INCLUDING; INCLUSIVE INFORMATION INTERIOR JT JOINT K KO KSI KIP = 1000 POUNDS KNOCK -OUT KIPS PER SQUARE INCH LAB LABORATORY LB POUND LF LINEAL FOOT LLBB LONG LEGS BACK-TO-BACK LLH LONG LEGS HORIZONTAL LLV LONG LEGS VERTICAL LOC LOCATION LONGIT LONGITUDINAL LSL LVL LWC M MAS MATL MAX MECH MFR MIN MISC MO (N) NF NFPA NIC NOM NS NTS oc OD OF OH OPNG OPP OSB PAR 3. MANUFACTURED LUMBER SHALL BE AS MANUFACTURED BY TRUS JOIST MacMILLAN OR APPROVED EQUAL. REQUESTS FOR APPROVAL AS EQUAL WILL REQUIRE SUBMITTAL OF NER "NATIONAL EVALUATION REPORTS" EQUIVALENT TO NER 292 FOR PARALLEL STRAND LUMBER (PSL), OR NER-481 FOR LAMINATED STRAND LUMBER (LSL). THE MINIMUM ALLOWABLE DESIGN VALUES ARE AS FOLLOWS: PSL - Fb = 2,900; Fv = 290 PSI; E = 2,000,000 PSI LSL - Fb = 2,250; Fv = 400 PSI; E = 1,500,000 PSI 4. SHEATHING SHALL BE APA PERFORMANCE RATED PANELS PER APA "PLYWOOD DESIGN SPECIFICATION, "INCLUDING APPLICABLE SUPPLEMENTS, UNLESS NOTED OTHERWISE. PLYWOOD PANELS SHALL BE GRADE CD AND ALSO CONFORM TO DOC PS -1 & PS -2. ALL PANELS SHALL BE IDENTIFIED AS EXPOSURE 1 UNLESS NOTED OTHERWISE. PANEL RATING TO BE AS FOLLOWS UNLESS NOTED OTHERWISE: ROOF: 19/32" THICK, 32/16, (OR 5/8" THICK, 32/16) WALLS: 15/32" THICK, 32/16, (OR 1/2" THICK, 24/0) FLOORS: 23/32" (OR 3/4") THICK, TONGUE & GROOVE, 48/24 UNLESS NOTED OTHERWISE ON THE PLANS, ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED WITH 10d NAILS @ 6"oc TO FRAMED PANEL EDGES AND OVER STUD WALLS SHOWN ON PLANS AND @ 12"oc (10"oc AT FLOORS) TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED SHEATHING EDGE CLIPS @ 16"oc AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUE -AND -GROOVE JOINTS AND SHALL BE SUPPORTED WITH SOLID BLOCKING. TOENAIL BLOCKING TO SUPPORTS WITH 16d NAILS, UNLESS NOTED OTHERWISE. UNLESS NOTED OTHERWISE ON THE PLANS, WALL SHEATHING MAY BE LAID UP HORIZONTALLY OR VERTICALLY, UNSUPPORTED EDGES SHALL BE BLOCKED AND ALL EDGES SHALL BE NAILED WITH 10d @ 6"oc, NAIL WITH 10d @ 12"oc AT INTERMEDIATE SUPPORTS. NAIL SHEAR WALL SHEATHING TO ALL HOLDOWN STUDS USING EDGE NAIL SPACING WHEN HOLDOWN STUD DOES NOT OCCUR AT PANEL EDGES. SHEATHING NAILS SHALL BE DRIVEN FLUSH BUT SHALL NOT FRACTURE THE SURFACE OF THE SHEATHING. 5. ALL WOOD PLATES IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE -TREATED WITH AN APPROVED PRESERVATIVE. PROVIDE TWO LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASONRY. ALL METAL CONNECTORS TO PRESSURE TREATED LUMBER SHALL BE HOT DIP GALVANIZED, INCLUDING WASHERS, NAILS, SCREWS, AND SIMPSON STRONG -TIE HANGERS, STRAPS, AND PLATES, AND BOLTS LESS THAN 1/2" DIAMETER. 6. NOTATIONS ON DRAWINGS RELATING TO FRAMING CLIPS, JOIST HANGERS AND OTHER CONNECTING DEVICES REFER TO CATALOG NUMBERS OF CONNECTORS MANUFACTURED BY THE SIMPSON STRONG -TIE COMPANY, SAN LEANDRO, CALIFORNIA. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. SUBMIT MANUFACTURER'S CATALOG AND ICC REPORTS TO ARCHITECT AND ENGINEER FOR REVIEW WHEN REQUESTING SUBSTITUTIONS. ALL SPECIFIED FASTENERS MUST BE USED AND PROPER INSTALLATION PROCEDURES MUST BE OBSERVED IN ORDER TO OBTAIN ICC APPROVED LOAD CAPACITIES. VERIFY THAT THE DIMENSIONS OF THE SUPPORTING MEMBER ARE SUFFICIENT TO RECEIVE THE SPECIFIED FASTENERS. STRUCTURAL CONNECTORS ALL STRUCTURAL CONNECTORS TO BE BY SIMPSON STRONG TIE OR EQUAL. USE ZMAX/HDG HOT DIPPED GALVANIZED OR STAINLESS STEEL CONNECTORS AS A MINIMUM. USE FASTENERS GALVANIZED PER ASTM A153. ALL PRESSURE TRATED LUMBER USED SHALL BE COMPATIBLE WITH ZMAX GALV. CONNECTORES, RE: SIMPSON STRONG -TIE CORROSION INFORMATION. 7. WOOD TRUSSES TRUSSES ARE TO BE METAL PLATED CONNECTED WOOD TRUSSES FABRICATED IN ACCORDANCE WITH THE IBC. TRUSS FABRICATOR TO PROVIDE ALL REQUIRED BRIDGING AND BLOCKING, BOTH FOR ERECTION AND PERMANENT LOADING. SHOP DRAWINGS STAMPED BY A WASHINGTON STATE LICENSED PROFESSIONAL ENGINEER SHALL BE SUBMITTED TO THE ARCHITECT FOR APPROVAL PRIOR TO FABRICATION. DESIGN CRITERIA SHALL MEET OF EXCEED THE FOLLOWING: ROOF TRUSSES: TOP CHORD 25 PSF LL, 23 PSF DL BOTTOM CHORD 5 PSF DL DEFLECTION LIMIT TOTAL LOAD L/240, LIVE LOAD L/360 OTHER LOADS SPECIFIED ON DRAWINGS. TRUSS SUPPLIERS NOTE: THE TRUSS CONFIGURATIONS, INCLUDING DEPTHS AND MEMBER SIZES, SHOWN ON THE DRAWINGS INDICATE THE DESIRED TRUSS CONFIGURATIONS AND ARE TO BE COMPLIED WITH WHERE POSSIBLE. IF A TRUSS MANUFCTURER IS UNABLE TO MEET THE LOAD REQUIREMENTS SPECIFIED WITH THE TRUSS CONFIGURATION INDICATED, HE IS TO SUBMIT WRITTEN NOTICE TO THAT EFFECT TO THE ARCHITECT. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND TRUSS MANUFACTURER TO VERIFY THE WEIGHT AND LOCATIONS OF ALL MECHANICAL EQUIPMENT PRIOR TO SUBMITTING SHOP DRAWINGS TO THE ARCHITECT AND ENGINEER OF RECORD FOR REVIEW. THE DESIGN LOADS LISTED ABOVE SHALL BE APPLIED SIMULTANEOUSLY. 8. WOOD FRAMING NOTES - THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: 8.1 ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.9.1 OF THE INTERNATIONAL BUILDING CODE. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. 8.2 WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2x4 STUDS @ 16"oc AT INTERIOR WALLS AND 2x6 STUDS @ 16" AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS AND UNDER THE ENDS OF ALL BEAMS. UNLESS NOTED OTHERWISE A (2) 2x8 HEADER SHALL BE PROVIDED OVER ALL OPENINGS IN 2x4 STUD WALLS AND A (3) 2x8 HEADER OVER ALL OPENINGS IN 2x6 WALLS. SOLID BLOCKING FOR WOOD COLUMNS SHALL BE PROVIDED THROUGH FLOORS TO SUPPORT BELOW. PROVIDE CONTINUOUS SOLID BLOCKING AT MID -HEIGHT OF ALL STUD WALLS OVER 8' IN HEIGHT. ALL STUD WALLS SHOWN ON STRUCTURAL DRAWINGS SHALL HAVE THEIR LOWER PLATES ATTACHED TO WOOD FRAMING BELOW WITH 16d NAILS AT 12"oc STAGGERED OR BOLTED TO CONCRETE WITH 5/8" DIAMETER ANCHOR BOLTS AT 4'-0"oc, EMBEDED 7", UNO REFER TO THE STRUCTURAL PLANS AND SHEAR WALL SCHEDULE FOR REQUIRED SHEATHING AND NAILING. LONG SLOTTED HOLE LAMINATED VENEER LUMBER LIGHT WEIGHT CONCRETE MISC SHAPE MASONRY MATERIAL MAXIMUM MECHANICAL MANUFACTURER MINIMUM; MINUTE MISCELLANEOUS MASONRY OPENING NEW NORTH NEAR FACE NATIONAL FOREST PRODUCTS ASSOC NOT IN CONTRACT NOMINAL NEAR SIDE NOT TO SCALE ON CENTER OUTSIDE DIAMETER OUTSIDE FACE OPPOSITE HAND OPENING OPPOSITE ORIENTED STRAND BOARD PARALLEL PERP PL PLWD PREFAB PROP PSF PSI PSL PT RD REF REINF REQ'D RO SCHED SEC SHT SHTG SIM SPA SPEC SQ STD STIFF STL STRUCT SYM PERPENDICULAR PLATE PLYWOOD PREFABRICATED PROPERTY POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH PARALLEL STRAND LUMBER POST TENSION ROOF DRAIN REFERENCE REINFORCE; REINFORCING REQUIRED ROUGH OPENING SCHEDULE SECTION SHEET SHEATHING; SHEETING SIMILAR SPACING, SPACE, SPACES SPECIFICATION SQUARE STANDARD STIFFENER STEEL STRUCTURAL SYMMETRICAL T TOP T&B TOP AND BOTTOM T&G TONGUE AND GROOVE TEMP TEMPERATURE THK THICKNESS THRU THROUGH TOB TOP OF BEAM TOC TOP OF CONCRETE; TOP OF CURB TOF TOP OF FOOTING TOL TOP OF LEDGER TOM TOP OF MASONRY TOS TOP OF STEEL, TOP OF STRUCTURE TOW TOP OF WALL TS TUBING, STRUCTURAL TYP TYPICAL UBC UNIFORM BUILDING CODE UL UNDERWRITER'S LABORATORY, INC. UNO UNLESS NOTED OTHERWISE URM UNREINFORCED MASONRY UT ULTRA -SONIC TEST VERT VERTICAL W WIDE FLANGE WP WORK POINT WWF WELDED WIRE FABRIC 8.3 FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE BRIDGING @ 8'-0"oc AND SOLID BLOCKING AT ALL BEARING POINTS. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. TOENAIL JOISTS TO BEARING SUPPORTS WITH 16d NAILS. UNLESS NOTED OTHERWISE, ATTACH JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON "U" SERIES METAL JOIST HANGERS TO SUIT JOIST SIZE. ALL DOUBLE JOISTS, BEAMS, AND SLOPED AND/OR SKEWED JOISTS SHALL BE CONNECTED TO FLUSH MEMBERS WITH HU -SERIES JOIST HANGERS UNLESS NOTED OTHERWISE. SKEW AND SLOPE ALL CONNECTORS AS REQUIRED. FACE -NAIL ALL MULTI -JOIST BEAMS TOGETHER WITH 16d SPIKES @ 24"oc STAGGERED. 8.4 NAILS SHALL BE MANUFACTURED IN CANADA OR THE UNITED STATES IN SIZES AND TYPES AS FOLLOWS, UNLESS NOTED OTHERWISE: PNEUMATIC NAILING - PLAIN SHANK, COATED OR GALVANIZED 8d = .131 DIAMETER x 2-1/2" MINIMUM LENGTH 10d = .131 DIAMETER x 3" MINIMUM LENGTHTO 16d = .131 DIAMETER x 3-1/2" MINIMUM LENGTH HAND NAILING - SINKERS, COATED 8d = 11-1/2 GAGE x 2-3/8" 10d = 11 GAGE x 2-7/8" 16d = 9 GAGE x 3-1/4" F. REINFORCING STEEL USE DEFORMED CONCRETE REINFORCING STEEL CONFORMING WITH ASTM A 615, GRADE 60 (fy=60,000 PSI). LAP CONTINUOUS REINFORCING BARS PER SCHEDULE, 2'-0" MIN. UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS (2'-0" MIN. BEND) FOR ALL HORIZONTAL REINFORCEMENT. DETAIL STEEL IN ACCORDANCE WITH "ACI MANUAL OF STANDARD PRACTICE OF DETAILING REINFORCED CONCRETE STRUCTURES". WELDED WIRE FABRIC (WWF) TO CONFORM WITH ASTM A 185. REINFORCING HOOKS TO COMPLY WITH STANDARD ACI HOOKS EXCEPT STIRRUPS AND TIES SHALL HAVE 135 DEGREE ACI SEISMIC HOOKS. COVER TO REINFORCEMENT: NONPRESTRESSED CAST -IN-PLACE CONCRETE (INCHES) CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH......................................3 FORMED SURFACES EXPOSED TO EARTH OR WEATHER. #6 AND LARGER .2 #5 AND SMALLER...... ..... ..... .....1-1/2 NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND SLABS, WALLS, JOISTS 14 AND LARGER 1-1/2 BEAMS, COLUMNS #11 AND SMALLER 3/4 PRIMARY REINFORCEMENT, TIES, STIRRUPS,SPIRALS 1-1/2 PRESTRESSED CAST -IN-PLACE CONCRETE (APPLIES TO PRESTRESSED AND NONSTRESSED REINFORCEMENT, DUCTS AND END FITTINGS) CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3 FORMED SURFACES EXPOSED TO EARTH OR WEATHER SLABS, WALLS, JOISTS 1 OTHER MEMBERS 1-1/2 NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND SLABS, WALLS, JOISTS 3/4 BEAMS, COLUMNS PRIMARY REINFORCEMENT 1-1/2 TIES, STIRRUPS, SPIRALS 1 SHOULD THE REINFORCING SUPPLIER AND/OR DETAILER CHOOSE TO USE SOFT METRIC, EACH AND EVERY REBAR CALLOUT MUST BE INDICATED WITH BOTH SIZES WITH THE IMPERIAL SIZE FIRST THUS: "#4/#13" NO EXCEPTIONS. A CONVERSION TABLE ALONE IS UNACCEPTABLE. WE WILL CHECK THE SHOP DRAWINGS TO THE IMPERIAL SIZES ONLY. IT WILL BE THE RESPONSIBILITY OF THE REINFORCING SUPPLIER AND THE GENERAL CONTRACTOR TO VERIFY THAT ALL CONVERSIONS TO METRIC SUPPLY AT LEAST THE SAME AREA OF STEEL AS THE IMPERIAL. G. SMALL DIAMETER PIN PILES PIPE PILES 1. ALL PIPE PILES SHALL BE 3 -INCH DIAMETER SCHEDULE 80 STEEL PIPE. SEE PLAN FOR LOCATIONS. 2. ALL PIPE IS TO BE DRIVEN WITH A 650LB HYDRAULIC JACKHAMMER. 3. DRIVEN PIPE PILES ARE 3 -INCH DIAMETER EXTRA -STRONG SCHEDULE 80 PIPE. COUPLINGS MAY BE USED FOR CONNECTING PIPE SECTIONS. 4. DRIVEN PILES EXCEEDING 30 FEET IN DRIVE DEPTH SHALL BE REPORTED TO THE ENGINEER OF RECORD. 5. EACH PIPE PILE SHALL HAVE A MINIMUM EMBEDMENT DEPTH OF RANGING FROM 10 FEET TO 24 FEET, AND DRIVEN UNTIL REFUSAL IS ACHIEVED. THE RANGE OF MINIMUM PILE DEPTHS ARE OUTLINED IN THE GEOTECHNICAL DATED, 7/13/11. 6. REFUSAL IS DEFINED AS LESS THAN 1 -INCH OF PENETRATION IN 12 SECONDS OF CONTINUOUS PILE DRIVING FOR 3" PIPE PILES. 7. THE GEOTECHNICAL SPECIAL INSPECTOR SHALL BE CONTINUOUSLY PRESENT ON SITE DURING PIN PILE INSTALLATION AND LOAD TESTING. 8. WHEN A PIPE PILE CANNOT BE DRIVEN TO THE MINIMUM PILE DEPTH, CONTACT THE ENGINEER OF RECORD AND GEOTECH CONSULTANTS ENGINEERING FOR A NEW ENGINEERED SOLUTION. SPECIAL CONDITIONS: CONTRACTOR TO COORDINATE ALL TRADES AND VERIFY DIMENSIONS IN THE FIELD. OBTAIN OWNERS APPROVAL PRIOR TO ALL FIELD CHANGES. SEE ARCHITECTURAL DRAWINGS FOR ALL FLOOR AND WALL OPENING DIMENSIONS AND LOCATIONS, FLOOR AND WALL FINISHES, ETC. @ 0 113 L JL AND AT BEAM CAMBER CENTERLINE DIAMETER; ROUND NUMBER; POUND SQUARE STRUCTURAL ANGLE DOUBLE ANGLE PLATE SYMBOLS COLUMN CONTINUOUS ❑ COLUMN BELOW 6}- (2'01- SECTIONS '0 SIMPSON STRONG -TIE HOLDOWN SIMPSON STRAP SECTIONS REVIEWED FOF CODE COMPLIANCE APPROVED MAY 18 2017 City of Tukwila BUILDING DIVISI( N RECEIVED CITY OF TUKWILA APR 0 7 2017 PERMIT CEPITE R L L O z W M co Q M c <32 Cfl 45 6(9 2 co) cs M '- O(0 oo�o i W U z W 0 STARK RES CO CO0) EM < M M 0) M � I- J GENERAL NOTES REVISIONS: CADD FILE: 16075 DATE: 09-20-16 DRAWN: P. PATEL CHECKED: C. BURT, S0 . 1 41 CO 0 z U U) U C a) 7.5 a� U) U C a) 0 a) co Users\patel\D ropbox\Co O i O 0 FOOTING INSPECTION (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall comply with recommendations as outlined in the geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech engineers report shall be presented to the building inspector at time of footing inspection. 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. 54'-0" 8'-8" 38'-4" HDU5 10'-0" 5 PILES EVENLY SPACED HDU5 r SEGMENTAL BLOCK WALL BY OTHERS A/S2.1 • D d r ---1F2 5 I-171 L_ \1 _ sr+6, 1'-4"WIDE x 12" DEEP FTG. 1, w/ 2- #4 CONT. TOP&BOTT TYP. L HDU5 8'-8" HDU5 --- iF2.5 I IExa L__ 1 3"0 PIN PILE TYPICAL. BATTER <=15 DEGREES FROM VERT. IN DIRECTION INDICATED "DEEP FTG. - #4 CONT. TOP&BOTT TYP. a t-4"WIDE x 12" DEEP FTG. w/ 2- #4 CONT. TOP&BOTT TYP. °—r'". LTJ I `E) �F) T-0" 2x8 STUDS @ 16" o.c. GRID ETOF n 1 L 0 0. MIN CJ, SJ PER F/S2.1 4" CONCRETE SLAB ON GRADE w/ W1.4 x W1.4 6x6 WELDED WIRE REINFORCING AT MID -DEPTH. VAPOR BARRIER AND SUBGRADE BY OTHERS al° 10'-0" FOOTING SCHEDULE MARK SIZE REINFORCEMENT F2.0 2-0" x 2'-0" x 10" 3-#4 EA. WAY BOT. F2.5 2'-6" x 2'-6" x 11" 4- #4 EA. WAY BOT. F3.0 3'-0" x 3'-0" x 11" 5- #5 EA. WAY BOT. F3.5 3'-6" x 3'-6" x 11" 6- #5 EA. WAY BOT. NOTES: 1.) CENTER ALL FOOTINGS ON COL./WALL TYP. U.N.O. 2.) AT LOCATIONS WHERE FOOTINGS ARE SHOWN SHARING A COMMON BEARING AREA, CAST MONOLITHICALLY w/INDIVIDUAL REINFORCING PER SCHEDULE AND OVERLAP AS REQUIRED. 20'-10" 0 6'-6" 54'-0" 1'-4"WIDE x 12" DEEP FTG. w/ 2- #4 CONT. TOP&BOTT TYP. 1'-4"WIDE x 12" DEEP FTG. HDU5 HDU5 O A+A HDU5 w/ 2- #4 CONT. TOP&BOTT TYP. HDU5 .a O O 3 PILES EVENLY SPACED 2x8 STUDS @ 16" o.c. GRID 4 FROM D TO F 2 18'-0" FOUNDATION AND MAIN FLOOR PLAN OSE NEC 250.52 Grounding Electrodes. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of 1/a" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) 1.) DO NOT SCALE DRAWINGS. 2.) INSTALL PIN PILES PER INSTALLATION CRITERIA SHEET S0.0. 3.) SLAB ON GRADE SHALL BE 4" THICK, UNLESS OTHERWISE NOTED. SLAB SHALL BE REINFORCED WITH 6x6 W1.4 -W1.4 WELDED WIRE MESH. PREPARE SUBGRADE BY PLACING AND COMPACTING A MINIMUM 4" OF CLEANED, CRUSHED ROCK AS A CAPILLARY BREAK. SUBGRADE BELOW SLAB SHALL BE UNDISTURBED NATIVE SOIL OR COMPACTED FILL PER PLAN NOTE 4. 4.) FOOTINGS SHALL BE PLACED ON UNDISTURBED NATIVE SOIL OR STRUCTURAL FILL COMPACTED TO 95% MAXIMUM WET DENSITY PLACED IN MAX. 12" LIFTS. 5.) SEE S2.1 FOR TYPICAL CONTINUOUS FOOTING INFORMATION. 6.) TYPICAL EXTERIOR WALL W6, U.N.O. PER SHEAR WALL SCHEDULE ON S4.1. 7.) CONTRACTOR TO LOCATE SHRINKAGE AND CONTROL JOINTS TO MINIMIZE SLAB CRACKING EFFECTS. 8.) GEOTECHNICAL ENGINEER TO CONDUCT PLAN REVIEW PRIOR TO PIN PILE INSTALLATION. 9.) SPECIAL INSPECTION IN REQUIRED FOR ALL PILE INSTALLATION PER GEOTECHNICAL ENGINEER. 1/4" = REVIEWED FOUR CODE COMPLIAN APPROVED MAY 18 2011 City of Tukwila BUILDING DIVISI N RECEIVED CITY OF TUKWILA MAY 15 2017 PERMIT CENTER O z W W C � 2 C a) cDTDRoop CDN W U z W (/) 0_w LU IJL ISL_ (%) co VJ0) CD CO COM MM �\ H zz 0 a' z 0 Q z z2 O < < u- O ct .Oct z OJ LI_ LL ( REVISIONS: 03/28/17 05/13/17 CADD FILE: 16075 DATE: 09-20-16 DRAWN: P. PATEL CHECKED: C. BURT l co a) ca E 0 co 107) (+1 O O) -o a0 a) 2 tii a) U a) 0 N a) U) 0 U a) 0 (75m 0 0 5:(0 0_ 2 0 ate. (3 0 N a) N 0 0 0 (3) O 0 O 0 N 9 0 45-4" 38'-4" 7'-0" 2- 2x10 = J U O co U O 3D 0 IN X N 3 1/2x9 GLB NMI U O is X N N 2- 2x10 N N N N N N OPEN TO BELOW N N SLOPE PER ARCH TAPERED 2x10 JOIST @ 16"oc J U) 0_ 3D X U) J 2x10 16"oc 2- 2x10 2x10 a 16"oc 3 1/2x9 GLB N N N N N N N / / 7 / 7 N N N / N N N / / 7 N N 7 7 / N N / 7 N / N N N 7 / N N 7 7 N OPEN TO BELOW// N7 7N / / / / U 0 0 N N N N N N / N 7 7 N N / 7 7 N / N N 7 7 / N N 7 7 7 N N N. OPEN TO BELOW 7 / N / N / N N N N N / N 7 7 N N N N N 7 3 1/2x9 GLB 3 1/2x9 GLB 3 1/2x9 GLB N 20'-10" 6-6" 18'-0" 45'-4" ATTIC FRAMING PLAN 1.) DO NOT SCALE DRAWINGS. 2.) TYPICAL FLOOR JOISTS SHALL BE 2x10 PER PLAN UNLESS OTHERWISED NOTED. REFER TO PLAN FOR JOIST SPACING (16"oc IF NOT NOTED). 3.) BEAMS AT THIS LEVEL SHALL BE 3 1/2x9 GLB UNLESS OTHERWISE NOTED. 4.) TYPICAL EXTERIOR WALL W6, U.N.O. PER SHEAR WALL SCHEDULE ON S4.1. 5.) ALL POSTS THIS LEVEL 4X4 U.N.O. 1/4" = 1'-0" 0 0 (F) REVIEWED FOR CODE COMPLIANCE APPROVED MAY 18 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWIL/' APR 0 7 2017 PERMIT CENTER U J 56111111111111111 t CD 0 z WM Q co <c� Lil 2 crn Tai L)OCU CIDI03(/)N ( REVISIONS: CADD FILE: 16075 DATE: 09-20-16 DRAWN: P. PATEL `CHECKED: C. BURT S1 .2 45,-4" 38'-4" 7'-0" 2- 2x10 2x8 OUTRIGGER @ 24"oc TYP. 2x6 PARAPET PER ARCH. MAX HEIGHT 18" 20'-10" 6'-6" 18'-0" 45'-4" U G, ROOF FRAMING PLAN 1.) DO NOT SCALE DRAWINGS. 2.) VERIFY ALL DIMENSIONS IN FIELD. 3.) TYPICAL ROOF FRAMING CONSISTS OF 5/8" PLYWOOD ON ENGINEERED WOOD TRUSSES. NAIL ALL SUPPORTED PANEL EDGES WITH 10d NAILS @ 6"oc & ALL INTERMEDIATE SUPPORTS WITH 10d NAILS @ 12"oc. 4.) TYPICAL ROOF TRUSSES SHALL BE SPACED @ 24"oc UNLESS OTHERWISE NOTED. TRUSS SUPPLIER TO SUBMIT A PROPSED LAYOUT FOR REVIEW AND APPROVAL PRIOR TO FABRICATION. SEE GENERAL NOTES FOR MORE INFORMATION. 5.) BEAMS AT THIS LEVEL SHALL BE GL 3 1/8 x 10 1/2 UNLESS OTHERWISE NOTED. 6.) TYPICAL EXTERIOR WALL SHALL BE FRAMED WITH 2x6 DF STUDS @ 16"oc, UNLESS OTHERWISE NOTED. TYPICAL INTERIOR WALLS SHALL BE FRAMED WITH 2x4 DF STUDS @ 16"oc UNLESS OTHERWISE NOTED. REFER TO ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION PERTAINING TO WALL THICKNESSSES. 7.) TYPICAL EXTERIOR WALL HEADERS SHALL BE FRAMED WITH (3) PLIES OF 2x10 DF #2, UNLESS OTHERWISE NOTED 8.) TYPICAL EXTERIOR WALL W6, U.N.O. PER SHEAR WALL SCHEDULE ON S4.1. 1/4..= 1'-0" OW - O O REVIEWED FOR CCODE COMPLIANCE APPROVED MAY 18 2017 City of Tukwila BUILDING DIVISION ao 9 RECEIVED CITY OF TUKWILA APR 072017 PERMIT CENTER - t O Z W ch M_ < 00 s` 0 < Cfl N C to 2 co) o o 03 -co �CnN W U z W 0 STARK RES oo co 'II—^^ VJ C) Q M (I)�_ 0)C) M F - i z 0 0 z ROOF FRAM REVISIONS: CADD FILE: 16075 DATE: 09-20-16 DRAWN: P. PATEL CHECKED: C. BURT S1 .3 I -- I r-1 _ ..II II II II _ I m J (9 xSLOPE ,-- co CO J O 0) h M I-1 J 2- 2x10 '1 F1 H LL II II II II u II !i i 1 L I TO DRAIN SLOPED TOP CHO H LINE rr L A r 711 II IIII 4 LI I I TRUSS BEARING ALONG THIS I I r I 20'-10" 6'-6" 18'-0" 45'-4" U G, ROOF FRAMING PLAN 1.) DO NOT SCALE DRAWINGS. 2.) VERIFY ALL DIMENSIONS IN FIELD. 3.) TYPICAL ROOF FRAMING CONSISTS OF 5/8" PLYWOOD ON ENGINEERED WOOD TRUSSES. NAIL ALL SUPPORTED PANEL EDGES WITH 10d NAILS @ 6"oc & ALL INTERMEDIATE SUPPORTS WITH 10d NAILS @ 12"oc. 4.) TYPICAL ROOF TRUSSES SHALL BE SPACED @ 24"oc UNLESS OTHERWISE NOTED. TRUSS SUPPLIER TO SUBMIT A PROPSED LAYOUT FOR REVIEW AND APPROVAL PRIOR TO FABRICATION. SEE GENERAL NOTES FOR MORE INFORMATION. 5.) BEAMS AT THIS LEVEL SHALL BE GL 3 1/8 x 10 1/2 UNLESS OTHERWISE NOTED. 6.) TYPICAL EXTERIOR WALL SHALL BE FRAMED WITH 2x6 DF STUDS @ 16"oc, UNLESS OTHERWISE NOTED. TYPICAL INTERIOR WALLS SHALL BE FRAMED WITH 2x4 DF STUDS @ 16"oc UNLESS OTHERWISE NOTED. REFER TO ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION PERTAINING TO WALL THICKNESSSES. 7.) TYPICAL EXTERIOR WALL HEADERS SHALL BE FRAMED WITH (3) PLIES OF 2x10 DF #2, UNLESS OTHERWISE NOTED 8.) TYPICAL EXTERIOR WALL W6, U.N.O. PER SHEAR WALL SCHEDULE ON S4.1. 1/4..= 1'-0" OW - O O REVIEWED FOR CCODE COMPLIANCE APPROVED MAY 18 2017 City of Tukwila BUILDING DIVISION ao 9 RECEIVED CITY OF TUKWILA APR 072017 PERMIT CENTER - t O Z W ch M_ < 00 s` 0 < Cfl N C to 2 co) o o 03 -co �CnN W U z W 0 STARK RES oo co 'II—^^ VJ C) Q M (I)�_ 0)C) M F - i z 0 0 z ROOF FRAM REVISIONS: CADD FILE: 16075 DATE: 09-20-16 DRAWN: P. PATEL CHECKED: C. BURT S1 .3 Set-48.dwg, 03-29-17, 6:18pm, patel, 48 \Stark Residence\Stark Residence-Structu C:\Users\patel\Dropbox\Cornell (1 1/4:11t: SHEAR WALL PER PLAN 2- #4 CONT. GRADE VARIES 8" C.I.P. WALL w/ #5 VERT. @ 16"oc @ CENTERLINE #4 HORIZ. @ 12"oc 2-#4 CONT. I I 2x6 STUDS @ 16"oc PER PLAN, 2x8 WHERE INDICATED SILL PLATE AND A.B. PER S.W. SCHEDULE SLAB AND REINF. PER PLAN d' 4 a I'• -iii ii i n - Ti II SECTION REINF. PER SCHED. EQ. EQ. '�-� rte-'►. PER PLAN ct w 0 z J a_ ALTERNATE CORNER BARS 0 J 0 J 0 M 3/4" = 1'-0" CORNER BARS TO MATCH HORIZ. REINF. C.I.P. WALL PER PLAN CROSS WALL PER PLAN CORNER CONDITION @ C.I.P. WALL SHEAR WALL PER PLAN 2- #5 CONT. , GRADE VARIES 8" C.I.P. WALL w/ #51VERT. @ 16"oc @ CENTERLINE #4 HORIZ. @ 12"oc 2x6 STUDS @ 16"oc PER PLAN, 2x8 WHERE INDICATED SILL PLATE AND A.B. PER S.W. SCHEDULE SLAB AND REINF. PER PLAN TOP&BOTT. TOP&BOTT. 2- #4 CONT. PLATE 1/2x5x5 (2)- #3 TIES EACH SIDE OF PIPE PILE SECTION MAXIMUM SPACING & LOCATION PER FOUNDATION PLAN SLAB PER PLAN 3/4" = 1,-0" �.O 500 x 3'-0" PLAIN BAR @24"oc CUT ONE END w/o FLARE & GREASE SAME END a —4 iii—iii—iii- 111lll111lll111ll 4 REINFORCING PER PLAN @ CENTERLINE SLAB III IIIlllIII CONSTRUCTION JOINT (C.J.) MAXIMUM SPACING & LOCATION PER FOUNDATION PLAN — SLAB PER PLAN 1/8" SAWN JOINT L S—. III=III-III- —I III=III=III= REINFORCING PER PLAN @ CENTERLINE SLAB SHRINKAGE JOINT (S.J.) 100 SIMPSON STRONG BOLT @ 72"oc - SPACE 32"oc AT SHEAR WALL REMINDER PER B/S2.1 SECTION SHEATHING & NAILING PER SHEAR WALL SCHEDULE 2- 2x STUDS @ END OF EACH SHEAR WALL PER SHEAR WALL SCHEDULE TOP OF CONCRETE 3/4" =1,-0" STUDS PER PLAN xi c_� HOLDOWN PER PLAN @ CENTERLINE OF STUD w/ ALL -THREAD EMBEDDED PER PLAN -2x PRESSURE -TREATED Q SILL PLATE U I 4. NEW 4" SLAB PER PLAN w/ 6x6 W1.4xW1.4 W.W.F. @ CENTERLINE 1- #5 TOP & BOTTOM SECTION MULTIPLE JOISTS OR SOLID BLOCKING SAME THICKNESS AS POST ABOVE • g TYPICAL HOLDDOWN DETAIL @ FOUNDATION AND FRAMED FLOOR SECTION SECTION SECTION 3/4" = 1'-0" 3/4" = 1'-0" 3/4" = 1'-0" 3/4" =1,-0" REVIEWED FOR CODE COMPLIANCE APPROVED MAY 182017 City of Tukwila BUILDING DIVISION RECEIVED CITY 6F TUKWILA APR 0 7 2017 PERMVIIT CENTER bri co 02, akk U z ; COCO<Ccfl N- CO"` coo Cri -c O (f) CV 10/ UJ co0 z ,CLE LL! �� o =rn O co C) M � STARK RES z 0 F- U w z 0 F- a z 0 LL r REVISIONS: CADD FILE: 16075 DATE: 09-20-16 DRAWN: P. PATEL CHECKED: C. BURT S2.1 "oe Set-48.dwg, 03-29-17, 6:18pm, patel, 48 tiia) U a) 70 N a) CC U a) -0 a) Lai Users\patel\Dropbox\Cornell EXTRA STUDS AS SHOWN, SEE PLAN FOR ADDITIONAL POSTS AND TYPICAL POSTS UNDER BEAM CROSS WALL NAIL STUD TOGETHER w/16d @ 12"oc TYP. EDGE NAILING PER SHEARWALL SCHEDULE, TYPICAL THRU WALL 2- STUDS AT EACH HOLDDOWN MIN., SEE PLAN FOR FOR ADDITIONAL POSTS AND TYPICAL POSTS UNDER BEAM CROSS WALL PLAN CORNER PLAN TYPICAL WALL INTERSECTION SECTION 3/4" = 1,-0" t----- STAGGER TOP PLATE 4'-0" MIN. TYPICAL HEADER PER PLAN TYPICAL SINGLE TRIMMER STUD. MULTIPLE TRIMMER STUDS WHERE REQUIRED PER PLAN OR PER NOTES/SPECIFIC DETAIL TYPICAL I I UDS PER PLAN/DETAIL 3- 16d SINGLE FULL HEIGHT KING STUD. MULTIPLE KING STUDS WHERE REQ'D. PER PLAN TYPICAL HEADER SUPPORT DETAIL SECTION PANEL EDGE NAIL PER SHEARWALL SCHEDULE RIM JOIST A35 OR LTP4 CLIP PER SHEARWALL SCHED. 3/4" = 1'-0" PLATE NAILING PER SHEARWALL SCHED. 3/4" DIAPHRAGM NAIL PER NOTES JOIST PER PLAN TYPICAL SHEARWALL FRAMING PERP. SECTION 3/4" =1'4Y II FULL HEIGHT STUD, TYP. BEAM PER PLAN 2x STUDS @ 16"oc, TYP. U.N.O. WINDOW SILL T // 2- 2x BEARING STUDS, TYP. U.N.O. SEE PLANS 2x STUDS @ 16"oc, TYP. U.N.O. 2x SILL PLATE SEE PLANS & SHEARWALL SCHEDULE I I TYPICAL STUD FRAMING DETAIL @ OPENING SECTION (2) 2x TOP PLATES, TYP. PER PLATE SPLICE DETAIL BEAM PER PLANS WINDOW SILL SEE ARCH 2x SILL PLATE SEE PLANS & SHEAR WALL SCHEDULE 3/4" = 1'-0" FULL HEIGHT STUD, TYP. 'N"\,�— 2x STUDS @ 16"oc, TYP. U.N.O. (2) 2x BEARING STUDS, TYP U.N.O. SEE PLANS TYPICAL STUD FRAMING DETAIL SECTION SHEATHING AND NAILING PER SHEARWALL SCHED. PLATE NAILING PER SHEARWALL SCHED. PANEL EDGE NAIL PER SHEARWALL SCHEDULE RIM JOIST CLIP PER SHEARWALL SCHED. 3/4" = 1'-0" G.W.B. PER ARCH. JOIST PER PLAN BLOCKING @ 4'-0"oc MAX. TYPICAL SHEARWALL FRAMING PARALLEL C SECTION 3/4" = 1'-0" STUDS TO MATCH BEAM WIDTH t� amisiemliet ti 3- 16d // KING STUD PERPENDICULAR SIMPSON ACE POST CAP EACH SIDE KING STUD WHERE WALL IS PARALLEL TO BEAM 111 111111 - STUDS TO MATCH BM WIDTH (MIN. 2) U.N.O. ON PLANS BEAM PER PLAN PARALLEL TYPICAL BEAM TO WALL SECTION 2x4 STUDS 2x4 PLATE (2)- 2x HEADER 1/2" PLYWOOD FILLER 4x HEADER, PER PLAN 3 1/2" 3/4" = 1'-0" 2x6 STUDS 2x6 PLATE (3)- 2x HEADER SPIKE EACH PIECE w/ (2)- ROWS 16d SINKERS @ 12"oc, STAGGERED, TYP. 1/2" PLYWOOD FILLER, TYP. 6x HEADER, PER PLAN TYPICAL HEADER SECTIONS SECTION -P TO RIM JOIST PER SW SCHED. 2x JOIST A35 ANCHOR PER SHEARWALL SCHEDULE JOIST PER PLAN HEADER PER PLAN STUD WALL SEE PLAN AND SHEAR WALL SCHEDULE e e 3/4" = 1,-0" ANAm* rpm FLOOR FRAMING SECTION SPLICE PLYWOOD @ TOP/BOT. OF WALL SIMP U210 HANGER BLK'G @ 48"oc STIFFENER EA. SIDE 3/4" = 1,-0" BEAM PER PLAN. PERPENDICULAR NOT SHOWN FOR CLARITY SIMPSON AC/ACE MIN. EACH SIDE POST PER PLAN BEAM TO WOOD POST CONNECTION SECTION 2x BLKG. CONT. A35 OR CLIP PER SW SCHEDULE K____ 8d @ 6"oc JOIST PER PLAN SIMP. STRAP PER PLAN STUD WALL PER PLAN AND SHEAR WALL SCHEDULE OVERHANG SECTION 16d @ 12"oc STAGGER TYP. 8- 16d NAILS EA. SIDE OF SPLICE 3/4" = 1'-0" 1 1/2" LSL RIM BOARD HEADER PER PLAN (NO BOT. SPLICE IN THIS AREA) 4'-0" 4'-0" MIN. MIN. Ow - 3/4" = 1'-0" 16d @ 12"oc STAGGER TYP. NOTE: AT ALL EXTERIOR WALLS USE 20d FOR 3x PLATE TOP PLATE SPLICE AT STUD CENTERLINE, TYP. PLAN 111111111111 2- 16d EA SIDE OF BOTTOM PLATE S'LIcgEVIEVVED FOR CODE COMPLIANCE APPROVED MAY 18 2017 BOTTOM PLATE S LICECI{J of Tukwila AT STUD CENTER 'IMP DIVISION I ELEVATION STUD WALL TOP PLATE SPLICE SECTION b tvp.=�aa t RECEIVED CITY dF TUKWILA APR 072017 PERMIT CENTER U J J 1111111111111 z >M QCO 111 .2• '18 I2• �co SI' CO ~ Ctopo U)N LU U z W 0 (/) ct e LL VJ co co 0) Q O CS) M M = F - r REVISIONS: CADD FILE: 16075 DATE: 09-20-16 DRAWN: P. PATEL CHECKED: C. BURT) S3.1 7 8pm, patel, 48 Users\patel\Dropbox\Cornell (1)\Stark Residence\Stark Residence -S 00 i FIREBLOCKING REQUIRED ALONG STRINGER BETWEEN EACH STUD Q 2 i 3- 2x12 STRINGERS 4 0 F- 10d @ 6"oc II II II10" TYPICAL I� II II II II -RE — PLY. NAILER TYPE "X" G.W.B. 1 2x FIREBLOCKING @ MIDPOINT OF RUN NOTES: 1. STEPS AND TREADS SHALL NOT VARY MORE THAN 3/8" 2. MINIMUM STAIR WIDTH IS 36" SECTION PER PLAN 2x6 BLOCKING BETWEEN CANTILEVERED OUTRIGGERS TYP. / 2x FASCIA —� 5 1/2" FACE OF 2x CANTILEVERED OUTRIGGER SHOWING. H2.5 @ EXTERIOR FACE OF EACH TRUSS DROP TOP CORD OF TRUSS BELOW 2x6 OUTRIGGER PLYWOOD SHEATHING LTP4 13 PER SHEARWALL SCHEDULE @ 24"oc MAX. 5 1/5"x12" GLB PER PLAN U24 HANGER LTP4 @ 24"oc AT BLOCKING TO TRUSS II EXTEND AND NAIL FASTEN SHEATHING TO BOTTOM CHORD OF TRUSS TYP. I 2x BLOCKING @ END OF BAY @24"oc SECTION 3/4" = 1,-0" ROOF TRUSS PER PLAN ATTIC TRUSS PER PLAN 3/4" PLYWOOD SUBFLOOR —\ 3/4" =11-0" DBL TOP PLATE PER 2x6 PARAPET STUD w/ SPACING TO MATCH ROOF TRUSSES, SISTERED TO EACH TRUSS w/ 6- 10d NAILS DIAPHRAGM EDGE NAILING PER PLAN TYP. 2x BLOCKING MIN. 2" DEEPER THAN WALL STUD PANEL EDGES NAILS PER SHEAR WALL SCHEDULE HURRICANE CLIP PER PLAN TRUSS BLOCKING WALL STUD & SHEATHING PER PLAN PREFAB TRUSS PER PLAN A35 CLIP @ 48"oc PARAPET STUD TO TOP PLATE AND TO TOP OF TRUSS DBL. TOP PLATE PER PLAN TYPICAL ROOF FRAMING TRUSS BEARING AT EXTERIOR WALL SECTION WALL WHERE OCCURS PLYWOOD PER PLAN JOIST PER PLAN SIMPSON "U" 3/4" =1.-0" BEAM PER PLAN L__J JOIST PER PLAN DEEPER BEAM WHERE HANGER, TYP. OCCURS AT SIM. BEAM JOIST CONNECTION SECTION 3/4" = 1,-0" DBL TOP PLATE P PANEL EDGES NAILS PER SHEAR WALL SCHEDULE 2x BLOCKING MIN. 2" DEEPER THAN WALL STUD END TRUSS WALL STUD & SHEATHING PER PLAN 2x6 PARAPET STUD w/ SPACING TO MATCH ROOF TRUSSES, SISTERED TO EACH TRUSS w/ 6- 10d NAILS DIAPHRAGM EDGE NAILING PER PLAN TYP. PREFAB TRUSS PER PLAN TRUSS BLOCKING @ 48"oc & HANGER PER TRUSS MANUF. A35 CLIP @ 48"oc PARAPET STUD TO TOP PLATE AND TO TOP OF TRUSS DBL. TOP PLATE PER PLAN TYPICAL ROOF FRAMING TRUSS PARALLEL AT EXTERIOR WALL SECTION 3/4" = 1'-0" SHEATHING PER PLAN TRUSS BLOCKING W/ SDC ATTACHMENT TO PLATE WALL STUD & SHEATHING /' PER PLAN / PREFAB TRUSS PER PLAN DBL TOP PLATE TYPICAL ROOF FRAMING AT INTERIOR WALL SECTION 3/4" = 1'-0" REVIEWED FOR CODE COMPLIANCE APPROVED MAY 182017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 072017 PERMIT CENTER 11 0�9!2-' U a_ U42) in a) dap tC)• CO 1 - Lf) coO � V)N i z 0 F- U W 0 z ROOF FRAM REVISIONS: CADD FILE: 16075 DATE: 09-20-16 DRAWN: P. PATEL se„,. CHECKED: C. BURT S3.2 03-29-17, 6:18pm, patel, 48 C:\Users\patel\Dropbox\Cornell (1)\Stark Residence\Stark Residence -Structure r FACE GRAIN TO BE PERPENDICULAR TO FLOOR/ROOF JOIST TYPICAL EDGE NAILING, SEE NOTES 3/8" MIN. TO EDGE OF PLYWOOD SHEET & SUPPORT TYPICAL INTERMEDIATE NAILING PER NOTES STAGGER PLYWOOD JOINTS, SEE PLANS TYPICAL FLOOR/ROOF SHEATHING PLAN VIEW CAD\ 1/2" = 1'-0" FLOOR/ROOF JOIST PER PLAN 2x4 FLAT BLOCKING @ PLYWOOD EDGES, PERPENDICULAR TO FLOOR/ROOF JOIST WHERE NOTED ON PLANS OR NOTES NOTE: ALL ENDS OF PLYWOOD SHEETS TO SPLICE OVER CENTERLINE JOISTS OR SUPPORTING MEMBERS. BLOCK ALL PANELS LESS THAN 12" IN WIDTH ROOF NAILING SCHEDULE ZONE NAIL SPACING CONTINUOUS EDGES NAIL SPACING @ OTHER EDGES NAIL SPACING @ INTERMEDIATE SUPPORT STIFFENERS 0 10d @ 6"oc AT SUPPORTED EDGES N/A 10d @ 6"oc (UNBLOCKED) 010d @ 4"oc AT SUPPORTED EDGES N/A 10d @ 4"oc (UNBLOCKED) 0 10d @ 6"oc 6"oc 10d @ 12"oc 2x6 D.F.#2 @ PANEL EDGES & 4x6 @ PERIMETER PER PLAN & SECTION, U.N.O. IN SECTIONS O 10d @ 4"oc 4"oc 10d @.6"oc 4x6 D.F. #2 @ PANEL EDGES, U.N.O. IN SECTIONS ROOF NAILING NOTES: 1.) ALL NAILS SHALL BE 10d COMMON (0.148"0) w/11/2" MIN. PENETRATION INTO FRAMING. 2.) ALL NAILS TO BE FLUSH DRIVEN & SHALL NOT FRACTURE PLYWOOD SURFACE. 3.) PROVIDE 3/8" MIN. CLEARANCE BETWEEN NAIL CENTERLINE AND PANEL EDGE. 4.) PROVIDE 2 ROWS 10d @ 4"oc EA. ROW AT EXTERIOR DIAPHRAGM BOUNDARIES, (BLDG. PERIMETER) TYP. (U.N.O.) 5.) AT STEEL STRAP TIE LOCATIONS, NAIL ALL HOLES w/11/2" MIN. PENETRATION INTO SAWN LUMBER FRAMING. DO NOT USE 10d x 11/2" NAILS AS SPECIFIED IN SUPPLIER LITERATURE. 2- TOP PLATE U.N.O. 2x BLOCKING, EDGE NAIL 3x WHEN NOTED ON SCHEDULE. SHEATHING PER SCHEDULE 2x SILL PLATE FINISH FLOOR LINE ANCHOR BOLTS SEE SCHEDULE ----TT -I T 7 R r _ _ L J L J L/ J 1.14 f) ; ° a a 4 =1; •F- -I I- -I 2x STUDS @ 16"oc, TYP. U.N.O. 4 111 °d 1 4 °d. 4 4 .ada ' U ° -I- EDGE NAIL TO TOP PLATE FIELD NAIL NOTE: NAILING TO BE 3/8" MIN. TO EDGE OF SUPPORTS & SHEETS 4°4 C 4. HOLDDOWNS PER PLAN 4 4 4 . 4 TYPICAL WALL FRAMING SECTION 3/4" = 1,-0" HOLD DOWN SCHEDULE MARK FASTENERS TO CONCRETE FASTENERS TO WOOD ANCHOR DIAMETER MINIMUM EMBEDMENT DEPTH (QUANTITY) TYPE WOOD MEMBER SDHD10 - 10" 18- 16d SINKERS 2- 2x STUDS STHD14 - 14" 22- 16d SINKERS 2- 2x STUDS HDU2 5/8" 8" 6- SDS 1/4"x2 1/2" 2- 2x STUDS HDU5 5/8" 12" 10- SDS 1/4"x2 1/2" 2- 2x STUDS HDU8 7/8" 16" 20- SDS 1/4"x2 1/2" 1- 4x POST HDU11 1" A307 20" (NOTE 9) 30- SDS 1/4"x2 1/2" 1- 6x6 OR 4x6 HDU14 1" A307 20" 36- SDS 1/4"x2 1/2" 1- 6x6 OR 4x8 HHDQ14 1" A307 24" 30- SDS 1/4"x2 1/2" 1- 6x6 OR 4x8 LSTHD8 7/8" A307 8" 24- 16d SINKERS 2- 2x STUDS LSTA36 1 1/4"x18GA. - 26- 10d COMMON 2- 2x STUDS MSTA36 1 1/4"x16GA. - 26- 10d COMMON 2- 2x STUDS MST37 2 1/16"x12GA. - 42- 16d COMMON 2- 2x STUDS MST48 2 1/16"x12GA. - 46- 16d COMMON 2- 2x STUDS MST60 2 1/16"x10GA. - 56- 16d COMMON 2- 2x STUDS MSTC48B3 3"x10GA. - 54- 16d COMMON 2- 2x STUDS MSTC66B3 3 1/2"x16GA. - 56- 16d SINKERS 2- 2x STUDS NOTES: 1.) ANCHOR SHALL BE ASTM A307 HEADED ANCHOR BOLT, UNLESS NOTED OTHERWISE. 2.) WOOD MEMBERS (MIN.) ABOVE AND BELOW WHERE OCCURS AT FLOOR LEVEL. DO NOT USE LAG BOLTS TO FASTEN HOLD DOWNS TO WOOD MEMBERS. 3.) HOLDOWN SCHEDULE IS PROVIDED FOR GENERAL INSTALLATION INFORMATION. NOT ALL OF HARDWARE SCHEDULED IS REQUIRED SEE PLANS FOR HOLDOWN CALL -OUTS AND LOCATIONS. CONSULT MANUFACTURER FOR ADDITIONAL INFORMATION. 4.) QUANTITY OF NAILS FOR STRAPS ARE EVENLY DIVIDED BETWEEN ENDS OF STRAPS ABOVE AND BELOW THE DEPTH OF THE FLOOR SYSTEM. USE 16d COMMON NAILS, U.N.O. 5.) IF SHEAR WALL REQUIRES 3x STUDS, USE 3x INSTEAD OF 2x. 6.) IF ANCHORS ARE TO BE CONNECTED TO EXISTING CONCRETE, USE SIMPSON SET -XP, EMBED PER SCHEDULE. 7.) FOR MSTCXXB3 STRAPS HOOK THE 3" RETURN UNDER THE BOTTOM OF THE BEAM, AND NAIL ALL HOLES. SHEARWALL SCHEDULE (DOUG FIR OR HEM FIR LUMBER PER GENERAL NOTES) MARK APA RATED SHEATHING (NOTES 1,2,4,12,13) STUD & EDEGE BLKG. (NOTES 3,6,14) RIM JOIST/BLOCK TO TOP PLATE (NOTE 7,8) 2x WALL PLATE TO BLOCKING/RIM (NOTE 9) SILL PLATE ATTACHMENT DOUG -FIR SHEAR CAPACITY (PLF) HEM -FIR SHEAR CAPACITY (PLF) APPLICATION PANEL EDGE NAIL SPACING (NOTES 4,5) 5/8" 0 ANCHOR BOLT SPACING (NOTES 10,15) FOUNDATION SILL PLATE (NOTE 11) W3 ONE SIDE 0.131x2 1/2" @ 3"oc 2x CLIP @ 11"oc 0.148x3 1/4 @ 3"oc 21"oc 2x 490 455 W4 ONE SIDE 0.131x2 1/2" @ 4"oc 2x CLIP @ 14"oc 0.148x3 1/4 @ 4"oc 28"oc 2x 380 353 W6 ONE SIDE 0.131x2 1/2" @ 6"oc 2x CLIP @ 20"oc 0.148x3 1/4 @ 6"oc 40"oc 2x 260 242 2W2 BOTH SIDE 0.131x2 1/2" @ 2"oc STAGGERED 3x 3- CLIPS @ 12"oc 3- CLIPS @ 12"oc 10"oc 3x 1280 1190 2W3 BOTH SIDE 0.131x2 1/2" @ 3"oc STAGGERED 3x 2- CLIPS @ 11"oc 2- CLIPS @ 11"oc 12"oc 2x 980 912 2W4 BOTH SIDE 0.131x2 1/2" @ 4"oc 3x 2- CLIPS @ 14"oc 2- CLIPS @ 14"oc 18"oc 3x 760 706 2W6 BOTH SIDE 0.131x2 1/2" @ 6"oc 3x 2- CLIPS @ 20"oc 2- CLIPS @ 20"oc 26"oc 3x 520 484 SHEARWALL SCHEDULE NOTES: 1. INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY FOR ENTIRE LENGTH SHOWN ON PLANS. 2. WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2x FRAMING SHALL BE STAGGERED SO THAT JOINTS ON OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. 3. BLOCKING IS REQUIRED AT ALL PANEL EDGES. 4. PROVIDE SHEAR WALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDDOWN REQUIREMENTS. ALTERNATE WALLS DESIGNATED AS PERFORATED SHEARWALLS REQUIRE SHEATHING ABOVE AND BELOW ALL OPENINGS. 5. SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLDDOWN POSTS. EDGE NAILING MAY ALSO BE REQUIRED TO EACH STUD USED IN BUILT-UP HOLDDOWN POSTS. REFER TO THE HOLDDOWN DETAILS FOR ADDITIONAL INFORMATION. 6. INTERMEDIATE FRAMING TO BE WITH 2x MINIMUM MEMBERS. FIELD NAILING SHALL BE AT 12"oc MAX. 7. USE 0.131x1 1/2" LONG NAILS TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131x2 1/2" NAILS WHEN CLIPS ARE INSTALLED OVER SHEATHING. 8. FRAMING CLIPS ARE EITHER A35 OR LTP5, OR APPROVED EQUIVALENT 9. WHERE PLATE ATTACHMENT SPECIFIES 2- ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM, OR EQUAL. ATTACH PER DETAILS 10. IN SEISMIC DESIGN CATEGORY D, E, AND F, ANCHOR BOLTS SHALL BE PROVIDED WITH 3x3x1/4" PLATE WASHERS. EMBED ANCHOR BOLTS 7" INTO CONCRETE. 11. PRESSURE PRESERVATIVE TREATED STAINLESS OR MATERIAL CAN CAUSE EXCESSIVE CORROSION AND DEGRADATION OF FASTENERS. PROVIDE HOT DIPPED GALVANIZED NAILS AND CONNECTOR PLATES FOR ALL CONNECTORS IN CONTACT WITH PRESERVATIVE TREATED FRAMING MEMBERS. ALTERNATE NOTES: 12. 7/16" APA RATED SHEATHING (OSB) MAY BE USED IN LIEU OF 15/32" SHEATHING PROVIDED THAT ALL STUDS ARE SPACED 16"oc AND ENGINEER OF RECORD HAS BEEN NOTIFIED IN WRITING AND APPROVES. 13. WHERE WOOD SHEATHING IS APPLIED OVER GYPSUM WALL BOARD SHEATHING (GWB), CONTACT ENGINEER OF RECORD FOR APPROVAL AND ALTERNATE FASTENING REQUIREMENTS. 14. AT ADJOINING PANEL EDGES, 2- 2x STUDS NAILED TOGETHER MAY BE USED IN LIEU OF A SINGLE 3x STUD. DOUBLE 2X STUDS MAY BE CONNECTED TOGETHER WITH 3" NAILS OF THE SAME SPACING AND DIAMETER AS THE PLATE NAILING. 15. CONTACT ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST -IN-PLACE ANCHOR BOLTS. TYPICALLY SET ADHESIVE WILL BE ALLOWED AS AN ALTERNATE. 16. ALL ANCHOR BOLTS SHALL HAVE PLATE WASHER 3"x3"x1/4". PLATE WASHERS TO BE SLOTTED SO WASHERS IS WITHIN 1/2" OF FACE OF SHEATHING. REVIEWED FOR CODE COMPLIANCE APPROVED MAY 18 2017 City of Tukwila BUILDING DIVISION R CEIVED CITY OF TUKINILd APR 0 7 2017 PERMIT CENT ha:r, STARK RESIDENCE co QD0) Q M 40100 0) M F - i Q cn 0 W J zZz= U QOQ0 wz (n 0 Q Z O Z 0 LL 0_QO i REVISIONS: CADD FILE: 16075 DATE: 09-20-16 DRAWN: P. PATEL CHECKED: C. BURT) S4.1 S 1:'111 S: 3919 S 130th Si 51n nd t>I l�3�J 't 131,1 SI 1. THE SURVEY SHOWN HEREON WAS PERFORMED IN APRIL OF 2016. THE FIELD DATA WAS COLLECTED AND RECORDED ON MAGNETIC MEDIA THROUGH AN ELECTRONIC THEODOLITE. THE DATA FILE IS ARCHIVED ON DISC OR CD. WRITTEN FIELD NOTES MAY NOT EXIST. 2. SUBJECT PROPERTY TAX PARCEL NO. 192080-0005. 3. APPROXIMATE SUBJECT PROPERTY AREA IS: 7,555 SQ FT +/- (0.17 ACRE) 4. INSTRUMENTATION FOR THIS SURVEY WAS A TRIMBLE ELECTRONIC DISTANCE MEASURING UNIT. PROCEDURES USED IN THIS SURVEY WERE DIRECT AND REVERSE ANGLES, NO CORRECTION NECESSARY. MEETS STATE STANDARDS SET BY WAC 332-130-090. 5. THE PROPERTY DESCRIBED HEREON IS THE SAME AS THE PROPERTY DESCRIBED IN CHICAGO TITLE COMPANY, COMMITMENT NO. 0064606 -ETU, WITH AN EFFECTIVE DATE OF MARCH 21, 2016 AND THAT ALL EASEMENTS, COVENANTS AND RESTRICTIONS REFERENCED IN SAID TITLE COMMITMENT OR APPARENT FROM A PHYSICAL INSPECTION OF THE PROPERTY OR OTHERWISE KNOWN TO ME HAVE BEEN PLOTTED HEREON OR OTHERWISE NOTED AS TO THEIR EFFECT ON THE PROPERTY. 6. THE PROPERTY IS LOCATED WITHIN AN AREA HAVING A ZONE DESIGNATION "X", PER THE FEDERAL EMERGENCY MANAGEMENT AGENCY (FEMA), ON FLOOD INSURANCE RATE MAP NO. 53033C0960, WITH AN EFFECTIVE DATE OF MAY 16, 1995 FOR COMMUNITY NO. 530091, IN KING COUNTY, STATE OF WASHINGTON, WHICH IS THE CURRENT FLOOD INSURANCE RATE MAP FOR THE COMMUNITY IN WHICH THE PROPERTY IS SITUATED. 7. SUBJECT PROPERTY IS ZONED "NCC", PRESENT USE IS VACANT. SETBACK REQUIREMENTS: FRONT = 6', SIDE = 10', REAR = 10' MAXIMUM BUILDING HEIGHT: 35' ABOVE EACH ABUTTING RIGHT-OF-WAY MAXIMUM LOT COVERAGE: 33% MINIMUM LOT SIZE: N/A PARKING REQUIREMENT: VARIES DEPENDING ON USE, SEE TMC 18.22.080 NOTE: THE ABOVE ZONING INFORMATION IS PER CITY OF TUKWILA ZONING CODE, CHAPTER 18, SECTION 18.22, IT WAS NOT PROVIDED BY THE INSURER AS IS REQUIRED BY THE 2016 ALTA/NSPS STANDARDS FOR ALTA SURVEYS. 8. THE TOTAL NUMBER STRIPED PARKING SPACES ON THE PROPERTY IS 0, INCLUDING 0 DESIGNATED HANDICAP SPACES. 9. THERE IS NO OBSERVED EVIDENCE OF CURRENT EARTH MOVING WORK, BUILDING CONSTRUCTION OR BUILDING ADDITIONS AT THE PROPERTY. 10. THERE WAS NO INFORMATION PROVIDED TO US BY THE CONTROLLING JURISDICTION OF PROPOSED CHANGES TO STREET RIGHT OF WAY LINES, NOR ANY OBSERVED EVIDENCE OF RECENT STREET OR SIDEWALK CONSTRUCTION OR REPAIRS AT THE TIME OF OUR SURVEY. 11. THERE WAS NO OBSERVED EVIDENCE OF WETLANDS OR WETLAND DELINEATION MARKERS FOUND AT THE TIME OF OUR SURVEY. 1. INCIDENTAL THERETO AS SET FORTH IN A DOCUMENT: IN FAVOR OF: PUGET SOUND POWER AND LIGHT COMPANY PURPOSE: ELECTRIC TRANSMISSION AND DISTRIBUTION LINE RECORDING DATE: JANUARY 16, 1931 RECORDING NO.: 2652046 AFFECTS: PORTION OF TRACT 54 (FALLS ±300 FEET WEST OF PROPERTY, NOT PLOTTED) 2. EASEMENT FOR GRADING OF STREET SLOPES, AS NECESSARY, OVER PORTION OF PREMISES ADJOINING ANY STREET OR ALLEY. (DOCUMENT NOT PROVIDED, NOT PLOTTED) 3. ANY RIGHTS, INTERESTS, OR CLAIMS WHICH MAY EXIST OR ARISE BY REASON OF THE FOLLOWING MATTERS DISCLOSED BY SURVEY, RECORDING DATE: JULY 18, 2006 RECORDING NO.: 20060718900037 MATTERS SHOWN: AS DEPICTED ON SAID SURVEY. (PLOTTED) ASPHALT SURFACE BOLLARD CENTERLINE ROW CONCRETE SURFACE 2 '>6.W>< CONCRETE WALL 0 o FENCE LINE (WOOD) FIRE HYDRANT DQ GAS VALVE GRAVEL SURFACE NAIL AS NOTED MONUMENT (SURFACE, FOUND) POWER o POWER POWER REBAR SEWER POLE POLE W/ LIGHT SENTRY & CAP (SET, LS# 15025) MAINTENANCE SIGN (AS NOTED) STORM DRAIN LINE TELEPHONE SENTRY SEWER DRAIN LINE WATER VALVE • GAS LINE LOT 1 AND 2 IN BLOCK A OF DAVIS' REPLAT OF TRACT 54 OF RIVERSIDE INTERURBAN TRACTS, AS PER PLAT RECORDED IN VOLUME 24 OF PLATS, PAGE 49, RECORDS KING COUNTY; EXCEPT THAT PORTION THEREOF CONVEYED TO KING COUNTY FOR ROAD PURPOSES BY DEED RECORDED UNDER KING COUNTY RECORDING NO. 7111230148; SITUATE IN THE CITY OF TUKWILA, COUNTY OF KING, STATE OF WASHINGTON. AVN TO: DIXIE STARK AND CHICAGO TITLE COMPANY; THIS IS TO CERTIFY THAT THIS MAP OR PLAT AND THE SURVEY ON WHICH IT IS BASED WERE MADE IN ACCORDANCE WITH THE 2016 MINIMUM STANDARD DETAIL REQUIREMENTS FOR ALTA/NSPS LAND TITLE SURVEYS, JOINTLY ESTABLISHED AND ADOPTED BY ALTA AND NSPS, AND INCLUDES ITEMS 1, 2, 3, 4, 5, 6(a), 7(a), 7(b)(1), 7(c), 8, 9, 11, 13, AND 16, OF TABLE A, THEREOF. THE FIELD WORK WAS COMPLETED ON APRIL 27, 2016. EDWIN J. GREEN 10/21/201( JR. PLS# 15025 DATE 1. DAVIS' REPLAT OF TRACT 54 OF RIVERSIDE INTERURBAN TRACTS RECORDED IN VOLUME 24 OF PLATS, PAGE 49, RECORDS OF KING COUNTY, WASHINGTON. 2. RIVERSIDE INTERURBAN TRACTS, RECORDED IN VOLUME 10 OF PLATS, PAGE 74, RECORDS OF KING COUNTY, WASHINGTON. 3. KING COUNTY PUBLIC WORKS, EAST MARGINAL WAY SOUTH 118TH STREET TO SOUTH 133RD PLACE. 4. RECORD OF SURVEY, RECORDED IN BOOK 84 OF SURVEYS, PAGE 207, RECORDS OF KING COUNTY, WASHINGTON. 5. RECORD OF SURVEY, RECORDED IN BOOK 88 OF SURVEYS, PAGE 272, RECORDS OF KING COUNTY, WASHINGTON. 6. RECORD OF SURVEY, RECORDED IN BOOK 107 OF SURVEYS, PAGE 23, RECORDS OF KING COUNTY, WASHINGTON. 7. RECORD OF SURVEY, RECORDED IN BOOK 283 OF SURVEYS, PAGE 153, RECORDS OF KING COUNTY, WASHINGTON. 8. UNRECORDED SURVEYS BY H.W. RUTHERFORD, CIRCA 1965. SSMH RIM=83.84 IE (E) 12" CP=74.94 �_-j -- SS FOUND MON IN CASE W/ BRASS DISC, DOWN 0.6' 0.06' S'LY OF CALC'D CENTERLINE FOUND CONCRETE ONUMENT WITH BRASS PLUG, DOWN 0.8' CB T-1 RIM=77.69 IE (W) 12" CPP=72.69 IE (E) 12" CPP=72.59 CB T-1 RIM (SOLID)=64.11 IE (W) 8" CP=61.41 IE (SE) 8" PVC=61.31 SS --- yCB T-1 ,^P"RIM=63.40 �k IE (NW) 8" PVC=61 IE (SE) 8" DI=60.9 CB T-1 RIM=56.61 IE (5) 24" CMP =51.11 IE (E) 12" CPP =51.01 IE (N) 24" CMP =50.9 IE (S) IE (E) SSMH RIM=57.00 PVC =51.80 1 CP =51.65 -G CB T-1 RIM=61.02 IE (NW) 8" 01=59.32. oIE (W) 12" CP=58:17 (E) 12" 'CPP=58 0, N CB 1 RIM (Se ID)=66.10 IE (N) 6 'VC=63.70 IE (W) 12" gy=63.20 IE (E) 12" C' 63.10 IE (S) 12" CPP 63.10 FOUND TACK IN LEAP POINT "B" CONCRETE ONUMENT RASS DISC POINT "A" IM=58.00 cn I (W) 12" CPP=S .90 IE (SE) 12" CP=5 .70 1E (N) 24" CMP=5 .60 L. ❑. . P WR L TEL N 9)0'00'00" W 85.00' IE (5)U12" P=53.07 IE (E) 8" C P=52.92 WATER LE L=51.27 (UNABLE' TO SEE b THE 'OUTFALL PIPE) EVIEWED FOR' E COMPLIAN APPROVED AY 18 17 NE 1/4 OF NW 1/4 SEC 15, TWP. 23 N., RGE 4 E., W.M. TAX PARCEL NO. 192080-0005 STARK PROPERTY llurrr...::::SL."'%•rii �� r r!:�n.� :-rfy_ co co 00 Lf') Ltl o. C NAVD(88) PER GPS OBSERVATIONS CB T-1 RIM=60.49 IE (5) 12" CP=58.19 IE (N) 12" CP=52.79 IE (E)=UNABLE TO SEE PIPE N 90'00'00" E ACCEPTED A BEARING OF NOO'03'50"E BETWEEN FOUND POINTS "A" AND "B" PER R8. DETAIL /A Of N.T.S. SD DC7 SDMH RIM=59.81 IE (E) 12" CP =53.11 oIE (W) 12" CMP=52.81 IIE (S) 12" CMP=52.41 SE CORNER OF TRACT 611 I CB T-1 RIM=58.21 IE (S) 12" CP=54.11 IE (W) 12" CP=53.86 JOB NUMBER: 160351 4/27/2016 DRAFTED BY: IND -SSD CHECKED BY: EJG/RLS SCALE: 10/21/16 ADDITIONAL MONS a S- S- -D------D----D- S- SVD - \ CB T-1 RIM (SOLID)=64.11 IE (W) 8" CP=61.41 IE (SE) 8" PVC=61.31 CB T-1 RIM=56.61 IE (S) 24" CMP =51.11 IE (E) 12" CPP =51.01 IE (N) 24" CMP =50.9 hb' CB T-1. •IE (S) 12" P=53.07 • IE (E) 8 CMP=52.92 WATER LEAL=51.27 • . (UNABLE1 TO SEE THE OUTFAL)L, PIPE) . w ;L -S N 8519'49" E 1776.72' b0 yCB T-1 . . 6M'RIM=63:40 • • 1 • x . • IE •(NW) .8" PVC=61\10 p . IF (SE) 8" IJI=60:9q, .. \.... . ..1. . 120:34' 0 -/SVo a� o � 6 60 a.• x - ••(A • 0 SV`) rQ�I�I� 66� hB T-1 . . RIM (SOLID)=66.10 •IE (N) 6"PVC=63.7 IE '(W) '12" CP=63.'20 IE .(E) .12" CP=63.0 IE �(S). 12" CPP=6x..10 . 29- -. SVD -W- 5`2$• 64.42 • TTHGRADE) o .. 1• \ 1" .E 770.65' / NEW DOME TIC WATER SERV CrE /S . i 3L' 1.. • SI 1(61 T CONNECTION PER 1 COT STD DTL WS=ft1 / • • SVD• • SVD - W S.D d 0 CB T-1 RIM=61.02 E (NW) . 8" DI=59.32 . • .IE (W) 12" CP=58.17 . IE (E) 12" •CP=58.07 SVD SSMH . .OUNP. CONCRETE \. . RIM=57.00 IE (S\) 8" PVC =51.80 ' • • 1N/ :RAW DISC IE (E)\12" CP =51.65tnPOINT 'A" \ . PP • \ .SSMH RIM=56.76 . IE (E) 12" CP=51131 . . MONUMENT yAtiry Si'0 -W - _- (REF) 10.0' ,wv • • o. . 9; • � ryry1 • I \ CONC. BLOCK GARDEN WALL . • N W TRAFFIC -RATED WATER GRADE MIT BOX BREAK ` 1 .09T 2114..T T YARD SETBACK 1 • wV . ''x5.69' �-� SVD - 0 CBT -1. . . ..• • • RIM=58.00 ` IE •(W) 12" CPF=54.90 IE .(SE) 12" CP=.,1.70. (N) 24" -CM P=51.60 ry1 ryt . ry 1 O LDR (LOWRISE DEVELOPMENT RESIDENTIAL) 70 CA Z o r k 37 0 111 O \ '1+ +4 4v I$. 4;'44; �p��4 •4I •'*4 del ,4 ,I 04.0 4 Int. I ,4 i$v 1>t� 44 .0 63.87 OP x 1 PATIO 52 FOOTPRINT OF PROPOSED j • • - • 2 -STORY SINGLE-FAMILY RESIDENCE OOD COMMERCIAL CENTER x61' ry x h0 (f) .... • . . • . . . . . . . ... TMH 0 cn • • \ \ cn 0 STUB MIN 2% SLOPE 1 10' SIDEYA-KD SETBACK'1 110' LANDSCAPE BUFFE'R 1 1 1 ONNOU• mom= 60.33 CONC PAVERS . PER LS PLANS 60.20 59.99 INSTALL • INS EC 'N TEE 59.81-. PER OT STd DTL S-02 80.60 60.14 N 90•00'00" W 85.00' TIOA. xh ,� 1.0 11:3 1z ro \. N • ,a • . a •QQ O PP RADE) . 59.70' GRAVEL D AND PARKING ROW 0 NEW D/VV \ • RS -08C • P4 an 7 7 9 81 C25ncit wois SITE PLAN 44,1.114`11* - PP GAS r ,""""ig0 /11- 47,4 (in -(5 4.-m! U 44 5 IMPERVIOUS SURFACE: NEW: 3,429 SF BLC CB CL CO COT DDCV DI DS DTL EL ESMT EXG FD FDC FF FHY FL IE LF MH BUILDING CORNER MJ COMPACT OH CATCH BASIN PL CLASS CLEAN OUT REF CITY OF TUKWILA R/W STORM DRAIN $ - DOUBLE DETECTOR CHECK VALVE SQ FT - DUCTILE IRON DOWNSPOUT DETAIL DRIVEWAY ELEVATION EASEMENT EXISTING FOUNDATION DRAIN FIRE DEPARTMENT CONNECTION YL STD SAV TC TP TV U.N.0 FINISHED FLOOR FIRE HYDRANT FLANGE JOINT HANDICAP INVERT ELEVATION LINEAR FEET LANDSCAPING MANHOLE SHEET INDEX C1 SITE PLAN C2 STANDARD CITY NOTES C3 TESC PLAN C4 GRADING AND UTILITIES C5 WATER PLAN & PROFILES C6 SECTIONS & DETAILS o NW SW NE SE 0 • VICINITY MAP SURVEYOR OWNER TERRANE LAND SURVEYING 10801 MAIN STREET, SUITE 102 BELLEVUE, WA 98004 425.458.4488 MECHANICAL JOINT OVERHEAD PROPERTY LINE RADIUS REFERENCE DRAWING RIGHT-OF-WAY SANITARY SEWER SQUARE FEET STANDARD SIDEWALK TELEPHONE TOP OF CURB TEST PIT TELEVISION UNLESS NOTED OTHERWISE YARD LIGHT SOUTH WEST EAST NORTH NORTHWEST SOUTHWEST NORTHEAST SOUTHEAST DIAMETER ARCHITECT JAY & DIXIE STARK rene ARCHITECTURE 1412 SOUTH HENDERSON ST 13505 AMBAUM BLVD SW SEATTLE, WA 98108 SUITE 103 BURIEN, WA 98146 (206) 721-1424 LEGEND DESCRIPTION STORM SEWER SANITARY SEWER WATER CONTOURS SILT FENCE POWER (OHP/UGP) ASPHALT PAVING PERVIOUS CONC. CONC. PAVING GRAVEL SURFACE LANDSCAPING CONCRETE CURB SPOT ELEVATIONS PARKING COUNT FOUND CASE MON FIRE HYDRANT GAS METER GUY WIRE ANCHOR JUNCTION BOX PARKING LOT LIGHT POWER POLE W/TRANSFORMER POWER VAULT ROCKERY SIGN SIGNAL POLE STORM CATCHBASIN STREET UGHT TELEPHONE JUNCTION BOX TELEPHONE VAULT UNDERGROUND POWER NEW 50 - OHP/UGP 1111111111 avorenzassemass IPI • UTILITY POLE UTILITY MANHOLE WATER METER WATER VALVE • EXISTING 50 - OHP/UGP - IPI CCCO 0 El CiiipE COMPLIANCE APPROVED 0 BU MAY 1 8 2017 City of Tukwila G DIVISION CITY OF TUKWILA APR 0 7 2017 PERMIT CENTER UTILITY CONFLICT NOTE: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES, WHETHER SHOWN ON THESE PLANS OR NOT, BY POTHOLING THE UTILITIES AND SURVEYING THE THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE @ 1-800-424-5555 AND THEN POTHOLING ALL EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILMES AS SHOWN ON THESE PLANS ARE NOT GUARANTEED AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT AP CONSULTING ENGINEERS PLLC TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. STARK RESIDENCE PO BOX 162, AUBURN, WA oo 0.1 AEPauI@APConsulfingErtgineers.com 129XX S 130TH STREET czi en 2 w coo 0 cn re DESCRIPTION DATE 10/19/2016 DRAWN TAB CHECKED AEP JOB NO. 2016032 SHEET NO. C 1 Ij,-60.60 1I• \ 1 6042 r•.o•aT : •.. r... ....i4:7$ : :7$ • :I �o /� . ��(�H fi0 "• '-CONE.WIiEEt . •" - •:.• 6RIPs 1,` I 'TOp..( ' `i �•, 1\', 80.60 60.14 N 90•00'00" W 85.00' TIOA. xh ,� 1.0 11:3 1z ro \. N • ,a • . a •QQ O PP RADE) . 59.70' GRAVEL D AND PARKING ROW 0 NEW D/VV \ • RS -08C • P4 an 7 7 9 81 C25ncit wois SITE PLAN 44,1.114`11* - PP GAS r ,""""ig0 /11- 47,4 (in -(5 4.-m! U 44 5 IMPERVIOUS SURFACE: NEW: 3,429 SF BLC CB CL CO COT DDCV DI DS DTL EL ESMT EXG FD FDC FF FHY FL IE LF MH BUILDING CORNER MJ COMPACT OH CATCH BASIN PL CLASS CLEAN OUT REF CITY OF TUKWILA R/W STORM DRAIN $ - DOUBLE DETECTOR CHECK VALVE SQ FT - DUCTILE IRON DOWNSPOUT DETAIL DRIVEWAY ELEVATION EASEMENT EXISTING FOUNDATION DRAIN FIRE DEPARTMENT CONNECTION YL STD SAV TC TP TV U.N.0 FINISHED FLOOR FIRE HYDRANT FLANGE JOINT HANDICAP INVERT ELEVATION LINEAR FEET LANDSCAPING MANHOLE SHEET INDEX C1 SITE PLAN C2 STANDARD CITY NOTES C3 TESC PLAN C4 GRADING AND UTILITIES C5 WATER PLAN & PROFILES C6 SECTIONS & DETAILS o NW SW NE SE 0 • VICINITY MAP SURVEYOR OWNER TERRANE LAND SURVEYING 10801 MAIN STREET, SUITE 102 BELLEVUE, WA 98004 425.458.4488 MECHANICAL JOINT OVERHEAD PROPERTY LINE RADIUS REFERENCE DRAWING RIGHT-OF-WAY SANITARY SEWER SQUARE FEET STANDARD SIDEWALK TELEPHONE TOP OF CURB TEST PIT TELEVISION UNLESS NOTED OTHERWISE YARD LIGHT SOUTH WEST EAST NORTH NORTHWEST SOUTHWEST NORTHEAST SOUTHEAST DIAMETER ARCHITECT JAY & DIXIE STARK rene ARCHITECTURE 1412 SOUTH HENDERSON ST 13505 AMBAUM BLVD SW SEATTLE, WA 98108 SUITE 103 BURIEN, WA 98146 (206) 721-1424 LEGEND DESCRIPTION STORM SEWER SANITARY SEWER WATER CONTOURS SILT FENCE POWER (OHP/UGP) ASPHALT PAVING PERVIOUS CONC. CONC. PAVING GRAVEL SURFACE LANDSCAPING CONCRETE CURB SPOT ELEVATIONS PARKING COUNT FOUND CASE MON FIRE HYDRANT GAS METER GUY WIRE ANCHOR JUNCTION BOX PARKING LOT LIGHT POWER POLE W/TRANSFORMER POWER VAULT ROCKERY SIGN SIGNAL POLE STORM CATCHBASIN STREET UGHT TELEPHONE JUNCTION BOX TELEPHONE VAULT UNDERGROUND POWER NEW 50 - OHP/UGP 1111111111 avorenzassemass IPI • UTILITY POLE UTILITY MANHOLE WATER METER WATER VALVE • EXISTING 50 - OHP/UGP - IPI CCCO 0 El CiiipE COMPLIANCE APPROVED 0 BU MAY 1 8 2017 City of Tukwila G DIVISION CITY OF TUKWILA APR 0 7 2017 PERMIT CENTER UTILITY CONFLICT NOTE: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES, WHETHER SHOWN ON THESE PLANS OR NOT, BY POTHOLING THE UTILITIES AND SURVEYING THE THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE @ 1-800-424-5555 AND THEN POTHOLING ALL EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILMES AS SHOWN ON THESE PLANS ARE NOT GUARANTEED AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT AP CONSULTING ENGINEERS PLLC TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. STARK RESIDENCE PO BOX 162, AUBURN, WA oo 0.1 AEPauI@APConsulfingErtgineers.com 129XX S 130TH STREET czi en 2 w coo 0 cn re DESCRIPTION DATE 10/19/2016 DRAWN TAB CHECKED AEP JOB NO. 2016032 SHEET NO. C 1 S -D S -D SVD S CB T-1 RIM (SOLID)=64.11 IE (W) 8" CP=61.41 IE (SE) 8" PVC=61.31 o",Oh4 ^3 Ery CB T-1 RIM=56.61 1E (S) 24" CMP =51.11 IE (E) 12" CPP =51.01 IE (N) 24" CMP =50.9 U) S ,,,CB T-1 m��RIM=63:40 IE (NW) 8" PVC=61110' ' IE .(SE) 8"• DI=60:9q . • 1-S 60ry \• .. N 85639149" . E 1776�� . IS.o . ../ . .h� A'. v • 0• h°. ��'B T-1 . . . . . . /. RIM (SOLID)=66.10 IE (N) 6"PVC=63:7 IE (W) 12". CP=63.20 IE .(E) 12" CP=63.10 IE (.S) 12" SPDP= 6p..1 O he, 1 120:34' \. / , N 8$•02 21 'E 770.65 • / / • / / lS 130TH ST. `4s �AWCUT & REMOVE EXG ASPHALT, A /SHOWN, FOR NEW WATER CONNE SVO •-. W I S- 0 h� \ .SSMH RIM=57.00 IE (S) 8" PVC =51.80 IE (E)\12" CP =51.65 I • IE(S)12' •IE (E) 8". WATER L (UNAI -S r \ *ST. a� Sx5.69' OUNCONCRETE MONUMENT. W/ = RASS - DISC POINT. "A". THE OU' RIb IE (E) 12" C b 0 CB T-1. RIM=61.02 " E (NW) 8" .DI=59.32 IE. (W) 12" CP=58.17 IE (E) 12" CP=58.07 • • •I S W---=•-'""'-- (REF) WV . . . . S V 0 ----. SV I tL G Z on 0l 0 a-, h -X -L'Q 11 A x 4 +4 J• i Aix Vp' 001 *41 *4 r�►i� v41 4 " *01 °PA 41 r%; keit ►p1 i►f;' Qt,g 4.4 INSTALL C \ \ \ PROTECIbN PB? '9TL 31C2 \ INSTALL CB • • PROTECTION . . .. . . . • PER DTL 3l CB T-1 • RIM=58:00 .....\.I'... IE (VV). 12" CP=4.90 90.4° IE (SE) 12" CP= 1.70 •xh (N) 24" CM =1.60 ary \ \ X^h O O 0 O 4.0' • • 1): i rTi x M N. •A hm. \ - • \ • •\ I. .. -•.)t. • .•-• • TMH ry6 0 -35' ••!•.... ROW ..:. 35.00' IA co tcni. FILTER FABRIC FENCE PER DTL 1/C2 SILT FENCE MAINTENANCE STANDARDS 1. ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY 2. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. 3. IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGNS OF FENCE CLOGGING AND ACTING AS A BARRIER TO FLOW AND THEN CAUSING CHANNELIZATION OF FLOWS PARALLEL TO THE FENCE IF THIS OCCURS, REPLACE THE FENCE OR REMOVE THE TRAPPED SEDIMENT. 4. SEDIMENT MUST BE REMOVED WHEN THE SEDIMENT IS 6 INCHES HIGH. 5. IF THE FILTER FABRIC (GEOTEXTILE) HAS DETERIORATED DUE TO ULTRAVIOLET BREAKDOWN, IT SHALL BE REPLACED. JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. EQUIVALENT, IF STANDARD STRENGTH FABRIC USED FILTER FABRIC 6' MAX. POST SPACING AY BE INCREASED TO 8' IF WIRE BACKING IS USED NOTE: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE 000v3'.° I\ MINIMUM 4"x4" TRENCH BACKFILL TRENCH WITH NATIVE SOIL OR 3/4%1.5" WASHED GRAVEL 2"x4" WOOD POSTS, STEEL FENCE POSTS, REBAR, OR EQUIVALENT FILTER FABRIC FENCE NTS 4ftliA 0440fertir\ AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF R -O -W PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PRESENT, AS PER KING COUNTY ROAD STANDARDS 4"-8" QUARRY SPALLS GEOTEXTILE 12" MIN. THICIGNESS ROVIDE FULL WIDTH OF INGRESS/EGRESS AREA CONSTRUCTION ENTRANCE NTS STABILIZED CONSTRUCTION ENTRANCE MAINTENANCE STANDARDS 1. QUARRY SPALLS (OR HOG FUEL) SHALL BE ADDED IF THE PAD IS NO LONGER IN ACCORDANCE WITH THE SPECIFICATIONS. 2. IF THE ENTRANCE IS NOT PREVENTING SEDIMENT FROM BEING TRACKED ONTO PAVEMENT, THEN ALTERNATIVE MEASURES TO KEEP THE STREETS FREE OF SEDIMENT SHALL BE USED. THIS MAY INCLUDE STREET SWEEPING, AN INCREASE IN THE DIMENSIONS OF THE ENTRANCE, OR THE INSTAllATION OF A WHEEL WASH. IF WASHING IS USED, IT SHALL BE DONE ON AN AREA COVERED WITH CRUSHED ROCK, AND WASH WATER SHALL DRAIN TO A SEDIMENT TRAP OR POND. 3. ANY SEDIMENT THAT IS TRACKED ONTO PAVEMENT SHALL BE REMOVED IMMEDIATELY BY SWEEPING. THE SEDIMENT COLLECTED BY SWEEPING SHALL BE REMOVED OR STABILIZED ON SITE. THE PAVEMENT SHALL NOT BE CLEANED BY WASHING DOWN THE STREET, EXCEPT WHEN SWEEPING IS INEFFECTIVE AND THERE IS A THREAT TO PUBLIC SAFETY. IF IT IS NECESSARY TO WASH THE STREETS, THE CONSTRUCTION OF A SMALL SUMP SHALL. BE CONSIDERED. THE SEDIMENT WOULD THEN BE WASHED INTO THE SUMP. 4. ANY QUARRY SPALLS THAT ARE LOOSENED FROM THE PAD AND END UP ON THE ROADWAY SHALL BE REMOVED IMMEDIATELY. 5. IF VEHICLES ARE ENTERING OR EXITING THE SITE AT POINTS OTHER THAN THE CONSTRUCTION ENTRANCE(S), FENCING (SEE SECTION D.4.1) SHALL BE INSTALLED TO CONTROL TRAFFIC. 0,1 CATCH BASIN INSERT MAINTENANCE STANDARDS 1. 2. 3. ANY ACCUMULATED SEDIMENT ON OR AROUND THE FILTER FABRIC PROTECTION SHALL BE REMOVED IMMEDIATELY. SEDIMENT SHALL NOT BE REMOVED WITH WATER, AND ALL SEDIMENT MUST BE DISPOSED OF AS FILL ON SITE OR HAULED OFF SITE. ANY SEDIMENT IN THE CATCH BASIN INSERT SHALL BE REMOVED WHEN THE SEDIMENT HAS FILLED ONE-THIRD OF THE AVAILABLE STORAGE. THE FILTER MEDIA FOR THE INSERT SHALL BE CLEANED OR REPLACED AT LEAST MONTHLY. REGULAR MAINTENANCE IS CRITICAL FOR BOTH FORMS OF CATCH BASIN PROTECTION. UNLIKE MANY FORMS OF PROTECTION THAT FAIL GRADUALLY, CATCH BASIN PROTECTION WILL FAIL SUDDENLY AND COMPLETELY IF NOT MAINTAINED PROPERLY. SOLID WALLS FILTER MEDIA FOR DEWATERING CATCH BASIN GRATE POROUS BOTTOM CATCH BASIN INSERT NTS 111E- IIIE MEE Ell NOTE: THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN. TO DEWATER THE STORED SEDIMENT, AN OVERFLOW, AND CAN BE EASILY MAINTAINED. CODE COMPLIANCE APPROVED MY 1 8 2011 City of "Tukwila E3UILDING DIVISION 00010 RECEIVED CITY OF TUKWILA API? 0 7 2017 PERMIT CENTER 0 DATE 10/19/2016 DRAWN AEP CHECKED AEP JOB NO. 2016032 SHEET NO. C2 PROPERTY LINE 10 LANDSCAPE BUFFER CONCRETE BLOCK RETAINING WALL MAX. HT.36" /'Ir����/���.����. 0..10-r•AZOY:01 AWN LANDSCAPE PLAN SCALE: 1"=1 CY-0" EDGE OF ASPHALT 24"x24" CONCRETE PAVERS CRUSHED ROCK TO FILL JOINTS POWER POLE STREET SIDEWALK 10' LANDSCAPE BUFFER CONCRETE LANDSCAPE CURB 4"D. x 6"W. FLUSH WITH CRUSHED ROCK DRIVEWAY 10' LANDSCAPE BUFFER 1/2 DIA. OF PLANT OR AS SHOWN ON EQUAL SPACING Irilk0 EDGE OF PAVING OR PLANTING BED SHRUB AND GROUNDCOVER SPACING DETAIL PLANT SCHEDULE BOTANICAL NAME COMMON NAME QTY SIZE COMMENTS TREES Acer palm. 'Bloodgood' Pinus f.'Vanderwolf Betula jacquemontii OThuja o. 'Emerald Green' SHRUBS Arbutus unedo 'Compacta' Berberis T. 'Royal Burgundy' Miscanthus s. 'Yaku Jima' Cistus hybridus Viburnum davidii Rhaphiolepis um. 'RutRhaph' Lavandula angust. 'Munstead Mahonia nervosa Arctostaphylos uva-ursi Bloodgood Japanese Maple Vanderwolf Pine Jacquemontii Birch Emerald Green Arborvitae Dwarf Strawberry Tree Royal Burgundy Barberry Compact Maiden Grass White Rockrose Evergreen Viburnum Southern Moon Hawthorn Dwf English Lavender Longleaf Oregon Grape Kinnikinnick 4 1.5"cal Well Branched / Full/ Matching 1 6' - 7' Well Branched / Full / Matching 3 1.5" cal. Well Branched / Full / Matching 8 5'- 6' Full / Compact 1 5 gal 22 2 gal 9 5 gal 17 2 gal 31 2 gal 4 5 gal 23 1 gal 22 1 gal 232 4" pots Full / Compact / Drought tolerant Full / Compact / Drought tolerant Full / Compact Full / Compact / Drought tolerant Full / Compact / Drought tolerant Full / Compact Full / Compact / Drought tolerant Full / Compact / Native Full / Compact / Plant 24" on center Native LANDSCAPE NOTES 1. CONTRACTOR SHALL BE RESPONSIBLE FOR FAMILIARIZING THEMSELVES WITH ALL OTHER SITE IMPROVEMENTS AND CONDITIONS PRIOR TO STARTING LANDSCAPE WORK. 2. CONTRACTOR SHALL USE CAUTION WHILE EXCAVATING TO AVOID DISTURBING ANY UTILITIES ENCOUNTERED. CONTRACTOR IS TO PROMPTLY ADVISE OWNER OF ANY DISTURBED UTILITIES. (LOCATION SERVICE PHONE: 1-800-424-5555) 3. CONTRATOR SHALL MAINTAIN AND WATER ALL PLANT MATERIAL FOR 1 YEAR OR UNTIL FINAL INSPECTION AND ACCEPTANCE BY OWNER. 4. CONTRACTOR SHALL BE RESPONSIBLE FOR COMPUTING SPECIFIC QUANTITIES OF GROUND COVERS AND PLANT MATERIALS UTILIZING ON -CENTER SPACING FOR PLANTS AS STATED ON THE LANDSCAPE PLAN AND MINIMUM PLANTING DISTANCES AS SPECIFIED BELOW IN THESE NOTES. 5. GROUND COVERS SHALL BE PLANTED IN AN EQUILATERAL TRIANGULAR SPACING PATTERN AT THE ON -CENTER DISTANCES SHOWN ON THE PLAN OR IN THE PLAN SCHEDULE. WHERE GROUND COVER ABUTS CURBING, SIDEWALKS, SIGNS OR POLES, MINIMUM PLANTING DISTANCES SHALL BE 12" FROM CENTER OF PLANT TO CURB, SIDEWALK, ETC. MINIMUM PLANTING DISTANCE SHALL BE 24" FROM CENTER OF TREES AND SHRUBS. 6. CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING THE QUANTITIES OF PLANTS THAT ARE REPRESENTED BY SYMBOLS ON THE DRAWINGS. 7. SUBGRADE IS TO BE WITHIN 1/10TH OF ONE FOOT AS PROVIDED BY OTHERS. ALL PLANTING AREAS TO BE CLEARED OF ALL CONSTRUCTION MATERIAL AND ROCKS AND STICKS LARGER THAN 2" IN DIAMETER. 8. NEW BED AREAS AS SHOWN ON THE PLANS, SHALL RECEIVE A MINIMUM OF 2" DEPTH "CEDARGROVE" COMPOST THEN ROTOTILLED TO A DEPTH OF 6". THEN AN ADDITIONAL 4" MINIMUM OF 3 -WAY TOPSOIL IN ALL NEW BED AREAS. 9. ALL BEDS TO RECEIVE A MINIMUM OF 3" FINE FIR BARK. 10. ALL PLANT MATERIAL SHALL BE FERTILIZED WITH ACRO TRANSPLANT FERTILIZER 4-2-2 PER MANUFACTURER S RECOMMENDATIONS. 11. ALL PLANT MATERIAL SHALL CONFORM TO MN STANDARDS FOR NURSERY STOCK, LATEST EDITION. ANY REPLACEMENTS MADE AT ONCE. A. GENERAL: ALL PLANT MATERIALS FURNISHED SHALL BE HEALTHY REPRESENTATIVES, TYPICAL OF THEIR SPECIES OF VARIETY AND SHALL HAVE A NORMAL HABIT OF GROWTH. THEY SHALL BE FULL, WELL -BRANCHED, WELL- PROPORTIONED, AND HAVE A VIGOROUS, WELL-DEVELOPED ROOT SYSTEM. ALL PLANTS SHALL BE HARDY UNDER CLIMATIC CONDITIONS SIMILAR TO THOSE IN THE LOCALITY OF THE PROJECT. B. TREES, SHRUBS, AND GROUNDCOVERS: QUANTITIES, SPECIES, AND VARIETIES, SIZES AND CONDITIONS AS SHOWN ON THE PLANTING PLAN. PLANTS TO BE HEALTHY, VIGOROUS, WELL -FOLIATED WHEN IN LEAF. FREE OF DISEASE, INJURY, INSECTS, DECAY, HARMFUL DEFECTS, AND ALL WEEDS. NO SUBSTITUTIONS SHALL BE MADE WITHOUT WRITTEN APPROVAL FROM LANDSCAPE ARCHITECT OR OWNER, 12. CONTRACTOR TO PROVIDE A ONE-YEAR WARRANTY ON ALL INSTALLED PLANT MATERIAL. PLANT 1" HIGHER THAN IN NURSERY FINISH GRADE NOT TO SCALE II w d - w I- 0CL 2" (2) 2"x2"x10' HEMLOCK STAKE STAIN BROWN/ TO PREVAILING WINDS INSTALL "TREE BOOT" OR "ARBORGARD" IN LAWN AREAS. PLANT TREE 1"-2" HIGHER THAN IN NURSERY WATERING BASIN 3"-\\ PRUNE DISEASED AND BROKEN BRANCHES REMOVE TOP 1/3 OF BURLAP 2" SETTLED DEPTH OF SPECIFIED MULCH FERTILIZER TABLETS/SPECS SPECIFIED AMENDED BACKFILL COMPACT AND WATER THOROUGHLY FIRM NATIVE SOIL MOUND SHRUB PLANTING DETAIL NOT TO SCALE SPECIFIED PLANTING SOIL UNDISTURBED GROUND 12" MIN. FOR WOOD STAKES & 18" FOR REBAR 2x ROOTBALL WIDTH 0 REINFORCED RUBBER HOSE OR VINYL W/16 GA. WIRE TIES DETAIL PRUNE DISEASED AND BROKEN BRANCHES HOSE & WIRE TIES, SEE DETAIL ABOVE REMOVE BINDING TWINE & TOP 1/3 OF BURLAP. 2" SETTLED DEPTH WITH SPECIFIED MULCH FERTILIZER TABLETS (4-21 GRAM -20-10-5) SCARIFY PLANTING PIT SIDES AND BOTTOM 6" DEEP, FIRM, NATIVE SOIL MOUND IN HEAVY SOILS, AUGER 8"x6' DEEP HOLE (OR THROUGH HARDPAN) FILL WITH CRUSHED ROCK. VERIFY GOOD DRAINAGE PRIOR TO PLANTING. TREE PLANTING & STAKING DETAIL NOT TO SCALE FINISH GRADE STAPLE TREE cry op r� ►wry Kwit APR 0 7 2017 OR VINYL W/16 GA. REINFORCED RUBBERBARN/ a CEA! DETAIL94 Ten PRUN BROK HOSE SEE (2) 2 STAIN REMO TOP WATE 2" S WITH SPECT FERTI SCARIFY PIT SIDES AND BOTTOM eaktMEINED FOR 50,ttetOMPLIANCE 2ROWN/HPRCV L WIt BINDING MATERIAL.�,AND BASIB N S"y 18 2011 NG ED DEPTH PECIFIED MULCH City of Tukwila tlit2DINGLDIVISION FIRM NATIVE SOIL MOUND IN HEAVY SOILS, AUGER 8"x6' DEEP HOLE (OR THROUGH HARDPAN) FILL WITH CRUSHED ROCK. VERIFY GOOD DRAINAGE PRIOR TO PLANTING. CONIFEROUS TREE PLANTING AND STAKING DETAIL NOT TO SCALE D17 4 C 0 cn Revised per new site plan rec.ed, STATE OF WASHINGTON REGISTERED LANDSCAPE ARCHITECT BRUCE CAMERON LANE CERTIFICATE No. 375 LANDSCAPE Date August 2 01 6 Scale AS NOTED Drawn B C L Job 38— 201 6 Sheet LA - 1 Of 1 Sheets