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Permit D17-0019 - SHAGLANI - LOT 1 SINGLE FAMILY RESIDENCE
SHAGLANI -LOT 1 2914 S 135 ST EXPIRED 06/09/18 D17-0019 Parcel No: Address: 0 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 7346600124 2914 S 135TH ST Project Name: SHAGLANI - LOT 1 COMBOSFR PERMIT Permit Number: Issue Date: Permit Expires On: D17-0019 3/31/2017 5/19/2018 Owner: Name: SINGH SARANJEET+JOHAL KARNA Address: 14218 4TH AVE S , BURIEN, WA, 98168 Contact Person: Name: MR SHAGLANI Phone: (206) 898-6775 Address: 14208 4TH AVE S , BURIEN, WA, 98168 Contractor: Name: SIGNATURE GENERAL CONST INC Phone: (206) 778-6118 Address: 14208 FOURTH AVE S, BURIEN, WA, 98168 License No: SIGNAGC848P1 Expiration Date: 10/21/2018 Lender: Name: MR SHAGLANI Address: 14208 4TH AVE S , BURIEN, WA, 98168 DESCRIPTION OF WORK: NEW SFR - 2994 SF LIVING SPACE, 470 SF GARAGE, 25 SF DECK Project Valuation: $398,539.98 Type of Fire Protection: Sprinklers: YES Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $10,895.81 Occupancy per IBC: R-3 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: 2017 2017 2017 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 25 Fill: 25 Number: 0 1 Permit Center Authorized Signature: Date: ID- —1 -17 I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached this permit. Signature: P1f2.L116' '/^ Print Name: t i-- % S vJ'% - df( Date: --- This This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***PUBLIC WORKS PERMIT CONDITIONS*** 2: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 3: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 4: 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. 5: Any material spilled onto any street shall be cleaned up immediately. 6: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 7: 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. 8: The Land Altering Permit Fee is based upon an estimated 25 cubic yards of cut and 25 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. 9: 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. 10: 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. 11: 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. 12: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 13: 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. 14: 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. 15: PRIOR TO ISSUANCE OF THIS BUILDING PERMIT; OWNER/APPLICANT SHALL PAY A TRAFFIC CONCURRENCY TEST FEE IN THE AMOUNT OF $300.00 UNDER PUBLIC WORKS PERMIT NO. C17-00xx. 16: Owner/Applicant shall contact the local postmaster regarding location of mail box installation. Location of mail box installation shall be coordinated with Public Works. 17: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 18: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 19: 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). 21: 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) 22: 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) 23: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 20: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 24: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 25: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 26: ***BUILDING PERMIT CONDITIONS*** 27: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with theapproved construction documents shall be resubmitted for approval. 28: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 29: 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. 0 30: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed spaces in buildings of Type III, IV, or V construction, the flame spread and smoke - developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. 31: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 32: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 33: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 34: All wood to remain in placed concrete shall be treated wood. 35: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 36: 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. 37: ***MECHANICAL PERMIT CONDITIONS*** 38: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 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: Manufacturers installation instructions shall be available on the job site at the time of inspection. 41: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 42: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 43: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 44: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 45: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 46: 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. 47: 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. 48: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 49: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 50: 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 51: Future projects and any remaining Public Works activities under this permit shall require all Public Works , inspections to be made by the Public Works Inspector. Any storm drainage systems that have been buried/cov without Public Works inspection shall be uncovered at the Owner's expense. 0 PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0409 FRAMING 0409 FRAMING 0409 FRAMING 0409 FRAMING 0409 FRAMING 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0502 LATH/GYPSUM BOARD 1800 MECHANICAL FINAL 0608 PIPE INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0 0413 WALL SHEATHING/SHEAR 0413 WALL SHEATHING/SHEAR 0413 WALL SHEATHING/SHEAR Parcel No: Address: 0 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 2914 S 135th St Project Name: SHAGLANI - LOT 1 COMBOSFR PERMIT Permit Number: D17-0019 Issue Date: 3/31/2017 Permit Expires On: 9/27/2017 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: SINGH SARANJEET+JOHAL KARNA 14218 4TH AVE S, BURIEN, WA, 98168 MR SHAGLANI 14208 4TH AVE S , BURIEN, WA, 98168 SIGNATURE GENERAL CONST INC .• 14208 FOURTH AVE S , BURIEN, WA, 98168 _ License No: SIGNAGC848P1 Lender: .;Name: Address: MR SHAGLANI 14208 4TH AVE S , BURIEN, WA, 98168 Phone: (206) 898-6775 Phone: (206) 778-6118 , Expiration Date: 10/21/2018' DESCRIPTION OF WORK: NEW SFR - 2994 SF LIVING SPACE, 470 SF GARAGE, 25 SF DECK Project Valuation: $398,539.98 Type of Fire Protection: Sprinklers: YES Fire Alarm: Type of Construction: VB Electrical Service Provided by: Fees Collected: $10,827.98 Occupancy per IBC: R-3 Water District: Sewer District: 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: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 25 Fill: 25 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: 1 Street Use: Water Main Extension: Water Meter: No 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 permit and agree to the cond' ions attach to this permit. Signature: Print Namevc514/14)6r(,07- //l)6z 9,406/49-1U/ This 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. Date: r, f//_c Zv/?.— PERMIT CONDITIONS: 1: ***PUBLIC WORKS PERMIT CONDITIONS*** 2: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 3: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 4: 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. 5: Any material spilled onto any street shall be cleaned up immediately. 6: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 7: 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. 8: The Land Altering Permit Fee is based upon an estimated 25 cubic yards of cut and 25 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. 9: 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. 0 0 10: 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. 11: 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. 12: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 13: 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. 14: 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. 15: PRIOR TO ISSUANCE OF THIS BUILDING PERMIT; OWNER/APPLICANT SHALL PAY A TRAFFIC CONCURRENCY TEST FEE IN THE AMOUNT OF $300.00 UNDER PUBLIC WORKS PERMIT NO. C17-OOxx. 16: Owner/Applicant shall contact the local postmaster regarding location of mail box installation. Location of mail box installation shall be coordinated with Public Works. 17: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 18: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 19: 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). 21: 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) 22: 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) 23: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 20: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 24: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 25: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 26: ***BUILDING PERMIT CONDITIONS*** 27: 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. 28: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 29: 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. C C7 30: Insulating materials, where exposed as installed in buildings of any type of construction, shall have a flame spread index of not more than 25 and a smoke development index of not more than 450. Where facings are installed in concealed spaces in buildings of Type III, IV, or V construction, the flame spread and smoke - developed limitations do not apply to facings, that are installed behind and in substantial contact with the unexposed surface of the ceiling, wall or floor finish. 31: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 32: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 33: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 34: All wood to remain in placed concrete shall be treated wood. 35: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 36: 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. 37: ***MECHANICAL PERMIT CONDITIONS*** 38: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 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: Manufacturers installation instructions shall be available on the job site at the time of inspection. 41: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 42: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 43: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 44: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 45: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 46: 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. 47: 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. 48: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 49: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 50: 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 a 1700 BUILDING FINAL** 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 5040 LAND ALTERING 1800 MECHANICAL FINAL 0608 PIPE INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKQA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination l ermit No. D I 1 1 1 Project No.: Date Application Accepted: i7 1 11 Date Application Expires: i 111 (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 Kin Co Assessor's Tax No.: %3 Site Address: 'Z �/ }� / � j� 7-11S %` . Tt4l PROPERTY OWNER Name: 119 A , S, 3, S y t_s9-Nl i Name:. n A S . S .. Si -p9 --i, L09 / City: 17ii.o� ii Address:/y9.08- L/-- q ,5 Phone: 2_06-27i.— 677 ', City: 23 La/ 6. J l„5t ' e:, !) f e - CONTACT PERSON — person receiving all project communication Name: 119 A , S, 3, S y t_s9-Nl i Address:, y ,La 8. i 71 414, , S. City: 17ii.o� ii State; Zip: Wig- Phone: 2_06-27i.— 677 ', Email: S2S/M-67L/97)7@ 67/LM/L:(cyvi GENERAL CONTRACTOR INFORMATION Company Name: en . 1 tNr.. uf.._f (51€kl wLCON3Si2W Address: I City: State: Zi : �cV6�.vE� l."--)15CA1L��i Phone: Fax: x:12)-6716. Contr Reg No.: 216,mp ic_c3i6NDatecil wa2D1. Tukwila Business License No.: o/ 2 ARCHITECT OF RECORD Company Name: ,e V A L v r) piezaT L,fs, , Architect Name: ci Le ;✓ 1,1 az. K 6 L Address: /6 o 3 / / ‘14d 67 Arc # / 1,5 City: eaLG.F' 04 W. . l)$ «s a S Phone: /-7/y__334._li'7/ x: Email: + G%epQ(Avaion Div ,ec�i- ti .c ENGINEER OF RECORD , Name: mt2 , s,, Sjm-yc..4 ,v'/ Address: / Y 24 (71 /l /91,1s- .'- City: P1/g/ Company Name: " Engineer Name: Address: City: State: Zip: Phone: Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) , Name: mt2 , s,, Sjm-yc..4 ,v'/ Address: / Y 24 (71 /l /91,1s- .'- City: P1/g/ tat :. 97/h:r _ H:\Applications\Porms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ it ! (j, 4- 0 .v Scope of work (please provide detailed information): L1 /Ll) 7 -?if rs PIT/ LE DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1St floor %S % L S r- 2nd floor / (L7 (' sr, , Garage EL carport ■ 2 L Li 7 0 S Deck — covered • uncovered 111 4.0 Total square footage 3 a 0 y S p. 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 $ 1270-0. v Nfurnace <100k btu appliance vent • thermostat wood/gas stove emergency generator fuel type: ❑ electric —gas ✓ ventilation fan connected to single duct water heater (electric) it other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ j iiia ▪ bathtub (or bath/shower combo) / dishwasher lavatory (bathroom sink) i water heater (gas) bidet floor drain sink lawn sprinkler system H:Wpplications\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 PUBLIC WORKS PERMIT INFORM. -CION Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ®-rrTukwila ❑ ...Water District #125 ❑... Highline ❑ .. Letter of water availability provided SEWER DISTRICT ❑ - .Tukwila ❑ .. Sewer use certificate ❑ ...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 Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ .. Civil Plans (Maximum Paper Size — 22" X 34") ❑ .. Technical Information Report (Storm Drainage) ❑... Geotechnical Report ❑ ...Hold Harmless — (SAO) ❑ .. Bond ❑... Insurance ❑... Easement(s) 0...Maintenance Agreement(s) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 .. Right -Of -Way Use - Potential disturbance ❑...Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. ❑ ❑ .. Total Cut y2. Cubic Yards ❑... Work In Flood Zone ❑ .. Total Fill Cubic Yards [. Storm Drainage del" S'f7cs' , ,Sanitary Side Sewer ❑... Abandon Septic Tank ❑ ..Trench Excavation ❑ .. Cap or Remove Utilities 0...Curb Cut 0 ..Utility Undergrounding ��) 0 .. Frontage Improvements 0...Pavement Cut ❑ .. Backflow Prevention - Fire Protection 7 /a" 0 .. Traffic Control 0...Looped Fire Line Irrigation Domestic Water " ❑ .. Permanent Water Meter Size ❑ .. Residential Fire Meter Size 0 .. Deduct Water Meter Size wo# /" wo#/1' 0 .. Temporary Water Meter Size " WO # 0 .. Sewer Main Extension ....M..®.11i.(S.Public ffir- or - Private ❑ 0 .. Water Main Extension Public ❑ - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line / t5S number of public fire hydrant(s) 0—water -. sewer 0 .. sewage treatment MONTHLY SERVICE BILLING TO: / Name: f4�.r4-1A%�WiY % r, /, S € J JL-,q1V/ Day Telephone: vgC 6— g 9g - (� 77 Mailing Address: /4g0 o 43 I/#t AS �, � /,/%/��J (�,4 X6168 City State Zip WATER METER REFUND/BILLING: /1,t _ G.4 412E -Air Lv 7>siL vy€7.EpL Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES LICABL' E TO ALL PERMITS. IN'THIS; A:„.,,LICATION - Value of construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT 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 OVIER OR AUTH FD EX Signature: V. ,..1/ %/! Date: Print Name: , 9414-,r 4-/L? j r7 c//U (5711 Jfi 6744-,U/ Day Telephone:PG) - 5- 677S Mailing Address: /142o � g, H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh gl- 2 CCN W4 99/66 City State Zip Page 4 of 4 0 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME 51-1 G IAA) I 4--.°1-4--.°1-1 <� fi\) APERMIT # 0o19 C� 2g\¢ S, fg5-k ) If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement 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. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) category: $250 (1) 'Z5o -75o/15 A/ /.-o o Ooo / / 4;2-50 /0425 5. Enter total excavation volume Enter total fill volume cubic yards cubic yards $ /66 91 Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 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 $ TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ SLo (4) (5) The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01/15/16 1 0 0 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) $ lbs i (6) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 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. Seo $ i3 (8) 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 lst 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01/15/16 2 $ 642- (9) BULLETI_N.2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ Icy 13 I. Other Fees $ Total A through I $ /013 S8 (10) /Z DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE \ Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2016 -12.31.2016/ `..-'' Total Fee 0.75 $625 $6005 / $6630 1 $1125 $15,012!&0 $16,137.50 1.5 $2425 3025 $32,450 2 $2825 $8;040 040 $50,865 3 $4425 / $96,a0...,$100,505 4 $7825 / $150,125 $157,950 6 $12525 ,/ $300,250 \ $312,775 Approved 09.25.02 Last Revised 01/15/16 emporary Meter /0.75" $300 2.5" $1,500 3 Receipt Number DESCRIPTIONS ACCOUNT QUANTITY PAID D17-0019 Address: 2914 5135TH ST • pn: 7346600124 ." ' ADDITIONAL PLAN REVIEW TOTAL FEES PAID BY RECEIPT: R12931 R000.345.830.00.00 1.00 $67.83 $67.83 Date Paid: Friday, December 01, 2017 Paid By: SIGNATURE GENERAL CONST INC Pay Method: CHECK 1133 Printed: Friday, December 01, 2017 3:42 PM 1 of 1 ti - Y b 4Htif SYSTEMS Receipt Number DESCRIPTIONS I ACCOUNT QUANTITY PermitTRAK. PAID $8,163:32 D17-0019 Address: 2914 S 135th St Apn: $8,163.32 DEVELOPMENT $4,103.98 PERMIT FEE R000.322.100.00.00 0.00 $4,099.48 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 I $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 PUBLIC WORKS $1,499.88 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $106.25 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $106.25 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.06 0.00 ' $1,013.88 TECHNOLOGY FEE $211.46 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R11187 R000.322.900.04.00 0.00 '= $211.46 $8,163.32 Date Paid: Friday, March 31, 2017 Paid By: SIGNATURE GENERAL CONST INC Pay Method: CHECK 1045 Printed: Friday, March 31, 2017 10:44 AM 1 of 1 CRWSYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $2,664.66 D17-0019 Address: Apn: $2,664.66 DEVELOPMENT $2,664.66 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R10713 R000.345.830.00.00 0.00 $2,664.66 $2,664.66 Date Paid: Wednesday, February 01, 2017 Paid By: KARNAIL JOHAL Pay Method: CHECK 1124 Printed: Wednesday, February 01, 2017 1:13 PM 1 of 1 CRSYSTEMS INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: H LIN/ Type of Inspection: ,3UI L.Di NG F► 1 - Address: W :,/3(.5"7y J%; Date Called: P4 i)57 13.4' 3/64 Special Instructions: LOQ-. / Date Wanted: la —11—/ 7 a. ' pm Requester: fMW i_. Phone No: ® Approved per applicable codes. MCorrections required prior to approval. COMMENTS: 1) , 'r -EC.-- IC P4 i)57 13.4' 3/64 /9 nirAa//,, . ' 8. z ow LoiNCT-Y* fMW i_. Inspector: Date:/2 —/A77 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: OM -6 Y f9;1;'G'1%d/i,40 Type of Inspection: BviLDIN&- FINAL Address: g`7 - faCM 37--) c t ,Q Date Called: Special Instructions: LOQ— / Date Wanted: a.m., Requester: Phone No: nApproved per applicable codes. Corrections required prior to approval. COMMENTS: Af4AfC'.7ML$ f9;1;'G'1%d/i,40 /1 o P i1J//v.. G-- /Al -6A-A/9-61f--- Ai" - e '7? W{j 4-z ,� v i 41)T— .O it c t ,Q 2, E'LC mt s t3 Cc WI PLC's Inspector: Date: 72-0—r 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 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: S»MLi N 1 Type of Inspection: -, ri Nei... Address: 2g1q s, 13 .e., or - Date al : iiL Special Instructions:�@ / Date Wanted: 1 2—te -t% �.rn. P3 Requester: Phone No: 0Approyed per applicable codes. LJ Corrections required prior to approval. COMMENTS: K - 144 co -MAUI -L. FiNfL. Inspector: Date: f2 -4.v/7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 439-3670 Permit Inspection Request Line (206) 438-9350 Project: s -6i_Ah I Type of Inspection: Address: aqi y- G 13611i 6-177 Date Called: I Special Instructions: LOT 1Date 645- ?/?''t /9)1M. Wanted: I - e/""/7 CzLin p.m. Requester: Phone No: L Approved per applicable codes. EJ Corrections required prior to approval. COMMENTS: v k 6-h5 pi PA // ! �- pt<- pi—o/1 i9tN`- Inspector: Date: 7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit D17 -boil 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: SM6,--/M Le'T / Type of Inspection: Address: 9-911 Si 135 -/ if 5)--r7 Date Called: Special Instructions: o RC e' /UN6. /N5'0 ,/'1 0 �l4..6/ iet:4 ' /6/aU11t-770.") t P/,a'.4-- //1/svLA-77'ciAd Date Wanted: //,Z -/7 a.m p.m. Requester: Phone No: ;2.O40 - T-67.5 Approved per applicable codes. Corrections required prior to approval. COMMENTS: z-Ro2i/c aCI Lf4 /N 5tJL/r TO C -f R. /W6-0 .1-,}Tr6, b 64.4 -P! Pig' ill 6---U---77C30" Inspector: 76". Date: 2 c 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 DIS- w 19 Project: ec7/42Airc_77cAL3 PLsQ» XCO Type of Inspe ion: 4447 •' /7-1-f_ bP iN6 /N 6 DRYIAAIL, Address: ,P 4'V 3, 1357 S-77 Date Called: Ale) pAeRi 1 i A s' 4-1' i c. Special Instructions: Date Wanted: 10-- /7 a.m. p.m. Requester: Phone No: Approved per applicable codes. •( Corrections required prior to approval. COMMENTS: ec7/42Airc_77cAL3 PLsQ» XCO GitiVI-61-.►PR.Y1A)A. LL- Ani % (atM PL.,, / , 4447 •' /7-1-f_ bP iN6 /N 6 DRYIAAIL, /M Vs r ca ,s4 -D (/�vJD ,pocr eiev.‹, P' P' f'c77j Ale) pAeRi 1 i A s' 4-1' i c. Inspector: Date: l67 -l7 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 col q 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: A i i Type of Inspection: 1A I f4 (,t'?v) BCAM4. %� Address: 9®teS i 3 �, Date Calle S y Instructions: ) t- _� Date Wanted: 41 /6/1 d H.aP..mmSpecial Requester: A1i''f•r Phone No: LiApproved per applicable codes. Corrections required prior to approval. COMMENTS: 0/ .G:: Bili -t1 oK n Th .a+- (7/112.4-6C- //Pkir- at' A1i''f•r ampf.-e'J-' Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INS ECTIO NO. INSPECTION RECORD Retain a copy with permit bi7 - W/9 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: S% LA/01 Type of Inspection: UAL- I AIMA--rioNif Address:-11 � Date Called: Special Instructions: �� Date Wa to a.:n p.m. Requeste : Phone No: Approved per applicable codes. D Corrections required prior to approval. COMMENTS: Inspector: D14-11 REINSPECTION FEE REQUIRED. Prior to next insparction. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. tf• INSPECTION RECORD Retain a copy with permit 1)17 -cool 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: 5/44A&-tk,r 1 Type of pection: jp,&-r -12,14-04/Air-6- Address: zqjq g r 3(P Date Called: Special Instructions: ��'� Date Wan l7 a.m. Requester Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit ,ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 b,i-coi q Project: S AN-A/� 6 Type ospection: i ! /QCs- Address:, Address:-�.� s ) T" Date Called: , ck aterPeACCA016- Special Instructions: Date Wa dC 17 a.m Requester Phone �,�NNo: Approved per applicable codes. Corrections required prior to approval. COMMENTS: V jek l + s / ij es . 1.,4.A 74iti // /fir ngt ,anij ck aterPeACCA016- c^" '70 Lire t Inspector: /04 Dat REINSPECTION FEE REQUIRED. Prior to next insFjection, fee must`be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 bi7-0o/I Project: 5t4,46MAU s Type o spection: /VGA jd(r Address: TM �--- 2q/y S )3§ - Date Called: Special Instructions: Date Warttei. , Requester Phone No: ❑ Approved per applicable codes. INCorrections required prior to approval. COMMENTS: 1) A p Zoe --r_D a[ -i, A sneer Av' e '; in; nspector: Date gi Z9 117 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit D,7 -00d/ I ON 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: _/44 64,17%) ) Type spectiop: -MAIM I Address: ZV/Ii S i?" S%v Date Called: Special Instructions: Date Wane JJ �y//�1• Requeste . tivtAr owe Phone No: Zea - f 6775' Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1 t c''1<-6 l ...P r S 1/41- 6 '% r`- SSMi - t"iet i ei�'C -1Aeoo e_ /A a JJ �y//�1• tivtAr owe q. ifid 1:d / k J S I _Pial" g """, i�I `/"'S.y"'� m -mi & ea,--Ai'-iaiftna ,(41- /Ps e -P1.. '7. v, i us -lei ' »c Ar (9./ 2 -- 9/(j/dDe )) 3�' /.r 1" MM ,if.... g f i s C? p w `r r2 if Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. /0) Pl rtD6 ``mac) 95 SOS,.._ reti;SCS Ak.fir 6e. p64,1 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: Si/MC l4Ai ,I � Type o nspection: t j,ie,- 1 1//e6 c6'+Cf Address: 21A! 5 RI S Date Called: gamee6 eie ✓ o r,„Te„- As-)96trocil Special Instructions: _ f 0 / Date Wan e V it f -1 pm. Requester Phone No: D 1 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1 1//e6 c6'+Cf £ V V A''p, 11/ ia`-Gov C Ptl0►2 iv le,b J/i+6 ,,,,,t/5-peweol ei (c4 L 4-'! A Peet gamee6 eie ✓ o r,„Te„- As-)96trocil 1u -s -Pee D 1 Inspector: 14 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 Di7- 009 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: 514A -6-1-A41 T e of Inspection: CCinO T -/6V 11:21).11i /, Z - Address. 2q/4'S° _S% 'r Date Called: Special Instructions: `r / Date Wan d. a 0c/7 a.m. p.m. Requester. Phone No: pqApproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Inspector: �� 4 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 INSP - ION NO. PERMIT N0: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 4311-3670 Permit Inspection Request Line (206) 438-9350 Project: 5l /1.6.1A,a T e of inspection: vreig- / 114 4p 4 'L Address:_ 174 Nig 5 r3s S9 Date Called: Special Instructions: • i / Pejew l" 07i tr=iniPmeg Date Want ,', / 7 a.m: p':R% Requester: Phone No: _ 2,cx, - 9(• 7 7S Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date8 1 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSP CTION NO. INSPECTION RECORD Retain a copy. with permit a7/q 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: r e � ? 44 & I Top of Inspection: fz°ni� 4' "'J 6 ,i. t d �lt)6' Address: ,iti 2-9 16/ s 13:CSr Date Called: Special Instructions: . / l eir / Date WW • / � aim. p.m. Reques r: Phone No: 2C 695 f 77S red Approved per applicable codes. Corrections required prior to approval. COMMENTS: InspectorAL 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 pal - civic? Project: �/�// ///j}} %�/p ..J AS 0`�.W ,t i Ty �e/jof Inspection: � %/��'/��(� 9�//��)} Vid 9./ � PJ4 - /PV 6: s 1 / 19/4)6. Address: ?A14 S As—n-1 Sr Date Called: Special Instructions:Date col --i Wanted: y ii m. Requester: Phone No: 696 6/77,r Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: 1) A PPeavid PL- '!T � 6 c 000 kr 6 //' Pe2�c Inspector: Date:giiin 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 (206) 431-3670 -)I7 ~t01ci3 6300 Southcenter Blvd., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 438-9350 Pro'ect: S -AA f Ty a of Inspection: kor,1 4 - hti 14C iM iot _ AAr�dd��dress:11-1 2f11 S />� Date Called: Special Instructions: r / Date Want a.m Requeste . No: Phone No: /c .( 55Q 6 7r - aApproved per applicable codes. Corrections required prior to. approval. COMMENTS: 1 - I ti+AK A7.Jb /440 gr Be ex] 5- / ` j4t' Inspector: Date' `7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit bi? ,oaq PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 4311-3670 Permit Inspection Request Line (206) 438-9350 Project: �i-�. yl/4,4 - 10 / Type of Inspection: UAW S4i rte%%a. ,- Si Address: sq qq )? T ST - Date Called: Special Instructions: Date Wante 7 1Q /f 7 p.m. Requester. iii Phone No: 206- '7 74_ f/Jjj EglApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. c4\4 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- coil Project: Type of Inspection: if2/1-LL 6.iielMAIGANCIR Address: 29'' 5 /36-774 577 i%cam R J%R/J ` Date Called: Re Special Instructions: s7/4uNI co C/$-1_1.- / Date Wanted: a.m. 6-30-)7 p.m. Requester: , .5-aii-id0 LE Phone No: 26th -778 -GP`// ❑ Approved per applicable codes. >/ Corrections required prior to approval. COMMENTS: ee5R g i%cam R J%R/J ` Re M/- 4 -LL 1 -i -F -M/- -Tr/jN&- %6 'L'WS //v5/Dr ' psi)/.D.E" pe i' /-/ , .5-aii-id0 LE Inspector: Date: / 31�-- 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT Na CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter BIvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: Type of Inspection: OOF s%ff-TTA)b Address: 2v9 g, %577{ Date Called: Special Instructions:Date <��ivf Le)/ Wanted: (0 --3p --17 (;2: p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: OK-- pcof 5'/ -6q -T A Inspector: ofC Date: oo C� i REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 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: ROC 57-1/V6 Address: 29'/,' 5, /36i 577 Date Called: Special Instructions: $/406-z/N/ LCST / . Date Wanted: o.,. 2-$.-/7 a.m. WAIL Requester: K'Vr N siNVII Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 4 /9fiefilir z>/? PLA/1/5 lW S/7 " Inspector: res Date: 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 D'7con - 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: Typ • of Inspection: Address: 2q/y S . / 3Cmo 67-7 sate Called: Special Instructions: 621206-3Z/4// [Or / Date Wanted: 6 _ze_ t % �-�; lam p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: PL/Ws e/V .'7-g Inspector: Date: 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/: , p 1 sA461-0/L' AfI Typ spection: �� �Cl"Y bi i4 Address; CAAJCIALC?'6 - A T- r2V by Date Called: Special Instructions: 6r / cAti_ Date Wanted: 6 2 air -7 a.m. „....cr.:7_1. Request r: Para ✓/jo- 1115RFC-1W Phone No: 0 Approved per applicable codes. E Corrections required prior to approval. COMMENTS: CAAJCIALC?'6 - A T- r2V by PL„Viv,AiWWWe i %'IVei itAl..-, EZZ-Ztnei 4 I21s - /ia/1r 15e Para ✓/jo- 1115RFC-1W Inspector: .4 MAI 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit 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 big -e0/9 Project: S 4AV—AAi I Type of Inspection: ihubeV " iec)re / 4/4IAky Address: 74 20%1 S 13s ' ST - Date Called: Special Instructions:Date Le7-- / Wanted: 5- /I/97 a.m. r..Xnt,. Requester: Phone No: - r•o77S Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: — v,t)DRR -5-butz rffiyvyin& Inspector: Date: 5 /ct/7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit D17 -0c/9 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: S -LAr+J d Type nspection: /-06-0A & 012A-) Ai S Address:.I /x% 09 S 13 a 7 s -r Date Called: Special Instructions: .�- Date Wanted: ......a_mm Requester: Phone No: 4Approved per applicable codes. 1] Corrections required prior to approval. COMMENTS: Inspector: Date: chin REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. D� INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ' 1)17-D0 I 6300 Southcenter Blvd.., #100, Tukwila: WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: -51÷A-6-1_114.1 — UST 1 Type of Inspection: / "a"b/ -Fool—) 4c —i .. 4 Address: e� li`f S : 13574 S -T Date Called: Special Instructions: Date Wanted:a.m. 't -Z5-17 p.m. Requester: DKK Phone No: Approved per applicable codes. D Corrections required prior to approval. COMMENTS: Inspector:A l„ '7 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 ISI 1---60( i q --S -r<---r, PERMIT r<- -- PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: -.1 _ jj e.�'1 )411 i 12 s Type of Inspection;-- ye/Le-64/ At Address:Contact Suite #: #2,9(/1.c_I---- - r p -s EL) Person: Special Instructions: Occupancy Type: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: - r p -s EL) Pre -Fire: bit Occupancy Type: NE J (.- 36 ce, --z, L2 a dS 561T.i_-fr/ ?of ( .,g0 sec -a Liecc)cT - - ,-; - 7 7,e- Et vLocA 0 t( ---- Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:4 r-/? Ci; ---. Date: f /-94/9— Hrs.: / $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address x. 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 Of I1 r - 7'` ' " /S4 - PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: S'fictAkiti, iaes, Sprinklers: Type of Inspection: 1-4-(40fit /&1.166.1". Address: / Suite #:7.--1/4— S. lS 5T Contact Person: t Special Instructions: Occupancy Type: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: giyekee--17/Fte)4 MST Occupancy Type: i✓e/3gQ(lsos_c �E� ap wl2�.Q za/S , © " h'fz I- q�( /30s-- 2 i(4A des' 7 1/4/19f 11 *1r 4 1 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: t Inspector: � 7'1/1r. `_: "' �y -. ,--'.1/4 � Date: ! 1 `1/ 4-frq._ Hrs.: f $100.00 REINSPECTION FEE REQUIRED. You will receive an tinvoice 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 On- -- 66 IC( rt 5 4 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: -) i 1 ,.._ t "). Type of Inspection: c„olve Address:�.-^ Suite #: Z9/4- 8541 c.�( Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: fes-- c v Z Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:.? -' 5-4-- Date:._ 52- - f h Hrs.: $100.00 REINSPECTION FEE REQUIRED. You�wilIre eive 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 Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 November 14, 2017 City of Tukwila Attn: Building Official/Field Inspector REVISION N0:1 Subject: INSPECTION - Site Drainage Infiltration Trench, New Residence, 2914 S. 135th Street, Tukwila, WA 98168 (PN: 734660-0124) (Tukwila SP Lot 1) Dear Sir: On June 29, 2017 this office visited the above site to observe the excavated infiltration trench for the site's roof and driveway runoff infiltration. The approved drainage plan provided for a round drywell with a diameter,of 8' and a depth of 6', giving a volume of 302 cubic feet. As observed, the contractor had prepared a relatively gigantic trench excavation. The dimensions were 7 feet wide by 17 feet long, with a gravel depth of 6 feet. The resulting volume was 714 cubic feet. The resulting volume is more than adequate. The bottom of the trench was approximately 7 feet below grade, ensuring no backup of trench flows into the house crawlspace. The trench was located on the south side of the house in the gen - ralllEirI D FOR , shown for the drywell. The trench was 7 feet clear of the house tmGnia' IANCE feet clear of the site's south property line to its south. The trench was 1tOggIXEP- of the site's west property line. NOV •3 0 2017 The soils encountered were the expected very fine sand found o i the building lot to the east. - No alteration or remedial measures were required for this trench i Attached are photos taken of the trench during excavation. Questions relating to this matter may be directed to this office. Sincerely, ruce S. MacVeigh, P.E. Civil Engineer City of Tukwila gt1NG DIVISION ' } RECEIVED , CITY OF TUKWILA_.` NOV 20 217 jt PERMIT CENTER53, kamailj 135thtrenchinsplot2/1375. • 0) c E OO. D)DD 0 o 5,7 ai 0 IS. ii c N • — cD o•= 43) CO ig 2 8 -0 eu Qi 'rs 0 U 3 - C c L c.3 0,3 co •-• eif s----- co c) *= cn /.... e -0 t..-, cri ; 74CL 46*: ' 0 '''...".77 r , ..2. C.),, (3 ea ; rZ131.2.. o ... .4Z! ti 2 2 32 E n. . ..... co af t;;1.-; -a .c5 -2, >.. ...,lii eciu4 34—aE)k.:—a.„4 =ix,..... 1 ,..,\ • ., \ • 4`co t• -),p \'6: '-' 4 . ‘•;".)e:iic.), \ \ ‘''0.. "b. `{/e, \ (5) \ 1 '';',;`,.., (:?..\ `.. ... '..,i. /),.,..fe, i, 4.:. • kr.> (:-. ••••(c\./,;'/ ' * ,,'•' .10.- •,... b ./0 ..,e 4-:, • <, I/ . 4' 10 ‘e0 S/0 9j, / • . TRENCH EXCAVATION - LOOKING WEST Ittab TRENCH LOCATION RELATIVE TO SIDESEWER RECEIVED CITY OF TUKWILA NOV 20 2017 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED MAR 16 2017 City of Tukwila BUILDING DIVISION Bruce S. MacVeigh, P.E. Civil 'Engineer 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 City of Tukwila .Department of Community Development Attn: Review Staff RECEIVED MAR 10 2017 TUKWILA PUBLIC WORKS Subject: Response Information per Comment;Letter, New Residence, 2914 S. 135th `Street, Tukwila, WA 98168 (D17-0019) CORRECTION Dear Sirs: The following information provides guidanceTfor the further review of the above permit: Points addressed are per paragraph -kin the comment letter, dated February 16, 2017. The, plansjreferred`to in this letter, are the New Residential Drainage and TESCP Plan prepared by this office. Per request, two sets of revised plans are submitted at this time. GENERAL RECEIVED CITY OF TUKWILA 1. Building plans and structural calculations are prepared by others. PERMITMAR o C 201? NTER BUILDING DEPARTMENT 1. A supplernentai Foundation Design - :Geotechnical Evaluation has been prepared concerning foundation soil,bearing°pressure. Copies,aresubmitted with",this submittal. 'We conclude that anrallowable.bearing for,trese soils is 2,000-psf.-Due to soil variability at many sites,we have recorrimended this office officially inspect the'excavated foundation soils prior to foundation'placement, and remedial measures taken as,necessary,,to ensure confident jOndafion support. We.understand this is, already a'standa'r''d :practice'for the`Buildng Depaitrnent (and a good one). 2. Concerning crawlspace footing drains, we did indicate a separate line from the footing drain tothe yard -drain sump, with no connection to the roof,drain lines. We have added: Sheet 2 - Note specifying that at'the,yard drain sump the incoming footing drain line be a minimum:of 67 higher than the incoming roof drain line. This ensures no back up of roof flows into the crawlspace. bl1-ool� Sheet 2 - A detail for the footing drain with specifications as recommended. 3, 4 and 5. Egress window information, etc. is by others. PUBLIC WORKS DEPARTMENT 1 and 2. Traffic Concurrency and Impact Fee by owner. 3. Sheet 2 - We have added the water meter location for Lot 1. The service line to the lot and the meter box are already installed. The ser ice line will be 1" with a 1" meter. The usual domestic 3/4" meter is not used due to the potential:h`igh water flow: required for, a residential fre,sprinkler. The requirement for the house to be sprinklered is addressed in the architectural plans. Should the Fire Department and Water District 125 permit the use of a 3/4" meter,'the srr alle r size will be installed, with the concurrent approval of the Public Works Department. 4. Concerning the 'separation and specifications for the footing drain line, please see comments .arid added information above. 5. Concerning minor miscellaneous item"s for the plan, the following items are addressed - (All are Sheet 2) Parking pad noted as "Concrete Slab". Water meter shown with size of service line and meter. Flow direction arrows are on the' new parking pad aiming at the CB. Finished Floor,elevations-have been'added to thethouse main floor and ,garage. A Site ?TBf 1 has been added for reference on a'corner of the existing asphalt access driveway in front of the Lot ,1 site, with an assumed datum,of ,100.0. Several site Spot elevations and the pad CB rim' have also been added. The parking pad and :house location areas are very flat. The site owners were .diligen't'whenthey constructed the new house on Lot 2 and when they paved. the asphalt access driveway into the site. -During that work, concurrent with the: necessary utilities for the'Lot 2 house, they brought in forthe-future Lot 1 the water=and sewer lines, the gas line (dry) and all conduits:'for electric power, CATV and telephone. All of these utilities/conduits have -ends beyond existing pavement and are clustered into the southeast corner of Lot 1. All are either surfaced or staked for reference.: All runs into Lot 1 were approved and`inspected during.their installation. Thank you to all for a good review. Sincerely yours, Bruce S. -MacVeigh, P.E. Civil Engineer karnailj 135thlotl geotecth%1375 FILM March 7, 2017 Bruce S. MacVeigh, P.E. Civil Engineer 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 City of Tukwila Attn: Building Official/Field Inspector RECEIVED MAR 1'U 2017 TUKWILA PUBLIC WORKS Subject: Foundation Design- Geotechical Evaluation, New Residence, 2914 S. 135th Street, Tukwila, WA 98168 (D17-0019) Dear Sir: Attached are soil logs taken for the site during the preliminary short plat phase and applied to the recently completed new residence on the adjacent Short Plat Lot 2. The information is applicable to this new residence on the Short Plat Lot 1. It The following discussion addresses the soils relative to foundation soil bearing pressure. A previous discussion of soils on the site relative to this residence addresses soil infiltration of stormwater. SOIL LOGS 25 SEP 13 SL 1 0 - 6" 6 - 48"+ Topsoil Loam Medium Sand w/trace of Silt No groundwater indicated. SL 2 0 - 6" 6 - 48"+ Topsoil Loam Medium Sand w/trace of Si No groundwater indicated. SL 3 0 - 6" Topsoil Loam 6 - 48"+ Medium Sand w/trace of Silt No groundwater indicated. RECEIVED CITY OF TUKWILA MAR 002017 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED MAR 16 2017 City of Tukwila BUILDING DIVISION DIS OORR€CTION LTR# a iq SL 4 0 - 6" Topsoil Loam 6 - 48"+ Medium Sand wltrace of Silt No groundwater indicated. For design purposes the soils may be considered as medium sand, the silt content being light enough to not interfere with a medium sand matrix. SOIL CHARACTORISTICS The general soil type is good for foundation soils. The soils at foundation depth are original and undisturbed, and appear dense. It could not be determined if the soils had been glacially compacted, which would greatly improve their bearing capacity, however for normal residential construction they looked very good. CONCLUSION 1. Soils as found may be given an Allowable Soil Bear Pressure of 2,000 pdf. 2. No dewatering requirements are foreseen for the installation of the building foundation. 3. Additional typical soil design factors such as lateral resistance, deep excavation shoring and retaining wall equivalent soil densities are not relevant for this project. ADDITIONAL NOTE As with all sites, soils may vary within the site. It is recommended that this office be contacted to evaluate foundation excavated areas to confirm suitable soils prior to foundation placement, and to recommend remedial measures as_required to ensure proper foundation support. Questions relating to this matter may be directed to this office. Sincerely, ruce S. acVei , P.E. Civil Engineer kamailj 135thIotl geotech/1375 EXPIRES: 4/24/17 I 7frisek-I2'i7 c 5-;ot.. leg 5 c?7,41 2914 S 135TH STREET Building Code 15 IRC ASCE7-10 and SDPWS-2008. 11/04/2017 • a) � 1 0)) EP_ •Q" ui cu 0.0 i a)13 0 N 0) w U c o.•C •t < vow=> -D 13 0 C Q.'En C C C a) poo ooh o 6 c��mco�0 PERMIT CENTER Nov 1 2016 Lateral Loading: Area, Height & Weight Data. Page 1.1 of 1.3 Date: ,Nov 1 2016 Job: TUKWILLA CUSTOM Firm: By: BR MaxQuake © 1995-2015 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Q15.1 Construction Design Software FLOOR PLAN AREAS & SHEAR WALL GRID SPACING •Establish Grid Spacinped Floo Ian CorJfiguratio .a Each I vel• Left 1 2) 3 ) 4 Shear O 2n O 2n O 2n O 2n O 2n O 2n 0 2n O Roof 2 Rf Area R & Rb+OH /100 Overall Depth ft 2nd FI 1 Roof 1 Rf Area R & Rb+OH/100 Floor 2 & 2b Area /100 Perimeter Wall LF Overall Depth ft 1st Floor Floor 1 & 1b Area /100 Nal I Spacing Back --+ 8.5 v 19 v 18.5 'i - �i - Roof 2 R R R i FI/Rf 1 7 2 2 2 1st Fl 1 1 1 Roof 2 R R R i FI/Rf 1 8.25 • 2 2 2 1st Fl 1 1 1 Roof 2 R R i FI/Rf 1 23.1 R 2 2 1st Fl 1 1 1 Roof 2 R _ _ iFI/Rf 1 21.7 2 1st Fl 1 Roof 2 i FI/Rf 1 1st Fl Roof 2 i FI/Rf 1 1st Fl ' Roof 2 i FI/Rf 1 1st Fl Typical Overhang F to B 1 1.8 60.05 23.1 2.5 1.3 32.25 60.05 60.05 3.3 8.1 13.1 a= 4.6 Zone B Dpth of Roof 2nd FI TYPICAL DEAD LOADS Wind Area Calc o' •Establish Dead Loads (Ibslsf)• Right Roof: R Rb. Interior Wall Roof Floor Perin- Overall Roofing 3 Gyp.Bd 6 R Rb 1or2 b Wall Width FL Wdth Sheathing 1.5 Framing 4 Area+OH Area / 100 LF ft 46 Framing 2 Int. Finish 4.0 46 Vt Rf Are Snow Other 3.2 60 46 L -R 6.5 10 3.2 60 46 Zone E Ceiling: 4.2 Roof at 2nd FI 8.5 297 Insulation 1 Exterior Wall 3.8 25 Typ OH Framing 0.5 Ext Finish 4 3.8 17 L to R Zone G 3yp. Bd. 2 Shear 1.5 9.8' 2 1673 Other Framing 3 2.5 8.7 65 -Iz Rf Arez 196 3.5 Insulation 0.5 10.6 74 Zone B Oh Zn E Floor: lor2 1b 2b Gyp. Bd. 3 5.1 35 37 Floor 4 Int .Finish 4.0 62 37 Sub. FI. 2 code additional 4.0 62 Zone D Oh Zn G Framing 3.5 12 239 83 Insul 0.5 83 Topping 1-1/2"=18psf Hz WI Are Other Vt Rf Area F -B Irregular Plan or Zone Adj Zone E N I IF L Plan w/ both Legs > 354 15%of Plan or Vert SW offset.Y? Zone A 10 166 FLOOR HEIGHTS & WIND AREA 221 •Establish Floor to Floor and Roof Heights (ft). Zone C Roof Roof Floor 375 Pitch Height Height 500 X/12 5 6 Enter Rf Ht & Pitch 9 35 Zone D 129 98 Rf 2 Area + OH 2,301 Zone G Rf 2b Area + OH 2nd FI Depth 1 1,615 Floor 2 Area 1,969 FI to FI Height 11 7.3 11.1 98 Floor 2b Area 61.1 118.75 Oh Zn E M 2 Perimeter LF 212 st FI Dp - S if Zero s a= 4.6 Zone B Zone D 18 Zf 1 R Area +OH 251 Ave. Sill to FI Ht Dpth of Roof 1st Etone A 166 Zone C 248 18 f 1 Rb Area +OH 7.3 11.1 Oh Zn G Floor 1 Area 2,166 Wind Ht.@Ridge Perimeter Wall LF 55.35 38 118.75 28 Floor lb Area Wind Ht.@Gable Overall Depth ft 60.05 a= 4.6 Zone A 221 Zone C 331 28 WI1 Perimeter LF 212 Mean Roof Ht. ASCE? a = less of 10%of least horiz dim or 40%of ht but not less than 4%of least horiz dim but at least 3 ft. Sec 6.2 Low-rise Building: ht < 60 ft. Rf ht < least Hoof -/ 21d FURsof • I st Floor Basel GxawI Sp 26.00 Slab/Foundation 23.00 Ridge F to B L to R 23.00 Runs' Y Y Hips' Y Wind Load Areas - Front to Back Page 1.2 of 1.3 Date: Job: Nov 1 2016 Firm: TUKWILLA CUSTOM By: BR MaxQuake All Rights Reserved Q08.1 © 1995-2008 Archforms Ltd. Lateral Load Analysis & Construction Design Software Horizontal 2nd Roof Line Name Sum Igth to line or mid line Lgth of line to mid line Bay Lgth 1 8.5 2 19 3 18.5 4 4.3 8.5 18.0 27.5 36.8 46.0 4.3 4.3 9.5 9.5 9.3 9.3 2a Lgth > 2a Lgth < 2a Lgth Int Lgth Rake Lgth Rise at > Rise at < R2 Area 35 Hip/Gable B1 Area 129 Hip/Gable D1 Area 110 Slope Zone B2 Area 166 Slope Zone D2 Area Sum Igth to line or mid line 1st Roof Lgth of line to mid line R1 Area W2 Area W1 Area Base WI Area 9.2 4.3 4.3 0.7 46.0 8.6 14.4 6.0 8.5 8.5 3.5 0.3 0.7 18.3 9.2 9.2 9.3 14.4 2.2 3.8 18 15 3 18 77 0 79 50 6 51 4 55 110 56 4.3 8.5 18.0 27.5 36.8 46.0 4.3 4.3 9.5 9.5 9.3 9.3 2a Lgth > 9.2 4.3 4.3 0.7 2a Lgth < 46.0 2a Lgth 8.5 Int Lgth 23.0 Rake Lgth Rise at > Rise at < Hip/Gable B1 Area Hip/Gable D1 Area Slope Zone B2 Area Slope Zone D2 Area 166 WI Zone A Area 248 WI Zone C Area 221 WI Zone A Area 331 WI Zone C Area WI Zone A Area WI Zone C Area 0.7 18.3 9.2 9.2 9.3 77 6 165 102 8 220 83 84 110 112 Vertical Lift R2 Area R1 Area 354 1615 18 28 98 98 18 28 Zone E & F Area Zone G & H Area Oh Zone E Area Oh Zone G Area Zone E Area Zone G Area Oh Zone E Area Oh Zone G Area 65 13 276 65 715 835 9 1 9 18 9 98 98 9 1 9 18 9 Vert Roof Areas -E- Ridge Ridge G G E O�tF� OhG Oh 2a t Transverse Wind L/2 E 2a Longitudinal Wind Horiz Rf & WI Areas B; A Ridge NSP 1 9 D19 ''`Q C A < > 2a Transverse Wind < > . 2a Longitudinal. Wind Zone F assumed to Equal Zone E Zone H assumed to Equal Zone C Wind Load Areas - Left to Right Page 1.3of1.3 Date: Job: Nov 1 2016 Firm: TUKWILLA CUSTOM By: BR MaxQuake All Rights Reserved Q08.1 © 1995-2008 Archforms Ltd. Lateral Load Analysis & Construction Design Software Horizontal 2nd Roof Line Name Bay Lgth A 7 B 8.25 C 23.1 D 21.7 Sum Igth to line or mid line 3.5 7.0 11.1 15.3 26.8 38.4 49.2 60.1 Lgth of line to mid line 3.5 3.5 4.1 4.1 11.6 11.6 10.9 10.9 2a Lgth > 2a Lgth < 2a Lgth Int Lgth Rake Lgth Rise at > Rise at < R2 Area 35 Hip/Gable B1 Area 239 Hip/Gable D1 Area 110 Slope Zone B2 Area 250 Slope Zone D2 Area Sum Igth to line or mid line 1st Roof Lgth of line to mid line RI Area W2 Area WI Area Base WI Area 9.2 3.5 3.5 2.2 60.1 7.0 2.2 15.6 6.1 14.4 7.0 7.4 6.0 2.9 0.9 2.2 9.2 9.2 23.1 12.5 14.4 2.2 3.8 18 10 7 18 119 0 31 139 69 6 42 13 55 36 139 75 3.5 7.0 11.1 15.3 26.8 38.4 49.2 60.1 3.5 3.5 4.1 4.1 11.6 11.6 10.9 10.9 2a Lgth > 9.2 3.5 3.5 2.2 2a Lgth < 60.1 2a Lgth 7.0 Int Lgth . 30.0 Rake Lgth Rise at > Rise at < Hip/Gable B1 Area Hip/Gable D1 Area Slope Zone B2 Area Slope Zone D2 Area 9.2 2.2 9.2 6.1 23.1 12.5 166. WI Zone A Area 63 375 WI Zone C Area 221 WI Zone A Area 84 500 WI Zone C Area WI Zone A Area WI Zone C Area 20 83 54 208 113 26 110 73 277 150 Vertical Lift R2 Area RI Area 3 297 1673 37 83 196 37 83 Zone E & F Area Zone & H Area Oh Zone E Area Oh Zone Area Zone E Area Zone G Area Oh Zone E Area Oh Zone Area 161 161 14 51 329 4 12 85 866 316 18 46 25 196 14 4 18 12 46 25 Vert Roof Areas 1 Ridge E�h G G� 2a Transverse Wind L/2 Oh'�hE a Longitudinal Wind Horiz Rf & WI Areas Ridge B _Hip 1 7 D17 A C P 2a Transverse Wind < > 2a Longitudinal Wind Zone F assumed to Equal Zone E Zone H assumed to Equal Zone C Lateral Load Analysis: Seismic & Wind Loads Page 2.0 Date: Nov 1 2016 Job: TUKWILLA CUSTOM Firm: By: BR MaxQuake All Rights Reserved Q15.1 01995-2015 Archforms Ltd. Lateral Load Analysis & Construction Design Software SEISMIC LOADS •Establish Dead Loads• 2nd Floor Item DL(psf) Area (sf) DL(lbs) Roof R Roof Rb Ceiling Ext Wall Int Wall F 1 or 2 FI 1 b or 2b 6.5 3.5 12 10 10 2,301 14,959 1,969 6,892 1,909 22,907 1,969 19,692 1,969 19,692 1st Floor Area(sf) DL(lbs) Sec.12.7.2 ASCE 7-10 Base Level Area(sf) DL(lbs) 251 1,632 2,166 7,579 1,167 13,999 Sum 2nd 84,142 Sum 1st 23,210 Base Sum 2nd, st & Base 107,352 'Distribute Weights to Various Levels• Roof 2 2nd FI 1st FI Base FI Wt Line Rf 1 Line Line Line Sum Tributary Weight Wt Roof 2nd (R+Rb) Wt Ceil 2nd 1/2Wt Ext WI 2 Wt Int WI 2 Wt Floor 2 (2+2b) Wt Roof 1st (R+Rb) Wt Ceil 1 1/2 Wt Ext WI 1 Wt Int WI 1 Wt Floor 1 (1+1b) 1/2Wt Ext WI Base Wt Ceil Base 14,959 6,892 11,453 11,453 19,692 19,692 1,632 7,579 13,999 Load transfers directly to Slab 14,959 6,892 22,907 19,692 19,692 1,632 7,579 13,999 Line Sum 33,305 74,047 •Determine Base Shear. 12 IBC Calculation Method per 12.8 ASCE7 & Sec.1613.51 Site Class= Occ. Cat.= R= Site Coef Fa= Site Coef Fv= Import le= Sms=FaSs= Sm1=FyS1= Sds=2/3Sms= Sd1=2/3Sm1= P limit Cu= Ta=Cth^n D I1 6.5 1.00 1.50 1.00 1.31 0.77 0.88 0.51 1.40 011 Sec.11.4.2 ASCE7 Mapped %g: Ss= Tb1.1604.5 IBC Mapped %g: S1= Tb1.12.2-1 ASCE7 Mapped Period TL= Tbl. 1613.5.3(1) Seismic Design Cat.= Tbl. 1613.5.3(2)Seis Coef Cs=Sds/(R/I) = Tb1.11.5-1 ASCE7 Cs not >Sd1 /T(R/I) = Eq.(16-37) IB11 not >Sd1 TL / (R/I) 72 = Eq.(16-38) IBC Cs not < 0.01 = Eq.(16-39) IBC Cs not < 0.5 S1/ (R/I) = Eq.(16-40) IBC V (SD)= CsW = Tb1.12.8-1 ASCE7V= (SD)*0.7=V(ASD) =I Eq.(12.8-7) ASCE7 131 51 12 D 0.135 15.861 NA 0.010 NA 14,496 W= 107,352 Sec.1613.5 (Fig.1-14 odd) Sec.1613.5 (Fig.1-14 even) Fig.(22-15) ASCE7 • Sec.1613.5.6 IBC Eq.(12.8-2) ASCE7 for T < = TL Eq.(12.8-3) for T > TL Eq.(12.8-4) Eq.(12.8-5) ASCE7 for S1 => 0.6g Eq.(12.8-6) Eq(12.8-1) ASCE7 BUILDING CODE •Vertical Distribution of Shear to Various Levels. Fx= V (Wtx)(Htx)"k/Sum(Wti)(Hti)"k k= 1 Eq.(12.8-12)ASCE; Wtx Roof 2 33,305 36,905 2nd FI/Rf 1 74,047 1st Floor X 15 IBC and ASCE7-10, SDPWS-2008 Sec. 12.8.3 ASCE7 Eh= pQe Eq.(12.4-3) p FtoB p LtoR 1.00 1.30 1.30 1.30 Ht from plate to foundation Ht xAk (Wt)(Ht)"k Fx 20 666,094 4,565 11 814,520 5,582 Sum 107,352 20 1,480,614 10,147 Sec 12.3.4 ASCE7 WIND LOADS •Adjusted Wind Zone Pressures• P s= AKztIP s30 = Wind Loads per Simple Diaphragm Lowrise Envelope Tbl. 28.5-1 ASCE 7 Roof 2 0 Roof 1 0 Procedure for MWFRSper ASCE7-10 Sec. 28.5 Longitudinal Transvers Transvers Wind Speed 115 1609A IBC / 26-1A ASCE 7 HZ Zone A 16.0 16.0 16.0 Risk Cat. 11 Tb1.1604.5 IBC/Tb1.1.5-1 ASC Zone B 16.0 16.0 16.0 Exposure= B Sec 26.7.3 ASCE7/IBC 1609.4.3 Zone C 16.0 16.0 16.0 Ht. Coef A 1.00 Tb1.28.6-1 ASCE/IBC1609.6.4 Zone D 16.0 19.2 16.0 Topo Kzt 1.00 Eq.(26.8-1) & Fig.26.8-1 ASOYT Zone E -16.0 -16.7 -16.0 Zone G -17.5 -16.7 -17.5 Zone E oh -35.3 -28.2 -35.3 Topo Type:zH r z H3\xZone G oh -27.6 -22.8 -27.6 Features: Escarpment Hill / Ridge Ht Distance Bldg Ht H. ft z=I ft L= ft x= ft Flat 'Total Wind Load In Each Direction At Each Level (lbs). Trib Area F to B Trib Area L to R Wind Load B,A area D,C area Sum PsA B,A area D,C area Sum PsA F to B L to R Horizontal Roof 2 Roof 1 2nd Floor 1st Floor Vert Uplift Roof 2 Roof 1 35 129 3,042 166 248 6,624 221 331 8,832 35 239 5,156 166 375 8,647 221 500 11,530 6,354 9,480 7,728 10,088 E,F,Eoh G,H,Goh Sum PsA E,F,Eoh G,H,Goh Sum PsA 373 1,642 -34,063 117 126 -3,938 F to L to 334 1,756 -35,854 34,063 35,854 37 280 -7,034 3,938 7,034 GOVERNING LATERAL LOADS •Maximum Total Load In Each Direction At Each Level (lbs)• Front to Back Left to Right Roof 2 6,354 Wind 9,480 Wind 10,147 (ASD) Comb 5. ASCE7 12.4.1 2nd FI I Roof 1 7,728 Wind 10,088 Wind 1st Floor Wind %of Seismic FtoB LtoR 139% 160% 106% 139% e Shear Wall Segments Data: Lines 1-8 LiFeos Run Page 3.1 of 3.2 01995-2015 MaxQuake Archforms Ltd. All Rights Reserved Lateral Load Analysis & Q15.1 Construction Design Software Date: Nov 1 2016 Firm: Job: TUKWILLA CUSTOM By: BR Line 1 Segment (Seg) names Seq Variables; Lq: SeIgth. I Line 2 a-g appear to show possible Ht: Seq hqht (from I Line 3 quadrants (q). Remove pq 1). X: WI Opening. I Line 4 Segs not used. Move B: Bearing Wall? - B=yes. Line and add 1,2...to deno E: Ext./Int. Wall? - E Line e multiple (m) seg's in a or I. S: Stacked Seq above, I Line quadrant, ie., b2. same row, ci-m & <— Line Lq. 2nd level Seg Wall Variables q-m Lg Ht X B E Seg Wall Variables q-m Lg Ht X B E Seg Wall Variables q-m Lg Ht X B E Seg Wall Variables q-m Lg Ht X B E Seg Wall Variables q-m Lg Ht X B E Seg Wall Variables q-m Lg Ht X B E Seg Wall Variables q-m Lg Ht X B E Seg Wall Variables q-m Lg Ht X B E 1,2,3.. Wall Lines Run From Front to Back a 9.8 9 BE c 20 9 B E d1 10 9 B E d2 5.3 9 B E b 14 9 B E d 19 9 B E sum 9.75 Syst WS sum 20.20 Syst WS sum 15.43 Syst WS sum 33.25 Syst WS sum Syst sum Syst sum Syst sum Syst 1st level Seg Wall Variables q-m Lg Ht X BES Seg Wall Variables q-m Lg Ht X BES Seg Wall Variables q-m Lg Ht X BES Seg Wall Variables q-m Lg Ht X BES Seg Wall Variables q-m Lg Ht X BES Seg Wall Variables q-m Lg Ht X BES Seg Wall Variables q-m Lg Ht X BES Seg Wall Variables q-m Lg Ht X B E S a 16 10 BES c 5 10 B E di 3 6 BE d2 3 6 BE b 21 10 BES d 18 10 BES sum 16.25 Syst WS sum 5.00 Syst WS sum 6.00 Syst WS sum 38.25 Syst WS sum Syst sum Syst sum . Syst sum Syst Base level Seg Wall Variables q-m Lg Ht X BES Seg Wall Variables q-m Lg Ht X BES Seg Wall Variables q-m Lg Ht X BES Seg Wall Variables q-m Lg Ht X BES Seg Wall Variables q-m Lg Ht X BES Seg Wall Variables q-m Lg Ht X BES Seg Wall Variables q-m Lg Ht. X BES Seg Wall Variables q-m Lg Ht X B E S sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst Seg Ht/Lg ratio limit is 2:1 for wood edge blocked panel at v = Tb1.4.3A SDPWS-2008, if Ht/Lg >up to 3.5:1 v' 2bs/h. "3.5 >Ht/Lg >2.0"appears if btwn, "Ht/Lg>3.5" if exceeded. See Tbl. 4.3.4 footnote 1, SDPWS-2008. Shear Wall Segments Data: LinesA-H Lines Run menPage 3.2 of 3.2 9Left - Right MaxQuake © 1995-2015 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Q15.1 Construction Design Software Date: Nov 1 2016 Firm: Job: TUKWILLA CUSTOM By: BR Line A Segment (Seg) names Seq Variables; Lq: Seq Line B -7 appear to show possible kith. Ht: Seg hght (from I Line C quadrants (q). Remove pq 1). X: WI Opening. l Line D Segs not used. Move B: Bearing Wall? - B=yes. Line E and add a,b...to deno E: Ext. /Int. Wall? - E Line e multiple (m) seg's in a or I. S: Stacked Seq above, I Line quadrant, ie., 2b. same row, q -m &<_ Line Lq. 2nd level Seg Wall Variables q -m Lg Ht X B E Seg Wall Variables q -m Lg Ht X B E Seg Wall Variables q -m Lg Ht X B E Seg Wall Variables q -m Lg Ht X B E Seg Wall Variables q -m Lg Ht X B E Seg Wall Variables q -m Lg Ht X B E Seg Wall Variables q -m Lg Ht X B E Seg Wall Variables q -m Lg Ht X B E A,B,C.. Wall Lines Run From Side to Side 1 15 9 BE 3 4.1 9 B E 3 8.3 9 B E 2 11 9 B 1 2a 3.1 9 3 6 E 2b 3.1 9 B E 3 19 9 B E sum 18.74 Syst WS HULg>2.0<3.5:adj V 3 Seg Lg adj to 2Lg^2/1' sum 8.25 Syst WS sum 11.00 Syst WS sum 4.34 Syst WS HULg>2.0<3.5:adj V2a Seg Lg adj to 2Lq^2/1 sum 18.50 Syst WS sum Syst sum Syst sum Syst 1st level Seg Wall Variables q -m Lg Ht X BES Seg Wall Variables q -m Lg Ht X BES Seg Wall Variables q -m Lg Ht X BES Seg Wall Variables q -m Lg Ht X BES Seg Wall Variables q -m Lg Ht X BES Seg Wall Variables q -m Lg Ht X BES Seg Wall Variables q -m Lg Ht X BES Seg Wall Variables q -m Lg Ht X B E S 1 3.5 10 B E 2a 8.2 10 4 B E 2b 4.1 10 BE 3 8.3 10 BES 2 11 10 B 1 2a 3.1 10 3 B E 2b 3.1 10 BE 3 22 10 BES sum 14.01 Syst WS HULg>2.0<3.5:adj V 1 Seg Lg adj to 2Lg^2/1* sum 8.25 Syst WS sum 10.60 Syst WS sum 3.84 Syst WS HULg>2.0<3.5:adj V2a Seg Lg adj to 2Lg^2/I sum 22.00 Syst WS sum Syst sum Syst sum Syst Base level Seg Wall Variables q -m Lg Ht X BES Seg Wall Variables q -m Lg Ht X BES Seg Wall Variables q -m Lg Ht X BES Seg Wall Variables q -m Lg Ht X BES Seg Wall Variables q -m Lg Ht X BES Seg Wall Variables q -m Lg Ht X BES Seg Wall Variables q -m Lg Ht X BES Seg Wall Variables q -m Lg Ht X B E S sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst sum Syst Seg HULg ratio limit is 2:1 for wood edge blocked panel at v = Tb1.4.3A SDPWS-2008, if Ht/Lg >up to 3.5:1 v" 2bs/h. "3.5 >Ht/Lg >2.0"appears if btwn, "Ht/Lg>3.5" if exceeded. See Tbl. 4.3.4 footnote 1, SDPWS-2008. Diaphragm Flexibility: Length/Width Ratio & Drift Limits Page 4.0 Date: Nov 1 2016 Firm: Job: TUKWILLA CUSTOM By: BR MaxQuake © 1995-2015 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Q15.1 Construction Design Software DIAPHRAGM DIVISIONS AND LENGTH /WIDTH RATIOS FLEXIBLE DIAPHRAGM LIMITATIONS ASCE7 Sec 12.3.1 & Sec1613.6.1 STORY DRIFT ######/ Shear Wall/Collector Line ++++- Perimeter of Cantilevered Diaphragm Edge I/w Ratios <Tb1.2305.2.3,Cantilever d< 25' & 2/3 w, Topping<1-1/2" and WI Drift <Tb1.1'; Actual Limit Roof 2 Line 1 2 3 4 Limitations: MaxTopping 1-1/2",Max Blocked Ratio 4.0, Unblocked 3.0, all Cantilevers E Eq. 23-2 12.12-1 grid 1 8.5 1 19 1 18.5 1 1 1 1 1 Flexible 1 2 3 4 Drift Limit =0.02 ht. Ott It 11 }t It It It It tt It tt h4 1 hu 1 h41 1 1 1 A 7 # 1.21 # 2.71: 2.64: 7 A tt tt tt fi aII It It tt tt tt tt B 8.25 1.03 # 2.30 : 2.24 : 8.25 B ?<nun nunft tttttt T< C 23.1 tt 1.22 # 1.25 n 23.1 D tttititt tt 12 ft If D 21.7 : 1.17 u 21.7 D E ticttIttt E LI Unblock Unblock Unblock !h4 h4 h4 Unblock Unblock Unblock h4 h4 Unblock Unblock !h4 Unblock Wallet I InhInrk I-UnrkCn Hatlnla•9 klk 1 'ant rt JYfi ui/ diaph 8.5 19 18.5 0.53 0.49 0.61 0.48 Actual= < < < < Rf1 1 FI 2 Line 1 2 3 4 Drift 2.16 2.16 2.16 2.16 grid 1 8.5 1 19 1 18.5 1 1 1 1 1 Flexible 1 2 3 4 tt It nu ttnttu It tt tt tt A h4 1 h4 1 h41 Adjust A 7 r 1.21 2.71 # 2.64 : 7 Interior B 8.25 : 1.03 c 2.30 u 2.24 : 8.25 B Shear C 23.1 : 2.72 u 1.22 : 1.25 u 23.1 E IL tt it tt tt tt tt tt /l a u tt Walls D 21.7 # 1.17 u 21.7 D and E tttus< E. Block Ratios Unblock Unblock Unblock h4 h4 h4 Unblock Unblock Unblock h4 h4 h4 Unblock Unblock Unblock h4 Unblock 1 1 VUallc'/ Ilnhlnrk HInrken 1latln›a•1 Hlk Pant ri 1Y/'{ui/ a diaph 8.5 19 18.5 0.55 1.04 1.35 0.54 Actual= < < < < 1st FI Line 1 2 3 4Drift 2.4 2.4 2.4 2.4 grid 1 8.5 1 19 1 18.5 1 1 1 1 1 Flexible 1 2 3 4 1 1 1 A 760.1. A tt B • 8.25 53.1 B E 23.1 44.8 E D 21.7 21.7 D. E- E. diaph 8.5 37.5 18.5 If Gap? Check Load Dist btwn Jogs in Bldg - Cantilever wings out from Bldg Shear 1 1/1/aIIC'/ I InhInrk HlnrkPn I-tatln?a'l Hlk ['ant n 1'//'4 w'/ #VALUE! #VALUE! #VALUE! 0.54. < 2.16 0.58 < 2.16 0.58 < 2.16 1.33 < 2.16 0.49 < 2.16 Act Drift < Limit Drift Limit =0.02 ht. 0.76 < 2.4 0.71 < 2.4 0.74 < 2.4 2.29 < 2.4 0.56 < 2.4 Act Drift < Limit Load Distribution to Segments: RM & OTM Ames Kac Pg 5.1 of 5.4 9 Front - Back © MaxQuake Archforms Ltd. All Rights Reserved Lateral Load Analysis & Q15.1 Construction Design Software Date: Nov 1 2016 Firm: Job: TUKWILLA CUSTOM By: BR Lateral Force Distrib Line 1 Seis %= trib fl A/Sum fIA Line 2 Wind %= trib wl A/Sum wIA Line 3 W/ft# "w",- snow Sum lev. w*trib area Line 4 if "w"0.6D if "s" (0.6 +0.2 Sds) RM= W / ft* Lq^2 / 2k Line OTMSt'k Vnet*ht SumV*Ht*Lq/YLq Line Vadj= SumV from adl Ln Line V= Ln%*Vmax SorW , Line SumV= Vadl+Vabv+V 2nd Level %S 5 %W 7 Seg to W/ft RM OTM %S 22 %W 30 Seg tA W/ft RM OTM %S 45 %W 43 Seg tA W/ft RM OTM %S 28 %W 20 Seg tA W/ft RM OTM %S %W Seg tA W/ft RM OTM %S %W Seg tA W/ft RM OTM %S %W Seg to W/ft RM OTM %S %W Seg tA W/ft RM OTM Wind 6,354 p= 1.00 a 1-2151 4.3 3.8 c 2-3 203 25 17 d1 3-4 201 6.1 16.2 d2 3-4 201 1.7 8.55 b 3-4 201 12 4.89 d 3-4 201 22. 6.72 Vadj line 2 N 2nd Level V 0,4 w Sum V 0.4 Vadj linel or 3 N 2nd Level V 1.9 w Sum V 1.9 Vadj line2 or 4 N 2nd Level V 2.8 w Sum V 2.8 Vadj line3 or 5 N 2nd Level V 1.3 s Sum V 1.3 Vadj line4 or 6 2nd Level V Sum V Vadj line5 or 7 2nd Level V Sum V Vadj line6 or 8 2nd Level V Sum V Vadj line 7 2nd Level V Sum V 1st Level %S 7 %W 9 Seg tA W/ft RM OTM %S 23 %W 30 Seg tA W/ft RM OTM %S 43 %W 41 Seg tA W/ft RM OTM %S 27 %W 20 Seg tA W/ft RM OTM %S %W Seg tA W/ft RM OTM %S %W Seg tA W/ft RM OTM %S %W Seg tA W/ft RM OTM %S %W Seg tA W/ft RM OTM Wind 7,728 p= IF V> Base V & Seg >33% 1.30 a 1-2 328 26 15 c 1-3 494 3.7 42 d1 3-4 598 1.6 17.7 d2 3-4 598 1.6 17.7 b 3-4 445 58 18.8 d 3-4 445 41 21.3 Vadj line 2 V above 0.4 N 1st Level V 0.7 w Sum V 1.1 Vadj line 1 or 3 >.33 V above 1.9 Y 1st Level V 2.3 w Sum V 4.2 Vadj line 2 or 4 >.33 V above 2.8 Y 1st Level V 3.2 w Sum V 5.9 Vadj line 3 or 5 V above 1.3 N 1st Level V 2 s Sum V 3.3 Vadj line 4 or 6 V above 1st Level V Sum V Vadj line 5 or 7 V above 1st Level V Sum V Vadj line 6 or 8 V above 1st Level V Sum V Vadj line 7 V above 1st Level V Sum V Base Level %S %W Seg tA W/ft RM OTM %S %W Seg to W/ft RM OTM %S %W Seg tA W/ft RM OTM %S %W Seg tA W/ft RM OTM %S %W Seg tA W/ft RM OTM %S %W Seg to W/ft RM OTM %S %W Seg tA W/ft RM OTM %S %W Seg tA W/ft RM OTM 12.3.4 ASCE7 2ft Vadj line 2 V above 3ase Level V Sum V Vadj line 1 or 3 V above 3ase Level V Sum V Vadj line 2 or 4 V above Base Level V Sum V Vadj line 3 or 5 V above Base Level V Sum V Vadj line 4 or 6 V above 3ase Level V Sum V Vadj line 5 or 7 V above 3ase Level V Sum V Vadj line 6 or 8 V above 3ase Level V Sum V Vadj line 7 V above 3ase Level V Sum V menLeft Pg 5.2 of 5.4 Load Distribution to Segments: RM & OTM L ft - Run Right g MaxQuake © 1995-2015 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Q15.1 Construction Design Software Date: Nov 1 2016 Firm: Job: TUKWILLA CUSTOM By: BR Lateral Force Distrib Line A Seis %= trib fl A/Sum fIA Line B Wind %= trib wl A/Sum wIA Line C W/ft=if "w", -snow Sum ley: w*trib area Line D if "w"0.6D if "s" (0.6 +0.2 Sds) RM= W / ft* LQA2 / 2k Line E OTMSt'k Vnet*ht SumV"Ht" Lq/SLq Line Vadj= SumV from adi Ln Line V= Ln%*Vmax SorW Line SumV= Vadj+Vabv+V 2nd Level %S 10 %W 4 Seg tA W/ft RM OTM %S 19 %W 10 Seg tA W/ft RM OTM %S 28 %W 30 Seg tA W/ft RM OTM %S 31 %W 40 Seg tA W/ft RM OTM %S 12 %W 17 Seg tA W/ft RM OTM %S %W Seg to W/ft RM 'OTM %s %W Seg tA W/ft RM OTM %S %W Seg to W/ft RM OTM Wind 9,480 pr - IF V> =IFV> Base V & Seg >33% 1.30 1 A -B 143 9.7 2.4 3 A -B 143 0.9 1.1 3 A -C 184 3.8 8.87 2 B -C 247 9 25.3 2a C -C 224 0.7 16.9 2b C -C 224 0.7 16.9 3 D -E 108. 11 14 Vadj line B N 2nd Level V 0.6 s Sum V 0.6 >,33 Vadj IineA or C Y 2nd Level V 1.1 w Sum V 1.1 Vadj lineB or D N 2nd Level V 2.8 w Sum V 2.8 >,33 Vadj IineC or E Y 2nd Level V 3.8 w Sum V 3.8 Vadj IineD or F N 2nd Level V 1.6 w Sum V 1.6 Vadj IineE or G 2nd Level V Sum V Vadj lineF or H 2nd Level V Sum V Vadj line G 2nd Level V Sum V 1st Level %S 10 %W 6 Seg to W/ft RM OTM %S 18 %W 13 Seg tA W/ft RM OTM %S 29 %W 26 Seg tA W/ft RM OTM %S 32 %W 37 Seg to W/ft RM OTM %S 11 %W 18 Seg tA W/ft RM OTM %S %W Seg tA W/ft RM OTM %S %W Seg to W/ft RM OTM %S %W Seg tA W/ft RM OTM Wind 10,088 p= IF V> Base V & Seg >33% 1.30 1 A -B 310 1.1 2.1 2a A -B 167 3.4 7.1 2b A -B 167 1.1 3.2 3 A -C 407 8.3 33.7 2 B -C 558 19 54.5 2a C -C 723 2.1 37.6 2b C -C 723 2.1 37.6 3 D -E 228 33 48 Vadj line B >.33 V above 0.6 Y 1st Level V 0.7 s Sum V 1.3 Vadj line A or C >.33 V above 1.1 Y 1st Level V 1.3 w Sum V 2.4 Vadj line B or D V above 2.8 N 1st Level V 2.6 w Sum V 5.4 Vadj line C or E >.33 V above 3.8 Y 1st Level V 3.8 w Sum V 7.5 Vadj line D o r F V above 1.6 N 1st Level V 1.8 w Sum V 3.4 Vadj line E or G V above 1st Level V Sum V Vadj line F or H V above 1st Level V Sum V Vadj line G V above 1st Level V Sum V Base Level %S %W Seg tA W/ft RM OTM %S %W Seg tA W/ft RM OTM %s %W Seg tA W/ft RM OTM %S %W Seg to W/ft RM OTM %S %W Seg tA W/ft RM OTM %S %W Seg tA W/ft RM OTM %S %W Seg to W/ft RM OTM %S %W Seg tA W/ft RM OTM 12.3.4 ASCE? Vadj line B V above 3ase Level V Sum V Vadj line A or C V above 3ase Level V Sum V Vadj line B or D V above 3ase Level V Sum V Vadj line C or E V above 3ase Level V Sum V Vadj line D o r F V above 3ase Level V Sum V Vadj line E or G V above 3ase Level V Sum V Vadj line F or H V above 3ase Level V Sum V Vadj line G V above 3ase Level V Sum V Seismic Load Distribution to Grid Lines Pg 5.3 of 5.4 MaxQuake © 1995-2015 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Q15.1 Construction Design Software Date: Nov 1 2016 Firm: - Job: TUKWILLA CUSTOM By: BR Sceismic Front - Back 1 Line Ln Spacing 9 2 Line Ln Spacing # 3 Line Ln Spacing # 4 Line Ln Spacing Line Ln Spacing Line Ln Spacing Line Ln Spacing 2nd Level wt/ft % Component Wt. % Component Wt. % Component Wt. % Component Wt. % Component Wt. % Component Wt. % Component Wt. % Total % Roof 2 7 1/2 Ext W12 12 CeiI 2 4 1,151 1,742 454 5,284 3,299 2,550 8,524 6,413 3,888 1st Level wt/ft 5 F 3,347 > 22, F 11,133 > 45 <- 18,825 > 28 > > F > F > 100.0 1/2 Ext WI 2 12 Int WI 2 10 Floor 2 10 Roof 1 7 1/2 Ext WI 1 12 Ceil 1 4 1,742 1,296 1,296 1,632 3,653 1,141 • 3,299 7,287 7,287 2,508 2,550 6,413 11,109 11,109 7,838 3,888 Base Level wt/ft 1/2Ext W1112 Int WI 1 10 Floor 1 10 1/2ExtWIB 12 Ceil B 7 10,760 > 23 F 22,931 > 43 F 40,357 > 27 > > F > ' > 100.0 Load per Line • > F > E > F > E- > F > F > Sceismic Left - Right A Line Ln Spacing 7 B Line Ln Spacing 8 C - Line Ln Spacing #, D Line Ln Spacing # E Line Ln Spacing Line Ln Spacing Line Ln Spacinq 1st Level wt/ft % Component Wt. % Component Wt. % Component Wt. % Component Wt. % Component Wt. % Component Wt. % Component Wt. % Total % Roof 2 7 1/2 Ext WI 2 12 Ceil 2 4 2,574 3,240 1,127 2,737 1,350 1,328 6,355 3,521 3,032 3,294 3,343 1,405 1st Level wt/ft 1/2 Ext W12 12 Int WI 2 10 Floor 2 10 Roof 1 7• 1/2 Ext WI 1 12 Ceil 1 4 10 F 6,941 > 19 ' 5,415 > 28 12,907 > 31 8,042 > 12 > 'E > > 100.0 3,240 3,220 3,220 3,960 1,127 1,350 3,795 3,795 1,089 1,328 3,521 8,663 - 8,663 1,632 4,864 3,719 3,343 4,015 4,015 4,085 1,405 BaseLevelwt/ft 1/2 Ext WI 1 12 Int WI 1 10 Floor 1 10 1/2ExtWIB 12 Ceil B 10 14,767 > 18 F 11,357 > 29 F 31,061 > 32 ' 16,862 > 11 > F > F > 100.0 Load per Line F > F > E- > F > 'E > > F > BUILDING DEAD LOA[2iid Level Roof = 33,305 1st Roof & 2nd Level Floor= 74,047 1st Level Floor = Total Bldg Weight = 107,352 MaxQuake © 1995-2015 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Q15.1 Construction Design Software Line' 1 Line' 1 Line' 1 Line' 1 12.8.4.1 ASCE? Horizontal Distribution of Seismic & Wind Forces for Flexible Diaphragms Total % I cor-NcO an MCA CV O Total °A) I NCO NC� C�) 0) N- co r r ,— CVcu O O Total % I o CCOa)NOD Lo � M o) CV O O c) Total % I N0) COON cn 0) I� O) c- CV 0 O O p Total % I 0 0 0 0 0 0 Zone Area Ps A + Zone Area Ps A \l/ Zone Area Ps A y co J Zone Area Ps A Zone Area Ps A Zone Area Ps A a o ii 0 0 0 Zone Area Ps A Zone Area Ps A Zone Area Ps A w J Zone Area Ps A W Zone Area Ps A Zone Area Ps A \l/ 0 0 C. 0 0 0 Zone Area Ps A Zone Area Ps A Zone Area Ps A W 0 J Zone Area Ps A W Zone Area Ps A Zone Area Ps A W 0 0 o w o ' r o .0 o Zone Area Ps Zone Area Ps - `WI' Zone Area Ps `I, C J Zone Area Ps O N O O cci OiGO cD CO O"LO A O) c) Zone Area Ps O O 0 0 ca CD CO (O 1.0 n,-cD ' A CD CO Cvi `'`WI' W Zone Area Ps A ,I, (Wind Force Distribution to Grid Lines Pg 5.4 of 5.4 Date: Nov 1 2016 Firm: - Job: TUKWILLA CUSTOM By: BR o - N o c9.. oCI o o M o CO Zone Area Ps N O O co of co co co c) o) 1� co N Zone Area Ps O O 0 0 co cD cD co �� ��� o0 O_ M Zone Area Ps A C J Zone Area Ps N O of cd O 'Cr OD o+ 0 M co Zone Area Ps O C) crj co ,.T O o �y (0 co M Zone Area Ps A <") o el o 7ro U o M o N o C Zone Area Ps O N O O . cD rn c0 CD co O co N N- CD N N O V Zone Area Ps O O O O cD cd cD c0J M N Cb F 3,192 > Zone Area Ps A C Zone Area Ps O N O O m rn co co r` O I. co N M O M Zone Area Ps O O cD CD cocci D cc0,-- O 1� OD CD N co CD CO MCD_ Zone Area Ps n I / N c M o M o m c O� -.4,0 . o CCI) Ps Force = 6,354 ONO COcri cd O CO A 14) `I' I [1st Level Wind Ps Force =1 7,728 O O CO cD M ^ 00 `I�, W Base Level Wind Ps Force' A W C J I Ps Force_4 9,4801 O N OCD CD CT CD O M CMD `I' W 11 st Level Wind Ps Force 10,0881 O O cc; CD CN M A c0 - `�I' W IBase Level Wind Ps Forces ,' W .— r 0) a er Wind Front - Back 2nd Level Win Roof zone B Ps Roof zone D Ps 1/2WI2zn APs 1/2 WI2znCPs Wind Ps Ch CO CO U) CO C/) aaCLCLCLa0- <0ODQU-0 N NC C N N N N CN N 0 d) 1/2 WI 1&B APs 1/2 WI 1&B CPs Wind Left - Right 2nd Level Win Roof zone B Ps Roof zone D Ps 1/2WI2zn APs 1/2WI2zn CPs 1 °A° Wind Ps CI) CO CO CO CO CO CO a.aaCI_ Cl_ aa QUmDQU -0 N C C N N N N N 0 1/2 WI 1&B APs 1/2WI1&B CPs 1 %Wind Ps Segment Construction: wl Hold -Downs LinesFront-RunBack Page 6.1 of 6.2 MaxQuake © 1995-2015 Archforms Ltd. Lateral Load Analysis & Construction Design Software Date: Nov 1 2016 Firm: Job: TUKWILLA CUSTOM By: BR All Rights Reserved Q15.1 Front to Back Line 1 Uplift = Overturning Moment Maximum required Hold (Line 2 (OTM) - Resisting Down (HD Type) selected (Line 3 Moment (RM) / Segmen from. Hold-down and Line 4 Length (Seg Lg). Wall Strap Schedule on Line Page 11. Line Line Line 2nd Level HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type a NA c NA d1 997 A H1a d2 1,284 A H1b b NA d NA V (plf) 44 WIA 6 V (plf) 93 WIA 6 V (plf) 178 WIA 6 V (plf) 39 WIA 6 V (plf) WIA V (plf) WIA V (plf) WIA V (plf) WIA Roof Uplift from Side to Side Winds resisted by Left and Right Ext. Walls Uplift (plf) Rf 2 @ Ext WI 215 Uplift Detail @ Rf 2 & Ext WI A V 1st Level HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type a NA c 7,654 A H11 d1 5,363 A H5 d2 5,363 A H5 b NA d NA V (plf) 70 WIA 6 V (plf) 839 WIA 33 V (pif) 983 WIA 22 V (plf) 85 WIA 6 V (plf) WIA V (plf) WIA V (plf) WIA V (pif) WIA Roof Uplift from Side to Side Winds resisted by Straps/Hold-Downs must run continuous down through Left and Right Ext. Walls the Wall below to Uplift (plf) Rf 1 @ Ext WI 129 Uplift the Foundation. If no Wall below; tie to Beams sized for Hold -Down Point Detail @ Rf 1 & Ext WI A U Loads. Base Level HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type V (plf) WIA V (plf) WIA V (plf) WIA V (plf) WIA V (plf) WIA V (plf) WIA V (plf) WIA V (plf) WIA Shear per Linear Foot (V (plf)) = Sum of Shear at that Line & Level (Sum V) / Linear Feet of Shear Wall at that Line & Level (Sum Seg Lgth) Maximum required Shear Wall Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 11. Segment Construction: wl Hold -Downs LinesLeftRunRight Page 6.2 of 6.2 MaxQuake © 1995 2015 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Q15.1 Construction Design Software Date: Nov 1 2016 Firm: Job: TUKWILLA CUSTOM By: BR Side to Side Line A Uplift = Overturning Moment Maximum required Hold (Line B (OTM) - Resisting Down (HD Type) selected (Line C Moment (RM) / Segmen from Hold-down and Line D Length (Seg Lg). Wall Strap Schedule on Line E Page 11. Line Line Line 2nd Level HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type Wind Controls Use V 140% Over Sched Values per Sec 2306.4.1 1 NA 3 43 A NA 3 619 A. H1a 2 1,490 A H1b 2a 5,197 A H5 2b 5,197 A H5 3 174 A NA V (plf) 33 WIA 6 V (pif) 133 WIA 6 V (pif) 256 WIA 6 V (pif) 865 WIA 2 V (pif) 86 WIA 6 V (pif) WIA V (plf) WIA V (pif) WIA Roof Uplift from Front to Back Winds resisted by Front and Back Ext. Walls Uplift(plf) Rf 2 A Ext WI 262 Uplift Detail (rD Rf 2 & Ext WI A V 1st Level HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD HD Seg Uplift Type Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type 1 277 A NA 2a 450 A H1a 2b 519 A H1a 3 3,080 A H4 2 3,366 A H4 2a 11,453 A H14 2b 11,453 A H14 3 697 A H1a V (plf) 96 WIA 6 V (plf) 289 WIA 4 V (plf) 514 WIA 2 V (plf) 1,956 V (plf) 155 WIA 22 WIA 6 V (plf) WIA V (plf) WIA V (plf) WIA Roof Uplift from Front to Back Winds resisted by Front and Back Ext. Walls . Uplift(plf) Rf 1 @ Ext WI 168 Uplift Straps/Hold-Downs must run continuous down through the Wall below to the Foundation. If no Wall below; tie to Beams sized for Hold -Down Point Detail @ Rf 1 & Ext WI A U Loads. Base Level HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type HD Seg Uplift Type V (plf) WIA V (plf) WIA V (plf) WIA V (plf) WIA V (plf) WIA V (plf) WIA V (plf) WIA V (plf) WIA Shear per Linear Foot (V (plf)) = Sum of Shear at that Line & Level (Sum V) / Linear Feet of Shear Wall at that Line & Level (Sum Seg Lgth) Maximum required Shear Wall Construction or Shear Frame for Wall Type Symbol is selected from Shear Wall Schedule on Page 11. LineRun Diaphragm & Collector/Tie: Construction Front s Back Page 8.1 of 8.2 MaxQuake © 1995-2015 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Q15.1 Construction Design Software Date: Nov 1 2016 Firm: Job: TUKWILLA CUSTOM By: BR Front to Back Line 1 Seg C/T Load (back) - front - CIT load at front I Line 2 max. load on the Coltec side of the front most Segment. Line 3 or /Tie between this and Shear - the average I Line 4 Seg above. C/T Type Diaphragm Shear Line - min. adequate Collector/Tie. along the Line. IF "Gap" I Line Seg beg - feet Seg appears correct Line I Line begins front of Quad C/T c cnizoittinEdvces I Line Line. per ASCE7 12.10.1.1 2nd Roof C/T Load C/T Seg Seg back Type beg CIT Load CIT Seg Seg back Type beg CIT Load CIT Seg Seg back Type beg CIT Load CIT Seg Seg back Type beg C/T Load CIT Seg Seg back Type beg CIT Load CIT Seg Seg back Type beg CIT Load CIT Seg Seg back Type beg CIT Load CIT Seg Seg back Type beg a front 48 ' NA c 233 NA front 44 NA d1 545 A C1 d2 1112 A C1 10 front 89 NA b 47 NA d 403 A C1 front 16 NA front front front front Shear(plf) 9 Rf Diaph A R6 Shear(plf) 15 Rf Diaph A R6 Shear(plf) 14 Rf Diaph A R6 Shear(plf) 7 Rf Diaph A R6 Shear(plf) Rf Diaph Shear(plf) Rf Diaph Shear(plf) Rf Diaph Shear(plf) Rf Diaph 1 Rf 2 FI CIT Load CIT Sec Seg back Type beg CIT Load CIT Sec Seg back Type beg CIT Load CIT Sec Seg back Type beg C/T Load CIT Sec Seg back Type beg CIT Load CIT Sec Seg back Type beg CIT Load CIT Sec Seg back Type beg CIT Load CIT Sec Seg back Type beg CIT Load CIT Seg Seg back Type beg a front 231 NA c 586 A C1 front 695 A C1 d1 1323 A C1 d2 1524 A C1 3 front 542 A C1 b 134 NA d 1243 A C1 front 80 NA front front front front Shear(plf) 10 Rf Diaph A R6 FI Diaph A F6 Shear(plf) 38 Rf Diaph A R6 FI Diaph A F6 Shear(plf) 34 Rf Diaph A R6 FI Diaph A F6 Shear(plf) 19 Rf Diaph A R6 FI Diaph A F6 Shear(plf) Rf Diaph FI Diaph Shear(plf) Rf Diaph FI Diaph Shear(plf) Rf Diaph FI Diaph Shear(plf) Rf Diaph FI Diaph 1st Floor CIT Load CIT Sec Seg back Type beg, C/T Load CIT Sec Seg back Type beg CIT Load CIT Sec Seg back Type beg CIT Load CIT Sec Seg back Type beg CIT Load CIT Sec Seg back Type bec C/T Load CIT Sec Seg back Type beg CIT Load CIT Sec Seg back Type beg CIT Load CIT Seg Seg back Type beg front front front front front front front front Shear(plf) FI Diaph Shear(plf) FI Diaph Shear(plf) FI Diaph Shear(plf) FI Diaph Shear(plf) FI Diaph Shear(plf) FI Diaph Shear(plf) FI Diaph Shear(plf) FI Diaph If Rf or FI Diaph return block?", load values are higher than the diaphragm capacity. Change to blocked diaphragm o fastener Option (pg 10 or add Shear Wall (pg 3or4) LineRun Diaphragm & Collector/Tie: Construction Left SRight Page 8.2 of 8.2 MaxQuake © 1995-2015 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Q15.1 Construction Design Software Date: Nov 1 2016 Firm: Job: TUKWILLA CUSTOM By: BR Side to Side Line A Seg C/T Load (left) - max. right - C/T load at right 1 Line B load on the Collector side of the right most Segment. 1 Line C /Tie between this and Shear - the average 1 Line D Seg to left. C/T Type - Diaphragm Shear Line E min. adequate Collector/Tie. along the Line. If "Gap" 1 Line Seg beg - feet Seg appears correct Line I Line begins right of Quad Line. C/T diaphuwR¢irces I Line per ASCE7 12.10.1.1 2nd Roof CIT Load CIT Sec Seg left Type beg CIT Load CIT Sec Seg left Type beg CIT Load CIT Sec Seg left Type beg CIT Load CIT Sec Seg left Type beg CIT Load C/T Sec Seg left Type beg CIT Load CIT Sec Seg left Type beg CIT Load CIT Sec Seg left Type beg CIT Load CIT Seg Seg left Type beg Wind Control UseV 140% Over Sched Values per Sec 2306.3.2 1 3 433 A C1 right 125 NA 3 204 NA right 76 NA 2 161 NA right 503 A C1 2a 2b 2606 A C2 6 right 878 A C1 3 right right right right Shear(plf) 4 Rf Diaph A R6 Shear(plf) 7 Rf Diaph A R6 Shear(plf) 19 Rf Diaph A R6 Shear(plf) 31 Rf Diaph A R6 Shear(plf) 27 Rf Diaph A R6 Shear(plf) Rf Diaph Shear(plf) Rf Diaph Shear(plf) Rf Diaph 1 Rf 2 FI CIT Load CIT Sec Seg left Type beg CIT Load CIT Sec Seg left Type beg CIT Load CIT Sec Seg left Type beg C/T Load CIT Sec Seg left Type beg CIT Load CIT Sec Seg left Type beg CIT Load CIT Sec Seg left Type beg CIT Load CIT Sec Seg left Type begSeg C/T Load CIT Seg left Type beg 1 2a 299 NA 2b 950 A C1 12 right 221 NA 3 500 A C1 right 186 NA 2 354 A C1 right 1119 A C1 2a 488 A C1 2b 5397 A C4 6 right 1624 A C1 3 right 227 NA right right right Shear(plf) 10 Rf Diaph A R6 FI Diaph A F6 Shear(plf) 18 Rf Diaph A R6 FI Diaph A F6 Shear(plf) 42 Rf Diaph A R6 FI Diaph A F6 Shear(plf) 57 Rf Diaph A R6 FI Diaph A F6 Shear(plf) 65 Rf Diaph A R6 FI Diaph A F6 Shear(plf) Rf Diaph FI Diaph Shear(plf) Rf Diaph FI Diaph Shear(plf) Rf Diaph FI Diaph 1st Floor CIT Load CIT Sec Seg left Type beg CIT Load CIT Sec Seg left Type beg. C/T Load CIT Sec Seg left Type beg CIT Load CIT Sec Seg left Type beg CIT Load CIT Sec Seg left Type beg CIT Load CIT Seg Seg left Type beg CIT Load CIT Sec Seg left Type beg CIT Load CIT Seg Seg left Type beg right right right right right right right right Shear(plf) FI Diaph Shear(plf) FI Diaph Shear(plf) FI Diaph Shear(plf) FI Diaph Shear(plf) FI Diaph Shear(plf) FI Diaph Shear(plf) FI Diaph Shear(plf) FI Diaph If Rf or FI Diaph return block?", load values are higher than the diaphragm capacity. Change to blocked diaphragm o fastener Option (pg 10 or add Shear Wall (pg 3or4) Shear Wall and Hold Down Schedules Schd w MaxQuake © 1995-2015 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Q15.1 Construction Design Software Date: Nov 1 2016 Firm: Job: TUKWILLA CUSTOM By: BR SHEAR WALL OPTIONS: Place an "X" in the appropriate shaded block. Select only one option under each heading (except System when using frames) S • ecial Zone Hardware Mfg. Wall Framing Material Shear Wall System PIy/PB Wall Sheathing Fasteners X No Los Angeles Area X Simpson USP X Doug Fir or So.Pine Hem Fir (s.gray.<.49) X WS -All Plywd or PB WS-Gyp,Stuc or Ply X 15/32" CC or CD Ply 15/32" Struc I Ply X 8d 10d Other (Apx.W) 3-1/2" Metal Studs Wall Frame Units on Shd X Other (See Apx. W) Stud Spacing 3/8"or1/2" CD Ply o/GB 1/2"Ext M,S/M-2 Prtcl Bd 14ga Staple 1"Screw in Stl To Customize, Overwrite Sched. on Apx. W below I 16 lin. o.c. Other Sheathing/Fastener Combo (See Apx. W) WIND AND EARTHQUAKE DATA 12 IBC WIND SCEISMIC SHEAR WALL SCHEDULE Importance Fact. 1.00 S.Design Cat. D Seis. Site Class D Basic Wind Speed 115 Ss Acc. %g 131% S. Res Coef. Cs 0.14 Wind Exposure B S1 Acc. %g 51% Response Factor 6.5 Wind Horiz. (psf) 16 Res Coef Sd1 0.51 Base V 10,147 Wind Vert. (psf) -17.5 Res Coef Sds 0.88 System: Light Frame SW Sec 6.4 Method 1 ASCE7 Calculation Method per 12.8 ASCE7 & Sec.1613.5 IBC Wall Construction Footing Rased Floor Rf. Block Wall Shear Wall Edge Anchor Sill to Framing Top Plate Type Load Sheathing Nail Bolts Nail Lag Clips Symbol (plf) Material 8d 518"x12 16d 112" A35 GF:900 GF:120 GF:478 GF:590 Note 1,2 Note 3 Note 6 Note 7 Note 6,8 Note 9,10 WALL HOLD-DOWN & STRAP SCHEDULE NA construct wall as spec'd per symbol or any below . Hold -Down Max. Min. Wall Foundation Bolt Symbol Uplift Post FI to FI Anchor Type Bolt lbs. Size Strap Straps HD Dia. Note 3,4 Note 2 Note 2,4 Note 2 A 6 260 1/2" Ply 6" 40"oc 6"oc 22"oc 24"oc 2,4,5 A 4 380 1/2" Ply 4" 27"oc 4"oc 15"oc 16"oc 2,4,5 A 3 490 1/2" Ply 3" 21"oc 11"oc 12"oc 2,4,5 A 2 640 1/2" Ply 2" 16"oc 9"oc 10"oc NA up tc 300 use the hold-down across or below req'd type A H1a 1,200 2x CS20-18" LSTHD8 A H1b 1,500 2x CS16-26" STHD10 LTT2OB 1/2" A H2 3,000 2-2x MST 48" STHD14 HDU2 5/8" A H4 4,565 2-2x MST 60" HDU4 5/8" A H5 5,645 2-2x MST 72" HDU5 5/8" A H8 6,970 4x4 CMST12+78" HDU8 7/8" A H11 9,215 4x6 CMST12+178" HDU11 1" A H14 14,375 4x8 2- CMST12+60" HDU14 1" A H19 19,360 6x6 HD19 1-1/4" 2,4,5 A 44 760 ea side 1/2" Ply 4" 14"oc 7"oc 8"oc 2,4,5 A 33 980 ea side 1/2" Ply 3" 10"oc 6"oc 6"oc 2,4,5 A 22 1,280 ea side 1/2" Ply 2" 8"oc 4"oc 4"oc ? 1 Sheathing: 15/32" (4 ply min) CD, CC Plyor OSB with all edges blocked 2 Framing: 2x DF typ @ 16"oc.for 3/8" up to 24"oc.for 1/2", 3x req'd if 10d w/ +1-5/8" pen, 2" or 3"oc 3 Typical Fasteners: 8d Common or Galv. Box nails (no sinkers), nail field @12" 4 3x (or 2x w/ dbl AB) at plate and 3x panel edges at walls w/ Shear > 300 lbs. 5 Offset panel edges on opposite sides of wall and stagger plate splices 6 Anchor Bolts spaced per Schd w/ 3"x3"x0.229" Plate Washers req'd at Mud Sill ? AddI _ 10 'inches to FI to FI Tie Strap for gap across Joist 7 Stagger 16d nails in 2x, lags at 3x plates when no sheathing continuity to Rim Joist 1 Straps and HD's as Mfg. by Simpson Strong -Tie Co. Cat C-2015 2 Nail Straps w/10d or SDS 1/4" Scw at HD (min.pen.1-3/4") Anchors into 8" Stem wall and Mfg. Data for Nailing, Bolt and Embedment Requirements 3 If No Cont. Rim Joist Add Lgth Of Gap.10d at CS, 16d: CMST & MST 4 Straps and Hold -Downs must run continuous to. Walls below; if no Wall below, tie to Beams, sized for Hold -Down Point Loads 8 Pre -drill 3/8" hole for Lag. Provide Washer. Adjust lgth for 2" penetration into Joist. 9 Clips: Plate to Blocks only req'd if no shear sheathing continuity from Wall to Blocks 10 Anchors and Clips as Mfg. by Simpson Strong -Tie Co. Cat C-2015 Diaphragm, Collector, Uplift & Tie -Down Schedules Schd Y MaxQuake © 1995-2015 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Q15.1 Construction Design Software Date: Nov 1 2016 Firm: Job: TUKWILLA CUSTOM By: BR DIAPHRAGM OPTIONS: RfIFI Framing Mat. RfIFI Diaphragm Fasteners COLLECTOR / TIE & DIAPHRAGM SCHEDULE Collector Sizing determined per 12.12.1.1 ASCE7 C/T Max. Collector/Tie Tie Tie Rod Type Force Cont. Joist or Strap Washer Symbol (lbs) Solid Blocking or Cont. Dia. Dia. HD less of C&T parallel to grain: 425 Joist 20ksi 625 Note 1,2,6 Note 2,3,4 Note 4 Note 5 Note 7 X DF or So. Pine Roof: 1/2" CDX or OSB Hem Fir Floor: 3/4" CDX or OSB Other T&G Glue & Nail X 8d Com Only 8d@Rf, 10@FI 10d Com Only To Customize, Overwrite Schedule or See Apx. D Change Hardware on Wall Schedule (Shd W) Tab 14 ga Staple Other Use Collector/Tie as spec'd per symbol or any below NA 300 o C1 2,230 2x4 MSTI26 0 C2 3,500 2x6 MST48 5/8" 1.78 HTT4 A C3 4,620 2x8 MST60 5/8" 2.35 HTT5 A C4 5,800 2x10 MST72 7/8" 2.96 HDU8 A C5 7,100 2x12 2-MST37 7/8" 3.62 HDU8 A C6 10,400 2- 2x10 2-MST60 1" 5.30 HDU11 A C7 10,650 2- 2x10 HST5 1" 5.43 HDU11 ? 1 Provide Cont. Rim Joist/Rafter or Solid Blocking at all Shear Wall Grid Lines 2 A properly sized continuous Rafter or Joist can act as both Collector and Tie 3 Between Blocks or breaks in Rafters/Joists provide straps to maintain Tie continuity 4 Run All -thread Rod thru Rft/Jst, Igth=Load/Shear(plf), secure ends w/ Washer or HD 5 Provide Washer w/ Dia. (inches) at end of blocked Rft/Jst bays, Mal. iron or 1/4" St. 6 Connect Continuous Collector/Tie to shear wall as required by Shear Wall Schedule 7 HD at Rod to Shear Wall and/or Rft/Jst. Mfg. by Simpson Strong -Tie Cat C-2015 8 No Overstrength Factor for Seismic Req'd per 12.4.3.1 &12.10.2.1 ASCE7 ROOF UPLIFT CONNECTOR SCHEDULE Wall Uplift Stud to Plate Plate to Rafter Stud to Rafter Type (plf) at 16" oc at 24"oc at 16" at 16" oc 50 A T 100 Ply Nailing or H! H1 A U 200 A35 H1 H1 H2A A V 285 SSP H2.5A H2.5A H10S A W 435 SSP H8 H8 H10S A X 630 DSP MTS12 MTS12 MTS12 A Y 1,015 TSP HTS20 HTS20 HTS20 A Z 1,850 FTA7 FTA7 FTA7 ? 1 Anchors and Clips as Mfg. by Simpson Strong -Tie Co. Cat C-2015 Rod Strength Options: Standard Strength RAS TIE -DOWN COMPONENT SCHEDULE High Strength ICC Report ESR 1992 Combo Std & High X Roof Shear Diaphragm Edge Floor Shear Diaph. Diaphragm Load Material Nail Diaphragm Load Material NDS 14.2/2. (plf) Note 1,2,4 Note 3 Symbol (plf) Note 1,2,4 Standard Strength Rod High Strength Rod Anchor Bearing Plate Size Dia. lbs. Anchor Bolt Size Dia. lbs. Bolt Type Plate Size lbs. 8d Nail b=blocked 10d Nail b=blocked A R6 170 1/2" Ply Unblocked 6" A F6 215 3/4" Ply A R6b 270 1/2" Ply Blocked 6" A F6b 320 314" Ply A R4b 360 1/2" Ply Blocked 4" A F4b 425 3/4" Ply A R3b 530 1/2" Ply Blocked 2-1/2" A F3b 640 3/4" Ply A R2b 600 1/2" Ply Blocked 2" A F2b 730 3/4" Ply ? ? Floor 3/4 CD -AC Ply/OSB, Roof 1/2 CD Ply/OSB (Block All Edges at b suffix Diaph) 2 Framing: 2x typ, 3x req'd if 10d pen more thanl-5/8", or nails spaced less than 3"oc 3 Typ. Fasteners: 8d Com. @ Roof,l0d Com. @ Floor (no sinkers) field 12"@Rf,10"@FI 4 Continuous Rim Rafter/Joist Recommended at Perimeter of all Diaphragms 2500 psi Conc. 2500 psi Conc. 4 1/2" 4,271 5/8" SSTB16 4h 1/2" 7,753 SB1x30" A 2" x 2" x 3/16" 2,500 5 5/8" 6,673 718" SSTB28 5h 5/8" 11,620 See Det B 3" x 3-1/4" x 3/8' 6,090 6 3/4" 9,609 SB 718"x24 6h 3/4" 17,083 See Det C 6" x 3-1/4" x 5/8' 12,180 7 7/8" 13,079 SB 1"x30 7h 7/8" 22,750 See Det D 9" x 3-1/4" x 7/8' 18,280 8 1" 17,082 " in 3000 psi 8h 1" 29,732 See Det E Custom 24,000 9 1-1/8" 21,620 See Det 9h 1-1/8" 36,188 See Det ? 1 1-1/4" 26,691 See Det 1 h 1-1/4" 49,809 See Det ASTM A36 Std Strength Steel ? ASTM A36 Standard Strength : ? ASTM A193 B7 High Strength Ste Plate Area x 625 psi = Capacit Provide End Wall Post at ea. TD: 2-2x min at 4-5, 4x min at 6-7 and 6x min at 8-1 Ro RAS Nut Capacity(1/3 Fu) for ea. Rod Diameter Exceeds Schedule Rod Capacity (2/3 fy)- See ESR 199: Wind Pressure for Exterior Components & Cladding Schd z MaxQuake © 1995-2015 Archforms Ltd. All Rights Reserved Lateral Load Analysis & Q15.1 Overturning Calculation Template Date: Nov 1 2016 Firm Job: TUKWILLA CUSTOM By: BR Wind Pressure Vertical Wind Loads for Gable or Hip Roofed Buildings Horizontal Wind Loads for Buildings Walls GCp GCp GCp for GCp -3.0 Roo -3.0 i._ _ . Overhang. IZI 14 14 -2.0 : Wall Section 1609.6.3 -2.6 2.6 - i:6 e Horiz P 116.0 �_ 2.4 2.4 .............? -1.4 �""..... GCp P (psf) 2.2 -2.0 -1.8 -2.2 -2.0 -1.8 r 0 1.2 1.0 -0.$ .. W fZ Z, -3.6 -58 16 1.6 S. Cr ,« 0.6 . Uplift -3.4 -54 •1.2 •1.2 ° s r si ri si z� z` 3.2 1.0 0.6 Plus: in, Minus: out, design for or 51 Out- -3.0 -48 1 -0.6 0.6 w. 0.8 1.0 w : e 8'�- maximum ± pressure Force -2.8 -45 1.2-. •� For partially enclosed buildings -2.6 -42 0.4 0.2 Se re.. Se 1.6 +GCp add 0.1, -GCp minus 0.4. -2.4 -38 0.6.. All Regions 0.4 All Regions C . . . . S. - ' . C: " Se C 1.8 Reduce GCp 10% when a s 10° -2.2 -35 Figure1606.2D GCp for Roof Slope 0°s a s 10° 0°s a s 10° 10°s a s 45° Figure 1606.2C Wall GCp -2.0 -32 -2.8 Roof -3.0 -2.8. Overhang. IZI Vertical ZI IZI Wind Loads for Monoslope Roofs -1.8 -29 -1.6 -26 2.4:.: C -2.4 C &S Edge of Roof Z 3.2 .- ' Roof 1 Z IZ -1.4 -22 2.2 . Sq -2.2 . -3.0 C Z Z 1.2 19 1.8 .:: 2.0 1.8 e S / Z -1.0 -16 -1.6 - -1.6 A2.8 2.4 S . -0.8 -13 _1.4 --•,,;`ti •1.4 ri &r e 3; z2 0 -1.2 ---.- -1.2 .: :.: s r ri si -2.0 r : CC r.&re -1.8 -0.4 -6 0.88 0.os -1.6 a s r s -0.6 -0.6 -1.4 CD. -0.2 -3 e._ -1.2 w 0.0 0 0.4 0.4 -1.0. Down 0.2 3 0.6 .....,......-"°- l Regions 0.6 All Regions r r i '' Figure 1606.2F 3°s a s 10° Load 0.4 6 S Si Figure1606.2E GCp for Roof Slope 10°s a s 30° or 0.6 10 0°s a s 10° 10°s a s 45° Roof S C In- 0.8 13-...j.8" Force 1.0 16 1.2 19 6......„.S&s -1.4 = Roof S". ^.=- -2.0 -16 -1.4 Overhant• sg i &re � -s.4 3.0:. -2.8 C' 3°s a s 30° 1.4 22 0``,._-1 0 -2.4 1.6 26 .1' 0 8 0.6 -0:8-2.2::. 0.6 1.8 Ill Note: 1.6 1. Values are for 1.01...„ 0.8 1.4.. r. enclosed Buildings. 1 2All Regions 1.0 �'-� All Regions -1.2 2. Gra hs from ASCE?-10 p Fig.30.4-1 thru 2C & 4 for GCp. See ASCE 7 Ch 30 for other Config. 0 0 0 0 0 0 0 00000000 00000000 N 0 0 O ON 0 0 0 0 N o N in O Overhang GCp include effect N LO O Reduce C 10% if 3°s a s 5 Effective Wind Area (sq.ft.) Effective Wind Area (sq.ft.) of both upper & lower surface Effective Wind Area (sq.ft.) If as 3° see Figure 1606.2D Figure1606.2E GCp for Roof Slope 30°s a s 45° Figure 1606.2G Monoslope Roofs 100s a s 30° Project: TUKWILLA Location: FB1 BEAM OVER NOOK Multi -Loaded Multi -Span Beam [2015 International Residential Code(2012 NDS)] 5.5 IN x 11:5 IN x 9.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 23.2% Controlling Factor: Moment Glen Merkel Avalon Project 1603 116th Ave NE Bellevue, WA 98004 StruCalc Version 9.0.2.5 11/1/2016 9:54:21 PM page DEFLECTIONS Center Live Load 0.06 IN L/1817 Dead Load ' 0.06 in Total Load 0.12 IN L/936 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1643 Ib 1643 Ib 1547 Ib 1547 Ib 3190 Ib 3190 Ib 0.93 in 0.93 in BEAM DATA Center Span Length 9 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 9 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. to Grain: LOADING DIAGRAM A 9ft a Base Values Fb = 875 psi Cd=1.00 CF=1.00 Fv = 170 psi Cd=1.00 E = 1300 ksi Fc -1= 625 psi Fb' = Adjusted 875 psi Fv' = 170 psi E' _ -1300 ksi Fc -1' = 625 psi Controlling Moment: 7176 ft -Ib 4.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 2551 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 98.41 in3 121.23 in3 Area (Shear): 22.51 in2 63.25 in2 Moment of Inertia (deflection): 178.81 in4 697.07 in4 Moment: 7176 ft -Ib 8840 ft -Ib Shear: 2551 Ib 7168 Ib UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 40 plf 135 plf 14 plf 189 plf TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Left Live Load 325 plf Left Dead Load 195 plf Right Live Load 325 plf Right Dead Load 195 plf Load Start 0 ft Load End 9 ft Load Length 9 ft NOTES Project: TUKWILLA Location: HDR1 Roof Beam [2015 International Residential Code(2012 NDS)] 3.5 IN x 7.25 IN x 4.5 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 149.0% Controlling Factor: Moment Glen Merkel Avalon Project 1603 116th Ave NE Bellevue, WA 98004 StruCalc Version 9.0.2.5 11/1/2016 9:53:36 PM page of DEFLECTIONS Center Live Load 0.02 IN U3084 Dead Load 0.01 in Total Load 0.03 IN U1908 Live Load Deflection Criteria: 11240 Total Load Deflection Criteria: U180 REACTIONS • A_ Live Load 759 Ib 759 Ib Dead Load 468 Ib 468 Ib Total Load 1227 Ib 1227 Ib Bearing Length 0.56 in 0.56 in BEAM DATA Span Length 4.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 0 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1 to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1346 psi Cd=1.15 CF=1.30 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 1381 ft -Ib 2.25 ft from left support Created by combining all dead and live loads. Controlling Shear: 908 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 12.31 in3 30.66 in3 Area (Shear): 6.58 in2 25.38 in2 Moment of Inertia (deflection): 10.48 in4 111.15 in4 Moment: 1381 ft -Ib 3438 ft -lb Shear: 908 Ib 3502 Ib LOADING DIAGRAM 4 4.5 ft ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: LL = 25 psf DL = 15 psf TW = 13.5 ft LL = 25 psf DL = 15 psf TW= 0 ft Wall Load: WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 4.5 ft Beam Self Weight: BSW = 6 plf Beam Uniform Live Load: wL = 338 plf Beam Uniform Dead Load: wD_adj = 208 plf Total Uniform Load: wT = 546 plf NOTES Project: TUKWILLA Location: HDR2 Roof Beam [2015 International Residential Code(2012 NDS)] 3.5 IN x 5.5 IN x 4.5 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 72.1% Controlling Factor: Moment Glen Merkel Avalon Project 1603 116th Ave NE Bellevue, WA 98004 StruCalc Version 9.0.2.5 11/1/2016 9:53:59 PM page /. of DEFLECTIONS Center Live Load 0.03 IN L/1616 Dead Load 0.02 in Total Load 0.05 IN U1001 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length A B 633 Ib 633 Ib 389 Ib 389 Ib 1022 Ib 1022 Ib 0.47 in 0.47 in BEAM DATA Span Length 4.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 0 :12 Roof Duration Factor 1.15 LOADING DIAGRAM A A 4.5 ft B MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 900 psi Fb' = 1346 psi Cd=1.15 CF=1.30 Shear Stress: Fv = 180 psi Fv' = 207 psi Cd=1.15 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Comp. -t- to Grain: Fc - = 625 psi Fc -1' = 625 psi Controlling Moment: 1150 ft -Ib 2.25 ft from left support Created by combining all dead and live loads. Controlling Shear: -818 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 10.25 in3 17.65 in3 Area (Shear): 5.92 in2 19.25 in2 Moment of Inertia (deflection): 8.73 in4 48.53 in4 Moment: 1150 ft -lb 1979 ft -Ib Shear: -818 Ib 2657 Ib ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = DL = TW= LL = DL = TW= WALL = 0 25 psf 15 psf 11.3 ft 25 psf 15 psf 0 ft plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Beam Self Weight: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Ladj = 4.5 ft BSW = 4 plf wL = 281 plf wD_adj = 173 plf wT = 454 plf NOTES Project: TUKWILLA Location: HDR3 Multi -Loaded Multi -Span Beam [2015 International Residential Code(2012 NDS)] 3.5 IN x 9.0 IN x 4.5 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 6.9% Controlling Factor: Shear Glen Merkel Avalon Project 1603 116th Ave NE Bellevue, WA 98004 StruCalc Version 9.0.2.5 11/1/2016 9:55:04 PM page 0 DEFLECTIONS Center 0.02 IN U2319 0.02 in Live Load Dead Load Total Load 0.04 IN U1213 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS A Live Load 3276 Ib 1016 Ib Dead Load 2861 Ib 1070 Ib Total Load 6137 Ib 2086 Ib Bearing Length 2.70 in 0.92 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 4.5 ft 0 ft 4.5 ft 1.15 1 0.02 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2760 psi Cd=1.15 Shear Stress: Fv = 265 psi Fv' = 305 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. -L to Grain: Fc -1= 650 psi Fc -1' = 650 psi Controlling Moment: 5986 ft -lb 1.03 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 5988 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 26.02 in3 47.25 in3 Area (Shear): 29.47 in2 31.5 in2 Moment of Inertia (deflection): 31.56 in4 212.63 in4 Moment: 5986 ft -lb 10868 ft -lb Shear: 5988 Ib 6400 Ib LOADING DIAGRAM UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 50 plf 150 plf 7 plf 207 plf POINT LOADS - CENTER SPAN Load Number One Live Load 4067 Ib Dead Load 3225 Ib Location 1 ft NOTES Project: TUKWILLA Location: HDR4 Multi -Loaded Multi -Span Beam [2015 International Residential Code(2012 NDS)] 3.5 IN x 7.25 IN x 4.5 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 48.9% Controlling Factor: Moment. Glen Merkel Avalon Project 1603 116th Ave NE Bellevue, WA 98004 StruCalc Version 9.0.2.5 11/1/2016 9:55:25 PM page DEFLECTIONS Center Live Load 0.02 IN L/2239 Dead Load 0.02 in Total Load 0.04 IN L/1313 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1046 Ib 1046 Ib 738 Ib 738 Ib 1784 Ib 1784 Ib 0.82 in 0.82 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 4.5 ft 0 ft 4.5 ft 1.00 0.00 LOADING DIAGRAM A 4.5 ft k d MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1 to Grain: Base Values Fb = 900 psi Cd=1.00 CF=1.30 Fv = 180 psi Cd=1.00 E = 1600 ksi Fc -1= 625 psi Controlling Moment: 2007 ft -Ib 2.25 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads Controlling Shear: -1320 Ib At a distance d from right support of span 2 (Center Created by combining all dead loads and live loads Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Adjusted Fb' = 1170 psi Fv' = 180 psi E' = 1600 ksi Fc -1' = 625 psi on span(s) 2 Span) on span(s) 2 Req'd Provided 20.59 in3 30.66 in3 11 in2 25.38 in2 20.32 in4 111.15 in4 2007 ft -Ib 2989 ft -lb -1320 Ib 3045 Ib UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 340 plf 248 plf 6 plf 593 plf TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Left Live Load 125 plf Left Dead Load 75 plf Right Live Load 125 plf Right Dead Load 75 plf Load Start 0 ft Load End 4.5 ft Load Length 4.5 ft NOTES Project: TUKWILLA Location: HDR4 GARAGE DOOR Multi -Loaded Multi -Span Beam [2015 International Residential Code(2012 NDS)] 5.5 INx15.0INx16.5FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 7.8% Controlling Factor: Moment Glen Merkel Avalon Project 1603 116th Ave NE Bellevue, WA 98004 StruCalc Version 9.0.2.5 11/1/2016 9:56:45 PM page DEFLECTIONS Center Live Load 0.42 IN L/471 Dead Load 0.27 in Total Load 0.69 IN L/286 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 6186 Ib 5918 Ib 4060 Ib 3862 Ib 10246 Ib 9780 Ib 2.87 in 2.74 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 16.5 ft 0 ft 16.5 ft 1.00 1 0.27 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.00 Cv=0.99 Shear Stress: Fv = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi Comp. 1 to Grain: Fc -1= 650 psi Adjusted Controlled by: Fb' = 2387 psi Fv' = 265 psi E' _ . 1800 ksi Fc -1' = 650 psi Controlling Moment: 38062 ft -Ib 8.09 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 9855 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 191.31 in3 206.25 in3 Area (Shear): 55.79 in2 82.5 in2 Moment of Inertia (deflection): 1299.78 in4 1546.88 in4 • Moment: 38062 ft -lb 41034 ft -Ib Shear: 9855 Ib 14575 Ib LOADING DIAGRAM A 16.5 ft B UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 75 plf 165 plf 18 plf 258 plf POINT LOADS - CENTER SPAN Load Number One Two Three Live Load 1908 Ib 1573 Ib 1100 Ib Dead Load 1153 Ib 954 Ib 412.5 Ib Location 2.5 ft 13.5 ft 2.5 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 440 plf 165 plf 440 plf 165 plf 2.5 ft 16.5 ft 14 ft 50 plf 30 plf 50 plf 30 plf Oft 2.5 ft 2.5 ft NOTES Project: TUKWILLA Location: RB1 Roof Beam [2015 International Residential Code(2012 NDS)] 3.5 IN x 7.5 IN x 7.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 166.1% Controlling Factor: Moment Glen Merkel Avalon Project 1603 116th Ave NE Bellevue, WA 98004 StruCalc Version 9.0.2.5 11/1/2016 9:53:12 PM page DEFLECTIONS Center Live Load 0.04 IN L/2227 Dead Load 0.02 in Total Load 0.06 IN L/1357 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length A B 481 Ib 481 Ib 309 Ib 309 Ib 790 Ib 790 Ib 0.36 in 0.36 in BEAM DATA Span Length 7 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 0 :12 Roof Duration Factor 1.15 LOADING DIAGRAM 7ft 8 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -L to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1346 psi Cd=1.15 CF=1.30 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi. Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 1382 ft -Ib 3.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -664 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Reo'd Provided 12.33 in3 32.81 in3 4.81 in2 26.25 in2 16.33 in4 123.05 in4 1382 ft -Ib 3679 ft -Ib -664 Ib 3623 Ib ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: LL = DL = TW= LL = DL = TW = 25 psf 15 psf 5.5 ft 25 psf 15 psf 0 ft Wall Load: WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 7 ft Beam Self Weight: BSW = 6 plf Beam Uniform Live Load: wL = 138 plf Beam Uniform Dead Load: wD_adj = 88 plf Total Uniform Load: wT = 226 plf NOTES Project: TUKWILLA Location: FB2 BEAM OVER NOOK Multi -Loaded Multi -Span Beam [2015 International Residential Code(2012 NDS)] 5.5 IN x 12.0IN x 13.25 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 1.1% Controlling Factor: Moment Glen Merkel Avalon Project 1603 116th Ave NE Bellevue, WA 98004 StruCalc Version 9.0.2.5 11/1/2016 9:54:42 PM page DEFLECTIONS Center Live Load 0.28 IN L/563 Dead Load 0.25 in Total Load 0.53 IN L/300 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 4067 Ib 2796 Ib 3225 Ib 2659 Ib 7292 Ib 5455 Ib 2.04 in 1.53 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 13.25 ft 0 ft 13.25 ft 1.00 1.5 0.37 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.00 Shear Stress: Fv = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi Comp. -L to Grain: Fc - L = 650 psi Adjusted Controlled by: Fb' = 2400 psi Fv' = 265 psi E' = 1800 ksi Fc -1' = 650 psi Controlling Moment: 26105 ft -lb 5.96 Ft from left support of span 2 (Center Span) Created by combining all dead Toads and live loads on span(s) 2 Controlling Shear: 6385 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 130.53 in3 132 in3 Area (Shear): 36.14 in2 66 in2 Moment of Inertia (deflection): 633.36 in4 792 in4 Moment: 26105 ft -Ib 26400 ft -lb Shear: 6385 Ib 11660 Ib LOADING DIAGRAM gal A_ A 13.25 ft B UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 40 plf 135 plf 14 plf 189 plf POINT LOADS - CENTER SPAN Load Number One Live Load 1643 Ib Dead Load 1547 Ib Location 6 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load 200 plf 340 plf Left Dead Load 120 plf 128 plf Right Live Load 200 plf 340 plf Right Dead Load 120 plf 128 plf Load Start 0 ft 0 ft Load End 13.25 ft 6 ft Load Length 13.25 ft 6 ft NOTES Project: TUKWILLA Location: RB2 OVER ENTRY Multi -Span Roof Beam [2015 International Residential Code(2012 NDS)] 5.5 IN x 15.0IN x 20.5 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 76.5% Controlling Factor: Moment Glen Merkel Avalon Project 1603 116th Ave NE Bellevue, WA 98004 StruCalc Version 9.0.2.5 11/1/2016 9:56:16 PM page DEFLECTIONS Center 0.43 IN L/575 0.28 in 0.71 IN L/346 Live Load Dead Load Total Load Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 REACTIONS Live Load Dead Load Total Load Bearing Length A B 3075 Ib 3075 Ib 2028 Ib 2028 Ib 5103 Ib 5103 Ib 1.43 in 1.43 in BEAM DATA Center Span Length 20.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 20.5 ft Roof Pitch 0 :12 Roof Duration Factor 1.15 Camber Adj. Factor 1 Camber Required 0.28 Notch Depth 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -L to Grain: Controlling Moment: Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.15 Cv=0.97 Fv = 265 psi Cd=1.15 E = 1800 ksi Fc -1= 650 psi 26154 ft -lb Adjusted Controlled by: Fb' = 2687 psi Fv' = 305 psi E' = 1800 ksi Fc - -' = 650 psi 10.25 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 4491 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Reo'd Provided Section Modulus: 116.82 in3 206.25 in3 Area (Shear): 22.1 in2 82.5 in2 Moment of Inertia (deflection): 804.12 in4 1546.88 in4 Moment: 26154 ft -Ib 46175 ft -Ib Shear: 4491 Ib 16761 Ib LOADING DIAGRAM ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load Center RLL = 25 psf RDL = 15 psf TW1 = 6 ft TW2 = 6 ft WALL = 0 plf BEAM LOADING Total Live Load Total Dead Load (Adjusted for Roof Pitch) Beam Self Weight Total Load Center 300 plf 180 plf 18 plf 498 plf NOTES Project: TUKWILLA Location: RB3 OVER DINING/LIVING Multi -Loaded Multi -Span Beam [2015 International Residential Code(2012 NDS)] 5.5 INx15.0INx15.5FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 8.1% Controlling Factor: Moment Glen Merkel Avalon Project 1603 116th Ave NE Bellevue, WA 98004 StruCalc Version 9.0.2.5 11/1/2016 9:55:49 PM page DEFLECTIONS Center Live Load 0.29 IN L/634 Dead Load 0.24 in Total Load 0.54 IN L/346 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 3360 Ib 3935 Ib 3095 Ib 3463 Ib 6455 Ib 7398 Ib 1.81 in 2.07 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom. Live Load Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 15.5 ft 0 ft 15.5 ft 1.00 1 0.24 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Bending Stress: Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.00 Shear Stress: Fv = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi Comp. L to Grain: Fc -1= 650 psi Adjusted Controlled by: Fb' = 2400 psi Fv' = 265 psi E' = 1800 ksi Fc -1' = 650 psi Controlling Moment: 38166 ft -Ib 8.68 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -6762 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 190.83 in3 206.25 in3 Area (Shear): 38.27 in2 82.5 in2 Moment of Inertia (deflection): 1074.48 in4 1546.88 in4 Moment: 38166 ft -Ib 41250 ft -Ib Shear: -6762 Ib 14575 Ib LOADING DIAGRAM 2 15.5 ft B UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 40 plf 135 plf 18 pif 193 pif POINT LOADS - CENTER SPAN Load Number One Two Live Load 3075 Ib 1250 Ib Dead Load 2028 Ib 750 Ib Location 8.75 ft 6 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load 75 pif 200 plf Left Dead Load 45 plf 120 plf Right Live Load 75 plf 200 plf Right Dead Load 45 plf 120 plf Load Start 0ft 6ft Load End 6 ft 15.5 ft Load Length 6 ft 9.5 ft NOTES Project: TUKWILLA Location: CONTROLING JOIST SPAN Floor Joist [2015 International Residential Code(2012 NDS)] 1.5 IN x 11.25 IN x 16.5 FT @16O.C. #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 9.4% Controlling Factor: Moment Glen Merkel ,Avalon Project 1603 116th Ave NE Bellevue, WA 98004 StruCalc Version 9.0.2.5 11/1/2016 9:57:05 PM page DEFLECTIONS Center Live Load 0.23 IN L/872 Dead Load 0.09 in Total Load 0.31 IN L/634 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS Live Load Dead Load Total Load Bearing Length A B 440 Ib 440 Ib 165 Ib 165 Ib 605 Ib 605 Ib 0.65 in 0.65 in SUPPORT LOADS A B Live Load 330 plf 330 plf Dead Load 124 plf 124 plf Total Load 454 plf 454 plf MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1 to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1035 psi Cd=1.00 CF=1.00 Cr=1.15 Fv = 180 psi Fv' = 180 psi Cd=1.00 E = 1600 ksi E' = 1600 ksi Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 2496 ft -Ib 8.25 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 545 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 28.93 in3 31.64 in3 Area (Shear): 4.54 in2 16.88 in2 Moment of Inertia (deflection): 138.95 in4 244.76 in4 Moment: 2496 ft -Ib 2729 ft -Ib Shear: 545 Ib 2025 Ib Decking Information Plywood Thickness: T = 3/4 in Plywood Is Glued: Moment of Inertia Calculations For Glued Floor: Joist Area: A -joist = 16.88 IN2 Plywood Area: A -ply = 2.08 IN2 Section Centroid: C = 6 IN ABOVE BASE Moment of Inertia (deflection): I -comb = 245 1N4 LOADING DIAGRAM A 16.5 ft -B- JOIST DATA Center Span Length 16.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING Uniform Floor Loading Center Live Load LL = 40 psf Dead Load DL = 15 psf Total Load TL = 55 psf TL Adj. For Joist Spacing wT = 73.3 plf NOTES EXI?IRES: 4/24/17 j . W/` °/7 ABBREVIATED DRAINAGE REPORT - STORM DRAINAGE SYSTEM FOR SINGLE FAMILY RESIDENCE 29XX S. 135th Street Tukwila, WA 98168 Prepared by: Bruce S. MacVeigh, P.E. Civil Engineer 14245 59th Ave. S. Tukwila, WA 98168 CeII Ph: 206-571-8794 PN: 734660-0124 OWNERS: SARANJEET SINGH SHAGLAINI AND KARNAIL S. JOHAL, OWNERS 206-898-6775 REVIEWED FOR. CODE COMPLIANCE APPROVED MAR 10 201? City of Tukwila BUILDING DIVISION RECEIVED FEB 0 2 nil TUKWILA PUBLIC WORKS RECEIVED CITY OF TUKWILA FEB 01 2017 PERMIT CENTER tI1-ooI6i DRAINAGE Soils are sandy loam and suitable for on-site infiltration. The new residence and its parking pad will be infiltrated using a standard drywell for the residence. The access driveway in the 20 foot easement infiltrates with an installed standard trench with catch basins, and the existing common paved turnaround pavement infiltrates with its own trench and catch basin. These two items are constructed and require no drainage design. The new residence and its parking pad will be infiltrated via a sized drywell similar to the system for the existing residence immediately to the east of the project site. TECHNICAL INFORMATION REPORT (TIR): No substantial TIR is required for this residential permit due to low area thresholds. The new drainage construction required for this short plat will serve only the new roof and parking pad areas. Reference the installed drywell for the existing residence (design prepared by this office), the drainage for this new building is feasible and will use a similar drainage system. The Declaration of Covenant with and 0 and M manual document for the new drainage system will be prepared when the proposed residential drainage system is substantially approved. It must be completed and recorded prior to new house occupancy. SCOPE OF REQUIRED COMMON CONSTRUCTED IMPROVEMENTS FOR SHORT PLAT APPROVAL A new drainage system will serve only the new residence and its parking pad. The common access driveway and on-site turnaround are in place, including their drainage. All underground utilities for this new residence are in place, including sewer line, water service line, gas and all wired utilities. As a result of this, there are no required common use required site improvements related to this residential permit. SOILS INFORMATION This information is from the soils investigation and residential drywell system previously designed and installed for the adjacent recently constructed residence to the east of the subject site. This information is applicable to the new residential drywell design. This soils information is appropriate for use with the new residence drainage design without further soils evaluation for the site. Soil Togs are given below. DRYWELL SIZING AND DESIGN This is an existing 7,200 sf parcel which is undeveloped. The new house will be 2,168 sf, with an additional 280 sf added for roof overhang (16"), plus the new parking pad of 520 sf. The total area to be infiltrated will therefore be 2,968 sf or 0.068 acres. Soils indicate on-site infiltration is feasible. Soil Togs and percolation test results from the new adjacent residence are attached. (As noted above, the proximity of the soil Togs and the consistent soils encountered of both lots allows the use of this information in designing the new residential system.) SOIL LOGS SL 1 0 - 6" 6 - 48"+ Soil Logs and Percolation Test Results 25 SEP 13 Topsoil Loam Medum Sand w/trace of Silt No groundwater indicated. SL 2 0 - 6" 6 - 48"+ Topsoil Loam Medum Sand w/trace of Silt No groundwater indicated. SL 3 0-6" 6 - 48"+ Topsoil Loam Medum Sand w/trace of Silt No groundwater indicated. SL 4 0 - 6" 6 - 48"+ Topsoil Loam Medum Sand w/trace of Silt No groundwater indicated. For design purposes the soils may be considered as medium sand, the silt content being Tight enough to not interfere with a medium sand matrix. Infiltration Test: 25 SEP 13: EPA Falling Head percolation tests were done at SL 1 and SL 2 after a thorough pre- soak consisting of two each 12" drop runs. These two Togs were used since they were approximately 3 feet lower in surface elevation than the last two logs. Since the infiltration system will be placed in the part of the property higher than the logs used for the percolation tests, we can conclude that the deeper soils on the site will support infiltration deeper than the 48" in the upper logs. Soils on site were very consistent. Test Results: SL 1: 11:10 am to 2:00 pm 12" drop 170 min. 14.2 min./in. SL 2: 11:46 am to 2:00 pm 12" drop 134 min. 11.1 min./in. For design use the more conservative 14.2 min./in. is considered. This would be considered a very favorable infiltration rate. Based on the determined infiltration rate and the soils encountered, we may conclude that a drywell system is appropriate. Drywell Sizing Per Appendix C of the King County Stormwater Design Manual, a drywell in Medium Sand should have 90 cubic feet of gravel per 1,000 square feet of impervious area served. As a result, the proposed dry well should have: 2,968 sf/1,000 x 90 = 267 cf of gravel or 9.9 cy of gravel Assuming a gravel depth of 6 feet and a circular drywell, we obtain a diameter of 1/2 [(267/6)/3.14259261 x 2 = 7.5 feet diameter To be on the conservative side, we will use an installed diameter of 8.0 feet, with a calculated volume of 301 cubic feet or 11.2 cubic yards. EARTHWORK VOLUMES: For New Residence - Cut 25 cy Fill 25 cy Total 50 cy (Minimal) TEMPORARY EROSION AND SEDIMENT CONTROL The small site requires only the basic perimeter silt fence and stabilized construction entrance. Questions relating to this matter may be directed to this office. Sincerely, Bruce S. MacVeigh, P.E. Civil Engineer karanilj135thlot2drainageinfo/1375 I EXPIRES: 4/24/17 /3 Jam'`''/ 7 -existifl9. wood fence • 0 0 (n • ••0 0 10. SSBL (7)-qPICAL) M.1.•:,,D1791V '.120P. NOUS • 00T PRINT r.'N2;16111 SF, -.1FPE S89 5607"E 155.00' C> - X CD Cri 14: • , (.1) Z CD o co --t C.J1 C° Zle' YARD , 0 ZA/N SV/T° cn `X w/7F.ff • 03, (-0 • „AN -- 0 0 0 0 5/1•7 F-F/JeE AND CLEA,eiNG /1'2/7 5-7AZILIZ Et, CONST:e LICT/b1,1 hiY7RANSS 0 CN1 fp/A,yA. Xvy 0 ')4 -5895607"E exit.itg wood fence ..LOT1 0 • 8 -- --0 z o PROPOSED NEW" LOT • SIZ•t§.•= 7,200 ± • ADDRESS fr H SE DRY WELL SCALE = NTS HOUSE .1100F DOWNSPOUT FLOW ROOF DOWNSPOUT CATCH BASIN (YARD::.ERaisT): 8..D'. 0 *V DIAMETER 'HOLE FILLED WITH DRY WELL 1.5-3. WASHED PLAN VIEW DRAIN ROCK NTS • • ROOF DOWNSPOUT • - ,- OVERFLOW l . . .:•• •-•-• SPLASH BLOCK TOPSOIL FLOW FINE MESH SCRE i4 • 7:gr • CATCH BASIN • (YARD DRAIN) 16 MIN MARK CENTER OF. • HOLE WITH 1" CAPED PVC OR OTHER MEANS FLUSH WITH SURFACE 1%%L. : I'z% • l• • •:11 • Lam MINIMUM 4' DIAMETER • - PVC PIPE SIDES OF HOLE LINED WITH • FILTER FABRIC DRY WELL SECTION • NTS MINIMUM 1' ABOVE SEASONALie„,„,. 'HIGH -GROUNDWATER. TABLE INFILTRATION DRYWELLS .•• • •••• •Rifiltrd- tkih • drywill—Pyi!!tarns-,are int-ended—far .arte in Infiltrating runoff 'fram-Angle•—family residentialroof . downspout -drains and small residential parking areas that are not subject t� water quality treatment. 5/1/2018 City of Tukwila Department of Community Development MR SHAGLANI 14208 4TH AVE S BURIEN, WA 98168 RE: Permit No. D17-0019 SHAGLANI - LOT 1 2914 S 135TH ST Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a(final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 6/9/2018. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building. Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 6/9/2018, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit .Technician File No: D17-0019 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 0 City of Tukwila Department of Community Development February 16, 2017 MR SHAGLANI 14208 4TH AVE S BURIEN, WA 98168 RE: Correction Letter # 1 COMBOSFR Permit Application Number D17-0019 SHAGLANI - LOT 1 - 2914 S 135TH ST Dear MR SHAGLANI, 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: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (ONLY If Applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient. (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. Please provide a Geotechnical site soils report by a registered geotechnical engineer. Report shall specify the load-bearing values of the site soils for footing design requirements and shall specify recommended method for footing drainage/disbursement and/or discharge system sizing. Confirm the footing bearing recommended by the geotechnical engineer is consistent with the structural engineer's calculations. 2. On the site plan, provide a plan detail that shows a footing drain or a crawl space water -discharge system. The detail shall specify dimensions for a discharge trench or where the discharge pipe shall terminate to an approved discharge storm drain. Roof drains and footing drains shall tight line separately to a discharge system or facility. The intent is that groundwater will not accumulate in the crawl space. Include a footing drain detail, to show gravel shall extend at least 1 foot min. beyond the outside edge of the footing and 6 inches min. above the top of the footing and covered with an approved filter membrane material. Perforated pipe shall be placed on a minimum of 2 inches of washed gravel or crushed rock at least on sieve size larger than perforation and covered with not less than 6 inches of the same materials. (IRC R401.3, R405.1, R408.6) 3. Egress windows located on the buildings minimum 5 -foot side setback shall be required to provide adequate ground ladder access to all rescue (egress) windows above the first story. The "flat landscape" shall be a 12 -foot by 4 -foot wide area below the rescue window. Since the minimum set back is 5 -feet on each side of the property lines, minimum of 10 -feet by 4 -feet shall be allowed between buildings if applicable. Provide a note on the plan that no fence other than a wood fence or similar shall be allowed at that location. Fire department shall have the ability to easily remove that portion of fence as necessary for rescue. As an alternative, the building may also be designed 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 where bedrooms are loc ton the side of the building to provide for adeq 16.16.070) ground ladder access. (TMC 4. Floor Plan Note #19 sheet A2 specifies the wood platform, WI Rag (not sure what that indicates) at 14" min. 2015 IMC 304.3 requires platform to be 18" from the floor. Please revise and clarify notes. 5. The clouded outdoor lighting notes, make references outdated energy codes. Also, Section notes in the table on sheet A7 Refer to Table R302.6. Revise tables, energy compliance charts on front sheet and other general energy code notes with references to comply with 2015 WSEC. Note: This permit plan review may not be complete as revised plans may require further corrections. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. e 1. Provide a completed Traffic Concurrency Certificate Application for this Building permit prior to Building permit issuance. Test Fee based on one single family residence is $300.00. (see enclosed application) • 2. A Transportation Impact Fee applies to this permit. Transportation Impact Fee based on one single family residence in Zone 3 is $1,013.88; due at issuance of this Building Permit. 3. Show and label 1 -inch water meter on plan sheet SP -1. House fire sprinkler system required. 4. Downspouts shall not connect to footing drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain. Show on-site drainage system including profile - if footing drain and downspouts are sharing a single discharge pipe. 5. Revise site plan sheet SP -I to include (1) show and label new driveway including type of pavement (2) show and label water meter box, size of new water meter, and water service line (3) drainage flow arrows across new driveway (4) F.F. elevation and site spot elevations (5) undergrounding of power from existing power pole to new house (6) on-site drainage infiltration drywell (7) drainage flow arrows and downspout connectioh(s) to infiltration drywell (8) F.F. elevation and spot elevations (9) show & label on plan sheet any proposed water, sanitary sewer, storm drainage, power and other utilities (gas, cable, telephone, etc.) as applicable. (see enclosed sample Civil site plans & drywell detail) 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. D17-0019 6300 Southcenter Boulevard Suite #100 a Tukwila Washington 98188 ® Phone 206-431-3670 a Fax 206-431-3665 PERMIT COORDCOPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0019 PROJECT NAME: SHAGLANI - LOT 1 SITE ADDRESS: 2914 S 135 ST Original Plan Submittal X Response to Correction Letter # 1 DATE: 11/20/17 Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: 1P -S-(7 Building Division MRAN y ?ublic Works Fire Prevention Structural Planning Division n nPermit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 11/23/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12/21/17 Approved ❑ Approved with Conditions Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION UTTER-NI- Departments ETTERMDepartments issued corrections: Bldg 0 Fire 0 Ping 0 PW ❑ Staff Initials: 12/16/2013 0 PERMIT CORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0019 DATE: 03/09/17 PROJECT NAME: SHAGLANI - LOT 1 SITE ADDRESS: 2914 S 135TH ST Original Plan Submittal Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS • Building Division NI° c. `t(0` --1 ublic Works Fire Prevention Structural Planning Division ❑ Permit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) DATE: 03/14/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: ❑ Approved with Conditions ❑ Denied (corrections entered in Reviews) Notation: l L / 1 Wati7 (ie: Zoning Issues) 04/11/17 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: 12/18/2013 HERMIT COORD COPY 0 PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0019 DATE: 02/02/17 PROJECT NAME: SHAGLANI - LOT 1 SITE ADDRESS: XXXX X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: PFJ 916 Building Division ublic Work [12.1 714. Fire Prevention Structural Planning Division Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 02/02/17 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved DUE DATE: ❑ Approved with Conditions Corrections Required ❑ Denied (corrections entered in Reviews) (ie: Zoning Issues) El 03/02/17 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Ite Bldg Et/ Fire 0 Ping 0 PW Er Staff Initials: I* 12/18/2013 0 PROJECT NAME: SISIG h,i —)- SITE ADDRESS: ?Mai S I3 .&1 PERMIT NO: 1.)D-001? ORIGINAL ISSUE DATE: ?,-31-17 REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 1 L t -17 14+-614- S.oy,� AN -e 1' 4-i,,,,, -i-v-e.int, Summary of Revision: Summary of Revision: - - J,'J/1 Received by:!SIT-- T-off-7---YdGe-A' 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. 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. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) D City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.Qov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 2C Pi 01J t1 -7 Plan Check/Permit Number: P17- IIJ Response to Incomplete Letter # ❑ Response to Correction Letter # 1-4— Revision # after Permit is Issued on requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: 5--;204/11.Z- Project / Project Address: Z`// 4 S, ) 3 S-711 /- Contact Person: FRe../e . /'>27 - Phone Number: 2e) 6` S7�— e 79 • Summary of Revision: /41 C,6 - 7 7'E,-22 , 4- %g --sl >-/ 7 ,2' L S7a /2 i --t /M 7`7 0cy c2i2/4-. CIS OF VILA NOV 20 LU%? PERMIT C TER Sheet Number(s): "Cloud" or highlight all areas of revision including di revisio Received at the City of Tukwila Permit Center by: ll� lil—Entered in TRAKiT on - W:\Permit Center\Templates\Forms\Revision Submittal Formdoc Revised: August 2015 4 s z O 905 0 City of kwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http:/iwww.TukwilaWA.gov RECEIVED CITY OF TUKWIL.A MAR 0 8 2017 PERMIT CENTER Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 7 // % Plan Ch ck/Permit Num'er: D 06)1 9 ri Res onse 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: Z 9 /-f S, l/3 C--721' S7;, 7 ""/ ,/lvice'/ Vim/4/M '_ Phone Number: 266-S�/— 8794- Summary of Revision: gl/YS/®w 70 2 Q.4//'4 ,a/A/V ,.s'27- � /j 2o/ 7, /, 2 5--E / 9 ,9 / A./ A-4 , �2 l'o/�/ES — A-/23 7 c-/-/ Z v $ //c— (A -/e, L) Sheet Number(s l L,.v 52 7 — /17/,-102 �//�xrl S �o . /- / y 51-1 "Cloud" or highlight all areas of revision including date of reision F fikr Received at the City of Tukwila Permit Center by: ❑ Entered in TRAKiT on W:\Permit Center \Templates\Forms\Revision Submittal Form. doc Revised: August 2015 z Ci of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov CERTIFICATE OF WATER 0 AVAILABILITY Nom► 9-S 4.6‘.0 otZA. ©�7 - PERMIT NO.: Part A: To be completed by applicant Site address (attach map and legal description showing_hydrant location and size of main): .2q1 ti S. lS s'-. L.tot L.x.)a 94 L641 Owner Information ` Agent/Contact Person Name: SA tJ S E e- . S . vik.46u21 'Name: Address: (142.0 T iiiaA/e _ . , adz% Ev „/lddress: Phone: ad:, , Bq 8 .. 6'11 5 Phone: This certificate is for the purposes of: Residential Building Permit . Commercial/Industrial Building Permit O Preliminary Plat O Rezone. Estimated number of service connections and water meter size(s): 1 . 1111G� ❑ Short Subdivision ❑ Other Vehicular distance from nearest hydrant to the closest point of structure is Area is served by (Water Utility District): 5Z-1 C, Owner/Agent Signa ft. t25 41444//0? /,0,0/1 -- Part B: To be completed by water utility district 1. The proposed project is within 2. No improvements required. 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: TZAK (City/County) NIA (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water can be provided and will be availableat the site with a flow__ t Em at 20 psi residual for a duration of 2 hours at a velocity of tO fps as documented by the attached calculation . CITY OF TUKWILA Water availability: Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in Item 8-2 are met. ❑ System is not capable of providing service to this project. I hereby certify that the above information is true and correct. FEB 01 2017 PERMIT CENTER csaANYWAiskbrs d'itt25 MANI tYcri.Ey 1- 2LI-1 Agency/Phone 2 —2M2 45Liq By Date EXtRES 0 — 214 —175) '!1 Attachment to Certificate of \Nater Availability King County Water District No. 125 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 otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Applicant's Signature District Representative QST' 3460 5 148th Suite 100 Seattle, WA 98168 Phone: (206) 242-3236 Fax: (206) 242-1527 CERTIFICATE.O'F SEWER AVAILABILITY / NON AVAILAB'I'LITY • Residential: $ 50.00 Certificate of Sewer Availability Commercial: $ 100.00 OR 0 Certificate of Sewer Non -Availability Part. A: (To Be Completed BTApplicant) Purpose of Certificate: 0 Building Permit 0Short Division ' Preliminary Plat or PUD 0 Rezone Or. Other. Proposed Use: Residential=Single Family j Commercial Residential'Multi-Family 0 Other Applicant's Name Property Address Le"t2c' irth. Avec. . ...... ..... . Legal Description (Attach .Map and legal Description if Necessary ); Phone Number Tax Lot Number cec6 778'^G/tr 029/g S. 13 -/lk Part B;.(To be Completed by Sewer.Agency ) 1. a. ASew.er Service will -be provided by side sewer connection only to an existing 4/ /' size sewer Q `J' feet from the site and the sewer system has the capacity to serve the proposed use. OR 0 b. Sewer service will require an improvement to the sewer system of: © (1) f , feet of sewer trunk or lateral to reach the site; and/or 0 (2) The construction of a collection. system on the site and/or 0 (3) Other (describe) 2. Must be completed if 1. b above is checked a. The sewer system improvement is in conformance with a County approved sewer comprehensive 0 OR 0 b. 3. 0 a. plan, The sewer system improvement will require a sewer comprehensive amend EIVED CITY O TUKWILA The proposed project is within the corporate limits of the District, or has been ranted Boundary Review Board approval for extension of service outside the District. FLB 0 1 2017 OR 0 a. Annexation or BRB approval -will be necessary to provide service. PERMIT CENTER ........ ... 4. Service is subject to the following; a. District Connection Charges due prior to connection: GFC: $ Either Charge may 1.. 9o33.9.(?,I SFC: $ Unit: $ (Subject to Change on January 1st) SS Permit $ King County/METRO Capacity Charge, b. Easements: c. Other •e. ue upo ec Total $ �YGG,rB/, nJ /oo�� `//33. SWSSD or Midway Sewer DistriC nnection 1 D11-00 ion to sewers. )!I Required 0 May be Required SGC 1 hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of signature. By Title Date i,2S/aoi7 f. 1 , 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 CountyDepartment ofPublic Health, City of Seattle„ City :of Tukwila, City of:Stirlen and/or City of SeaTat. This certificate is rbetween the DiStritt and the applicant only and no third person or party shall have any rights rhereunder whether by agency; third -party benefitiaryprinciples or otherwise. 2. This Certificate creates no contractualrelatiOnship between the District and the applicant a,nd its successors and assigns and does not constitute and may notbe 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 thedateof the -Diaries -signature on this the District represents that sewer service is- available to the Property through sewersystems that exist orthatmay 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"Seattlef, City of Tukwila, City ofSurien, City of Seatac or any other governmentaiagency before the applicant can. ,utilize the -sewer service which is the subject of this Certificate. 4. if the District or the applicant Must extendth,erlaistriCt'S sewer system toprovide sewer servicetothe .Property,theDistritt -orapplicant May be 'requiredto obtain. from the appropriategovernmental agency thenecessary 'permits, approvals and authorizations. in addition, the governmental agency may -establish requirements that :must be satisfied as a condition of granting ,any such 'permits, approvals or authorizations, which maymakeimpractical or impossible the provisionrof sewer services -to -the Property: 5. Applkation -for and possible provision of sewer service to the .Ptoperty shalibe subject to and conditioned upon availability of sewer service to the Property at the time- of such application, and-comptiance with federal, state, tocal-and District laws, 'ordinances, policies, and/or regulations in effect at the time of such application. acknowledgethat I have received the Certificate of Sewer Availability/Non -Availability and this attachment and fulltunderstand the terms and conditions herein. Applicant's signature •, • ; ••44 :1 t I Print Form SIGNATURE GENERAL CONST Home Espanol Contact - Safety & Health Claims & Insurance ligialkk Washington State Department of AP Labor & Industries Page 1 of 2 Search L&I A -Z Index Help elp My I.,&I Workplace Rights Trades & Licensing SIGNATURE GENERAL CONST INC Owner or tradesperson SINGH, KARAN PREET Principal SINGH, KARAN PREET, PRESIDENT JOHAL, KARNAIL SINGH, MEMBER Shaglani, Singh Saranjeet, MEMBER WA UBI No. 604 041 723 14208 4TH AVE S BURIEN, WA 98168 206-778.6118 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. SIGNAGC848P1 Effective — expiration 10/21/2016— 10/21/2018 Bond Western Surety Co Bond account no. 62944942 Active. Meets current requirements. $12,000.00 Received by L&I Effective date 10/21/2016 10/14/2016 Expiration date Until Canceled Insurance ............................... United Specialty Insurance Com $1,000,000.00 Policy no. CBC20001852600 Received by L&I Effective date 10/21/2016 10/14/2016 Expiration date 10/14/2017 Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, u some debts may be recorded by other agencies. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=604041723&LIC=SIGNAGC848P1&SAW= 3/24/2017 SIGNATURE GENERAL CONST INC License Violations No license violations during the previous 6 yerwperiod. Workers' comp No active workers' comp accounts during the previous 6 year period. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. Page 2 of 2 © Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=604041723&LIC=SIGNAGC848P 1 &SAW= 3/24/2017 PRIVATE EASEMENT FOR ACCESS AND UTILITIES AND EMERGENCY TURNAROUND KING COUNTY RECORDING NUMBER 20160420000571 S89 56'07"E 155.00' PLAN !fit* chbef. to.;. plans ut approval from the II Planning Division of DCD droved 6Y: Ni I) lj uka. Dom: --3-11 DRIVEWAY S89.56'07"E existing wood fence OFFICE FAMILY ROOM TEEN TV! MEDIA BEDROOM 2 -CAR GARAGE BEDROOM MASTER BEDROOM LAUNDRY � f LEGAL DESCRIPTION - LOT 1 OF CITY OF TUKWILA SHORT PLAT #L16-0014, RECORDING NUMBER... 201605179000.03, RECORDS OF KING COUNTY, WASHINGTON. -o r*� z 0 0 0 z Plan review approval is subject to errors and omissl Approval of construction documents does not autho the violation of any adopted code or ord' ance. `e of approved Fi -- Copy anti co, •'•,n , r • , y' led B :., .I41 .4I, i, r,... .,✓%Date: i . - City of Tukwila BUILDING DIVISION ns. iae 3ipt ed: KITCHEN IMPERVIOUS AREAS FOR. DRYWELL SIZING - Existing Parcel 7,200 sf OPEN TO ENTRY BELOW DINING ROOM LIVING ROOM MASTER BATH SEPAPATE PEF'MIT REQUIRED FOR: ❑ hanical irtlectrical ❑ Plumbing ❑ Gas Piping City of Tukwila DIVISION New House Roof Overhang (16") Parking Pad 2,168 sf 280 sf 520 sf JUN 092018 Total Impervious Area 2,968 sf or 0.068 acres Fltratinn Notes: ENTITY PLATE EL. rr Asphalt C.ra'r +.Siston Rootrrg o't SEM Paper. S" &Mrartd nowri,5poutsa r2g3 Poi ttedCoxrbed'{Faxia. k{10 itbret.Pairrtetr' TCyrrber Cry. 2tf 0 Ease Board. 4*" 1,'ern5 ' librizo-itY?apid'kisl" ef.rToExt,s-rc. Etevwtrcn-3). Verify W2i 4 rrrufactr r is SittwFitioas.. Pty-GeretVer,ods. (Refer To ktfr;doow So.drd'e for Sims and Operation). .' tb f14.a7o w Tr -kerma -4 Stoolkozirl £v: 2.v:4 gill Trim 61&41114ncla v.Iarab I'W pMeer T E LeriorEva tc ). a..1 Rat G'r 2t 2 E yBand Civadve trrr •s Ntki'raf fil scrtry Veneer ' Qua ry aackLe_dge' . R Errr-y'Lyr 7 r-peravrr 'c SmcifIcation,5 WR rtoSchher:Me x. S,s i.. Paii.6211 Tapered kid Veneer C'.i&rrtrr (fief ToFxteyich-Eleexicrr ). 1 PL E -11 CZ SI talk SLR evriff- ewerTWFuer&x rF�s�mkxr �. 13 Garage E'tors(Per Curie? ,K C c ead• cific tc',' ). 114 Direct Veil Gas. ex fire hydronf 20.00' N89 55.11"W So. /,3,57-h Street These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: r 1 NEW RESIDENTIAL DRAINAGE AND ESOP PLAN 2914 S. 135th Street Tukwila, WA 98168 PN: 734660-0128 SARANJEET SINGH SHAGLAINI AND KARNAIL S. JOHAL, OWNERS 206-898-6775 Revision Number Revision Description . Revision Date Revision Schedule 1603 116th Ave NE Suite # 115 Bellevue, WA 98005 REVIEWED FOR CODE COMPLIANCE APPROVED OWNER- Soronjeet Singh Shogloini Karnali S. Johol ADDRESS: 14208 4TH AVE 5 BURIEN. WA 98168 (714)336-4714 Client: RECEIVED CITY OF TUKWILA PAR 0 3 2017 PERMIT CENTER GAHAG ESLAB EL. -4` CORRECTION LTR# NOM ALL E,K?ER, R LIGHVN 3 BALL O'N'LY MN MEC SEC?? ON StrS 2 FOR 1 OUTDOOR LIGHING AND 714E f it -UR 1..1-i`t'G.&ALY LU ARESOR 19,903 CONTROLLED BY MOTON SEVSORIS)14/atiVIEWVIL PHO O OChY,f7FL. PHOTO SEWOR. Drainage Plan Prepared by: Bruce S. MacVeigh, P.E. Civil Engineer 14245 59th Ave. S. Tukwila, WA 98168 Cell Ph: 206-571-8794 NEW RESIDENTIAL DRAINAGE AND ESOP PLAN 2914 S. 135th Street Tukwila, WA 98168 PN: 734660-0124 Drawn By: G. Merkel DRAINAGE PLAN SHEET 1 OF 3 9/2/16 Scale: As indicated DRIVATE ASE r\ T FOR ACCESS ANQ UTILITIES AND EvERGENCY TLR\ARO \ D -CI\G CO.J\TY 'ECORDING N MBIA 20160L200O057i existinc w000 fence 569 56'07' 155.00' DRY WELL 10` BSBL ROOF DOWNSPOUT HOUSE CATCH BASIN (YARD DRAIN) —7--j-0.- FLOW ROOF DOWNSPOUT PROP. HOUSE FOOT PRINT \2,168 SE, FFE = xx.xx 6..e ° 0 X13" DIAMETER HOLE FILLED WITH 1.5-3" WASHED DRAIN ROCK ROOF DOWNSPOUT 7 .9e OVERFLOW SPLASH BLOCK MARK CENTER OF • HOLE :WITH I". CAPPED PVC OR OTHER MEANS FLUSH WITH SURFACE TOPSOIL FINE MESH SCREEN } 4//N S7 /1P 5c r-" 45"D/A, X df P Di, ' W4 ZL MINIMUM~4" DIAMETER PVC PIPE • - SIDES . OF. HOLE LINED :WITH FILTER FABRIC INFILTRATION ORYWELLS Infiltration drywen systems are intended for use in infiltrating runoff from. -single-family residential roof . downspout drains and smolt residential parking areae that are not .subject. to water quolity'treathicint. MAINTENANCE: INSTRUCTIONS FOR FULL .INFILTRATION 589.56'07"E existing w.00c fence Ala LD7/ f/i/T/ � 7/1/5 440/f .Ale ,'47 / AND AR,5 U. svier--.4eE a 7AKErt L 47 / 5-eR1 /./ /7/- /7/ C, " 45/ — f4TV -- 7, : W/,P's 7,-v, .52 do •NDTE rAorm6 Diegm 4//!1i Your property contains a stormwater management flow control BMP (best management practice) called "full infiltration," which was. installed to mitigate the stormwater quantity and quality.impacts of some or all of the impervious -surfaces on your property. Full infiltration is a method of soaking runoff from impervious area (such as paved areas and roofs) into the ground. If properly installed and maintained, full infiltration can manage runoff so that a majority of precipitation events are absorbed. Infiltration devices, such as . gravel filled trenches, drywells, and ground surface depressions; facilitate this process by. putting runoff in direct contact with the soil and holding the runoff long enough to soak_ most.of it into the ground. To be successful, the soil condition around the infiltration device must be reliably able to soak water into the ground for a reasonable number of years. The infiltration devices used on your operty include the following as indicated on the flow control SMP site plan: Q gravel filled trenches, Wdrywella, ❑ ground surface depressions. . The size, placement, and composition of these devices•as depicted by the flow control BMP site plan and design details must be • maintained and may not be. changed without written approval either from the King County Water and Land Resources Division or througha future development permit from King -County. Infiltration devices must be inspected annually and after major storm events to identify and repair any physical defects. Maintenanceand operation of the system should focus on ensuring the system's viability by preventing sediment -laden -flaws from entering the. device. Excessive sedimentation will result in a plugged or non-functioning facility. If the infiltration device has a catch basin, sediment accumulation must be removed on a yearly basis or more frequently if necessary, Prolonged ponding around or atop a device may indicate a plugged facility. If the device becomes plugged, it must be replaced. Keeping the areas that drain to infiltration devices well swept and, clean will enhance the Longevity. of these devices. For roofs, frequent cleaning of gutters will reduce seddimentloads to these .devices. 1603 116th Ave NE Suite # 115 Bellevue, WA 98005 (714)336-4714 OW\ _:R• Soronjeet Sing Shogloini Kornod 5. Moho' ADR ISS: 14208 LT- AVI 5 Drainage Plan Prepared by: Bruce S. MacVeigh, P.E. Civil Engineer 14245 59th Ave. S. Tukwila, WA 98168 Cell Ph: 206-571-8794 MAR 16 2017 APPROVED MAR 16 2017 RECEIVED CITY OF TUKWILA MAR City of Tukwila BUILWIaDIVISION NEW RESIDENTIAL DRAINAGE AND ESCP PLAN 2914 S. 135th Street Tukwila, WA 98168 BJRIEJ1, WA 98168 ex fire hyc ron t 4/4-74/ /"'. -2 , L -- ` 4 f ( )/' -4rA I/ SITE PLAN 2 A/:.' /A/,.. A' `t /A/,A' 1„ ^ 10,_0„ 7,5g./z2 .5-Yrocz/ EXPIRES: 4/24/1 % I 0 3 2017 PERMIT CENTER Drawn By: G. Merkel PN: 734660-0124 10/20/16 Scale: 1" = 10'-0" NEW RESIDENTIAL DRAINAGE AND ESOP PLAN 2914 S. 135th Street Tukwila, WA 98168 PN: 734660-0128 SARANJEET SINGH SHAGLAINI AND KARNAIL S. JOHAL, OWNERS 206-898-6775 Revision Number Revision Description Revision Date Revision Schedule 1603 116th Ave NE Suite # 115 Bellevue, WA 98005 (714)336-4714 OW\ _:R• Soronjeet Sing Shogloini Kornod 5. Moho' ADR ISS: 14208 LT- AVI 5 Drainage Plan Prepared by: Bruce S. MacVeigh, P.E. Civil Engineer 14245 59th Ave. S. Tukwila, WA 98168 Cell Ph: 206-571-8794 MAR 16 2017 APPROVED MAR 16 2017 RECEIVED CITY OF TUKWILA MAR City of Tukwila BUILWIaDIVISION NEW RESIDENTIAL DRAINAGE AND ESCP PLAN 2914 S. 135th Street Tukwila, WA 98168 BJRIEJ1, WA 98168 ex fire hyc ron t 4/4-74/ /"'. -2 , L -- ` 4 f ( )/' -4rA I/ SITE PLAN 2 A/:.' /A/,.. A' `t /A/,A' 1„ ^ 10,_0„ 7,5g./z2 .5-Yrocz/ EXPIRES: 4/24/1 % I 0 3 2017 PERMIT CENTER Drawn By: G. Merkel PN: 734660-0124 10/20/16 Scale: 1" = 10'-0" 1 STABILIZED CONSTRUCTION ENTRANCE Ey,10G OPO R= FS' MIN. 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 1S A ROADSIDE DITCH PRESENT, AS ' PER KING COUNTY ROAD STANDARDS 4"—S" QUARRY SPALLS .GEOTEXTILE 12' MIN. THICKNESS .STABXLIZED CONSTRUCTION::ENTRANCE PROVIDE FULL WIDTH OF INGRESSiEGRESS AREA Purpose Construction entrances are stabilized to reduce the amount of sediment transported onto paved roads by motor vehicles or runoff- by constructing a stabilized pad of quarry spallsat the entrances to construction sites. . Application Construction entrances shallbe stabilized wherever traffe will be leaving a construction site 'and traveling on paved roads or other paved areas within 1,000'feet of the site. Design and Installation Specifications 1. See Figure C.3.1.A for details, 2. • A.separation gcotextile shall be plaeed; under the Spills to prevent fine:sedi:ineintfrom pumping up into the rock pad. The geotextile shall .meet•the•following standards! Grab Tensile Strength (ASTM D4751) 200 psi min. Grab Tensile Elongation (ASTM D4632) • 30% max. Mullen Burst Strength (ASTM D3786 -80a) 400 psi min. AOS (ASTM D4751) 2045 (U.S. standard sieve size) 3. Hog fuel (wood based mulch) may be substituted for or combined with quarry spalls in areas that will not be used for permanent roads. The effectiveness of hog fuel is highly variable,•but ithas been used successfully on many construction sites. Itgenerally requires more maintenance than quarry spalls. Hog fuel is not recommended for entrance stabilization in urban areas. The.inspector'nmay at any time require the use of quarry spalls if the hog fuel is not.preventing sediment from being tracked onto pavement or lithe hog fuel is being carried onto pavement. Hog_fuel is prohibited impermanent roadbeds because organics in the subgrade soils cause difficulties with:compaction. 4. Whenever possible, the entrance shall be constructed on a film, compacted subgrade. This can substantially increase the effectiveness.of the pad and•reduce the'need for maintenance. Maintenance 1. Quarry spalls (or hog fuel) shall be added if the pad is no longer inaccordance 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.inciude street:sweeping, an increase in the dimensions of the entrance, or the installation of a wheel wash. If washing is used, it shalibe done on an area covered with crushed rock, -and. wash water -shall drain to a sediment trap or p4.nd. 3. Any sediment -that is tracked onto pavement -shall be removed immediately by sweeping. The sediment collected by sweeping shall be removed or stabilized onsite. The pavement shall not be cleaned by washing down the street, except when sweeping is ineffective. and there is a threat to public safety, Mit is necessary to wash the streets, a small sump must be constructed. The sediment would then be washed into the sump where it can be controlled and discharged appropriately, 4. Any quarry spalls that are Ioosened from the pad and end up on .the roadway shall be removed. immediately. JOINTS 1N FILTER FABRIC BHAU. BE SPUCED AT POSTS. USE STAPLES, WIRE RINGS. OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 11 11 11 11 11 -IIl11;-t1""IE'-117ItI,.11-11-IItI2-� a' MAX. POST SPACING MAY BE INCREASED TO S' iF WIRE BACKING 1S USED NOTE: FILTER FABRIC FENCES SHALL BE ' INSTALLED ALONG CONTOUR WHENEVER POSSIBLE 2k2 BY 14 Ga, WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED FILTER.FABRIC -----� 5 MINIMUM 4k4" TRENCH BACKFILL TRENCH WITH NATIVE SOIL OR 3/0-1.6* ' WASHED GRAVEL. 2k4 WOOD POSTS, STEEL FENCE 'POSTS, REBAR, OR EQUIVALENT SILT FENCE INSTALLATION AND MAINTENANCE . Dig trench Toe -In -fabric Reinforce SILT FENCE • Monitor Maintain and clean Purpose Use of a silt fence reduces the transport of coarse sediment from a construction site by providing a temporary physical barrier to sediment and reducing tie runoff velocities of overland flow. Conditions .of Use Sill fence maybe used downslope of all:disturbed areas, . Silt fence isnot intended to treat concentrated flows, norr is it intended to treat:substantial amounts of overland flow. Design and Installation Specifications 1. See Figure C.3.1.E and Figure C.3.I,F.for details: 2. The geotextile'used must meet the standards listed below. A copy of the manufacturer's fabric specifications must be available onsite. AOS (ASTM D4751) 30 400:sieve size (0:60-0.15 mm) for slit film 5040.0".slave size (0.30-0.15 nim) for other fabrics Water Permittivity (ASTM D4491) • O 02nec-1 minimum Grab Tensile Strength (ASTM 04632) 18tkitis..min, for extra strength fabric .100 lbs. min. for standard strengthfabric Grab Tensile Elongation (ASTM 04632) '30% max. Ultraviolet Resistance (ASTM 04355) 70% min. 3. Standard strength fabric requires wire backing to increase the strength of the fence. Wire backing or closerpost spacing may be required for extra strength fabric if field performance warrants a stronger fence. 4. Where the fence is installed, the slope shall be no Steeper than 2H:1 V. 5. If atypical silt fence (per Figure C.3.I.E) is used, the standard 4 x 4•trench may not be reduced as long as the bottom 8 inches of the silt fence is well buried and secured in a..trench:that stabilizes the fence and does not allow water to bypass or undermine the 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 the 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. lithe filter fabric:(geotextile) has deteriorated due to.ultraviolet breakdown, it shall be replaced. JUN .0.9 2018 General This is an existing 13,950 sf parcel which is undeveloped. The new house will be 2,357 sf, with an additional 1,395 sf of driveway flows into the same trench as the entire new roof area. The total area to be infiltrated will therefore be 3,752 sf or 0.086 acres. Soils indicate on-site infiltration is feasible. Soil logs and percolation test results are attached. Soil Logs and Percolation Test Results SOIL LOGS 25 SEP 13 SL1 0 - 6" Topsoil Loam 6 - 48"+ Medum Sand w/trace of Silt No groundwater indicated. SL2 0-6" 6 -4n - Topsoil Loam Medum Sand w/trace of Silt No groundwater indicated. SL 3 0 - 6" 6 - 48"+ Topsoil Loam Medum Sand w/trace of Silt No groundwater indicated. SL 4 0 - 6" 6-48"+ Topsoil Loam Medum Sand w/trace of Silt No groundwater indicated. For design purposes the soils may be considered as medium sand, the silt content being Tight enough to not interfere with a medium sand matrix. Infiltration Test: 25 SEP 13: EPA Falling Head percoiation tests were done at SL 1 and SL 2 after a thorough pre- soak consisting of two each 12" drop runs. These two logs were used since they were approximately 3 feet lower in surface elevation. than the last two logs. Since the infiltration system will be placed in the part of the property higher than the logs used for the percolation tests, we can conclude that the deeper soils on the site will support infiltration deeper than the 48" in the upper logs. Soils on site were very consistent. Test Results: SL 1: 11:10 am to 2:00 pm 12" drop 170 min. 14.2 min./in. SL 2: 11:46 am to 2:00 pm 12" drop 134 min. 11.1 min./in. For design use the more conservative 14.2 min./in. is considered: considered a very favorable infiltration rate. Based on the determined infiltration rate and':the_soils encountere that a drywell system is appropriate. Drvwell Sizinq Per Appendix,_C:of the King. County Starmwater DesignMarua Sand should have 90 cubic feet of gravel per 1,000:square fee served. As, a:;:restalt, the proposed: dry: well should have: This would be ,;we may conclude 00 C4. 00 N uh 0 0 a a) U eH:.in: Medium-' envious, area.' 2,968 sf/1,000 x 90 =::267 cf of gravel or9.9.,cy.-of ;gravel Assuming a,gravel depth of 6 feet and a circular drywell, we, obtain,a.diameter. of 1/2. j(267/6)/3.1425926J, x 2 = 7.5 feet diameter.: To be on the conservative side, we will use an installed diameter of 8.0 feet, with a calculated volume of 301 cubic feet 'or 11.2 "cubic yards. . . EARTHWORK VOLUMES: . For New Residence - Cut 25 cy Fill 25 cy Total 50 cy (Minimal) REVIEWED FOR CODE COMPLIANCE APPROVED MAR 16 N011 City of Tukwila BUILDiNG DIVISION APPROVED PEAR 16 2017 t.>`tty of Tukwila PUBLIC Works. NEW RESIDENTIAL DRAINAGE AND.. ESOP PLAN 2914 S. 135th Street Tukwila, WA 98168 PN: 734660-0124 14 Odin EXPIRES: 4/_ IV�D TJ.IKWIL,4 taR 0 5 2817 PERMIT CENTER DRAINAGE PLAN SHEET 3 OF 3 GENERAL NOTES A. These notes are in abbreviated form. The intent is to further define those areas of work not clearly delineated on the drawings. The quality of workmanship throughout should be first class and all materials shall meet or exceed the normal industry standards applicable in each case. B. All work is to be performed in strict compliance with applicable provisions of prevailing local, state, and federal code ordinances, including appropriate licensing laws including local amendments. C. Notify and consult with Owner and Architect if discrepancies are found between drawings on site conditions and/or building or zoning requirements prior to start of work. D. Contractor to physically inspect site prior to commencing any work. Report any discrepancy to Owner and Architect. Contractor to review construction documents prior to commencing construction. Any questions should be be directed to owner and architect. Contractor to crossreference with city approved plans for any changes and/or additional requirements by city. E. Area measurements: area is measured from the perimeter of each floor/space within the footprint of the structure and is inclusive of all open areas, stairways, stairwells and basement stem walls, at each levet. Projections such as bay windows are also included in heated area calculations. Interior walls separating heated and unheated enclosed space is measured from the exterior of conditioned space. F. Do not scale drawings. During the reprographic process, proportions may have been altered. Use written dimensions. Where conflicts exist, notify the Architect immediately. Written dimensions take precedence. G. Contractor to maintain in force at all times, insurance as required by Article. II of the General Conditions of the Contract for Construction, AIA Document A201. H. The Contractor should carry all insurance required by law. I. Contractor is solely responsible for all construction means and methods and shall maintain the structural integrity of any construction until all final lateral and vertical load carrying systems are completed. Approvals from the Architect do not extend to approval of construction means and methods. J. Drawings are for a complete installation with fully -functional assemblies. Contractor is to field verify all dimensions and conditions prior to any work, and shall be responsible for all work and materials including those finished by subcontractor. K. All information contained in these documents represents a "basic limited architectural service" that requires the contractor to be knowledgeable and experienced with all aspects of construction including all building codes and regulations imposed by the city or county and any other agency having jurisdiction over the project. L. All work shalt comply with the state and local ordinances and shall be done to the highest standards of craftsmanship by journeymen of the respective trades. M. Safety, care of adjacent properties during construction, compliance with local, state, federal regulations regarding safety on site shall be the contractors responsibility. N. No deviations from these documents shall be made without written approval from the owner and architect. Any changes can affect the structural integrity and code related issues of the structure. 0. All information contained in these documents is for the purpose of construction permit acquisition and construction only. The information provided is not intended for any other purpose and no other use is intended or implied. e.g. plan information is not intended to be used as a base for sale or transfer of real estate. P. Unless otherwise specified, electrical, mechanical, etc. is bidder designed. Owner and/or agent (contractor) is responsible for all work done on site (field) as to proper installation etc. Q. The architect may assist in coordination with consultants (such as soils, structural, civil engineers etc.) but under the terms of basic limited service, receives no compensation for, and assumes no responsibility or liability for the area of their (consultants) work and expertise. Acceptance of these plans for construction constitutes an understanding of above mentioned terms and basic limited architectural service as described in agreement between owner/architect. GENERAL REQUIREMENTS A. Provide all required temporary facilities and all temporary utilities as required. Contractor is responsible for all costs associated with temporary facilities and temporary utilities. B. Construction Barricades: Provide construction barricade as required to keep public and employees safe, following all applicable federal, state and city codes and regulations. DRAWINGS / PERMITS BY OTHERS: It is the contractors responsibility to provide additional drawings and permits as required to complete the project. The following list is by no means meant to be comprehensive, rather suggestive of the possible types of additional permits, drawings, and submittals that may be required during the course of the project. Depending on the project, some of the following permits, drawings, and submittals could come up including others not listed below: Provide information to City regarding disposal of excess soil. Provide Design / obtain Permit for any required Shoring work. Provide Drawings / obtain Permit for Plumbing work. Provide Drawings / obtain permit for Electrical work. Obtain permit for Storm Sewer design and hook-up Apply and pay for any required Water Meters. Obtain separate permits for Demolition, accessory buildings, and retaining walls. Any deferred submittals shall be submitted to the Building Department for review and approval. SOILS AND SITE WORK A. Excavation cuts are to be no steeper than 1.5:1, horizontal to vertical unless otherwise authorized by Geotech Engineer. B. Fill to be free of debris, organic contaminants and rock fragments larger than 6 inches. Use free -draining sand or sand and gravel conditioned to appropriate moisture content for adequate compaction. Fill shall contain no more than 5% fines relative to the fraction passing the 3/4" sieve. For house, slab or pavement areas, compaction of fill to be at least 95% of the maximum dry density (MDD) per ASTM D-1557 testing procedures. Utility trench backfill in settlement -sensitive areas to be compacted at least 90% of the MDD, except for the top 2 feet which should be compacted to 95% of the MDD. C. Structural fill to be placed in Maximum 12" lifts. Fill should be conditioned to the proper moisture content for compaction. Compact each lift before placing subsequent layers. D. For footings supported on structural fill, the zone of structural fill should extend laterally out form the footing edges a distance at least equal to the thickness of the structural fill. Structural fill placed beneath footings should be compacted to at least 95% of the MDD in accordance with ASTM D-1557 FRAMING / STRUCTURAL A. All materials and workmanship shall conform to the requirements of the drawings, notes, specifications, and all applicable codes and ordinances. 2,etr B. All wood frame construction shall conform to the minimum standards of IRC. Fastening requirements to be in accordance with Table 602.3(1), unless specified in the Structural Drawings, Structural Notes and Specifications. C. Columns and posts located on concrete or masonry floors or decks exposed to the weather or to water splash or in basements and which support permanent structures shall be supported by concrete piers or metal pedestals projecting above floors unless approved wood of natural resistance to decay or treated wood is used. The pedestals shall project at least 6 inches above exposed earth and at least 1 inch above such floors. Section IRC R317.1.4. D. Where installation includes manufactured products, comply with the manufacturer's applicable instructions and recommendations for installation. Verify rough -in dimensions for equipment and provide buck -outs, backing and jacks as required. E. All guardrails to be 36" high minimum from finished floor line. Openings in railing assemblies are not to exceed 4" in one direction. Guardrails to withstand a horizontal force of 50 pounds per lineal foot when applied any direction, or 200lb concentrated load. Handrails to be between 1 1/2" diameter to 2" diameter, with clearance of 1 1/2" between rail and wall surface. Mount between 34" and 38" above stair nosing. F. All wood exposed to the weather, such as wood used for deck framing including, decking, railings, joists, beams and posts shall be pressure treated or of wood with natural resistance to decay per IRC R319.1. -Girder ends within 1/2" of exterior masonry watts below grade. -Wood joists in crawl space closer than 18" to ground or girders closer than 12" to ground. -Wood framing resting on the foundation within 8" of exposed earth. -Wood framing or furring attached directly to below grade concrete. -Sleeper or Silts on concrete slab on grade. -Wood siding within 6" of exterior ground. ENERGY NOTES: -gyp( 5- 1. 1. All construction to comply with the 2:4 Washington State Energy Code. 2. Service water pipes in unheated spaces to be insulated per code. Non re-circulatir hot and cold water pipes in unheated spaces shall be insulated to r-3 minimum. 3. Metal ducts -joints taped, insulated to R-8 min. in unheated space. 4. Openings caulked, seated or weatherstripped. 5. Batt insulation -tears, joints sealed with tape. 6. All windows to be double glazed- max. "U"=0.28 7. All exterior doors to have a max "U" value of .20. 8. Plumbing fixtures to comply with WAC 51-46 section 4-2.0. 9. Toilets 1.6 gallons per flush (max) 10. Lavatories faucets 2.5 GPM (max) 11. Recessed light fixtures shall be type IC rated per WSEC 502.4 W.A.C. - WASHINGTON ADMINISTRATIVE CODE I.R.C. - INTERNATIONAL RESIDENTIAL CODE 2015 INSULATION AND GLAZING A. Insulation to comply with cover sheet Al UFER-GROUND DETAIL ENERGY CODE SUMMARY BUILDING ENVELOPE COMPLIANCE METHOD: PRESCRIPTIVE HEAT SOURCE: Gas - Forced Air PROPOSED COMPONENTS WILL MEET THE FOLLOWING: Fenestration: 0.28 Skylight: 0.50 Ceiling: 0.49 Vaulted Ceiling: R-38 Wall Above Grade: R-21 int Wall Below Grade: R-10/15/21. int + TB Floor: R-30 Slab: R-10, (Entire Conditioned Slab Area) VENTING NOTES A. The net free ventilation area of enclosed rafter or attic spaces shall be not less than 1 /150 of the area of each space to be ventilated, except that the area may be 1/300 provided that 50 percent of the required ventilation area is located at least 3 feet above eave or cornice vents with the balance being provided the eave or cornice vent, or if a vapor retarder not exceeding a 1 perm rating is installed on WARM SIDE of the insulation. The openings shall be covered with corrosion resistant metal mesh with mesh openings of 1/4 inch diameter. Where vents occur, baffling of the vent opening shall be provided so as to reflect the incoming air above the surface insulation. IRC R806 B. Provide minimum of 1" clear vented air space above insulation in areas where insulation is in joist space. DRYWALL FINISH A. Provide 5/8" Type'X' gypsum wall board with alt exposed joints and fastener heads smooth and flush with surface of board. Joints taped and prepared for application of finish. B. When gypsum board is used as a base for tile or wall panels for tub, shower or water closet compartment walls, water resistant gypsum backing board shall be used. MECHANICAL A. HVAC and Plumbing work shall be performed in a "Bidder -Design" manner. The contractor shall submit such systems separately for permit. B. It is the contractor's responsibility to design systems that meet alt requirements and codes. Contractor shall submit drawings, pay for, and obtain permit and perform work in a manner that meets or exceeds the recognized workmanship standards for the industry. C. All drawings are to be submitted for review and approval to the Owner before performing work. D. Heating equipment shall be listed and labeled by an approved agency and installed to listed specifications. E. Appliances installed in garages or other areas where they may be subject to mechanical damage shall be suitably guarded against such damage by being installed behind protective barriers or by being elevated or located out of the normal path of vehicles. section IRC M1307.3.1 F. Equipment located in a garage and capable of igniting flammable vapors shall be installed with the pilots or burners or heating elements and switches at least 18 inches above the floor level. IRC R1307.3 G. Appliances designed to be in fixed positions shall be fastened or anchored in an approved manner. Water heaters shall be anchored or strapped to resist horizontal displacement caused by earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the appliances vertical dimensions. At the lower point, the strapping shall maintain a minimum distance of 4 inches above controls. IRC MI307.2 H. Verify types, manufacture, and locations of alt plumbing, faucets with Owner prior to purchasing and/or installing. I. Vent outlet for gas appliances shall be 3' minimum away from operable windows, and 10' minimum away from fresh air intakes per WAVIAQ 303.4.1.5. J. Protection of structure: the building or structure shall not be weakened by the installation of mechanical systems. Penetrations of floor/ceiling assemblies and assemblies required to have fire resistance rating shall be protected in accordance with IRC K. The cutting, notching and boring of wood framing members shall comply with iRC M1308. Joist notching shall be per IRC 502.8: Notches on the ends of members shall not exceed one-fourth the member depth. Holes bored in joists shall not be within 2 inches of the top or bottom of the joist, and the diameter of any such hole shall not exceed one-third the depth of the joist. Notches in the top or bottom of members shall not exceed one-sixth the depth, shall not be longer than one third of the depth of the member and shall not be located in the middle third of the span. PLYWOOD PLATFORM PER F.A.U. SPECS. 30'X30' WORKING SPACE AT CONTROLS ATTIC FORCED AiR UNIT DISTANCE FROM ACCESS TO FURNACE NOT TO EXCEED 20 FEET Prescriptive Energy Code Compliance for All Climate Zones In Washington Protect information Contact Information 29 TUF' This project will use the requirements of the Prescriptive Path be ow and Incorporate the the minimum values Ilsted. 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 Date All Climate Zones Efficient Building ,Envelope 1a R -Value" U -Factor' Fenestration U -Factor" n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration`SHGC"." n/a n/a Ceilingk 49' 0.028 Wood Frame Wall°'"" 21 int 0.058 Mass Wall R -Value' 21/21" 0.056 Floor 309 0.029 Below Grade Wall`r" 10/15/21 int + TB 0.042 Slab" R -Value & Depth 10, 2 ft n/a I tWIB R4UL. 1. 1 anc able:R402.1.3 Footnotes included on Page 2: 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 Tess 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. 0 2. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2occupancies shall require 2.5 credits. ❑ 3. Large Dwelling Unit 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. ❑ 4. Additions Tess than 500 square feet: .5 credits Table 8408.2 Summary Option Description la Efficient Building ,Envelope 1a 0,5_� 1b - Efficient Buiiding Envelope 1b 1:0; lc Efficient Building Envelope lc 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 Sc Efficient Water Heating 5c ; 1,5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy " 0.5 .vMM. Y.aV.W *Please refer to Table R406.2 for complete option descriptions' AUXILIARY OVERFLOW DRAIN AND PAN MIN. CLEARANCE AT ROOF TRUSS alb PROVIDE SWITCHED LIGHT AND RECEPTACLE AT EACH UNIT SOLID FLOORING NOT LESS THAN 24' WIDE 30"X30" ACCESS OPENING (22"X30" ACCESS OPENING AS ALLOWED BY U.M.C. AND MFR. - VERIFY) ATTIC FORCED AIR UNIT (OPTIONAL 1 LOCATION) 3/4" = 1'-0" ATTIC FORCED AIR UNIT-� .HOPOti COMBUSTION AIR FROM ATTIC 2 SO.IN. PER 10008TU !JUN 082016 L. Stud cutting and notching shall be per IRC 602.6. In exterior walls and bearing partitions, any wood studa.„,;„; ;; .4..44, 1i 1. ;: permitted to be cut or notched not to exceed 25 percent of its depth. Cutting or notching of studs not greater than 40 percent of a single stud depth is permitted in nonbearing partitions supporting no loads other than the weight of the partition. A hole not greater in diameter than 60 percent of the stud depth is permitted to be bored in any wood stud, provided that the resulting hole is no more than 5/8" to the edge of the stud, and the hole is not located in the same section as a cut or notch. Studs located in exterior walls or bearing partitions drilled over 40% and up to 60% shall also be doubted with no more than two successive doubled studs bored. M. Engineered wood products shall be cut and notched in accordance with IRC R502.8.2 Cuts, notches and holes bored in trusses, structural comoposite lumber, structural glue -laminated members and I -joists are prohibited except where permitted by the manufacturer's recommendations or where the effects of such alterations are specifically considdered in the design of the member by a registered design professional. WATER CONSERVATION NOTES A. New toilets to use max 1.6 gallon/flush INDOOR AIR QUALITY NOTES A. Structural panels such as plywood, particle -board, shall be low formaldehyde emissions, labeled exposure 1 exterior grade ELECTRICAL A. Electrical work shall be performed in a "bidder -design" manner. The Contractor shalt submit such systems sepa for permit. B. It is the contractor's responsibility to design systems that meet all requirements and codes. Contractor shall submit drawings, pay for, and obtain permit and perform work in a manner that meets or exceeds the recognized workmanship standards for the industry. C. All drawings are to be submitted for review and approval to the Owner before performing work. Specific attention is to be paid regarding Owner requested locations of electrical, phone and computer cabling port locations. D. Proper protection shall be provided around recessed light fixtures per manufactures recommendations so that overheating will not occur. Recessed light fixtures to be I.C. rated. REVIEWED FOR CODE COMPLIANCE APPROVED MAR 16 2017 Revision 1 Date 1 Revision Number Revision Description Revision Date Revision Schedule 1603 116th Ave NE Suite # 115 Bellevue, WA 98005 (714)336-4714 City of Tukwila BUILDING DIVISION Client: FIREBLOCKiNG AND DRAFTSTOPPING: Floor Assemblies: Fireblocking shall be in stalled in accordance with IRC R602.8. Draftstopping shall be installed per IRC R502.12 Wall Assemblies: Fireblocking shall be installed per IRC R602.8 Chimneys and fireplaces: All spaces between chimneys and floors and ceilings through which chimneys pass shall be fireblocked with noncomustibte material securely fastened in place. The fireblocking of spaced between chimneys and wood joists beams, or headers shall be self supporting or be placed on strips of metal or metal lath laid accross the spaces between combutible material and the chimney. IRC R1003.19 SIGNATURE HOMES LLC RECEIVED CITY OF TUKWILA FEB 0 1 2017 PERMIT CENTER (Drawn By: G. Merkel Sheet 09/29/14 Al Scale: 3/4" = 11-0" 2 A7 46' - 0" 38' - 5" 7'-7" 5' - 5 3/4" 4'-6" 5'-01/4" 7' - 1 1/2" 8'-0" 4'-6" 3' - 9 1/2" 3'-4" 0 0 0 0 M v 14'-61/2" 0 in 0 23 24 0) O\ (V C zzt DINING AREA Factory Built Fireplaces Shall Comply With IRC Section R1002 and R1004 & R104.1.1 Alan Be Certified As Meeting Washington State Emmisions Standards. LIVING ROOM ti 0 zzr 3' - 10 3/4" 21 r 1 J 0 0 0 0 - r - -I O O • 13 0 • 5 KITCHEN 13 REF. (V 43 UNDER STAIR STORAGE 10'-7" 2'-71/2" C4 ) GL. DR. 3'-61/2" (8) S.G NOOK PATIO 21 O tiI .j: PTRY )00( X301; . 7 CLOSET / 11" 30 EQ HALL EQ 10'-7" N Zzr 6' - 10 1/2" ENTRY 9" 10'-31/2" N LC) (0 4' - 1" TILE CARPET FAMILY ROOM 12'-01/2" 46 23 11 11'-9" / / 5'-9" 2'-1" N 0 T 7'-41/2" 11 1/2" NOTE: A MINIMUM OF 75 PERCENT OF PERMANTENTLY INSTALLED LIGHTING FIXTURES MUST BE HIGH EFFICIENCY PER WSEC R404.1 re BATH 41 12 0 Tf 39 10 2'-8" 0 4'-1" M 2'-0" / / SELF CLOSING WEATHSTRIPPING — 5' - 2 1/2" 3 0 0 11 46 OFFICE WH -a 3' - 3 1/2" 30 • CLOSET 18 21'-1" 19 22 7'-01/2" Factory Built Fireplaces Shall Comply With IRC Section R1002 and R1004 & R104.1.1 Also Be Certified As Meeting Washington State Emmisions Standards. PER IRC 310.1 N C 9 ) 5 1/2" 51 /2" 34 2 -CAR GARAGE 20 0 0 0 ALL HEADERS EXTERIOR WALL INTERMEDIATE HEADERS SHALL BE INSULATED WITH A MINIMUM OF R-10 INSULATION PER WSEC TABLE R402.1.1 A D WSEC R202. WSEC TABLE 61, FOOTNOTE 7. PER WSEC R402.4.1. THE DWELLIN SHALL BE TESTED AS HAVING AN AIR LEAKAGE RATE OF NOT EXCEEDING 5 AIR AIR CHANGES PER HOUR. TEST MUST BE CONDUCTED WITH A BLOWER DOOR , T A RESS RE • F 0.2" w.g (50 • SCALS) 6' - 11 1/2" 11'-41/2" 5'-21/2" 21 n 22'-51/2" 46'-0" Floor Plan Notes: 1 la 2 3 4 5 6 7 8 Double Sink With Garbage Disposal (Refer to Interior Elevations). Single Sink With Garbage Disposal Built -In Dishwasher With Air Gap (Refer to Interior Elevations). 30" Wide Double Conventional Oven (Refer To Interior Elevations). Verify with Manufacturer's Specifications. W(100 t l4 VI T © . 36" Refrigerator Provide Recessed Cold Water Bibb And Shut: Off For Ice Maker. Eat in Island Pantry With Adjustable Shelves U.N.O. (Refer To Interior Elevations). Line of Cabinet/Shelf Above (Refer To Interior Elevations). +34" Handrail Abv. FF 9 42"x48" Fiberglass Pan/Tile Shower, See Plan For Size - Surround Full Height Above Finished Floor. Control Valves To Be Pressure Balanced Or Thermostatic Mixing. Enclosure Must Be Of Approved Safety Glazing And Swinging Door Must Swing Out Of The Shower. "45-0 10 30"x60" Fiberglass Tub With Shower To 72" A.F.F. With Shower Head At I +80" A.F.F. Provide Pressure Balanced Or Thermostatic Mixing Per Control Valves Per C.P.C. 420.0 Lasco 'Velencia 15' Or An Approved Equal. u/SO peux p 11 Provide Wired Smoke Detector 110v w/ Battery Backup 12 Recessed Medicine Cabinet (Refer To Interior Elevations). 13 Cabinets (Per Owner's Colors and Specifications). 14 Washer Space (Provde Reccess Niche In Wall For Plumbing And Provde Waste Line. c-� V,To. 15 Dryer Space (Vent To Outside) Dryer Exhaust Ducts Shall Not Exceed 35 Feet From Dryer to Roof or Wall Termination IRC M1502.4.4.1. 16 Line of Vaulted Ceiling 17 Fireplace Flue Per WSEC 18 Water Heater Per WSEC ▪ Provide Seismic Straps At Points Within The Upper And Lower One -Third ▪ Of It's Vertical Dimension. Lower Strap Located To Maintain Min. 4" ▪ Distance Above Controls. Place W/HON 18" High Rigid Platform. ▪ Provide P.T. Relief Valve To Outside Or Approved Drain. 19 Forced Air Unit Per WSEC l 3 ▪ Provide Rigid Wood Platform WI Rag ' Min.) ▪ Provide Condensate Line To Drain Outside Or Approved ▪ Trapped Drain (Refer To HVAC Drawings) ▪ Verify Size And Clearance ▪ Provide Combustion Air As Required. 20 4" Air Conditioner Pad (Verify Size With Manufacturer. Provide 220v, Weatherproof Disconnect. Provide 110v Weatherproof Outlet Within 25'-0" Of The Unit. All HVAC Equipment Shall Be Approved Prior To Installation Per Nationally Recognized Standards And Evidenced By Listing And Label Of An Approved Agency. 21 Hose Bib 22 Occupancy Separation Per IRC Sec. 302.4 Between Garage(U-1) And Living (R-3) Walls - 5/8" Type 'x' Gyp. Board On Garage Side Of Walls Adjacent To Living Areas And At Elements Supporting Spearation Above. Ceilings Shall Receive Two Layers Of 5/8" Type 'x' Gyp. Board Applied To The Bottom Of The Roof/Floor Trusses, Or Comply With Trus Joist PFC-4354 (Or Approved Equal) For 1 -Hour Rating. FLOOR PLAN AREAS: MAIN: 1516 SF SECOND: 1498 SF TOTAL: 3004 SF GARAGE: 470 SF General Plan Notes: 1) All Interior Doors To Be Hollow Core 1-3/8" Thick. Schedules for Sizes). 2) All Entry Doors Are To Be Solid Core 1-3/4" Thick. for Size). rove U.N.O. (Refer to Plan and REVIEWED FOR CODE COMPLIANCE APPROVED MAR 16 2017 City of Tukwila BUILDING DIVISION (Refer to Plan and Schedule 14" Ma - U. tr. Vent • ve Laundry Room Doors Per WSE Ducts must be leak tested in accordance with WSURS-33 using the maximum duct leakage rates specified. Duct tightness must be verified by either the post construction test or rough -in test per WSEC R403.2.2. Total leakage must be Tess than or equal to 4 cfm per 100 s.f. of conditioned floor area when tested at a pressure di erential of 0.1" w.g. (2S Pa) across the entire system. 1JUM0B21O qg 4181,1 TUKWILLA SHAGLANI/JOHAL 1 Revision 1 Date 1 Revision Number Revision Description Revision Date Revision Schedule 1603 116th Ave NE Suite # 115 Bellevue, WA 98005 (714)336-4714 Client: SIGNATURE HOMES LLC RECEIVED CITY OF TUKWILA FEB 01 2017 PERMIT CENTER Drawn By: G. Merkel Date: 10/14/14 Scale: 1/4" = 1'-0" Sheet A2] 46' - 0" 29' - 5" 16'-7" 15'-0" 14'-5" 15'-0" 5'-51/4" 3'-41/2" 5'-71/4" S.G. PER IRC 310.1 0 0 M S.G. N 0) 9 44 0 41 N N T r "' MASTER BATH 6'-9" CD 8 -1 39 co (2) 2068 SLIDER 13'-8" WIC 30 N i 1* /I Co / \7'-6" .1 32 38 16 11 46 MASTER BEDROOM 0 N 2'-103/4" PER IRC O 310.1 1 13'-31/2" 3'-0" 0 11 BEDROOM _ 46 GEO 30 1-. 0 15' - 11 3/4" OPEN TO ENTRY BELOW 9' - 0" 0 Z — o 6'-31/2" 16'-7" 10'-01/2" 5 M 0 4' - 1" 7'-41/2" TEEN TV ROOM 6' - 1 1/2" N 0 0 \ 45 11 46 37 LNDRY 28 47 1511 8'-51/2" 2'-8" 3'-0" 2'-21/2" 4'-71/4" 41 4'-71/4" 1'-111/2" N 0 0 T 45 PER IRC 310.1 "4 N I ti 4' - 1" 7'-1" BATH o to 0 10 11, 6' - 1 1/2" 3 10 0 11 46 BEDROOM 13' - 2 1/2' 11 46 7' - 1 1/2" 6'-41/2" BALCONY 2'-6" BEDROOM WIC 30 11'-21/2" 0 ti 30 (1o) WIC rn PER IRC 310.1 F -- PER PER IRC 310.1 M 0 0 NOTE: A MINIMUM OF 75 PERCENT OF PERMANTENTLY INSTALLED LIGHTING FIXTURES MUST BE HIGH EFFICIENCY PER WSEC R404.1 2'-4" 18'-6" 20' - 10" Floor Plan Notes: (Cont'd) 23a 36" Metal Fireplace (Refer To General Notes - Division 10) 23b 36" Gas Appliance (Refer To General Notes - Division 10) 24 Non-Combustable Hearth -Minimum 20" In Front Of And 12" On Each Side Of Fireplace Opening. 25 30"x 30" Crawlspace Access Hatch 26 Line Of Shelf (Refer To Plan For Height) 27 Line Of Soffit Above - All Soffits Shall Be 8" Below Ceiling U.N.O. 28 Built In Shelves 29 Linen (5 Shelves Min.) 30 Shelf And Pole (12" Deep Shelf At 67" Above Finished Floor) 31 Shelf And Double Pole 32 22"x 30" Min. Attic Access (30" x 30" Min. w/ Attic Mounted FAU) 33 Gas Co. Service Riser (Verify Location With Utility Company) 34 Electric Service Main, Provide UFER Ground (Verify Location With The Utility Company. A Certificate is Required to be Posted Within 3' of the Electrical Service Panel per WSEC R401.3 and Include the Following: Predominate R -Values, U -Values of Fenestration, Result From Duct System and The Building Envelope Air Leakage Testing, and Efficiencies of Heating/Cooling/Water Heating Equipment. 35 Low Wall (Refer To Plan For Height). 36 Fireplace Flue Per WSEC 37 Art Niche 38 Ceiling Break 39 Water Closet (Maximum 1.6 Gallons Per Flush). Fan 50 CFM V.T.O. 40 36" High Stl. Pipe Bollard 41 Vanity w/Sink(s) Per Plan 42 Not Used 43 Handrail 34" ABV. Nosing 44 American Standard 2764.014M202 Arctic Cadet 60" Acrylic Soaking Bathtub for Free Standing Installations with Center Drain 45 46 47 Whole House Fa (Min. 90 cfm) and Shall Comply With IRC M1507 perms -IRC Ta le M1507.3„3 36" High Guard P - 5��. I o k. R3 f 2 - Carbon Monoxide Detector GENERAL NOTES 1. ORIENTED STRAND BOARD (O.S.B.) STRUCTURAL PARTICAL B • :.: ', COMPOSI = a • - 10, WAFER BOA: . • a PL oOD - .y , CONFO TO .R. - 108. 47 2. ALL HEADERS EXTERIOR WALL HEADERS SHALL BE INSULATED WITH A MINIMUM OF R-10 INSULATION PER WSEC TABLE R402.1.1 AND WSEC R202. SEC TABLE 6-1, FOOTNOTE 7. COMPANY” (I.C.B.O. ER -3182) INSTALL PER EVAL- UATION REPORT AND MANUFACTURER'S WRITTEN INSTRUCTIONS. FIRE BLOCKING NOTES A. AT CONCEALED SPACES OF STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES, AT THE CEILING AND FLOOR LEVELS, AND AT 10 FT. INTERVALS BOTH VERTICAL AND HORIZONTAL. B. AT ALL INTERCONNECTIONS BETWEEN CON- CEALED VERTICAL AND HORIZONTAL SPACES SUCH AS SOFFITS, DROPPED CEILINGS, AND COVE CEILINGS. C. IN CONCEALED SPACES BETWEEN STAIR STRING- ERS, AT THE TOP AND BOTTOM OF THE RUN AND BETWEEN STUDS ALONG AND IN LINE WITH THE RUN OF STAIRS, IF THE WALLS UNDER THE STAIRS ARE UNFINISHED. D. IN OPENINGS AROUND VENTS, PIPES, DUCTS, CHIMNEYS, FIREPLACES, AND SIMILAR OPENINGS WHICH AFFORD A PASSAGE FOR FIRE AT CEIL- ING AND FLOOR LEVELS, USE NON-COMBUSTIBLE MATERIALS. E. AT OPENINGS BETWEEN ATTIC SPACES AND CHIMNEY CHASES FOR FACTORY -BUILT CHIMNEYS. F. WALLS HAVING PARALLEL OR STAGGERED STUDS FOR SOUND CONTROL, SHALL HAVE FIRE BLOCKS OF MINERAL FIBER OR GLASS FIBER OR OTHER APPROVED NONRIGID MATERIAL. G. THE INTEGRITY OF ALL FIRE BLOCKING, AND DRAFT STOPS, SHALL BE MAINTAINED. l JUN 0.9 2018 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 1 2011 City of Tukwila BUILDING ([yt$ION M1 1 Revision 1 Date 1 Revision Number Revision Description Revision Date Revision Schedule f 1603 116th Ave NE Suite # 115 Bellevue, WA 98005 (714)336-4714 J Client: SIGNATURyinvDLLC CITY OF TUKWILA FEB 0 1 2017 PERMIT CENTER Drawn By: G. Merkel Date: 10/14/14 Scale: As indicated Sheet A3 J 2'-0" TYP. OVERHANG U.N.O. GLAZING SCHEDULE Type Mark Type Count Width Height Comments Operation Manufacturer Model Description Area U Value UA Value A 3016 1 3' - 0" 1' - 6" MAIN BATH FIXED PLY GEM PRO SERIES WHITE VINYL 5 SF 0.28 1 SF B 3040 1 3' - 0" 4' - 0" LAUNDRY LOWER AWNING PLY GEM PRO SERIES WHITE VINYL 12 SF 0.28 3 SF C 2626 2 2' - 6" 2' - 6" ENTRY TRANSOM FIXED PLY GEM PRO SERIES WHITE VINYL 6 SF 0.28 4 SF D 2616 2 2' - 6" 1' - 6" UPPER ENTRY TRANSOM FIXED PLY GEM PRO SERIES WHITE VINYL 4 SF 0.28 2 SF E 2020 1 2' - 0" 2' - 0" MASTER BATH CASEMENT PLY GEM PRO SERIES WHITE VINYL 4 SF 0.28 1 SF F 4060 2 4' - 0" 6' - 0" DINING ROOM LOWER AWNING PLY GEM PRO SERIES WHITE VINYL 24 SF 0.28 13 SF F 4060 1 4' - 0" 6' - 0" FAMILY ROOM LOWER AWNING PLY GEM PRO SERIES WHITE VINYL 24 SF 0.28 7 SF F 4060 1 4' - 0" 6' - 0" LIVING ROOM LOWER AWNING PLY GEM PRO SERIES WHITE VINYL 24 SF 0.28 7 SF F 4060 2 4' - 0" 6' - 0" NOOK LOWER AWNING PLY GEM PRO SERIES WHITE VINYL 24 SF 0.28 13 SF F 4060 1 4' - 0" 6' - 0" OFFICE LOWER AWNING PLY GEM PRO SERIES WHITE VINYL 24 SF 0.28 7 SF G 3060 2 3' - 0" 6' - 0" LIVING ROOM LOWER AWNING PLY GEM PRO SERIES WHITE VINYL 18 SF 0.28 10 SF H 4040 1 4' - 0" 4' - 0" KITCHEN CASEMENT PLY GEM PRO SERIES WHITE VINYL 16 SF 0.28 4 SF I 4050 2 4' - 0" 5' - 0" BEDROOM LOWER AWNING PLY GEM PRO SERIES WHITE VINYL 20 SF 0.28 11 SF K 4040 1 4' - 0" 4' - 0" MASTER BATH FIXED PLY GEM PRO SERIES WHITE VINYL 16 SF 0.28 4 SF L 3040 1 3' - 0" 4' - 0" MASTER BATH FIXED PLY GEM PRO SERIES WHITE VINYL 12 SF 0.28 3 SF M 3050 2 3' - 0" 5' - 0" MASTER BEDROOM CASEMENT PLY GEM PRO SERIES WHITE VINYL 15 SF 0.28 8 SF N 4046 1 4' - 0" 4' - 6" BEDROOM LOWER AWNING PLY GEM PRO SERIES WHITE VINYL 18 SF 0.28 5 SF 0 4016 1 4' - 0" 1' - 6" BATHROOM CASEMENT PLY GEM PRO SERIES WHITE VINYL 6 SF 0.28 2 SF rano total: VENT BLOCKING 2.1HOLES AT 4" O.C. 25.1 SO. IN. PER 24' TRUSS SPACE, SCREENED #16 MIN. WOOD JOIST PER STRUCTURAL NOTE: SCREENED INSIDE L DOOR SCHEDULE ROOF VENT CALCULATIONS Type BASED ON 50 SQ. IN. PER VENT Width ROOF VENT CALCULATIONS PER IRC SECTION R-806 Description 1 TOTAL HIGH ROOF AREA 2390 ISF 1 / 1300 1 = 7.97 SF. OF VENT AREA REQ'D 2 ��Q. 0 AT EAVE = 3.98 SF. REQ'D SIMPSON PERFOMANCE DF 3 ,�' 0ri50 AT 36" ABV. EAVE = 3.98 SF. REQ'D LYNDEN/MADISON SC 4 3 SF. OF EAVE VENT = 3.99 SF LYNDEN/MADISON SC 5 4 RIDGE VENT = 4.17 SF LYNDEN/MADISON SC 6 4 ROOF JACKS = 0.00 SF LYNDEN/MADISON SC MAIN BATH TOTAL VENTS PROVIDED 5080 DBL. DR. 1 EAVE VENT BLK (46) 12.56 SQ.IN. EA = 4.01 SF RIDGE VENTS (12) 50 SQ. IN. EA = 4.17 SF GABLE END VENTS (X2) = 0 SF TOTAL SF. OF VENTS PROVIDED = 8.18` SF RAISED PANEL MAIN CLOSET * 3080 GL. EAVE VENTS = 3.5 SQ. IN./LF * 8' - 0" ROOF VENTS = 50 SQ. IN. EACH 6 9 MINIMUM NET AREA SHALL BE NOT LESS THAN 1 SF. PER 150 SF. OF ATTIC AREA OR 1 SF. PER 300 OF ATTIC AREA IF 50% IS IN THE SOFFIT AND 20% IS AT LEAST 3 FEET ABOVE THE PLATE LINE PER IRC SECTION R806.2 AND ENERGY REQUIREMENTS 7 GARAGE MAN DR. AS AN ALTERNATIVE, THE NET FREE CROSS -VENTILATION AREA MAY BE REDUCED TO 1/300 WHEN A CLASS I OR II VAPOR BARRIER IS INSTALLED ON THE WARM -IN -WINTER SIDE OF THE CEILING L DOOR SCHEDULE Mark Type Count Width Height Description Location 1 3080 ENTRY DR. W/ 1030 SIDELIGHTS 5.-& . 1 3' - 0" 7' - 0" SIMPSON PERFOMANCE DF MAIN ENTRY 2 DBL GARAGE DOOR 1 8' - 0" 8' - 0" LYNDEN/MADISON SC DBL. GARAGE DOOR W/ REMOTE 3 21080 SC 1 2' - 10" 8' - 0" LYNDEN/MADISON SC GARAGE S.C.dfe -- c(° may. 4 2680 1 2' - 6" 8' - 0" LYNDEN/MADISON SC PANTRY 4 2680 1 2' - 6" 8' - 0" LYNDEN/MADISON SC MAIN BATH 5 5080 DBL. DR. 1 5' - 0" 8' - 0" LYNDEN/MADISON SC OFFICE 6 5080 DBL. DR. 1 5' - 0" 8' - 0" LYNDEN/MADISON SC OFFICE CLOSET 7 6080 BIFOLD 1 6' - 0" 8' - 0" RAISED PANEL MAIN CLOSET 8 3080 GL. 1 3' - 0" 8' - 0" SIMPSON PERFOMANCE DF NOOK S.G. 9 21068 GARAGE EXT. DR. 1 2' - 10" 6' - 8" LYNDEN/MADISON SC GARAGE MAN DR. 10 2668 1 2' - 6" 6' - 8" LYNDEN/MADISON SC BEDROOM 10 2668 1 2' - 6" 6' - 8" LYNDEN/MADISON SC BEDROOM 10 2668 1 2' - 6" 6' - 8" LYNDEN/MADISON SC WIC 10 2668 1 2' - 6" 6' - 8" LYNDEN/MADISON SC WIC 10 2668 1 2' - 6" 6' - 8" LYNDEN/MADISON SC MASTER BATH 10 2668 1 2' - 6" 6' - 8" LYNDEN/MADISON SC MASTER BATH 10 2668 1 2' - 6" 6' - 8" LYNDEN/MADISON SC LAUNDRY 10 2668 1 2' - 6" 6' - 8" LYNDEN/MADISON SC BATH 10 2668 1 2' - 6" 6' - 8" LYNDEN/MADISON SC BATH 10 2668 1 2' - 6" 6' - 8" LYNDEN/MADISON SC BEDROOM 11 5068 DBL. DR. 1 5' - 0" 6' - 8" LYNDEN/MADISON SC MASTER BEDROOM 12 6068 BIFOLD 1 6' - 0" 6' - 8" RAISED PANEL BEDROOM CLOSET 13 5068 DBL TEMP. GL. 1 5' - 0" 6' - 8" n ' -Ir /'Y-11.1^TPI 1!`71,1.I rsrm n1 nk.e. OVERHANG PER PLANS ATTIC ft!, INSUL PER - ENERGY CALCS WHERE HDRS OCCUR AND - ARE NOT FULL WIDTH, PROVIDE R- I 0 RIGID INSUL AT THE INSIDE FACE TYPICAL ROOF 11 I X3 TRIM -4- 2X BARGE TYP. ATTIC .2 2X4 BACKER FO NAIL THRU SHEA' I6d@O.C.TYF BACKSPAN SHEA MIN. OR PROVID 48" oc TYP EXTERIOR Wi OVERHANG PER PLANS ATTIC k SOFFIT PER PLANS --- BEAM BEAM PER PLANS DAFFEL - EXTEND 6" ABOVE BATT. INSUL. OR 12' ABOVE BLOWN INSUL. ROOF RAFTER CONSTRUCTION PER PLANS 2" MIN. CLEARANCE FOR VENTING PROVIDE H I CLIPS @ 48"oc UNLESS OTHERWISE SPECIFIED IN SHEARWALL SCHEDULE. SEE STRUCTURAL '5' SHEETS FOR DETAILS. 2X BLOCKING WITH (3) 2" --- SCREENED HOLES EXPOSED RAFTER TAIL INSUL PER ENERGY CALCS WHERE HORS OCCUR AND - ARE NOT FULL WIDTH, PROVIDE R. I 0 RIGID INSUL AT THE INSIDE FACE TYP. GUTTER FASCIA PER ELEVATION TYP. EXTERIOR WALL CONSTRUCTION INSUL. PER ENERGY CALCS. 41111 PORCH DRP'D SOFFIT PER PLAN EXTERIOR FLASH'G TRIM PER PLAN I X3 TRIM 2X BARGE TYr. 5EE ELEVATION 2X4 BACKER FOR BARGE NAIL THRU SHEATHING w 16d AT O.C. TW. BACKSPAN SHEATHING 2X OVERHANG MIN. OR PROVIDE 2x4 OUTRIGGERS AT 48" O.C. I /2" PLY w/ EXTERIOR FINISH PER PLANS !JUN 092018 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 18 2011 City of Tukwila BUILDING DIVISION 1 .71 09. TUKWILLA SHAGLANI/JOHAL Revision Number Revision Description Revision Date Revision Schedule 1603 116th Ave NE Suite # 115 Bellevue, WA 98005 (714)336-4714 J Client: SIGNATURE HOMES LLC RECEIVED CITY OF TUKWILA FEB 01 2017 PERMIT CENTER Drawn By: G. Merkel Date: 10/14/14 Scale: As indicated Sheet A4 jpk ENTRY PLATE EL. 14 0" 0 12 I5 TYP e■1 ted■■■■■I■■■■■•■■\ ,.■ems■■■■■�■■■■■�1i I•■■■■■■I■■■■■P■■■■! C:m=■CC■CCCCC■Ci: .l--7■■■■■U■■■■�_ dem e']■■■■■■1■■■■ . ,moI inim ■■■■ maimisomommovinuniumumummo i' mar- 111111 �,..�.■■■■e■■1�■■ Ilj■IbiiI ui■i II II 11 1IIII I 1111 1 11 I 111 I I■ ■•■■■i■.■■■■ iIi, ��'III{I��I VV i■■■■1 IFIEN MEM IMINIIIM ■■■■■1 WNW ■■■■■is■■■mmimin \.■■■ ,.... ... ... `■■■..\�i■i% pi ■■■■■.■■ ■■� ........... rimi IMINSilii■■� ii� ■� ■■■■■■,- Ir.. ...........0- .. UNIONISM UNII■■SM ■■ 1■■■1■■■■■■I MN mm 1.■ 111 ■1 mm t i T MMI mi u a 111 —. 111 .. O iI II■ iii 1�i ■■s■■■■■ .. 1■■■.� t■■.... ■ I■■u .1... pirirmy • .4016 mi munall titemomion ii ,11 ■■I■■■■■ II 7. ■�..■■■�■■■ ■■■IM■■■■■�■I�111 .�sii■■■■■�■■■■■■i� GARAGE PLATE 9'-1" 0 m EAST � 1/4"- = 1 0" 4 OVERALL HEIGHT 26' - 2" 1 FF. 0" 10 PROPOSED GRADE N 12 TYP 3 ROOF 20'-27/8" 4 OVERALL HEIGHT 2 FF. 1, 11' -1 3/4" 1 PL E 10' - 1 1/8" GARAGE SLAB EL. ic -4" TYP • 1 26'-2" 1 FF. 0" Elevation Notes: 1 2 4 5 6 7 8 9 10 11 12 13 14 Asphalt Composition Roofing on 50# Paper. 5" Gutter and Downspouts on 2x8 Painted Combed Fascia. 6x10 Nom. Painted Timber Corbel. 2x10 Barge Board. 4" 'Hardie' Horizontal Lap Siding (Refer To Exterior Elevations). Verify with Manufacturer's Specifications. Ply -Gem Windows. (Refer To Window Schedule for Sizes and Operation). 2x6 Header Trim w/2x4 Stoolboard on 2x4 Sill Trim 5/4x4 Window Jamb Wrap (Refer To Exterior Elevations). 2x4 Flat on 2x12 BellyBand Creative Mines Natural Masonry Veneer 'Quarry Stack Ledge Front Entry 'Lynden' Door per Owner's Specifications (Refer to Schedule for Size).. Painted Tapered Wood Veneer Column (Refer To Exterior Elevations). F. ► 6 6 Wood Pos v.)'r•� 'Hardie' Shake Siding or Equal (Refer To Exterior Elevations). Garage Doors (Per Owner's Colors and Specifications). Direct Vent Gas. NOTE: ALL EXTERIOR LIGHTING SHALL COMPLY WITH WSEC SECTION 505.2 FOR OUTDOOR LIGHTING AND THE REQUIREMENT FOR HIGH EFFICIENCY LUMINAIRES OR BEING CONTROLLED BYA MOTION SENSOR(S) WITH INTEGRAL PHOTO CONTROL PHOTO SENSOR. - ,adil■■■111�■•■■■■1■1111■11■� �j �■■■■iii■■■■��■■i■e�■■i�i`i� ■111■■■■■111■■■■■•■■ �u�II .■■■•■■■■■.■■■■■ 7 m!L!■im■■■■•■■■UU mm l ■ • • • • • S G. ■■ -4 ■■■■o. ■■■■ 12 �IJ11j 11 11� (I1 _LI i 0 • 11' I'II 111�1I1I 1 ( / i '11 111_L L L I TIL T i l ■■■■■t■■■■■ EVEN ■■■■■.■■■■■ •■■■■La■■■ ■e.■■■■..■ ■■■■■•11■■■■ 111■■■■■ �■■■ al Fri mum VI* ■■■■1 4' 11 PROPOSED GRADE OSOUTH 1/4" = 11-0" 6 TYP 14 6 TYP 13 4a. 4 ENTRY PLATE EL. 14'-0" Q 1- 3 ROOF 20'-27/8" 2 FF. 0mN- 11' - 1 3/4" ' GARAGE PLATE Cn 0 AVERAGE EXISTING GRADE LINE (REFER TO SURVEY) yak GARAGE SLAB EL. PROPOSED FINAL GRADE !JUN 09.2010 -4" • REVIEWED FOR CODE COMPLIANCE APPROVED MAR 1C 21111 City of Tukwila BUILDING DIVISION TUKWILLA SHAGLANI/JOHAL 00 wc- 00 Q J CT) Cn 1 RMVIAI611 1 Dh6 1 Revision Number Revision Description Revision Date Revision Schedule 1603 116th Ave NE Suite # 115 Bellevue, WA 98005 (714)336-4714 Client: SIGNATURE HOMES LLC RECEIVED CITY OF TUKWILA FEB 01 2017 PERMIT CENTER t rawn By: G. Merkel Date: 10/14/14 Scale: 1/4" = Sheet A5 3 ROOF 20'-27/88" 2 FF. 11' -1 3/4" GARAGE PLATE 9'-1" co CV \ GARAGE SLAB EL. -4" \ PROPOSED GRADE Elevation Notes: Asphalt Composition Roofing on 50# Paper. 2 5" Gutter and Downspouts on 2x8 Painted Combed Fascia. 3 6x10 Nom. Painted Timber Corbel. 4 2x10 Barge Board. 5 4" 'Hardie' Horizontal Lap Siding (Refer To Exterior Elevations). Verify with Manufacturer's Specifications. 6 Ply -Gem Windows. (Refer To Window Schedule for Sizes and Operation). 7 2x6 Header Trim w/2x4 Stoolboard on 2x4 Sill Trim 5/4x4 Window Jamb Wrap (Refer To Exterior Elevations). 8 2x4 Flat on 2x12 BellyBand 9 Creative Mines Natural Masonry Veneer 'Quarry Stack Ledge 10 Front Entry 'Lynden' Door per Owner's Specifications (Refer to Schedule for Size).. 11 Painted Tapered Wood Veneer Column (Refer To Exterior Elevations). 12 'Hardie' Shake Siding or Equal (Refer To Exterior Elevations). 13 Garage Doors (Per Owner's Colors and Specifications). 14 Direct Vent Gas. S.G. ti 1 • i ti • 4 • 7 • ti i • 0 AVERAGE EXISTING GRADE LINE (REFER TO SURVEY) NORTH 1/4" = 16 6 TYP 14 • 7 TYP / / / / / S.G. • J 1 50 O 4 OVERALL HEIGHT 3 ROOF 20'-27/8" 2 FF. 11'-13/4 1P E 10' -1 1/8" 15 4 OVERALL HEIGHT, 26'-2" 1 FF. 0" N i0 N 3 ROOF 20'-27/8" 2 FF 11 0 1 3/4" -% 1XATE 10' - 1 1/8" 0 2 1 4 8 TYP. 6 1 YP. 7 • 7 • 26'-2" 1 14 1 FF. 0" A N NOTE: ALL EXTERIOR LIGHTING SHALL COMPLY WITH WSEC SECTION 505.2 FOR OUTDOOR LIGHTING AND THE REQUIREMENT FOR HIGH EFFICIENCY LUMINAIRES OR BEING CONTROLLED BYA MOTION SENSOR(S) WITH INTEGRAL PHOTO CONTROL PHOTO SENSOR. 1 1 L 5 0 TYP. ti TYP L_ i i OWEST 1/4" = 1'-0" p�7 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 16 2017 City of Tukwila BUILDING DIVISION r TUKWILLA SHAGLANI/JOHAL 1 Revision 1 Date 1 Revision Number Revision Description Revision Date Revision Schedule 1603 116th Ave NE Suite # 115 Bellevue, WA 98005 (714)336-4714 Client: SIGNATURE HOMES LLC RECEIVED CITY OF TUKWILA FEB 01 2017 PERMIT CENTER Drawn By: G. Merkel Date: 10/14/14 Scale: 1/4" = 1'-0" Sheet A63 5 TYP. ROOF ASSEMBLY: COMPOSITION ROOFING 5/8" PLYWOOD SHEATHING MANUFACTURED ROOF TRUSSES PER STRUCTURAL ENG. R-49 BATT INSULATION (MAINTAIN 2" AIRSPACE MIN. ABV. INSUL.) 5/8" GWB (TYP. @ CEILING) 12 ♦tttttttltttttttttttttttttttttt TYP. 10 R-10 INSUL. ON WARM SIDE (TYP.) 16 17 III LIVING ROOM 4 TYP. TEEN TV ROOM FLOOR ASSEMBLY FIN. FL. - 3/4" PLYWOOD SHT'G JOISTS PER PLAN 5/8" GWB ••• • • •• •R• • ••• •• • • ) r 11 UNDER STAIR STORAGE CD COLUMN 2 PER PLAN 6)th Pos PANTRY , y y , y y y y y FAMILY ROOM / 9 . . 4" DIA. PERF. FOOTING DRAIN R-10 24" WIDE PERIMETER INSUL. (ENTIRE SLAB AREA) 4 OVERALL HEIGHT 26'-2" 1 FF. 0" 3 ROOF 20' - 2 7/8" 2 FF. 11' - 1 3/4" 19 TYP. SLAB FLOOR ASSEMBLY: FIN. FLOORING 4" MIN. CONCRETE SLAB 6x6 -10-10 W.W.M. 6 MIL POLY V.B. 4" CRUSH GRAVEL 95 PERCENT RC 0 R-10 24" WIDE PERIMETER INSUL. (ENTIRE SLAB AREA) 13 20 TYP. ALL WALLS @ SLAB TYP. 4 OVERALL HEIGHT 26' - 2" -60 0 3 ROOF 20' - 2 7/8" 2 FF. 11' - 1 3/4" 4" DIA. PERF. FOOTING DRAIN TYP. ROOF ASSEMBLY: COMPOSITION ROOFING 5/8" PLYWOOD SHEATHING MANUFACTURED ROOF TRUSSES PER STRUCTURAL ENG. R-49 BATT INSULATION (MAINTAIN 2" AIRSPACE MIN. ABV. INSUL.) 5/8" GWB (TYP. @ CEILING) Bge SECTION NOTES 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 (2) LAYERS OF 5/8" TYPE 'X' GYPSUM BOARD AT GARAGE CEILING AND (1) LAYER 5/8" TYPE 'X' AT WALLS TO PROVIDE 1 HOUR RATED SEPARATION. 5/8" TYPE "X" DRYWAU., TYPICAL UNDER STAIRS. 3/4" PLYWOOD OVER FLOOR JOISTS. (REFER TO STRUCTURALS FOR JOIST SPEC'S) 2X4 STUDWALL AT 16" O.0 2X6 STUDWALL AT 16" 0.0 ROOF FRAMING - REFER TO STRUCTURAL DRAWINGS GIRDER TRUSS EXPOSED WOOD BEAMS. BEAM, REFER TO STRUCTURAL DRAWINGS HEADER, REFER TO STRUCTURAL DRAWINGS LAVE OR RAKE ASSEMBLY - PER EXTERIOR ELEVATIONS - REFER TO DETAILS R-49 ATI1C INSULATIEXV R-21 INSULATION AT EXTERIOR WALLS 2X SOFFIT FRAMING PROVIDE G.I. FLASHING AT ALL ROOF -TO -WALL CONDITIONS WINDOW (SIZE AND SPECIFICATIONS PER PLAN) REFER TO SHEET A-4 PROVIDE 5/8" DRYWALL AT TRUSSES. CONCRETE SLAB ,SLOPE MIN. 2" TO DRAIN. CONCRETE SLAB 2X P.T MUDSILL, TIP. HARDSCAPE, REFER TO LANDSCAPE AND CIVIL DRAWINGS. DECORATIVE WOOD BEAM - REFER TO REFLECTED CEILING PLAN STONE VENEER - REFER TO EXTERIOR ELEVATIONS PRECAST CONCRETE SURROUND - REFER TO EXTERIOR ELEVATIONS PROVIDE RADIANT BARRIER AT ALL HORIZONTAL AND VERTICAL SURFACES OF THE ATTIC 24 25 Vkla Safety Glass Basic zone for sidelites: within 24 in. radius of door edge in closed position & < 60 in. above walking surface Exempt if a 3 in. sphere cannot pass Section Keynotes A. KEYNOTES: 1 SYMBOL KEYNOTES ARE NUMBERED CONSECUTIVELY AND KEYED TO THE PLAN(S) ON THIS SHEET. ADDITIONAL NOTES MAY BE FOUND AS ADDENDUM NOTE FORM. B. STRUCTURAL FRAMING: REFER TO STRUCTURAL DRAWINGS FOR FRAMING MEMBER SPECIES, GRADES, SIZES, SPACING, CONNECTIONS, ROOF AND FLOOR SHEATHING, PLYWOOD SHEAR WALLS AND ADDITIONAL INFORMATION. C. SILL PLATES: SILL PLATES OR MUD SILLS IN CONTACT WITH CONCRETE SLABS SHALL BE PRESSURE TREATED. SILL PLATES ON THE SECOND FLOOR ARE DOUBLE 2 X 6 PLATES, UNLESS OTHERWISE REQUIRED. D. INTERIOR / EXTERIOR ELEMENTS: PARTIAL INTERIOR AND EXTERIOR ELEVATIONS ARE SHOWN HERE FOR REFERENCE PURPOSES ONLY. REFER TO INTERIOR AND / OR EXTERIOR ELEVATIONS FOR INFORMATION AND NOTES. Section General Notes TABLE R302.6 DWEWNG/GARAGE AND/OR CARPORT SEPARATION (2010 C.R.C. SEPARATION MATERIAL FROM THE RESIDENCE AND ATTICS. NOT LESS THAN 1/2" GYPSUM BOARD EQUIVALENT APPLIED TO THE GARAGE SIDE FROM ALL HABITABLE ROOMS ABOVE THE GARAGE OR CARPORT NOT LESS THAN 5/8" TYPE "X" GYPSUM BOARD OR EQUIVALENT STRUCTURE(S) SUPPORTING FLOOR/CEILING ASSEMBLIES USED FOR SEPARATION REQUIRED 8Y THIS SECTION NOT LESS THAN 1/2" GYPSUM BOARD OR EQUIVALENT GARAGES LOCATED LESS THAN 3 FEET FROM A DWELLING UNIT ON THE SAME LOT NOT LESS THAN 1/2" GYPSUM BOARD OR EQUIVALENT APPLIED TO THE INTERIOR SIDE OF EXTERIOR WALLS THAT ARE WITHIN THIS AREA . 2012 Cade Check Sidelite exempt when erpendicular to door & on latch side Safety glass when walk-through hazard exists: all four of (1) > 9 sq. ft., (2) lower edge < 18 in. above walking surface, (3) upper edge > 36 in. above walking surface & (4) within 36 in. horizontal of walking surface TYP. TEEN TV ROOM BEDROOM Table R302.6 LYIEA.\ATKX:AL Southwest Washington Chapter of ICC aG mm. 20' dear 1 Basements, habitable attic,, and every sleeping room shall have at least one epenable emergency escape and rescue opening. Such openings shall open directly into a public street, public alley, yard or court. Where basements contain one or more sleeping rooms. emergency egress and rescue openings Shall be required in each sleeping room, but shall not be required in adjoining areas of the basement. See 8310.1. 1. 5,lI height of not more than 44' above the floor. See 8310.1. 2. The net dear opening &mann,ons required by this seeton shall be obtained by the normal operation of the of the emergency escape and rescue openng from the inside. See P310. I . 3. NI emergency escape and rescue openings shalI have a minimum net clear epenug of 5.7 square feet. See 8310.1.1, exception :grade floor openings min. 5 square feet. 4. Minimum net dear opening height 24'. See 8910.1.2. 5. Minimum net dear opening wide 20'. See R310.1.3. - - G. Emergency escape and rescue openings shall be operational from the inside of the room without the use of keys. toots or special knouAedge. See R310.1.4.. Minimum Width/Height Requirements for Emergency Escape Windows Width 20 20.5 21.5 21.5 22 22.5 23 23.5 24 24.5 25 25.5 26 26.5 27 Neght 41 40 39.1 38.2 37.3 36.5 35.7 34.9 34.2 33.5 32.8 32.2 31.6 31 30.4 Width 27.5 28 28.5 29 29.5 30 30.5 31 31.5 32 32.5 33 33.5 34 34.2 Height 29.8 29,3 28.8 28.3 27.E 27.4 26.9 26.4 26.0 25.6 252 24.8 24.5 24.1 24 Emergency Escape and Rescue Openings DWG BY mlm 2-9-12 8310.1 TYP. EXT. WALL ASSEMBLY: FIN. EXTERIOR (SEE ELEV.) 2 LAYERS 60# MIN. FELT PLYWOOD SHT'G 2X6 STUDS W/ R-21 INSUL 1/2" GWB (TYP.) 0 R-30 ABV. GARAGE DINING TYP. y y y y y y HALL , FLOOR ASSEMBLY FIN. FL. 3/4" PLYWOOD SHT'G MANUFACTURED OPEN WEB FLOOR TRUSSES @ 16" O.C. (2) LAYERS 518" GWB 2 -CAR GARAGE TYP. TYP. ALL WALLS @ SLAB emmmsirainr.ss .ane: sa FINAL GRADE SLOPE AWAY FROM FOUNDATION TYP. 4" DIA. PERF. FOOTING DRAIN R-10 24" WIDE PERIMETER INSUL. (ENTIRE SLAB AREA) TYP. SLAB FLOOR ASSEMBLY: FIN. FLOORING 4" MIN. CONCRETE SLAB 6x6 -10-10 W.W.M. 6 MIL POLY V.B. 4" CRUSH GRAVEL 95 PERCENT RC REFER TO SHEET S-1 FOR OPTIONAL FOUNDATION CRAWLSPACE FOOTING/ FRAMING 4" DIA. PERF. FOOTING DRAIN 0) 3 ROOF 20'-27/8" 2 FF. 11' - 1 3/4" GARAGE PLATE 9'-1 GARAGE SLAB EL. -4" JJUId 0.9 2010 REVIEWED FOR SDE COMPLIANCE APPROVED MAR 16 2017 City of Tukwila BUILDING DIVISION r TUKWILLA SHAGLANI/JOHAL Revision Number Revision Description Revision Date Revision Schedule 1603 116th Ave NE Suite # 115 Bellevue, WA 98005 (714)336-4714 Client: SIGNATUFFC{I I ESULLC CITY OF TUKWILA FEB 01 2017 PERMIT CENTER Drawn By: G. Merkel Date: 10/14/14 Scale: 1/4" =11-0" S Sheet A7] LEVA'1`iON RAMING TRUCTURAL 2x CONTINUOUS BLOCKING (SEE ROOF 4 - 2" DIA. SCREENED VENT @ EACH TRUSS AND/OR JOIST BAY UNDE MENT- AYER OF LB. A.S.T.M. T PER ROOFING MANUFACTURER EAVE RISER WITH WEEP HOLES INSULATION STOP STARTER BOARD INTERIOR FINISH WHERE OCCURS INSULATION WHERE OCCURS OEAVE AT LAP SIDING 1 1/2" = 1'-0" PER PLAN METAL FLASHING W/ DRIP METAL GUTTER WHERE OCCURS 2x FASCIA - SIZE PER ELEVATIONS LAP SIDING (2) LAYERS 60 MIN GRADE 'D' BUILDING PAPER t HEADER / \ SOLID BACKING \ / ROUGH OPENING /MB \ SILL L FLASHING lib 4' STEP 1 : O PROVIDE SOLID BACKING AT ALL AREAS WHERE FLASHING MATERIAL LAPPING WILL OCCUR. O ATTACH SILL STRIP OF FUTURE FLASH FLASHING MATERIAL WITH THE TOP EDGE 2" PAST THE TOP OF THE ROUGH SILL FOLD 2' EDGE OVER SILL. EXTEND THIS STRIP AT LEAST 10" BEYOND THE EDGE OF THE ROUGH OPENING. ®ATTACH FLASHING MATERIAL WITH GALVANIZED ROOFING NAILS OR CORROSION -RESISTANT STAPLES. (NO FASTENERS SHALL BE ATTACHED BELOW THE WINDOW ATTACHEMENT FIN). - HEADER ROUGH OPENING /MB \ 4 SILL STEP 2 : o ATTACH JAMB STRIPS OF FUTURE FLASH FLASHING MATERIAL WITH INSIDE EDGE EVEN WITH THE JAMB OF THE ROUGH OPENING. i START JAMB STRIPS 2" BELOW SILL STRIP AND EXTEND 8" ABOVE LOWER EDGE OF HEADER. • II HEAD FLASHING - STAPLE TOP EDGE ONLY CONTINUOUS BEAD OF SEALANT UNDER NAILING FLANGE. WINDOW FRAME OR SIMILAR OPENING LIN OF NAILING FLANGE PROVIDE CONTINUOUS BEAD OF SEALANT TO ALL CORNERS — TYP. EIASTOMERIc SHEET WATERPROOFING AT SILL NOTES : NOTE: 1, SECURE CRICKET FLASHING AT MAX. 24' 0.C. W/ 260A, G-90 CLEATS. LIBERALLY TROWEL ROOFERS MASTIC AT ALL FASTENER HEADS. 2. SOLDER ALL CORNERS THEN APPLY 'TOPS' 900 SEALENT AT ALL CORNERS AND JOINTS THEN TOOL SMOOTH. . PROVIDE WIND ANCHORS AND NAILING TTENS PER MFR'S RECOMMENDATIONS. CRIMPED EDGES DIRECTION OF WATER FLOW 26GA. G-80 CORROSION RESISTANT 0,1. ONE PIECE CRICKET FLASHING W/ & 3/4' CANT AT CORNER (NO PENETRATIONS ALLOWED) LINE OF 2x CRICKET OVER FRAMING, SEE STRUCTURAL DRAWINGS LINE OF SLOPING VALLEY (BELOW), SEE PLAN FOR ROOF SLOPE LOCATION WALL FRAMING PER STRUCTURAL DRAWINGS CRICKET v-71 CRICKET DETAIL 1 1/2" = 1'-0" PLANVIEW 1. SECTION 1402 OF THE U.B.C. STATES "EXTERIOR OPENINGS EXPOSED TO THE WEATHER SHALL BE FLASHED IN A MANNER AS TO MAKE THEM WEATHERPROOF." THE PROCEDURE ABOVE IS RECOMMENDED TO ACHIEVE THIS INTENT FOR THE FLASHING OF WALL OPENINGS TO INCLUDE BUT NOT LIMITED TO: WINDOWS, DOORS, VENTS, ETC. 2. ALL MATERIALS SHALL BE IN STRICT CONFORMANCE WITH U.B.C. STANDARD 14-1. 3.APPLICATION OF FINISH MATERIALS OVER FLASHING MATERIALS SHOWN SHALL BE AS SPECIFIED BY CODE REQUIREMENTS, MANUFACTURER'S INSTRUCTIONS AND THE BEST PRACTICES OF THE TRADE. 4. ADDITIONAL MATERIALS, e.g. METAL HEAD FLASHING,ELASTOMERIC SHEET WATERPROOFING ETC. MAY OCCUR, DEPENDING ON THE SPECIFIC FINISH MATERIALS BEING USED. REFER TO INDMDUAL DETAILS FOR ADDITIONAL INFORMATION. 5. MANUFACTURERS IDENTIFYING LABEL SHALL ALWAYS BE FACING OUTWARDS. 6. ALL STAPLES WITHIN 6" OF THE WINDOW SHALL BE CAULKED WITH SEALANT, PER SPECS. STEP 3 : APPLY A CONTINUOUS BEAD OF SEALANT, PER SPEC. TO THE BACK OF THE FRAME NAILING FLANGE ®PLACE AND SECURE FRAME INTO ROUGH OPENING WITH FLANGES OVER THE INSTALLED JAMB AND SILL FUTURE FLASH FLASHING MATERIAL o SECURE WINDOW WITH ZINC -PLATED PAN -HEAD SCREWS ONLY. o APPLY A CONTINUOUS BEAD OF SEALANT, PER SPEC. TO THE FRONT FACE OF THE HEAD NAILING FLANGE. __mo ATTACH "FUTURE FLASH" MATERIAL OVER THE HEAD FLANGE. EXTEND - THIS STRIP 2" BEYOND THE OUTER EDGE OF THE JAMB FLASHING MATERIAL STAPLE ONLY BEHIND WINDOW RN ON SIDES AND BOTTOM. APPLY A SECOND BEAD OF SEALANT, PER SPEC. ON FACE "FUTURE FLASH" FLASHING MATERIAL ON ALL SIDES THEN TOOL SMOOTH. SECOND BEAD OF CAULK ON FACE OF FUTURE FLASH FLASHING MATERIAL • N BUILDING PAPER UNDER SILL STRIP II STANDARD FLASHING MATERIAL OAPPLICATION AT OPENINGS 1" = 1'-0" STEP 4 : STARTING FROM THE BASE OF THE WALL, APPLY BUILDING PAPER UNDER THE SILL STRIP AND CUT ANY EXCESS BUILDING PAPER THAT MAY EXTEND ABOVE THE SILL AND BETWEEN THE JAMBS OF THE OPENING. 0 APPLY THE NEXT COURSE OF BUILDING PAPER (BUTTING TO THE FRAME OPENING) OVER THE JAMB FLASHING MATERIAL. O APPLY SUCCEEDING LAYERS OF BUILDING PAPER IN SHINGLE BOARD FASHION UP THE WALL, LAPPING COURSES A MINIMUM OF 2" LAP. eo ©NEWEL POST 1" = 1'-0" 2 X 14 STRINGERS AT EACH END, MIDSPAN AND AT 16" O.C. MAX. LAP SIDING (2) -LAYERS 60 MIN. GRADE 'D' BUILDING PAPER SOLID 2X FLUSH BLOCK STARTER STRIP CONT. 24 GA. G.I. ROOF METAL FLASHING PROVIDE BEAD OF ROOF MASTIC BETWEEN TILE AND METAL FLASHING ROOFING PER ELEVATION UNDERLAYMENT- (2)-LAYERS OF 30 LB. A.S.T.M. FELT ROOF SHEATHING NOTE: REFER TO ROOF MANUFACTURERS SPECIFICATIONS FOR INSTALLATION OF COMPOSITION ROOFING O ROOF TO WALL 1 1/2" =11-0" HANDRAIL STAIN GRADE 2X SHAPED CAP PAINTGRADE 1 1/4 SQ. IN, BALUSTERS SPACED SO THAT A 4" DIA. SPHERE CANNOT PASS THROUGH OPENING PAINT GRADE 6X NEWEL POST PAINT GRADE 1X TRIM W/ CAMFERED END PAINTGRADE 1 11/8" PLYWOOD TREAD 5/8" PLYWOOD RISERS 1/8" EXPANSION AP - --ScFFL FLEXIBLE SEA WITH ¢TYP. 1/2" GYP. BD. AT ALL WALLS AND CEILING OF ENCLOSED USABLE SPACE UNDER STAI (2) 2x4 P.T. PLATE CONCRETE SLAB OSTAIR AT SLAB 1 1/2" = 1'-0" V 1/2" MIN. GYP. BD. (T1-1/4" MIN.- 2" MAX. HANDRAIL AT WALL 3" = 1-0" SHAPED WOOD HANDRAIL TO MEET ALL HANDGRIP REQUIREMENTS WALL BRACKETS & ANCHORS PER MANUFACTURERS SHOP DRAWINGS 2x BACKING AT BRACKETS - PROVIDE MIN. (4 16d NAILS AT EACH SIDE 0 2x6 BACKING AT ADJACENT STUDS WALL FRAMING 34'-38" ABOVE STAIR NOSING NOTE: RAILING TO RESIST APPLIED LOADS PER CODE REQUIREMENTS SEE STRUCTURAL AND SHOP DRAWINGS ,,,k ---NOTE; PEEL @ STICK ELASTOMERIC TO LUAN BOARD TOP HALF ONLY. LEAVE LOWER SECTION LOOSE FOR OVERLAP OF BLDG, PAPER. UNDERLAYMENT- (2) LAYERS OF 30 LB. A.S.T.M, FELT S PAN FLASHING TURNED UP WALL. MI) LAYER EMBRANE ELASTOMERIC OVERO LUAN BOARD FIRST RAFTER. FLASHING OVER PAN FLASHING MINIMUM 4" LAP AT 1 -PIECE METAL DIVERTER. (0_ PRE—PIECE DIVERTER SHOWN DASHED ®ROOF TERMINATION 1 1/2" = 1'-0" 5/8" PLYWOOD RISERS 1 1/8" PLYWOOD TREES 1/8" EXPANSION GAP. FILL WITH FLEXIBLE SEALANT - TYP. 2 X 14 STRINGERS (MIN.) N.. AT EACH END, MIDSPAN AND AT 16" 0.C. MAX. 1/2" GYP. BD. AT ALL WALLS AND CEIUNG OF ENCLOSED USABLE SPACE UNDER STAIR FRAMING- PER STRUCT. 10 STAIR AT LANDING 1 1/2" = 1'-0" ROOF MATERIAL ROOF FRAMING, SEE STRUCTURAL DIVERTER ISOMETRIC " MAX.(1-1/4' MIN.) z tr- HANDRAIL r 0 z 2 1x KICK BOARD 2x4 SPACER ®HANDRAIL 1 1/2" = 1'-0" BALASTERS SPACED SO THAT A 4' DIA. SPHERE CANNOT PASS THROUGH 1-1/8' PLYWOOD TREADS AND RISERS ,7"-2X COVED WOOD CAP ,—GYP. BD. (4) 2X WOOD PLATES OPT. 1X SKIRT BOARD SIMPSON STRAP CO 1 f1 STAGGERED NAILING 2' O.C. EACH SIDE. 3/8' DIA. x10' LONG LAG SCREWS @ 8' 0.0. STAGGERED. MIN. 3' PENETRATION. COUNTERSINK INTO WOOD CAP. 2x14 STAIR STRINGERS AT 16' 0.0. MAX. SEE STRUCT. 5/8' TYPE 'X' GYP.BD. WHERE OCCURS 'JUN 0.9 2018 1" d . RUN PER PLAN t 10" MIN, PLYWOOD SUBFLOOR PER STRUCTURAL DRAWINGS 1/8" EXPANSION GAP. FILL WITH `c• FLEXIBLE SEALANT — cc TYP. c3 5/8" PLYWOOD RISERS 1 1/8" PLYWOOD TREADS METAL HANGER AT EACH STRINGER PER STRUCT. DRWGS. 2x14 STRINGERS AT EACH END, MIDSPAN AND 16" 0.C. MAX. 1A6!" GYP. BD. AT WALLS AND CEIUNG OF ENCLOSED USABLE SPACE UNDER STAIR 11 STAIR AT FLOOR 1 1/2" = 1'-0" REVIEWED FOR ODE COMPLIANCE APPROVED MAR 16 2017 City of Tukwila BUILDING DIVISION D�7 1 • TUKWILLA SHAGLANI/JOHAL 1 Revision 1 Date 1 Revision Number Revision Description Revision Date Revision Schedule i J 1603 116th Ave NE Suite # 115 Bellevue, WA 98005 (714)336-4714 J Client: SIGNATURE HOMES LLC RECEIVED CITY OF TUKWILA FEB 0 1 2017 PERMIT CENTER Drawn By: G. Merkel Date: 10/14/14 Scale: As indicated Sheet A8 J C.I.P. WALL PER PLAN 38'-5" 7'-7" _ VENT 0 N 1- z w >. 1'-4 11 1//2" 1 3/4"---4' 0"' 12" min. Thick Footing w/ (5) #5 e.w. Bot. (Typ.) 2 - 1'-61/2" I I -J 12" min. Thick 2' 0'1 0 Footing w/ (5) #5 �Q� 0 , 0+ . e.w. Bot. (Typ.) a+ 4'-6" 1'-51/4" 6'-23/4" 2'-3" 4'-21/2" to* trik• 2' - 0"1 .Z' ——R408.4r a ACCESS 6Q-- UNDER—b o 11 STAIR sap p LANDING 1l♦ i4 A� 4I H4 U re uw J fa' 0 p. %E Ai.1..ve, --�.tFA 1 id �'' I, tAA I 1 km 0 I , AN TiPOI /f// Y/''/A///I/` I, co Arip tok4 iv 4' - 11" 1' - 6 16' r LLI ado L.,,_6' - 5 1/2"- 1- z W >. 6X8 DF#2 (TYP ) //Y////X/ /17471//7///1//2 a a 16'-83/4" 2- #4 Bars T & 3 - #4 B (Typ.) (u.n.o.) Lap 24" (Min.) 1'-4" U.N.O. 0 36" SQ. x 12" min. Thick Footing w/ (4) #4 e.w. Bot. (Typ.) 5'-21/2" TYPICAL 24" SQ. PAD FTG 4- (4) BARS E.W. (u.n.o.) REINF. PER SCHED. New Slab 4" (Nominal Concrete Slab) w/ 6x6 -10-10 W.W.M. 6 MIL Visqueen on 4" Gravel 95 Percent R.C. Slope to Drain ALTERNATE CORNER BARS 3- #5 Bars T & B Lap 24" (Min.) CORNER BARS TO MATCH HORIZ. REINF. =-"} CORNER CONDITION @ CIP WALL 3/4" = 1'-0" CROSS WALL PER PLAN 5 1/2" 22'-51/2" Provide Minimum 36" Long Landing In Garage At Inswing Door That Is No More Than 1/2" Below Threshold. 2- #4 Bars T & B Lap 24" (Min.) 3- #4 Bars T & B Lap 24" (Min.) 16d @ 16" o.c. SOLE PLATE NAILING 2x STUD PER PLAN USE MINIMUM (2) 2x STUD @ ENDS OF SHEAR WALLS & HOLDOWNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS SHEATHING & NAILING PER PLAN. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING z 2 0 2x PT SILL JST FM, 3/4" SHEATHING 2 0 #4 L BAR @ 24" o.c. VERT. M o 2 TYPICAL FOOTING AT CRAWLSPACE 3/4" = 1'-0" 8d@6"o.c. 3/4" SUBFLOOR AC POST CAP 1x4 GUSSET EA. SIDE w/ (6) 8d 4x4 POST (4x6 AT SPLCE) #4 BAR HORIZ. 2x NAILER OVER 2x PT SILL or 3x PT SILL w/ ANCHOR BOLT &3"x3"x1/4" WASHER - SEE SCHEDULE FOR SIZE AND SPACING - USE 5/8" DIA. @ 60" o.c. (U.N.O.) ITS JOIST HANGER STRAP AND/OR BOLT TYPE HOLDOWN PER PLAN #4 BAR CONTINUOUS iii/.Miiw W1/7AIPI, ,Al JIL FAI MAB ANCHOR (ALT. A34 ANCHOR BOTH SIDES 2x BLOCKING w/ (3) 8d TOE- NAIL TO 4x BEAM & (2) 8d TO JOISTS. JOIST PER PLAN R-38 INSULATION ABV. UNCONDITIONED SPACE AS REQUIRED BY WSEC 2015 (ENTIRE AREA) FOOTING LOCATION PER PLAN FINISHED GRADE 24" (MIN.) TYPICAL FLOOR FRAMIN AT s-="1 CRAWLSPACE 3/4" = 1'-0" SHEATHING & NAILING PER PLAN. SPLICE TO OCCUR ON COMMON MEMBER OR BLOCKING TYPICAL (4) #4 BARS EACH WAY 2x STUD PER PLAN USE MINIMUM (2) 2x STUD @ ENDS OF SHEAR WALLS & HOLDOWNS. SEE SHEAR WALL SCHEDULE FOR 3x STUDS 3x SILL w/ ANCHOR BOLT 3"x3"x1/4 WASHER - SEE SCHEDULE FOR SIZE AND SPACING- USE 5/8" DIA. @ 60" o.c. (U.N.O.) 4" SLAB ON GRADE OVER MIN. 6 MIL VAPOR BARRIER FINISHED GRADE 12" MAX. (S.O.G. @ SIM ) z #4 BAR HORIZ. STRAP AND/OR BOLT TYPE HOLDOWN PER PLAN 7 31/32" -1-) TYPICAL FOOTING AT SLAB ON GRADE 3/4" = 1'-0" GRADE #4 L BAR @ 24" o.c. VERT. #4 BAR CONTINUOUS RIM JOIST 1.5 H 4 AT B.O. WAU. (2) j4 AT FTG. SCALE 3/4' • • • • • • TYPICAL STEPPED FOOTING 1/2" = 1'-0" • FOUNDATION NOTES: Compressive Strength 2,500 PSI Min. At 28 Days Ready Mix Concrete ASTM C94 (U.N.O.) All Column Bases, Column Bolting, Holdown Straps, And Holdown Bolts, Critical To The Structural Integrity Of The Building Shall Be Held In Place By Means Of Templates Prior To The Foundation Inspection. Provide Minimum 26 Gauge Galvanized Weep screed At Foundation Plate Line, Weep Screed Shall Be a Minimum Of 4" Above Adjacent Grade And 2" Above Adjacent Flatwork. All Sill Bolting Shall Be 5/8" Dia. A.B. (72" o.c.) Max. U.N.O. All Anchor Bolts Shall Have a Min. 0.229 "x3 "x3" Plate Washers Installed Between Wood And A.B. Nut. 2 - Anchor Bolt/Fastener(s) Min. Per Sill Pl. Members. Deformed Reinf. Shall Be ASTM A615, A1616, And A617. Holdown Anchors Must Be Tied In Place Prior To Foundation Inspection. Fasteners For Preservative Treated And Fire Treated Wood Shall Be Of Hot Dipped Zinc Coated Galvanized Steel, Silicon Bronze or Copper. The Coating Weights For Zinc Coated Fasteners Shall Be In Accordance With ASTM A 153. CRC R317.3 All Details To Be Referenced on Sheet SDI (Unless Otherwise Noted) All Soil Bearing Surfaces Shall Be Subject to Inspection and Approval by the Geotechnical Engineer Prior to Reinforcing and Concrete Placement. Center Interior Footings on Walls or Columns, Typical U.N.O. Verify all Dimensions Prior to Construction. See Architectural Sheets For Wall and Floor Drain Locations Top of Footing Shall be 8" Minimum Below Top of Finish Floor, Typical U.N.O. See Holdown Schedule For Additional Stem Height For Anchor Embedment. ALL MAIN FLOOR JOISTS SHALL BE: 2x12 DF#2 @ 16" o.c. (u.n.o.) OR BETTER Optional: 11-7/8" TJI110 @ 16" o.c. (u.n.o.) OR BETTER ALL JOISTS TO BE TO BE HANGERED IN. HUS210 or ITT'SIMPSON TYPE HANGERS ON PERIMETER FDN WALLS CRAWLSPACE VENTILATION CALCULATION: IRC R408 THE MINIMUMUM NET AREA OF VENTILATION AREA OF VENTILATION AREA SHALL NOT BE LESS THAN 1 SQUARE FOOT FOR EACH 150 SQUARE FOOT OF CRAWLSPACE NET AREA OF CRAWLSPACE = 1615 SQ. FT / 150 =10.77 SQ. FT NET AREA OF VENTILATION REQUIRED VD616B VENT W/DAMPER 6" x 16" = 24 INCHES FREE AIR (6) VENTS PROVIDED 2 SQ. FT. > 12 SQ. FT. REQUIRED VENT LOCATIONS IN CONCRETE FOUNDATION WALLS ALL OTHER DIMENSIONS NOT DIRECTLY NOTED ON THIS SHEET TO BE READ IN NJUCTION WITH THE APPROVE CHITECTURAL DRAWINGS !JUf14 09.2010 IEWED FOR CODE COMPLIANCE APPROVED BAR 1(3 2011 City a Tukwila BUILDING DIVISION r .4009 11/04/2017 Revision Number Revision Description Revision Date Revision Schedule r 1603 116th Ave NE Suite # 115 Bellevue, WA 98005 (714)336-4714 Client: SIGNATURE HOMES LLC RECEIVED CITY OF TUKWILA FEB 0 1 2017 PERMIT CENTER /Drawn By: G. Merkel Date: 01/13/17 Scale: As indicated Sheet S- 1 L=3'-6" COD 4X6 4X6 L=8'-2" 10'-1-1/8" PLATE HEIGHT L=4'-1" CO OMO CM COO 4067/32 r 3.5x9 GLB 24-V4 - - ' 4x6 REFER TO ROOF TRUSS PLAN 10'-1-1/8" PLATE HEIGHT 11643/1547 10'-9-1/8" PLATE HEIGHT 8 J 2x12 DF#2 @ 16" 0 C. r 5.5x15 GLB 24-V4 3075/2028 to 2 L=10'-7" L, er co 4 20'-2-7/8" PLATE HEIGHT 14'-2-1/8" PLATE HEIGHT 1 CO REFER TO ROOF TRUSS PLAN L=18'36" 9'-1 PLATE HEIGHT (GARAGE) FRAMING NOTES: 1. ROOF FRAMING - PREMANUFACTURED ROOF TRUSSES @ 24" ON CENTER 2. TRUSS TO TRUSS CONNECTIONS TO BE DESIGNED BY THE TRUSS MANUFACTURER. 3. FLOOR FRAMING - 2x12 DF #2 AT 16" ON CENTER TYPICAL, U.N.O. USE HUS HANGERS TO MATCH JOIST SIZE AT FLUSH FRAMING CONDITIONS. SECURE JOISTS TO TOP PLATES WITH (2) 8d NAILS. 4. FLOOR SHEATHING SHALL BE GLUED AND NAILED. 5. WALLS AND HOLDOWNS INDICATED ARE BELOW THE FRAMING LEVEL. 6. PLUMBING, MECHANICAL, AND ELECTRICAL SYSTEMS SHALL BE DESIGNED AND BUILT TO ACCOMODATE 3/8" PER FLOOR WOOD SHRINKAGE. 7. SEE DETAIL 5 SHEET SD1 FOR TYPICAL HEADER/BUNDLED STUD PACK CONSTRUCTION. 8. BUNDLED STUD PACKS FROM LEVEL TO LEVEL SHALL CONTINUE DOWN TO THE FOUNDATION OR SUPPORTING BEAMS. 9. SEE DETAIL 10 SHEET SD2 FOR TYPICAL STAIR FRAMING DETAILS 10. HANGERS INDICATED ARE AS MANUFACTURED BY SIMPSON STRONG -TIE OR AN APPROVED EQUAL. 11. PROVIDE BLOCKING AT ALL BUNDLED STUD PACKS. 12. REFER TO ARCHITECHURAL DRAWINGS FOR DIMENSIONS. 13. ALL BEAMS AND HEADERS SHALL HAVE A MINIMUM OF (1) KING STUD AT EACH END FOR BRACING TYPICAL, U.N.O. 14. PROVIDE MINIMUM (2) 2x BUNDLED STUDS UNDER EACH BEAM END, TYPICAL, U.N.O.. 15. SEE DETAILS 11 AND 12 ON SHEET SD2 FOR TYPICAL CORNER FRAMING DETAILS. 16. ALL EXTERIOR WALLS SHALL BE SHEATHED WITH 15/32 PLYWOOD, UNLESS OTHERWISE NOTED FROM THE SHEAR SCHEDULE ON SHEET S4. USE TYPE 6 SHEARWALL NAILING U.N.O. JOIST SCHEDULE NOTES: 1. HANGERS FOR TRUSSES AS SPECIFIED BY THE TRUSS DESIGNER. 2. SEE STRUCTURAL NOTES SN1 FOR ALL STRUCTURAL REFERENCES RF & WL Lu co 0) cc O 0 J w 0 w w w z z w 0..w w 0 4 1 FLOOR GIRDER LJ / CEO CID CIOI CO 1 COD COO CCO COD COO CEO v J ROOF SHEATHING 11 ass ass on cas clo ess ems macme�� L=22'-0" B.N. II CRIPPLE WALL OVER --04 I FLUSH BM. WHERE OCCURS B.N.+j\ FLUSH BM. OR GIRDER TRUSS (IF DRAG TRUSS SEE 4/SW-3 FOR WALL CONNECTION ) STRAP PER PLAN FROM BLKG. TO TOP PLATE (WHERE OCCURS SEE PLAN) OROOF TRUSS AT GIRDER CONNECTION 3 1 : 14 ROOF TRUSS HANGER BY TRUSS MFR. (LUS24 MIN.) 2X BLKG. W/ 16D 8" O.C. BLKG. TO BM (USE FULL DEPTH BLKG) 10'-1-1/8" PLATE HEIGHT =1LV_11" L=4'-1" STRUCTURAL GABLE END "RUSS (DRAG=1500#) MD COD OCR MONO STRUCTURAL GABLE END TRUSS L=8'-3" I I 9'-1" +/- PLATE HEIGHT (GARAGE) REFER TO LOWER FRAMING PLAN STRUCTURAL GABLE END TRUSS= REDER TO ALL OTHER SD (STRUCTURAL DETAIL SHEETS FOOR CLARIFICATION) TYPICAL REDER TO ALL OTHER SD (STRUCTURAL DETAIL SHEETS FOOR CLARIFICATION) TYPICAL L 18 REFER TO LOWER FRAMING PLAN I I -J S� ROOF SHEATHING ROOF TRUSS 2X FULL DEPTH BLKG. ALT. LOCATION OF BLKG. 2X FALSE TAIL OR EXTENTION OF TRUSS TOP CHORD (PER ARCH.) DBL. 2x TOP PL. SHEAR PANEL WHERE OCCURS STUD WALL B.N. r r TRUSS HEEL @ EXTERIOR SHEAR WALL -11r CONNECTION 3/4" = A35 FROM BLKG. TO PLATE @ 32" O.C. OR HI FROM TRUSS TO PLATE @ 24" O.C. (U.N.O. ON SHR. WALL SCH.) (NOTE: IF CONECTORS AR USED, INSTALL ADDITIONAL A35', E AT SHR. WALL LOCATIONS IN ORDER TO MEET THE SHR. WALL SPACING REQMTS.) DROP BM. WHERE OCCURS TRUSS IN UNE W/ NON-BEARING. WALL WHERE OCCURS NON-BEARING WALL IJUM 0 9 21:18 ROOF TRUSS 2-16d END NAIL 2x FLAT 8ti 48" O.C. STC TO EACH 2X NON-BEARING WALL OTRUSS @ NON-BRG WALL 3/4" = 1'-0" 1- w (1) REVIEWED FOR CODE COMPLIANCE APPROVED PEAR 16 2017 City of Tukwila BUILDING DIVISION ROOF TRUSS STC TO EACH TRUSS i7- Aik TUKWILLA SHAGLANI/JOHAL 11/04/2017 Revision Number Revision Description Revision Date Revision Schedule J 1603 116th Ave NE Suite # 115 Bellevue, WA 98005 (714)336-4714 Client: SIGNATURE HOMES LLC RECEIVED CITY OF TUKWILA FEB 0 1 2017 PERMIT CENTER Drawn By: G. Merkel Date: Scale: As indicated Sheet S2 NAIL PLYWOOD TO FULL HEIGHT STUD EACH SIDE OF OPENING FOR FULL LENGTH, TO (2) 2X BLOCKING AND AROUND OPENING PERIMETER WITH DIAPHRAGEM EDGE NAILING PE SHEAR WALL SCHEDULE HEADER BEAM - SEE PLAN. OPENING. DBL. STUD OR COLUMN - SEE PLAN. HEADER BEAM - SEE PLAN. OPENING. P. SILL PL. & BOLTS PER SHEARWALL SCHEDULE. SHEARWALL - SEE PLAN FOR LEN GTH L L L L FTG. SIZE & REINF. PER PLAN. 1 GYP. WALLBOARD OR PLYWOOD SHEARWALL SEE SCHEDULE. WALL CHORD MEMBER SEE SHEARWALL SCHED. AT 2 STORY CONDITION PROVIDE SIMPSON TIES OR STRAPS AT EACH END- SEE HOLDOWNS 2nd FLOOR OF SHEARWALL SCHEDULE FOR TYPE. 2nd FLOOR FRAMING. 2x STUDS. SEE SHEAR - WALL SCHEDULE FOR MAXIMUM SPACING. WALL CHORD MEMBER SEE SHEARWALL SCHED. SIMP. HOLDOWN AT ENDS OF SHEARWALL- SEE SCHED. & DET. AT INTERSECTION OF SHEARWALLS. USE LARGER HOLDOWN. NOTE: 2 STORY CONDITION SHOWN, 1 STORY CONDITION SIMILAR. 1I (2) 2X BLOCKING FOR 2 STUD SPACES HEADER' OPENING SIMPSON MST48 SHEAR WALL SHEATHING P SHEA WALL SCHEDULE BR 2 x FACE STUD. HOLDOWN TYPE PER SHEARWALL SCHEDULE SIMPSON SSTB ANCH. BOLTS TO MATCH HOLDOWN CAPACITY. SSTB20 (MIN.) @ HD HOLDOW (2) #4 VERT. DOWEL TO FOOTING AT EA. HOLDOWN LOCATION. 16" MAX. WALL CHORD MEMBER - SEE SCHEDULE r BOLTS IN HOLDOWN PER SIMPSON. • • .• • • .` • • O SHEAR WALL TYPICAL DETAIL 1" = 1'-0" FINISHES - SEE SPEC'S., 4" CONCRETE SLAB ON MIN. 4" (3/4") CRUSHED ROCK BASE COURSE ON TERMITE TREATED SOIL, U.N.O. 2 X BOT. PLATE. ANCH. BOLT SIZE AND SPCG. PER SHEARWALL SCHEDULE CONT. HORZ. REINF. FOOTING SEE PLAN INCREASE FOOTING DEPTH AS REQ'D. FOR FULL EMBED. 2x WOOD STUDS AT 16" O.C. - U.N.O. 2x CONT. P.T. PLATE WI "HILTI" PINS DN -72 AT MAX. 36" O.C. (I.C.B.O. #1290) W/ 1-1/8" EMBEDMENT OR APPROVED EQUAL - U.N.O. MIN. 2 -PINS PER PIECE & 6" MAX. FROM EACH END, TYP. ONON -BRAG WALL CONNECTION AT SLAB 1 = 1-0 FASTENER SCHEDULE FOR STRUCTURAL MEMBERS TABLE 8842.3(1) DESCRIPTION OF BUILDING ELEMENTS ----NUMBER, TYPE & SPACING (a,b,c,d) JOIST TO SILL OR GIRDER,TOE-NAIL 3-8d 1" x 6" SUBFLOOR OR LESS TO EACH JOIST, FACE NAIL --2-8d or 2-1 3/4" STAPLES 2" SUBFLOOR TO JOIST OR GIRDER, BLIND OR FACE NAIL---- 2-16d SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL ----16d AT 16" O.C. TOP OR SOLE PLATE TO STUD, END NAIL —2-16d STUD TO SOLE PLATE, TOENAIL (3-8d), OR (2-16d) DOUBLE STUDS, FACE NAIL 10d AT 24" O.C. DOUBLE TOP PLATES, TYP. FACE NAIL 10d AT 24" O.C. SOLE PLATE TO JOIST OR BLOCKING, @ BRACED WALL PANELS --3-16d AT 16" O.C. DOUBLE TOP PLATES, LAP SPLICE MIN 48"OFFSET OF END JOINTS ----8-16d BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE, TOENAIL--- 3-8d RIM JOIST TO TOP PLATE, TOENAIL --------8d AT 6" O.C. TOP PLATES, LAPS @ CORNERS AND INTERSECTION, FACE NAIL ----2-10d BUILT-UP OR CONT. HEADER, (2) PIECE w/ 112" SPACER --18d AT 16" O.C. ALONG EDGE CEILING JOIST TO PLATE, TOE -NAIL 3 8d CONTINUOUS HEADER TO STUD, TOE -NAIL---- 4 ad CEILING JOISTS, LAPS OVER PARTITIONS, FACE NAIL-------- 3-10d CEILING JOISTS TO PARALLEL RAFTERS, FACE NAIL-------- 3-10d RAFTER TO PLATE, TOE -NAIL------------ 2-16d 1" BRACE TO EACH STUD AND PLATE, FACE NAIL 2-8d or 2-1 3/4" STAPLES 1" x 6" SHEATHING OR LESS TO EACH BEARING, FACE NAIL --2-8d or 2-1 3/4" STAPLES 1" x 8" SHEATHING OR LESS TO EACH BEARING, FACE NAIL--2-ad or 3-1 3/4" STAPLES WIDER THAN 1" x 8" SHEATHING TO EA. BRG., FACE NAIL -3-8d or 4-1 3/4" STAPLES BUILT-UP CORNER STUDS— --10d AT 24" O.C. BUILT-UP GIRDER AND BEAMS, 2" LUMBER LAYERS 10d AT 32" O.C. AT T & B AND STAGGERED. 2-10d AT EACH SPUCE & @ ENDS 2" PLANKS— -(2-16d) AT EACH BEARING ROOF RAFTERS TO RIDGE, VALLEY OR HIP RAFTERS --4-16d TOENAIL or 3-16d FACENAIL RAFTER TIES TO RAFTERS, FACE— -3-8d WOOD STRUCTURAL PANELS AND PARTICLE BOARD : SUBFLOOR, ROOF AND WALL SHEATHING (TO FRAMING) 5/16"-1/2"--(SUBFLOOR, WALL) 6d COMMON, 6"O.C. EDGER), 1210.C. INTERMEDIATE(G) 6116 -112"---(ROOF) 8d COMMON(F.) , 6"O.C. EDGES(I), 12"O.C. INTERMEDIATE(G) 19132"-1"----8d COMMON, 6"O.C. EDGES(I), 12"O.C. INTERMEDIATE(G) 1-1/8"-1-1/4"-8d COMMON or 6d DEFORMED, 6"O.C. EDGES(I), 12"O.C. INTERMEDIATE(G) OTHER WALL SHEATHING (h): REGULAR CELLULOSIC FIBERBOARD SHEATHING : 1/2" ---1 1/2" GA. ROOFING NAIL, 6d COMMON or STAPLE 1 3/4"(b,c,d,a) 3"O.C. EDGES(I), 6"O.C. INTERMEDIATE(c,e) STRUCTURAL CELLULOSIC FIBERBOARD SHEATHING : 1/2" ---1 1/2" GA. ROOFING NAIL; 8d COMMON or STAPLE 1 314"(b,c,d,e) 3"O.C. EDGES(i), 6"O.C. INTERMEDIATE(c,a) 25/32" --1 3/4" GA. ROOFING NAIL; 8d COMMON or STAPLE 1 3/4"(b,c,d,e) 3"O.C. EDGESQ), 6"O.C. INTERMEDIATE(c,e) GYPSUM SHEATHING 1/2" (H)--1 1/2" GA. ROOFING NAIL; 6d COMMON or STAPLE GA. 1 1/2";1 114 SCREWS, TYPE W OR S.(b,c,d,e) 4"O.C. EDGES(I), 8"O.C. INTERMEDIATE(c,e) 5/8" (H)-1 3/4" GA. ROOFING NAIL; 8d COMMON or STAPLE GA. 1 5/8"; 1 1/4 SCREWS, TYPE W OR S.(b,c,d,a) 4"O.C. EDGES0), 8"O.C. INTERMEDIATE(c,e) COMBINATION SUBFLOOR - UNDERLAYMENT (TO FRAMING) 314" AND LESS -8d COMMON or 6d DEFORMED, 6"O.C. EDGES(1),12"O.C. INTERMEDIATE(g) 7/8"- 1"-- 8d COMMON or 8d DEFORMED, 6"O.C. EDGES(I), 12"0.C. INTERMEDIATE(g) 1-118"- 1-1/4"-10d COMMON or 8d DEFORMED, 6"O.C. EDGESQ), 12"O.C. INTERMEDIATE(g) NAILING SCHEDULE NOTES : FOR SI: 1 INCH = 25.4 MM, 1 FOOT = 304.8 MM, 1 MILE PER HOUR =1.609 KM/H. a. ALL NAILS ARE SMOOTH -COMMON, BOX OR DEFORMED SHANKS EXCEPT WHERE OTHERWISE STATED. NAILS USED FOR FRAMING AND SHEATHING CONNECTIONS SHALL HAVE MINIMUM AVERAGE BENDING YIELD STRENGTHS AS SHOWN; 80ksI (51MPa) FORSHANK DIAMETER OF 0.192 INCH (20d COMMON NAIL), 90ksi(6220MPa) FOR SHANK DIAMETERS LARGER THAN 0.142 INCH BUT NOT LARGER THAN 0.177 INCH, AND 100 ksl (689 MPa) FOR SHANK DIAMETERS OF 0.142 INCH OR LESS. b. STAPLES ARE 16 GAGE WIRE AND HAVE A MINIMUM 7/16 -INCH ON DIAMETER CROWN WIDTH. c. NAILS SHALL BE SPACED AT NOT MORE THAN 6 INCHES ON CENTER AT ALL SUPPORTS WHERE SPANS ARE 48 INCHES OR GREATER. d. FOUR -FOOT -BY -8 -FOOT OR 4 -FOOT -BY -9 -FOOT PANELS SHALL BE APPLIED VERTICALLY. e. SPACING OF FASTENERS NOT INCLUDED IN THIS TABLE SHALL BE BASED ON TABLE R602.3(1). f. FOR REGIONS HAVING BASIC WIND SPEED OF 110 MPH OR GREATER, 8 d DEFORMED NAILS SHALL BE USED FOR ATTACHING PLYWOOD AND WOOD STRUCTURAL PANEL ROOF SHEATHING TO FRAMING WITHIN MINIMUM 48 -INCH DISTANCE FROM GABLE END WALLS, IF MEAN ROOF HEIGHT IS MORE THAN 25 FEET, UP TO 35 FEET MAXIMUM. g. FOR REGIONS HAVING BASIC WIND SPEED OF 100 MPH OR LESS, NAILS FOR ATTACHING WOOD STRUCTURAL PANEL ROOF SHEATHING TO GABLE END WALL FRAMING SHALL BE SPACED 6 INCHES ON CENTER WHEN BASIC WIND SPEED IS GREATER THAN 80 MPH, NAILS FOR ATTACHING PANEL ROOF SHEATHING TO INTERMEDIATE SUPPORTS SHALL BE SPACED 6 INCHES ON CENTER FOR MINIMUM 48 -INCH DISTANCE FROM RIDGES, EAVES AND GABLE END WALLS; AND 4 INCHES ON CENTER TO GABLE END WALL FRAMING. h. GYPSUM SHEATHING SHALL CONFORM TO ASTMC 79 AND SHALL BE INSTALLED IN ACCORDANCE WITH GA253. FIBERBOARD SHEATHING SHALL CONFORM TO EITHER AHA194.1 OR ASTM C 208. i. SPACING OF FASTENERS ON FLOOR SHEATHING PANEL EDGES APPLIES TO PANEL EDGES SUPPORTED BY FRAMING MEMBERS AND AT ALL FLOOR PERIMETERS ONLY. SPACING OF FASTENERS ON ROOF SHEATHING PANEL EDGES APPLIES TO PANEL EDGES SUPPORTED BY FRAMING MEMBERS AND AT ALL ROOF PLANE PERIMETERS. BLOCKING OF ROOF OR FLOOR SHEATHING PANEL EDGES PERPENDICULAR TO THE FRAMING MEMBERS SHALL NOT BE REQUIRED EXCEPT AT INTERSECTION OF ADJACENT ROOF PLANES. FLOOR AND ROOF PERIMETER SHALL BE SUPPORTED BY FRAMING MEMBERS OR SOLID BLOCKING. WOOD STUD WALL - SEE FLOOR PLAN WOOD HEADER - SEE FRAMING PLAN FOR SIZE (1) TRIMMER UNDER WOOD HEADERS, TYP. (U.N.O. ON FRAMING PLAN) 16d at 12" O.C., STAGGERED L OTYPICAL HDR CONSTRUCTION 1" =11-0" LINE OF JOISTS OR RAFTERS CLEATS PER NOTE NO. 2 BELOW 12" MIN. t EDGE OF PLYWD SHEET FLOOR NAILING 10d 0 6" EDGES 10d ® 6" BOUNDARIES 10d ® 10" INTERIORS ROOF NAILING 10d ® 6" EDGES 10d ® 6" BOUNDARIES 10d Cgs 12" INTERIORS CENTER LINE OF STAGGER PLYWOOD JOINT alleanr, Airmatiogin- TYP. PLYWOOD SHEATHING CONSTRUCTION TYPICAL PLYWOOD SHEATHING ®CONSTRUCTION 3/16" = 1'-0" JOIST OR TRUSSES OF JOIST & PLYWD JOINT EDGE NAILING 9--(P. OF 2x4 NAILER, PLYWD JOINT, & JST BEYOND .0...1•0101111111111,11k.1 MeV IEW.01110•NLNIMM PLYWOOD SHEATHING LAPPING JOIST JOIST BEYOND SEE DETAIL "A" DETAIL"A —TYP. END PLYWD SHEET 2x4 NAILER, FULL LENGTH OF LAPPING JST WITH 16d NAILS 012" 0.C. DETAIL"B"—PLYWD 0 LAP SPUCE 1. RUN LONG DIMENSION OF PLYWOOD SHEETS ACROSS (PERPENDICULAR TO) JOISTS. 2. 3/4" x 2-1/2" PLYWOOD CLEATS MAY BE USED IN LIEU OF T&G AT JOINTS. DETAILS OF PLYWOOD SCREWS CONNECTION OF CLEATS TO PLYWOOD SHALL BE SUBMITTED BY THE CONTRACTOR TO THE STRUCTURAL ENGINEER FOR APPROVAL. 3. MINIMUM DISTANCE OF PLYWOOD EDGE TO NAILS=3/8" 4. ALL JOISTS SHALL BE ON A 4'-0" MODULE TO COINCIDE WITH PLYWOOD PATTERN SEE DETAIL "A" ABOVE. 5. WHERE JOIST LAP SPLICE OCCURS AT THE END OF PLYWOOD SHEETS, PROVIDE 2x4 NAILER ON LAPPING JOIST SEE DETAIL "B" ABOVE. 6. PLYWOOD NAILING.(SEE ABOVE FOR MIN. NAILING U.N.O. ON PLANS) 7. ORIENTED STRAND BOARD (O.S.B.) PANEL GRADE 2—M—W MAY BE USED IN LIEU OF PLYWOOD USE SAME THICKNESS AND NAILING AS NOTED FOR PLYWOOD. (O.S.B. PANELS AS PER & L.A. (RR #24218) 8. ALL DIAPH. NAILS SHALL BE COMMON WIRE TYPE WITH MIN. PENETRATION OF 1.78 INCHES INTO FRAMING MEMBERS & 1/2" MIN. EDGE DISTANCE 9. DIAPH. SHEATHING NAILS OR OTHER APPROVED SHEATHING CONNECTORS SHALL BE DRIVEN SO THAT THEIR HEAD OR CROWN IS FLUSH WITH THE SURFACE OF THE SHEATHING. J DOUBLE TOP PLATE (3) 16d NAILS AS SHOWN RUN (2) KING STUDS UP PAST HEADER AS SHOWN FOR OPENINGS OF 5'-0" OR GREATER & (3) KING STUDS FOR OPENINGS OF 8'-0" OR GREATER 16d TOENAILS EACH SIDE - EACH END "CS20"x24" LONG OR "ST22" OR LARGER at HEADER TO TRIMMER CONNECTION AT GARAGE DOOR OPENINGS ONLY WOOD BEAM - SEE FRAMING 'SIMP' CC COL. CAP 8"x8' WOOD POST WOOD BEAM - SEE FRAMING "SIMP." CC COL. CAP 6" x 8" WOOD POST © TYPICAL BM TO POST CONNECTION 3/4" =11-0" 'SIMSPON" ST6215 !JUIN 0 9 2010 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 16 2017 City of Tukwila BUILDING DIVISION r 10,40. TUKWILLA SHAGLANI/JOHAL CO CO 1-7 M ��r VJ Z.3"-; 11/04/2017 1 Revision 1 Date 1 Revision Number Revision Description Revision Date Revision Schedule .0/ 1 1603 116th Ave NE Suite # 115 Bellevue, WA 98005 (714)336-4714 Client: SIGNATURE HOMES LLC RECEIVED CITY OF TUKWILA FEB 0 1 2017 PFRMIT rPRITPR Drawn By: G. Merkel Date: 10/14/14 Scale: As indicated Sheet SD1 1 SIMPSON STC CLIP k DBL TOP PLATE PERPENDICULAR TO JOISTS SIMPSON STC CUP JOISTS OR RAFTERS 2x STUDS SAD 2" MIN PARALLEL TO JOISTS OR TRUSS SHEATHING JOIST OR TRUSS BOTTOM CHORD SIMPSON STC CLIP 48"oc 2x STUDS SAD 2x6 BLKG @4'-0"OC (2)16d TYP 2x CONT DBL TOP PLATE C20) NON BRG WALL CONNECTION NTS (GAP) DBL TOP PLATE 16d©18" STAGGERED JOISTS OR RAFTERS ..z: PERPENDICULAR TO JOISTS 2x STUDS SAD 1 PARALLEL TO JOISTS OR TRUSS SHEATHING JOIST OR TRUSS BOTTOM CHORD (2)16d TOENAILS 2x STUDS SAD 2x6 BLKG @4'-0"OC (2)16d TYP @ BLKG DBL TOP PLATE NON BRG WALL CONNECTION 16J ANO GAP) NTS NTS (12 16d@12"OC T&B WEB STIFFENER PLYWOOD DOUBLE JOIST AND PLYWOOD IRAFR FILLER BLOCKS BY TRUSS JOIST MANUFACTUER SPACING AND NIALINER PER MANUFATURER RECOMMENDATION DOUBLE JOIST MULTIPLE I -JOIST CONNECTIONS NTS 2x PLATE W/ 16d STAGGERED @6"OC FLOOR JOIST SEE PLAN i:A NON-BEARING 2x STUD WALL FLOOR SHEATHING SEE PLAN DBL FLOOR JOIST. OMIT DBL JOIST WHERE STACKED OVER BEARING WALL I -JOIST BLOCKING @4'-0"OC (-8- JOIST PARALLEL TO NON-BRG WALL ABOVE NTS 50% STU WIDTH 40% STUD WIDTH I- 1-1/2" MIN SIMPSON RPS18 TIE STRAP EA SIDE OF STUD CENTER EA PLATE AT NOTCH OR BORE WHERE BORING OR NOTCH IS GREATER THAN 1-3/4" IN 2X4 PLATES AND 2-3/4" IN 2X6 PLATES DOUBLE TOP PLATE ,C,-4) LIMITS ON NOTCH AND BORING IN TOP PLATES NTS 1 SECOND LAYER OF SHEATHING WHERE OCCURS SEE PLAN STUD WALL, SEE PLAN WALL SHEATHING SEE SHEARWALL SCHED EDGE NAILING SEE SHEARWALL SCHED FLOOR DIAPHRAGM EDGE NAILING SEE PLAN 1 1/2" GLULAM RIM JOIST DEPTH OF RIM TO MATCH JOIST DEPTH (SEE NOTE) EDGE NAILING SEE SHEARWALL SCHED WALL SHEATHING SEE SHEARWALL SCHED STUD WALL, SEE PLAN - JOI PLATE FASTENER TO RIM JOIST/BLOCKING. STAGGER FASTENERS WHERE SPACING < 3" SOLE PLATE SEE SHEARWALL SCHED ADDED 2x BLOCKING WHERE PLATE FASTENER SPACING < 3 NAIL TO RIM JOIST W/ (6) 16d SIMPSON TRANSFER CLIPS SEE SHEARWALL SCHED (3)10d AT BLOCKING FLOOR SHEATHING SEE PLAN FLOOR JOIST SEE PLAN (2) 16d EA END OF BLOCKING SPACING MAX / 12 MIN 2x BLOCKING ©4'-0"OC DOUBLE TOP PLATE EXTERIOR WALL SECOND LAYER OF SHEATHING WHERE OCURS SEE PLAN WALL SHEATHING BOTH SIDES WHERE OCCURS PLATE FASTENER TO RIM JOIST STAGGER FASTENERS WHERE SPACING < 3" JOIST SPACING MAX / 12" MIN 2x BLOCKING AT 4'-0"OC (3) 10d TYP FLOOR JOIST SEE PLAN (2) 16d EA END 1 1/2" GLULAM BLKG DEPTH OF BLKG TO MATCH JOIST DEPTH ADDED 2x BLOCKING WHERE PLATE FASTENER SPACING < 3" SIMPSON TRANSFER CLIPS SEE SHEAR WALL SCHED DOUBLE TOP PLATE WALL SHEATHING BOTH SIDES WHERE OCCURS FLOOR JOIST PARALLEL TO STRUCTURAL WALL INTERIOR WALL STUD WALL, SEE PLAN WALL SHEATHING SEE SHEARWALL SCHEDULE JOIST SPACING MAX EDGE NAILING SEE SHEARWALL SCHEDULE JFLOOR SHEATHING SEE PLAN EDGE NAILING AT FLOOR DIAPHRAGM IN LIEU OF SIMPSON CLIPS EXTEND PLY 6" ABOVE PALTE AND EN TO RIM EDGE NAILING AT SEE SHEAR WALL SCHED WALL SHEATHING SEE SHEARWALL SCHEDULE STUD WALL, SEE PLAN STUD WALL, SEE PLAN WALL SHEATHING SEE SHEARWALL SCHED EDGE NAILING SEE SHEARWALL SCHED FLOOR DIAPHRAGM EDGE NAILING SEE PLAN 1 1/2" GLULAM RIM JOIST DEPTH OF RIM TO MATCH JOIST DEPTH (SEE NOTE) EDGE NAILING SEE SHEARWALL SCHED WALL SHEATHING SEE SHEARWALL SCHED STUD WALL, SEE PLAN SECOND LAYER OF SHEATHING WHERE OCCURS SEE PLAN PLATE FASTENER TO RIM JOIST/BLOCKING. STAGGER FASTENERS WHERE SPACING < 3" SOLE PLATE SEE SHEARWALL SCHED ADDED 2x BLOCKING WHERE PLATE FASTENER SPACING < 3" OC NAIL TO RIM JOIST W/ (6) 16d SIMPSON TRANSFER CLIPS SEE SHEARWALL SCHED FLOOR SHEATHING, SEE PLAN FLOOR JOIST SEE PLAN DOUBLE TOP PLATE SECOND LAYER OF SHEATHING WHERE OCURS SEE PLAN EXTERIOR WALL SECOND LAYER OF SHEATHING WHERE OCCURS SEE PLAN 1'-0" LAP w/ WEB FILLER WHERE OCCURS FACE NAIL w/ (4) 16d FLOOR JOIST, SEE PLAN iL 11r, : AES pervoi I i ,I I ADDED 2x BLOCKING WHERE PLATE FASTENER SPACING < 3" 1 1/2" GLULAM BLKG DEPTH OF BLKG TO MATCH JOIST DEPTH SIMPSON TRANSFER CLIP SEE SHEARWALL SCHED SECOND LAYER OF SHEATHING WHERE OCCURS SEE PLAN NOTE: USE DBL RIM JOIST AT 2x6 WALL ABOVE USE SINGLE RIM JOIST AT 2x4 WALL ABOVE NTS STUD WALL, SEE PLAN WALL SHEATHING SEE SHEARWALL SCHED EDGE NAILING SEE SHEARWALL SCHED FLOOR SHEATHING SEE PLAN SIMPSON TRANSFER CLIP SEE SHEARWALL SCHED EDGE NAILING SEE SHEARWALL SCHED DOUBLE TOP PLATE WALL SHEATHING SEE SHEARWALL SCHED STUD WALL, SEE PLAN INTERIOR WALL FLOOR JOIST PERPENDICULAR TO STRUCTURAL WALL NTS 1 3/4" TYP DOUBLE MEMBER LVL TYP TRIPLE MEMBER MULTIPLE MEMBER (3) ROWS 16d@12"OC EA SIDE ALTERNATE: (2) ROWS SIMPSON SDS 1/4x4-1/2 @16"OC EA SIDE 5/8"0 BOLTS @24"OC STAGGERED 12"OC ALTERNATE: (2) ROWS SIMPSON SDS 1/4x6 016"OC EA SIDE MULTIPLE LVL/LSL C11) CONNECTIONS FLOOR JOIST SEE PLAN NTS STUD WALL, SEE PLAN WALL SHEATHING SEE SHEARWALL SCHEDULE (2) ROWS OF FLOOR DIAPHRAGM EDGE NAILING AT JOINT FLOOR SHEATHING SEE PLAN 1 1/2" GLULAM RIM JOIST DEPTH OF RIM TO MATCH JOIST DEPTH ADDED 2x BLOCKING WHERE PLATE FASTENER SPACING < 3" SIMPSON TRANSFER CLIPS SEE SHEAR WALL SCHED DOUBLE TOP PLATE WALL SHEATHING BOTH SIDES WHERE OCCURS FLOOR JOIST SEE PLAN IN LIEU OF SIMPSON CLIPS EXTEND PLY 6" ABOVE PALTE AND EN TO RIM EDGE NAILING AT SEE SHEAR WALL SCHED WALL SHEATHING SEE SHEARWALL SCHEDULE STUD WALL SEE PLAN 10 INT STRUCT WALL - FLOOR JOISTS BOTH DIR NTS (2) ROWS 16d — @12"OCEA SIDE 2x JOIST TYP DOUBLE JOIST MULTIPLE JOISTS TRIPLE JOIST (3) ROWS 16d @12"OC EA SIDE 5/8"0 BOLTS @32"OC STAGGERED 16"OC ALTERNATE: SIMPSON SDS 1/4x4 1/2 @24"OC EA SIDE (4 PLY) SIMPSON SDS 1/4x6 @ 24" OC EA SIDE (5 PLY) 7 1 MULTIPLE JOIST CONNECTIONS PLYWOOD SHEATHING SEE PLAN 13" CS16 20" CMSTCI6 NTS Mount on Top Where No Post or Wall Occurs Above Use CS16 for < 3-1/2" —� CMSTCI6 > 3-1/2" SILL PLATE (6) POST ABOVE - SEE PLAN BEAM SEE PLAN ROOF OR FLOOR JOISTS SEE PLAN (2) 2x CONT PLATES ADDED STUD STUDS - SEE SCHED AT 16" OC 16d AT 12"OC FOR 2x STUDS, 20d AT 12"OC FOR 3x STUDS POST BELOW - SEE PLAN OR SCHED EQUAL OR GREATER THAN BEAM WIDTH ABOVE (ADD STUDS AS REQ'D) TYP POST IN STUD WALL AT BEAM NTS 40% STUD WIDTH SIMPSON SS OR HSS REPAIR SHOE WHEN NOTCHES OR BORES EXCEED DIMENSIONS SHOWN 25% STUD 40% STUD WIDTH WIDTH /8" MIN 60% STUD WIDTH -- W/ DOUBLED STUDS 2 SUCCESSIVE PAIRS ONLY 8" MIN BEARING WALL NON-BEARING WALL NOTES: 1. BORED HOLES SHALL NOT BE LOCATED AT THE SAME SECION OF STUD AS A CUT OR NOTCH. 2. APPROVED STUD SHOES MAY BE USED WHEN INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS LIMITS ON NOTCH AND BORING IN STUDS SUPPORT SPAN/4 NO HOLES SPAN SPAN/2 NO HOLES NTS SUPPORT SPAN/4 NO HOLES • SPAN/3 CO Z it NO NOTCHING SPAN/3 NOTE: 1. CENTER PENETRATION SHALL BE LOCATED AT MID -DEPTH OF BEAM 2. ONLY ONE JOIST NOTCH ALLOWED PER BEAM 3. NOTIFY ENGINEER FOR REVIEW FOR ANY PENETRATION THAT DOES NOT MEET THE REQUIREMENTS NOTED ABOVE. WOOD JOIST & BEAM NOTCH & HOLE DIAGRAM (4) 10d TYP AT BLOCKING JOIST, SEE PLAN BEAM - SEE PLAN FLOOR OR ROOF SHEATHING - SEE PLAN SIMPSON CC OR ECC CAP 2x BLOCKING EA SIDE AT POST POST - SEE PLAN TYP POST TO BEAM PARALLEL TO JOISTS NTS BEAM SEE PLAN SIMPSON ECCQ POST CAP WOOD POST SEE PLAN END OF BEAM SIMPSON STRAP EA SIDE WHERE OCCURS CENTER SPLICE ABOVE POST WHERE OCCURS 1111111 111.1111111111111111111111111111-111 • 1 1111111111111111111111111 SIMPSON CCQ POST CAP TYP WOOD POST SEE PLAN AT SPLICE/CONT BEAM TYP BEAM TO POST DETAILS NTS POST BELOW WHERE OCCURS 1 CONTINUOUS BEAM SEE PLAN I1t • POST BELOW WHERE OCCURS SIMPSON GLS HANGER (ABV) & SIMPSON CC CAP (BLW) A UNO PLANA BEAM EA SIDE SEE PLAN CONTINUOUS BEAM POST BELOW SEE PLAN WHERE OCCURS IF° IIIISLAW CONT BEAM WHERE OCCURS • PLAN SIMPSON GLT HANGER (ABV) & SIMPSON CC CAP (BLW) UNO BEAM EA SIDE SEE PLAN SIMPSON HANGER BEAM, SEE PLAN 1 BEAM, SEE PLAN RAL14. • PLAN C ....,rin BEAM BEAM SEE PLAN - SEE PLAN POST SIMPSON CCQ SEE PLAN OR BCCQ CAP SECTION A -A TYP GLULAM/SCL BEAM TO POST CONNECTION TAILS SIMPSON OFFSET GLT HANGER & SIMPSON ECC CAP (BLW) UNO BEAM EA SIDE SEE PLAN 1—REVIEWED FOR CODE COMPLIANCE APPROVED MR 1 2011 NTS City of Tukwila 8U%LDL G DIVISION NTS SUPPORT 8xHOLE DIA (MIN WJWM 0.9 2010 SPAN/4 . SPAN SPAN/2 SUPPORT SPAN/4 co J 1 x HOLE DI (MIN) MIL 'NW\ I WI M 1Z,.\ MiNNI ow o WO o d va MAX HOLE DIAMETER = SMALLER OF 1 1/2" OR DI10 NOTE: 1. CENTER PENETRATION SHALL BE LOCATED AT MID -DEPTH OF BEAM 2. ONLY ONE JOIST NOTCH ALLOWED PER BEAM 3. NOTIFY ENGINEER FOR REVIEW FOR ANY PENETRATION THAT DOES NOT MEET THE REQUIREMENTS NOTED ABOVE. 4. MAXIMUM NUMBER OF HOLES = SPAN/5 GLULAM BEAM NOTCH &HOLE DIAGRAM NTS —J <co 0 rn Z J J (f) Q � Q J re; J c� N F- 11/04/2017 Revision Number Revision Description Revision Date Revision Schedule 1603 116th Ave NE Suite # 115 Bellevue, WA 98005 (714)336-4714 Client: SIGNATURE HOMES LLC RECEIVED CITY OF TUKWILA FEB 01 2017 PERMIT CENTER Drawn By: G. Merkel Date: 02/10/15 Scale: Sheet SD2 ,4111111111111111111111 BCDL+BCLL BCLL = 10 psf NON—CONCURRENT WITH ANY OTHER LIVE LOAD P.E.N. F.N. F.N. PLN. ADD SND F NO EXTERIOR A.P.A. SHEATHING NAILING NOTATIONS: P.E.N. = PANEL EDGE NAIUNG PLN. = PLATE NAIUNG F.N. = FIELD NAILING SCALE: 3/4" = PLN. NOTE: NAILING SHALL BE PER PLAN AND SHEARWALL SCHEDULE. ROOF/FLOOR JOIST TYP SIMPSON CLIP TYP SEE SHEARWALL SCHED FOR SPACING PLAN ELEVATION SHEARWALL SHEATHING - SEE SCHED SIMPSON CLIPS TYP BLOCKING TYP DBL TOP PLATE BELOW JOIST TYP ROOF/FLOOR SHEATHING SEE PLAN ROOF/FLOOR DIAPHRAGM EDGE NAILING UNO FULL HEIGHT BLOCKING OR RIM JOIST - SEE CONN DETAIL AT JOIST DBL TOP PLATE WALL STUDS 6 TYP SHEARWALL BLOCKING NTS DETAIL TYPE A TYPE 8 TYPE C NOTES' 1. . ALL NAILS MUST PENETRATE AT LEAST 314 OF THE THICKNESS OF THE LAST LAMINATION. 2. ADJACENT NAILS ARE DRIVEN FROM OPPOSITE SIDE OF THE COLUMN. 3. REFER TO NDS 2001 FOR ALL OTHER REQUIREMENTS, 4. SIZES NOT SHOWN MUST USE SOLID POSTS OR EQUIVALENT LAMINATED POST. LAMINATED POST SCHEDULE POST SIZE POST ALT FASTNERS 1 DRAWING 4X4 (3)-2x4'S 30d's TYPE A2 4X6 (4)-2x4'S 60d's TYPE C2 6x6 (3)-4x6'S 30d's TYPE B2 12 TYP NAILING SCHEDULE FOR LAMINATED POST ALTERNATiiTi9ES NOTE: SEE ARCH. FOR STAIR DIMENSIONS AND BLOCKING REQUIREMENTS L = HORIZONTAL RUN 2X12 STRINGERS FOR L<84" 1.75X14 LVL STRINGERS FOR 8414.440" E -E --n-----T U I II ELEVATION AT WALL SCALE 3/4" = 1'-0" 0.148"X3.25" ® 4" O.C. STAGGERED A35 W = WIDTH (3) STRINGERS FOR W<42" (4) STRINGERS FOR 42"<W<48" k „A„ k STRAP ON TOP OF PLYWOOD TO JOIST / BLKG (SEE SCHEDULE FOR TYPE) TJI JOIST (WIDTH OF FLANGE TO MATCH WDITH OF STRAP) LVL RIM JOIST ON TOP OF WALL (WIDTH OF JOIST TO MATCH WIDTH OF STRAP) WALL PLYWOOD SHEATHING - WHERE OCCURS STRAP PARALLEL TO JOIST 11 t:.i 1 I I ADD (3) A35 AT EACH BLKG IN ADDITION TO TYP WHERE STRAP OCCUR TJI JOIST 3x4 FLAT BLKG AT STRAP LVL BLOCKING ABOVE WALL (1MDTH OF BLKG TO MATCH WIDTH OF STRAP) PLYWOOD SHEATHING WHERE OCCURS WALL STRAP PERPENDICULAR TO JOIST 0191 NP STRAP CONNECTION FOR BEAM ABOVE DBL TOP PLATE STRAP SCHEDULE TYPE DIMENSION "A" DIMENSION "B" SIMPSON MODEL No. NAIL NAIL SPACING REMARKS O 11" 11" CS18 10d PER MANUF RECCOMMENDATIONS REMARKS O 13" 13" CS16 10d PER MANUF RECCOMMENDATIONS REMARKS Q 16" 16" CS14 10d PER MANUF RECCOMMENDATIONS REMARKS O 36" 36" CMST14 16d PER MANUF RECCOMMENDATIONS REMARKS NOTES: 1. STRAP SHOWN ON PLAN AS: � O � 2. WIDTH OF JOIST/BLOCKING BELOW STRAP MUST MATCH WDTH OF SIMPSON STRAP REQUIRED. NTS UNINHABITABLE ATI1C WITHOUT STORAGE ATTIC AREAS WHERE THERE ARE NOT 2 OR MORE ADJACENT TRUSSES WITH SAME WEB CONFIGURATION CAPABLE OF CONTAINING A RECTANGLE 42" HIGH BY 24" WIDE OR GREATER LOCATED WITHIN PLANE OF TRUSS. NOTE: TRUSS MANUF. SHALL INSTALL A FILL PIECE IN FIELD TO AVOID ATTIC FREE SPACE OF 42" HIGH X 24" WIDE. UNINHABITABLE ATTIC WITH LIMITED STORAGE TCDL+TCLL 111111111111111111111111 STAPLED FILL ROOF TRUSS TCDL+TCLL 11111111111111111111111 ATTIC AREAS WHERE THERE ARE 2 OR MORE ADJACENT TRUSSES WITH SAME WEB CONFIGURATION CAPABLE OF CONTAINING A RECTANGLE 42" HIGH BY 24" WIDE OR GREATER LOCATED WITHIN PLANE OF TRUSS. RECTANGLE SHALL FIT BETWEEN TOP OF B.C. AND BOTTOM OF ANY OTHER TRUSS MEMBER PROVIDED THAT EACH OF FOLLOWING CRITERIA IS MET: i. ATTIC AREAS ACCESSIBLE BY PULL—DOWN STAIRWAY OR FRAMED OPENING. ii. TRUSS SHALL HAVE A B.C. PITCH LESS THAN 2:12. iii. TRUSS B.C. SHALL 8E DESIGNED FOR GREATER OF ACTUAL IMPOSED DL °,m,'�ac OR 10 psf UNIFORMLY DISTRIBUTED OVER ENTIRE SPAN. TRUSS LL=20 1111111,11111,1111111111 BCDL 10 psf MIN. 1 AT WALLS WHERE "I -I" EXCEEDS 10'-0", PROVIDE (1)ADDED FULL HEIGHT STUD AT EACH SIDE OF OPENINGS. PROVIDE (2) ADDED FULL HEIGHT STUDS EACH SIDE WHERE 'W' EXCEEDS 6'-0" (2) 2x TOP PLATES CONT TYP 16d @6"OC STAGGERED ADDED STUD ES FOR OPENING W>5'-9" WINDOW (-- CONDITION — 2x CRIPPLES WI 16d ©8"OC 11W I __P1I _.1I 1I 71 II 1 _ 11 II II I. II _II _.I_ SIMPSON A-35 CLIPS TOP & BOTTOM AT EXT WALLS WI "W'>4'-0" AND INT WALL WI "W'>8'-0" HEADER ABOVE OPENING TYP - TOP PLATES SPLICE - SEE TOP PLATE TYP DETAIL (4) 16d EA STUDS © 16"OC TYP UNO (SEE STUD SCHEDULE FOR STUD SIZE) END' SOLID BLOCKING (TO MATCH STUD SIZE) AT STUDS OVER 10'-0" HIGH (AT MID -HEIGHT, CONTINUOUS) INSIDE DOUBLE STUDS W/ 16d CO 12"OC TYPICAL STUD WALL FRAMING ELEVATION HEADER PER SCHED 1 rI L CONT SINGLE TOP PLATE SPLICE 4'-0" MIN FROM EDGE OF OPENING W/ NAIL SIZE AND SPACING PER 'TOP AND BOTTOM PLATE OF STUD WALL" TOP OF PLATE C3� AS REQUIRED PER ARCH DESIGN RAISED HEADER TYPICAL DETAIL ,,v—,✓low,., goo ,.w,ILA/ - O !KAY L 1b MP 11 V ,TMP r r r 1 t r- 1 II 1 I' —I .....• .....I 11.11. \ /`'.* \ / /\ ....... / \ ..... _ I I re J L or. l T Il NTS DES OF WALL TOP OF PLATE NTS BLOCKING OR RIM FLOOR SHEATHING SEE PLAN 4'-0" UNO ON PLAN VERIFY SECTION E -E AT WALL 4'-0" TYP CS16 COIL STRAP W/ 10d NAILS ©4"OC STAGGERED UNO OR SEE STRAP SCHEDULE FLOOR DIAPHRAGM PANEL EDGE NAILING - SEE PLAN SIMPSON A35 3 JOIST BAYS MIN 16d ( 8"OC STAGGERED UNO STRUCTURAL WALL (3) 16d NAILS 20d NAIL (TTL 3 NAIL) MULTI 2x STUDS OR SINGLE POST - SEE PLAN OPENING P 111 a FLOOR JOIST, TYP BEAM, SEE PLAN JOIST HANGER , TYP SEE PLAN TYP STRAP CONNECTION FOR BEAM ABOVE DBL TOP PLATE REVIEWED FOR CODE COMPLIANCE APPROVED MAR 16 2011 City of Tukwila BUILDING DIVISION NTS NAIL SYMM ABOUT SPLICE 1' (12) 16d 1 4" 4" 4" 4" 4" 4" UPPER PLATE SPLICE --\1 "1° dr UPPER PLATE i 16d AT 16"oc TYPICAL NOTE: LOCATE PLATE SPLICES OVER STUDS, TYPICAL STUD TYP k —1\^ LAP 4'-0" MIN ADD MSTA36 AT SHEAR WALL UPPER AND LOWER PLATES �— LOWER —fir— PLATE LOWER PLATE SPLICE MSTC40 ES OF PL. 3"x16GA STRAP EXTEND 24" PASS CUT AT MULTIPLE PENETRATIONS SOLID BLKG AT ES OF DUCT DUCT PENETRATION ELEVATION - STUD WALL TOP PLATE SPLICES NOTES: 1. APPLY DETAIL TO WOOD PLATES OF ALL STRUCTURAL STUD WALLS, 2. BEFORE PLACING BOLTS, CHECK LOCATIONS OF ALL POST, MULLIONS, STUDS, ETC. TO INSURE THAT SUCH WILL NOT FALL AT BOLT LOCATION. 3. 3x SILL IS REQUIRED AT SHEAR WALL. USE 2x SILL ELSEWHERE AT CONTRACTORS OPTION. PRESSURE TREATED SILL PLATE TYPICAL - SEE SCHED SPACING SEE SHEAR WALL SCHED 4 1/2" MIN (4'-0" MAX SPACING AT BEARING WALLS 9" MAX ONLY)TWO BOLTS MIN PER SILL BUTT ENDS OF SILL SILL PLATE PER SHEARWALL SCHED PLAN - SILL PLATE TOP OF CONC 3'x3'x1/4" PL WASHER REQ'D HOLE IN PLATE WASHER IS PERMITTED TO BE DIAGONALLY SLOTTED W/ A WIDTH OF UP TO 3/16" LARGER THAN THE BOLT DIAMETER AND A SLOT LENGTH NOT TO EXCEED 1 3/4", PROVIDED A STANDARD CUT WASHER IS PLACED BETWEEN THE PLATE WASHER AND THE NUT. • IJUM 092018 FASTEN PLATES TOGETHER W/ 10d© 6"OC STAGGERED SILL PLATE PER SHEAR WALL SCHED NOTE #4 BOLTS - SEE SHEAR WALL SCHEDULE SINGLE SILL PLATE DETAIL TOP AND BOTTOM PLATES OF STUD WALL SEE TYPICAL STUD WALL DETAIL FOR INFORMATION NOT NOTED. OPENINGS DO NOT APPLY TO WINDOW OR DOOR OPENINGS UNLESS SPECIFICALLY NOTED ON PLAN OR DETAILS. 6"x6" OPENING OR LESS IN PLY 0 0) 0 w SIDE OF OPENING INDICATES STUD, TYP DETAIL A -A 4 PROVIDE DOUBLE STUDS AT EACH SIDE OF OPENING W/ EN TYP HEADER - SEE TYPICAL DETAIL TOP OF CONC BOLTS - SEE SHEAR WALL SCHEDULE DOUBLE SILL PLATE DETAIL SECTION A -A EDGE NAILING -SEE SHEAR WALL SCHEDULE — PLYWOOD SHEET TYPICAL IT TI- II h• 1 t• SIMPSON CMST12 STRAP X (2'-0" + OPENING WIDTH) r AT EQUAL SPAN TYP TOP & BOT OF OPENING 1. L -I- -_ -_�` I- -_ -_1 r•I �,1 I 1 \ f 11 1 1 1. I 3x OR 12) 2x BLOCKIN\ 1•• 1`1 I� 11 I �•I I I I I \ I-• LI I� 'fes L _ I L _11_ Ili_ _ _LI _IL I 1 4 I I1 4 — ►_, 1 • 16d NAILS TYP NTS BLOCKING TO MATCH STUD SIZE W/ PLY EN TO BLOCKING TYP. PROVIDE 3x STUDS OR BLOCKING AT ADJOINING PANEL EDGES WHERE REQ'D. SEE SHEAR WALL SCHED DOUBLE 2x TOP PLATES TOP OF WALL EDGE NAIL PLYWOOD TO POST FULL HEIGHT, TYP STUDS © 16"OC TYP 12"X12" OPENING 12"x12" MAX OPENING (PROVIDE BLOCKING AT ALL EDGES AND EN ALL AROUND OPENING) BLOCKING MEMBERS TO MATCH STUD SIZE TYP (SEE DETAIL A -A FOR OPENING 6'x6"& SMALLER) POST AT END OF WALL • SEE PLAN AND HOLDOWN SCHEDULE 2'-0' Wx 5'-8" MAX OPENING W/ EN ALL AROUND OPENING. PROVIDE BLOCKING ALONG T&B OF OPENING (BLOCK ENTIRE WALL FOR WALL LENGTH LESS THAN 6 TIMES OF OPENING WIDTH, OTHERWISE PROVIDE BLOCKING FOR A MIN OF 6 TIMES THE OPENING WDTH) TYP WOOD SHEARWALL ELEVATION — WHERE HORIZ JOINTS REQ'D, BLOCK ALL PLYWOOD EDGE JOINTS, TYP OCCUR EN - SEE SHEARWALL SCHED HOLDOWN - SEE PLAN FOR LOCATION AND TYPE TO FLOOR OF CONC PAlt TUKWILLA SHAGLANI/JOHAL 2914 S 135TH ST, TUKWILLA WA 98168 11/04/2017 Revision Number Revision Description Revision Date Revision Schedule 1603 116th Ave NE Suite # 115 Bellevue, WA 98005 (714)336-4714 Client: SIGNATURE HOMES LLC RECEIVED CITY OF TUKWILA FEB 01 2017 PERMIT CENTER Drawn By: G. Merkel Date: 02/12/15 Scale: 3/4" =11-0" Sheet SD3 CRITERIA 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE LATEST EDITION OF THE INTERNATIONAL RESIDENTIAL CODE. (IRC2015) 2. DESIGN LOADING CRITERIA FLOOR LIVE LOAD (RESIDENTIAL) FLOOR LIVE LOAD (RESIDENTIAL DECKS) FLOOR LIVE LOAD (RESIDENTIAL BALCONIES) SNOW LOAD WIND EARTHQUAKE CALCULATION METHOD PER 12.8 ASCE7 & SEC. 1613.5 IBC LATERAL SYSTEM LIGHT FRAMED SHEAR WALLS SEISMIC DESIGN BASE SHEAR 40 PSF 40 PSF 60 PSF 25 PSF (Pf) SEC 6.4 METHOD 1 ASCE7 IMPORTANCE FACTOR 1.00 115 MPH BASIC WIND SPEED EXPOSURE 'B' WIND HORIZ. 16.00 PSF WIND VERT. 16.00 PSF S. DESIGN CAT. D Ss Acc. %g 1.31 31 Acc. %g 0.51255 RES COEF Sd1 0.3618 RES COEF Sds 0.871 RESPONSE FACTOR 6.5 V 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY THE ARCHITECT OF ANY DISCREPENCIES PRIOR TO CONSTRUCTION. 4. THE CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDLINES ONLY AND MUST BE VERIFIED PRIOR TO CONSTRUCTION. 5. THE CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AND/OR SHORING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL OF THE SAFETY PRECAUTIONS AND METHODS, TECHNIQUES, SEQUENCES, OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTORS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL, AND/OR RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND/OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. OWNER/CONTRACTOR INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND THE STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION AND/OR ONSTRUCTION. CHANGES SHOWN ON THE SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR SCOPE TO THE DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. 9. 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. 10. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND THE STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. CONNECTOR PLATE WOOD ROOF AND FLOOR TRUSSES - GLUE LAMINATED MEMBERS MANUFACTURED LUMBER (PSL,S,LSL,S,LVL,S) PLYWOOD WEB JOISTS HARDWARE AND CONNECTORS 11. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES WILL NOT BE REVIEWED BY THE ARCHITECT AND/OR THE ENGINEER OF RECORD. THEREFORE MUST BE VERIFIED BY THE CONTRACTOR FOR ACCURACY. THE CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY THE ARCHITECT AND/OR ENGINEER OF RECORD. THE CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES, AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO.SUBMITTALS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED WITHIN TWO WEEKS OF RECEIPT WITH A NOTATION INDICATING THAT THE SUBMITTAL HAS BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE STRUCTURE. THE SUBMITTED ITEMS SHALL NOT BE INSTALLED UNTIL THEY HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. SHOP DRAWING SUBMITTALS PROCESSED BY THE ARCHITECT AND/OR ENGINEER OF RECORD ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ARCHITECT AND/OR ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND FABRICATION METHODS. IF DEVIATIONS, DISCREPENCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. 12. SHOP DRAWINGS OF DESIGN BUILD COMPONENTS INCLUDING CURTAIN WALL SYSTEMS, SKYLIGHT FRAMES, PREFABRICATED STAIR SYSTEMS, AND EXTERIOR CLADDING SHALL INCLUDE THE DESIGNING PROFFESIONAL ENGINEER'S STAMP, STATE OF WASHINGTON AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO REVIEW OF THE ARCHITECT OR ENGINEER OF RECORD FOR GENERAL CONFORMANCE WITH THE DESIGN OF THE STRUCTURE.THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARYCONNECTIONS NOT SPECIFICALLY CALLED OUT ON THE ARCHITECTURAL AND/OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL DESIGN LOADS IMPOSED ON THE BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE AVAILABLE UPON REQUEST. GEOTECHNICAL 1. FOUNDATION NOTES: ALLOWABLE SOIL PRESSURE AND LATERAL EARTH PRESSURE ARE ASSUMED AND THEREFORE MUST BE VERIFIED BY A QUALIFIED SOILS ENGINEER OR APPROVED BY THE BUILDING OFFICIAL. IF SOILS AND SITE CONDITIONS ARE DETERMINED TO BE OTHER THAN WHAT IS ASSUMED, THE STRUCTURAL ENGINEER SHALL BE NOTIFIED WITH THE GEOTECHNICAL RESULTS WHICH SUPPORT THE FOUNDATION DESIGN. 2. FOUNDATION EXCAVATION SHALL BE KEPT FREE OF LOOSE MATERIAL AND STANDING WATER PRIOR TO PLACEMENT OF ANY CONCRETE. 3. ALL LOOSE.AND FILL DIRT, INCLUDING BACKFILL BEHIND WALLS, SHALL BE COMPACTED TO AT LEAST 90 PERCENT MAXIMUM DENSITY UNLESS OTHERWISE NOTED ON THE DRAWINGS OR SPECIFICATIONS. 4. FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH AT LEAST 18" BELOW ADJACENT FINISHED GRADE. UNLESS OTHERWISE NOTED, FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE. 5. CONTRACTOR TO PROVIDE FOR DE -WATERING OF EXCAVATIONS FROM EITHER SURFACE WATER, GROUND WATER OR SEEPAGE. 6. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING, GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE. ALLOWABLE SOIL PRESSURE (DESIGN) LATERAL EARTH PRESSURE (RESTRAINED/UNRESTRAINED) COEFFICIENT OF FRICTION 2000 PSF 55 PCF/35 PCF 0.35 CONCRETE 1. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1905, 1906, AND ACI 301, INCLUDING TEST PROCEDURES. CONCRETE SHALL ATTAIN A 28 DAY STRENGTH OF f'c = 3000 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5-1/2 SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5 INCHES OR LESS. STRUCTURAL DESIGN IS BASED ON A CONCRETE STRENGTH OF fc = 2500 PSI, NO CONCRETE STRENGTH TESTING IS REQUIRED. ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR -ENTRAINED WITH AN AIR ENTRAINING AGENT CONFORMING TO ASTM C260, C494, AND CC618. TOTAL AIR CONTENT FOR FRONT RESISTENT CONCRETE SHALL BE IN ACCORDANCE WITH ACI 318, SECTION 4.2.1. 2. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT 31). GRADE 40, fy = 40000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY SO NOTED ON THE DRAWINGS SHALL BE GRADE 60 fy = 60000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185. 3. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE WITH ACI 315-92 AND 318-05. LAP ALL CONTINUOUS REINFORCEMENT #6 AND SMALLER 40 BAR DIAMETERS OR 24 INCHES MINIMUM. PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP CORNER BARS #5 AND SMALLER 40 BAR DIAMETERS OR 24 INCHES MINIMUM. LAP OF LARGER BARS SHALL BE MADE IN ACCORDANCE WITH ACI 318-05, CLASS B. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8 INCHES AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLSO DETAILED AND/OR APPROVED BY THE STRUCTURAL ENGINEER. 4. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTING AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3 INCH FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#6 BARS OR LARGER) 2 INCH FORMED SURFACES EXPOSED TO EARTH OR WEATHER (#5 BARS OR SMALLER) 1-1/2 INCH COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1-1/2 INCH SLABS AND WALLS (INTERIOR FACE) GREATER OF BAR DIAMETER PLUS 1/8 OR 3/4 INCH 5. DRY PACK UNDER BASE PLATES. 6. CAST -IN PLACE CONCRETE: REFER TO ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENING THROUGH CONCRETE WALLS AND SLABS. REFER TO ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. BOTH CAST -IN-PLACE AND PRECAST. ANCHORAGE 1. EXPANSION BOLTS INTO CONCRETE AND CONCRETE MASONRY UNITS SHALL BE STRONG BOLT ANCHORS AS MANUFACTURED BY THE SIMPSON STRONG -TIE COMPANY 'OR AN APPROVED EQUAL' AND INSTALLED IN STRICT CONFORMANCE TO ICC -ES REPORT NUMBER ESR -1771, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. 2. EPDXY-GROUTED ITEMS (THREADED RODS OR REINFORCING BARS) SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED USING 'SET -XP' EPDXY ADHESIVE AS MANUFACTURED BY THE SIMPSON STRONG - TIE COMPANY. INSTALL IN STRICT ACCORDANCE WITH ICC -ES REPORT NO. ESR -2506. SPECIAL INSPECTION OF INSTALLATION IS REQUIRED. RODS SHALL BE ASTM A-36 UNLESS OTHERWISE NOTED. STRUCTURAL STEEL AND WELDING 1. ALL WORK SHALL COMPLY WITH 'AISC SPECIFICATIONS FOR THE DESIGN, FABRICATION AND EFOF,TION STRUCTURAL STEEL FOR BUILDINGS'. 2. STRUCTURAL STEEL SHALL CONFORM TO ASTM A-992, GRADE 50. STEEL PLATES SHALL CONFORM TO ASTM A-36. 3. PIPE COLUMNS SHALL CONFORM TO ASTM A-53, GRADE 'B' WITH SULPHUR CONTENT NOT TO EXCEED 0.05% ENDS SHALL BE SAWCUT SQUARE FOR TRUE BEARING. 4. TUBE COLUMNS SHALL CONFORM TO ASTM A-501 OR A-500, GRADE 'B'. 5. BEAM CONNECTIONS SHALL COMPLY WITH 'FRAMED BEAM CONNECTIONS' A.I.S.C. PART 4, TABLE 1, USING ASTM A307 BOLTS (M.B.) UNLESS OTHERWISE NOTED. 6. ALL WELDING SHALL BE BY ELECTRONIC ARC PROCESS AND SHALL COMPLY WITH A.W.S. SPECIFICATIONS FOR WELDING AND FABRICATION. 7. WELDING SHALL BE PERFORMED BY CERTIFIED OPERATORS IN A SHOP LICENSED BY THE LOCAL AUTHORITY. 8. LOW HYDROGEN ELECTRODES SHALL BE USED WHEREVER REINFORCING STEEL IS WELDED. 9. UNLESS OTHERWISE SHOWN STRUCTURALS. / 1/4 V SHALL BE THE MINIMUM WELD FOR All 10. ALL BUTT WELDS SHALL BE FULL PENETRATION UNLESS OTHERWISE DETAILED ON THE PLANS. 11. A CERTIFICATE OF FABRICATION FROM THE SHOP PERFORMING WELDING OR A REPORT FROM THE SPECIAL MUST BE FURNISHED TO THE JOB INSPECTOR PRIOR TO FRAMING APPROVAL. 12. HIGH STRENGTH BOLTS WERE INDICATEDON THE PLANS OR DETAILS SHALL CONFORM TO ASTM A-325 OR ASTM A-490 (FRICTION TYPE) AND THERE SHALL BE NO PAINT, OIL, LACQUER OR GALVANIZING BETWEEN THE CONTACT SURFACES. 13. HIGH STRENGTH BOLTS SHALL HAVE LOAD LOAD INDICATOR WASHERS TO SERVE AS A DIRECT TENSION INDICATOR. INSTALLATION OF HIGH STRENGTH BOLTS SHALL REQUIRE SPECIAL INSPETION BY A DEPUTY INSPECTOR. 14. ALL STRUCTURAL FIELD WELDING, INCLUDING WELDING OF REINFORCING STEEL SHALL HAVE A SPECIAL INSPECTION. 15. ALL WELDED STUDS SHALL CONFORM TO ASTM A-108 WITHMINIMUM ULTIMATE STRENGTH OF 60000 PSI. 16. ALL STRUCTURAL STEEL MUST BE FABRICATED IN AN APPROVED LICENSED FABRICATOR SHOP BY THE GOVERNING AGENCY. 17. WELDING MUST BE PROVIDED BY WABO-CERTIFIED WELDERS WOOD 1. FRAMING LUMBER SHALL BE KILN DRIED OR MC -A9, AND GRADED AND MARKED IN CONFORMANCE WITH W.C.L.B. STANDARD GRADING RULES FOR WEST COAST LUMBER NO.17. FURNISH TO THE FOLLOWING MINIMUM STANDARDS: JOISTS (2X & 3X MEMBERS) AND BEAMS: MINIMUM BASE VALUE, Fb = 850 PSI (4X MEMBERS) MINIMUM BASE VALUE, Fb = 900 PSI BEAMS: (INCL. 6X AND LARGER) MINIMUM BASE VALUE, Fb = 875 PSI HEM -FIR NO.2 DOUG FIR -LARCH NO.2 DOUG FIR -LARCH NO.2 POSTS: (4X MEMBERS) DOUG FIR -LARCH NO.2 MINIMUM BASE VALUE, Fb = 1350 PSI (6X MEMBERS) DOUG FIR -LARCH NO.2 MINIMUM BASE VALUE, Fb = 600 PSI STUDS, PLATES DOUGLAS -FIR -LARCH OR HEM -FIR NO.2 & MISC. FRAMING: 2. GLUED LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND AITC STANDARDS. EACH MEMBER SHALL BEAR AN A.I.T.C. IDENTIFICATION MARK AND SHALL BE BY AN A.I.T.C. 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=2,400 PSI, Fv = 240 PSI. CAMBER ALL SIMPLE SPAN GLULAM BEAMS TO 3,500' RADIUS, UNLESS SHOWN OTHERWISE ON THE PLANS. 3. MANUFACTURED LUMBER, PSL, LVL, AND LSL, SHALL BE MANUFACTURED UNDER A PROCESS APPROVED BY THE NATIONAL RESEARCH BOARD. EACH PIECE SHALL BEAR A STAMP OR STAMPS NOTING THE NAME AND PLANT NUMBER OF THE MANUFACTURER, THE GRADE, THE NATIONAL RESEARCH BOARD NUMBER, AND THE QUALITY CONTROL AGENCY. ALL PSL, LVL, AND LSL LUMBER SHALL BE MANUFACTURED IN ACCORDANCE WITH ICC -ES REPORT ESR -1387 USING DOUGLAS FIR VENEER GLUED WITH A WATERPROOF ADHESIVE MEETING THE REQUIREMENTS OF ASTM D2559 WITH ALL GRAIN PARALLEL WITH THE LENGTH OF THE MEMBER, THE MEMBERS SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: PSL (2.0E) Fb = 2900 PSI, E = 2000 KSI, Fy = 290 PSI LVL (1.9E) Fb = 2600 PSI, E = 1900 KSI, Fy = 285 PSI LSL (1.55E) Fb = 2325 PSI, E = 1550 KSI, Fy = 310 PSI DESIGN SHOWN ON THE PLANS IS BASED ON LUMBER MANUFACTERED BY THE TRUS-JOIST CORPORATION. ALTERNATE MANUFACTURERS MAY BE USED IN LIEU OF SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER, ALTERNATE JOIST HANGERS AND OTHER HARDWARE MAY BE SUBSTITUTEDFOR ITEMS SHOWN PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD LOAD CAPACITIES. ALL JOIST HANGERS AND OTHER HARDWARE SHALL BE COMPATIBLE IN SIZE WITH MEMBERS PROVIDED. MANUFACTURED LUMBER PRODUCTS SHALL BE INSTALLED WITH A MOISTURE CONTENT OF 12 PERCENT OR LESS. THE CONTRACTOR SHALL MAKE PROVISIONS DURING CONSTRUCTION TO PREVENT THE MOISTURE CONTENT OF INSTALLED BEAMS FROM EXCEEDING 12 PERCENT. EXCESSIVE DEFLECTIONS MAY OCCUR IF MOISTURE CONTENT EXCEEDS THIS VALUE. 4. PREFABRICATED PLYWOOD WEB JOIST DESIGN SHOWN ON THE PLANS IS BASED ON JOISTS MANUFACTURED BY THE TRUS-JOIST CORPORATION. ALTERNATE PLYWOOD WEB JOIST MANUFACTURERS MAY BE USED IN LIEU OF SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. ALTERNATE JOIST HANGERS AND OTHER HARDWARE MAY BE SUBSTITUTED FOR ITEMS SHOWN PROVIDED THEY HAVE I.C.B.O. APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. ALL JOIST HANGERSAND OTHER HARDWARE SHALL BECOMPATIBLE IN SIZE WITH PLYWOOD WEB JOIST PROVIDED. 5. PREFABRICATED CONNECTOR PLATE WOOD ROOF AND FLOOR TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE WITH THE "NATIONAL DESIGN STANDARD FOR METAL PLATE- CONNECTED WOOD TRUSS CONSTRUCTION. ANSI/TPI 1" BY THE TRUSS PLATE INSTITUTE FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS. LOADING SHALL BE AS FOLLOWS: TOP CHORD LIVE LOAD TOP CHORD DEAD LOAD BOTTOM CHORD DEAD LOAD TOTAL LOAD 25 PSF. 8 PSF. 7 PSF. 50 PSF. WIND UPLIFT (TOP CHORD) 10 PSF, BOTTOM CHORD LIVE LOAD 10 PSF. (BOTTOM CHORD LIVE LOAD DOES NOT ACT CONCURENTLY WITH THE ROOF LIVE LOAD) TRUSSES SHALL BE DESIGNED TO NOT ALLOW LIMITED STORAGE PER IBC 2012 TABLE 1607.1 SHALL BE CONFIGURED SO THAT ALL OPENINGS ARE SMALLER THAN 24 INCHES WIDE X 42 INCHES HIGH. WEBS WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (MITEK OR EQUAL).SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION. SUBMITTED DOCUMENTS SHALL BE SIGNED AND STAMPED BY A STRUCTURAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. PROVIDE DESIGNS FOR SHAPES, BEARING POINTS, INTERSECTIONS, HIPS, VALLEYS, ETC., SHOWN ON THE DRAWINGS. EXACT COMPOSITION OF SPECIAL HIP, VALLEY, AND INTERSECTION AREAS (USE OF GIRDER TRUSSES, JACK TRUSSES, STEP-DOWN TRUSSES, ETC.) SHALL BE DETERMINED BY THE TRUSS MANUFACTURER UNLESS SPECIFICALLY INDICATED ON THE PLANS. PROVIDE ALL TRUSS TO TRUSS AND TRUSS TO GIRDER TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS. PROVIDE FOR ALL TEMPORARY AND PERMANENT TRUSS BRACING AND BRIDGING. TEMPORARY REMOVING WEB MEMBERS AND DRILLING OR CUTTING OF CHORDS AND/OR WEBS IS NOT PERMITTED. 6. PLYWOOD SHEATHING SHALL BE GRADE C -D EXTERIOR GLUE OR STRUCTURALL II. EXTERIOR GLUE IN CONFORMANCE WITH DOC PS 1. ORIENTED STRAND BOARD OF EQUIVALENT THICKNESS. EXPOSURE RATING AND PANEL INDEX MAY BE USED IN LIEU OF PLYWOOD. ROOF SHEATHING SHALL BE 1/2" OR 7/16" (NOMINAL) WITH SPAN RATING 32/16. FLOOR SHEATHING SHALL BE 3/4" (NOMINAL) WITH SPAN RATING 48/24. WALL SHEATHING SHALL BE 1/2" OR 7/16" (NOMINAL) WITH SPAN RATING 24/0. REFER TO WOOD FRAMING NOTES FOR TYPICAL NAILING REQUIREMENTS. 7. ALL WOOD IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE OR (2) LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER SHALL BE PROVIDED BETWEEN UNTREATED WOOD AND CONCRETE OR MASONRY. 8. PRESSURE TREATED WOOD SHALL BE TREATED PER AWPA STANDARD C2 FOR LUMBER OR C9 FOR PLYWOOD. WOOD IN CONTINUOUS CONTACT WITH FRESH WATER OR SOIL SHALL BE TREATED TO A RETENTION OF 0.40 PCF. PRESSURE TREATED WOOD FOR ABOVE GROUND USE SHALL BE TREATED TO A RETENTION 0.25 PCF. SODIUM BORATE (SBX) TREATED WOOD SHALL NOT BE USED WHERE EXPOSED TO WHEATHER. FASTENERS AND WOOD SHALL BE G185 OR A185 HOT DIPPED OR CONTINUOUS HOT- GALVANIZED PER ASTM A653. FASTENERS AND TIMBER CONNECTORS IN DIRECT CONTACT WITH ACZA TREATED WOOD SHALL BE TYPE 304 OR 316 STAINLESS STEEL. /JUM.0 9 2010 REVIEWED FOR CODE COMPLIANCE APPROVED MAR 1 2011 City of TuIsmila BUILDING OtVlStOU WOOD (CONT'D) 1. TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STONG-TIE" BY SIMPSON COMPANY. AS SPECIFIED IN THEIR CATALOG NUMBER C-2011. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC -ES APPROVAL FOR EQUAL OR GREATER LOAD CAPACITIES. PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS RECOMMENDATIONS. ALL 2X JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH 'LUS' SERIES JOIST HANGERS. ALL TJI JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH 'ITT' SERIES JOIST HANGERS. ALL DOUBLE JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH 'MIT' SERIES JOIST HANGERS. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS OR BOLTS IN EACH MEMBER. ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. 2. WOOD FASTENERS A. NAIL SIZES SPECIFIED ON THE DRAWINGS ARE BASED ON THE FOLLOWING: SIZE 8d 16d LENGTH 2-1/2" 3-1/4" DIAMETER 0.131" 0.131" IF THE CONTRACTOR PROPOSES THE USE OF AN ALTERNATIVE NAIL, THEY SHALL SUBMIT NAIL SPECIFICATIONS TO THE STRUCTURAL ENGINEER (PRIOR TO CONSTRUCTION) FOR REVIEW AND APPROVAL. NAILS - PLYWOOD (APA RATED SHEATHING) FASTENERS TO FRAMING SHALL BE DRIVEN FLUSH TO FACE OF SHEATHING WITH NO COUNTERSINKING PERMITTED. B. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG BOLTS BEARING ON WOOD. INSTALLATION OF LAG BOLTS SHALL CONFORM TO THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (CURRENT EDITION) WITH A LEAD BORE HOLE OF 60 TO 70 PERCENT OF THE SHANK DIAMETER. LEAD HOLES ARE NOT REQUIRED FOR 3/8" AND SMALLER LAG SCREWS. 3. WOOD FRAMING NOTES - THE FOLLOWING APPLY UNLESSOTHERWISE SHOWN ON THE PLANS: A. ALL WOOD FRAMING DETAILS NOTS 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. COORDINATE THE SIZE AND LOCATION OF ALL OPENING WITH MECHANICAL AND ARCHITECTURAL DRAWINGS. B. WALL FRAMING: REFERENCE ARCHITECTURAL DRAWINGS FOR THE SIZE OF ALL WALLS. ALL WALLS SHALL BE SPACED AT 16" O.C. U.N.O. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS AND AT EACH SIDE OF ALL OPENINGS, AND AT BEAM OR HEADER BEARING LOCATIONS. 4x8 HEADERS SHALL BE PROVIDED OVER ALL OPENINGS NOT OTHERWISE NOTED. SOLID BLOCKING FOR WOOD COLUMNS SHALL SHALL BE PROVIDED THROUGH FLOORS TO SUPPORTS BELOW. PROVIDE CONTINUOUS SOLID BLOCKING AT MID -HEIGHT OF ALL STUD WALLS OVER 10'-0" IN HEIGHT. ALL WALLS SHALL HAVE A SINGLE BOTTOM PLATE (DOUBLE BOTTOM PLATE WHERE CONCRETE FLOOR TOPPING OCCURS) AND DOUBLE TOP PLATE. END NAIL TOP PLATE TO EACH STUD WITH TWO 16d NAILS, AND TOENAIL, OR END NAIL EACH STUD TO BOTTOM PLATE WITH TWO 16d NAILS. FACE NAIL DOUBLE TOP PLATE WITH 16d @ 12" O.C. AND LAP MINIMUM 4'-0" AT JOINTS AND PROVIDE EIGHT 16d NAILS @ 4" O.C. EACH SIDE OF JOINT. ALL STUD WALLS SHALL HAVE THEIR LOWER WOOD PLATES ATTACHED TO WOOD FRAMING BELOW WITH TWO ROWS OF 16d NAILS @ 12 INCHES O.C., OR ATTACHED TO CONCRETE BELOW WITH 5/8" DIAMETER ANCHOR BOLTS @ 48 INCHES O.C. EMBEDDED 7 INCHES MINIMUM, UNLESS INDICATED OTHERWISE. INDIVIDUAL MEMBERS OF BUILT-UP POSTS SHALL BE NAILED TO EACH OTHER WITH 2 ROWS OF 16d @ 12 INCHES O.C. UNLESS INDICATED OTHERWISE., GYPSUM WALLBOARD SHALL BE FASTENED TO THE INTERIOR SURFACEOF ALL STUDS AND PLATES WITH NO.6 X 1 1/4" TYPE S OR W SCREWS @ 8 INCHES O.C., UNLESS INDICATED OTHERWISE. 1/2" (NOMINAL) APA RATED SHEATHING (SPAN RATING 24/0) SHALL BE NAILED TO ALL EXTERIOR SURFACES WITH 8d NAILS @ 6 INCHES O.C.AT PANEL EDGES AND TOP AND BOTTOM PLATES (BLOCK UN -SUPPORTED EDGES) AND TO ALL INTERMEDIATE STUDS AND BLOCKING WITH 8d NAILS @ 12 INCHES O.C. ALLOW 1/8 INCH SPACING AT ALL PANEL EDGES AND PANEL ENDS. C. FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS ANDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN HALF THE MEMBER LENGTH AND AROUND ALL OPENINGS IN FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE SOLID BLOCKING AT ALL BEARING POINTS, TOENAIL JOISTS TO SUPPORTS WITH TWO 16d NAILS. ATTACH WOOD JOISTS TO FLUSH HEADERS OR BEAMS WITH SIMPSON METAL JOIST HANGERS IN ACCORDANCE WITH NOTES ABOVE. NAIL ALL MULTI -JOIST BEAMS TOGETHER WITH TWO ROWS 16d NAILS AT 12 INCHES O.C. UNLESS OTHERWISE NOTED ON THE PLANS, PLYWOOD ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR TO SUPPORTS AND NAILED AT 6 INCHES ON CENTER WITH 8d NAILS TO FRAMED PANEL EDGES, STRUTS, ANDOVER STUD WALLS AS SHOWN ON THE PLANS AND 12 INCHES O.C. TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED PLYWOOD EDGE CLIPS CENTERED BETWEEN JOISTS/TRUSSES AT UNBLOCKED ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED T & G JOINTS OR SHALL BE SUPPORTED WITH SOLID BLOCKING. ALLOW 1/8 INCH SPACING AT ALL PANEL EDGES AND ENDS OF FLOOR AND ROOF SHEATHING. TOENAIL BLOCKING TO SUPPORTS WITH 16d @ 12 INCHES O.C., UNLESS OTHERWISE NOTED. Shear Wall and Hold Down Schedules Schdw MaxQuake ©1995-2015 Archforms Ltd. AAI Rights Reserved Lateral Load Analysis & Q15.1 Construction Design Software Date: Nov 12016 Fimi: Job: TUKWILLA CUSTOM By: BR SHEAR S ecia WALL OPTIONS: Place n"X" in the Zone Hardware Mfg. Wall Framing appropriate shaded block. Select only one option under each heading (ex ept System when using frame ) Material Shear Wall System PIy1PB Wall Sheathing Fasteners X No Los Angeles Area X Simpson USP X Doug Fir or So.Pine Hem Fir (s.gray.<.49) X WS -All Ptywd or PB WS-Gyp,Stucor Ply X 15/32" CC or CD Ply 15/32' Struc I Ply X 8d 10d Other (Apx.W) 3-1/2' Metal Studs Wall Frame Units on Shd X Other (See Apx. W) Stud Spacing 3/8"or1/2" CD Pty o/GB 1/2"Ext M,S/M-2 Pdcl Bd 14ga Staple 1'Screw in SU To Customize, Ove write Schad. on Apx. W below I 16 pin. o.c. Other Sheathing/Fastener Combo (See Apx. W) WIND AND EARTHQUAKE DATA 12 IBC WIND SCEISMIC SHEAR WALL SCHEDULE Importance Fact. 1.00 S.Design Cat. D Seis. Site Class D Basic Wind Speed 115 Ss Acc. %g 131% S. Res Coef. Cs 0.14 Wind Exposure B Si Acc. %g 51'/. Response Factor 6.5 Wind Hord. (psi) 16 Res CoefShc 0.51 Base V 10,147 Wind Vert. (psf) -17.5 Res Coef Sds 0.88 System: Light Frame SW Sec 6.4 Method 1 ASCE7 Calculation Method per 12.8 ASCE7 & Sec,1613.5 IBC Wall Construction Footing Rased Floor Rf. Block Wall Shear Wall Edge Anchor Sill to Framing Top Plate Type Load Sheathing Nail Bolts Nail Lag Clips Symbol (pff) Material Al 518'x12 16d 112" A35 GF:900 GF:120 GF:478 GF:590 Note 1,2 Note 3 Note 6 Note 7 Note 6,8 Note 9,10 WALL HOLD-DOWN & STRAP SCHEDULE NA construct wall as speed per symbol or any below A 6 260 1/2' Fly 6' 40'oc 8"oc 22"oc 24"oc 2,4,5 A 4 380 1/2" Ply 4' 27"oc 4'oc 15"oc 18'oc 2,4,5 A 3 490 1/2' Fly 3' 21"oc 11"oc 12"oc 2,4,5 A 2 640 1/2' Ply 2" 16"oc 9"oc 10'oc 2,4,5 A 44 760 ea side 1/2' Ply 4' 14'oc 7"oc 8"oc 2,4,5 A 33 980 ea side 1/2' Fly 3' 10"oc 6"oc roc 2,4,5 A 22 1,280 ea side 1/2' Ply 2' 8-oc 4'oc 4"oc ? 1 Sheathing: 15/32' (4 ply min) CD, CC Ptyor OSB with all edges blocked 2 Framing: 2x DF typ @ 16-oc.for 3/8' up to 24"oc.for 1/2°, 3x req'd if 10d w/ +1-5/8' pen, 2' or 3'oc 3 Typical Fasteners: 8d Common or Gato. Box nails (no sinkers), nail field @12' 4 3x (or 2x w/ dbl AB) at plate and 3x panel edges at walls w/ Shear> 300 lbs. 5 Offset panel edges on opposite sides of wall and stagger plate splices 6 Anchor Bolts spaced per Schd w/ 3705(0.229' Plate Washers req'd at Mud Sill 7 Stagger 16d nails In 2x, lags at 3x plates when no sheathing continuity to Rim Joist 8 Pre -drill 3/8' hole for Lag. Provide Washer. Adjust lgth for 2' penetration into Joist. 9 Clips: Plate to Blocks only req'd if no shear sheathing continuity from Wall to Blocks 10 Anchors and Clips as Mfg. by Simpson Strong Tie Co. Cat C-2015 Hold•Down Max. Min. Wall Foundation Bolt Symbol Uplift Post Fl to Fl Anchor Type Bolt lbs. Size Strap Straps HD Dia. Note 3,4 Note 2 Note 2,4 Note 2 NA up to 300 use the hold-down across or below req'd type A H1a 1,200 2x CS20-18" LSTHD8 A H1b 1,500 2x CS18.26" STHD10 LTT2OB 1/2' A H2 3,000 2-2x MST48' STHD14 HDU2 5B" A H4 4,565 2-2x MST 60" HDU4 5/8" A H5 5,645 2-2x MST 72" HDU5 5/8" A H8 6,970 4x4 CMST12+78" HDU8 7/8" A H11 9,215 4x6 CMST12+178" HDU11 1' A H14 14,375 4x8 2- CMST12+60" HDU14 1" A H19 19360 6x6 HD19 1-1/4' 7 Add 10 inches to Fl to FI Tie Strap for gap across Joist 1 Straps and HD's as Mfg. by Simpson Strong -Tie Co. Cat C-2015 2 Nail Straps w/10d or SDS 1/4" Scw at HD (min.pen.1-314") Anchors into 8' Stem wall and Mfg. Data for Nailing, Bolt and Embedment Requirements 3 If No Cont. Rim Joist Add Lgth Of Gap.10d at CS, 16d: CMST & MST 4 Straps and Hold -Downs must run continuous to Walls below; if no Wall below, tie to Beams, sized for Hold Down Point Loads Ware 404041 0 TUKWILLA SHAGLANI/JOHAL 11/04/2017 Revision Number Revision Description Revision Date Revision Schedule 1603 116th Ave NE Suite # 115 Bellevue, WA 98005 (714)336-4714 Client: SIGNAI�IHOMVSDES LLC CITY OF TUKWILA FEB 0 1 2017 'ERMIT CENTER /Drawn By: G. Merkel Date: 10/14/14 Scale: Sheet SN1