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Permit D15-0279 - STEVENS RESIDENCE - NEW SINGLE FAMILY RESIDENCE
STEVENS RESIDENCE 2919 S 135 ST D15-0279 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 Parcel No: 7346600032 Address: 2919 S 135TH ST Project Name: STEVENS RESIDENCE COMBOSFR PERMIT Permit Number: D15-0279 Issue Date: 12/1/2015 Permit Expires On: 5/29/2016 Owner: Name: WILLIAMS 10HN Address: 84 BOURBON LN , PORTTOWNSEND, WA, 98368 Contact Person: Name: SAN STEVENS Phone: (206) 853-4525 Address: PO BOX 46002, SEATTLE, WA, 98146 Contractor: Name: AMERICAN PRESTIGE HOMES INC Phone: (206) 853-4525 Address: PO BOX 46002, SEATTLE, WA, 98145 License No: AMERIPH864JD Expiration Date: 4/4/2016 Lender: Name: LASTING ADVANTAGE Address: , TACOMA, WA, DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 2497 SQ FT SINGLE FAMILY RESIDENCE WITH A 753 SQ FT ATTACHED GARAGE AND A 70 SQ FT COVERED FRONT PORCH Project Valuation: $356,035.24 Fees Collected: $9,716.85 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Occupancy per IBC: R-3 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: 125 Sewer District: VALLEY VIEW SEWER SERVICE Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-46B: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 100 Fill: 100 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: 1 Street Use: 1 Water Main Extension: Water Meter: No Permit Center Authorized Signature: Vol' In A Date: I v I I I 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 a agree to the conditions attached to this permit. ` Signature: Date: d( Print Name: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: 'BUILDING PERMIT CONDITIONS' 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: 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. 5: Structrual Observations in accordance with I.B.C. Section 1709 is required. At the conclusion of the work included in the permit, the structural observer shall submit to the Building Official a written statement that the site visits have been made and identify any reported deficiencies which, to the best of the structural observer's knowledge, have not been resolved. 6: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 7: All wood to remain in placed concrete shall be treated wood. 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 9: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 10: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 11: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controls with the strapping. 12: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 13: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 14: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 15: 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. 16: ***MECHANICAL PERMIT CONDITIONS*** 17: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 18: 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. 19: Manufacturers installation instructions shall be available on the job site at the time of inspection. 20: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 21: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 22: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 23: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 24: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 25: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 26: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 27: 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. 28: 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. 29: 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. 30: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 31: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 32: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 33: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 34: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 35: 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 36: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 37: 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). 39: 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) 40: 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) 41: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 38: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 42: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 43: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 44: ***PUBLIC WORKS PERMIT CONDITIONS*** 45: 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. 46: 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. 47: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 48: 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. 49: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 50: Any material spilled onto any street shall be cleaned up immediately. 51: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 52: 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. 53: The Land Altering Permit Fee is based upon an estimated 100 cubic yards of cut and 100 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. 54: 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. 55: 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. 56: The house fire sprinkler system shall be designed by a Fire Sprinkler System Designer. Designer shall verify in writing to the Public Works Inspector that a 3/4-inch water meter and service line meets domestic water and fire flow requirements. If domestic water and fire flow requirements are not met, then a 1-inch water meter with a 1-inch service line is required. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW -THROUGH SYSTEM. Coordinate with Public Works Project Inspector. 57: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 58: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 59: Prior to issuance of this permit the Owner/Applicant shall sign w/Notary a ROW Hold Harmless Agreement for work within the Public right-of-way. 60: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft. _ $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 61: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15%. Turning radii shall be a minimum of 5'. 62: New driveway shall not exceed 20 feet in width unless necessary for maneuvering between street and new three car garage. Width of new driveway shall be based on field verification. Coordinate with Public Works Inspector. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL" 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKW" A Community Developn. Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 hM2://www.TukwilaWA.(ov 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" �, STE:LO.CATION.,zz King Co Assessor's Tax No.: Site Address: %� % G% � - i .� '�� _ � r pJ / , rr �11 1 n r /.)- /-1 r SZ CONTACT PERSON 'person recei�mg aal .project %communication,; Name: C?„ City: - ' ' State: Zip Phone: Fax: :':GENERAL C6NTRACTOP2TFORMATION r u Company ame: dre O City: v State: Zip: Phon Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCIiITECT:OF RECORD '�:; �+_' � - Company Name: Architect Name: Address: City r- State: Zip: Phone: Fax: Email: d EIITGINEER OF RECORD Company Name: Engineer Name Address: City• State: Zip: Phone ax: Email: me LENIDERlBONI} iSStr»D {required for projects $5s000 or greaterfl95) ,.._. - Name:' Address: Citya- State: Zip: 360 ' -7 H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 Page I of 4 bh Valuation of project (contractor's bid prt,,.): $� Scope of work (please provide detailed information): AI t -%k . 1 -):`., ( °;DETA:IL)(DBUt�D,INGiN`F`©1tA1VITION .. . 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. INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ ZOM fuel type: furnace <100k btu appliance vent thermostat _� waawgas stove emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ bathtub (or bath/shower combo) bidet 4— dishwasher floor drain t lavatory (bathroom sink) 4— sink __C water heater (gas) lawn sprinkler system El g� ventilation fan connected to single duct water heater (electric) clothes washer shower water closet 1— gas piping outlets H:\Applications\Forms-Applications On Line\201 I Applications\Combination Permit Application Revised 8-9.1l.docx Revised: August 2011 bh Page 2 of 4 t PIJBI:IC WQRKS,'ERMITINFURiVI1 ?N a � f Scope of work (please provide detailed Call before you Dig: 811 Pl"ease refer to Public Works Bulletin es and„estimate sheet rfe WATER DISTRICT ❑ .. Tukwila ❑ ... Water District #125 ❑... Highline ❑ .. Renton ❑ .. Letter of water availability provided SEWER DISTRICT ❑ .. Tukwila ❑ ...Valley View ❑... Renton ❑ .. Seattle ❑ .. Sewer use certificate ❑ ...Letter of sewer availability provided SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. 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 El ... Insurance El ... Easement(s) El ... Maintenance Agreement(s) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ .. Right -Of -Way Use - Potential disturbance ❑ ... Construction/Excavation/Fill - Right -of -Way ... ❑ -or- Non Right -of -Way.. ❑ ❑ .. Total Cut Cubic Yards El ... Work In Flood Zone ❑ .. Total Fill Cubic Yards [I ... Storm Drainage ❑ .. Sanitary Side Sewer El ... Abandon Septic Tank ❑ ..Trench Excavation ❑ .. Cap or Remove Utilities ❑... Curb Cut El.. Utility Undergrounding ❑ .. Frontage Improvements El ... Pavement Cut ❑ ..Backflow Prevention - Fire Protection ❑ .. Traffic Control El ... Looped Fire Line Irrigation " Domestic Water ❑ .. Permanent Water Meter Size ............... WO # ❑ .. Residential Fire Meter Size ................. WO # ❑ .. Deduct Water Meter Size ..................... " ❑ .. Temporary Water Meter Size .............. WO # ❑ .. Sewer Main Extension .....................Public ❑ - or - Private ❑ El.. Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ .. water ❑ .. sewer ❑ .. sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H:Wpplications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 l.docx Revised August 2011 Page 3 of 4 bh PERMIT APPLICATION NO'C-ES A"DpLICABLE TO.pER _J! IN THIS-) AP--ICATION, . Value of construction — In all cases, a \ e of construction amount should be entered b, -ie applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER/OR AUTHORIZED AGENT: Signature: vv-vty— , Print Name: in Mailing Address: Date: t 0 Day Telephoner —L�7 State Zip 0 H:\Applications\Forms-Applications On Line\201 I Applications\Combination Permit Application Revised 8-9-1 Ldocx Revised: August 2011 bh Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME ��C%'�f AleP5�2-r4 _ PERMIT # 0-Y!C- '� _ 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. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: B r l� Mobilization y� ,7 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. D Z, eioD 250 (1) 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) $ -0 li!9 (4) 5. Enter total excavation volume /404 cubic yards RECEIVED Enter total fill volume Z101452 cubic yards CITY OF TUKWILA Use the following table to estimate the grading plan review fee. Use the OCT 2 7 2015 greater,o_he excavation and fill volumes. _ !a'd 6y ANTITY IN CUBIC YARDS RATE PER Up to 50 Y 51 0 23 101 — ,000 $ 1,001 — 10,000 49.25 10,001 — 100,000 $49.25 for 1 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION �0 (1+4+5) IT CENTER 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 1���) pT—S ✓ /J �� ��' Last Revised 12/17/14 ����� BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) (6) 7. Pavement Mitigation Fee $ 0 (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 -r`'xr A ,;p, i8.., 'G"DING Permit Issuance/Inspection Fee �.. ,... I•, -F n� �T I* # Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC RATE YARDS 50 or 1s $2 5 — 3 101 — 1,000 $37.00 for Is' 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1" 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for Is' 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 12/17/14 2 $1z¢8 (9) I ^ -?, I (I BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al 11. ADDITIONAL FEES Total A through E A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) E. Allentown/Foster Pt Sewer (Ord 2177) F. Special Connection (TMC Title 14) G. Duwamish ✓ H. Transportation Mitigation I. Other Fees $ $ / $60 ` Total A through I $ /d (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ _ ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water A ance RCF 01.01.201 12.31.2015 Total Fee 0.75 $625 A6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 12/17/14 Temporary Meter 0.75" $300 2.5" $1,500 3 DESCRIPTIONS• QUANTITY PAID PermitTRAK $7,114.11 D15-0279 Address: 2919 S 135TH ST Apn: 7346600032 $7,114.11 DEVELOPMENT $3,624.10 PERMIT FEE R000.322.100.00.00 0.00 $3,619.60 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $485.50 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $212.50 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $212.50 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $23.50 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $37.00 TECHNOLOGY FEE $215.51 TECHNOLOGY FEE R000.322.900.04.00 0.00 $215.51 TOTAL' R6761 $7,114.11 Date Paid: Tuesday, December 01, 2015 Paid By: AMERICAN PRESTIGE HOMES Pay Method: CHECK 1426 Printed: Tuesday, December 01, 2015 3:58 PM 1 of 1 (ri ff SYSTEMS DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $2,602.74 D15-0279 Address: 2919 S 135TH ST Apn: 7346600032 $2,602.74 DEVELOPMENT $2,352.74 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,352.74 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTALR6511 R000.322.100.00.00 0.00 $250.00 $2,602.74 Date Paid: Tuesday, October 27, 2015 Paid By: AMERICAN PRESTIGE HOMES INC Pay Method: CHECK 1407 Printed: Tuesday, October 27, 2015 12:03 PM 1 of 1 ��` Ir!, SYS7EM5 INSPECTION RECORD _ 3g) rRetain a copy with permit P(S _o 271 INS CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' ct: n' Type of I pection: , q dre v I f: t l /3-� Date Calt Special Instructions: ALM Date WanteU p� a.m. p.m. Req ster. r` ItCA Phone No* Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 24 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ct:� Type of n pgtc ioru�� r C Address: < < Date Called:' Specral I structions: Date Wanted: a.m. `-�� p.m. Requester: Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: ll a i Lam.' �► FOR Him l fi`i+� OM PR .�� Fn Inspector: �i �- Date:% j REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. A INSPECTION RECORD �Z? Retain a copy with permit �S P TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr ' t: � Type,,//of In�sptctio ✓ cc —k Address: �3T �-k � c Date Called: Special Instructions: Date W nted / a.m. p.m. Requester: Phone No: Ilnspector: '/ j IDateir;p �� I REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD 1 n 16) 1 Retain a copy with permit 2-7 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro}ettvcr I lr��c`-! Typ of Inspection:�e�� Acidr yp 3j— I ^ J Date Called. Special Instructions: Date Wanted, a.m. —16-- p.m. Requester: Phone No: Iinspector: K-t , Iuatef _ 6 _ 1'4� I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. tte INSPECTION RECORD Retain a copy with permit P % INSP TION PERMIT NO. CITY OF" TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proiec.t ✓`�. t'✓CfC Type of Inspecti en: � C` Address: / � �r Date Called. Special Instructions: Date ,meted: r /' a.m. 6 p.m. Requester: Phone No: i� Inspector: — jDa _ 2-7 F] REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 'N �(1 INSPECTION RECORD Retain a copy with permit IN CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj ct: i% f Type of Inspection: �iC._ ce-P- Add_ res (q f 3� ,���yf Date Called: Special Instructions: Date Wanr ���� a.m. p.m. Requester: Phone No: Ilnspector: � (Date:-5- - > 7�f� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. f" INSPECTION RECORD Z� Retain a copy with permit �f INS ION N PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (2C�6) 431-3670�/f Permit Inspection Request Line (206) 438-9350��k I�rr�, l — 4 Pro' t: �r A Type of Inspection: ]� Addre' Date Called: Special Instructions: Date Wanted—a.m. Requester• K P ones rNgo: p --C{� Inspector: 11)ate'r-cll Ll� — �� _ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ffAg Z� INSPECTION RECORD p Retain a copy with permit flTSPECTIONZ.V PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 J206) 431 F' 67(� Permit Inspection Request Line (206) 438-9350 co �v vk( P7 Type of In pectlor ` .� If'14OQ 1 0 Address: Al Date Called: Special Instructions: tfA `I Date anted: a.m. T-- 2i7 `16 P.M. Requester: Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. L INSPECTION RECORD 2 Retain a copy with permit (5�-o �? NPVCTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr 'ect: Type of, nspe� �^ Add . s : Date Called: Special Instructio s: �j �F "t Date ant: a.m. u7 p.m. Requester: Phone No: Inspector: Y<-< I Date: Y `2-7 I REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call. to schedule reinspection. t INSPECTION RECORD Retain a copy with permit INS 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 ct: A % Type f Inspec on-', lPro' Address: 74 m f a i3.Y" 1' V, Date Called: Special Instructions: - " 1 Date 7ted. a.m. p.m. Re ues er: Phone No: ?.19�-J Inspector: Date: I , , r _ 46 --ry c/ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Ia INSPECTION RECORD Pf 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: e Type of nspecti n: u r 7`r vt 9 Address: � .f. f Date ailed: Special Instructions: to a.m. Date Wa ((�? P.M. Re ester: 54Q CA Phone No: 7,o6-'e5-3-- qr75E REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD -2��6. I Retain a copy with permit 6Z7 SP _ !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 Proje : Type of Inspection: A dress: Date Ca e : Special Instructions: Date Wanted: a.m. 3 — "-I--- p.m. Requester: Phone No: Inspector: Date: 3 -2---I ro REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. J a INSPECTION RECORD F 6� Retain a copy with permit L fS 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 ProjP I , F n Type of Inspection: Addre�� ` Date C U d: Special Instructions: VI Date Wanted: a.m. 2 p.m. Requester: Phone No: (inspector: ��! (Date REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. M INSPECTION RECORD _ Retain a copy with permit ��2-7I '" N N0. PERMIT N0. CITY OF TUKWILA (BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'e t: f -,( �� Type of Inspection- ram uia V (C Address: e � ` S / Date Called: Special Instructions: Date Wan a.m. ( P.m. RegVester:. Phone No: Q i ` ?�6 J "CS— 2-�1� Approved per applicable codes. l—J Corrections required prior to approval. MENTS: 'Inspector: J Date, —2,q —!( REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. r INSPECTION RECORD Retain a copy with permit E-7 INS. OI N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 9818 (206) 431- 36i0 Permit Inspection Request Line (206) 438-9350 V 1 Proi ct: r s / Type 9f Inspection, L 0 Address: -Z-qq o . Date Call d: Special Instructions: ^^ 'i Date Want d: a.m. Z j — � 6 p.m. Requgste Phone No: EJ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD (1? Retain a copy with ermit 11)(5--D2_791 I .' ON NO. p PERMIT NO. CITY OF TUKWILA (BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' ct: 5 V'ew �/f i�� Type of ins ectio c we 1 Address: M 1 q 3�� Date Called: Special Instructions: Date Wanted, i a.m. p.m. Requester: Phone No: Inspector: Date: ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. [ 1� �11 INSIaECTION RECORD-,0 Z,7� Retain a copy with permit v. TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, 'Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'e�� a,� ��� t� TYPe I rplq ti�o/n`-t�� A�i� res�si: � (�,�/` 2, d 6 Date Called: Specia. Instructions: Date Wanted, a.m. Z — P.M. Requester: .a Phase _N� — G j-3 — L(/ S—Z-5— Approved per applicable codes. !_J Corrections required prior to approval. w Inspector: I /� / Iuat _ 2_rf_/Z REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. IfIdi INSPECTION RECORD 6�7 Retain a copy with er�mrt r- INSPECTION NG. PERMIT NO. CITY OF TUKWILA. BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request lane (206) 438-9350 Pro a t: `A ` w /` '546��V /vJ Ty of Inspection: a A �ddr ss: q'fa- 135t t- f - Rate Called: Special Instructions: Date Wanted: 2-- a.m. p.m. Repuester: J-Y Phone No: Approved per applicable codes. Corrections required prior to approval. t " ' ON r' 151 ;y f J i s Inspector: Date; REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 SoCtlyCentgktvd., S if100 � l€ to schedu€e r E spec 'on. T INSPECTION RECORDLION 1 � 6 Retain a copy with permit , ® R IN FELT N N4. PER N0. CITY OF TUKWILA BUILDING DIVISION 6300 Scuthcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro ect, t � ve4lt S N 5� �{ Tvpe of in p ion; 6 K Address: Date Called: Speci I Instructions: Date Wanted: — a.m. , l p.m. Requester: Rti r Phone No: inspector: Date:,( REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. L INSPECTION RECORD q Retain a copy with permit Z7 ( l IEN E _ON N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431- 670 Permit Inspection Request Line (206) 438-9350 -f- Pro' t: / Typ of Inspection: Address: (3 ar , � Date Cal Speciai Instructions: d s Date Wanted: a.m. Re q ster: Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 1 �y INSP Retain IsPECT!ON NO. CTION RECORD a copy with permit PERN4IT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' - t: TypeAAf Inspection: Address: 13f-vS. Date Calle : Special Instructions: Date Wanted: a.m. 2i— 1 7 Req�ster: Q 1 -;z: Inspector: Date-, i �Z_ (7 U REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 3 INSPECTION RECORD � �' Retain a co with permit I ��'��� �7! 1 INS :ION N0. �y PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projec s �s � X Type o Inspecti n: --r-CA�� Address: -0 1- Date Called Special Instructions: Date Wantid: a.m. 2/ 7- U2 p.m. Requ ster: f Phone e: , FlApproved per applicable codes. � Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call. to schedule reinspection. V, INSPECTION RECORD J Retain a copy with permit tiSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 SOLIthcenter Blvd., #100, Tukwila, WA 98188 (206) 431-367 C Permit Inspection Request Line (206) 438-9350 Type f Inspe t' lon: lk"y G �(�,.d?ess: fe I 2-q t �6—'j 'Cly Instructions: JIM Date Calle4d Date Wantea.m.d 17— to PM.. Requester: Phone No: Inspector: �Date: 0 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD F--s� Retain a copy with permit INSVZeTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect., f ,, 1 K' V' j OV f Type o nspect on:, L(.� 3- i Address: 1 3f � t � J Date Called: Special Instructions: ,A1�w Date Wanted: a.rn, �2--I O y — 1,6 p.m. 1 Requester: Phone No: (Inspector: � � Iuate:.,7 _ `o ._I REINSPECTIQN FEE REQUIRED. Prior to next inspection, tee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD :q Retain a copy with permit WN-0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' t: Type of Inspection: Address: o , f 5S`S' Date Called/ Special Instructions: Date Wanted: a.m. z — % o " / '� p.m. Requester: Phone No: REINSPECTIQN FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD L_ Retain a with ermi Copy pt _ It T E N N0i. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 Project- Type of Insp . tion, c . Address: Date Called: Special Instructions: I Date Wanted: a.m 7% .. p,n). Requester: Phone No: pproved per applicable codes. LI 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. c. C INSPECTION RECORD C-� Retain a co with permit lJ ICIT _ .,ION NO. copy PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 S-outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request line (206) 438-9350 Project: Type of Insdo Address: � �j Date Called: Special Instructions: t Date Wanted .m. Requester: I Phone No: pproved per applicable codes. E Corrections required prior to approval. U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. r INSPECTION RE `� Retain a copy with INSPECTION NO. vC -oRD 015-6 permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 4100, Tukwila. WA 98188 (206) 431-,3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: ' •She 0:2V -59�1e .4/ "- Address: y ����r-h-5-f Date Called: Special Instructions: Date Wanted: a.rri' Requester: ne No: `` rof--�4� nn ® Approved per applicable codes. E] Corrections required prior to approval. COMMENTS: e Inspector:Date/� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. v� �' INSPECTION RECORD �,� .7 !. Retain a copy with permit INSP-CTION NO. PERMIT NO. CITY OF TUKWIL.A BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 43 1-3670 Permit Inspection Request Line (206) 438-9350 Project;.�.� � � TypIF Inspection* Address: late Called: Special Instructions: Date Wanted: ,,, a.m. �! p.m. Requester: Phone No: Approved per applicable codes. ti Corrections required prior to approval. a COMMENTS: r Ln �,2 VV . �-1 M� J1 Yv'rY Y 111d (Inspector: uate: REINSPECTIQN FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD -z 7 Retain a cowwithp ermi I copy t L /`� J INSPECTION NO. PERMIT NO. CITY OF TUIKWILA BUILDING DIVISION 6300 Southcenter Bird., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: /� r Address: _ C Date Called: Special Instructions: Date Wanted: a.m. P.M. Requester: Phone No: Approved per applicable codes. EI Corrections required prior to approval. COMMENTS: t Inspector: Date: / 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. / V U� INSPECTION RECORD Retain a co with permit 1- yp "vy 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 I tion: Address: _ �./ ^ (r Is I Date Called: Special Instructions: Date Wanted: Requester: Phone No: 7 I Appr vo ed per applicable codes. E,Corrections required prior to approval. COMMENTS: , j 7777 Date./1-7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection.� INSPECTION RECORD (F Retain a copy with permit1���'Z INSPfCTIoN NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request tine (206) 438-9350 Projec Type of Inspe tion: Address: 4h Date Called: Special Instructions: Date Wanted: a l< p.m. Requester: Phone No: IV I Approved per applicable codes. LJ Corrections required prior to approval. L__I paid at 6300 Southcenter Blvd., Suite 100. Catl to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Inspection: tiA� Address: -•��,, c7 I j j 3 Contact Person: Suite #: Special Instructions: Phone No.: gApproved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: /tl .�..GG/ /'C — �/pjjv ✓ P c� / !�.�.-4i �v Ci!-%� Ate Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Date: �� t (, Hrs.: /, a $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. isming Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD '+_>1 r J 2- qRetain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: ,.. ;t--_,, Type of Inspection: Address: Suite #: 9j5 Contact Person: Special Instructions: Phone No.: VA Jp oved pe ar pplica.bl codes. �Cor ectiequire prior to approval. COMMENTS: ` oarcz- 1 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: " $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming Aaaress Attn: Company Name: Address: City: State: Zip: �' /+' 74 Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION .RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Typeof Inspe tion: Address: �5 % S ! 3_�_ +-2— Suite #: Contact Person: Special Instructions: Phone No.: Approved per applicable codes. .Corrections required prior to approval. COMMENTS: e I µ o PPS 0 v /jk l tr- %►�,.� o,� , t `9&r_f�e p t� r /7 y psv 7 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: /y�( �� Date: y��`f/� Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD /6 S — 611 J Retain a copy with permit 0 /5---yZ 7-1 INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Inspection: —u�lc Address:' �v, Suite #: �i %/ /.3� S' Contact Person: Special Instructions: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: � s-J , Date: ,?,/,/ -) 114 Hrs.: /, p $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Bming Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 Glazing Schedule 19 Vertical Glazing (Windows and glazed Plan Component ID Descriotion � E13 P.O.Box CODE COMPLIANCE APPROVED NOV 2 5 2015 Glazin Re1ClfY-f9M CWlIa IVISI, Mi and Vinyl, 1/2" Air Space + Ar on Mi and Vinyl, 1/2" Air Sa ce + Ar on 0.30 Mi and Vinyl, 1/2" Air Sa ce + Ar oon 0.30 Kgard Vinyl, 11r Air - _ p oe + Argon - - - 0.30-- -' Mi rd `„n a, 1/2" Air Sa ce + A on 10.30 Mi and Vinyl, 1/2" Air Sa ce + Argon 0.30 Mi and Vinyl, 1/2" Air Sa ce + Ar on 0.30 Mi and Vinyl, 1/2" Air Sa ce +Argon 0.30 Mi and Vinyl, 1/2" Air Sa ce +Argon 0.30 Mi and Vinyl, 1/2" Air Sa + Argon 10.30 - - Mi and Vinyl, 1/2" Air Sa + Argon - 0.30 Mi and Vinyl, 1/2" Air Sa ce + Argon 0.30 Mi and Vinyl, 1/2" Air Sa ce + Argon 0.30 Mi and Vinyl, 1/2" Air Sa ce + Argon 0.30 Mi and Vinyl, 1/2" Air Sa e + Ar on 0.30 3.3 Exception (15 sq. ft. max.)r�� Width Height Feet '"0' Feet Ina' it:,j1©` MA IM©-M©M MMEME =moms MMA f 1 ©©O10E� =MEMO ©MEMO MMOME M©OI©O M®O1=� ©MEU� UEMEUE� ©MEMO. M©EME NEENEENE iENiii' MWOME'' MMEME 1EMEM■ �NRMEIWN. MMEMN' IMMEMMI NEMEME'i MMM 'MME E' MME®® MINEM- OME Des- 0171 Glazing Area UA 100.0 30.00 25.0 7.50 40.0 12.00 15.0 4.50 15.0 4.50 40.5 12.15 27.0 8.10 32.0 9.60 24.01 7.20 12.0 3.60 4.5 1.35 6.0 1.80 2.5 0.75 3.0 0.90 0.0 0.00 0.0 0.00 0.0 0.00 0.01 0.00 0.01 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0-01 0.00 Ell 0. CITY OF TUKWIL, OCT 2 7 2015 PERMIT CENTER 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.01 0.00 0.01 0.00 Sum of Area and UA 1 355.51 106.65 Area Weighted U = UA/Area 1 0.30 Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 Washington State Enemy Code fWSEC) and ACCA Manuals J and S. This calculator will calculate h_eatina loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The Incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. if you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. lir7 = :::a To we detailed instructions for each section, place your cursor on the word 'Instructions'. Design Temperature ,., ..,.,,,, Seattle Sea-TeC AP Design Temperature Difference (AT) eT = Indoor (70 degrees) - Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazina and Doors Instructions Insulation Attic - -- - Instructions R-49 7-1 Single Rafter or Joist Vaulted Ceilings Instructions No Vaulted Ceilings in this project Above Grade Walls (aaaFrgam 1) Instructions R ;i! Floors Instructions R-30 V Below Grade Walls (aeaFlgtrm 1) — __— Instructions Select R•vaiue i Slab Below Grade (aa.Figum+) Instructions tin Slob Below Grom in mis projoe. Slab on Grade (sea Figum 1) Instructions rug Slab an Grade in this project. � Location of Ducts Instructions Uneon0ltlons0 Seem Figure 1 Atave Grade Conditioned Volume 22,330 U-Factor X Area = UA 0.30 118.32 U-Factor X Area = UA 0.026 36.17 U-Factor Area UA U-Factor Area UA 0.056 132.66 U-Factor Area UA 0.029 42.51 U-Factor Area UA No selection F-Factor Length UA F-Factor Length UA Sum of UA Duct Leakage Coefficient 1.10 329.66 Envelope Heat Load 15,165 Sum of UAX AT Air Leakage Heat Load 11,093 VolumeX 0.6XATX.016 Building Design Heat Load 26,258 Air Leakage +Envelope Heat Loss Building and Duct heat load 28,884 Duds in uncondfiYoned speoe: Sum of Budding Nest LowX 1. 10 Der- ),n =-N.anec specs: Sum of Buift ig Cleat Less X 1 Maximum Heat Equipment Output 40,437 Building and Dud Neat Loss X 1.40 for Forced AirFumace Buddirig and Dud Heat Loss X 1.25 for Heat pump 46 Btu / Hour Btu / Hour Btu / Hour Btu / Hour Btu / Hour (07/0,03) Prescriptive Energy Code Compliance for All Climate Zones in Washington Project information Contact Information American Prestige Homes San Stevens 2919 South 135th Street- - - - - P.O, Box 46002,-Seattie, WA 98146 - Tukwila, WA 98168 (206) 853-4525 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date All Climate Zones R-Value U-Factoro Fenestration 1.1-Factoro nia 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC n/a n/a Ceiling 4 0.026 Wood Frame Wall 21 int 0.056 Mass Wall R-Value 21/21 0.056 Floor 309 0.029 Below Grade Wall ' 10115/21 int + TB 0.042 Slab R Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Each dwelling unit in one and two-family dwellings and townhouses, as defined in Section 101.2 of the international Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: ❑l. Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. ❑✓ 2. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in #1 or #3, including additions over 750 square feet. ❑3. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. Table R406.2 Summary Option Description Credit(s) la Efficient Building Envelope I 0.5 lb Efficient Building Envelope lb 1.0 1c Efficient Building Envelope 1c 2.0 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Gontrol and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 0.5 3b high Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 2.0 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 0.5 5b Efficient Water Heating 1.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions http://www.energy.wsu.edu/Documents/``2012%2ORes%2OEnergy.pd 1.5 0.0 1.50 For SI:1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1 through 3 where the SHGC for such skylights does not exceed 0.30. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- �13 Cavity lnsUlatlnn at the ln:erlvr of the basement :"call. "TI?" means thermal break bet Amen f!oer slab and ment wall. d R-10 continuous insulation is required under heated slab on grade floors. See 11402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Basement wall insulation is not required in warm -humid locations as defined by Figure R301.1 and Table R301.1. a Reserved. First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" means R-13 ;avity insuiation pius R-5 continuous insulation or insulated Sltling. if structurai sheathing covers 40 percent lr less of the exterior, continuous insulation R-value shall be permitted to be reduced by no more than R-3 in he locations where structural sheathing is used to maintain a consistent total sheathing thickness. The second R-value applies when more than half the insulation is on the interior of the mass wall. For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. 1 1!!�. l!lit�rlii�ula �..........51 V�.IIV ��.J i44lIY41Y frG�l......5 iV lnites VI! Ve ,_ ,A.... I.e4M e.s llli4lated ...... a minimum of R-10 insulation. Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation (requirement. Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as in Section R402.1.3. 13 TECHNICAL INFORMATION REPORT FOR DRAINAGE DESIGN New Single Family Residence Prepared by: Bruce S. MacVeigh, P.E. 14245 59th Avenue S. Tukwila, WA 98168 206-571-8794 BSM1583 Site Address: 2919 S. 135th Street Tukwila, WA 98168 Parcel No.: 734660-0032 Client: American Prestige Homes Date Prepared: October 26, 2015 rxr-VMVVED FOR CODE COMPLIANCE APPROVEID NOV 2 5 2015 City of Tukwila BUILDING DIVISION RECEIVED - CITy OF TUKWILA OCT 2 7 20i5 7 / PERMIT CENTER 1 Bruce S. MacVeigh, P.E. Civil EngineerlSmall Site Geotechnical 14245 59" Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 October 26, 2015 Subject: Technical Information Report (TIR) New Single Family Residence Site Address: 2919 S. 135th Street Tukwila, WA 98168 Parcel No.: 734660-0032 Table of Contents: Project Overview Conditions and Requirements Summery Off Site Analysis Flow Control and Water Quality Facility Analysis and Design Conveyance System Analysis and Design Special Reports and Studies Other Permits ESC Analysis and Design Bond Quantities, Facility Summaries and Declarations of Covenant Operations Manual Special Requirements Project Overview: The proposed project is to construct a new single family residence on an existing parcel. The parcel is 7,370 feet, about 73.7 feet deep by 100 feet in width. The new residence will be located in the center part of the parcel with a 32 foot by 20 foot driveway at its front. - The total new impervious area is calculated to be 2,690 square feet or 0.062 acres, including the parking pad. The impervious area coverage is 36.5 percent of the site. The site is very level and with established lawn in all areas. An earlier residence occupied the site at one time but was removed at a previous unknown time. The site is located on the south side of S. 135th Street in its 2900 block. The site is fronted on the street by a well graded gravel shoulder. A standard concrete driveway will be constructed at the frontage under a standard right-of-way permit, without formal design requirements. The site is served by public water and sewer. The water and sewer service lines from the earlier residence will be reused to serve the new residence. The site property is located within the City of Tukwila and is under City of Tukwila jurisdiction. The site is very flat with a slight slope down to the north of only a foot or so to the edge of the road. The slope of 1 to 2 percent is not at this time regulated as a "critical' slope. The site is lawned at this time. No significant trees or shrubs are on the site. Future landscaping will consist of lawn and new trees or shrubs. A formal landscaping plan is not proposed. The total impervious area to be constructed, including the residence and its driveway, is 2,690 square feet or 0.062 acres. The site is suitable for on -site infiltration for all impervious surfaces as will be discussed below. The areas that will be become lawn will use either existing topsoil if found to be suitable or will use imported quality topsoil. Due to the good soils underlying the site, no drainage measures are proposed for the lawn areas. The estimated amount of earthwork is as follows: EARTHWORK QUANTITIES: C = 100 cy F = 100 cy Total = 200 cy Conditions and Requirements Summery: The following specifics about the site apply: The good infiltrating soils allow for a full on -site infiltration system. Used will be a standard Appendix C gravel infiltration trench: Due to the small size of the site, all drainage and erosion control measures are per Appendix C. The soils at the base of the 4 foot deep trench are a clean silty sand. A percolation test was performed and infiltrated well. Trench sizing will use the KCRTS program. The soil and infiltration system information and calculations are attached to this report. The full on -site infiltration of runoff provides a full compliance with Low Impact Development concepts and requirements. As mentioned, the flows from all new impervious areas will use full on -site infiltration. Due to the size of the site and area disturbed, a Full Drainage Review is not required. Full on -site infiltration has no release from the site. Off -Site Analysis: As mentioned above, the proposed site development has no discharge from the site, therefore a One -Quarter Mile Downstream Evaluation is not required. In addition, no areas downstream were identified as having capacity or erosion problems. The "No Problem" category of Level 1 control, if considered or applied, would consist of the on -site infiltration system, which is listed as a preferred BMP for both Flow Control and Low Impact Development. Flow Control and Water Quality Facility Analysis and Design: As discussed above, full on -site infiltration of runoff provides a full compliance with Low Impact Development and Small Site drainage requirements, including both flow control and water quality protection from developed areas. The driveway will collect its runoff in a catch basin with a tee before crossing the right-of-way line. It.will then pass through to the site's infiltration trench. Similarly, the site's roof runoff will pass through a yard drain with a tee before also going to the site's trench. The trench is sized to accept flows from both areas. Calculations are attached. The trench size is: WIDTH 7.5 FEET LENGTH 40 FEET DEPTH A FEET TRENCH AREA: 300 SF > 296 SF REQ'D Conveyance System Analysis and Design: Only minor 4" PVC pipe will be used. All slopes will be in excess of 2 percent and are adequate by inspection. Special Reports and Studies: No special reports or studies were done for this site. Other Permits: Permits for the site will not require.an on -site sewage system since the site is served by public sewer. Similarly the site is served by public water. A right-of-way permit will be required for the new driveway. 4 ESC Analysis and Design: As noted above, the site is small and warrants only the normal placement of a downslope filter fence. A standard stabilized construction entrance will be used at the developed site entrance. Bond Quantities, Facility Summaries and Declaration of Covenant: An Operations and Maintenance Manual is provided. Operations and Maintenance Manual: Provided with the Declaration of Covenant. Special Requirements for Full Drainage Review: Special Requirement #1 - Other Adopted Requirements None Special Requirement #2 - Flood Hazard Area None Special Requirement #3 - Flood Protection None Special Requirement #4 - Source Control The site has no source to control other than the driveway. No additional requirement identified. Special Requirement #5 - Oil Control None Questions relating to this report may be made directly to this office. Bruce S. MacVeigh, P.E. Civil Engineer EXPIRES: 4�12�/l7 stevenstir135thst/1583 F PARCEL AREA: 7,370 SF IMPERVIOUS AREAS: EXISTING AREA 0 SF REMOVED AREA 0 SF NEW RESIDENCE 2,070 SF NEW DRIVEWAY 620 SF TOTAL IMPERVIOUS AREA 2,690 SF (INCL. OVERHANG) (ON -SITE ONLY) 0.062 AC PERCENT IMPERVIOUS 36.5 PERCENT SOIL LOGS August 29, 2015 SL 1 0-66" SANDY LOAM 66-8411+ GREY SILTY SAND NO WATER INDICATORS (12-24" OLD DRAIN FIELD ROCK ENCOUNTERED) SL 2 0-66" SANDY LOAM 66-84"+ GREY SILTY SAND NO WATER INDICATORS PERCOLATION TEST AT SL 1 THIRD 12" RUN AT 3 HOURS =180 MIN. MEASURED INFILTRATION RATE = 15 MINJIN. TOTAL REDUCTION COEFFICIENTS 5.5 DESIGN INFILTRATION RATE = 82.5 MINJIN. SOILS SUITABLE FOR ON -SITE INFILTRATION TRENCH. USE APPENDIX C DESIGN WITH KCRTS SIZING. KCRTS PRINTOUTS ATTACHED TRENCH SIZE: WIDTH 12 FEET LENGTH 25 FEET DEPTH 4 FEET TRENCH AREA: 300 SF > 296 SF REQ'D EARTHWORK QUANTITIES: C = 100 cy F = 100 cy Total = 200 cy 6 E? eta..._.._.,..._.._ TillForest 0.00 acres Till Pasture 0.00 acres Till Grass 0.00 acres Qutwash Forest 0.00 acres 4utwash Pasture 6.00 acres Outwash Grass 0.00 acresi Wedandi 0.00 acres. Impervious 0.06 acres Total- 0.06 acres Scale Factor:: 1.00 Hourly Reduced Time Series: stevens135 Compute Time Series Modify, User Input: tt 1 File for computed Time Series (.TSFI INPUT AREA 0.062 ACRES Flow Frequency Analysis Time Series File:stevens135.taf Project Location:Sea-Tao —Annual Peak Flow Rates--- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.015 7 2/09/01 2:00 0.029 1 100.00 0.990 0.013 8 1/0S/02 16:00 0.023 2 25.00 0.960 0.018 4 12/08/02 18:00 0.019 3 0.900 0.015 6 8/26/04 2:00 0.018 4 ,10.00 5.00 0.800 0.019 3 10/28/04 16:00 0.016 5 3.00 0.667 0.016 5 1/18/06 16:00 0.015 6 2.00 0.500 0.023 2 10/26/06 0:00 0.015 7 1.30 0.231 0.029 1 1/09/08 6:00 0.013 8 1.10 0.091 Computed Peaks 0.027 50.00 0.980 Type of Facility: Facility Length: Facility Width: Facility Area: Effective Storage Depth: Stage 0 Elevation: Storage Volume: Vertical Permeability: Permeable Surfaces: Riser Head: Riser Diameter: Top Notch Weir: Outflov.Rating Curve: Gravel Infiltration 147.69 ft 00 ft 29b sq. ft .0 ft 0.00 ft 355. cu . ft 82.50 min/in Bottom None None 4.00 ft 12.00 inches Trehlch e FILC= Operation and Maintenance Manual for Stormwater Infiltration System New Residence Site Address: 2919 S. 135th Street Tukwila, WA 98168 Parcel No.: 734660-0032 Client: American Prestige Homes Date Prepared: October 26, 2015 Table of Contents: Operations of System Inspection Checklist Prepared by Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59" Ave. S. RECEIVED Tukwila, WA 98168 CITY OF TUKWILA Cell: 206-571-8794 OCT 2 7 2015 BSM1583 PERMIT CENTER KtvrEVVED FOR CODE COMPLIANCE APPROVED NOV 2 5 2015 Qty of Tukwila BUILDING DIVISION EXPIRES: 4/24/ Operation and Maintenance of Residential Storm System The operation of the system for this site is simple and requires only occasional inspections and maintenance procedures. Included in this manual is a set of checklists with scheduling and maintenance requirements. The site storm system consists of an underground infiltration system consisting of a standard King County Small Site Infiltration Trench. It will infiltrate into the ground the collected runoff from the house roof and the part of the driveway inside the property. The trench size is: WIDTH 7.5 FEET LENGTH 40 FEET DEPTH 4 FEET Runoff from the driveway is collected in a catch basin with a tee before it can cross the front right-of-way line into the street. The catch basin and its tee prevent silt and floating debris from getting into the gravel of the trench. The clean water from the catch basin goes into the drywell. In a similar way, the water from the roof passes through a yard drain in the front yard with a tee at its outlet. The clean water from the sump also goes into the same trench. This pipe into the trench is separate from the pipe from the driveway. Attached is a drawing showing the trench, catch basin and yard drain locations. As mentioned above, the tees in the catch basin and yard drain prevent leaves and sediment from going into the trench gravel and clogging the soil at its bottom. It is the responsibility of the homeowner to inspect, clean and maintain the catch basin and yard drain to remove collected silt and debris. Details for catch basin and yard drain inspection and clean out, for both floating debris and sediment, are given in the attached checklists, along with maintenance items which may affect the system's pipe lines. Questions about inspection and maintenance of this facility may be directed to Bruce S. MacVeigh, P.E., Civil Engineer, 206-571-8794. a INSTRUCTIONS FOR USE OF MAINTENANCE CHECKLISTS The following pages contain maintenance needs for most of the components that are part of your drainage system, as well as for some components that you may not have. Ignore the requirements that do not apply to your system. You should plan to complete a checklist for all system components on the following schedule: 1. Monthly from November through April 2. Once in late 'summer (preferable September) 3. After any major storm (use 1-in6h in 24 hours as a guideline), items marked "S" only. Using photocopies of these pages, check off the problems you looked for each time you did an inspection. Add comments on problems found and actions taken. Keep these "checked" sheets in your files. Some items do -not need to be looked at every time an inspection is done. Use the suggested frequency at the left of each item as a guideline foryour inspection. REQUIRED ACTIONS: The following actions shall be taken to ensure that pollution generated on site shall be minimized: 1. Warning signs (e.g., "Dump No Waste - Drains to Stream") shall be painted or embossed on or adjacent to all storm drain inlets. They shall be repainted as needed. Contact the Municipality regarding availability of stenciling supplies. 2. Parking lots shall be swept when necessary to remove debris and, at a minimum, twice a year. Use of newer model high -velocity vacuum sweepers is recommended as they are more effective in removing the more harmful smaller particles from paved surfaces. 3. Sediment removed from detention vaults shall be disposed of in a proper manner. Contact the Municipality for instruction prior to completing this task. 4. No activities shall be conducted 'on site that are likely to result in short-term high - concentration discharge of pollution to the stormwater system., Such activities may include, but rapt be limited to, vehicle washing, vehicle maintenance, and cleaning of equipment used in the periodic maintenance of buildings and paved surfaces. ATTACHMENT "A" (CONTINUED) Maintenance Checklist for Control Structure/Flow Restrictof (Structure that controls rate at which water eats facility) Frequency D� S / V Problem Conditions To Creek For Conditions That Should EXW' Feature M Structure Trash d debris Distance between debris buildup and bottom of All trash and debris removed. (Mcludes orifice plate Is less than 1.12t feet. A SWch>ral Struttues are not securely attached to Structure securely attached to damage manhole wail and outlet pipe structure should wall and outlet pipe. support at least 1,000 pounds o(up or down pressure A SVuchffe is not In upright position (allow up to Structure in correct position. 100Afrom plumb). ' A Connections to outlet pipe are root watertight Connections to outlet pipe are and show signs of rust watertight; structure repaired or replaced and works as designed. M Any holes—ot1w than designed holes —in the Structure has no holes cow than structure. designed holes. KS Cleancut Damaged or Cdeanout gate is not watertight or is missing. Gate it watertight and works as gwe mrssin9 designed. A Gate cannot be moved up and down by one Gate moves up and dawn eas& mainttnanee port. and Is watertight M's Chain kadi g to gate is missing or damaged. . Chain is in place and warts as designed. A Gate is rusted aver 50% of its surface area. Gate is repaired or repfaeed to meet design standards. KS ObsWebons Any trash, debris, sediment, or vegetation Plate is free of all obstructions blocking .the pie - and works as designed. M,S Overtlwv obstructions Any bash or debris blocking (or having the Pipe is free of all obstructions ice potential of blocldn the overflow pipe. and works as designed. If you are unsure whether a problem e)dsts, please contact a Professional Engineer. Comments: TEES /o= -4AI ! . A --Annual (March or April preferred) M=Monthly (See schedule) S=After major storms (use 1-inch in 24 hours as a guideline) ATTACHMENT "A" (CONTINUED) Maintenance Checklist for Catch Basins and Inlets Frequency Drainage / problem Conditions To Cheek For Conditions That Should Exist system Y Feature M,S. General Trash, debris, and Trash or debris in front of the catch basin No trash or debris located Irnmedratety ir sediment In or on opening is blocking capacity by more than front of catch basin opening. Grate is basin 10% kept Wean and allows water to enter. M Sediment or debris. (in the basin) that No sediment or debris in the catch basin exceeds V3 the depth from the bottorh of. Catch basin is dug out and clean. basin to inVert of the lowest pipe into or out of the basin. M.S Trash or debris In any inlet or pipe Inlet and outlet pipes free of trash or blocking more than 113 of its height. debris. M , Structural damage Comer of frame ehdehds more than 3/4 Frame is even with orb. to frame and/or inch past curb face into the street (f top stab applicable). M Top slab has holes larger than 2 square Top staff is free of holes and cracks. inches or sacks wider than 1/4 inch (Intend Is to make sure all material is running into the basin). M Frame not sitting flush on top slab, i.e., Frame is sitting flush on top slab. separation of more than 3/4 inch of the frame from the top slab. A Cracks in basin Cracks wider than 12 Inch and longer Basin replaced or repaired to design waft/boCom V=4 feet, any evidence of sal particles standards. Contact a professional entering catch basin through Brads. or . engineer for evaluation. maintenance person judges that structure Is unsound. A Cracks wider than 12 Inch and longer No cracks more than 114 inch wide at the than 1 foot at the joint of arty inlet/outlet joint of intet/outiet pipe. Contact a pipe or any evidence of sob particles professional engineer for evaluation. entering catch basin through cracks. A Settlement/ Basin has settled more than 1 inch or has Basin replaced or repaired to design misalignment.. rotated more then 2 inches out of standards. Contact a professional alignment. engineer for evaluation. KS Fro hazard or Presence of chemicals such as natural No color, odor, or sludge. Basin is dug other pollution gas, on, and gasoline. Ob no)dous color, out and cleam odor, or sludge noted. KS Outlet pipe Is Vegetation or roots growing In Irilet/outiet. No vegetation orroot growth present clogged with pipe joints that is more than six inches tail . neetaflon.• and less than aloe itches apart If you are unsure whether a problem exists, please contact a Professional Engineer. Comments: Key: A --Annual (March or April preferred) M=Monthly (see schedule) _ S=After major storms (use 1-inch in 24 hours as a guideline) J-18 4. ATTACHMENT "A" (CONTINUED) Maintenance Checklist for Conveyance Systems (Pipes, Ditches, and Swales) Frequency Drayage System / V Problem Conditions to Cheek For Conditions That Should Fast Feature KS Pipes Sediment & debris Accumulated sediment that exceeds Pipe cleaned of all sediment and 20% of the diameter of the pipe. debris. M vegetation Vegetation that reduces free movement AN vegetation removed so water of water through pipes. flows freely through pipes. A Damaged (rusted. bet, or Protective coating is damaged: rust is Pipe repaired or replaced. e Causing more than 50% deterioration to any part of pipe. M Any dent that significantly impeders flow Pipe repaired or replaced. (lie„ decreases the cross section area of pipe by more than 20%). M Pipe has major tracks or tears allowing Pipe repaired or replaced. groundwater leakage. M,S CPer Catches ,r'' Trash S debris Dumping of yard wastes such as grass, Remove trash and debris and r • clippings and branches Into basin, depose as presented by the Unsightly accumulation of Municipality. nondegradable materials such as ghw. per. metal. foam, and coated paper. M Sediment buildup Accumulated sedunent that exceeds Ditch cleaned of all sediment and 2D% of the design depth. _ debris so that it matches desVL A Vegetation Vegetation (eg.. weedy shrubs or Water flows freely trough ditches. sapf ngs) that reduces free movements Grassy vegetation should be left of water through ditches, alone. M Erasion damage to slopes See Ponds Checklist. See Ponds Checklist. A Rock lining out of place or Maintenance person can see native.sail Replace rocks to design standard. missing (d applicable) beneath the rock fining. varies Catch basins See Catch Bashes CheetdsL See Catch Basins Checklist. MIS Swales Trash E debris See above for Ditches. See above for Ditches. M Sediment buildup See above for Ditches. Vegetation may need to be replantec after cleaning, M Vegetation not growing or Grass cover is sparse and seedy or Aerate sods and reseed and mulch overgrown areas are overgrown with woody bare areas. Maintain grass height a vegetiffim a miniirwm of 6 6mclmes for best stomrwatertreatment Remove woody growth. reeortour, and reseed as necessary, KS Erosion damage to slopes See Ponds Checklist See Ponds Checklist. M Conversion by homeowner Swale has been filed in or blocked by If possible, speak with homeowner to incompatible use shed, woodpile, shrubbery, etc. and request that swale area be. restored. Contact the Municipality to report problem if not rectified voluntarily. J-25 v Structural Calculations: Lateral &Gravity Load Design Single Family Dwelling Client: American Prestige Hom c/o San Stevens P.O. Box46002 Seattle, Washington 98146 Site Address: 2919 South 135th Street Tukwila, Washington 98188 Designers: Bernhoft & Associates 702 Broadway, Suite 201 Tacoma, Washington 98402 253-274-0244 Engineer: Bruce S. MacVeigh, P.E. 14245 59th Avenue South Tukwila, Washington 98168 206.571.8794 Job # 2015-S11-Stevens EXPMss 4(24=17 REVIEWED FOR CODE COMPLIANC APPROVED NOV 2 5 2015 City of Tukwila BUILDING DIVISI, RECEIVE NOV. 0.3 2015 TUKwiu-� PUBLIC WORKS RECEIVED CITY OF TUKWILA OCT 2.7.2015 PERMIT CENTER All information for construction is detailed on the prints. This engineering report summarizes the engineering calculations and assumptions made to develop the print information. Contractor must review engineering assumptions for validity. Engineering assumptions are listed below. If these conditions are not present at the site these calculations are void. Bruce S. MacVeigh, P.E. must be contacted immediately at (206) 571-8794. This engineering report summarizes the results of the lateral and gravity load engineering services for the proposed structure. SCOPE OF WORK: The Scope of Work is to provide engineering analysis and design to resist lateral and gravity loads in accordance with the 2012 IBC. Our services extend from the foundation up to the roof. Foundations are engineered to support the structure on a flat surface with a minimum 1500 psf soil bearing. ' Special foundations for lots not level or with poor soil bearing are not provided unless noted otherwise. The enclosed documents are to be used in conjunction with the house plans referenced on the cover. It is essential that the contractor study the engineering requirements and required changes to the architectural plan prior to start of work. Changes may include additional foundations or footings, beam size changes, siding changes etc. CODE CRITERIA: Building Codes 2012 IBC Code Seismic Zone Dl Period T (sec) 0.178 Response Mod Factor 6.5, East/West Direction. 6.5 , North/South Direction Soil Profile D Seismic Source Type D Spectral Response Acceleration Sl: 0.570 g, Ss: 1.510 g Reliability Factor Rho 1.0 Wind Zone 85 mph, 3 second gust, Exposure B Kzt Factor 1.00 SOILS CRITERIA Soils Consultant None Soils Report # None Bearing Pressure Req'd 1500 psf uno Bearing Depth 12" Frost Level MATERIALS CRITERIA Concrete (28 day strength) Foundations and Slab Fc= 2500psi Structural Slab Fc= 2500psi Walls Fc= 2500psi Reinforcing Steel ASTM A-615 Grade 40 - #4 & #5 Bars ASTM A-615 Grade 60 - #6 Bars and larger Glu-Lam Beams Visually Graded Western Species- Dry Use Fb = 2400 psi, V4 PLYWOOD APA RATED Roof: 1/2" cdx or 7/16" osb PI = 32/16 Floor: 3/4" T&G cdx or osb PI = 48/24 LOADING CRITERIA FOR ROOF AND/OR CEILING ITEM MATERIAL LOAD PSF Roofing Asphalt Shingles 3.0 Sheathing or Decking 15/32 CDX 1.5 FInsulation R49 3.0 Framing Trusses @ 24" o.c. 2.1 Ceiling 5/8" gwb 2.8 Miscellaneous 2.0 Total dead load 14.4 psf LIVE LOADS: Snow — 25 PSF (Non reducible) Ceiling Only —10 PSF Increase in Fb and Fv of 15% allowed for duration of load when noted. LOADING CRITERIA FOR FLOOR: ITEM MATERIAL LOAD PSF Floor Covering Carpet and Pad 3.0 Floor Sheathing %" T&G CDX 2.3 Ceiling 5/8" GWB 2.8 R-30 Insulations Batt Insulation 1.4 Framing, Joists Miscellaneous Beams Total Dead Load TJI floor joists Electrical, etc. 2.48 1.02 1.00 14.00 PSF TOTAL DEAD LOAD FLOOR =14 PSF FLOOR LIVE LOADS: Residence — 40 PSF Decks - 40 PSF WoodWOrkS® ShearwallS SOFTWARE FOR WOOD DESIGN WoodWorksO Shearwalls 10.31 2015-s11-stevens-(1).wsw Project Information COMPANY AND PROJECT INFORMATION Company Project Bruce S MacVeigh, P.E. American Presitge Homes 14245 59th Avenue S c/o San Stevens Tukwila, WA 98168 29xx S. 135th Street (206) 571-8794 Tukwila, WA 98188 DESIGN SETTINGS Oct. 20, 2016 09:31:16 Design Code Wind Standard Seismic Standard IBC 2012/AWC SDPWS 2008 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations Building Code Capacity Modification For Design (ASD) For Deflection (Strength) Wind Seismic 0.70 Seismic + 0.60 Dead 1.00 Seismic + 0.90 Dead 1.00 1.00 0.60 Wind + 0.60 Dead 1.00 Wind + 0.90 Dead Service Conditions and Load Duration Max Shearwall Offset (ft) Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 T<=100F 19% 10% 4.00 0.00 Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - - - Ignore non -wood -panel shear resistance contribution... Collector forces based on... Wind Seismic Hold-downs Applied loads Never Never Drag struts Applied loads Shearwall Relative Rigidity: Wall capacity Design Shearwall Force/Length: Based on wall rigidity/length SITE INFORMATION Wind Seismic ASCE 7-10 Directional (All heights) ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 85mph Risk Category Category II - All others Exposure Exposure B Structure Type Regular Enclosure Partly Enclosed Building System Bearing Wall Min Wind Loads: Walls 16 psf Design Category D Roofs 8 psf Site Class D Topographic Information [ft] Spectral Response Acceleration Shape Height Length S1:0.570g Ss:1.510g - - - Fundamental Period E-W N-S Site Location: - T Used Approximate Ta 0.178s 0.178s 0.178s 0.178s Elev: 19ft Avg Air density: 0.0765 lb/cu ft Flexible building, gust factor = 0.85 Maximum T 0.250s 0.250s Case 2 E-W loads N-S loads Response Factor R 6.50 6.50 Eccentricity (ft) 5.75 7.89 Fa: 1.00 Fv: 1.50 Loaded at 75% WoodWorks® Shearwalls 2015,sill-stevens4l).wsw Oct. 20, 2015 09:31:16 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev Ift] Depth m Height shrinkage m length m Ceiling 18.50 0.0 Level 10.50 11-6.0 8.00 21.8 22.5 Level 0.00 0.0 9.00 3.8 4.5 Foundation 0.00 BLOCK and ROOF INFORMATION Block Dimensions Ift] Face Type Roof Panels Slope Overhang ft Block 2 Story E-W Ridge Location X,Y = 0.00 9.33 North Side 18.0 1.00 Extent X,Y = 52.58 29.00 South Side 18.0 1.00 Ridge Y Location, Offset 23.83 0.00 East Hip 18.0 1.00 Ride Elevation, Height 23.21 4.71 West Hip 18.0 1.00 Block 2 1 Story N-S Ridge Location X,Y = 0.00 0.00 North Gable 90.0 0.39 Extent X,Y= 20.00 9.33 South Hip 40.0 0.39 Ridge X Location, Offset 10.00 0.00 East Side 18.0 1.00 Ridge Elevation, Height 13.75 3.25 West Side 18.0 1.00 WoodWorks® Shearwans 2015-s11,stevens-(1).wsw Oct. 20, 2015 09:31:16 SHEATHING MATERIALS by WALL GROUP Sheathing . Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in Ibs/in in in 1 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 6 12 Y 3 2 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 3 12 Y 2,3 3 1 Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 4 12 Y 2,3 Legend. Grp — Wall Design Group number, used to reference wall in other tables Sun`— Exterior or interior surface when applied to exterior wall Ratng — Span rating, see SDPWS Table C4.2.2.2C Thick — Nominal panel thickness GU - Gypsum underlay thickness Ply — Number of plies (or layers) in construction of plywood sheets Or — Orientation of longer dimension of sheathing panels Gvtv — Shear stiffness in Win. of depth from SDPWS Tables C4.2.2A-B Type — Fastener type from SDPWS Tables 4.3A-D: Nail — common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing, Box - box nail, • Casing — casing nail, • Roof— roofing nail, • Screw — drywall screw Size - Common, box, and casing nails: refer to SDPWS Table A1(casing sizes = box sizes). Gauges: 11 ga = 0.120" x 1-3/4" (gypsum sheathing, 25132" fiberboard ), 1-1/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92"x 1- 1/8". Cooler or gypsum wallboard nail. 5d =. 086"x 1-5/8'; 6d =. 092"x 1-7/8 8d = .113" x 2-318" 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4"long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Df — Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg — Panel edge fastener spacing Fd — Field spacing interior to panels Bk — Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side Notes: 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psiA6 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 2 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 3 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Legend: Wall Grp — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spcg — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E — Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. WoodWorks® Shearwalls 2016-01-Stevens-(1).wsw Oct. 20, 201s 09:31:16 SHEARLINE. WALL and OPENING DIMENSIONS North -south Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group X ft Start End ft Wind Seismic ft Line 1 Level 2 Line 1 Seg 1 0.00 9.33 38.33 29.00 29.00 29.00 8.00 Wall 1-1 Seg 1 0.00 9.33 38.33 29.00 29.00 29.00 - Level 1 Line 1 Seg 2 0.00 0.00 38.33 38.33 17.83 17.83 9.00 Wall 1-1 Seg 2 0.00 0.00 38.33 38.33 17.83 17.83 - Opening 1 - - 3.50 24.00 20.50 - - 6.75 Line 2 Level 2 Line 2 Seg 3 18.42 9.33 38.33 29.00 12.25 12.25 8.00 Wall 2-1 Seg 3 18.42 26.00 38.25 12.25 12.25 12.25 - Line 3 Level 1 Line 3 Seg 3 20.00 0.00 38.33 38.33 35.00 35.00 9.00 Wall 3-1 Seg 3 20.00 0.00 9.33 9.33 9.33 9.33 - Wall 3-3 Seg 3 20.00 27.92 38.25 10.33 10.33 10.33 - Wall 3-2 Seg 3 20.00 9.33 24.67 15.33 15.33 15.33 - Line 4 Leve12 Line 4 Seg 3 36.08 9.33 38.33 29.00 24.42 24.42 8.00 Wall 4-2 Seg 3 36.08 25.83 38.25 12.42 12.42 12.42 - Wall 4-1 Seg 3 36.08 9.33 21.33 12.00 12.00 12.00 - Line 5 Level 2 Line 5 Seg 1 52.58 9.33 38.33 29.00 29.00 29.00 8.00 Wall 5-1 Seg 1 52.58 9.33 38.33 29.00 29.00 29.00 - Level 1 Line 5 Seg 1 52.58 9.33 38.33 29.00 29.00 29.00 9.00 Wall 5-1 Seg 1 52.58 9.33 38.33 29.00 29.00 29.00 - East -west Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group Y ft Start End ft Wind Seismic ft Line A Level 1 Line A Seg 1 0.00 0.00 20.00 20.00 0.00 0.00 9.00 Wall A-1 Seg 1 0.00 0.00 20.00 20.00 0.00 0.00 - Opening 1 - - 2.00 18.00 16.00 - - 8.00 Line B Leve12 Line B Seg 1 9.33 0.00 52.58 52.58 20.08 20.08 8.00 Wall B-1 Seg 1 9.33 0.00 52.58 52.58 20.08 20.08 - Opening 1 - - 3.00 8.00 5.00 - - 4.00 Opening 2 - - 12.58 17.58 5.00 - - 4.00 Opening 3 - - 24.00 36.00 12.00 - - 4.00 Opening 4 - - 37.50 40.50 3.00 - - 3.00 Opening 5 - - 44.17 50.17 6.00 - - 4.00 Level 1 Line B Seg 1 9.33 0.00 52.58 52.58 16.58 16.58 9.00 Wall B-1 Seg 1 9:33 20.00 52.58 32.58 16.58 16.58 - Opening 1 - - 24.50 34.50 10.00 - - 6.50 Opening 2 - - 42.58 48.58 6.00 - - 6.75 Line C Level 1 Line C Seg 1 24.67 0.00 52.58 52.58 16.50 16.50 9.00 Wall C-1 Seg 1 24.67 0.00 20.00 20.00 16.50 16.50 - Opening 1 - - 16.50 19.50 3.00 - - 6.75 Line D Leve12 Line D Seg 1 38.33 0.00 52.58 52.58 37.08 37.08 8.00 Wall D-1 Seg 1 38.33 0.00 52.58 52.58 37.08 37.08 - opening 1 - - 1.50 5.50 4.00 - - 4.00 Opening 2 - - 21.58 26.58 5.00 - - 4.00 Opening 3 - - 44.08 49.08 5.00 - - 4.00 Level 1 Line D Seg 1 38.33 0.00 52.58 52.58 31.58 31.58 9.00 Wall D-1 Seg 1 38.33 0.00 52.58 52.58 31.58 31.58 - Opening 1 - - 3.67 8.67 5.00 - - 4.00 Opening 2 - - 24.00 29.00 5.00 - - 4.00 Opening 3 - - 32.08 38.08 6.00 - - 1 6.75 WoodWorks® Shearwalls 2015-s11-stevens4l).wsw Oct. 20, 2015 09:31:16 WALL and OPENING DIMENSIONS Type - Sag = segmented, Prf = portorated, NSW = non-shearwall Location - dimension perpendicular to wall FHS - lengthof full -height sheathing used to resist shear force Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall If two wall group numbers listed, they are for rigid diaphragm and flexible diaphragm design. WoodWorks® Shearwalls 2015-s11-stevensg1).wsw Oct. 20, 2015 09:31:16 Loads WIND SHEAR LOADS (as entered or aenerated) Level Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [lbs,pif,pst] Ht Case Dir Dir Start End Start End ft Block 1 W L Roof 1 W->E Wind Line 8.33 23.83 0.0 0.3 Block 1 W L Roof Min W->E Wind Line 8.33 23.83 0.0 20.1 Block 1 W Wall Min W->E Wind Line 9.33 38.33 32.0 Block 1 W Wall 1 W->E Wind Line 9.33 38.33 25.3 Block 1 W R Roof Min W->E Wind Line 23.83 39.33 20.1 0.0 Block 1 W R Roof 1 W->E Wind Line 23.83 39.33 0.3 0.0 Block 1 E L Roof Min W->E Lee Line 8.33 23.83 0.0 20.1 Block 1 E L Roof 1 W->E Lee Line 8.33 23.83 0.0 23.8 Block 1 E Wall 1 W->E Lee Line 9.33 38.33 11.4 Block 1 E Wall Min W->E Lee Line 9.33 38.33 32.0 Block 1 E R Roof 1 W->E Lee Line 23.83 39.33 23.8 0.0 Block 1 E R Roof Min W->E Lee Line 23.83 39.33 20.1 0.0 Block 1 W L Roof 1 E->W Lee Line 8.33 23.83 0.0 23.8 Block 1 W L Roof Min E->W Lee Line 8.33 23.83 0.0 20.1 Block 1 W Wall 1 E->W Lee Line 9.33 38.33 11.4 Block 1 W Wall Min E->W Lee Line 9.33 38.33 32.0 Block 1 W R Roof Min E->W Lee Line 23.83 39.33 20.1 0.0 Block 1 W R Roof 1 E->W Lee Line 23.83 39.33 23.8 0.0 Block 1 E L Roof 1 E->W Wind Line 8.33 23.83 0.0 0.3 Block 1 E L Roof Min E->W Wind Line 8.33 23.83 0.0 20.1 Block 1 E Wall 1 E->W Wind Line 9.33 38.33 25.3 Block 1 E Wall Min E->W Wind Line 9.33 38.33 32.0 Block 1 E R Roof 1 E->W Wind Line 23.83 39.33 0.3 0.0 Block 1 E R Roof Min E->W Wind Line 23.83 39.33 20.1 0.0 Block.1 S L Roof Min S->N Wind Line -1.00 14.50 0.0 20.1 Block 1 S L Roof 1 S->N Wind Line -1.00 14.50 -0.0 -5.1 Block 1 S Wall Min S->N Wind Line 0.00 52.58 32.0 Block 1 S Wall 1 S->N Wind Line 0.00 52.58 25.3 Block 1 S Ctr Roof 1 S->N Wind Line 14.50 38.08 -5.1 Block 1 S Ctr Roof Min S->N Wind Line 14.50 38.08 20.1 Block 1 S R Roof Min S->N Wind Line 38.08 53.58 20.1 0.0 Block 1 S R Roof 1 S->N Wind Line 38.08 53.58 -5.1 -0.0 Block 1 N L Roof Min S->N Lee Line -1.00 14.50 0.0 20.1 Block 1 N L Roof 1 S->N Lee Line -1.00 14.50 0.0 24.5 Block 1 N Wall Min S->N Lee Line 0.00 52.58 32.0 Block 1 N Wall 1 S->N Lee Line 0.00 52.58 16.9 Block 1 N Ctr Roof 1 S->N Lee Line 14.50 38.08 24.5 Block 1 N Ctr Roof Min S->N Lee Line 14.50 38.08 20.1 Block 1 N R Roof 1 S->N Lee Line 38.08 53.58 24.5 0.0 Block 1 N R Roof Min S->N Lee Line 38.08 53.58 20.1 0.0 Block 1 S L Roof Min N->S Lee Line -1.00 14.50 0.0 20.1 Block 1 S L Roof 1 N->S Lee Line -1.00 14.50 0.0 24.5 Block 1 S Wall 1 N->S Lee Line 0.00 52.58 16.9 Block 1 S Wall Min N->S Lee Line 0.00 52.58 32.0 Block 1 S Ctr Roof Min N->S Lee Line 14.50 38.08 20.1 Block 1 S Ctr Roof 1 N->S Lee Line 14.50 38.08 24.5 Block 1 S R Roof Min N->S Lee Line 38.08 53.58 20.1 0.0 Block 1 S R Roof 1 N->S Lee Line 38.08 53.58 24.5 0.0 Block 1 N L Roof 1 N->S Wind Line -1.00 14.50 -0.0 -5.1 Block 1 N L Roof Min N->S Wind Line -1.00 14.50 0.0 20.1 Block 1 N Wall Min N->S Wind Line 0.00 52.58 32.0 Block 1 N Wall 1 N->S Wind Line 0.00 52.58 25.3 Block 1 N Ctr Roof Min N->S Wind Line 14.50 38.08 20.1 Block 1 N Ctr Roof 1 N->S Wind Line 14.50 38.08 -5.1 Block 1 N R Roof 1 N->S Wind Line 38.08 53.58 -5.1 -0.0 Block 1 N R Roof Min N->S Wind Line 38.08 53.58 20.1 0.0 Level1 Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [lbs,plf,psf] Ht Case Dir Dir Start End Start End IM Block 1 W Wall 1 W->E Wind Line 0.00 38.33 36.9 Block 1 W Wall Min W->E Wind Line 0.00 38.33 48.0 Block 1 W Wall 1 W->E Wind Line 9.33 38.33 24.6 Block 1 W Wall Min W->E Wind Line 9.33 38.33 32.0 Block 1 E Wall Min W->E Lee Line 9.33 38.33 48.0 Block 1 E .Wall 1 W->E Lee Line 9.33 38.33 11.4 Block 1 E Wall Min W->E Lee Line 9.33 38.33 32.0 Block 1 E Wall 1 W->E Lee Line 9.33 38.33 17.1 Block 1 W Wall Min E->W Lee I Line 0.00 38.33 48.0 WoodWorks® Shearwalls 2015-s11-stevensg1).wsw Oct. 20, 2015 09:31:16 WIND SHEAR LOADS (as entered or generated) (continued) Block 1 W Wall 1 E->W Lee Line 0.00 38.33 17.1 Block 1 W Wall Min E->W Lee Line 9.33 38.33 32.0 Block 1 W Wall 1 E->W Lee Line 9.33 38.33 11.4 Block 1 E Wall 1 E->W Wind Line 9.33 38.33 24.6 Block 1 E Wall Min E->W Wind Line 9.33 38.33 48.0 Block 1 E Wall 1 E->W Wind Line 9.33 38.33 36.9 Block 1 E Wall Min E->W Wind Line 9.33 38.33 32.0 Block 1 S Wall Min S->N Wind Line 0.00 52.58 32.0 Block 1 S Wall 1 S->N Wind Line 0.00 52.58 24.6 Block 1 S Wall Min S->N Wind Line 20.00 52.58 48.0 Block 1 S Wall 1 S->N Wind Line 20.00 52.58 36.9 Block 1 N Wall Min S->N Lee Line 0.00 52.58 32.0 Block 1 N Wall Min S->N Lee Line 0.00 52.58 48.0 Block 1 N Wall 1 S->N Lee Line 0.00 52.58 16.9 Block 1 N Wall 1 S->N Lee Line 0.00 52.58 25.3 Block 1 S Wall Min N->S Lee Line 0.00 52.58 32.0 Block 1 S Wall 1 N->S Lee Line 0.00 52.58 16.9 Block 1 S Wall Min N->S Lee Line 20.00 52.58 48.0 Block 1 S Wall 1 N->S Lee Line 20.00 52.58 25.3 Block 1 N Wall Min N->S Wind Line 0.00 52.58 48.0 Block 1 N Wall 1 N->S Wind Line 0.00 52.58 36.9 Block 1 N Wall 1 N->S Wind Line 0.00 52.58 24.6 Block 1 N Wall Min N->S Wind Line 0.00 52.58 32.0 Block 2 W L Roof 1 W->E Wind Line -0.39 3.87 -0.0 -2.6 Block 2 W L Roof Min W->E Wind Line -0.39 3.87 0.0 14.3 Block 2 W Ctr Roof Min W->E Wind Line 3.87 9.72 14.3 Block 2 W Ctr Roof 1 W->E Wind Line 3.87 9.72 -2.6 Block 2 E L Roof 1 W->E Lee Line -0.39 3.87 0.0 15.6 Block 2 E L Roof Min W->E Lee Line -0.39 3.87 0.0 14.3 Block 2 E Wall 1 W->E Lee Line 0.00 9.33 13.5 Block 2 E Wall Min W->E Lee Line 0.00 9.33 48.0 Block 2 E Ctr Roof Min W->E Lee Line 3.87 9.72 14.3 Block 2 E Ctr Roof 1 W->E Lee Line 3.87 9.72 15.6 Block 2 W L Roof 1 E->W Lee Line -0.39 3.87 0.0 15.6 Block 2 W L Roof Min E->W Lee Line -0.39 3.87 0.0 14.3 Block 2 W Ctr Roof Min E->W Lee Line 3.87 9.72 14.3 Block 2 W Ctr Roof 1 E->W Lee Line 3.87 9.72 15.6 Block 2 E L Roof Min E->W Wind Line -0.39 3.87 0.0 14.3 Block 2 E L Roof 1 E->W Wind Line -0.39 3.87 -0.0 -2.6 Block 2 E Wall Min E->W Wind Line 0.00 9.33 48.0 Block 2 E Wall 1 E->W Wind Line 0.00 9.33 36.9 Block 2 E Ctr Roof Min E->W Wind Line 3.87 9.72 14.3 Block 2 E Ctr Roof 1 E->W Wind Line 3.87 9.72 -2.6 Block 2 S L Roof 1 S->N Wind Line -1.00 10.00 0.0 6.9 Block 2 S L Roof Min S->N Wind Line -1.00 10.00 0.0 22.2 Block 2 S Wall Min S->N Wind Line 0.00 20.00 48.0 Block 2 S Wall 1 S->N Wind Line 0.00 20.00 36.9 Block 2 S R Roof Min S->N Wind Line 10.00 21.00 22.2 0.0 Block 2 S R Roof 1 S->N Wind Line 10.00 21.00 6.9 0.0 Block 2 N L Gable 1 S->N Lee Line 0.00 10.00 0.0 12.5 Block 2 N L Gable Min S->N Lee Line 0.00 10.00 0.0 26.0 Block 2 N R Gable 1 S->N Lee Line 10.00 20.00 12.5 0.0 Block 2 N R Gable Min S->N Lee Line 10.00 20.00 26.0 0.0 Block 2 S L Roof 1 N->S Lee Line -1.00 10.00 0.0 16.5 Block 2 S L Roof Min N->S Lee Line -1.00 10.00 0.0 22.2 Block 2 S Wall 1 N->S Lee Line 0.00 20.00 23.0 Block 2 S Wall Min N->S Lee" Line 0.00 20.00 48.0 Block 2 S R Roof 1 N->S Lee Line 10.00 21.00 16.5 0.0 Block 2 S R Roof Min N->S Lee Line 10.00 21.00 22.2 0.0 Block 2 N L Gable 1 N->S Wind Line 0.00 10.00 0.0 20.0 Block 2 N L Gable Min N->S Wind Line 0.00 10.00 0.0 26.0 Block 2 N R Gable 1 N->S Wind Line 10.00 20.00 20.0 0.0 Block 2 N R Gable Min N->S Wind Line 10.00 20.00 26.0 0.0 Legena. Block - Block used in load generation Accum. = loads from one block combined with another Manual = user -entered loads (so no block) F - Building face (north, south, east or west) Element - Building surface on which loads generated or entered Load Case - One of the following: ASCE 7 All Heights: Case 1 or 2 from Fig 27.4-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference comer and Case A or B from Fig 28.4-1 or minimum loads from 28.4.4 7 Woodworks® Shearwalls 2015-01-stevens-(1).wsw Oct. 20, 2015 09:31:16 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Sun` Dir - windward or leeward side of the building for loads in given direction Prof - Profile (distribution) Location - Start and end points on building element Magnitude - Stan` = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Ht - Tributary height of area loads only Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. Woodworks® Shearwalls 2015-s11-Stevens-(1).w6w Oct. 20, 2015 09:31:1s WIND C&C LOADS Block Building Face Wind Direction Level Magnitude [psf] Interior End Zone Block 1 West Windward 2 18.2 21.5 Block 1 East Leeward 2 18.2 21.5 Block 1 West Leeward 2 18.2 21.5 Block 1 East Windward 2 18.2 21.5 Block 1 South Windward 2 18.2 21.5 Block 1 North Leeward 2 18.2 21.5 Block 1 South Leeward 2 18.2 21.5 Block 1 North Windward 2 18.2 21.5 Block 1 West Windward 1 18.2 21.5 Block 1 East Leeward 1 18.2 21.5 Block 1 West Leeward 1 18.2 21.5 Block 1 East Windward 1 18.2 21.5 Block 1 South Windward 1 18.2 21.5 Block 1 North Leeward 1 18.2 21.5 Block 1 South Leeward 1 18.2 21.5 Block 1 North Windward 1 18.2 21.5 Block 2 East Leeward 1 18.2 21.5 Block 2 East Windward 1 18.2 21.5 Block 2 South Windward 1 18.2 21.5 Block 2 South Leeward 1 18.2 21.5 DEAD LOADS (for hold-down calculations) Shear Line Level Profile Tributary Width Ift] Location [ft] Start End Mag [Ibs,psf,psQ Start End B 2 Area 16.00 0.00 52.58 13.0 D 2 Area 16.00 0.00 52.58 13.0 1 2 Area 5.00 9.33 38.33 13.0 2 2 - Area 2.00 26.00 38.25 13.0 4 2 Area 2.00 9.33 38.25 13.0 5 2 Area 5.00 9.33 38.33 13.0 A 1 Area 5.00 0.00 20.00 13.0 B 1 Area 16.00 0.00 52.58 13.0 B 1 Area 7.00 20.00 52.58 13.0 C 1 Area 14.00 0.00 20.00 13.0 D 1 Area 16.00 0.00 52.58 13.0 D 1 Area 7.00 0.00 52.58 13.0 1 1 Area 12.00 0.00 9.33 13.0 1 1 Area 2.00 0.00 38.33 13.0 1 1 Area 5.00 9.33 38.33 13.0 2 1 Area 2.00 26.00 38.25 13.0 3 1 Area 12.00 0.00 9.33 13.0 3 1 Area 2.00 0.00 38.25 13.0 4 1 Area 2.00 9.33 38.25 13.0 5 1 Area 2.00 9.33 38.33 13.0 5 1 Area 5.00 9.33 38.33 13.0 Woodworks® Shearwalls 2015-s11-stevens4l).wsw Oct. 20, 2015 09:31:16 BUILDING MASSES Level Magnitude Trib Force Building Block Wall Profile Location [ft] pbs,plf,psf] Width Dir Element Line Start End Start End E-W Roof Block 1 1 Line 8.33 39.33 354.8 354.8 E-W Roof Block 1 5 Line 8.33 39.33 354.8 354.8 N-S Roof Block 1 B Line -1.00 53.58 201.5 201.5 N-S Roof Block 1 D Line -1.00 53.58 201.5 201.5 Both Wall 1-1 n/a 1 Line 9.33 38.33 32.0 32.0 Both Wall 2-1 n/a 2 Line 26.00 38.25 24.0 24.0 Both Wall 4-1 n/a 4 Line 9.33 21.33 24.0 24.0 Both Wall 4-2 n/a 4 Line 25.83 38.25 24.0 24.0 Both Wall 5-1 n/a 5 Line 9.33 38.33 32.0 32.0 Both Wall B-1 n/a B Line 0.00 52.58 32.0 32.0 Both Wall D-1 n/a D Line 0.00 52.58 32.0 32.0 Levell Magnitude Trib Force Building Block Wall Profile Location [ft] pbs,plf,psf] Width Dir Element Line Start End Start End ft E-W Roof Block 2 1 Line -0.39 9.72 143.0 143.0 E-W Roof Block 2 3 Line -0.39 9.72 143.0 143.0 E-W Floor F1 n/a 1 Line 0.00 9.33 130.0 130.0 E-W Floor F2 n/a 1 Line 9.33 38.33 341.8 341.8 Both Wall 1-1 n/a 1 Line 9.33 38.33 32.0 32.0 Both Wall 2-1 n/a 2 Line 26.00 38.25 24.0 24.0 E-W Floor F1 n/a 3 Line 0.00 9.33 130.0 130.0 Both Wall 4-1 n/a 4 Line 9.33 21.33 24.0 24.0 Both Wall 4-2 n/a 4 Line 25.83 38.25 24.0 24.0 E-W Floor F2 n/a 5 Line 9.33 38.33 341.8 341.8 Both Wall 5-1 n/a 5 Line 9.33 38.33 32.0 32.0 N-S Roof Block 2 A Line -1.00 21.00 65.7 65.7 N-S Roof Block 2 B Line -1.00 21.00 65.7 65.7 N-S R Gable Block 2 B Line 0.00 10.00 26.0 0.0 N-S L Gable Block 2 B Line 10.00 20.00 0.0 26.0 N-S Floor F1 n/a A Line 0.00 20.00 249.1 249.1 Both Wall B-1 n/a B Line 0.00 52.58 32.0 32.0 N-S Floor F2 n/a B Line 20.00 52.58 188.5 188.5 Both Wall D-1 n/a D Line 0.00 52.58 32.0 32.0 N-S Floor F1 n/a D Line 0.00 20.00 249.1 249.1 N-S Floor F2 n/a D Line 20.00 52.58 188.5 188.5 Both Wall 1-1 n/a 1 Line 0.00 38.33 36.0 36.0 Both Wall 3-1 n/a 3 Line 0.00 9.33 36.0 36.0 Both Wall 3-2 n/a 3 Line 9.33 24.67 27.0 27.0 Both Wall 3-3 n/a 3 Line 27.92 38.25 27.0 27.0 Both Wall 5-1 n/a 5 Line 9.33 38.33 36.0 36.0 Both Wall A-1 n/a A Line 0.00 20.00 36.0 36.0 Both Wall B-1 n/a B Line 20.00 52.58 36.0 36.0 Both Wall C-1 n/a C Line 0.00 20.00 27.0 27.0 Both Wall D-1 n/a D Line 0.00 52.58 36.0 36.0 legend: Force Dir - Direction in which the mass is used for seismic load generation, E-W, N-S, or Both Building element - Roof, gable end, wall or floor area used to generate mass, wall line for user -applied masses, Floor F# - refer to Plan View for floor area number Wall line - Shearfine that equivalent line load is assigned to Location - Stan` and end points of equivalent line load on wall line Trib Width. - Tributary width; for user applied area loads only WoodWorks® Shearwalls 2015-s11-stevens-(1).wsw Oct. 20, 2016 09:31:16 SEISMIC LOADS Level 2 Force Profile Location [ft] Mag pbs,pif,psfj Dir Start End Start End E-W Line 8.33 9.33 145.5 145.5 E-W Point 9.33 9.33 345 345 E-W Line 9.33 9.33 158.6 158.6 E-W Line 9.33 21.33 163.5 163.5 E-W Line 21.33 25.83 158.6 158.6 E-W Line 25.83 26.00 163.5 163.5 E-W Line 26.00 38.25 168.5 168.5 E-W Line 38.25 38.33 158.6 158.6 E-W Point 38.33 38.33 345 345 E-W Line 38.33 39.33 145.5 145.5 N-S Line -1.00 0.00 82.6 82.6 N-S Point 0.00 0.00 190 190 N-S Line 0.00 52.58 95.8 95.8 N-S Point 18.42 18.42 60 60 N-S Point 36.08 36.08 120 120 N-S Point 52.58 52.58 190 190 N-S Line 52.58 53.58 82.6 82.6 Lovell Force Profile Location [ft] Mag pbs,pif,psf] Dir Start End Start End E-W Line -0.39 0.00 33.3 33.3 E-W Point 0.00 0.00 84 84 E-W Line 0.00 9.33 71.9 71.9 E-W Point 9.33 9.33 363 363 E-W Line 9.33 9.33 128.7 128.7 E-W Line 9.33 9.72 131.8 131.8 E-W Line 9.72 24.67 98.5 98.5 E-W Point 24.67 24.67 63 63 E-W Line 24.67 27.92 95.4 95.4 E-W Line 27.92 38.25 98.5 98.5 E-W Line 38.25 38.33 95.4 95.4 E-W Point 38.33 38.33 416 416 N-S Line -1.00 0.00 15.3 15.3 N-S Point 0.00 0.00 269 269 N-S Line 0.00 10.00 92.2 95.3 N-S Line 10.00 20.00 95.3 92.2 N-S Point 18.42 18.42 1788 1788 N-S Point 20.00 20.00 120 120 N-S Line 20.00 21.00 75.0 75.0 N-S Line 21.00 52.58 59.7 59.7 N-S Point 36.08 36.08 1756 1756 N-S Point 52.58 52.58 230 230 Legenu: Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.70 and redundancy factor to seismic toads before distributing them to the shearlines. 11 Woodworks® Shearwalls 2015-s11-stevensg1).wsW opt. 20, 2015 09:31:16 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Wind Shear Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out -of -plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity Wind Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift (NBC 4.1.8.13 (3)). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D). 12 WoodWorks® Shearwalls 2015-s11-stevens41).wsw Oct. 20, 2015 09:31:1s Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS NS W For HMI -Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V PbAs vmax v Int Ext Co C Total V Obs] Res . Line 1 Level 2 Lnl, Lev2 1 Both 1.0 456 15.7 15.7 364 1.00 S 364 10556 0.04 Level 1 Lnl, Levl 2 Both 1.0 1653 92.7 92.7 686 1.00 S 686 12231 0.14 Line 2 Level 2 Ln2, Lev2 3 Both 1.0 1086 88.6 88.6 532 1.00 S 532 6517 0.17 Line 3 Level 1 Ln3, Levl 3 Both 1.0 4192 - 119.8 532 1.00 S 532 18618 0.23 Wall 3-1 3 Both 1.0 1118 119.8 119.8 532 1.00 532 4964 0.23 Wall 3-3 3 Both 1.0 1238 119.8 119.8 532 1.00 532 5497 0.23 Wall 3-2 3 Both 1.0 1837 119.8 119.8 532 1.00 532 8157 0.23 Line 4 Level 2 Ln4, Lev2 3 Both 1.0 1021 - 41.8 532 1.00 S 532 12990 0.08 Wall 4-2 3 Both 1.0 519 41.8 41.8 532 1.00 532 6606 0.08 Wall 4-1 3 Both 1.0 502 41.8 41.8 532 1.00 532 6384 0.08 Line 5 Ln5, Lev2 1 Both 1.0 401 13.8 13.8 364 1.00 S 364 10556 0.04 Level 1 Ln5, Levl 1 Both 1.0 2469 85.1 85.1 364 1.00 S 364 10556 0.23 E-W W For HMI -Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Pbs] vmax v Int Ext Co C Total V ObAs Res . Line B Level 2 LnB, Lev2 1 Both 1.0 744 37.1 37.1 364 1.00 S 364 7309 0.10 Level LnB, Levl 1 Both 1.0 2154 129.9 129.9 364 1.00 S 364 6035 0.36 Line C LnC, Levl 1 Both 1.0 1392 84.4 84.4 364 1.00 S 364 6006 0.23 Line D Level 2 LnD, Lev2 1 Both 1.0 744 20.1 20.1 364 1.00 S 364 13497 0.06 Level 1 LnD, Levl 1 Both 1.0 1400 44.3 44.3 364 1.00 S 364 11495 0.12 Legena: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A"means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. HIW--Cub - Fibreboard height -to -width factor from SDPWS table 4.3.4 note 3, or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total sheartine force. For wall: force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int and ext unit shear capacity inc. perforation factor. V - For wall. Sum of combined shear capacities for all segments on wall. For shearline: sum of all wall capacities on line. Crit Resp - Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or sheartine. "S" indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 13 Woodworks® Shearwans 2015-11-stevens4l).wsw Oct. 20, 2015 09:31:1s HOLD-DOWN DESIGN ( flexible wind design) Level 1 Tensile ASD . Line- Location [ft] Load Holddown Force [Ibs] Cap Crit Wall Posirn X Y Case Shear Dead Uplift Cmb'd Hold-down Pbs] Res . Line 1 . 1-1 L End 0.00 0.12 Min 899 191 708 STHD14 3815 0.19 1-1 L Op 1 0.00 3.38 Min 809 1424 1-1 R Op 1 0.00 24.13 Min 886 1162 1-1 R End 0.00 38.20 Min 976 957 20 STHD14 3815 0.01 Line 2 V Elem 18.42 26.13 Min 724 96 628 Refer to upper level V Elem 18.42 38.13 Min 724 96 628 Refer to upper level Line 3 3-1 L End 20.00 0.12 Min 1108 509 598 STHD14 3815 0.16 3-1 R End 20.00 9.20 Min 1108 509 598 STHD14 3815 0.16 3-2 L End 20.00 9.46 Min 1096 120 976 STHD14RJ 3815 0.26 3-2 R End 20.00 24.54 Min 1096 120 976 STHD14RJ 3815 0.26 3-3 L End 20.00 28.04 Min 1105 81 1024 MSTC48B3 3930 0.26 3-3 R End 20.00 38.13 Min 1105 81 1024 MSTC48B3 3930 0.26 Line 4 V Elem 36.08 9.46 Min 342 94 248 Refer to upper level V Elem 36.08 21.21 Min 342 94 248 Refer to upper level V Elem 36.08 25.96 Min 341 97 244 Refer to upper level V Elem 36.08 38.13 Min 341 97 244 Refer to upper level Line 5 5-1 L End 52.58 9.45' Min 884 1357 5-1 R End 52.58 38.20 Min 884 1357 Line A A-1 L End 0.12 0.00 1 39 A-1 L Op 1 1.88 0.00 1 351 A-1 R Op 1 18.13 0.00 1 351 A-1 R End 19.88 0.00 1 39 Line B V Elem 0.12 9.33 Min 323 187 136 Refer to upper level V Elem 2.88 9.33 Min 323 499 Refer to upper level V Elem 8.13 9.33 Min 314 598 Refer to upper level V Elem 12.46 9.33 Min 314 598 Refer to upper level V Elem 17.71 9.33 Min 308 712 Refer to upper level B-1 L End 20.13 9.33 Min 1238 404 835 STHD14RJ 3815 0.22 V Elem 23.88 9.33 Min 308 1149 Refer to upper level B-1 L Op 1 24.38 9.33 Min 1238 1301 B-1 R Op 1 34.63 9.33 Min 1207 1622 V Elem 36.13 9.33 1 842 Refer to upper level V Elem 37.38 9.33 1 281 Refer to upper level V Elem 40.63 9.33 Min 318 416 Refer to upper level B-1 L Op 2 42.46 9.33 Min 1448 1720 B-1 R Op 2 48.71 9.33 Min 1170 1043 127 STHD14RJ 3815 0.03 V Elem 50.29 9.33 Min 331 525 Refer to upper level B-1 R End 52.46 9.33 Min 1578 509 1069 STHD14RJ 3815 0.28 Line C C-1 L End 0.12 24.67 Min 771 901 C-1 L Op 1 16.38 24.67 Min 771 1065 C-1 R Op 1 19.63 24.67 1 191 C-1 R End 19.88 24.67 1 27 Line D D-1 L End 0.12 38.33 Min 428 423 6 STHD14RJ 3815 0.00 V Elem 1.38 38.33 1 343 Refer to upper level D-1 L Op 1 3.54 38.33 Min 329 1540 D-1 R Op 1 8.79 38.33 Min 469 2315 V Elem 21.46 38.33 Min 163 1316 Refer to upper level D-1 L Op 2 23.88 38.33 Min 331 2467 D-1 R Op 2 29.13 38.33 Min 522 1486 D-1 L Op 3 31.96 38.33 Min 434 815 D-1 R Op 3 38.21 38.33 Min 416 1076 D-1 L Op 4 43.96 38.33 Min 579 2391 D-1 R Op 4 49.21 38.33 Min 603 1292 D-1 R End 52.46 38.33 Min 603 532 71 STHD14RJ 3815 0.02 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force [Ibs] Cap Crit Wall Posirn X Y Case Shear Dead Uplift Cmb'd Hold-down Pbs] Res . Line 1 1-1 L End 0.00 9.45 Min 127 566 1-1 R End 0.00 38.20 Min 127 566 Line 2 14 WoodWorks® Shearwalls 2015-s11-stevens-(1).wsw Oct. 20, 2015 09:31:16 HOLD-DOWN DESIGN ( flexible wind desian. continued) 2-1 L End 18.42 26.13 Min 724 96 628 MSTC48B3 3930 0.16 2-1 R End 18.42 38.13 Min 724 96 628 MSTC48B3 3930 0.16 Line 4 4-1 L End 36.08 9.46 Min 342 94 248 MSTC48B3 3930 0.06 4-1 R End 36.08 21.21 Min 342 94 248 MSTC48B3 3930 0.06 4-2 L End 36.08 25.96 Min 341 97 244 CS16 1705 0.14 4-2 R End 36.08 38.13 Min 341 97 244 CS16 1705 0.14 Line 5 5-1 L End 52.58 9.45 Min 112 566 5-1 R End 52.58 38.20 Min 112 566 Line B B-1 L End 0.12 9.33 Min 323 187 136 MST37 2710 0.05 B-1 L Op 1 2.88 9.33 Min 323 499 B-1 R Op 1 8.13 9.33 Min 314 598 B-1 L Op 2 12.46 9.33 Min 314 598 B-1 R Op 2 17.71 9.33 Min 308 712 B-1 L Op 3 23.88 9.33 Min 308 1149 B-1 R Op 5 36.13 9.33 1 842 B-1 L Op 5 37.38 9.33 1 281 B-1 R Op 4 40.63 9.33 Min 318 416 B-1 L Op 5 44.04 9.33 Min 318 603 B-1 R Op 5 50.29 9.33 Min 331 525 B-1 R End 52.46 9.33 Min 331 151 180 MST37 2710 0.07 Line D D-1 L End 0.12 38.33 1 94 D-1 L Op 3 1.38 38.33 1 343 D-1 R Op 1 5.63 38.33 Min 163 1253 D-1 L Op 2 21.46 38.33 Min 163 1316 D-1 R Op 2 26.71 38.33 Min 163 1404 D-1 L Op 3 43.96 38.33 Min 163 1404 D-1 R Op 3 49.21 38.33 Min 173 530 D-1 R End 52.46 38.33 Min 173 218 Legena: Line -Wall. At wall or opening - Shearline and wall number At vertical element - Shearline Posit n - Position of stud that hold-down is attached to: V Elem - Vertical element. column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward comer(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces: Shear- Wind shear overturning component, based on shearline force, includes perforation factor Co, factored for ASD by 0.60 Dead - Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component factored for ASD by 0.60 Cmb d - Sum of ASD factored overturning, dead and uplift farces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load Notes: Refer to Shear Results table for perforation factors Co. 15 WoodWorks® Shearwalls 2015-s11-Stevens-(1).wsw Oct. 20, 2015 09:31:1s DRAG STRUT FORCES ( flexible wind desion) Level 1 Drag Strut Line- Position on Wall Location [ft] Load Force pbs] Wall or Opening X Y Case -a <- Line 1 1-1 Left Opening 1 0.00 3.50 1 174 174 1-1 Right Opening 1 0.00 24.00 1 711 711 Line 3 3-1 Right Wall End 20.00 9.33 1 97 97 3-2 Left Wall End 20.00 9.33 1 97 97 3-2 Right Wall End 20.00 24.67 1 257 257 3-3 Left Wall End 20.00 27.92 1 99 99 3-3 Right Wall End 20.00 38.25 1 9 9 Line B B-1 Left Wall End 20.00 9.33 1 819 819 B-1 Left Opening 1 24.50 9.33 1 419 419 B-1 Right Opening 1 34.50 9.33 1 829 829 B-1 Left Opening 2 42.58 9.33 1 110 110 B-1 Right Opening 2 48.58 9.33 1 356 356 Line C C-1 Left Opening 1 16.50 24.67 1 955 955 Line D D-1 Left Opening 1 3.67 38.33 1 65 65 D-1 Right Opening 1 8.67 38.33 1 68 68 D-1 Left Opening 2 24.00 38.33 1 203 203 D-1 Right Opening 2 29.00 38.33 1 70 70 D-1 Left Opening 3 32.08 38.33 1 125 125 D-1 Right Opening 3 38.08 38.33 1 35 35 D-1 Left Opening 4 44.08 38.33 1 71 71 D-1 Right Opening 4 49.08 38.33 1 62 62 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force [lbs] Wall or Opening X Y Case -> <- Line 2 2-1 Left Wall End 18.42 26.00 1 624 624 2-1 Right Wall End 18.42 38.25 1 3 3 Line 4 4-1 Left Wall End 36.08 9.33 1 0 0 4-1 Right Wall End 36.08 21.33 1 79 79 4-2 Left Wall End 36.08 25.83 1 79 79 4-2 Right Wall End 36.08 38.25 1 3 3 Line B B-1 Left Opening 1 3.00 9.33 1 69 69 B-1 Right Opening 1 8.00 9.33 1 2 2 B-1 Left Opening 2 12.58 9.33 1 103 103 B-1 Right Opening 2 17.58 9.33 1 32 32 B-1 Left Opening 3 24.00 9.33 1 179 179 B-1 Right Opening 4 40.50 9.33 1 54 54 B-1 Left Opening 5 44.17 9.33 1 30 30 B-1 Right Opening 5 50.17 9.33 1 55 55 Line D D-1 Right Opening 1 5.50 38.33 1 78 78 D-1 Left Opening 2 21.58 38.33 1 17 17 D-1 Right Opening 2 26.58 38.33 1 53 53 D-1 Left Opening 3 44.08 38.33 1 50 50 D-1 Right Opening 3 49.08 38.33 1 21 21 Legena. Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise comer, • Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearfine force, includes perforation factor Co. -> Due to sheartine force in the west -to -east or south -to -nosh direction <- Due to shearline force in the east -to -west or north -to -south direction 16 WOOdWo ks@ ShearwallS 2015-611-stevens4l).wsw Oct. 20, 2015 09:31:16 DEFLECTION ( flexible wind design) Wall, W Bending Shear Nail slip Hold Total segment Gp Dir Srf v b h A Deft Defl Vn en Defl Defl Defl If ft ft s .in in in Ibs in in in in Level 1 Line 1 2 1-1,1 S->N Ext 154.6 3.50 9.00 16.5 .011 .017 39 .000 .002 0.58 0.61 N->S Ext 154.6 3.50 9.00 16.5 .011 .017 39 .000 .002 0.10 0.13 1-1,2 S->N Ext 154.6 14.33 9.00 16.5 .003 .017 39 .000 .002 0.03 0.05 N->S Ext 154.6 14.33 9.00 16.5 .003 .017 39 .000 .002 0.14 0.16 Line 3 3 3-1 Both Ext 199.6 9.33 9.00 16.5 .005 .022 67 .001 .010 0.22 0.25 3-2 Both 1 199.6 15.33 9.00 16.5 .003 .022 67 .001 .010 0.13 0.17 3-3 Both 1 199.6 10.33 9.00 16.5 .005 .022 67 .001 .010 0.20 0.24 Line 5 1 5-1 Both Ext 141.9 29.00 9.00 16.5 .001 .015 71 .002 .012 0.01 0.04 Line B 1 B-1,1 Both Ext 216.6 4.50 9.00 16.5 .012 .023 108 .006 .043 0.45 0.53 B-1,2 Both Ext 216.6. 8.08 9.00 16.5 .007 .023 108 .006 .043 0.04 0.12 B-1,3 Both Ext 216.6 4.00 9.00 16.5 .014 .023 108 .006 .043 0.51 0.59 Line C 1 C-1,1 Both 1 140.6 16.50 9.00 16.5 .002 .015 70 .002 .012 0.02 0.05 Line D 1 D-1,1 W->E Ext 73.9 3.67 9.00 16.5 .005 .008 37 .000 .002 0.55 0.57 E->W Ext 73.9 3.67 9.00 16.5 .005 .008 37 .000 .002 0.10 0.11 D-1,2 Both Ext 73.9 15.33 9.00 16.5 .001 .008 37 :000 .002 0.02 0.03 D-1,3 Both Ext 73.9 3.08 9.00 16.5 .006 .008 37 .000 .002 0.12 0.13 D-1,4 Both Ext 73.9 6.00 9.00 16.5 .003 .008 37 .000 .002 0.06 0.07 D-1,5 W->E Ext 73.9 3.50 9.00 16.5 .005 .008 37 .000 .002 0.10 0.12 E->W Ext 73.9 3.50 9.00 16.5 .005 .008 37 .000 .002 0.58 1 0.60 Wall, W Bending Shear Nail slip Hold Total segment Gp Dir Srf If b h A Defl Defl Vn en Defl Defl Defl If ft ft s .in in in Ibs in in in in Level 2 Line 1 1 1-1 Both Ext 26.2 29.00 8.00 16.5 .000 .003 13 .000 .000 0.01 0.01 Line 2 3 2-1 Both 1 147.7 12.25 8.00 16.5 .002 .014 49 .001 .004 0.36 0.38 Line 4 3 4-1 Both 1 69.7 12.00 8.00 16.5 .001 .007 23 .000 .000 0.37 0.38 4-2 Both 1 69.7 12.42 8.00 16.5 .001 .007 23 .000 .000 0.36 0.37 Line 5 1 5-1 Both Ext 23.0 29.00 8.00 16.5 .000 .002 12 .000 .000 0.01 0.01 Line B 1 B-1,1 W->E Ext 61.8 3.00 8.00 16.5 .004 .006 31 .000 .001 1.48 1.49 E->W Ext 61.8 3.00 8.00 16.5 .004 .006 31 .000 .001 0.11 0.12 B-1,2 Both Ext 61.8 4.58 8.00 16.5 .002 .006 31 .000 .001 0.07 0.08 B-1,3 Both Ext 61.8 6.42 8.00 16.5 .002 .006 31 .000 .001 0.05 0.06 B-1,5 Both Ext 61.8 3.67 8.00 16.5 .003 .006 31 .000 .001 0.09 0.10 B-1,6 W->E Ext 61.8 2.41 8.00 16.5 .005 .006 31 .000 .001 0.13 0.14 E->W Ext 61.8 2.41 8.00 16.5 .005 .006 31 .000 .001 1.84 1.86 Line D 1 D-1,2 Both Ext 33.4 16.08 8.00 16.5 .000 .003 17 .000 .000 0.02 0.02 D-1,3 Both Ext 33.4 17.50 8.00 16.5 .000 .003 17 .000 .000 0.02 0.02 D-1,4 Both Ext 33.4 3.50 8.00 16.5 .002 .003 17 .000 .000 0.09 0.10 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearfine B W Gp - Wall design group defined in Sheathing and Materials tables, where it shows associated Standard Wall. Dir- Force direction Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - Unfactored (strength -level) shear force per unit foot on wall segment = ASD force / 0.60 b - Width of wall segment between openings h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh"3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / Gt ; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table Nail slip = 0.75 h x en; en - From SDPWS Table C4.2.2D; Vn - Unfactored shear force per nail along panel edge Hold - Hold-down = da x h /b, refer to Hold-down Displacement table for components of da Total defl = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1 17 Woodworks® Shearwans 2015-s11-stevensg1).wsw Oct. 20, 2015 09:31:16 HOLD-DOWN DISPLACEMENT ( flexible wind design) Wall, Hold- Uplift Elong / Disp Slippage Shrink Crush+ Total Hold segment Dir down force Manuf Add da Pf da da Extra da Defl Ibs in in in Ibs in in in - in in Level 1 Line 1 1-1,1 S->N STHD14 1211 118* .000 0.118 - - 0.068 0.04 0.23 0.58 N->S STHD14 -787 .000* .000 0.000 - - 0.000 0.04 0.04 0.10 1-1,2 S->N STHD14 -265 .000* .000 0.000 - - 0.000 0.04 0.04 0.03 N->S STHD14 192 .118* .000 0.118 - - 0.068 0.04 -0.23 0.14 Line 3 3-1 Both 8THD14 1082 .118* .000 0.118 - - 0.068 0.04 0.23 0.22 3-2 Both STHD14RJ 1647 .118* .000 0.118 - - 0.068 0.04 0.23 0.13 3-3 Both MSTC48B3 1720 .125* .000 0.125 - - 0.068 0.04 0.23 0.20 Line 5 5-1 Both STHD14RJ -562 .000* .000 0.000 - - 0.000 0.04 0.04 0.01 Line B B-1,1 W->E STHD14RJ 1458 .118* .000 0.118 - - 0.068 0.04 0.23 0.45 E->W STHD14RJ 113 .118* .000 0.118 - - 0.068 0.04 0.23 0.45 B-1,2 W->E STHD14RJ -422 .000* .000 0.000 - - 0.000 0.04 0.04 0.04 E->W STHD14RJ -167 .000* .000 0.000 - - 0.000 0.04 0.04 0.04 B-1,3 W->E STHD14RJ 385 .118* .000 0.118 - - 0.068 0.04 0.23 0.51 E->W STHD14RJ 1867 .118* .000 0.118 - - 0.068 0.04 0.23 0.51 Line C C-1,1 W->E STHD14RJ -66 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 E->W STHD14RJ -312 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 Line D D-1,1 W->E STHD14RJ 80 .118* .000 0.118 - - 0.068 0.04 0.23 0.55 E->W STHD14RJ -1761 .000* .000 0.000 - - 0.000 0.04 0.04 0.10 D-1,2 W->E STHD14RJ -2690 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 E->W STHD14RJ -3149 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 D-1,3 W->E STHD14RJ -1358 .000* .000 0.000 - - 0.000 0.04 0.04 0.12 E->W STHD14RJ -498 .000* .000 0.000 - - 0.000 0.04 0.04 0.12 D-1,4 W->E STHD14RJ -921 .000* .000 0.000 - -. 0.000 0.04 0.04 0.06 E->W STHD14RJ -2621 .000* .000 0.000 - - 0.000 0.04 0.04 0.06 D-1,5 W->E STHD14RJ -934 .000* .000 0.000 - - 0.000 0.04 0.04 0.10 E->W STHD14RJ 207 .118* .000 0.118 - - 0.068 0.04 0.23 0.58 Wall, Hold- Uplift Elong / Disp Slippage Shrink Crush+ Total Hold segment Dir down force Manuf Add da Pf da da Extra da Defl Ibs in in in Ibs in in in in in Level 2 Line 1 1-1 Both MST37 -637 .000* .000 0.000 - - 0.000 0.04 0.04 0.01 Line 2 2-1 Both MSTC48B3 1063 .125* .000 0.125 - - 0.391 0.04 0.56 0.36 Line 4 4-1 Both MSTC48B3 429 .125* .000 0.125 - - 0.391 0.04 0.56 0.37 4-2 Both CS16 424 .125* .000 0.125 - - 0.391 0.04 0.56 0.36 Line 5 5-1 Both MST37 -662 .000* .000 0.000 - - 0.000 0.04 0.04 0.01 Line B 13-1,1 W->E MST37 258 .125* .000 0.125 - - 0.391 0.04 0.56 1.48 E->W MST37 -210 .000* .000 0.000 - - 0.000 0.04 0.04 0.11 B-1,2 Both MST37 -374 .000* .000 0.000 - - 0.000 0.04 0.04 0.07 B-1,3 W->E MST37 -554 .000* .000 0.000 - - 0.000 0.04 0.04 0.05 E->W MST37 -1210 .000* .000 0.000 - - 0.000 0.04 0.04 0.05 B-1,5 W->E MST37 -94 .000* .000 0.000 - - 0.000 0.04 0.04 0.09 E->W MST37 -374 .000* .000 0.000 - - 0.000 0.04 0.04 0.09 B-1,6 W->E MST37 -236 .000* .000 0.000 - - 0.000 0.04 0.04 0.13 E->W MST37 325 .125* .000 0.125 - - 0.391 0.04 0.56 1.84 Line D D-1,2 W->E MST37 -1608 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 E->W MST37 -1701 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 D-1,3 Both MST37 -1834 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 D-1,4 W->E MST37 -507 .000* .000 0.000 - - 0.000 0.04 0.04 0.09 E->W I MST37 -39 .000* .000 0.000 - - 1 0.000 0.04 0.04 0.09 Legend. Wall, segment - Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline 8 Dir - Force direction Uplift force (P) -Strength-level accumulated hold-down tension force from overturning, dead and wind uplift da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately,- displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. 18 Woodworks® Shearwalls 2015-s11-stevens-(1).wsw Oct. 20, 2015 09:31:16 Unless marked with * _ (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / ( Ab x Es ); Ab — bolt cross -sectional area, Es = steel modulus = 29000000 psi, L=Lb —Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage — Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = Unfactored uplift force P / number of fasteners Bolts. = Pf/(270,000 D^1.5) (NDS 10.3.6) ; D = bolt diameter Nails: = en, fromSDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (19% fabrication —10•/6 in-service moisture contents) x Ls Ls = Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra — 0.04" wpod crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold DO— Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height, b = segment length between openings; h,b values in Deflection table 19 Woodworks® Shearwalls 2015-01-stevensil).WsW Oct. 20, 2015 09:31:16 Wind Suction Design COMPONENTS AND CLADDING by SHEARLINE North -South Sheathing [psf] Fastener Withdrawal jibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int TernMoist 1 1 2 12.9 190.6 0.07 17.2 14.5 105.5 0.16 0.14 1.00 1.00 2 1 12.9 190.E 0.07 17.2 14.5 105.5 0.16 0.14 1.00 1.00 3 1 3 12.9 190.6 0.07 17.2 14.5 105.5 0.16 0.14 1.00 1.00 5 1 1 12.9 190.6 0.07 17.2 14.5 105.5 0.16 0.14 1.00 1.00 2 1 12.9 190.6 0.07 17.2 14.5 105.5 0.16 0.14 1.00 1.00 East-West Sheathing [psf] Fastener Withdrawal jibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int TernMoist A 1 1 12.9 190.6 0.07 17.2 14.5 105.5 0.16 0.14 1.00 1.00 B 1 1 12.9 190.6 0.07 17.2 14.5 105.5 0.16 0.14 1.00 1.00 2 1 12.9 190.6 0.07 17.2 14.5 105.5 0.16 0.14 1.00 1.00 D 1 1 12.9 190.6 0.07 17.2 14.5 105.5 0.16 0.14 1.00 1.00 2 1 12.9 190.6 0.07 17.2 14.5 105.5 0.16 0.14 1.00 1.00 Legend: Grp - Wall Design Group ( results for all design groups for rigid, flexible design listed for each wall) Sheathing: Force - C&C end zone exterior pressures using negative (suction) coefficient in ASCE 7 Figure 30.4-1 added to interior pressure using coefficients from Table 26.11-1 Cap - Out -of -plane capacity of exterior sheathing from SDPWS Table 3.21, factored for ASD and load duration, and assuming continuous over 2 spans Fastener Withdrawal.• Force - Force tributary to each nail in end zone and interior zone Cap - Factored withdrawal capacity of individual nail according to NDS 11.2-3 20 WoodWorks® Shearwalls 2015-s11-stevens41).wsw Oct. 20, 2015 09:31:16 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area bs s .ft Story Shear [lbs] E-W N-S Diaphragm Force Fpx [lbs] E-W N-S 2 28097 1524.8 5761 5761 5761 5761 1 38398 1711.4 4469 4469 7731 7731 All 66495 - 10230 10230 - - Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear— Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Input by user (overriding calculated value). Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 1.01; Ev = 0.201 D unfactored; 0.141 D factored; total dead load factor: 0.6 - 0.141 = 0.459 tension, 1.0 + 0.141 =1.141 compression. 21 Woodworks® Shearwalls 2015-s11-stevens-(1).wsw Oct. 20, 2015 09:31:16 SHEAR RESULTS ( flexible seismic design) N-S W For H/W-Cub ASD Shear Force [plf] Allowable Shear [pif] Crit. Shearlines Gp Dir Int Ext V Pbs] vmax v Int Ext Co C Total V Obs] Res . Line 1 Level 2 Lnl, Lev2 1 Both 1.0 808 27.9 27.9 260 1.00 S 260 7540 0.11 Level 1 Lnl, Levl 2^ Both .78 1762 98.8 98.8 381 1.00 S 381 6795 0.26 Line 2 Level 2 Ln2, Lev2 3^ Both 1.0 1252 102.2 102.2 380 1.00 S 380 4655 0.27 Line 3 Level 1 Ln3, Levl 3 Both 1.0 3206 - 91.6 380 1.00 S 380 13299 0.24 Wall 3-1 3 Both 1.0 855 91.6 91.6 380 1.00 380 3545 0.24 Wall 3-3 3 Both 1.0 947 91.6 91.6 380 1.00 380 3927 0.24 Wall 3-2 3 Both 1.0 1405 91.6 91.6 380 1.00 380 5827 0.24 Line 4 Level 2 Ln4, Lev2 3 Both 1.0 1229 - 50.3 380 1.00 S 380 9278 0.13 Wall 4-2 3 Both 1.0 625 50.3 50.3 380 1.00 380 4718 0.13 Wall 4-1 3 Both 1.0 604 50.3 50.3 380 1.00 380 4560 0.13 Line 5 Ln5, Lev2 1 Both 1.0 744 25.7 25.7 260 1.00 S 260 7540 0.10 Level 1 Ln5, Levl 1 Both 1.0 2192 75.6 75.6 260 1.00 S 260 7540 0.29 E-W W For HM-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Obs] Res . Line B Level 2 LnB, Lev2 1 Both .60 2004 99.8 99.8 157 1.00 S 157 3150 0.64 Level 1 LnB, Levl 1^ Both .89 3333 201.0 201.0 231 1.00 S 231 3829 0.87 Line C LnC, Levl 1 Both 1.0 1038 62.9 62.9 260 1.00 S 260 4290 0.24 Line D Level 2 LnD, Lev2 1 Both .87 2029 54.7 54.7 227 1.00 S 227 8428 0.24 Level 1 LnD, Levl 1 Both .69 2790 88.3 88.3 178 1.00 S 178 5626 0.50 Legend. - Unless otherwise noted, the value in the table for a sheadine is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A"means that this wall is critical for all walls in the Standard Wall group. For Dir- Direction of seismic force along sheartine. H/W-Cub - Height -to -width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For sheartine: total sheartine force. For wall. force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS(Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing, Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest Total - Combined int. and ext unit shear capacity inc. perforation factor. V - For wall: combined shear capacity. For sheariine: sum of all wall capacities on line. Crit Resp - Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or sheartine. "W' indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 22 Woodworks® Shearwans 2015-s11-stevens4l).wsw Oct. 20, 2015 09:31:16 HOLD-DOWN DESIGN ( flexible seismic design) Level 1 Tensile ASD Line- Location [ft] Holddown Force [lbs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down Pbs] Res . Line 1 1-1 L End 0.00 0.12 958 191 45 812 STHD14 3815 0.21 1-1 L Op 1 0.00 3.38 798 1424 1-1 R Op 1 0.00 24.13 971 1162 273 82 STHD14 3815 0.02 1-1 R End 0.00 38.20 1130 957 225 398 STHD14 3815 0.10 Line 2 V Elem 18.42 26.13 834 96 22 761 Refer to upper level V Elem 18.42 38.13 834 96 22 761 Refer to upper level Line 3 3-1 L End 20.00 0.12 847 509 120 457 STHD14 3815 0.12 3-1 R End 20.00 9.20 847 509 120 457 STHD14 3815 0.12 3-2 L End 20.00 9.46 838 120 28 747 STHD14RJ 3815 0.20 3-2 R End 20.00 24.54 838 120 28 747 STHD14RJ 3815 0.20 3-3 L End 20.00 28.04 845 81 19 783 MSTC48B3 3930 0.20 3-3 R End 20.00 38.13 845 81 19 783 MSTC48B3 3930 0.20 Line 4 V Elem 36.08 9.46 411 94 22 340 Refer to upper level V Elem 36.08 21.21 411 94 22 340 Refer to upper level V Elem 36.08 25.96 411 97 23 337 Refer to upper level V Elem 36.08 38.13 411 97 23 337 Refer to upper level Line 5 5-1 L End 52.58 9.45 893 1357 5-1 R End 52.58 38.20 893 1357 Line A A-1 L End 0.12 0.00 39 A-1 L Op 1 1.88 0.00 351 A-1 R Op 1 18.13 0.00 351 A-1 R End 19.88 0.00 39 Line B V Elem 0.12 9.33 871 187 44 728 Refer to upper level V Elem 2.88 9.33 871 499 117 489 Refer to upper level V Elem 8.13 9.33 845 598 140 387 Refer to upper level V Elem 12.46 9.33 845 598 140 387 Refer to upper level V Elem 17.71 9.33 831 712 167 286 Refer to upper level B-1 L End 20.13 9.33 1916 404 95 1607 STHD14RJ 3815 0.42 V Elem 23.88 9.33 831 1149 Refer to upper level B-1 L Op 1 24.38 9.33 1916 1301 306 921 STHD14RJ 3815 0.24 B-1 R Op 1 34.63 9.33 1867 1622 381 626 STHD14RJ 3815 0.16 V Elem 36.13 9.33 842 Refer to upper level V Elem 37.38 9.33 281 Refer to upper level V Elem 40.63 9.33 857 416 98 539 Refer to upper level B-1 L Op 2 42.46 9.33 2516 1720 404 1200 STHD14RJ 3815 0.31 B-1 R Op 2 48.71 9.33 1722 1043 245 924 STHD14RJ 3815 0.24 V Elem 50.29 9.33 891 525 123 489 Refer to upper level B-1 R End 52.46 9.33 2821 509 120 2431 STHD14RJ 3815 0.64 Line C C-1 L End 0.12 24.67 575 901 C-1 L Op 1 16.38 24.67 575 1065 C-1 R Op 1 19.63 24.67 191 C-1 R End 19.88 24.67 27 Line D D-1 L End 0.12 38.33 853 423 99 530 STHD14RJ 3815 0.14 V Elem 1.38 38.33 343 Refer to upper level D-1 L Op 1 3.54 38.33 583 1540 D-1 R Op 1 8.79 38.33 982 2315 V Elem 21.46 38.33 445 1316 Refer to upper level D-1 L Op 2 23.88 38.33 605 2467 D-1 R Op 2 29.13 38.33 1106 1486 D-1 L Op 3 31.96 38.33 865 815 191 242 STHD14RJ 3815 0.06 D-1 R Op 3 38.21 38.33 830 1076 253 6 STHD14RJ 3815 0.00 D-1 L Op 4 43.96 38.33 1274 2391 D-1 R Op 4 49.21 38.33 1328 1292 304 339 STHD14RJ 3815 0.09 D-1 R End 52.46 38.33 1328 532 125 921 STHD14RJ 3815 0.24 Leve12 Tensile ASD Line- Location [ft] Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down Pbs] Res . Line 1 1-1 L End 0.00 9.45 225 566 1-1 R End 0.00 38.20 225 566 Line 2 23 WoodWorks® Shearwalls 2015-s11-Stevens-(1).wsw Oct. 20, 2015 09:31:16 HOLD-DOWN DESIGN ( flexible seismic design, continued) 2-1 L End 18.42 26.13 834 96 22 761 MSTC48133 3930 0.19 2-1 R End 18.42 38.13 834 96 22 761 MSTC48B3 3930 0.19 Line 4 4-1 L End 36.08 9.46 411 94 22 340 MSTC48B3 3930 0.09 4-1 R End 36.08 21.21 411 94 22 340 MSTC48B3 3930 0.09 4-2 L End 36.08 25.96 411 97 23 337 CS16 1705 0.20 4-2 R End 36.08 38.13 411 97 23 337 CS16 1705 0.20 Line 5 5-1 L End 52.58 9.45 207 566 5-1 R End 52.58 38.20 207 566 Line B B-1 L End 0.12 9.33 871 187 44 728 MST37 2710 0.27 B-1 L Op 1 2.88 9.33 871 499 117 489 MST37 2710 0.18 B-1 R Op 1 8.13 9.33 845 598 140 387 MST37 2710 0.14 B-1 L Op 2 12.46 9.33 845 598 140 387 MST37 2710 0.14 B-1 R Op 2 17.71 9.33 831 712 167 286 MST37 2710 0.11 B-1 L Op 3 23.88 9.33 831 1149 B-1 R Op 5 36.13 9.33 842 B-1 L Op 5 37.38 9.33 281 B-1 R Op 4 40.63 9.33 857 416 98 539 MST37 2710 0.20 B-1 L Op 5 44.04 9.33 857 603 142 395 MST37 2710 0.15 B-1 R Op 5 50.29 9.33 891 525 123 489 MST37 2710 0.18 B-1 R End 52.46 9.33 891 151 35 776 MST37 2710 0.29 Line D D-1 L End 0.12 38.33 94 D-1 L Op 3 1.38 38.33 343 D-1 R Op 1 5.63 38.33 445 1253 D-1 L Op 2 21.46 38.33 445 1316 D-1 R Op 2 26.71 38.33 444 1404 D-1 L Op 3 43.96 38.33 444 1404 D-1 R Op 3 49.21 38.33 471 530 125 66 MST37 2710 0.02 D-1 R End 52.46 38.33 471 218 51 304 MST37 2710 0.11 Legend. Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear- Seismic shear overturning component factored for ASD by 0.7, includes perforation factor Co. Dead - Dead load resisting component, factored for ASD by 0.60 Ev - Vertical seismic load effect from ASCE 712.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.235 x factored D. Refer to Seismic Information table for more details. Cmb d - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force/Allowable ASD tension load Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.61) + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for perforation factors Co. Shearwalls does not check for either plan or vertical structural irregularities. 24 WoodWorks® Shearwalls 2015-s11-Stevens-(1).wsw Oct. 20, 2015 09:31:16 DRAG STRUT FORCES ( flexible seismic design) Level 1 Drag Strut Line- Position on Wall Location [ft] Force [lbs] Wall or Opening X Y --> <- Line 1 1-1 Left Opening 1 0.00 3.50 185 185 1-1 Right Opening 1 0.00 24.00 758 758 Line 3 3-1 Right Wall End 20.00 9.33 74 74 3-2 Left Wall End 20.00 9.33 74 74 3-2 Right Wall End 20.00 24.67 196 196 3-3 Left Wall End 20.00 27.92 76 76 3-3 Right Wall End 20.00 38.25 7 7 Line B B-1 Left Wall End 20.00 9.33 1268 1268 B-1 Left Opening 1 24.50 9.33 648 648 B-1 Right Opening 1 34.50 9.33 1282 1282 B-1 Left Opening 2 42.58 9.33 170 170 B-1 Right Opening 2 48.58 9.33 550 550 Line C C-1 Left Opening 1 16.50 24.67 712 712 Line D D-1 Left Opening 1 3.67 38.33 129 129 D-1 Right Opening 1 8.67 38.33 136 136 D-1 Left Opening 2 24.00 38.33 405 405 D-1 Right Opening 2 29.00 38.33 140 140 D-1 Left Opening 3 32.08 38.33 249 249 D-1 Right Opening 3 38.08 38.33 70 70 D-1 Left Opening 4 44.08 38.33 142 142 D-1 Right Opening 4 49.08 38.33 123 123 Level 2 Drag Start Line- Position on Wall Location [it] Force pbs] Wall or Opening X Y --> <- Line 2 2-1 Left Wall End 18.42 26.00 719 719 2-1 Right Wall End 18.42 38.25 3 3 Line 4 4-1 Left Wall End 36.08 9.33 0 0 4-1 Right Wall End 36.08 21.33 95 95 4-2 Left Wall End 36.08 25.83 95 95 4-2 Right Wall End 36.08 38.25 3 3 Line B B-1 Left Opening 1 3.00 9.33 185 185 B-1 Right Opening 1 8.00 9.33 6 6 B-1 Left Opening 2 12.58 9.33 277 277 B-1 Right Opening 2 17.58 9.33 87 87 B-1 Left Opening 3 24.00 9.33 483 483 B-1 Right Opening 4 40.50 9.33 146 146 B-1 Left Opening 5 44.17 9.33 80 80 B-1 Right Opening 5 50.17 9.33 149 149 Line D D-1 Right Opening 1 5.50 38.33 212 212 D-1 Left Opening 2 21.58 38.33 47 47 D-1 Right Opening 2 26.58 38.33 146 146 D-1 Left Opening 3 44.08 38.33 137 137 D-1 Right Opening 3 49.08 38.33 56 56 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along sheariine. Based on ASO factored shearline force derived from the greater of. Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 Includes perforation factor Co and redundancy factor rho. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 25 WoodWorks@ Shearwalls 2015-s11-stevens4l).wsw Oct. 20, 2015 09:31:16 DEFLECTION ( flexible seismic design) Wall, W Bending Shear Nail slip Hold Total segment Gp Dir Srf v b h A Defl Defl Vn en Defl Defl Defl If It ft s .in in in Ibs in in in in Level 1 Line 1 2 1-1,1 S->N Ext 141.2 3.50 9.00 16.5 .010 .015 35 .000 .001 0.58 0.61 N->S Ext 141.2 3.50 9.00 16.5 .010 .015 35 .000 .001 0.10 0.13 1-1,2 Both Ext 141.2 14.33 9.00 16.5 .002 .015 35 .000 .001 0.14 0.16 Line 3 3 3-1 Both Ext 130.9 9.33 9.00 16.5 .004 .014 44 .000 .003 0.22 0.24 3-2 Both 1 130.9 15.33 9.00 16.5 .002 .014 44 .000 .003 0.13 0.15 3-3 Both 1 130.9 10.33 9.00 16.5 .003 .014 44 .000 .003 0.20 0.22 Line 5 1 5-1 Both Ext 108.0 29.00 9.00 16.5 .001 .012 54 .001 .005 0.01 0.03 Line B 1 B-1,1 Both Ext 287.2 4.50 9.00 16.5 .016 .031 144 .015 .100 0.45 0.60 B-1,2 Both Ext 287.2 8.08 9.00 16.5 .009 .031 144 .015 .100 0.25 0.39 B-1,3 Both Ext 287.2 4.00 9.00 16.5 .018 .031 144 .015 .100 0.51 0.66 Line C 1 C-1,1 Both 1 89.9 16.50 9.00 16.5 .001 .010 45 .000 .003 0.02 0.04 Line D 1 D-1,1 W->E Ext 126.2 3.67 9.00 16.5 .009 .014 63 .001 .008 0.55 0.58 E->W Ext 126.2 3.67 .9.00 16.5 .009 .014 63 .001 .008 0.10 0.13 D-1,2 Both Ext 126.2 15.33 9.00 16.5 .002 .014 63 .001 .008 0.02 0.05 D-1,3 W->E Ext 126.2 3.08 9.00 16.5 .010 .014 63 .001 .008 0.12 0.15 E->W Ext 126.2 3.08 9.00 16.5 .010 .014 63 .001 .008 0.66 0.69 D-1,4 Both Ext 126.2 6.00 9.00 16.5 .005 .014 63 .001 .008 0.06 0.09 D-1,5 Both Ext 126.2 3.50 9.00 16.5 .009 .014 63 .001 .008 0.58 0.61 Wall, W Bending Shear Nail slip Hold Total segment Gp Dir Srf v b h A Defl Defl Vn en Defl Defl Defl If ft ft sq.in in in Ibs in in in in Level 2 Line 1 1 1-1 Both Ext 39.8 29.00 8.00 16.5 .000 .004 20 .000 .000 0.01 0.02 Line 2 3 2-1 Both 1 146.0 12.25 8.00 16.5 .002 .014 49 .001 .003 0.36 0.38 Line 4 3 4-1 Both 1 71.9 12.00 8.00 16.5 .001 .007 24 .000 .000 0.37 0.38 4-2 Both 1 71.9 12.42 8.00 16.5 .001 .007 24 .000 .000 0.36 0.37 Line 5 1 5-1 Both Ext 36.6 29.00 8.00 16.5 .000 .004 18 .000 .000 0.01 0.01 Line B 1 B-1,1 Both Ext 142.6 3.00 8.00 16.5 .008 .014 71 .002 .011 1.48 1.52 B-1,2 Both Ext 142.6 4.58 8.00 16.5 .006 .014 71 .002 .011 0.97 1.00 B-1,3 W->E Ext 142.6 6.42 8.00 16.5 .004 .014 71 .002 .011 0.69 0.72 E->W Ext 142.6 6.42 8.00 16.5 .004 .014 71 .002 .011 0.05 0.08 B-1,5 Both Ext 142.6 3.67 8.00 16.5 .007 .014 71 .002 .011 1.21 1.25 B-1,6 Both Ext 142.6 2.41 8.00 16.5 .010 .014 71 .002 .011 1.84 1.88 Line D 1 D-1,2 Both Ext 78.2 16.08 8.00 16.5 .001 .007 39 .000 .002 0.02 0.03 D-1,3 Both Ext 78.2 17.50 8.00 16.5 .001 .007 39 .000 .002 0.02 0.03 D-1,4 Both Ext 78.2 3.50 8.00 16.5 .004 .007 39 .000 .002 1.27 1.29 Legena. Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B W Gp - Wall design group, refer to Sheathing and Framing Materials Dir - Force direction Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - Unfactored (strength -level) shear force per unit foot on wall segment = ASD force/0.70 b - Width of wall segment between openings h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh"3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / GI, • Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table Nail slip = 0.75 h x an; en - From SDPWS Table C4.2.2D; Vn - Unfactored shear force per nail along panel edge Hold - Hold-down = da x h /b, refer to Hold-down Displacement table for components of da Total deft = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1 26 } Woodworks® Shearwalls 2015-s11-stevens41).wsw Oct. 20, 2015 09:31:16 HOLD-DOWN DISPLACEMENT ( flexible seismic design) Wall, Hold- Uplift Elong / Disp Slippage Shrink Crush+ Total Hold segment Dir down force Manuf Add da Pf da da Extra da Defl Ibs in in in Its in in in in in Level 1 Line 1 1-1,1 S->N STHD14 1146 .118* .000 0.118 - - 0.068 0.04 0.23 0.58 N->S STHD14 -517 .000* .000 0.000 - - 0.000 0.04 0.04 0.10 1-1,2 S->N STHD14 34 .118* .000 0.118 - - 0.068 0.04 0.23 0.14 N->S STHD14 501 .118* .000 0.118 - - 0.068 0.04 0.23 0.14 Line 3 3-1 Both STHD14 617 .118* .000 0.118 - - 0.068 0.04 0.23 0.22 3-2 Both STHD14RJ 1058 .118* .000 0.118 - - 0.068 0.04 0.23 0.13 3-3 Both MSTC48B3 1113 .125* .000 0.125 - - 0.068 0.04 0.23 0.20 Line 5 5-1 Both STHD14RJ -304 .000* .000 0.000 - - 0.000 0.04 0.04 0.01 Line B B-1,1 W->E STHD14RJ 2267 .118* .000 0.118 - - 0.068 0.04 0.23 0.45 E->W STHD14RJ 1222 .118* .000 0.118 - - 0.068 0.04 0.23 0.45 B-1,2 W->E STHD14RJ 779 .118* .000 0.118 - - 0.068 0.04 0.23 0.25 E->W STHD14RJ 1591 .118* .000 0.118 - - 0.068 0.04 0.23 0.25 B-1,3 W->E STHD14RJ 1245 .118* .000 0.118 - - 0.068 0.04 0.23 0.51 E->W STHD14RJ 3437 .118* .000 0.118 - - 0.068 0.04 0.23 0.51 Line C C-1,1 W->E STHD14RJ -228 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 E->W STHD14RJ -419 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 Line D D-1,1 W->E STHD14RJ 727 .118* .000 0.118 - - 0.068 0.04 0.23 0.55 E->W STHD14RJ -960 .000* .000 0.000 - - 0.000 0.04 0.04 0.10 D-1,2 W->E STHD14RJ -1292 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 E->W STHD14RJ -2009 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 D-1,3 W->E STHD14RJ -150 .000* .000 0.000 - - 0.000 0.04 0.04 0.12 E->W STHD14RJ 287 .118* .000 0.118 - - 0.068 0.04 0.23 0.66 D-1,4 W->E STHD14RJ -68 .000* .000 0.000 - - 0.000 0.04 0.04 0.06 E->W STHD14RJ -964 .000* .000 0.000 - - 0.000 0.04 0.04 0.06 D-1,5 W->E STHD14RJ 392 .118* .000 0.118 - - 0.068 0.04 0.23 0.58 E->W STHD14RJ 1277 1 .118* .000 0.118 - - 0.068 0.04 0.231 0.58 Wall, Hold- Uplift Elong / Disp Slippage Shrink Crush+ Total Hold segment Dir down force Manuf Add da Pf da da Extra da Defl Ibs in in in Its in in in in in Level 2 Line 1 1-1 Both MST37 -337 .000* .000 0.000 - - 0.000 0.04 0.04 0.01 Line 2 2-1 Both MSTC48B3 1081 .125* .000 0.125 - - 0.391 0.04 0.56 0.36 Line 4 4-1 Both MSTC48B3 479 .125* .000 0.125 - - 0.391 0.04 0.56 0.37 4-2 Both CS16 474 .125* .000 0.125 - - 0.391 0.04 0.56 0.36 Line 5 5-1 Both MST37 -363 .000* .000 0.000 - - 0.000 0.04 0.04 0.01 Line B B-1,1 W->E MST37 1027 .125* .000 0.125 - - 0.391 0.04 0.56 1.48 E->W MST37 663 .125* .000 0.125 - - 0.391 0.04 0.56 1.48 B-1,2 Both MST37 510 .125* .000 0.125 - - 0.391 0.04 0.56 0.97 B-1,3 W->E MST37 357 .125* .000 0.125 - - 0.391 0.04 0.56 0.69 E->W MST37 -151 .000* .000 0.000 - - 0.000 0.04 0.04 0.05 B-1,5 W->E MST37 740 .125* .000 0.125 - - 0.391 0.04 0.56 1.21 E->W MST37 522 .125* .000 0.125 - - 0.391 0.04 0.56 1.21 B-1,6 W->E MST37 661 .125* .000 0.125 - - 0.391 0.04 0.56 1.84 E->W MST37 1097 .125* .000 0.125 - - 0.391 0.04 0.56 1.84 Line D D-1,2 W->E MST37 -824 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 E->W MST37 -897 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 D-1,3 Both MST37 -1001 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 D-1,4 W->E MST37 56 .125* .000 0.125 - - 0.391 0.04 0.56 1.27 E->W MST37 419 .125* .000 0.125 - - 0.391 0.04 0.56 1.27 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B Dir - Force direction Uplift force (P) -Strength-level accumulated hold-down tension force from overturning, dead and wind uplift da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately, displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. 27 WoodWorks® Shearwalls 2015411-stevens-(1).wsw Oct. 20, 2015 09:31:16 Unless marked with * _ (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / (Ab x Es); Ab — bolt cross -sectional area; Es = steel modulus = 29000000 psi, L=Lb —Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage — Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = Unfactored uplift lbrce P / number of fasteners Bolts: = Pf/(270,000 D^1.5) (NDS 10.3.6) ; D = bolt diameter Nails: = en, fromSDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink- Wood shrinkage = 0.002 x (19% fabrication —10•0 in-service moisture contents) x Ls Ls = Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra — 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold DO — Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height b = segment length between openings, h,b values in Deflection table 28 [-] � Woodworks® Shearwalls SOFTWARE FOR WOOD DESIGN 2015-s11-stevens{1).wsw WoodWorks® Shearwalls 10.31 Oct.19, 2015 13:35:45 Level 1 of 2 co 40' r C D-1 u�9 0C, n — . Z790 35' i M o ) co 30' 3 0 r 1038 In ^ 1 n m C-1 G 25' IC, 20' N ) i Cl) N �1 15' (M 3333 'A g_ O N 10, ?e O 9� C' 86, �' 6? C' 4'/56 d9 C' `92y 69 230 rn m 5' � N M M CA 1 M 2 880 _5. 15. IIIIIIIIIIIIIIIIIIIIIIIII 59.7 0 -10, 92.2-95.3 95.3-92.2 -15' -20' -10, -5' 0' 5' 10, 15, 20' 25' 30' 35' 40' 45' 50, 55' Factored shearline force (Ibs) LW Unfactored applied shear load (plf) Factored holddown force (Ibs) Unfactored dead load (plf,lbs) • C Compression force exists Applied point load or discontinuous shearline force (Ibs) ■ Vertical element required Loads Shown: Qe; Forces: 0.7E + 0.61D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.01. Orange = Selected wall(s) I �_] IWoodWorks@ Shearwalls SOFTWARE FOR WOOD DESIGN 2015-s11-stevens-(1).wsw WoodWorks® Shearwalls 10.31 Oct 19, 2015 13:35:45 Level 2 of 2 2029 co �2/004 40' % Q D- P Q G6 i �1 35 30' 6^ �1 25' G 20' 15' B-1 10, 90 5' 01 95.8 6 -5' -10, -10, -5' 0' 5' 10, 15' 20' 25' 30' 35' 40' 45' 50' 55' Factored shearline force (Ibs) LW Unfactored applied shear load (plf) Factored holddown force (Ibs) Unfactored dead load (pff,lbs) • C Compression force exists Applied point load or discontinuous shearline force (Ibs) ■ Vertical element required Loads Shown: Qe; Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.01. Orange = Selected wall(s) • Project: 2015-S11-STEVENS Location: GARAGE DOOR HDR (8') Roof Beam [2012 International Building Code(2012 NDS)] 5.5 IN x 9.0 IN x 8.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 297.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.04 IN U2186 Dead Load 0.03 in Total Load 0.07 IN U1324 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A_ B Live Load 932 lb 881 lb Dead Load 618 lb 588 lb Total Load 1550 lb 1469 lb Bearing Length 0.43 in 0.41 in 13EAM DATA Span Length 8 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 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 - 650 psi Fc -1' = 650 psi Controlling Moment: 4296 ft-lb 4.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 1550 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 18.68 in3 74.25 in3 Area (Shear): 7.63 in2 49.5 in2 Moment of Inertia (deflection): 45.43 in4 334.13 in4 Moment: 4296 ft-lb 17078 ft-lb Shear. 1550 lb 10057lb page Bruce S. MacVeigh, P.E. "` StruCalc 9.0 14245 59th Avenue South or Tukwila, Washington 98168 StruCalc Version 9.0.1.4 10/71201511:52:02 AM ROOF LOADING Side One: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 3 ft Side Two: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 2 ft Point Live Load LL = 812.5 lb Point Dead Load DL = 487.5 lb Point Load Location @ 3.8 ft Wall Load: WALL = 0 pif SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 8 It Beam Self Weight: BSW = 11 plf Beam Uniform Live Load: wL = 125 pif Beam Uniform Dead Load: wD_adj = 90 pif Total Uniform Load: wT = 215 pif - Project: 2015-Sl 1 -STEVENS Location: GARAGE DOOR HDR Roof Beam [2012 International Building Code(2012 NDS)] 5.5 IN x 12.0 IN x 16.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 334.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.13 IN U1485 Dead Load 0.10 in Total Load 0.23 IN U850 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 1000 lb 1000 lb Dead Load 747 lb 747 lb Total Load 1747 lb 1747 lb Bearing Length 0.49 in 0.49 in BEAM DATA Span Length 16 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 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.1 to Grain: Fc -1= 650 psi Fc - -L = 650 psi Controlling Moment: 6988 ft-lb 8.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -1747 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provide Section Modulus: 30.38 in3 132 in3 Area (Shear): 8.6 in2 66 in2 Moment of Inertia (deflection): 167.68 in4 792 in4 Moment: 6988 ft-lb 30360 ft-lb Shear: -1747 lb 13409lb �� page Bruce S. MacVeigh, P.E. StruCalc 9.0 / a 14245 59th Avenue South � ..Tukwila, Washington 98168 StruCalc Version 9.0.1.4 10/7/2015 11:46:35 AM Side One: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 3 ft Side Two: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 2 ft Wall Load: WALL = 0 SLOPEIPITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 16 ft Beam Self Weight: BSW = 14 plf Beam Uniform Live Load: wL = 125 plf Beam Uniform Dead Load: wD_adj = 93 plf Total Uniform Load: wT = 218 plf - Project: 2015-S11-STEVENS Location: FRONT PORCH ROOF BEAM Roof Beam [2012 International Building Code(2012 NDS)] 3.5 IN x 11.25 IN x 6.41 FT #2 - Hem -Fir - Dry Use Section Adequate By: 123.5% Controlling Factor: Moment DEFLECTIONS Cen er Live Load 0.02 IN U3387 Dead Load 0.01 in Total Load 0.04 IN U2065 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS A 8 Live Load 803 lb 963 lb Dead Load 524 lb 620 lb Total Load 1327 lb 1583 lb Bearing Length 0.94 in 1.12 in BEAM DATA Span Length 6.4 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Base Values Adjusted Bending Stress: Fb = 850 psi Fb' = 1075 psi Cd=1.15 CF=1.10 Shear Stress: Fv = 150 psi Fv' = 173 psi Cd=1.15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp. -- to Grain: Fc -1= 405 psi Fc - --' = 405 psi Controlling Moment: 2960 ft-lb 3.205 ft from left support Created by combining all dead and live loads. Controlling Shear: -1583 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 33.04 in3 73.83 in3 Area (Shear): 13.77 in2 39.38 in2 Moment of Inertia (deflection): 36.2 in4 415.28 in4 Moment: 2960 ft-lb 6615 ft-lb Shear. -1583 lb 4528lb Bruce S. MacVeigh, P.E. PRE StruCalc 9.0 14245 59th Avenue South StruCalc Version 9.0.1.4 10/7/201511:35:33 AM Side One: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 5 ft Side Two: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 2 ft Point Live Load LL = 645 lb Point Dead Load DL = 387 lb Point Load Location @ 4 ft I Wall Load: WALL = 0 pif I SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 6.41 ft Beam Self Weight: BSW = 7 pif Beam Uniform Live Load: wL = 175 plf Beam Uniform Dead Load: wD_adj = 118 plf Total Uniform Load: wT = 293 pif . Project: 2015-S11-STEVENS Location: CONC. PAD IN GARAGE Footing [2012 International Building Code(2012 NDS)] Footing Size: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement in Long Direction: #4 Bars @ 7.00 IN. O.C. / (5) min. Reinforcement in Short Direction -center band (Equal to width of short side): #4 Bars @ 7.00 IN. O.C. / (5) min. Reinforcement in Short Direction -outside bands: #4 Bars @ 0.00 IN. O.C. / 0 Each band. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Width: W = 3 ft Length: L = 3 ft Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 6 in Column Depth: n = 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1248 psf Effective Allowable Soil Bearing Pressure: Qe = 1350 psf Required Footing Area: Areq = 8.32 sf Area Provided: A = 9.00 sf Baseplate Bearing: Bearing Required: Bear = 16346 lb Allowable Bearing: Bear -A = 99450 lb Beam Shear Calculations (One Way Shear): Beam Shear. Vu1 = 4427 lb Allowable Beam Shear: Vc1 = 22275 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 57 in Punching Shear: Vu2 = 13785 lb Allowable Punching Shear (ACI 11-35): vc2-a = 105806 lb Allowable Punching Shear (ACI 11-36): vc2-b = 137363 lb Allowable Punching Shear (ACI 11-37): vc2-c = 70538 lb Controlling Allowable Punching Shear. vc2 = 70538 lb Short Direction: Bending Calculations: Factored Moment: Mu = 73555 in -lb Nominal Moment Strength: Mn = 282369 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.51 in Steel Required Based on Moment: As(1) = 0.25 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.86 in2 Controlling Reinforcing Steel: As-reqd = 0.86 in2 Selected Reinforcement: Short Dir. #4's @ 7.0 in. o.c.(5) Min. Reinforcement Area Provided: As = 0.98 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 15 in page Bruce S. MacVeigh, P.E. StruCalc 9.0 / 614245 59th Avenue South a Tukwila, Washington 98168 StruCalc Version 9.0.1.4 10/5/20151:44:04 PM LOADING DIAGRAM �—B in 12 in O f7 n n n T 3 in 3 ft Live Load: PL = 7180 lb Dead Load: PD = 4048 lb Total Load: PT = 11228 lb Ultimate Factored Load: Pu = 16346 lb Weight to resist uplift w/ 1.5 F.S.: U.R. = 870 lb Lona Direction: Bending Calculations: Factored Moment: Mu = 73555 in -lb Nominal Moment Strength: Mn = 282508 in -lb Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.51 in Steel Required Based on Moment: As(1) = 0.25 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.86 in2 Controlling Reinforcing Steel: As-reqd = 0.86 in2 Selected Reinforcement: Long Dir: #4's @ 7.0 in. o.c.(5) Min. Reinforcement Area Provided: As = 0.98 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 15 in Project: 2015-S11-STEVENS Location: BEARING PAD #2 IN CRAWL SPACE Footing (2012 International Building Code(2012 NDS)] Footing Size: 3.5 FT Round Diameter X 12.00 IN Deep Reinforcement: #4 Bars @ 7.00 IN. O.C. EIW / (5) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Diameter: Dia. = 3.5 ft Effective Depth to Top Layer of Steel: d = 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 4 in Column Depth: n = 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1184 psf Effective Allowable Soil Bearing Pressure: Qe = 1350 psf Required Footing Area: Areq = 8.44 sf Area Provided: A = 9.62 sf Baseplate Bearing: Bearing Required: Bear = 16946 lb Allowable Bearing: Bear -A = 44200 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 4717 lb Allowable Beam Shear. Vc1 = 23031 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: So = 49 in Punching Shear. Vu2 = 15111 lb Allowable Punching Shear (ACI 11-35): vc2-a = 90956 lb Allowable Punching Shear Cl(A11-36): vc2-b = 132413 lb page Bruce S. MacVeigh, P.E. "StruCalc 9.0 / 14245 59th Avenue South of Tukwila, Washington 98168 StruCalc Version 9.0.1.4 10/5/2015 10:51:11 AM Allowable Punching Shear (ACI 11-37): vc2-c = 60638 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2 = 60638 lb Live Load: PL = 8190 lb Bending Calculations: Dead Load: PD = 3202 lb Factored Moment: Mu = 78846 in -lb Total Load: PT = 11392 lb Nominal Moment Strength: Mn = 282667 in -lb Ultimate Factored Load: Pu = 16946 lb Reinforcement Calculations: Weight to resist uplift w/ 1.5 F.S.: U.R. = 930 lb Concrete Compressive Block Depth: a = 0.50 in Steel Required Based on Moment: As(1) = 0.27 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.89 in2 Controlling Reinforcing Steel: As-reqd = 0.89 in2 Selected Reinforcement: #4's @ 7.0 in. o.c. e/w (5) Min. Reinforcement Area Provided: As = 0.98 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 15.61 in Note: Plain concrete adequate for bending, therefore adequate development length not required. Project: 2015-511-STEVENS Location: BEARING PAD #1 IN CRAWL SPACE Footing [2012 International Building Code(2012 NDS)] Footing Size: 3.0 FT Round Diameter X 12.00 IN Deep Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (4) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Diameter: Dia. = 3 ft Effective Depth to Top Layer of Steel: d = 8.25 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 4 in Column Depth: n = 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1269 psf Effective Allowable Soil Bearing Pressure: Qe = 1350 psf Required Footing Area: Areq = 6.65 sf Area Provided: A = 7.07 sf Baseplate Bearing: Bearing Required: Bear = 13346 lb Allowable Bearing: Bear -A = 44200 lb Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 3222 lb Allowable Beam Shear: Vc1 = 19741 lb Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 49 in Punching Shear: Vu2 = 11379 lb Allowable Punching Shear (ACI 11-35): vc2-a = 90956 lb Allowable Punching Shear (ACI 11-36): vc2-b = 132413 lb � fffl�Tukwila, Bruce S. MacVeigh, P.E. StruCalc 9.014245 59th Avenue South Washington 98168 StruCalc Version 9.0.1.4 10/5/2015 10:46:31 AM LOADING DIAGRAM 12 In o n n n i T 3 in aft Allowable Punching Shear (ACI 11-37): vc2-c = 60638 lb FOOTING LOADING Controlling Allowable Punching Shear: vc2 = 60638 lb Live Load: PL = 6450 lb Bending Calculations: Dead Load: PD = 2522 lb Factored Moment: Mu = 53226 in -lb Total Load PT = 8972 lb Nominal Moment Strength: Mn = 226601 in -lb Ultimate Factored Load: Pu = 13346 lb Reinforcement Calculations: Weight to resist uplift w/ 1.5 F.S.: U.R. = 683 lb Concrete Compressive Block Depth: a = 0.46 in Steel Required Based on Moment: As(1) = 0.18 1n2 Min. Code Req'd Reinf. Shrink./Temp. (ACI-10.5.4): As(2) = 0.77 in2 Controlling Reinforcing Steel: As-reqd = 0.77 in2 Selected Reinforcement: #4's @ 8.0 in. o.c. e/w (4) Min. Reinforcement Area Provided: As = 0.79 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 12.95 in Note: Plain concrete adequate for bending, therefore adequate development length not required. . Project: 2015-S11-STEVENS Location: CONC. PAD IN CRAWL SPACE Footing [2012 International Building Code(2012 NDS)] Footing Size: 2.0 FT Round Diameter 10.00 IN Deep Section Footing Design Adequate Da9e Bruce MacVeigh, P.E. / StruCalc 9.0 . • 14245 59th Avenue South or Tukwila, Washington 98168 StruCalc Version 9.0.1.4 10/5/2015 10:33:09 AM ICAUTIONS I " Footing has been designed without reinforcement FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Diameter: Dia. = 2 ft Effective Depth to Top Layer of Steel: d = 8 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 4 in Column Depth: n = 6 in FOOTING CALCULATION Bearing Calculations: Ultimate Bearing Pressure: Qu = Effective Allowable Soil Bearing Pressure: Qe = Required Footing Area: Areq = Area Provided: A = Baseplate Bearing: Bearing Required: Bear = Allowable Bearing: Bear -A = Beam Shear Calculations (One Way Shear): Beam Shear. Vu1 = Allowable Beam Shear: Vc1 = Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = Punching Shear: Vu2 = Controlling Allowable Punching Shear. vc2 = Bending Calculations: Factored Moment: Mu = Nominal Moment Strength: Mn = 770 psf 1375 psf 1.76 sf 3.14 sf 3600 lb 56100 lb 446 lb 6239 lb 52 in 2263 lb 30430 lb LOADING DIAGRAM sin—� 10 in T 3 In T 2ft —4 in —� 10 In T 3 in L 2 ft 9571 in -lb FOOTING LOADING 31195 in -lb Live Load: PL = 1740 lb Dead Load: PD = 680 lb Total Load: PT = 2420 lb Ultimate Factored Load: Pu = 3600 lb Weight to resist uplift w/ 1.5 F.S.: U.R. = 253 lb Project: 2015-S11-STEVENS Location: BEAM IN CRAWL SPACE Uniformly Loaded Floor Beam [2012 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 7.5 FT #2 - Hem -Fir - Dry Use Section Adequate By: 49.1% Controlling Factor. Moment DEFLECTIONS Center Live Load 0.07 IN U1308 Dead Load 0.03 in Total Load 0.10 IN U937 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1088 lb 1088 lb Dead Load 430 lb 430 lb Total Load 1518 lb 1518 lb Bearing Length 1.07 in 1.07 in BEAM DATA Center Span Length 7.5 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Base Values Adiusted Bending Stress: Fb = 850 psi Fb' = 1020 psi Cd=1.00 CF=1.20 Shear Stress: Fv = 150 psi Fv' = 150 psi Cd=1.00 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp. -- to Grain: Fc - -- = 405 psi Fc -1' = 405 psi Controlling Moment: 2846 ft-lb 3.75 ft from left support Created by combining all dead and live loads. Controlling Shear: 1518 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 33.48 in3 49.91 in3 Area (Shear): 15.18 in2 32.38 in2 Moment of Inertia (deflection): 63.51 in4 230.84 in4 Moment: 2846 ft-lb 4242 ft-lb Shear: 1518 lb 3238lb page Fl Bruce S. MacVeigh, P.E. StruCalc 9.0 / 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.1.4 10/5/2015 11:43:53 AM Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW = 3.6 ft 3.6 ft Wall Load WALL = 0 plf BEAM LOADING Beam Total Live Load: wL = 290 pif Beam Total Dead Load: wD = 109 plf Beam Self Weight: BSW = 6 plf Total Maximum Load: wT = 405 plf . Project: 2015-Sl 1 -STEVENS Location: FLOOR BEAM IN GARAGE Multi -Loaded Multi -Span Beam 12012 International Building Code(2012 NDS)] 5.5 IN x 21.0 IN x 19.25 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 43.0% Controlling Factor. Moment DEFLECTIONS Center Live Load 0.30 IN U773 Dead Load 0.17 in Total Load 0.47 IN U495 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A_ B Live Load 7181 lb 6446 lb Dead Load 4048 lb 3607 lb Total Load 11229 lb 10054 lb Bearing Length 3.14 in 2.81 in BEAM DATA Center $pan Length 19.25 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 19.25 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.17 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Ad*usted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2273 psi Cd=1.00 Cv=0.95 Shear Stress: Fv = 265 psi FV = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp.1- to Grain: Fc - -L = 650 psi Fc -1' = 650 psi Controlling Moment: 53562 ft-lb 8.66 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 11229 lb At 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: 282.76 in3 404.25 in3 Area (Shear): 63.56 in2 115.5 in2 Moment of Inertia (deflection): 2059.44 in4 4244.63 in4 Moment: 53562 ft-lb 76575 ft-lb Shear. 11229 lb 20405lb �� page Bruce S. MacVeigh, P.E. "StruCalc 9.0 / 14245 59th Avenue South StruCalc Version 9.0.1.4 10/5/2015 1:38:49 PM UNIFORM LOADS Center Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 25 plf Total Uniform Load 25 plf POINT LOADS - CENTER SPAN Load Number One Live Load 1950 lb Dead Load 1170 lb Location 6 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One TWO Left Live Load 231.6 pif 375 pif Left Dead Load 86.9 pif 225 plf Right Live Load 231.61pif 375 plf Right Dead Load 86.85 plf 225 plf Load Start 0 ft 0 ft Load End 19.25 ft 19.25 ft Load Length 19.25 ft 19.25 ft Project: 2015-S11-STEVENS Location: KITCHEN WINDOW HDR Combination Roof And Floor Beam [2012 International Building Code(2012 NDS)] 5.5 IN x 9.5 IN x 5.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 113.2% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.02 IN U3416 Dead Load 0.01 in Total Load 0.03 IN U2093 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A ¢ Live Load 1596 lb 1596 lb Dead Load 1008 lb 1008 lb Total Load 2603 lb 2603 lb Bearing Length 0.76 in 0.76 in BEAM DATA Center Span Length 5 ft Unbraced Length -Top 0 ft Roof Pitch 4 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 875 psi Fb' = 1006 psi Cd=1.15 CF=1.00 Shear Stress: Fv = 170 psi FV = 196 psi Cd=1.15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp.1 to Grain: Fc - 625 psi Fc -1' = 625 psi Controlling Moment: 3254 ft-lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 2603 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 38.81 in3 82.73 in3 Area (Shear): 19.98 in2 52.25 in2 Moment of Inertia (deflection): 45.05 in4 392.96 in4 Moment: 3254 ft-lb 6937 ft-lb Shear: 2603 lb 6810 lb Bruce S. MacVeigh, P.E. "Strucalc 9.0 14245 59th Avenue South StruCalc Version 9.0.1.4 10/8/2015 2:19:54 PM Side 1 Side 2 Roof Live Load RLL = 25 psf 25 psf Roof Dead Load RDL = 15 psf 15 psf Roof Tributary Width RTW = 13 ft 2 ft FLOOR LOADING Side 1 Slde 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW = 6.6 ft 0 ft Wall Load WALL = 56 plf BEAM LOADING Roof Uniform Live Load: wL-roof = 375 plf Roof Uniform Dead Load: wD-roof = 237 plf Floor Uniform Live Load: wL-floor = 263 Of Floor Uniform Dead Load: wD-floor = 99 plf Beam Self Weight: BSW = 11 plf Combined Uniform Live Load: wL = 638 plf Combined Uniform Dead Load: wD = 403 plf Combined Uniform Total Load: wT = 1041 plf Controlling Total Design Load: wT-cont = 1041 pff Project: 2015-S 11-STEVENS Location: DINING WINDOW HDR Combination Roof And Floor Beam [2012 International Building Code(2012 NDS)] 5.5INx9.5INx5.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 113.2% Controlling Factor. Moment DEFLECTIONS Cen er Live Load 0.02 IN U3416 Dead Load 0.01 in Total Load 0.03 IN U2093 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 1596 lb 1596 lb Dead Load 1008 lb 1008 lb Total Load 2603 lb 2603 lb Bearing Length 0.76 in 0.76 in BEAM DATA Center Span Length 5 ft Unbraced Length -Top 0 ft Roof Pitch 4 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Bending Stress: Fb = 875 psi Cd=1.15 CF=1.00 Shear Stress: Fv = 170 psi Cd=1.15 Modulus of Elasticity: E = 1300 ksi Comp. -L to Grain: Fc -1 = 625 psi Controlling Moment: 3254 ft-lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 2603 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Section Modulus: 38.81 in3 Area (Shear): 19.98 in2 Moment of Inertia (deflection): 45.05 in4 Moment: 3254 ft-lb Shear: 2603 lb A 'us e Fb' = 1006 psi FV = 196 psi E' = 1300 ksi Fc - -L' = 625 psi Provided 82.73 in3 52.25 in2 392.96 in4 6937 ft-lb 6810 lb p. kBruce S. MacVeigh, P.E. T' StruCalc 9.0 / Z414245 59th Avenue South of Tukwila, Washington 98168 StruCalc Version 9.0.1.4 10/8/2015 2:19:33 PM Side 1 Side 2 Roof Live Load RLL = 25 psf 25 psf Roof Dead Load RDL = 15 psf 15 psf Roof Tributary Width RTW = 13 ft 2 ft FLOOR LOADING Side 1 aide 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW = 6.6 ft 0 ft Wall Load WALL = 56 plf BEAM LOADING Roof Uniform Live Load: wL-roof = 375 plf Roof Uniform Dead Load: wD-roof = 237 Of Floor Uniform Live Load: wL-floor = 263 pif Floor Uniform Dead Load: wD-floor = 99 pif Beam Self Weight: BSW = 11 plf Combined Uniform Live Load: wL = 638 plf Combined Uniform Dead Load: wD = 403 pif Combined Uniform Total Load: wT = 1041 plf Controlling Total Design Load: wT-cont = 1041 pif . Project: 2015-S11-STEVENS Location: BEDROOM 5 WINDOW HDR Combination Roof And Floor Beam [2012 International Building Code(2012 NDS)] 5.5 IN x 9.5 IN x 5.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 113.2% Controlling Factor: Moment DEFLECTIONS C nter Live Load 0.02 IN U3416 Dead Load 0.01 in Total Load 0.03 IN U2093 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A_ B Live Load 1596 lb 1596 lb Dead Load 1008 lb 1008 lb Total Load 2603 lb 2603 lb Bearing Length 0.76 in 0.76 in BEAM DATA Center Span Length 5 ft Unbraced Length -Top 0 ft Roof Pitch 4 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Bending Stress: Fb = 875 psi Cd=1.15 CF=1.00 Shear Stress: Fv = 170 psi Cd=1.15 Modulus of Elasticity: E = 1300 ksi Comp. -L to Grain: Fc - L = 625 psi Controlling Moment: 3254 ft-lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 2603 lb At support. Created by combining all dead and live loads. Adiusted Fb' = 1006 psi Fv' = 196 psi E' = 1300 ksi Fc - -L' = 625 psi Comparisons with required sections: Read Provided Section Modulus: 38.81 in3 82.73 in3 Area (Shear): 19.98 in2 52.25 in2 Moment of Inertia (deflection): 45.05 in4 392.96 in4 Moment: 3254 ft-lb 6937 ft-lb Shear: 2603 lb 6810lb Bruce S. MacVeigh, P.E. Pere StruCalc 9.0 / . 14245 59th Avenue South or t Tukwila, Washington 98168 � StruCalc Version 9.0.1.4 10/8/2015 2:18:00 PM Side 1 Side 2 Roof Live Load RILL = 25 psf 25 psf Roof Dead Load RDL = 15 psf 15 psf Roof Tributary Width RTW = 13 ft 2 ft FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW = 6.6 ft 0 ft Wall Load WALL = 56 plf BEAM LOADING Roof Uniform Live Load: wL-roof = 375 plf Roof Uniform Dead Load: wD-roof = 237 plf Floor Uniform Live Load: wL-floor = 263 plf Floor Uniform Dead Load: wD-floor = 99 plf Beam Self Weight: BSW = 11 plf Combined Uniform Live Load: wL = 638 plf Combined Uniform Dead Load: wD = 403 plf Combined Uniform Total Load: wT = 1041 plf Controlling Total Design Load: wT-cont = 1041 plf Project: 2015-S 11-STEVENS Location: SLIDING GLASS DOOR HDR Combination Roof And Floor Beam [2012 International Building Code(2012 NDS)] 5.5INx9.5INx6.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 48.0% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.04 IN U1977 Dead Load 0.02 in Total Load 0.06 IN U1211 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A_ B Live Load 1915 lb 1915 lb Dead Load 1210 lb 1210 lb Total Load 3124 lb 3124 lb Bearing Length 0.91 in 0.91 in BEAM DATA Center Span Length 6 ft Unbraced Length -Top 0 ft Roof Pitch 4 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Bending Stress: Fb = 875 psi Cd=1.15 CF=1.00 Shear Stress: Fv = 170 psi Cd=1.15 Modulus of Elasticity: E = 1300 ksi Comp.1 to Grain: Fc - 625 psi Controlling Moment: 4686 ft-lb 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -3124 lb At support. Created by combining all dead and live loads. Adiusted Fb' = 1006 psi Fv' = 196 psi E' = 1300 ksi Fc - -L' = 625 psi Comparisons with required sections: Read Provided Section Modulus: 55.89 in3 82.73 in3 Area (Shear): 23.97 in2 52.25 in2 Moment of Inertia (deflection): 77.85 in4 392.96 in4 Moment: 4686 ft-lb 6937 ft-lb Shear: -3124 lb 6810lb RX� page ; Bruce S. MacVeigh, P.E. StruCalc 9.0 / 14245 59th Avenue South or Tukwila, Washington 98168 StruCalc Version 9.0.1.4 10/8/2015 2:16:56 PM Side 1 Side 2 Roof Live Load RLL = 25 psf 25 psf Roof Dead Load RDL = 15 psf 15 psf Roof Tributary Width RTW = 13 ft 2 ft FLOOR LOADING Side 1 Side Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW = 6.6 ft 0 ft Wall Load WALL = 56 pif BEAM LOADING Roof Uniform Live Load: wL-roof = 375 pif Roof Uniform Dead Load: wD-roof = 237 pif Floor Uniform Live Load: wL-floor = 263 pif Floor Uniform Dead Load: wD-floor = 99 pif Beam Self Weight: BSW = 11 plf Combined Uniform Live Load: wL = 638 pif Combined Uniform Dead Load: wD = 403 pif Combined Uniform Total Load: wT = 1041 pif Controlling Total Design Load: wT-cont = 1041 pif . Project: 2015-SllSTEVENS Location: HOUSE TO GARAGE DOOR HDR Uniformly Loaded Floor Beam [2012 International Building Code(2012 NDS)] 5.5 IN x 7.5 IN x 2.83 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 371.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN U8665 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS 9 B Live Load 693 lb 693 lb Dead Load 273 lb 273 lb Total Load 966 lb 966 lb Bearing Length 0.28 in 0.28 in BEAM DATA Center Span Length 2.83 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adiuste Bending Stress: Fb = 750 psi Fb' = 750 psi Cd=1.00 CF=1.00 Shear Stress: Fv = 170 psi Fv' = 170 psi Cd=1.00 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp. -L to Grain: Fc - = 625 psi Fc -1' = 625 psi Controlling Moment: 683 ft-lb 1.415 ft from left support Created by combining all dead and live loads. Controlling Shear: -966 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 10.94 in3 51.56 in3 Area (Shear): 8.52 in2 41.25 in2 Moment of Inertia (deflection): 5.77 in4 193.36 in4 Moment: 683 ft-lb 3223 ft-lb Shear: -966 lb 4675lb Bruce S. MacVeigh, P.E. case 'StruCalc 9.0 / 14245 59th Avenue South ar Tukwila, Washington 98168 StruCalc Version 9.0.1.4 10/8/2015 2:11:20 PM Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW = 5.7 ft 6.6 ft Wall Load WALL = 0 plf BEAM LOADING Beam Total Live Load: wL = 490 plf Beam Total Dead Load: wD = 184 plf Beam Self Weight: BSW = 9 plf Total Maximum Load: wT = 683 plf Project: 2015-S1 1 -STEVENS Location: LIVING ROOM WINDOW HDR Multi -Loaded Multi -Span Beam [2012 International Building Code(2012 NDS)] 5.5INx7.5INx4.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 142.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN U6964 Dead Load 0.01 in Total Load 0.01 IN U3321 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 629 lb 532 lb Dead Load 689 lb 586 lb Total Load 1318 lb 1118 lb Bearing Length 0.38 in 0.33 in BEAM DATA Center Span Length 4 it Unbraced Length -Top 0 ft Unbraced Length -Bottom 4 ft Live Load Duration Factor 1.00 Notch Depth 000 page �„..' Bruce S. MacVeigh, P.E. ',, StruCalc 9.0 / 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.1.4 1018l2015 2:01:02 PM MATERIAL PROPERTIES UNIFORM LOADS Center #2 - Douglas -Fir -Larch Uniform Live Load 0 plf Base Values Adjusted Uniform Dead Load 0 plf Bending Stress: Fb = 750 psi Fb' = 750 .psi Beam Self Weight 9 plfTotal Uniform Load 9 plf Cd=1.00 CF=1.00 Shear Stress: Fv = 170 psi Fv' = 170 psi Cd=1.00 Modulus of Elasticity: E = 1300 ksi E' _ 1300 ksi Comp. -L to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 1330 ft-lb 1.84 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1318 lb At 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: 21.28 in3 51.56 in3 Area (Shear): 11.63 in2 41.25 in2 Moment of Inertia (deflection): 13.97 in4 193.36 in4 Moment: 1330 ft-lb 3223 ft-lb Shear. 1318 lb 4675lb DINT LOADS - CENTER SPAN Load Number One vJ�i Three Live Load 387 lb 387 lb 387 lb Dead Load 413 lb 413 lb 413 lb Location 0.5 ft 1.83 ft 3.17 ft Project: 2015S11-STEVENS Location: ENTRY DOOR HDR Combination Roof And Floor Beam 12012 International Building Code(2012 NDS)] 5.5INx7.5INx6.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 439.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN U6367 Dead Load 0.01 in Total Load 0.02 IN U4066 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: 1-1240 REACTIONS A B Live Load 293 lb 293 lb Dead Load 165 lb .165 lb Total Load 458 lb 458 lb Bearing Length 0.13 in 0.13 in BEAM DATA Center Span Length 6 ft Unbraced Length -Top 0 ft Roof Pitch 4 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Bending Stress: Fb = 750 psi Cd=1.15 CF=1.00 Shear Stress: Fv = 170 psi Cd=1.15 Modulus of Elasticity: E = 1300 ksi Comp.1 to Grain: Fc - L = 625 psi Controlling Moment: 687 ft-lb 3.0 ft from left support Created by combining all dead and live loads Controlling Shear: 458 lb At support. Created by combining all dead and live loads. Adjusted Fb' = 863 psi Fv' = 196 psi E' = 1300 ksi Fc -1' = 625 psi Comparisons with required sections: Read Provided Section Modulus: 9.56 in3 51.56 in3 Area (Shear): 3.51 in2 41.25 in2 Moment of Inertia (deflection): 11.41 in4 193.36 in4 Moment: 687 ft-lb 3706 ft-lb Shear: -458 lb 5376lb Bruce S. MacVeigh, P.E. StruCalc 9.0 / 14245 59th Avenue South or Tukwila, Washington 98168 StruCalc Version 9.0.1.4 10/8/2015 1:28:37 PM _ROOF LOADING Side 1 Side 2 Roof Live Load RLL = 25 psf 25 psf Roof Dead Load RDL = 15 psf 15 psf Roof Tributary Width RTW = 1.5 ft 0 ft FLOOR LOADING Side 1 Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW = 1.5 ft 0 ft Wall Load WALL = 0 plf BEAM LOADING Roof Uniform Live Load: wL-roof = 38 plf Roof Uniform Dead Load: wD-roof = 24 plf Floor Uniform Live Load: wL-floor = 60 plf Floor Uniform Dead Load: wD-floor = 23 plf Beam Self Weight: BSW = 9 plf Combined Uniform Live Load: wL = 98 plf Combined Uniform Dead Load: wD = 55 plf Combined Uniform Total Load: wT = 153 plf Controlling Total Design Load: wT-cont = 153 plf Project: 2015-511-STEVENS Location: UPPER ROOF BEAM WINDOW HDR ROOM 4 Roof Beam [2012 International Building Code(2012 NDS)] 5.5INx7.5INx8.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 169.0% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.04 IN U2619 Dead Load 0.03 in Total Load 0.06 IN U1521 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 400 lb 400 lb Dead Load 289 lb 289 lb Total Load 689 lb 689 lb Bearing Length 0.20 in 010 in BEAM DATA Span Length 8 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 750 psi Fb' = 863 psi Cd=1.15 CF=1.00 Shear Stress: Fv = 170 psi Fv' = 196 psi Cd=1.15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp. -L to Grain: Fc - -L = 625 psi Fc - -L = 625 psi Controlling Moment: 1378 ft-lb 4.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 689 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 19.17 in3 51.56 in3 Area (Shear): 5.28 in2 41.25 in2 Moment of Inertia (deflection): 22.88 in4 193.36 in4 Moment: 1378 ft-lb 3706 ft-lb Shear. 689 lb 5376lb page Bruce S. MacVeigh, P.E. x - StruCalc 9.0 / 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.1.4 10/8/2015 12:37:17 PM Side One: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 2 ft Side Two: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 2 ft Wall Load: WALL = 0 SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 8 ft Beam Self Weight: BSW = 9 plf Beam Uniform Live Load: wL = 100 plf Beam Uniform Dead Load: wD_adj = 72 plf Total Uniform Load: wT = 172 plf Project: 2015-S11-STEVENS Location: UPPER ROOF BEAM CLOSET DOOR HDR ROOM 4 Roof Beam [2012 International Building Code(2012 NDS)] 3.5 IN x 5.5 IN x 2.5 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 220.1% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN U9649 Dead Load 0.00 in Total Load 0.01 IN U5888 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A_ B Live Load 510 lb 290 lb Dead Load 320 lb 187 lb Total Load 830 lb 477 lb Bearing Length 0.38 in 0.22 in BEAM DATA Span Length 2.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 it Roof Pitch 4 :12 Roof Duration Factor 1.15 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. -L to Grain: Fc - = 625 psi Fc -1 = 625 psi Controlling Moment: 344 ft-lb 1.25 ft from left support Created by combining all dead and live loads. Controlling Shear: 830 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 3.06 in3 17.65 in3 Area (Shear): 6.01 in2 19.25 in2 Moment of Inertia (deflection): 1.48 in4 48.53 in4 Moment: 344 ft-lb 1979 ft-lb Shear. 830 lb 2657lb ' Bruce S. MacVeigh, P.E. ' StruCalc 9.0 / 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.1.4 10/8/2015 12:34:57 PM Side One: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 6 ft Side Two: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 2 ft Point Live Load LL = 300 lb Point Dead Load DL = 180 lb Point Load Location @ 0.3 ft Wall Load: WALL = 0 pif Adjusted Beam Length: Ladj = 2.5 ft Beam Self Weight: BSW = 4 plf Beam Uniform Live Load: wL = 200 pif Beam Uniform Dead Load: wD adj = 131 pif Total Uniform Load: wT = 331 Dlf . Project: 2015-Sl 1 -STEVENS Location: UPPER ROOF BEAM DOOR HDR ROOM 4 Roof Beam [2012 International Building Code(2012 NDS)] 3.5 IN x 5.5 IN x 2.5 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 523.5% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN L/7776 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 258 lb 258 lb Dead Load 168 lb 168 lb Total Load 426 lb 426 lb Bearing Length 0.19 in 0.19 in BEAM DATA Span Length 2.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 #2 - Douglas -Fir -Larch Base Values A lusted Bending Stress: Fb = 900 psi FlY = 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.-- to Grain: Fc -1= 625 psi Fc - I' = 625 psi Controlling Moment: 266 ft-lb 1.25 ft from left support Created by combining all dead and live loads. Controlling Shear: 426 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 2.38 in3 17.65 in3 Area (Shear): 3.09 in2 19.25 in2 Moment of Inertia (deflection): 1.12 in4 48.53 in4 Moment: 266 ft-lb 1979 ft-lb Shear. 426 lb 2657lb Bruce S. MacVeigh, P.E. StruCalc 9.0 / 14245 59th Avenue South 'Tukwila, Washington 98168 a StruCalc Version 9.0.1.4 10/8/2015 12:31:09 PM Side One: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 8.3 ft Side Two: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 0 ft Wall Load: WALL = 0 SLOPEsPITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 2.5 ft Beam Self Weight: BSW = 4 ptf Beam Uniform Live Load: wL = 206 plf Beam Uniform Dead Load: wD_adj = 135 plf Total Uniform Load: wT = 341 plf Project: 2015-S 11-STEVENS Location: UPPER ROOF BEAM WINDOW MASTER BEDROOM Roof Beam [2012 International Building Code(2012 NDS)] 5.5 IN x 9.25 IN x 5.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 50.7% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.02 IN U3003 Dead Load 0.01 in Total Load 0.03 IN U1837 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 1328 lb 1523 lb Dead Load 854 lb 971 lb Total Load 2182 lb 2494 lb Bearing Length 0.63 in 0.73 in BEAM DATA Span Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 750 psi Fb' = 863 psi Cd=1.15 CF=1.00 Shear Stress: Fv = 170 psi FV = 196 psi C& 1.15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp. -L to Grain: Fc - 625 psi Fc - -L= 625 psi Controlling Moment: 3742 ft-lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -2494 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 52.06 in3 78.43 in3 Area (Shear): 19.14 in2 50.88 in2 Moment of Inertia (deflection): 35.54 in4 362.75 in4 Moment: 3742 ft-lb 5637 ft-lb Shear: -2494 lb 6631 lb 4 4 p2Q8 Bruce S. MacVeigh, P.E. StruCalc 9.0 / 14245 59th Avenue South 'Tukwila, Washington 98168 StruCalc Version 9.0.1.4 10/8/2015 12:25:45 PM Side One: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 13 ft Side Two: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 2 ft Point Live Load LL = 975 lb Point Dead Load DL = 585 lb Point Load Location @ 3 ft I Wall Load: WALL = 0 pif SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5 ft Beam Self Weight: BSW = 11 plf Beam Uniform Live Load: wL = 375 pif Beam Uniform Dead Load: wD_adj = 248 pif Total Uniform Load: wT = 623 plf Project: 2015-S 11-STEVENS Location: UPPER ROOF BEAM WINDOW HDR ROOM 2 Roof Beam [20121nternational Building Code(2012 NDS)] 5.5INx7.5INx5.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 90.9% Controlling Factor. Moment DEFLECTIONS Conter Live Load 0.02 IN U2860 Dead Load 0.01 in Total Load 0.03 IN U1727 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A_ B Live Load 938 lb 938 lb Dead Load 615 lb 615 lb Total Load 1553 lb 1553 lb Bearing Length 0.45 in 0.45 in BEAM DATA Span Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Ad'u t Bending Stress: Fb = 750 psi Fb' = 863 psi Cd=1.15 CF=1.00 Shear Stress: Fv = 170 psi Fv' = 196 psi Cd=1.15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp. -L to Grain: Fc - -L = 625 psi Fe - -L' = 625 psi Controlling Moment: 1941 ft-lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -1553 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 27 in3 51.56 in3 Area (Shear): 11.91 in2 41.25 in2 Moment of Inertia (deflection): 20.15 in4 193.36 in4 Moment: 1941 ft-lb 3706 ft-lb Shear. -1553 lb 5376lb Bruce S. MacVeigh, P.E. StruCalc9.0 d 14245 59th Avenue South ;Tukwila, Washington 98168 StruCalc Version 9.0.1.4 10/8/2015 12:21:21 PM Side One: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 13 ft Side Two: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 2 ft Wall Load: WALL = 0 SLOPEIPITCH ADJUSTED LENGTHS AND LOADS ft Adjusted Beam Length: Ladj = 5 Beam Self Weight: BSW = 9 pif Beam Uniform Live Load: wL = 375 pif Beam Uniform Dead Load: wD_adj = 246 pif Total Uniform Load: wT = 621 pif • Project: 2015-S11-STEVENS Location: UPPER ROOF BEAM WINDOW HDR ROOM 3 Roof Beam [2012 International Building Code(2012 NDS)] 5.5 IN x 9.5 IN x 5.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 77.9% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.02 IN U3173 Dead Load 0.01 in Total Load 0.03 IN U1942 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 1425 lb 1425 lb Dead Load 914 lb 914 lb Total Load 2339 lb 2339 lb Bearing Length 0.68 in 0.68 in BEAM DATA Span Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 875 psi Fb' = 1006 psi Cd=1.15 CF=1.00 Shear Stress: Fv = 170 psi Fv' = 196 psi Cd=1.15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp. -L to Grain: Fc - L = 625 psi Fc - 625 psi Controlling Moment: 3898 ft-lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 2339 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provide Section Modulus: 46.49 in3 82.73 in3 Area (Shear): 17.94 in2 52.25 in2 Moment of Inertia (deflection): 36.43 in4 392.96 in4 Moment: 3898 ft-lb 6937 ft-lb Shear. 2339 lb 6810lb page ' Bruce S. MacVeigh, P.E. ' StruCalc 9.0 / 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.1.4 10/8/201512:05:11 PM ROOF LOADING Side One: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 13 ft Side Two: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 2 ft Point Live Load LL = 975 lb Point Dead Load DL = 585 lb Point Load Location @ 2.5 ft Wall Load: WALL = 0 pif SLOPEIPITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5 ft Beam Self Weight: BSW = 11 plf Beam Uniform Live Load: wL = 375 plf Beam Uniform Dead Load: wD adj = 248 plf Total Uniform Load: wT = 623 plf Project: 2015-S11-STEVENS Location: UPPER ROOF BEAM WINDOW HDR ENTRY Roof Beam [2012 International Building Code(2012 NDS)] 5.5 IN x 9.25 IN x 6.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 14.3% Controlling Factor: Moment DEFLECTIONS Cen er Live Load 0.04 IN U1874 Dead Load 0.02 in Total Load 0.06 IN U1145 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A_ B Live Load 1708 lb 1517 lb Dead Load 1095 lb 980 lb Total Load 2803 lb 2496 lb Bearing Length 0.82 in 0.73 in BEAM DATA Span Length 6 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 #2 - Douglas -Fir -Larch Base Values Ad]usted Bending Stress: Fb = 750 psi Fb' = 863 psi Cd=1.15 CF=1.00 Shear Stress: Fv = 170 psi Fv' = 196 psi Cd=1.15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Comp. -L to Grain: Fc -1= 625 psi Fc - 625 psi Controlling Moment: 4932 ft-lb 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 2803 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 68.62 in3 78.43 in3 Area (Shear): 21.51 in2 50.88 in2 Moment of Inertia (deflection): 57.04 in4 362.75 in4 Moment: 4932 ft-lb 5637 ft-lb Shear. 2803 lb 6631 lb Bruce S. MacVeigh, P.E. StruCalc 9.0 / 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.1.4 10/8/201512:00:41 PM ROOF LOADING Side One: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 13 ft Side Two: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 2 ft Point Live Load LL = 975 lb Point Dead Load DL = 585 lb Point Load Location @ 2.4 ft Wall Load: WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 6 ft Beam Self Weight: BSW = 11 plf Beam Uniform Live Load: wL = 375 plf Beam Uniform Dead Load: wD_adj = 248 plf Total Uniform Load: wT = 623 plf A City of Tukwila Department of Community Development November 17, 2015 SAN STEVENS PO BOX 46002 SEATTLE, WA 98146 RE: Correction Letter # 1 COMBOSFR Permit Application Number D15-0279 STEVENS RESIDENCE - 2919 S 135 ST Dear SAN STEVENS, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING DEPARTMENT: Carol Lumb at 206-431-3661 if you have questions regarding these comments. • The minimum roof pitch is 5:12 - the proposed roof pitch must be revised to meet the required minimum (TMC 18.50.050 6.). Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two 2 sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206)431-3655. Sincerely, —Ro� LI Bill Rambo Permit Technician File No. D15-0279 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Indemnification and Hold Harmless I - ana rermn I emporary in Nature Reference Number(s) of Related Document(s): D15-0279 Grantor: American Prestige Homes, Inc., a Washington State Corporation Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along S. 135`h Street and adjacent to 2919 S. 135 h Street. Abbreviated Work Description: Work within the City Right -of -Way: including driveway access, storm drainage, utilities, undergrounding of power, and street use. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individuals have caused this instrument to be executed this _ day of .i��COmb gg� , 2015. Property O r uthorized Signature STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that _c ✓1 IGCCIIq �-trf/erl s is the person who appeared before me, and said person acknowledged that he signed this instrument, on oath/§tated that he was authorized to execute the instrument and acknowledged it as the ('G n1w,,4-ct >/- of e4 Cum ?re S+7 c ( )-toMe--S , a corporation, to be the free and voluntary act of such party for the uses and purposes mentioned in this instrument. Dated 1 '% /5 ISTATE RIE A. WERLE TARY PUBLIC OF WASHINGTON,� MISSION EXPIRESAY 29� 2018 Notary Public in an r the State of Washington residing at My appointment expires D, 5 n� DATED this 62q day of_, 2015. GRANTEE: CITY of TUKWILA By: A z_Zj. cin Print Name: Bob Giberson Its: Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING 1 On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 �.��z!/� NOTARY PUBLIC, in and for the State of Washington, residing at (X} 11c' , My commission expires:/C �/ PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0279 DATE: 11/17/15 PROJECT NAME: STEVENS RESIDENCE SITE ADDRESS: 2919 S 135 ST Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Building Division ❑ Fire Prevention ❑ Planning Dvisio Public Works ❑ Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 11/19/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 12/17/15 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0279 DATE: 10/27/15 PROJECT NAME: STEVENS RESIDENCE SITE ADDRESS: 2919 S 135 ST X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: 00 111q PA Awc 11--10-1) e f L- Covir12 Building Division Fire Prevention Planning Division 0 P�lic Works Structural ❑ Permit Coordinator 13 PRELIMINARY REVIEW: DATE: 10/29/15 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11/26/15 Approved ❑ Approved with Conditions ❑ Corrections Required Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) [ Notation: v1 � &�� REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping e PW ❑ Staff Initials: 12/18/2013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued D15-0279 ill CEM OY 17 2015 It F,t. ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Stevens Residence Project Address: 2919 S 135 St Contact Person: E � Cko ( Del � Phone Number: ZOO'—� �_�7—V'- �7 Summary of Revision: Sheet Number(s):f I ?� "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: _W Entered in TRAKiT on �7LS \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: Residential Sewer Use Certification L-Q King County Sewage Treatment Capac.. Ly Charge Department of Natural Resources and Parks Wastewater Treatment Division • To be completed for all new sewer connections, re- connections, or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type q I q 1 ' Property 13treet Address City State ZIP Owned Nam J J, Wn YJ � � Own is Mailing Address City State ZIP —' 2,06 _ Lkp Owner's Phone Number (with Area de) Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): }' A Name t f �— j,c Street Address t4 EJAJ+1 City State ZIP Residential Customer For King County Use Only Account # No. of RCEs Monthly Rate Sewer District J Date of Sewer Connection 0 Q E0 "s'C. MINfLA Side Sewer Permit Number Required: Property Tax Parcel Number Subdivision Name Subdivision Number Lot Number Block Number Building Name Please check appropriate box: Equivalent (RCE) tuSingle-family (free standing, detached only) 1.0 lti-Family (any shared walls): ❑ Duplex (0.8 RCE per unit) 1.6 ❑ 3-Plex (0.8 RCE per unit) 2.4 ❑ 4-Plex (0.8 RCE per unit) 3.2 ❑ 5 or more (0.64 RCE per unit) No. of Units x 0.64 = ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 = If Multi -family, will units be sold individually? ❑ Yes ❑ No Please report any demolitions of pre-existing building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre-existing building? EV es ❑ No Was building on Sanitary Sewer? es E NNo Was Sewer connected before 2/1/90? ❑ Yes t No Sewer disconnect date:i%' Type of building demolished? i > Request to apply demolition credit to multiple buildings? ❑ Yes ❑ No If yes, will this property have a Homeowner's Association? ❑ Yes ❑ No Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council as a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206-477-5533. I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of Corr ted da a for determination of a revised capacity charge. Signature of Owner/Representative r Date l ( _ 7 / !7 � J Print Name of Owner/Representative 1057 (Rev. 10114) White — King County Yellow — Local Sewer Agency Pink — Sewer Customer ®,mzM 3460 S 148th Suite 100 Seattle, WA 98168 SS''S:;a'_�� D►SS"'lix_<'� Phone: (206) 242-3236 Fax: (206) 242-1527 CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential. $ 50.00 Commercial: $100.00 Certificate of Sewer Availability OR (' Certificate of Sewer Non -Availability Part A: (To -Be Completed By Applicant) of Certificate: Building Permit ❑ Preliminary Plat or PUD Short Division ❑ Rezone ❑ Other Proposed Use: ❑ Commercial Pg�., Residential Single Family ❑ Residential Multi -Family ❑ Other Applicant's Name Phone Number �• S Property Address124fw;- 3 _ Tax Lot Number 13A(D60 -- OD3Z Legal Description (Attach Map and legal Description if Necessary); Rivat o Acm IRS Efoo ft of N 1(2 Plat (wck . 2 Part B: (To be Completed by Sewer Agency) 1 a. A Sewer Service will be provided by side sewer connection only to an existing �size sewer ❑ FC51 feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) a feet of sewer trunk or lateral to reach the site; and/or ❑ (2) The construction of a collection system on the site and/or ❑ (3) Other (describe) F_ 71 2. Must be completed if 1. b above is checked a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR (7 b. The sewer system improvement will require a sewer comprehensive amendment. 3. a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District. OR C' a. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following; Permit $ 1 /vo '9rP a. District Connection Charges due prior to connection: GFC: $ '1033. pp SFC: $ Unit: $ Total $ (Subject to Change on January 1 st) Either aKing County/METRO Capacity Charge SWSSD or Midway Sewer District Connection Charge may be due upon connection to sewers. b. Easements: ❑ Required j`j May be Required c. Other aw = I ? I hereby certify that the above sewer agency information is true.This certification shall be valid for one year from the date of signature. By ��7` Title s Date 10Z-Z6L-Zo11 ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or parry shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency'before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer , service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. l acknowledge that! have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand the terms and conditions herein. L.- Applicant's signature��im7vDate Reset Form I Print Form i c , i ppO Obi A v O J 734660 g*ly 7346600115 `2920 `2938 Q-946 � 73466�9��3 1 i 1 7}5 6�600031 73 S �j7032 ,929 2 ll �' n d '*i } o c 3115 o 7346600040 9 6, Q �g1 � p 734A00030 7�35200034 y� i �- '3466000i3 {�3- City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: hqp://www.TukwilaWA.gov Part A: To be completed -by applicant Site address (attach map and legal and size of main): nGi . 'T'I n -- CERTIFICATE OF WATER AVAILABILITY PERMIT NO.: I/r Ill ALI This certificate is for the purposes of. Residential Building Permit . ❑ Preliminary Plat ❑ Short Subdivision ❑ Commercial/Industrial Building Permit ❑ Rezone ❑ Other Estimated number of service connections and water meter size(s): /J 1_lf Vehicular distance from nearest hydrant to the closest point of structure is ft. Area is served by (Water Utility District): . U_G Owner/Agent Signature Part B: To be completed by water utility district 1. The proposed project is within _ 2. [a`�No improvements required. CiAV\ (A Date 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of CQ gpm at 20 psi residual for a duration of 2 hours at a velocity of 10 fps as documented by the attached calculations. 5. Water a 'lability: Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. ❑ System is not capable of providing service to this project. I hereby certify that the above information is true and correct. k i o TT 1 'i—E f) i S i R i tz ,r i- L5 n-C a..I,— 7otiL�� Z.(o — / 5 Agency hon�PP a By Date Zoe,..-7,y y-55q-7 L��a-ZED--i6 This certificate is not valid without Water District 125's attachment entitled "Attachment to Certificate of Water Availability" Lon or H:Wpplications\Forms-Applications On Line\2011.05 Water Availability.doc Short Install. Revised: May 2011 Attachment to Certificate of Water Availability 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 Date District Representative Atu, �cZ -►. , ; Date 2�-/ American Prestige Homes Inc Page 1 of 2 Home Inicio en Espanol Contact Safety inWashington State Department of Labor & industries American Prestige Homes Inc Owner or tradesperson Stevens, San Y Principals Stevens, San Y, PRESIDENT WA UBI No. 603 377 564 License Search L&i A-Z Index . Help My Secure L&I Claims & Insurance Workplace Rights Trades & Licensing PO Box 46002 SEATTLE, WA98145 206-853-4525 KING County Business type Corporation Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor _..........................._...........................__.._.._. Active. Meets current requirements. License specialties GENERAL License no. AMERIPH864JD Effective — expiration 04104/2014— 04/0412016 Bond ................. American Contractors Indem CO $12,000.00 Bond account no. 100243404 Received by L&I Effective date 04/04/2014 03/14/2014 Expiration date Until Canceled Insurance Western Pacific Mutual Ins Co $2,000,000.00 Policy no. W PGL4600055715 Received by L&I Effective date 02/26/2015 03/24/2015 Expiration date 03124/2016 Insurance history 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 Lit tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=603377564&LIC=AMERIPH864JD&SAW= 12/1/2015 J to SCALE N.TS. 01. GENERAL REQUMEMENTS: BUILDING ENVELOPE INSULATION REG2UiREMENT5t ROOF / CEILING iN5ULATIONt USE R-4q OPEN -BLOWN INSULATION FOR ATTIC AREAS. MAINTAIN CLEARANCES PER MANUFACTURES SPECIFICATIONS INSTALL EAVE VENT 5AFFLE5 PER ROOF DETAILS. WALL INSULATION: USE R--21 FACED BATT INSULATION ON ABOVE GRADE WALL5. FACED BATT INSULATION TO BE FACE STAPLED ONLY. ABOVE GRAPE EXTERIOR INSULATION TO BE PROTECTED. FLOOR INSULATION, USE R-50 BATT INSULATION ON ALL CRAWL SPACE FLOOR AREAS. USE IN5ULATION SUPPORTS SPACED NOT MORE THAN 24" ON CENTERS. INSTALLED INSULATION SHALL NOT BLOCK AIR FLOW THROUGH THE THE FOUNDATION VENTS. M015TURE CONTROL REQUIREMENTS: VAPOR RETARDERS TO BE INSTALLED ON THE HARM SIDE OF INSULATION. ROOF / CEILING ASSEMBLIES: USE R-4q OPEN -BLOWN INSULATION FOR ATTIC AREAS. MAINTAIN CLEARANCES PER MANUFACTURES SPECIFICATIONS INSTALL EAVE VENT BAFFLES PER ROOF DETAILS. WALL VAPOR RETARDER: FACED BATT INSULATION TO BE U5ED A5 VAPOR RETARDER. FACED BATT5 TO BE FACE STAPLED ONLY, FLOOR VAPOR RETARDER, 5/4" T Q G PLYWOOD FLOORING TO BE USED A5 VAPOR RETARDER. CRAW1-5PACE VAPOR RETARDERt INSTALL .GROUND COVER OF 51X MIL ( 0.006 INCH THICK) BLACK POLYETHYLENE OR EQUAL OVER THE GROUND WITHIN CRAWLSPACE. THE GROUND COVER TO BE OVERLAPPED 12 INCE5 MINIMUM AT THE JOINTS AND SHALL EXTEND TO THE FOUNDATION WALL. BUILDING ENVELOPE 5EALING REG2UIREMENT5: THE FOLLOWING AREAS OF THE BUILDING ENVELOPE SHALL BE SEALED, CAULKED, 6ASKETED OR HEATHER-5TRIPPED TO MINMIZE 'AIR LEAKAGE: A. JOINTS AROUND FENESTRATION AND DOOR FRAMES. B. JUNCTIONS BETWEEN WALL5 AND FOUNDATION, BETWEEN WALLS AT BUILDING CORNERS, BETWEEN WALLS AND STRUCTURAL FLOORS OR ROOFS, AND BETWEEN WALLS AND ROOF OR ROOF PANEL. G. OPENIN65 AT PENETRATIONS OF UTILITY SERVICES THROUGH THE ROOFS, WALL5 AND FLOORS. D. SITE -BUILT FENESTRATION AND DOORS. E. BUILDING ASSEMBLIES U5EP AS DUCTS OR PLENUMS. F. JOINTS, 5EAMS, AND PENETRATIONS OF VAPOR RETARDERS. G. ALL OTHER OPENINC-75 IN THE BU€LDINe ENVELOPE. ENERGY EFFiCiENGY REQUIREMENT5: TABLE R406.2 , 2012 W5EG. TABLE R406.2 ENERGY CREDITS (DEBITS) 5b HIGH EFFIGIENCY.WATER HEATING: 1.5 CREDITS Hater heating system shall Include one of the following, Gas, propane or oil water heater with a minimum EF of 002. or Solar water heating supplementing a minimum standard water heater. Solar water heater will provide a rated minimum savings of e>5 therms or 2000 kWh based on the Solar Rating and Certification Corporation ( 5RGG). Annual Performance of 0G-300 or Electric Heat Pump Water Heater with a minimum EF of 2.00. procedural R� 1, lremgnj;s, To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the water heating equipment type and the minimum equipment efficiency and, for solar water heating systems, the calculation of the minimum energy savings. Its €5 recommended that projects apply for a plumbing permit prior to the building permit application and paste a copy of the plumbing permit on the building drawings. HIGH EFFICIENCY WATER HEATING PROVIDED: ELECTRIC HEAT PUMP HATER HEATER, RUUD WATER HEATING MODEL # HE35ORU. E.F. RATING 2.45 PP PPS w \ 0- LA w �s w� ��N. �, S. 155th TREET N8q°52'Uq'.E 61q.88` .�.. ........------ ,� ._, _._..._..__...._._.�._.._..�,. _,_._........ ._. �.. �. _...�...._.�....._._. _..._ .._. ,..�.._ o.oa' -- _. ...._.�:. 1# I i 0 bI 0#° I° '0 i NORTH END € CYCLONE FENCE I AT O.&' N. $ O.&' H. I# °52'Oq °E T- 100.00' _ . SETBAGK,_.I:,INE_ - FILE P i N/PORCH' c w r/FRONT /r Permit Hol, Vt,1 °1- i ! l Plait raview approval is Subject to errors and omissions. I Approval of construction documents dogs not aulhoiiza ° � the violation of any adopted code or ordinance. Receipt ! 1z of approved Field Coy nd conditions is acknowiedgad: I. -i Pu: o ! ly < v � Dater0-1 City of ?'u41la BUILDING DIVISION These plans Have been reviewed by the Public Works Departinent for conformance with current City standards. Acceptance is subject to errors and emissions which do not authorize violations of acjopted 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 ivill require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector.. Date: By: < < 1-Z- 1s a�-rn o I I `�s I SOUTH END CYCLONE FENCE AT 1.5' N. 4 0.5' W. WOOD FENCE AT 055. G, :r Ith. 5e�q °5"1 NEW DRIVEWAY S 11 1"E P IL A N. N SCALE 1" = 14'-U" i o NORTH END YCLONE FENCE A .'N. 8 0.3' W. 7_,..._ I # q w I ! t # I Q ! 0. I d ° ,W � !z #z ! l� 1 # C-4 Q 6UY POLE D MR: "L�Nlcchanicai �C'cctrlcai f';umbing ,,EiGns Piping c; TukvilIa i4, f.f••. •.1i � .E.""_�... 1^i1r'0 ON NORTH END CYCLONE FENCE AT 0.2' W. SOUTH END CYCLONE FENCE AT 0.5' N. 8 0.2' E. END WOOD FENCE AT 0.5' N. 8 1.5' W. REVISIONS No changes shall be made to the scope of wnrk vfithou'k- prior approvel of ,�'ti'`� t�ilti!'1inr+ rJnn�}^•"1. -an subm4tai I ]BUILDING DATA: New House \ Pro Ject Name: Protect Owner: American Prestige Homes San 51;even5 P.O. Box 46002 Seattle, Wa5hington g8146 (2�6)853-4525 Project Engineer: Bruce S. MacVelgh, P.E. 14245 5*11 Avenue 5. Tukwilla, Wa5hington g816e,5 (20(5)242-7665 Project Designer: Leonard 5. Bernhoft Mike W. Foster, Jr. c/a Bernhoft $ Associates 702 Broadway, Suite 201 Tacoma, Washington ci&402 (253) 274-0244 Parcel Number: `734660-0032 Legal Description. The East 100 Feet of the N 1/2 of Lot 2, Block .2. According to the Plat Thereof Recorded in Volume 11, Page 100, Records of King County, Washington Site Address: 2clIq 135th 5t. Tukwila, Washington Code; 2012 15G, 2012 IRO, 2012 IPC, 2012 IMC 2012 IFG, 2012 W5EG, Zo- hInQ°- LOR Setbacks Reau�,, €red: Street Frontage 20 Feet Street Frontage Rear Yard 10 Feet interior Side Yard 5 Feet Max. Building Height 35 Feet PyIIding OccupancW R-3 : Single Family Dwelling T�Re, Construction, Type V-B Building f2c2uarf,- F2otage, First Floor 1,215 5F Second Floor 1,27q 5F Garage '753 5F TotQ1 -!�E a,250 5F Fire Relstanoe of Exterior Walls: R-3, Occuponices W/ Type V-B Construction, I-HR Less than 5' from property line, Non -rated elsewere. Openings not permlted less than 5`. 2012 IMG Mechanical Ventilation ReQuirements: Bathrooms: Mechanical exhaust capacity of 50 cfm Intermittent or 20 efm continuous. Kltchen: 100 of intermediate or 25cfm continuous exhaust fan LoundrgL 100 cFm minimum exhaust fan Whole Rouse Ventll ti n 5gstem. # P,• IRC 01508.5 f to rated Gentr 1 Heatln WA5HINGTON SJATF ENERGY CODE (WSEG 20I22 Prescriptive Re!2ulrement5 Climate Zong #4 - Marine: R-Value: U-Factor, G. ellinQ- R-4a 0.026 Singh Rafter or Joist Vaulted- R-56 0.026 Opaque Walls- R-21 Int. 0.056 Floor Over Unwed. 51206 : R-30 0.02q Opaque Doors: N/R U- _ REV'tW,ED FOR Slab On Grade: N/A N ,ODE COMPLIANCE Fenestrotion U-Factor Vertical, U=0.30 U 0.30APpROVED Overhead: U=0.50 U 0.50NOV 2 5 2015 Total blazing AreO: 355.52 SFV{Z Total Conditioned Floor Arco. 2,4g7 5F City of Tukwila C�"logln�. Prov ded Milgard Gompany, Style -Line, Vinyl Series # 6110 H Slider, U value = 0.50, Double glazed/ 1/2" clear, Low e (2), Argon , 51-ICG = 0.0 Total Gloz€na Area, 355.52 5F %%_lazing tg Noll. Are- 355.52 5F Glazing/ 2,4g7 5F of Cross Floor Area -- 15.2% RECEIVED Metal Man Poore, i ® 3'x CITY OF TUKWIL Kewanee Corporation, E Series 400 Insulated Polyurethane - U=0.16 OCT V 2015 NOV 0 3 2015 1'UmvILA PUBLIC WORKS PERMIT CENTER 1 N `V c ien AMERIGAN PRE5Ti6E HOMES c% SAN STEVENS P.O, BOX 46002 SEATTLE, HA5HiN6T0N q&146 (20b)853-4525 ProJec NEW HOUSE . 21qlcl 5. 135TH TUKWILA, WASHIN6TON Sheet De5crip ion SITE PLAN VICINITY MAP SUIL0IN6 DATA rawn M. FOSTER 73,27 Ey L58 / scale date A O.N 10/15/2015 dlsalpline Job number 2015-511 sheet NVm er aF 12 e 41 �, M1 VICINITYMAP PARCEL AREA: IMPERVIOUS AREAS: 7,370 SF EXISTING AREA 0 SF REMOVED AREA 0 SF NEW RESIDENCE 2,070 SF (INCL. OVERHANG) NEW DRIVEWAY 620 SF (ON -SITE ONLY) TOTAL IMPERVIOUS AREA 2,690 SF 0.062 AC PERCENT IMPERVIOUS 36.5 PERCENT SOIL August LOGS S 29 2015 L SL 1 0-66" SANDY LOAM 66-84"+ GREY SILTY SAND NO WATER INDICATORS (12-24" OLD DRAIN FIELD ROCK ENCOUNTERED) SL 2 0-66" SANDY LOAM 66-84"+ GREY SILTY SAND NO WATER INDICATORS PERCOLATION TEST AT SL 1 THIRD 12" RUN AT 3 HOURS = 180 MIN. MEASURED INFILTRATION RATE =15 MINAN. TOTAL REDUCTION COEFFICIENTS 5.5 DESIGN INFILTRATION RATE = 82.5 MINJIN. SOILS SUITABLE FOR ON -SITE INFILTRATION TRENCH. USE APPENDIX C DESIGN WITH KCRTS SIZING. USE 4 FOOT GRAVEL DEPTH KGRTS PRINTOUTS INCLUDED IN TIR REPORT WIDTH 7.5. FEET LENGTH 40 FEET DEPTH 4 FEET TRENCH AREA: 300 SF > 296 SF REQ'D 1 GENERAL REQU1REWNTS: BUILDING ENVELOPE I INSULATION REQUIREMENTS: ROOF !CEILING INSULATION: USE R-4Q OPEN -BLOWN INSULATION FOR ATTIC AREAS. MAINTAIN CLEARANCES PER MANUFACTURES SPECIFICATIONS INSTALL EAVE VENT BAFFLES PER ROOF DETAILS. WALL INSULATION: USE R-21 FACED BATT INSULATION ON ABOVE GRADE WALLS. PAGED BATT INSULATION TO BE FACE STAPLED ONLY. ABOVE GRADE EXTERIOR INSULATION TO BE PROTECTED. FLOOR INSULATION: USE R-30 BATT INSULATION ON ALL GRAHL SPACE FLOOR AREAS. USE INSULATION SUPPORTS SPACED NOT MORE THAN 24" ON CENTERS. INSTALLED INSULATION SHALL. NOT BLOCK AIR FLOW THROUGH THE THE FOUNDATION VENTS. I MOISTURE CONTROL REQUIREMENTS: VAPOR RETARDERS TO BE INSTALLED ON THE WARM SIDE OF INSULATION. ROOF / CEILING ASSEMBLIES: USE R-4q OPEN -BLOWN INSULATION FOR ATTIC AREAS. MAINTAIN CLEARANCES PER MANUFACTURES SPECIFICATIONS INSTALL EAVE VENT BAFFLES PER ROOF DETAILS. WALL VAPOR RETARDER: FACED BATT INSULATION TO BE USED AS VAPOR RETARDER. FACED BATT5 TO BE FACE STAPLED ONLY. FLOOR VAPOR RETARDER: 5/4" T 4 G PLYWOOD FLOORING, TO BE USED AS VAPOR RETARDER.. CRAwLSPACE VAPOR RETARDER: INSTALL GROUND COVER OF 51X MIL (0.006 INCH THICK) BLACK POLYETHYLENE OR EQUAL OVER THE GROUND WITHIN GRAHLSPAGE. THE GROUND COVER TO BE OVERLAPPED 12 iNCE5 MINIMUM AT THE JOINTS AND SHALL EXTEND TO THE FOUNDATION WALL. BUILDING ENVELOPE SEALING REQUIREMENT$: THE FOLLOWING AREAS OF THE BUILDING ENVELOPE SHALL BE SEALED, CAULKED, GA5KETED OR WEATHER-STRIPPED TO MINMIZE AIR LEAKAGE: A. JOINTS AROUND FENESTRATION AND DOOR FRAMES. B. JUNCTIONS BETWEEN HALLS AND FOUNDATION, BETWEEN HALLS AT BUILDING CORNERS, BETWEEN HALLS AND STRUCTURAL FLOORS OR ROOFS, AND BETWEEN HALLS AND ROOF OR ROOF PANEL. G. OPENINGS AT PENETRATIONS OF UTILITY SERVICES THROUGH THE ROOFS, WALLS AND FLOORS. D. 51TE-BUILT FENESTRATION AND DOORS. E. BUILDiNO ASSEMBLIES USED AS DUGT5 OR PLENUMS. F. JOINTS, SEAMS, AND PENETRATIONS OF VAPOR RETARDERS. G. ALL OTHER OPENINGS iN THE BUILDING ENVELOPE. ENERGY EFFICIENCY REQUIREMENTS: TABLE R406.2 , 2012 1^15EC. TABLE R406.2 ENERGY 0REDIT5_(DE5IT5) 5b HIGH EFFICIENCY WATER HEATING: 1.5 GREDIT5 Water heating system $hail include one of the following: Gas, propane or oil water heater with a minimum EF of 0.52. or Solar water heating supplementing a minimum standard water heater. Solar water heater will provide a rated minimum savings of 85 therms or 2000 kWh based on the Solar Rating and Certification Gorporatlon (5RCC). Annual Performance of 00-500 or Electric Heat Pump Hater Heater with a minimum EF of 2.00. Procedural Requirements: To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall Specify the water heating equipment type and the minimum equipment efficiency and, for solar water heating systems, the calculation of the minimum energy savings. Its 15 recommended that projects apply for a plumbing permit prior to the building permit application and paste a copy of the plumbing permit on the building drawings. 1-1101-1 EFFICIENCY WATER HEATING PROVIDED: ELECTRIC, HEAT PUMP WATER HEATER: RUUD WATER HEATING MODEL # HB50RU. E.F. RATING 2.45 S. 135th STREET .-. _ `i� . _ .�.-. .._._.-._.-.-.-.-' - - N----Oq"E_.b----._.- _ ..._.-. ---.._.._._.�.^.�.-� 160.00, j zil/.'f��c' 7" .1j., S7/J�1LI2 o , NI (2v oo1�tA b Ay A QQ t �iEt.Y,i �`'lo O p S TI1 �� ��Y7 �� O � O 2i. NORTH END �.il? } I Z wM I» 1 'I ...-CYCLONE T CLONE FENCE 3 X N. 8 W. I I r I Z X. fiV/,fir`., X 6UY POLE NORTH END CYCLONE FENCE AT O.b' N. $ O& W./% .. 4f i t N -P�sI � `11 D VEHAY , 175 S, �I ! i X.t SETBAG I NE � l `f .. I Z t i Qr.•i N'' N ,' rw ,�!f''jj.� F f{ 13.4E r" f / r W f• / l r • �f VO / NO TH N R END .i •i "N 00, . Y N CYCLONE E FENCE LON F r" A O 2 T W. �W �W J' ! ,zll� 1- r V t ff [, I t HOUSE 1� ;' f } 4 f f]f] 5 { i % • /' '`� / '' � JAL'-'` ^^� r v! ti W` ; - tI ............. .... _.................................. ... .......... ..... S�TBAGK LINE :- t SOUTH END irk' f !.: `''' /�'�°i ' SOUTH END CYCLONE FENCE i� j' CYCLONE FENCE AT 1.3' N. 8 0.5' W. li , �`.`*�,� J ��,/✓�•�]/y.�y]��]} ���. i` �- I. AT 0.3' N. 4 0.2' E. •K.._... ._ '•'••^-^•w�l� .. .y..-....f�4 _..✓..5...:..'."" "O�'I._RiV i -•fY ..'PaM*✓.,..YOi ..-i ""•n•+w,r•••.. •w�a.,••r►�.i!S' .... .._.....1' EAST END WOOD WOOD FENCE FENCE AT 0.3' N. AT 0.5' 5. a 1.3' H. NOV 12 2015 City of Tukwila PUBLIC Works Okl7'Ir1 BUMDINGDATA: Project Names New House J �` Project Owner: American Prestige Homes San Stevens P.O. Box 46002 Seattle, Washington c18146 (206)853-4525 Pro eet, ct En!lneer: Bruce 5. MacVelgh, P.E. 14245 5gth Avenue 5. Tukwilla, Ha5hington 118168 (2O6)242-'7665 Project Designer: Leonard 5. Bernhoft Mike H. Foster, Jr. c!o Bernhoft $ Associates '702 Broadway, Suite 201 Tacoma, Washington c18402 (255) 274-0244 Parcel Number:-154660-0052 Legal Oescrlptlon: The East 100 Feet of the N 112 of Lot 2, Block 2. According to the Plat Thereof Recorded in Volume II, Page 100, Records of King County, Washington Site Address: 2glq 135th 5t. Tukwila, Washington code: 2012 IBG, 2012 IRG, 2012 IPG, 2012 IMG 2012 IFC, 2012 1^15EC, onin : LOP, Setbacks Requlred: Street Frontage 20 Feet Street Frontage Rear Yard 10 Feet Interior Side Yard 5 Feet Max. Building Height 35 Feet Bulldina Occupancq R-3 : 51ngie Family Dwelling Type. Construction: Type V-B Building Sau_are. Footagf: First Floor 1,218 5F Second Floor 1,2?q 5F Garage 755 5F Total SF 3,250 SF Fire Resistance of Exterior Walls: R-3, Occuponices H/ Type V-B Construction, I-HR Le55 than 5' from property line, Non -rated elsewere.. Openings not permited less than 5'. 2012 IMG Mechanical Ventilation Requirements: Bathrooms: Mechanical exhaust capacity of 50 cfm intermittent or 20 cfm continuous. Kitchen: 100 cf intermediate or 25cfm. continuous exhaust fan aundr : 100 cfm minimum exhaust fan Whole Hov!5!2 Ventilation System: # D; IRG M1508,5 Integrated Central Heating HASHINOTON STATE ENERGY CODE (W5EG 2012) Prescriptive Regrulrement5 Climate Zone #4 - Marine: {2-Value: U-Factor: Gellln g_.. R-4q 0.026 Single Rafter or JolSt Vaulted: R-38 0.026 Opaque W0115: R-21 int. 0.056 Floorver o d 5 a e: c c R-30 0.02a. Q Vn � p T O a ue Doors: NA�gCODE C51ab On Grade: N/A /A APFen rat on - - t 1 U Factor Vertical• -0.30 U =0.3OV Overhead: U=0.50 =0.50 Total OlazinQ Area: 555.52 5F Total Conditioned Floor Are : 2 4�i-I F Clay Of Tukwila a 5 BUILDING DIVISION 01a ln Provided Mii ard Company, St ie- in e Vinyl Series 6110 H511der, U value 0.50, Doubleglazed/ 1/2" clear, Low e (2), Argon , 51-16C = 0.i5 Total Glazing Area. 555.52 5F %Glazing to Wall Area: 555.52 5F Glazing/ 2,4q? 5F of Oross Floor Area = 15.2% Metal Man Doors i ® 3'x 6-8" Kewanee Corporation, E 5erle5 400 ln5ulated Polyurethane - U=0.16 RECEIVED CITY OF TUKWILA OCT 17 2015 PERMIT CENTER P" 0 0 0, WOO ori4 l� > 'y ° 0. dam` 30 00 `:alien 'i�MEE�iG�, d t _ Y57 l.,. �E~ HOMES` ` GlG� !BAN P.0, BoX 46,oO 2 S£ATTLC, V4A5HINGT0,N a6I46 {2c�e�)55-455 roject • NEN HG915E 7UKHILA, HP-SHINOTON Sheet Description 5I TF: PLAN VIC"Im-Ty MAID . BU!1'_ INO DATA awn by M. F05TER G ec py segle ate A tit la/i�i!<n1�i discipline ,fob number . I • Vicat Number / , � of STABILUED'CONSTRUCTIoN ENTRANCE AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL -BE PAYED TO THE EDGE �A�SttiN�' SLO�o CONSTRUCTIONiORENTRANCE TO AVOID OF THE DAMAGING OF THE ROADWAY IT IS RECOMMENDED THAT THE R 25'' MIN. ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD r 00 INSTALL DRIVEWAY CULVERT IF -THERE IS A ROADSIDE DITCH PRESENT, AS " .PER KING COUNTY ROAD STANDARDS 4"•-B" QUARRY .SPALLS .GEOTEXTILE» ---� �y 1.2" ,#MIN. -THICKNESS' � PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA .ST"I1r,IZED CONSTRUC.TIONENTRA;NCE Purposd.' Construction. entrances are stabilized to reduce -the amount of sediment Dratisporfed onto paved roads by motor vehicles or runoff by.constructing.a stabiiized,pad.o€quarry spalls at'the entrances to construction sites. Application Construction entrances shaJ$vstabilizGd wheitwcr trilf' wilt be'Idd'ving a construction sits? and traveling on paved roads or other paved areas within.1,000 feet'of the site. Design -and- fnstalldtion .Spe6ifications. I. See Figure. C.3. I .A for .details.. 2. ' A•separation geotextiie shall be glacO.udder the spells.to payegt fihe;seAii 61ri rom,pumping up into the rock pad. The gootektilo shall .meet the following stanilacdst Grab Tensile Strength (ASTM D4751)' 200 psi min.j Grab'Tensile Elongation (ASTM D4632) 30% max; Mullen Hurst Strength (ASTM D3786-80a) 460 psi min. AOS (ASTM D4751) .2045'4U,S. standard stove 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 hlgily variable; butithas been used successfully on many construction sites, Itgeneraliy requires more maiit chance than quarry spalls. Hog fuel is not recommended for entrance stabilization in urban are.as. J.b6 inspectormay at any time require the use of quarry spalls -if thc:hog fuel is notprevcnting.sedU.ment�fiom being tracked onto pavement or if the hog fuel'is being carried onto pavement..Hogrf f.i pi'ohibited,in pormanent roadbeds because organics -in the Subgrade soils cause dkffculties withr!compaction. 4. Whenever possible, the entrance shall be constructed.on a fiidt, compaot� subgrade. Tpis can substantially increase the effectiveness-.ofthepi end-Teduce thclaeed formaintenance. Maintenance 1. Quarry spalls; (or hog fuel) shall be added ifthe pad is no longer iti acodrdance with the specifications. 2. If the entrance is not preventing sediment from Tieing.tracked onto pavement, ihon alternative measures to.kcep the streets free of sediment shall be used:: Thus may:ineludo stroetsweeping, an increase in the dimensions.of the entrance, or.the installation of a wheel. wash, If washing..is used, it sball.be done on an area covered with crushed rock;,and'.wash'watershall drain to'a sediment trap or pond. 3. .Any sedimentthat 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'whon sweeping is ineffective- there• s; a threat to public safety. If it is necessary to wash the streets, a smaU sump must be constructed. The sediment would then be washed -into the.sump where it can be. controlled and discharged appropriately. 4, Any qu.arrY spells that sire loosened from the pad and end up on.tho'roadway shall be removed. iuunediatciy. SILT FENCE a�rru�'rlwwl�r.r��' " rrrr.ry,rr n�,�rrva� rilr �rrrr• r- -.- -__ - rrl,, i JOINTS iN FR.TER.FABRIC'SKLL BE. SPLICED AT POSTS. USE STAPLES, WRE RINGS. OR EQUiJALENTTO ATTACH FAIM TO POSTS. 2W aY 14.Ga. WIRE OR EQUIVALENT, IF STANDARD STRENaM FABRIO USED i { FtTW FABRIC - —� .4 _ �:.� ...........w .........:..r . _ffiTR r� S'MAX: �MWMUM4'k4•TRENCH J. BACKFILLTMCHWITH NATIVE SOIL o'"W-1.5. ' POST SPACING MAY SE JNCRASEO WASHED GRAVEL TO V IF WIR8 BACKING tS USED 2*94'.WOOD POSTS. STEEL FENCE NOTE: FILTER FABRIC FENCES SHALL SE' 'P", REBAR:'OR EQUIVALENT INSTALLED ALONG CONTOUR WHENEVERPOSMMZ f SILT FENCE INSTALLATION AND MAINTENANCE I rr rrYtllll�r�llrl r,rrrrl�r♦I Irrlll�rlrlr��l DID tronch rtctntexee • Toe•In•rabrlo Stake -monitor Mnlntaiwandclean SILT FENCE Purpose Use of A silt fence redtices the transport 0*fwarse sediment from a construction site by providing a temporary physical barrier to -sediment and reducing the runoff velocities of overland flow. Conditions -of Use Silt fence may be used downslope of all:disturbod areas.. Silt•fence is.notintended to treat concentrated flows, nor -is'if intended to treat:substantial at ouats'of overland flow.' Design anddnstailatidn Specifications 1. See Figure C.3:1.11 and Figure CJA .P for details: 2. The geotextile'used must meet the standards'listed-below..A copy of the manufacturer's fabric speeifications:must,bo available ansite. ' AOS (ASTM D475 • 1) .30.1.00 u4iove size (0:60-0.15 mm) for alit film 50-100s1eve size (0.30.0,15 rr+cn) for other fabrics Water Permittivity' .(ASTM D4491) ,.0:02seO minimum Grab Tensile Strength (ASTM D4632).. . f8dlids. min, for extra strength fabric ' .100115s. min, Jor standard strength.fabrtc Grab Tensile Elongation (ASTM D4632) 30%. max. Ultraviolet Resistance (ASTM D43$5) 70% min. 3. Standard strength' fabric requires wire.backing to increase the strength of the fence. Wiro backing or closer. post spacing,may be required for extrastrength fabric if field performance warrants a stronger fence. 4. Where the fence is installed, the slope sball be no:steeper that; 2H:1 V. 5. If atypical silt fence (per Figure C.3.1.8) is used, the standard 4 x 4 trench may not be reduced as long as the bottom inches of the silt fence is well buried and secured in. a.trench:thatstabilizes the fence and does not allow water to bypass or undermine the silt fence. Maintenance Standards 1, Any damage shallte 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 tbor fence clogging and acting as a barrier to flow and then causing channelization of flows parallel to the fence, If this occurs, replace the farce or remove the trapped sediment. 4. Sediment must be removed when the sediment is 6 inchcs high. S. If the filter fabric;(geotextile) has deteriorated due to.ultravioket breakdown, it shall'bo.replaced. t�... TYPIC L' TRENG' 1'INFii TRATtUN'SiYS 'Eit - -roof 'drain PLAN 'VIEW ITS rigid perforated pipe. r....-..rw...... .r..-.w. rr:.J. .. .. .'�+•.. wrr..rr .................................. riiltafimnch:-`'i6mpWlsolidiid . PLA�I'.VIEW reel drain . . NTS -overflow; rigid .' 6" splash block perforated pipe - ---------- washed roc d c ° .'' 1'r�ln 5.o'tnin �"-314" Q ? ° 1in ' -fine mesh-- C8 sump wlsolid rid i screen A- fitter fabric. .. compacted backfili rigid c,': Ir . perforated pipe !!i O.o �o Q7p.�o° p. U washed roc k 11VW4" D I7, .' .SECTIi N--.A NTS MAINTENANCE INSTRUCTIONS FOR FULL INFILTRATION ;.Four property contains a stormwater management flow control BMP (best management practice) called "full infiltration," which wasAnstalled'to mitigate,the stormwater quantity and quality impacts of some or all of the impervious'surfaces:an your -property. Full infiltration is a method of soaking-runofffromimpervious area (such as paved areas and -roofs) into the.ground. If properly installed and maintained, full infiltration can manage runoff .so that a majorlty. of _precipitation events are absorbed. Infiltration devices, such as gravel filled'trenches, dryweils, 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'abie to soak water into the ground -for a reasonable number of years. The infiltr I1,QR devices used. on yourtproperly include the following as indicated on the flow control SMP site plan: GR"gravel filled :trenches, O'.drywelis, © ground surface depressions. The size, placement, and composition of thes6 devices as depicted by the flovcoritrol •SMP. 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 through a.fdture development perrrlit from King County. Infiltration devices must .be inspected annually, and' after major storm events to, identify and repair any physical defects. ' Maintenance•and operation of the system should focus. on ensuring the system's viability by preventing sediment -laden flows from entering the. device. Excessive sedimentation will result in a plugged or non-functioning facility. if the. infiltratioridevice has.a catch -basin, sediment accumulation must be removed on. a yearly basis or more frequently if necessary. Prolonged pending 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 ciean'wiil enhance the longevity of these devices. For roofs, frequent cleaning of gutters will reduce sediment loads •to these devices. RE_V_1tWED FOR CODE COMPLIANCE APPROVED -NOV 2 5 2015 City of Tukwila BUILDING DIVISION !RECEIVED CITY OF TUKWILA ' OCT 21 2015 PERMIT CENTER Q\ 1 S _ O O a Q lei C� s � N N. Q U o N 6 D_ client AMEl?IC:A;N i='RE,, TISE HOMES uN' T'. ;a 5A5Tt:Yrb 'P.O.. 6OX 46%00N2 5E-ATTLr_, 114A'5HINGTC.41 e44�146 Pro feet NEE HCxjSM 2-019 57. 05Ti4 5 eet Description S I T� PLAN VIC;.iwfy m"kp r5v'1 _�INO DATA drawn by M. F105TER c eck oy scale da e p ^r t in/I �r/.gin► ; dleclpline . -join number Sfi eat Number _ of EL.EGTRiCAL, 5Y 1301-5 I1:�r DUPLEX OUTLET � FLOOR DUPLEX OUTLET rsWP WEATHERPROOF OUTLET 220 VOLT OUTLET A5 REO'D. OFI GROUND FAULT INTERRUPT SPECIAL DUTY RECEPTACLE $ SWITCH THREE WAY 5HITCH -- CEILING LIGHT FIXTURE �- WALL LIGHT FIXTURE RECESSED GEILIN6 LIGHT FIXTURE - EXTERIOR LIGHT FIXTURE EXTERIOR HALL LIGHT FIXTURE � `:l5D 5MOKE DETECTOR IIOV H/ BATTERY BACKUP QG -1 002-CARBON MONOXIDE DETECTOR GFM EXHAUST FAN (V.T.O.) NOTES: 1. ALL WORK SHALL CONFORM TO LATEST EDITIONS OF NEC CODES. 2. INSTALLER SHALL VERIFY LOCATIONS OF ALL FIXTURES PRIOR TO INSTALLATION. 3. ELECTRICAL DRAHIN65 ARE TO SHOW GENERAL LOCATIONS OF FIXTURES. 4, ALL EQUIPMENT SHALL BE UL LISTED, HHERE APPLICABLE. CRITERIA LATERAL DE51ON WIND: (A5GE -1-10) V = BASIC HIND SPEED a 55mph CATEGORY = 5TRUGTURAL GATEeOR.Y 11 EXPOSURE = EXPOSURE CATEGORY B KzT = TOPOGRAPHIC, FACTOR 1.00 LAMBDA = ADJUSTMENT FACTOR FOR 1.00 HEIGHT 4 EXPOSURE I = IMPORTANCE FACTOR 1.00 �2-U15 IC : 6OVERN5_I OR DE51GN (A5GE 1-10) OCCUPANCY GROUP = CATEGORY II OCCUPANCY IMPORTANCE FACTOR = 1.00 SEISMIC USE GROUP = I GROUND MOTION = MAX. GROUND MOTIONS 5% DAMPING 5G=1.5109, 0.2 SEC, RESPONSE 51=05709, 1.0 SEC, RESPONSE SITE CLASSIFICATION = D SEISMIC DESIGN CATEGORY = D RESPONSE MODIFICATION COEFFICIENT "R" = 6.5 1. SILL PLATES RE515TIN5 A DESIGN LOAD GREATER THAT 410 PLF SHALL NOT BE LESS THAN A 3-INCH NOMINAL MEMBER. OR THO 2-INCH NOMINAL MEMBERS FASTENED TOGETHER TO TRANSFER THE DESIGN SHEAR BETWEEN FRAMING MEMBERS, (5EC. 250-7.1.1) 2. HHERE SHEAF; DESIGN VALUES EXCEED 350 PLF ALL FRAMING MEMBER5 RECEIVING EDOE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A 51NOLE 3-INCH NOMINAL MEMBER. OR TWO 2-iNGH NOMINAL MEMBERS FASTENED IN ACCORDANCE H/ SEG. 2306.1. PLYHOOD JOINTS AND SILL PLATE NAILING SHALL BE 5TACyGERED IN ALL GASES. (TABLE 2306.3 FOOTNOTE "I") 3. WHERE PANELS ARE APPLIED TO BOTH FACES 4 NAILS SPACING 15 LE55 THAN 6" O.C. PANEL JOiNT5 SHALL BE OFFSET TO FALL ON DIFFERENT 1✓RAMIN6 MEMBER OR SHALL BE 3-INCH NOMINAL MEMBER OR THO 2-INCH NOMINAL MEMBERS � NAILS ON EACH SIDE SHALL BE STAGGERED. (TABLE 2306.3 FOOTNOTE "h") Q SMOKE:- ALARMS: SMOKE ALARMS ARE TO BE INSTALLED IN EACH DWELLINO UNIT. THEY SHALL BE LOCATED IN EACH SLEEPING ROOM, OUTSIDE EACH SLEEPING UNIT, AND ON EACH LEVEL OF THE DWELLING UNIT. SMOKE ALARMS SHALL BE HARD -HIRED, PROVIDED HITH BATTERY BACK-UP, AND INTERCONNECTED BETWEEN THE DEVICES IN THE DHELLINO UNIT, SMOKE ALARMS SHOULD NOT BE LOCATED NEAR KITCHEN APPLIANCES. F@ GARBQN MONOXIDE ALARMS: CARBON MONOXIDE ALARMS ARE TO BE INSTALLED IN EACH DWELLING UNITS. THEY SHALL BE LOCATED OUTSIDE EACH SEPARATE 5LEEPINO AREA IN THE IMMEDIATE VICINITY OF THE BEDROOM. HIN OV4 5TRAPF'IN v = `10.5 pip v = 105.6 plf v = 105.E PIP EXT. WALL 5HEARWALL ACTUAL ALLOWABLE COMMON MATERIAL SPA4;IN6 0 SPAGIN& ® MATERIAL APPLIED BOTTOM PLATE SILL PLATE BOTTOM PLATE STUD MEMBER 6RIDLiNE # NUMBER UNIT SHEAR UNIT SHEAR NAIL 61ZE THIGKNE55 PANEL E06E5 FIELD TO # OF SIDES ANCHORAGE ANGHORA6E MEMBER SIZE a PANEL JOINT #[A. Q OCIA PLF 260.0 PLF b-D 1/16" 056. PLykv 61' 12" ONE 16d NAILS 0 16" O.G. 5/8"41 x 12" AB a 48" O.G. 2" x 6" DFA2 2" x 6" DF. #2 #1. Q q&.& PLF 3M.0 PLF a-D 1/16" 0513. PLYWD 3" 12" ONE 16d NAILS ® 16" Q.G. 5/&"O x 12" AB a 48" O.G. 2" x 6" DF #2 2" x 6" 1PFA2 #2 N/A N/A N/A N/A N/A WA WA WA N/A N/A WA WA #3. 0 qi.6 PLF 380.0 PLF &-D 7/16" 055. PLYWD 4" 12" ONE I6d NAILS * 16" D.G. %5"P x 12" A5 ® 48" O.G. 2", x 6" DFA2 2" x 6" DFA2 #4. WA N/A WA WA WA N/A WA WA N/A WA N/A WA #5. Q 75,6 PLF 260.0 PLF 8-D JAb" 055. PLYWD 6" 121' ONE I6d NAILS a 16" O.G. 5/8"4> x 12" AB 0 4&" O.G. 2" x 6" DFA2 2" x 6" DP #2 #A Q bqA PLF 260.0 PLF 8-D IAA OBB. PLYWd 3"' 12" ONE 16d NAILS dp 16" O.G. 5/8"4' x 12" Aka 0 48" O.G. 2" x 6'" DFA2 2" x 6" DFA2 #[A. 20q.3 PLF 260.0 PLF 8-D 1/I61" 055. PLYWD 3" 12" ONE I6d NAILS 0 6" O.G. 5/6"41 x 12" AB a 4&" O.G. 2" x 6" DFA2 2" x 6" DFA2 #B, Q 201.0 PLF 231.0 PLF 8-0 1llb" OSB. PLYWD 6" 12" ONE I6d NAILS a &" O.G. 5/5"'P x 12" AB 0 48" O.G. 2" x 6" DF.#2 2" x (5" DFA2 #G. Q &2A PLF 260.0 PLF &-D V6" OSB. PLYWD 6" 12" ONE [rod NAILS as 16" O.G. 5/8'4) x 12" A5 as 48" D.G. 2" x 6" DFA2 2" x 6" DFA2 #D. �j 883 PLF 178.0 PLF 8-D 1/16" OSB. PLYWD 6" 12° ONE I6d NAILS ® I6" O.G. W&V x 12" AB a4V" O.G. 21" x roll DF#2 2" x 6" �i 4nA AALL SCHE UL E : SECONC) I:!_00� LEVEL EXT. WALL 5HEARWALL ACTUAL ALLOWABLE COMMON MATERIAL SPAGINcS a& SPAGIN6 o MATERIAL APPLIED BOTTOM PLATE SILL PLATE BOTTOM PLATE STUD MEMBER 6RIDL►NE # NUMBER UNIT SHEAR UNIT SHEAR NAIL SIZE THIGKNE55 PANEL E06E5 FIELD TO # OF SIDES ANCHORAGE ANGHORAt5E MEMBER SIZE ac PANEL JOINT #1. !L 21,11 PLF 260.0 PLF &-D 1/16" 058. PLY 4V 6" 12" ONE I6d NAILS 0 16" O.G. WA, 2" x 6" DFA2 2„ x 6" DF. #2 #2. Q 102.2 PLF 3&D.O PLF 8-D 1/I6" 0513. PLYWD 4" 12" ONE I6d NAILS 0 165" O.G. WA 2" x 6" DFA2 2" x 6" DFA2 #3. N/A WA N/A WA WA N/A N/A WA WA WA N/A N/A #4, Q 50.5 PLF 380,0 PLF &-D 1/16 058. PLYWD 4" 121' ONE I6d NAILS a4 16" O.G. WA 2" x 6" DFA2 2" x 6" DFA2 #5. �( 25,7 PLF 260.0 PLF 8-12 7/16" 055. PLYWD 6" 12" ONE 16d NAILS 0 IW O.G. N/A 2" x 61' DF #2 2" x 6" OF.#2 #A. N/A WA WA WA WA WA WA WA WA WA N/A N/A #13. Z qq.8 PLF 151.0 PLF 8-D 7/16" 058. PLYWD roll 12" ONE I6d NAILS 0 16" O.G. WA 2" x 6" DFA2 2" x 6" DF #2 #G. N/A WA N/A WA WA WA WA WA WA WA WA N/A #D 54.1 PLF 221.0 PLF 8-0 1/16 05B. PLYWD 6" 12" ONE 16d NAILS o 16" O.G. WA 2" x 6" DFA2 2" x 6" DFA2 v=3q,gpif v=a8.&pip v=N5H v=gl.6PIP v=N5H v=-75.6,PIP HOL DONN. 5GHEDUL.E: 5YMB0L MATERIAL AND NAIL 5PAGING 5I MP50N #M5T3-1 STRAPS _ USE 24-I6d SINKERS ® 2-2X6 STUDS �.�. 51MP50N #5THDI4RJ HOLDOHNS USE 20-I6d SINKERS ® 2-2X6 STUDS SIMPSON #5THD14 HOLDOHN5 USE 20-16d SINKERS ® 2-2X6 5TUD5 SIMPSON #M5TG48B3 PRE -BENT STRAP USE 12-I0d FACE O 2-2X JOISTS USE 4-IOD BOTTOM, 38-IOD @ 2-2X STUDS 51MP50N # M5TA24 W/ 0-10d NAILS STRAP LENGTH 24" MIN. USE HOT DIPPED GALVANIZED NAILS NOTE AT ALL LOCATIONS HHERE THERE 15 PRESSURE TREATED PLATES I S rl" F " L 0 0- RK J'PL ATN"r IFGC 304.6 Outdoor combustion air for gas appliances. SCALE 1/4" = 1' 304.6 Outdoor combustion air shall be provided through opening(s) to the outdoors in accordance with Section 304.6.1 or 304.6.2. The minimum dimension of air openings shall be not less than 3 inches. 304.6.1Two permanent openings, one commencing within REV" WED FOR 12 inches of the top and one commencing within 12 inches of CODE COMPLIANCE the bottom of the enclosure, shall be provided. Where APPROVED communicating with the outdoors through horizontal ducts, NOV 2 5 2015 each opening shall have a minimum free area of not less than 1 square inch per. 2,000 Btu/h of total input rating of all appliances in the enclosure. City of Tukwila OR 304.6.2 One permanent opening, commencing within 12 BUILDING DIVISION inches of the top of the enclosure and shall have a minimum free area of 1 square inch per 3,000 Btu/h of the total input rating of all appliances. RECEIVED CITY OF TUKWILA OCT Z 1 2015 PERMIT CENTER AF-E-A FIRST FLOOR 1,21a 50 FT SECOND FLOOR 127q 50 FT TOTAL LIVING 2 41-7 50 FT OARAGE -155 50 FT TOTAL H,250 SOFT N W I� oQ O Q s N O �- client AMERIGAN PR=!5TI6E HOMES c% 5AN STEVENS P.O. BOX 46002 SEATTLE, WA5HIN6TON aa146 (206)a53-4525 Project NEW HOUSE ZVI 5. 155TH TUKW11rA, WA5HINOTON 5haet De5crlptlon 15T FLOOR PLAN yawn by M. F05TER check by L5B � Scale date A5 IOA512015 d15Glpline job number 2015-51 I 5heet Numbgr 2 of 2 12 ELECTRICAL 5YMB01_5 K�t DUPLEX OUTLET 101: FLOOR DUPLEX OUTLET K'[WP WEATHERPROOF OUTLET 220 VOLT OUTLET AS REO'D. jGf=l GROUND FAULT INTERRUPT SPECIAL DUTY RECEPTACLE 5WITGH 9 THREE WAY 5WITGH CEILING LIGHT FIXTURE WALL LIGHT FIXTURE R RECESSED CEILING L16HT FIXTURE EXTERIOR LIGHT FIXTURE EXTERIOR WALL LIGHT FIXTURE 05D SMOKE DETECTOR IIOV N/ BATTERY BACKUP OQ� G02-GARBON MONOXIDE DETECTOR CFM EXHAUST FAN (V.T.O.) NOTES: I. ALL WORK SHALL CONFORM TO LATEST EDITIONS OF NEC CODES. 2. INSTALLER SHALL VERIFY LOCATIONS OF ALL FIXTURES PRIOR TO INSTALLATION. 3. ELECTRICAL DRAWIN65 ARE TO SHOW GENERAL LOCATIONS OF FIXTURES. 4. ALL EQUIPMENT SHALL BE UL LISTED, WHERE APPLICABLE. CRITERIA LATERAL DESIGN WIND: (ASGE 7-10) V = BASIC WIND SPEED @ 85mph CATE60RY = STRUCTURAL GATE60RY 11 EXP05URE = EXPOSURE GATEGORY B KzT = TOPOGRAPHIC FACTOR 1.00 LAMBDA = ADJU5TMENT FACTOR FOR 1.00 HEIGHT 4 EXPOSURE I = IMPORTANCE FACTOR 1.00 SEISMIC: GOVERNS FOR DE510N (ASGE 7-10) OCCUPANCY GROUP = GATEGORY 11 OCCUPANCY IMPORTANCE FACTOR = 1.00 SEISMIC USE GROUP = I GROUND MOTION = MAX. GROUND MOTIONS 5% DAMPING 55=1.5109, 0.2 SEC. RESPONSE 51=0.5709, 1.0 SEG RESPONSE SITE CLASSIFICATION = D SEISMIC DESIGN CATEGORY = D RESPONSE MODIFICATION COEFFICIENT "R" = 6.5 1. SILL PLATES RESISTING A DESIGN LOAD GREATER THAT 4qO PLF SHALL NOT BE LESS THAN A 3-INCH NOMINAL MEMBER OR TWO 2-INGH NOMINAL MEMBERS FASTENED TOGETHER TO TRANSFER THE DESIGN SHEAR BETWEEN FRAMING MEMBERS. (SEG. 2307.1.1) 2. WHERE SHEAR DE51ON VALUES EXCEED 350 PLF ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A 51NGLE 3-INGH NOMINAL MEMBER, OR TWO 2=INGH NOMINAL MEMBERS FASTENED IN ACCORDANCE W/ SEG. 2306.1. PLYWOOD JOINTS AND SILL PLATE NAILING SHALL BE STAGGERED IN ALL GASES. (TABLE 2306.3 FOOTNOTE "I") 3. WHERE PANELS ARE APPLIED TO BOTH FACES if NAILS 5PAGIN6 15 LESS THAN 6" O.G. PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBER OR SHALL BE 3-INGH NOMINAL MEMBER OR TWO 2-INCH NOMINAL MEMBERS $ NAILS ON EACH SIDE SHALL BE 5TA66ERED. (TABLE 2306.3 FOOTNOTE "h") O SMOKE ALARMS: SMOKE ALARMS ARE TO BE INSTALLED IN EACH DWELLING UNIT. THEY SHALL BE LOCATED IN EACH SLEEPING ROOM, OUT5IDE EACH 5LEEPING UNIT, AND ON EACH LEVEL OF THE DWELLING UNIT. SMOKE ALARMS SHALL BE HARD -WIRED, PROVIDED WITH BATTERY BACK-UP, AND INTERCONNECTED BETWEEN THE DEVICES IN THE DWELLING UNIT. SMOKE ALARMS SHOULD NOT BE LOCATED NEAR KITCHEN APPLIANCES. '@ CARBON MONOXIDE ALARMS: CARBON MONOXIDE ALARMS ARE TO BE INSTALLED IN EACH DWELLING UNITS. THEY SHALL BE LOCATED OUTSIDE EACH SEPARATE 5LEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOM. 4" x 2" BLOCK FLAT 4" x 2" BLOCK FLAT EACH WINDOW CORNER EACH WINDOW CORNER- 5IMP50N M5TA24 51MP50N M5TA24 W/ (IS) IOd NAILS W/ (0) IOd NAILS W 1 NDOW STRAFF'I NG SHEARNALL SGH t7UL. MAIN fLOoR LEVEL v=54.7plf v = NSW D v = gg.8 plf EXT. WALL 5HEARHALL ACTUAL ALLOWABLE COMMON MATERIAL 5PAGIN6 a 5PAGIN6 a MATERIAL APPLIED BOTTOM PLATE SILL PLATE BOTTOM PLATE STUD MEMBER 6RIDLINE # NUMBER UNIT SHEAR UNIT SHEAR NAIL SIZE THIGKNE55 PANEL ED6E5 FIELD TO # OF SIDES ANCHORAGE ANCHORAGE MEMBER SIZE a PANEL JOINT #IA. Qj 3a.a PLF 260.0 PLF 8-D 1/16" 055. PLYHD 6" 12" ONE I6d NAILS a 16" O.G. 5/8" m x 12" AB a 48" O.G. 2" x 6" DFA# 2" x 6" DF. #2 #I. Q 98.8 PLF 381.0 PLF 8-D 1/I6" 055. PLYHD 3" 12" ONE I6d NAILS a 16" O.G. 5/8" (P x 12" AB a 48" O.G. 2" x loll DF,#2 2" x 6" DFA2 #2. N/A WA N/A N/A N/A N/A N/A N/A WA WA N/A N/A #3. Q q1,6 PLF 380.0 PLF 8-D 1/16" 055. PLYHD 4" 12" ONE 16d NAILS ® I6" O.G. 5/8" 0 x 12" AB a 45" D.G. 2" x 6" DFA2 2" x 6" DFA2 #4. N/A WA WA N/A WA N/A WA N/A N/A N/A N/A N/A #5. Qj 15.6 PLF 260.0 PLF 8-D 1/16" 055. PLYHD 6" 12" ONE I6d NAILS a 16" O.G. 5/5" m x 12" AB a 48" O.G. 2" x 6" DFA2 2" x 6" DFA2 #A. Q2 6CIA PLF 260.0 PLF 8-D 1/16" 055. PLYHD 3" 12" ONE 16d NAILS a 16" O.G. 5/8" 0 x 12" AB a 45" D.G. 2" x 6" Dr-.#2 2" x 6" DFA2 #IA. Q 209.3 PLF 260.0 PLF 8-D -1/16" 05B. PLYHD 3" 12" ONE 16d NAILS a 8" O.G. 5/8"® x 12" AB a 48" O.G. 2" x 6" DFA2 2" x 6" DFA2 #B. IQ 201.0 PLF 251.0 PLF 8-D 1/16 055. PLYHD b" 12" ONE I6d NAILS a 8" O,G. 5/8" m x 12" AB a 48" O.C. 2" x 6" DFA2 2" x 6" DFA2 #G. Qj 62A PLF 260.0 PLF 8-0 '1116" 055. PLYHD 6" 12" ONE 16d NAILS a 16" O.G. 5/811QP x 12" AB ® 48" O.G. 2" x 6" DFA2 2" x 6" DFA2 #D• QI 88.3 PLF 1'18.0 PLF 8-D 1/16" 055. PLYHD (O" 12" ONE I6d NAILS a 1611 O.G. 500 x 12" AB ® 48" D.C. 2" x 6" DFA2 2" x 6" DFA2 SHEARAALL SGHr=)ULr-: S=GONE FLOOR LEVEL EXT. HALL 5HEARHALL ACTUAL ALLOWABLE COMMON MATERIAL 5PAGIN6 ® 5PAGIN6 a MATERIAL APPLIED BOTTOM PLATE SILL PLATE BOTTOM PLATE STUD MEMBER 6RIDLINE # NUMBER UNIT SHEAR UNIT SHEAR NAIL SIZE THIGKNE55 PANEL ED6E5 FIELD TO # OF SIDES ANGHORA6E ANGHORA6E MEMBER 51ZE ®PANEL JOINT #I. Q 21A PLF 260.0 PLF 8-0 1/ib" 055. PLYHD 6" 12" ONE I6d NAILS a 16" O.C. WA 2" x 6" DFA2 2" x 6" DF. #2 #2. 102.2 PLF 380.0 PLF 8-0 1/I6" 058. PLYHD 4" 12" ONE 16d NAILS a 16" O.G. N/A 2" x 6" DFA2 2" x 6" DFA2 #3. N/A WA WA WA WA WA WA WA WA N/A WA N/A #4. Q 50.3 PLF 380.0 PLF 8-0 1/16" 05B. PLYHD 4" 12" ONE I6d NAILS a 1611 O.G. N/A 2" x 6" DFA2 2" x 6" DFA2 #5. Qj 25.1 PLF 260.0 PLF 8-0 '7/16" 05B• PLYHD 6" 12" ONE I6d NAILS a IW O.G. N/A 2" x 6" DFA2 2" x 6" DFA2 #A• N/A N/A WA WA WA WA WA WA NIA WA WA WA #B. Q qq,8 PLF 151.0 PLF 6-0 1/16" 055. PLYHD 6" 12" ONE I6d NAILS a Ib" O.G. WA 2" x 6" DFA2 2" x b" DFA2 N/A N/A WA WA WA WA WA WA WA WA WA N/A #D Qj 54.1 PLF 22-1.0 PLF 8-D 1/16" O5B. PLYHD b" 12" ONE I6d NAILS a lb" O.G. N/A 2" x loll DF #2 2" x b" DFA2 I 3'-6 I f 5'-8" 5'-8" A 3 I 'r 12 10 I I I I 1 4Q4IQ 5L i r;Q4Q CI �11 r,9-4I9- c-,I \•/ TUB 0 EGREES WIG TUB/ °SHOWER E5REE5 �- ^� m SHOWER 2¢6$ i -- J 5 P BEDROOM #2 5 cfm BEDROOM #3 ' M. BATH / / / m LAUNDRY DRY it a IOOcfm OF BATH 50cfm 1a- - i ; i� 0 GFI /' ° 3'-loll / 8'-O" 01 U_ I / I zLl � \ I - / � x 8I 10 l / �1 ' \SD __� �5D \ m N N I NE / N N \ / �z 2 6 BF 6'-10" 5'-4" 8'-3" 2 6 O - . © i W.t.G. - - 0 d) / 5D / ►n SD ...... _ / 2g6$ 3'-8" " 12'-0 / , d / cn U- 1 2x4 WALL W/ \ \ DN a' -loll PL. HT. / \ 0. \ MASTER BEDROOM I 2x6 WALL W/ SD g'-loll PL. HT. p LOFT= z O - W,I•C, m ts' t OPEN TOA3ELOW 2x6 WALL W/ • g-(OilPL. HT. - BEDROOM #4 m �' --� EGREE5 EGREES 1 •---- O I 5 5L I 5 SL 1 3QgQ 5L I 6 3 FX I O N I I I I N { I I & IQ FX 42 119- 5L I & �Q FX I { 5'-loll g'-7" 5'-2" �, 2'-q" �, 3'-3" 3' 3" I 2'-q" " 2'-ll oo 20'-3" 12 24'-1" 12'-0" 16'-6" HOLDOHN SGHEDULE SYMBOL MATERIAL AND NAIL 5PAGIN6 SIMPSON #MST37 STRAPS 0- USE 24-I6d SINKERS @ 2-2X6 STUDS 51MP50N #5TH014RJ HOLDOWN5 USE 20-I6d SINKERS @ 2-2X6 STUDS 51MF50N #5THD14 HOLDOWN5 USE 20-I6d SINKERS @ 2-2X6 STUDS SIMPSON #M5TG48B3 PRE -BENT STRAP --Ili- USE 12-I0d FACE @ 2-2X JOISTS U5E 4-100 BOTTOM, 38-IOD @ 2-2X STUDS 51MP50N # M5TA24 W/ 0-I0d NAILS STRAP LENGTH 24" MIN. USE HOT DIPPED GALVANIZED NAILS NOTE AT ALL LOCATIONS WHERE THERE 15 PRE55URE TREATED PLATES CORRECTION Lift#.� REVIEWED FOR CODE COMPLIANCE APPROVED NOV 2 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 17 2015 PERMIT CENTER AP,EA FIRST FLOOR 1,215 SO FT SECOND FLOOR 1,27g 50 FT TOTAL LIVING 2,4g7 50 FT GARAGE 755 50 FT TOTAL 3,250 50 FT O R 0 a A 06 > \0 N � S � d' 6 - o dN' -3 I lJ 0� c lent AMERICAN PRESTIGE HOMES c% SAN STEVENS P.O. BOX 46002 SEATTLE, WA5HINGTON c15146 (206)553-4525 Project NEW HOUSE 2a1q 5. 135TH TUKWILA, WASHINGTON Sheet De5criptlon 2ND FLOOR PLAN drown by M. F05TER c ec y L5B / 5ca a date, AS SHOWN 10/15/2015 dl5cipline Job number 2015-511 Sheet Number of 12 12 5 1- — _ PL. HT. PANEL 510ING PER MFR. 5PEG. 12 5 5Q3� BEVELS[ i" REVE, 5/1 T 5Q3� COMP ROOFING OVER 15# BUILDING? PAPER SCALE 1/4" = 1' 12 COMP ROOFING OVER 5 15# BUILDING PAPER :011 Elm: i - � 3Q5� 4Q5� 3Q5� LM 711 �QI � = I I` — --- --- PL.•HT.—•--.-- 5101NO =R. 5PEG. PL_HT. — — — BEVELED 5101NO 7" REVEAL f I =o 5/1 TRIM m PL_HT. PANEL SIDING 0 PER MFR. 5PE0. F.F. — — — "ll"vir-WED FOR CODE COMPLIANCE APPROVED NOV 2 5 2015 City Of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 17 2015 PERMIT CENTER 0 m O a W 00 OE d) !� � O N < LF) O U)In V� lJ 00 client AMERICAN PRESTIGE HOMES c% SAN STEVENS, P.O. BOX 46002 SEATTLE, HASHINGTON a8146 (206)853-4525 Project NEW HOUSE 2alq S. 135TH TUKHILA, HASHINGTON Sheet5heet Description ELEVATIONS drown by M. POSTER check y Li / scale date, A5 SHOHN 10/15/2015 discipline job number 2015-SI I ebeet Nvmber 4 Y of 4 12 BEVELS 7" REVE ✓/4"x4 ' TOP OF BE, PANEL 5101 PER MFR. E F.F. 5101NO kL ;IM SIDING �L :IM REVEEV ED FOR CODE COMPLIANCE APPROVED NOV 2 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA v w� a R� awe PERMIT CENTEr, 0 m 0 a °G4 � � N VAS � IL client AMERICAN PRE5TI6E HOMES c% SAN STEVENS P.O. BOX 46002 SEATTLE, HASHINOTON a8146 (206)855-4525 Project NEW HOUSE 2g1a 5. 155TH TUKHILA, HASHIN6TON Sheet Pescriptlon ELEVATIONS drawn by M. FOSTER c7eck by LSB / scale date A SHORN 10/15/2015 discipline job number 2015-511 Sheet Number Of 12 GENERAL NOTES: THESE 6ENERAI- NOTES ARE TO BE USED AS A SUPPLEMENT TO THE 5PECIFICATION5. ANY DI50REPANGE5 FOUND, AMOUNG THE DRANIN65, THESE GENERAL NOTES AND 51TE CONDITION SHALL BE REPORTED TO THE ENGINEER. ANY WORK DONE BY THE CONTRACTOR AFTER 0I5GOVERY OF SUCH DIECREPANGY SHALL BE DONE AT THE GONTRACTOR'5 RISK. THE CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS AMOUN6 ALL DRAHIN65 PRIOR TO PROCEEDING WITH ANY HORK OR FABRICATION. THE CONTRACTOR 15 RE5PON5iBLE FOR ALL 5RACING AND SHORING DURING CONSTRUCTION. 5TANGARDS. ALL METHODS, MATERIALS AND HORKMAN5HIP SHALL CONFORM TO THE 2012 INTERNATIONAL. BUILDING CODE (IBC) A5 AMENDED AND ADOPTED BY LOCAL GOVERNiNCG MUNICIPALITY. DE51ON CRITERIA: YERTIGAL LOA05: ROOF: DEAD LOAD 12 P5F LIVE LOAD 25 P5F (SNON) FLOOR: DEAD LOAD 12 P5F LIVE LOAD 40 P5F LATERAL FORGES: 1. LATERAL FORCES ARE TRANSMITTED FROM THE ROOF DIAPHRAGM TO THE SHEARNALL. THE LOADS ARE THEN TRANSFERED TO THE FOUNDATION HHERE ULTIMATE DISPLACEMENT IS RESISTED BY PASSIVE PRESSURE OF EARTH AND / OR 5LIDIN6 FRICTION. OVERTURNING IS RE515TED BY DEAD LOAD OF THE STRUCTURE. 2.HIND: DESIGN HIND SPEED = 85 MPH, 5 SECOND GUST 3.5E15MIG: ZONE D, SEISMIC DESIGN CATEGORY DwI SOIL JgARINO PR E5 RE I P OI ITE ASS-D ALL FOOTIN55 SHALL BEAR ON FIRM, UNDISTURBED EARTH OR STRUCTURAL BAGKFIL.L. AREAS OVER -EXCAVATED SHALL BE BACKFILLED H1TH LEAN CONCRETE (F'6=2000 P51) OR "STRUCTURAL BACKFILL". AREAS DE516NATI D "STRUCTURAL BACKFILL" 5HALL BE FILLED HITH APPROVED HELL GRADED BANKRUN MATERIAL. MAXIMUM DEN5ITY AS DETERMINED BY A5TM D-i557-72�. CONTRACTOR 5HALL EXER015E EXTREME CARE DURING EXCAVATION TO AVOID DAMAGE TO BURIED LINES, TANKS, AND OTHER CONGEALED ITEMS. UPON DISCOVERY, DO NOT PROCEED HITH WORK UNTIL REGEIVIN6 HRITTEN INSTRUCTIONS FROM EN6INEER. A COMPETENT REPRESENTATIVE OF THE OWNER SHALL INSPECT ALL FOOTING EXCAVATIONS FOR SUITABLITY OF BEARING PRIOR TO PLACEMENT OF REINFORCING STEEL. PROVIDE DRAINAGE AROUND ALL HORK TO AVOID HATER SOFTENED FOOTINC5. CONCRETE: CONCRETE SHALL BE MADE N1TH PORTLAND CEMENT A5TM G-150 TYPE I OR TYPE-I1, COARSE AND FINE Ac56RE9ATE A5TM 0-33, CLEAN WATER AND POTABLE, AND TYPE -A (HATER REDUGIN6), TYPE-D (WATER REDUGIN6 AND RETARDING) OR TYPE-E (WATER REDUGIN6 AND ACGELERATIN6) ADMIXTURE ASTM 0-4ci4-W AND SHALL BE READY MIXED PER ASTM 6-a4 UNLESS OTHERHISE APPROVED. MATERIALS; ITEM MINIMUM F'G NORMAL SLUMP 2& DAYS INCHES* MAXIMUM FOOTIN65 2,500 PSI 5 SLABS 2,500 P51 5 ALL OTHER CONCRETE 2,500 P51 5 CONCRETE MIX - 5 1/2 SACK MIN, DE510N MIX * AT CONTRACTOR'S OPTION, CONTRACTOR MAY USE MASTER BUILDERS SYNEROYZED PERFORMANCE SYSTEMS U51NO POZZOLITH ADMIXTURES TO PRODUCE FLOHABLE CONCRETE. MAXIMUM SLUMP SHALL NOT EXCEED a". MASTER BUILDERS CONCRETE TRCHNICIAN 5HALL ASSIST IN DETERMINING PROPORTIONS FOR 5P5 CONCRETE AND SHALL OBTAIN APPROVAL OF ENGINEER PRIOR TO EMPLOYING TH15 PROCEDURE, PLACE CONCRETE PER ACI 304 AND CONFORM TO AGI 604 (306) HINTER CONCRETE AND AGI 605 (305) FOR HOT HEATHER CONCRETING. USE INTERIOR MECHANICAL VIBRATORS HITH 7000 RPM MINIMUM FREQUENCY. DO NOT OVER -VIBRATE. CONCRETE SHALL BE POURED MONOLITHICALLY BETHEEN CON5TRUGTION JOINTS OR EXPAN51ON JOINTS, PROTECT ALL FRESHLY PLACED CONCRETE FROM PREMATURE DRYING, EXGE55IVE HOT OR COLD TEMPERATURE FOR SEVEN DAYS AFTER POURING. NON -SHRINK 5ROUT: MAKE FROM ONE PART A5TM 0-150 TYPE -I PORTLAND CEMENT, ONE PART FINE SAND A5TM G-33, AND ONE PART "MASTER -FLOW 713" BY MASTER BUILDERS OR EQUAL. MIX DRY A5 CAN BE HORKED, OR MIX TO A FLUID CONSISTENCY AND PACK OR POUR SOLID TO FILL SPACE UNDER PLATES OR SHAPES. U5E "EMBECO 636" FOR NONEXP05ED WORK. MATERIAL REINFORCEMENT (CONCRETE): ALL REINFORCING SHALL CONFORM TO A5TM A-615, GRADE 40 FOR #5 AND SMALLER, GRADE 60 FOR #6 AND LARGER. DETAIL, FABRICATE AND PLACE PER A01 515 AND AGI 30. SPLICES SHALL BE 24" DIAMETERS OR 0" MINIMUM FOR CONCRETE. MELDED HIRE FABRIC SHALL CONFORM TO A5TM A-52 AND A-05, LAP ONE FULL MESH ON 51DE5 AND ENDS. PLACE AT MIDDEPTH OF SLAB, OR AS 5HOHN. 5T&UCjQRAL STEEL - MACHINE BOLT5 (M.B.) AND ANCHOR BOLTS (A.B.) A5TM A--301, DRILLED 1N ANCHORS; "PARABOLT" BY U5M, ING,, HILLY FASTENER DIV1510N, "RAHL BOLT", OR APPROVED EQUAL. EMBED BOLT INTO CONCRETE 7" DIAMETER MINIMUM, EXCEPT A5 5HOWN. CARPENTRY - PLYWOOD (STRUCTURAL): SHALL BE GROUP I OR GROUP II SPECIES, CD GRADE EXPOSURE-�I CONFORMIN& TO P5-l-83. EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE AMERIGAN PLYWOOD A5506IATION. FRAMING LUMBER: CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (HGL16) OR HESTERN HOOD PRODUCTS ASSOCIATION (HNPA). EACH PIECE SHALL BEAR THE HHPA GRADE TRADEMARK. 5PE61E5 AND GRADE: BEAMS AND HEADERS: "DOU6 FIR / LARCH" No. 2 BLOCKING: "DOU6 FIR / LARCH" No; 3 OR "HEM FIR" No, 2 EXTERIOR STUD HALLS: "DOU6 FIR / LARCH" No. 2 OR "HEM FIR" No. 2 THE MINIMUM GRADE OF ALL OTHER STRUCTURAL FRAMING: "DOU& FIR" No. 2 OR "HEM FIR" NO, 2 OENERAL REQUIREMENTS: PROVIDE; MINIMUM NAILING PER 2012 IBG TABLE 2304 -Q.l OR MORE, A5 OTHERHISE SHOWN. ALL HOOD IN CONTACT HITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED MATERIAL. PROVIDE GUT HASHERS HERE BOLT HEADS, NUT5 AND LAG SGREH HEAD BEAR ON WOOD. FRAMING CONNECTORS: ALL FRAMING CONNECTORS SHALL BE IC50 APPROVED. TYPE OF CONNECTORS SHALL CONFORM TO THOSE GALLED OUT ON DRAHIN65 OR AN APPROVED EQUAL. CONTRACTORS .GALLED OUT ARE 51MP50N 5TRON-7 TIE CONNECTORS'. A5 MADE BY 51MP50N STRONG TIE COMPANY INC,: 5UB5TITUTfON: 5UBSTITUT,ION5 MAY BE ALLOHED ONLY IF THEY MEET THE REQUIREMENTS OF THE GENERAL NOTES AND 5PECIFICATION5 AND APPROVED BY THE ENGINEER.'. NEC 250.52 Grounding Electrodes. A concrete encased groundi1ng electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of 'h" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20 foot rebar shall. be one continuous piece tied alongside any vicinity footing rebar and shall protrude S" min. above top: of foundation wall near location of power panel.) IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or corner of the building nearest the property line and not necessarily measured from the exterior foundation. HOLE)OHN 5GHE MULE : SYMBOL MATERIAL AND NAIL 5PAGIN6 51MP50N #M5T37 STRAPS 0-„_ USE 24-I6d SINKERS ® 2=2X6 STUDS „�. 5IMP50N #5THD14RJ HOLDOHN5 USE 20-16d SINKERS a 2--2X(o STUDS SIMPSON #5TH014 HOLDOHN5 USE .20-I6651NKERS o 2-2X6 5TUD5 SIMPSON #MSTC48B3 PRE -BENT STRAP U5E 12-10d PAGE ® 2-2X J015T5 USE 4-IOD BOTTOM, 3b-IOD a 2-2X 5TUD5 SIMPSON # M5TA24 H/ I5-106 NAILS STRAP LENOTH .24" MIN. USE HOT DIPPED GALVANIZED NAILS NOTE AT ALL LOCATIONS WHERE THERE E5 PRESSURE TREATED PLATES HeARAAL L 5CHEr ULE : �4A I N f=LCOR LEVEL 1 EXT. HALL 5HEARHALL ACTUAL ALLOHABLE COMMON MATERIAL 5PAGIN6 o 5PAGIN6 a MATERIAL APPLIED BOTTOM PLATE 511-L PLATE BOTTOM PLATE STUD MEMBER 6RIDLINE # NUMBER UNIT 5HEAR UNIT SHEAR NAIL SIZE THIGKNE95 PANEL ED&E5 FIELD TO # OF SIPE5 ANGHORA6E ANCHORAGE MEMBER 51ZE a PANEL JOINT #IA. 301.A PLF 260,0 PLF 8-D 1/16" O5B. PLYHD 6" 12" ONE 16d NAILS, 0 16" O.G. 5/&%) x 12" AB 0 48" O.G. 2" x W DF.#2 2" x 6" DF. #2 #1. Q 418.8 PLF 381.0 PLF 8-D -7116" 055. PLYKP 3" 12" ONE ibd NAILS & 16" O.G. 5I814) x 12" AB ® 46" O.G. 2" x 6" DF.#2 2" x 6" DFA2 #2. N/A N/A N/A NIA N/A N/A N/A WA WA N/A N/A NIA #3. Q C11,6 PLF 380,0 PLF 8-D WWI 055. PLYHD .4" 12" 4NE I6d NAILS c� 16" O.G. 5/8"� x 12" AB � 48" O,G. 2" x 6" DF.#2 2" x 6" DFA2 #4. N/A N/A WA WA N/A N/A WA WA N/A WA WA NIA #5• Q 15.6 PLF 260,0 PLF 8-D -1/16" 055, PLYHD 6" 12" ONE I,bd NAILS a 16" O.C. 5/8"m x 12" AB ® 48" O.G, 2" x 6" DFA2 2" x 6" DFA2 #A. Q 6A.A PLF 260.0 PLF 8-D 1116" 058. PLYHD 5" 12" ONE I6d NAILS 6 16" O.G. 5/8" O x 12" AB ® 4B" O.G. 2" x 6" DF #2 2" x 6" DFA2 #IA, Q 20A.5 PLF 260.0 PLF 8-D 1/I6" 05E. PLYHD 3" 12" ONE I6d NAILS 0 8" 0.0, 5/8041 x 12" A5 0 48" O.G. 2" x 6" DF.#2 2" x 6" DF.#2 #B• 2010 PLF 251.0 PLF 8-0 `116" 055. PLYWD 6" 12" ONE Ibd NAILS ® 8" P.G. 5/0"0 x 12" AS a 45" D.G. 21, x 6" DF.#2 2" x 6" t2F.#2 #G• 62.A FLF 260.0 PLF 6-D 'i/16" 055. PLYHD 6" 12" ONE 16d NAILS @ 16, O.G. W&V x 12" AS 0 48" O.G. 2" x 6" DFM2 2" x 6" DF.#2 #D• Q 68.3 PLF 118.0. PLF 8-D "(/16" 055. PLYHD 6" 12" ONE T6d NAILS a 16" O.G. SIB'"d� x 12" A5 a 4W O.C. 2" x 6" DF.#2 2" x 6" DFA2 aEVfEWED FOR CODE COMPLIANCE APPROVED NOV 2 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT -7 2015 PERMIT CENTER i J ME GJ O Q � d �. < N 0 R- �C @2 RTi F;6fa l Mr: AMERIGAN PRESTIGE HOMES a/o SAN STEVENS P.O. 5OX 46002 5EATTLE, WA514IN6TON g8146 Project NEH HOU5E 2gla 5. 155TH TUKHILA, HASHIN:STON eet DeScrll7tian FOUNDATION PLAN NOTES yawn by M. FOSTER chook by L55 / Scale a0te, A SH N 10/15/2015 di5dpilno job number 2015-Si I Sheet Number ro 12 C t, 5/4" T45 SHEATHING GLUED S & NAILED N/ 10d @ 6, O.G. 5UPPORTED ED6E5 4 10" 1O O.G. 4 FIELD MEMBERS --� - - - - -1 r l l I i - - 1 11'• k l I1 I f fl jl l l k l R I # U I I I f 1 I I k l 3i I I I t lI 1 1 1 1 2 1 11 4 1 1 t i.,, I I f I '• !I k I I 1 •' it Il tII E 11 If I I t I I E I 1 I PRE NO. PRO BUILD S" DEEP FL. TRU55ES 16" O.G. i } - , o I 11 rl I I I t l t m Ii i! i i I C FL. TRU55 HANGER PER FL. TRU55 MFR. (iYP) L.J PREi ENO. PRO 13UILD I8" q x DEEP FL. GIRDER TRU55 10 IL IL IL IL J J L L J L J J L. J L J t 1 J J L 11 I L L J L AIL Ili r---.....-------..»».......------..._...------ — _ — — — — r n -i n r t r n r 7 r -�i--------------�------------_-- -- - - - 71,1 NI1 L I ---- ''--- Q Ir N11 I t P E 1L 8' DE FL. TRU 5E5 Cad I6' O.G. m 10 10'-6 1/2" i y f PRE ENO. PRO BUILD I8" Q DEEP FL. GIRDER TRU55 I N 1 1 PRE ENO. PROIBUILD IS" PRE EN-. PRO BUILD 18" DEEP FL. GIRDER TRU55 DEEP FL. GIRDER TRU55 i O PRE ENO. PRO BUILD 0" DEEP FL. GIRDER TRU55 1 IO I u� 1 ff 11 � I1 tl x L PRE ENO. PRO BUILD 18" N 1 + 6x(o P05T O ! 12 tV DEEP FL. TRU55E5 ® 16" O.G. ,> 1 - l I r1 I ! 1 t 1 i 1 1 -5 1/2"xq" 61-13,. { 1 1 1 1 1 i 1 1 t 5_1/2"AT GLB ------------------- 1 I I I I I ' I I it 1 1 I I ----------------- i 1 I I 1 I I 1 i l I I OI VXL? M.F. »z 071rl MIT-. +*.- vxP M.F. **� ! 1 I {I '- (bx8 H.F. #2 #1 „•f r r-- -1 4A2 N.F. #2 i i` L.,._...J - 3/4" T� O 5HEATHING GLUED sr,atf�r�w�fnr���"mot, FILL 4 1 ► i t COMPACT ®t.._------__--,...------_----J ® t IiII L----------------------------J II t a 2ND FLOOR FRAMING PLAN SCALE 1/4" = 1' REt%Vtwe— FOR CODE COMPLIANCE APPROVED NOV 2 5 2015 City of Tukwila BUILDING DIVISION j RECEIVED CITY OF TUKWILA OCT 2-7 2015 PERMIT CENTER 0 O W 0L 6) Lf) t� > M � � S l�l l�f client AMERICAN PRESTI&E HOMES cfo SAN STEVENS P.O. BOX 46002 SEATTLE, WA5HiNr5TON Q8146 {200853-4525 Project NEW HOUSE 241Q 5. 135TH lUKV41LA, HASHINOTON ee 0e56rlp ion 1ST FLOOR FRAMING PLAN 2NO FLOOR FRAMING PLAN drawn by M. FOSTER G ersk by LSB / scale date A 10/15/2015 discipline Jab number 2015-511 eet Number of 12 SHEATHING OR BOTTOM CHORD BRAG I NG CONTINUOUS PLYWOOD OR O.S.B. SHEATHING —TRU55 WEB CONTINUOUS PLYWOOD 3-10d NAILS FROM OR 0.5.13, 5HEATHIN6 5HEATHIN6 TO TRU55 0 X-BRAGS r--TRU55 CONTINUOUS PLYWOOD OR O.S.B. SHEATHING .TRU55 WEB I Ix4 CONTINUOUS BRAGS 11 11 11 2-lx4 CONTINUOUS SEE TRU55 DWG. BRACE AT WEB o PRE ENO. GABLE �u? 2x6 STRONGBAGK � TRUSSES @ 24" O.G. 2x4 DIAGONAL BRACE OVER 4 TRUSSES W/ 2-16d NAILS AT EACH WEB INTERSECTION (TYP. SEE TRU55 FRAMING PLAN FOR SPACING SCALE .TYPICAIL DETAIL N.T.S. TYPICAL WEB DIA60NAL BRACE (SECTION) 2x4 X-BRAGIN6 OVER 3 TRUSSES W/2-16d NAILS EACH TOP END AND EACH BOTTOM END. NAIL X-BRACING G.W.B. TOGETHER W/2-I0d NAILS L2'-O' ® ITS INTERSECTION. 16C/C ± 2' 1 16G/C ± 2' N.T.S. TYPICAL WEB DIAGONAL BRACE ADJACENT TO 5TRONGBACK (SECTION) SCALE 1/4" = F 2x6 DIAGONAL BRACE OVER 4 TRUSSES W/ _ 4-16d NAILS AT EACH -- - - - -- -- - - -- - -- -- -- WEB INTERSECTION 5HEATHIN6 OR (NF.) BOTTOM CHORD SEE TRU55 FRAMING PLAN BRAG I NG FOR 5PAC I NG TYPICAL DETPAIL SCALE N.T.S. TYPICAL WEB DIA60NAL BRACE (SECTION) 2x4 BRAGIN6 @ 48" O.G. 2-16d NAILS @ EA. WEB INTERSECTION 2x4 BOTTOM CHORD BRACING W/ 2-16d NAILS ® BOTTOM CHORD SIMPSON A35 CLIP © BRACE 6-Sd NAILS ® TOP PLATE 6-8d @ BRACE i TYPICAL GABLE WALL BRACE (SECTION) DING PER OWNER U5E 51 MP5ON A35 CL I P5 4 45" O.G. BOTTOM CHORD TO TOP PLATE W/ 6-Sd NAILS @ TRU55 W/ 6-,5d NAILS ® PLATE 2x6 WALL5 W/ STUDS @ 16" O.G. I/2" GDX OR 7/1(0" 055 5HEATHIN6 NAILED W/ 8d ® 6" O.G. SUPPORTED EDGES 4 12" O.G. © FIELD TYVEK HOUSE WRAP OR EQ. PER MFR. SCALE N.T.S. REVIEWED FOR CODE COMPLIANCE APPROVED NOV 2 5 2015 s City of Tukwila BUILDING DIVISION !RECEIVED CITY OF TUKWILA NOV 17 2C;5 PERMIT CENTER 0 N 0 a W OG4 ) � > N 6 � 0 N �n0N 00 client AMERICAN PREST16E HOMES c% SAN 5TEVEN5 P.O. BOX 46002 5EATTLE, WA51-11IN6TON c15146 (206)a53-4525 Project NEW HOUSE 2alcl 5. 155TH TUKWILA, WASHINGTON 5heet Description LOWER ROOF FRAMING PLAN drawn by M. FO5TER check y L5B / scale date A5 5HOWN 10/15/2015 discipline job number 2015-511 Sheet Number 8 of 8 12 SHEATHING OR BOTTOM CHORD BRACING CONTINUOUS PLYWOOD OR 0.53. 5HEATHING TRUSS WEB CONTINUOUS PLYWOOD 3-I0d NAILS FROM OR 0.5.5. SHEATHING 5HEATHIN6 TO TRUSS X-BRAGS I /---TRU55 i CONTINUOUS PLYWOOD OR 0.5.5. SHEATHING TRU55 WEB 2x4 BRACING ® 48" O.G. 2-16d NAILS @ EA. WEB INTERSECTION :f! Ix4 CONTINUOUS BRACE 11 11 11 2-Ix4 CONTINUOUS I I SEE TRUSS DWG. o BRACE AT WEB PRE ENO. GABLE 2x6 STRONGBACK TRUSSES 0 24" O.G. -- 2x4 DIAGONAL BRACE OVER 4 TRUSSES W/ 2-16d NAILS AT EACH WEB INTERSECTION _ _--_ — T-� 1-011 (TYP. SEE TRUSS FRAMING PLAN FOR SPACING TYPICAL WEB DIAGONAL BRACE (SECTION) 21-011 (TYP. 16' WO ± 21 16C/C ± 2' TYPICAL WEB DIAGONAL BRACE ADJACENT TO 5TRONGBACK (SECTION) 1 2x4 X-BRACING OVER 3 TRU55E5 W/2-16d NAILS ® EACH TOP END AND EACH BOTTOM END, NAIL X-BRACING TOGETHER W/2-I0d NAILS IT'S INTERSECTION. SCALE N.T.S. 2x6 DIAGONAL BRACE I ILOVER 4 TRUSSES W/ —_ - 4-16d NAILS AT EACH -- - - ---- -- - ----- - -- -- — WEB INTERSEGTION 21-011 SHEATHING OR (TYP•) BOTTOM CHORD SEE TRUSS FRAMING PLAN BRAG I N6 FOR 5PAG I N6 1/2" GDX OR 711ro" 055 SHEATHING NAILED W/ jj' TYPICAL WEB DIA60NAL BRACE (SECTION) PRE EN6. (MONO TRU55E5 �i 24" O.G. W 2x4 BOTTOM CHOR BRACING W/ 2-16d NAILS BOTTOM GHORD 51MP50N A35 CLIP ® BRACE 6-8d NAILS @ TOP PLATE 6-8d @ BRACE I DINO PER OWNER USE 51MP50N A35 CLIPS @ 45" O.G. BOTTOM CHORD TO TOP PLATE W/ 6-8d NAILS @ TRUSS W/ 6-&d NAILS 0 PLATE 2x6 WALLS W/ STUDS @ 16" O.G. -1/2" GDX OR-1/1611 05B 5HEATHING NAILED W/ 8d @ 6" O.G. SUPPORTED EDGES $ 12" O.G. @ FIELD TYVEK HOUSE WRAP OR EG2. PER MFR. rl"Y"RICAL DETAIL SCALE N.T.S. TYPICAL GABLE WALL BRACE (SECTION) REVfiWED FOR CODE COMPLIANCE APPROVED NOV 2 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 17 2015 PERMIT CENTER O O a A V N U) �n0 � 6 s (L c lent AMERICAN PRE5TIC—E HOMES c% 5AN 5TEVEN5 P.O. BOX 46002 SEATTLE, WA5HIN6TON g8146 (206)555-4525 Project NEW HOUSE 2g1q S. 135TH TUKWILA, WA5HIN6TON Sheet Description UPPER ROOF= FRAMING PLAN drawn by M. FOSTER check by L5B / scale date A 5HOWN 10/15/2015 d►5cipline job number 2015-511 Sheet Number cl of 12 2x6 MALL W/ STUDS @ I6" O.G. R-21 INSULATION 1/2" GYPSUM WALLBOARD 3/4" T40 SHEATHING GLUED 4 NAILED W/ 10d @ 6" O.G. SUPPORTED E06E5 4 10" O.G. FIELD MEM13ERS 2x10 H.F. #2 FL. JST. @ 16" O.G. R-30 INSULATION P.T. 2x6 SILL PLATE 5/& (Px12" A.B. W/ 3"x3"xl/4" CALV. WASHED @ 45" O.C. 4 12" FROM CORNERS #4 BAR @ 2411 O.C. VERT. (2) #4 BARS CONTINUOUS CLA55 I TYPE VAPOR RETARDER MATERIAL TO COVER CRAWL SPACE FLOOR NOTE: NAIL W/ 6d HOT -DIPPED GALVANIZED NAIL @ ALL PRESSURE TREATED PLATES I k lk-1.---kl ! 11 1 I, i ,I 1� A 11 Q (l 41t �1' 1tC Alf ri ETvAIL 6,7 SCALE 3/411 -1'_0t1 2x6 WALL W/ 5TUD5 ® ib" O.G. R-21 INSULATION 1/2" GYPSUM WALLBOARD 514" T40SHEATHING .GLUED 4 NAILED W/ IOd @ 6" O.G. SUPPORTED EDGE5 4 10" O,C. FIELD MEMBERS 2x10 H.F. #2 FL. J5T. @ 16" O.G. R-30 INSULATION P,T. 2x(b SILL PLATE 5/8"4)x12" A.B. W/ 3"x3"xl/4" G ALV. WASHED @ 48" O.G. -- 4 12" FROM CORNERS #4 BAR @ 24" O.G. VERT. (2) #4 BAR5 CONTINUOUS GLASS I TYPE VAPOR RETARDER MATERIAL TO COVER CRAWL I SPACE FLOOR 6x6 P05' 5IMP50N W/ 1/2"IPx NOTEI NAIL IN bd HOT -DIPPED GALVANIZED NAIL @ ALL PRE55URE TREATED PLATE5 4 _ 6,7SCALE 3/4" = I'-O't 7 SCALE 314" = if-O" SIDING PER ELEVATIONS I/2" GDX OR-1/16" 055 5HEATHIN6 NAILED Wl &d @ 6" O.G SUPPORTED ED6E5 4 12" O.G. @ FIELD MEMBERS TYVEK HOUSE WRAP OR EQ. PER `-MFR. #4 BAR HORIZ. ® TOP 4" 0 PVC, PEfRF PIPE W/ FILTER FABRIC 4 DRAIN ROCK SIDING PER ELEVATIONS 1/2" GDX OR 7/16" 0513 SHEATHING NAILED W/ 8d @ 6" O.G. SUPPORTED EDGE5 4 12" O.G, @ FIELD MEMBERS T'VEK HOU5E WRAP SLOPE,, OR EQ. PER MFR. V8;12--� �-- ---METAL FLASHING k 6z4" GONG. SLAB PORCH f ---FILL 4 COMPACT EXPANSION BOARD :�ONC. SLAB BAR E.W. 4x4 P05T 5IMP50N BG40 P05T 13A5E s , 2x1O H.F. #2 FL. JST. 16" O.G. 666 R-30 INSULATION b"x12"x5/4" PLYWD 6U55ET ONE EACH SIDE 5IMP50N ABA46 P05T BASE W/ l/2"Ox511 TITAN 5GREW SEE FND. PLAN FOR SIZE AND LOCATION OF GONG, PAD NOTE: NAIL W/ Sd HOT -DIPPED -- --- -� - - -- -- - -111 GALVANIZED NAIL @ ALL 1 I _1 ; l 1 11 L1---1 1 - 1-1 -1 1_ 1-1 1_- PRE55URE TREATED PLATES 2D ET AIL 6,7 SCALE 3/4" = 11-011 2x4 FRAMING W/ STUDS @ 16" O.G. 1/2" GDX OR -1/16" 055 SHEATHING NAILED W/ 8d @ 6" O.G. SUPPORTED EDGE5 4 12" O.G. FIELD MEMBERS TYVEK HOUSE WRAP OR EG. PER MFR, 5IMP50N ABU44 POST BASE P.T. 2x4 PLATES 4" GONC. SLAB PORCH --- FILL 4 COMPACT I i l X�// r\� 2x6 WALL W/ STUDS @ Ib" O.G. R-21 INSULATION I/2" GYPSUM WALLBOARD -- 5/4" T46 5HEATHING GLUED 4 NAILED W/ 10d @ 6" O.G. SUPPORTED EDGES 4 10" O.G. FIELD MEMBERS PRE ENO. PRO BUILD 18511 FL, TRU55 tag 16" O.G. 5/8" 6YP5UM WALLBOARL 2x6 WALL W/ 5TUD5 @ 16" O.C, R-21 INSULATION 1/2" GYPSUM WALLBOARD S _ CALE 3/411 =1'-0" r8 7 SCALE 3/4" 114t 5/4" T40 5HEATHING GLUED 4 NAILED W/ IOd @ 6" O.G. SUPPORTED EDGE5 4 10" O.G. FIELD MEMBERS 2x10 H.F. #2 FL. JST. @ 16" O.G. R-30 INSULATION 4xIO H.F. #2 BEAM 4x6 P05T CLASS I TYPE VAPOR RETARDER MATERIAL TO COVER CRAWL 5PAGE FLOOR SEE ELEVATIONS FOR 510IN5 2x4 FRAMING W/ STUDS @ 1611 O.G. P.T. 4x4 POST 1/21, GDX OR 7/16" 05B 5HEATHIN6 NAILED W/ 8d @ 6" O.C. SUPPORTED EDGE5 4 1211 O.G. @ FIELD MEMBERS TYVEK HOUSE WRAP OR EQ. PER MFR. P.T. 2x4 PLATES BAR HORIZ, @ TOP BAR @ 24" O.G. VERT, #4 BARS CONTINUOUS IDINO PER ELEVATIONS 2x10 H.F. #2 BLOCKING (TYP 2x1O H.F. #2 FL. JST. 0 16" Q.G. R-50 INSULATION 6'Ix12"x3/4" PLYWD OU55ET ONE EACH SIDE 51MP5ON ABA46 P05T BASE W/ 1/2" 4Px5" TITAN 56REW--- 24"(PxIO`I GONG. PAD --- NOTE: NAIL W/ 8d HOT --DIPPED GALVANIZED NAIL ® ALL PRE55URE TREATED PLATES ;Ili„1111„ 111111I li,;,l l ll l i,;, 21 3El". AlL. 6,7 SCALE 3/4" = 1'4' 2xb WALL W/ 5TUD5 @ 16i1 O.G. R-21 INSULATION 1/2" 6YP5UM WALLBOARD 5/4" T4G SHEATHING GLUED 4 NAILED W/ 10d @ b" O.G. SUPPORTED EDGE5 4 10" O.G. FIELD MEMBERS 2x10 H.F. #2 FL, J5T. @ lb" O.G. R-50 INSULATION P.T. 2x(o 51LL PLATE 5/5"d)x12" A.B. W/ 3'Ix3"x114" SALV. WASHED @ 45" O.C. / 4 12" FROM CORNERS #4 BAR @ 24" O.C. VERT. \, (2) #4 BARS CONTINUOUS CLA55 I TYPE VAPOR RETARDER MATERIAL _ TO COVER CRAWL14� SPACE FLOOR NOTE: NAIL W/ Sd MOT -DIPPED 1'_4S1 GALVANIZED NAIL @ ALL PRESSURE TREATED PLATES 3/4" T46 SHEATHING GLUED 4 NAILED W/ 10d @ 6" O.C. SUPPORTED E�"'r=� I^'t Q.G. FIELD ME PRE ENO. PRC FL. TRU55 @ 1€ 1/2" GDX OR 7/16" 05B 5HEATHING NAILED W/ 8d @ Coll O.G. SUPPORTED ED6E5 4 12" 0,6. @ FIELD MEMBERS TYVEK HOUSE WRAP OR EQ. PER MFR. 5/�" GYPSUM K6 "AwL 17 SCALE 3/4" =1'-O" rvXIL SCALE 3/411 = it -Olt 5/4" T4G 5HEATHIN6 OLUED 4 NAILED W/ 10d @ b" O.G. SUPPORTED ED5E5 4 10" O.G. FIELD MEMBERS -2x1O H.F. #2 FL. JST. @ 16" O.G. PR-30 INSULATION 4x10 H.F. #2 BEAM 4x6 P05T CLA55 I TYPE VAPOR - RETARDER MATERIAL TO COVER CRAWL 5/b" TYPE-X GYPSUM WALLBOARD " EXPANSION BOARD GONG. SLAB PORCH ENO. PRO BUILD lb DER TRUSS ENO. PRO BUILD IS" TRU55 @ Ib" O.G. REWEWED FOR PLIANCE Sm PROVED N&V 2 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA OCT 2.7 2015 PERMIT CENTER 0 0 W W OG4 N `0 M O > (N U) 6 Q L1�4 �Q G len AMERICAN PRE5TI&E HOMES clo SAN STEVEN5 P.O. BOX 46002 SEATTLE, WASHINC7TON g6146 (20&)553-4525 roject NEH HOUSE 2glg 5. 135TH TUKHILA, H66HIN6TON ee DeScrlp ton FOUNDATION DETAILS FRAMING DETAIL5 drown bg M. 1= 05TER check scale da e 10/15/2015 discipline Job numl5ter 2015-511 ee um er to I O of 12 SIDING PER ELEVATIONS 1/2" GDX OR 7/16" 055 SHEATHING NAILED W/ COMP ROOFING OVER 6d @ 6" O.G. SUPPORTED 15# BUILDING PAPER EDGES 4 12" O.G. ® FIELD MEMBERS 1/2" GDX OR 7/16" 055 1/2" GDX OR 7/16" 055 HALL W/ 5TUD5 SHEATHING NAILED W/ 12 SHEATHING NAILED W/ ®16 �� O.G TYVEk HOUSE WRAP 6d ®6" O.G. SUPPORTED 6d � 6" O.G. SUPPORTED OR EG. PER MFR. EDGES 4 12" O.G. @ 5F EDGES 4 12" O.G. ® R-21 INSULATION METAL FLASHING FIELD MEMBERS FIELD MEMBERS GOMP ROOFING OVER 15# PAPER 2x VENT BLOCKING 2x6 RAFTERS ® 16" O.G. I/2" GYPSUM WALLBOARD 1/2" GDX OR 7/16" OSB 2x6 WALL W/ 5TUD5 SIMPSON H3 GLIPS (TYP) 3/4" TffG SHEATHING GLUED SHEATHING NAILED W/ 12 @ 16" O.G. NAILED W/ IOd ® 6" O.G. O.G. SUPPORTED SUPPORTED EDGES $ 10" E EDGEESS � 12" O.G. � 5 R-21 INSULATION O.G. FIELD MEMBER5 FIELD MEMBERS 1/2" GYPSUM WALLBOARD CONTINUOUS OUTTER 2x6 RAFTERS I6" O.G. R-4�i INSULATION PRE ENO ROOF TRUSSES PRE ENO. PRO BUILD 18" SIMPSON H3 CLIP (TYP) 5/4"x6 FASCIA CONTINUOUS @ 24" O.G. �.\ FL. TRUSS @ 16" O.G. 2x4 LEDGER W/ 2-16d EA. STUD \ PRE ENO. PRO BUILD 01' (J7 FL. TRU55 I6" O.G. R-30 INSULATION PRE ENO. PRO BUILD 16" , 5/&" GYPSUM WALLBOARD FL. TRUSS @ 16 O.G. , 5/6" TYPE-X GYPSUM WALLBOARD I/2" GDX OR 7/16" OSB 5HEATHINCG NAILED W/ I/2" GYPSUM WALLBOARD 5 I/2"x21" GLUE LAM BEAM R-4a INSULATION PRE ENO, PRO BUILD 15" 6d @ 6" O.G. SUPPORTED R-21 INSULATION GOVER BEAM W/ 5/5" TYPE-X GYPSUM WALLBOARD GIRDER FL. TRUSS EDGES 4 12" 0,6. @ FIELD MEMBERS 2x(o 6 WALL W/ STUDS 5/6" 6YP5UM WALLBOARD FL. TRUSS HANGERS TYVEK HOUSE WRAP ®O.G. PER TRU55 MFR. OR EG2. PER MFR. 510INO PER ELEVATIONS �ioDETAIjur7,8 12 7 SCALE 3/4" = 1'-0" SCALE 3/4" = 1'-0" 7 SCALE 3/4" = 1'-0" GOMP ROOFING OVER 15# BUILDING PAPER 1/2" GDX OR 7/16" 056 SHEATHING NAILED W/ GOMP ROOFING OVER 5d ® 6" O.G. SUPPORTED 15# BUILDING PAPER EDGES 4 12" O.G. @ „ � 1/2" GDX OR 7/16" 055 12 FIELD MEMBERS HANDRAIL 4" 12 5 5HEATHINO NAILED W/ &d ® 6" O.G. SUPPORTED PRE ENO. ROOF 5 BAFFEL FOR I" AIR SPAGE MAX. EDOE5 a 12" O.G. @ TRUSSES @ 24" O.G. 2x4 VENT BLOGKING (TYP) FIELD MEMBERS 2x VENT BLKG (TYP) PRE ENO. STUB ROOF R-4cf INSULATION TRU55E5 @ 24" O.G. 1 115" 5HEATHINO TREAD GONTINUOU5 GUTTER l0' I/2"f SOFFIT MATERIAL 5/4 x6 FASCIA CONTINUOUS 5/&" GYPSUM WALLBOARD ONTINUOUS GUTTER MIN. 5IMP50N H-1 GLIPS (T(P) 4x12 H.F, #2 BEAM SIMPSON H-1 GLIP5 (TYP) �� 5/4 x6 FASCIA CONTINUOUS Q1 m MAX. RADIUS a/16" 1/2" 6YP5UM WALLBOARD 51DINO PER ELEVATIONS R-21 INSULATION TY EK m 7/8" 4 FOR MFR. \ m STUB TRUSS BOTH 51DE I 2x6 WALL W/ 5TUD5 @ 1/2" GDX OR 7/16" 05B r 16" O.G. 5HEATHINO NAILED W/ ,,-'' 2x12 STRINGER 6d @ 6" O.G. SUPPORTED 1/2" 5HEATHINO R15ER 42x4 ���BACKER EDOE5 4 12" O.G. @ FIELD MEMBER5 3/4" MIN. 1 1/4" MAX. ri 3 14 e E 3/4" =-0"_ CAL1' Q�s 8,9 SCALE 3/4"1'-0"CALE 3/4"1'-0" 4. REVIEWED FOR CODE COMPLIANCE APPROVED NOV 2 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 17 20115 PERMIT CENTER 0 m 0 W 021 40 0G4 1(> -14.3 N .s d' 6 - �no fL 0� client AMERICAN PRESTIGE HOMES c% SAN STEVENS P.O. BOX 46002 SEATTLE, WA5HINGTON g6146 (206)653-4525 Project NEW HOUSE 2gIq 5. 135TH TUKWILA, WA5HINGTON Sheet Description FRAMING DETAILS ROOF DETAILS drown bg M. FOSTER c eck by LSB / scale dote AS SHOWN 10/15/2015 discipline job number 2015-511 Sheet Number of I ( 12 COMP ROOFING OVER I5# BUILDING PAPER 1/2" COX OR 7/16" OSB 5HEATHING NAILED W/ &d © 6' O.G. SUPPORTED EDGES 4 12" O.G. FIELD MEMBERS BAFFEL FOR I" AIR SPACE 2x4 VENT BLOCKING (T'(P) CONTINUOUS GUTTER 5/4"x6 FASCIA CONTINUOUS SIDING PER ELEVATIONS 1/2" COX OR 7/16" 055 5HEATHING NAILED W/ 8d @ 6" O.G. SUPPORTED EDGE5 $ 12" O.G. FIELD MEMBERS----__ TYVEK HOUSE WRAP OR Ea. PER MFR. METAL FLA5HIN5 2x6 RAFTERS @ 16" O.G. CONTINUOUS GUTTER 5/4"x6 FASCIA GONTINU( SIDING PER ELEVATIONS 1/2" COX OR 7/16" 05B SHEATHING NAILED W/ 8d @ 6" O.G. 5UPPORTED EDGES It 12" O.G. FIELD MEMBERS TYVEK HOUSE WRAP OR Ea. PER MFR. CONTINUOUS RIDGE VENT 12 5 1 12 12 5 PRE ENO. TRU55E 0 24 O.G. PRE EN4. TRUSSES 6. 24 O.G. / 5/&" GYPSUM WALLBOARD SIMP50N H-1 CLIPS (TYP) IV 5/8" 6'r 2x4 WALL W/ \ \ STUDS 16" O.G. / \ 1/2" GYPSUM WALLBOARD \ \ 1/2" GYPSUM % \ WALLBOARD / / 2x4 WALL W/ 2x6 WALL W ruD6 / \ / STUDS 16" O.G. ® 16" O.G. \ / R-21 INSULATION / / 5/4" Tab SHEATHING GLUED 1/2" GYPSUM / / $ NAILED W/ IOd © 6" O.G. / WALLBOARD / / SUPPORTED EDGE5 4 10"\ \ / O.G. FIELD MEMBERS Will \ / / PRE'�N 'f•'RO BUILD 18" I\ �L� TRU55 ® 1'6."�O.G. � I/2" GYPSUM WALLBOARD 2x6 WALL W/ 5TUD5 16" O.G. R-21 INSULATION r—R-30 INSULATION GYPSUM WALLBOARD FA / 3/4" T46 5HEATHING GLUED \ � NAILED W/ IOd @ 6" O.G. \ SUPPORTED EDGE5 4 10" \ O.G. FIELD MEMBERS--` \\ 2x10 H.F. #2 FL. J5T. ® 16" O.G. GLASS I TYPE VAPOR RETARDER MATERIAL TO COVER GRAWL SPACE FLOOR 'R-4q I N5ULAT WALLBOARD SIMPSON H-1 GLIP5 (TYP) 2x4 WALL W/ STUDS 16" O.G. 1/2" 6YPSUM WALLBOARD 11\ \ 1/2" GYPSUM \ WALLBOARD R-21 I N5ULATI ON--\- 2x6 WALL W% STUDS ® 16" O.G. PRE/ENT� .'PRO BUILD 18"• / j lf. TRU55 ®'f 6� 0.0 / / 4x I O H.F. #2 BEAM 4x6 P05T CROSS SECTION "1�" SCALE = 1/2" = 1'-0" 1/2" GYPSUM R-21 INSULATION 2x6 WALL W/ 5TUD5 ® 16" O.G. R-30 I NSULAT 6 "x 12 "x3/4" PLYWD OU55ET ONE EACH 51DE 51 MP50N ADA46 P05T BASE \�\� W/ 1/2"Nx5" TITAN SCREW m COMP ROOFING OVER I5# BUILDING PAPER 1/2" COX OR 7/16" OSB SHEATHING NAILED W/ 8d ® 6" O.G. SUPPORTED EDGE5 4 12" O.G. FIELD MEMBERS BAFFEL FOR P AIR SPACE 2x4 VENT BLOCKING (TYP) CONTINUOUS GUTTER 5/4"x(o FASCIA CONTINUOUS 1/2" COX OR 7/16" 055 5HEATHING NAILED W/ Sd ® 6" O.G. SUPPORTED EDGE5 $ 12" O.G. FIELD MEMBERS TYVEK HOUSE WRAP OR EGI PER MFR. SIDING PER ELEVATIONS 1/2" COX OR 7/16" 0513 SHEATHING NAILED W/ 8d ® 6" O.G. SUPPORTED EDGE5 4 12" O.G. FIELD MEMBERS TYVEK HOUSE WRAP OR Ea. PER MFR. _-P.T. 2x6 SILL PLATE _5/8"(PA2" A.B. W/ 3"x3"xI/4" 6ALV. WASHED @ 4a" O.G. 7 4 12" FROM CORNERS —#4 BAR @ 24" O.G. VERT. 4"(P PVC, PERF PIPE W/ FILTER FABRIC 4 DRAIN ROGK (2) #4 BARS CONTINUOUS REVfEWED FOR CODE COMPLIANCE APPROVED NOV 2 5 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV t 7 2015 PERMIT CENTER 0 R 0 a A OQ 0154 Q N � `0 Q > N s s � 6 S client AMERIGAN PRE5TI67E HOMES c% 5AN STEVENS P.O. BOX 46002 SEATTLE, WA5HINGTON 118I46 {206)855-4525 Project NEW HOUSE 2g1-1 5. 155TH TUKWILA, WA5HIN(9TON Sheet Descrlpptlon OR055 5EGTION drawn by M. F05TER check by L5B / scale date &5 5H0 N 10/15/2015 discipline, Job number 2015-511 Sheet Number 12 12 of 12