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Permit D16-0330 - HENRY RESIDENCE - NEW SINGLE FAMILY RESIDENCE
This record contains information which is exempt from public disclosure pursuant to the Washington State Public Records Act, Chapter 42.56 RCW as identified on the Digital Records Exemption Log shown below. D1 6-0330 HENRY RESIDENCE 1665953 RD AVE S RECORDSDIGITAL D-) EXEMPTION LOG THE ABOVE MENTIONED PERMIT FILE INCLUDES THE FOLLOWING REDACTED INFORMATION Page # Coda Exemption, � � � I3ri6f Explanatory 6escrlofion, Sfatutte/Ruilo The Privacy Act of 1974 evinces Congress' intent that social security numbers are a private concern. As such, individuals' social security Personal Information — numbers are redacted to protect those Social Security Numbers individuals' privacy pursuant to 5 U.S.C. sec. 5 U.S.C. sec. 149 DR1 Generally — 5 U.S.C. sec. 552(a), and are also exempt from disclosure 552(a); RCW 552(a); RCW under section 42.56.070(1) of the Washington 42.56.070(1) 42.56.070(1) State Public Records Act, which exempts under the PRA records or information exempt or prohibited from disclosure under any other statute. Redactions contain Credit card numbers, debit card numbers, electronic check numbers, credit Personal Information — expiration dates, or bank or other financial RCW DR2 Financial Information — account numbers, which are exempt from 42.56.230(5) RCW 42.56.230(4 5) disclosure pursuant to RCW 42.56.230(5), except when disclosure is expressly required by or governed by other law. Personal Information — Redactions contain information used to prove RCW DR3 Driver's License. — RCW identity, age, residential address, social security 42.56.230 (7a 42.56.230 number or other personal information required to & c) (7a & c) apply for a driver's license or identicard. Redacted content contains a communication between client and attorney for the purpose of obtaining or providing legal advice exempt from RCW Attorney -Client Privilege — disclosure pursuant to RCW 5.60.060(2)(a), 5.60.060(2)(a); DR4 RCW 5.60.060(2)(a); RCW which protects attorney-client privileged RCW 42.56.070(1) communications, and RCW 42.56.070(1), which 42.56.070(1) protects, under the PRA, information exempt or prohibited from disclosure under another statute. HENRY RESIDENCE 16659 53 AVE S D16-0330 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov 5379200175 16659 53RD AVE S Project Name: HENRY RESIDENCE COMBOSFR PERMIT Permit Number: D16-0330 Issue Date: 3/29/2017 Permit Expires On: 9/25/2017 Owner: Name: HEATH SYLVIA A Address: 16659 53RD AVE S , SEATTLE, WA, 98188 Contact Person: Name: SAN STEVENS Address: PO BOX 46002 , SEATTLE, WA, 98146 Contractor: Name: AMERICAN PRESTIGE HOMES INC Address: PO BOX 46002 , SEATTLE, WA, 98145 License No: AMERIPH864JD Lender: Name: HOMESTREET BANK Address: 16040 CHRISTENSEN RD #315 , TUKWILA, WA, 98188 Phone: (206) 853-4525 Phone: (206) 853-4525 Expiration Date: 4/4/2018 DESCRIPTION OF WORK: NEW SFR PROJECT ON VALLEY VIEW SEWER AND HIGHLINE WATER. Project Valuation: $413,738.26 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $10,130.16 Occupancy per IBC: R-3 Water District: HIGHLINE Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2014 2014 2014 2015 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 100 Fill: 0 Number: 0 1 1 Permit Center Authorized Signature: Date: a--"►"( 7 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 per it does not presume to give authority to violate or cancel the provisions of any other state or local laws regul:' ing construction or the performance of work. I am authorized to sign and obtain this developmen m ajd agree to the conditions attached to this permit. Signature: Print Name: g(-v\;men Date: / This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: 1. A demo permit for the existing house is required prior to issuance of this building permit, D16-0330. 2: Advisory: It appears that you're leaving room to subdivide the parcel into two lots in the future. Keep in mind that new lots need to meet the dimension and size standards for the LDR zone [Tukwila Municipal Code (TMC) 18.10]. Short Subdivisons are Type 2 land use decisions subject to the provisions of TMC 17.12. 3: ***BUILDING PERMIT CONDITIONS*** 4: 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. 5: 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. 6: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 7: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 8: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 9: All wood to remain in placed concrete shall be treated wood. 10: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 11: 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). 12: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 13: 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. 14: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 15: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 16: 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). 18: 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) 19: Fire Department access and existing hydrants shall be constantly maintained during demolition and construction. 20: 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) 17: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 21: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 22: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 23: ***PUBLIC WORKS PERMIT CONDITIONS*** 24: THE APPLICANT SHALL CALL PUBLIC WORKS AT (206) 433-0179 AT LEAST 48 HOURS IN ADVANCE TO SCHEDULE A MANDATORY PRE -CONSTRUCTION MEETING WITH THE PUBLIC WORKS INSPECTOR. 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. A separate permit from Highline Water District is required for WM/water service installation. A separate side sewer permit from Valley View Sewer District is required for sanitary sewer service installation. 38: As soon as the applicant becomes a legal owner of the property a Sensitive Area Hold Harmless Agreement executed with notary shall be submitted to PW for recording. Pavement restoration shall be performed as directed by Public Works Inspector. 25: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 26: 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. 27: 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. 28: 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 your work zone (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 29: Any material spilled onto any street shall be cleaned up immediately. 30: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 31: 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. 32: The Land Altering Permit Fee is based upon an estimated 100 cubic yards of cut and 0 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. 33: 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. 34: 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. 35: 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 HIGHLINE WATER DISTRICT andPublic Works Project Inspector. 36: The property owner is responsible for the maintenance of its storm drainage system and, for this purpose, shall have a maintenance plan in place and the responsibility for maintenance assigned prior to Public Works final. 37: Downspouts, driveway, patio and drainage from other impervious areas shall be collected in an on-site storm drain system. Drains shall be 4" minimum diameter, PVC schedule 40 or corrugated poly ethylene pipe with a minimum 1% slope for gravity discharge to location approved by the Public Works Department. Downspouts shall not connect to footing drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 5000 CURB, ACCESS, SDW 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 5040 LAND ALTERING 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUK' :A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination ermit No. Project No.: Date Application Accepted: Date Application Expires: (For office use only) COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION Site Address: 16 6,-9 v..e . J. I 1(w'faj w/9 - King "'/ King Co Assessor's Tax No.: 5177.1 10- 0/75 - PROPERTY OWNER Name: Nam--1 ame COM Plop Fk1)Jr PC '' Address:&%CI1 jM7 %•-� 11a/iei�jtltJ MP* City: State: Zip: CONTACT PERSON — person receiving all project communication Name: save() ave() s 130)( Address: ft 1 c Lik 00 Z City: State:Ili_ Zip• Phgne _ � 1i�7ax: r EmLLail„ r- ain5 1/49/1z, Li -Z114711 CA.r I Er)IA GENERAL CONTRACTOR INFORMATION Company N Aimke4e: .0010 pre5h. e1- 5i 1'vC Address:jj�J O Et� 1l 6Y 2— City: State: `" Zip• pp Phone74_& 45:7 Address;? _ ^ 1A1^ _ 2-.°/ Contr Reg No.: Exp Date: City�nn State:, -1 A Zip �"'l W / 1 Tukwila Business License No.: Phone: Fax: —?7/p62- ARCHITECT OF RECORD DeC%/�n j/i Company Nam fat& � 11) P-- z Company Namn t' 1 `r j C� c tf " Architect Name::( Phon Fax: 6-57/—,7iL- Address;? _ ^ 1A1^ _ 2-.°/ City�nn State:, -1 A Zip �"'l W / 1 Phone: Fax: —?7/p62- Emai fi ENGINEER OF RECORD Company Nam fat& � 11) P-- z . Engineer Namebrr, fn (��G I �J �� /�ioil Address:2 14-5 ^t5[ ASQA S City;— Zip Phon Fax: 6-57/—,7iL- Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19 27.095) Name: Ham, _ept_bet 4., _ Address: ci (31 in ice, ,1\ p nt,J'! 60 � City: State: Zip: I t, r. y oVA- gK(RC H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $_ Scope of work (please provide detailed information): rLQ--W le. Virbv\k4 DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement - !" rl p 1 5f floor 13 gCj 2"d floor 9 ��1 07 `f - Garage Vcarport ■ 7 Deck — covered II' uncovered 7.1. jh Total square footage —.., J '‘,1_1-4 /,/_1-4 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information - 206-575-4407. EQUIPMENT AND FIXTURES - INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $1, 000 t (f o fuel type: ( lectric Igas furnace <100k btu appliance vent ventilation fan connected to single duct 1 thermostat wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) bidet floor drain sink 1,(jn lawn sprinkler system H:Wpplications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh clothes washer shower water closet gas piping outlets Page 2 of 4 PUBLIC WORKS PERMIT INFORI; jION - Scope of work (please provide detailed information): 7415 O .i, t4.1 ape 5 044Qs Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT 9 .. Tukwila 9 ...Water District #125 ❑ .. Letter of water availability provided SEWER DISTRICT 9 .. Tukwila ❑ .. Sewer use certificate Highline 0 .. Renton ❑...Valley View ❑...Renton ❑ ...Letter of sewer availability provided ❑ .. Seattle SEPTIC SYSTEM: ❑ .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ▪ Civil Plans (Maximum Paper Size — 22" X 34") ❑ .. Technical Information Report (Storm Drainage) ❑... Geotechnical Report 9 ...Hold Harmless — (SAO) 0 .. Bond 0...Insurance ❑... Easement(s) 0...Maintenance Agreement(s) 9 ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 .. Right -Of -Way Use - Potential disturbance ❑...Construction/Excavation/Fill - Right-of-Way...0 -or- Non Right -of -Way.. 0 ❑ .. Total Cut Cubic Yards 0...Work In Flood Zone ❑ .. Total Fill Cubic Yards 9... Storm Drainage ❑ .. Sanitary Side Sewer 9...Abandon Septic Tank 9 ..Trench Excavation ❑ .. Cap or Remove Utilities 0... Curb Cut 0 .. Utility Undergrounding 0 .. Frontage Improvements 0...Pavement Cut 9 .. Backflow Prevention - Fire Protection 0 .. Traffic Control 0... Looped Fire Line Irrigation ❑ .. Permanent Water Meter Size WO # ❑ .. Residential Fire Meter Size WO # ❑ .. Deduct Water Meter Size Domestic Water ❑ .. Temporary Water Meter Size " WO # ❑ .. Sewer Main Extension Public 9 - or - Private 0 ❑ .. Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line 9 .. water 9 .. sewer MONTHLY SERVICE BILLING TO: Name: number of public fire hydrant(s) ❑ .. sewage treatment Day Telephone: Mailing Address: City State Zip WATER METER REFUNDBILLING: Name: Day Telephone: Mailing Address: City State Zip H:\ApplicationsTorms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11 .docx Revised: August 201 I bh Page 3 of 4 PERMIT APPLICATION NOTES — � ,LICABLE TO ALL PERMITS IN THIS A LICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY Signature: Print Name: THORIZED AGENT: 50\11 54"-even5 Mailing Address: fO boA I f -J OO `- i`c%t-iJ . Citylifstp Day Telephone: Date: t/1074(�/ H:Wpplications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Zip Page 4 of 4 • BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME HENRY RESIDENCE PERMIT # D16-0330 If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention $1,523.00 Water/Sewer/Surface Water $5,156.00 Road/Parking/Access $2,875.00 A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. $238.85 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) $ 238.85 (4) $9,554.00 $250 (1) 5. Enter total excavation volume "Enter total fill volume 100 cubic yards 0 cubic yards Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. REC`E tIED CITY OF TUKOLJ QUANTITY IN CUBIC YARDS RATE DE Up to 50 CY Free PERS 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 23 2016 IT CENTER 23.50 (5) 512.35 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01/01/14 CORRE TION LTR# 1 UorO330 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) 238.85 (6) 7. Pavement Mitigation Fee $ 0.00 (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 p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1St 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1St 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01/01/14 2 37.00 (8) 13.79 (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter— Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 0.00 (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $ Total A through I $ 0.00 (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ 287.79 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2014 - 12.31.2015 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 512525 $300,250 $312,775 Approved 09.25.02 Last Revised 01/01/14 Temporary Meter 0.75" $300 2.5" $1,500 3 Clear Form Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT I QUANTITY I PAID PermitTRAK $109.40 D16-0330 Address: 16659 53RD AVE S Apn: 5379200175 $109.40 DEVELOPMENT $109.40 PERMIT FEE PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R12307 R000.322.100.00.00 R000.345.830.00.00 0.00 0.00 $66.30 $43.10 $109.40 Date Paid: Wednesday, September 13, 2017 Paid By: SAN STEVENS Pay Method: CASH Printed: Wednesday, September 13, 2017 12:36 1 of 1 PM Ciri!SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT PermitTRAK QUANTITY PAID $7,212.49 D16-0330 Address: 16659 53RD AVE S Apn: 5379200175 ,. $7,212.49 DEVELOPMENT $4,108.60 PERMIT FEE R000.322.100.00.00 0.00 $4,104.10 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 PUBLIC WORKS $536.90 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $238.70 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $237.70 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 $218.99 TECHNOLOGY FEE R000.322.900.04.00 I 0.00 I. $218.99 TOTAL FEES PAID BY RECEIPT: R11139 $7,212.49 Date Paid: Friday, March 24, 2017 Paid By: AMERICAN PRESTIGE HOMES Pay Method: CHECK 1017 Printed: Friday, March 24, 2017 9:07 AM 1 of 1 rf? SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $2,917.67 D16-0330 Address: 16659 53RD AVE 5 Apn: 5379200175 $2,917.67 DEVELOPMENT $2,667.67 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,667.67 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R9961 R000.322.100.00.00 0.00 $250.00 $2,917.67 Date Paid: Friday, December 02, 2016 Paid By: AMERICAN PRESTIGE HOMES Pay Method: CHECK 1005 Printed: Friday, December 02, 2016 12:40 PM 1 of 1 trL SYSTEMS INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 INSPECTION NO. PERMIT NO. Project- �Ry Type of Inspection: /301-106- F/8/1 -1, - t -Address: Address: /6‘,-5I 63RD AZ -9• Date Called: Special Instructions: Date Wanted: ) ! p_(a.m. 2 { Le) p.(TI. Requester: Phone No: tpproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: 7�S Date:/ ,meq/6 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION t'Ik-6,3p 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: C RY Type of Inspection: ,9vl1—pt .6- FINA-L Address: �' / b Z RDA/i , 0, Date Called: Special Instructions: Date Wanted:. l —2 -5—l8 / .rr p.m. Requester: Phone No: Approved per applicable codes. I XI Corrections required prior to approval. COMMENTS: �«5 Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Di le- 033cD Project: /ki✓Ry Re' 1DeE Type of Inspection: Address: f621S9 53RD / W, O" Date Called: KS- FINAL Special Instructions: BJU1-D,N6-f/ Date Wanted:m 1 -8 -le3 p.m. Requester: Phone No: 5. eP j /.D6' SiP(Tic- Weft eaS ElApproved per applicable codes. El Corrections required prior to approval. COMMENTS: 14 &FMK 6- Pe( 0G'E>t'vI,P w/ P0130 C KS- FINAL .2 Tie -CK 114 ,t301644 N 5 M -'VD ,l -i 73 cs-Tr-vt--t C). F S 195 , 5. eP j /.D6' SiP(Tic- Weft eaS ("r l.PL_IL q4 G 164/Ras)DatiCg ,mei) ✓ o ,15 PLitZY CLUld 5, x.,6,5.73-1 ,(cK ,-/ L A4((',9 Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 lie —03'30 Project: , 'RY RS, Type of Inspection: Cel LI /46- i kg J ISM Address: /44e 53RD AVE S, Date Called: Foie 0115-0 fl 0 A/ Special Instructions: Date Wanted: i2--7-/7 a.m. p.m. Requester: f Icf44. (4, D 5-rt/e615' Phone No: 206 -- 9-c/3,a ElApproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: OK- p lc ,tri t-/fv •,Ysu u -ro N c44.- Foie 0115-0 fl 0 A/ O K - Pi.vM.81NA Nit --- oK - mCcHAu; fit icl NA -L. W L- aK — DR Y rl NAL Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 2,/v -6335 Project 364/ Type of Inspection: „ 4/%�/i .33 t Address: Date Called: `S 53/SD Special Instructions: Date Wanted: /b _/k -/7 a.m. p.m. Requester: Phone No: ®Approved per applicable codes. Corrections required prior to approval. COMMENTS: ak4.yp6144/ /'4i -L -n ZI Inspector: Dateyb / i/ 2 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit 1)i(Q_Q33 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: rfrAIR Y ,fc5-/4).4-/v Type of Inspection: RBi6./4 fAi 01-s PiPic Address: �—. `(P, (P59 S3/L /441. Z, Date Called: bo. p.m. Special Instructions: Date Wanted: /e>-/-2-17 Requester: Phone No: MApproved per applicable codes. Corrections required prior to approval. COMMENTS: //V W It)/f.,‘ Inspector: Date: /67/2-17 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter BIvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: ,� /G6 -Db e Type of Inspection: W2ALL )1U5fd c Address: %O6s47 5g' A 141/61-S Date Called: Special Instructions: Date Wanted: /D�!2a7 a.m. .m. Requester: )tic S7Y A Phone No: i.! Approved per applicable codes. Corrections required prior to approval. COMMENTS: OI fiu Fr1-1- 01,45 O _/ 7OI Inspector: Date: it /7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ii-OV/e/ iiinzificE Type of Inspection: fRifrpt iN6-- Address: L665-9 53' D AAR , Date Called: Special Instructions: Date Wanted: a.m1N Requester: Phone No: pproved per applicable codes. LJ Corrections required prior to approval. COMMENTS: OK— N- f.< Inspector: 15. Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. rs INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188. (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1)/6 o "a"f Project: �, ,/�� HcAn t 1�1 Drib � Type ofJl3spection: fe4444)A(6' 2. " l ,j-U,vs M ass t N 6>6- Br-RtixeAl Address: io‘Cri X113 AvV. S Date Called: /Pict RROc7LY /si f2-zt r fat) ADA -77.1,4-1 Special Instructions: Date Want C feih7 m. Request : Phone No: ,ATr: 77+15 iW a- Cdr -'l Pt_ 4 LJApproved per applicable codes.Corrections required prior to approval. COMMENTS: t TTRUS'S' H9 f %lss'rN6- 13RACIl`IC'r- 2. " l ,j-U,vs M ass t N 6>6- Br-RtixeAl is FL -461R t/JffI--L 1' ado # `Doti 1.)RLL$F 4L56 tiot-D s tvt t ssiltl e- dR M. LL.F1 /Pict RROc7LY /si f2-zt r fat) ADA -77.1,4-1 3 : -s TRAPPiN U v I Ssi 3I c Ai- /tom-v,ms 11B60t 1/011406K.)..7 I `l POI I7 ZONA--ee-k/NC sr' CLooR fv!u- 7b cplrl 0 /[..o W I_ vJ)Dea ri.pora AT 7' es, zLzcKING- miss, NG- 736711ND VIDLDDavli' a Hitt 0 ,ATr: 77+15 iW a- Cdr -'l Pt_ 4 fl^^'I14G' 11%SP/£c'77 '/ Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1)X6 —330 Pro llativel 1 'nI ' JC " Type of Inspection: £A SZ�"-Pt/I C J,J Address: )as --q s -s .s Date Called: Special Instructions: • Date Wanted: j�� j / 1 p Requester: Phone No: tKIApproved per applicable codes. Corrections required prior to approval. COMMENTS: OK- 6.116. PutZE fkifeic 1/0771V6 -- Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cal[ to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1))6 - 33o e9t: Pr)-,,, fi JA)V' Type of Inspection: 61In2-1 ^k Address: 166'0 4L/E s Date Called: Special Instructions: Date Waned: 97/1//7 a.m. p.m. Reques er: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 6-, 2/AV6- 7e> ten//QC:'A: X ,✓JDA Inspector: 2 AI Date: 9-/?-/? REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 bio 63Y) Project: BEAT O S I N;'ittee Type of Inspection: 1611314 -1a 64S 0 PAZ' Address: /d6cri S - Date Called: Special Instructions: Date Want q/eJ/d QiI 7 Request : Phone No: ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: &/K1 /14057 e-Cv.l.) Inspector: Date: Q18_17 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Proje t: Lbl//zY a.-ci t Type Inspection:: `llt{lr I4/ -J Address: Date Called: Special Instructions: Date Wanted) ql ,7 .a.m: p. Requeste . Phone No: Approved per applicable codes. :orrections required prior to approval. COMMENTS: bieevAL Inspector: Date: q 0 tio�i /7 REINSPECTION FEE REQUIRED. Prior to next ins p fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. *b)6030 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' ct: )-/a b�'/ I2Ett Afte Type of Inspection: �� 0 S hiVit'r nA+i - �l/6.11 Address: 1&6<—/9-6 s Date Called: Special Instructions: Date Wanted) / 7 p.m. Requester Phone No: Approved per applicable codes. orrections required prior to approval. COMMENTS: L L Sj1-c i 1-41,Jc- f %'i ,W! - V t - Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 b/(0.- (O330 Project: %�� S c Ty a of Inspection: VO 44 - )i MIV r6 Address: / OS -Ci 5'/-E S Date Called: Special Instructions: Date Wanted: q7917 �. - Requester: Phone % yyNo: i N�go- L/s _ ® Approved per applicable codes. Corrections required prior to approval. COMMENTS: eV.< - Ra l6 -E+ /W ��.tJma'NG- Inspector: �S Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 bib. - u3 -3O Project- ) we,/ 12e`°5 i 0 c,"" Type of Insw ction: 6AS r►►2C'rL4Ce )/.4Crer- s: s:c3 A)167 AvE S Date Called: Special Instructions: tea PIPE Date Wanted:'m 9 i / 7 p.m. Requester: Phone No: VAID, n& I11 K h&T ' Dt s LJApproved per applicable codes. (Corrections required prior to approval. COMMENTS: /PADIAog /11157711-L11-7/111577/11157711-L11-7)0A)SL11-7)o c✓vC. /NSTRU / n tea PIPE ii./2. - s-- 5x, 14J.s'7k' 4L A "C -K '0 VAID, n& I11 K h&T ' Dt s Cyt. 1,67- 126g iI sT z*nOlU IN s'rISU 6N5 Inspector: Date: -/-77 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Project: J) Type of Inspection: Address: %645-1 63 g A- S Date Called: Special Instructions: Date Wanted: / / /�_ Requester: Phone No: Approved per applicable codes. •Corrections required prior to approval. COMMENTS: uPS ! f s' ,EeatboviA uJbLK c3 ll' 7 D6e.A. ,G ,t/sT7 -L/ EP Inspector: Date: -/ -17 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 -o30 Project: /-/&J 2y V26S II b‘Aita T e of Inspection: K00644 - h&/ 6Ag Po Pa6- Address:. /i�(t�, `7p� 3 gA AVCg Date Called: Special Instructions: Date Wanted: ii/7 dam. Requester: Phone No: Approved per applicable codes. n Corrections required prior to approval. COMMENTS: /- NAWD-5 5ce 'Rg2 (i l 13 .t oO,u- � JNG- Inspector: Date: (iv REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit DAA -0. O 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: 1-16.4/ri11 s/bec ' Tye of Inspection: 14716-14 • ), f F m4A)PJ6- Address: ,aq s3 np 4� S Date Called: eN .1)( 4 i t N6- 15 c✓ ,/PR1L.L(.13 Special Instructions: Date Wanted: l l? am.l ff Requester: DRAIN Phone No: Approved per applicable codes. J Corrections required prior to approval. COMMENTS: 1) ,4s'- Di,JV eN .1)( 4 i t N6- 15 c✓ ,/PR1L.L(.13 alZ pairl (iRC 6624 CO) .0 u PS h R5 zH t&) a R ,vcsi" Cc ftiNgCrED -re DRAIN Inspector: Date: 7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION bffa o 330 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Proj t: 1 A.4-‘45-4:0 PAA/_s /ttv ,Fizr Sf/B'v7r t Type of Inspection: btfAti, cgt:477-404-th &Ate Ad ress: /c 5' s 3' Au S Date Called: Special Instructions: 3' A -Lrelini,176r b A-LLSS APrhi 4111/Y5 Date Wa d c : /// 7 a.m. p.m. Requester. Phone No: Approved per applicable codes. NCorrections required prior to approval. COMMENTS: 1 A.4-‘45-4:0 PAA/_s /ttv ,Fizr Sf/B'v7r t 4-i°P a 1460 RY c ► C2 ack. i9-DD17ia-0 fare e PL vmaYly€.-/ F Pie m tri f-PPR3J 23'47( r—mrvi`)c&—, 2) /Rk' Pti4-C2: ,U,(4D /»SM -1-L 477/ 4) ,l ue ¢`l 47 6e4VS f P/P4' Wt✓ ✓UAL. Aird. //4-ei-C77 /✓ 3' A -Lrelini,176r b A-LLSS APrhi 4111/Y5 V,2N3'7C e.:0 aR J?,V LOW /n9106 Xez Oj x1riLiiii sl zr biew..45 IRC 602,(p 0) ) T/hS /5 /5r 4- Cb 'L '7z" ""49-144 i - Inspector: Date: 8-31-17 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1)/6--0310 Projec :,//�� /16 -Alai TkIt6sie6 Type of ection: '7 Y1llj& Address: ll6S-C? s? r-; S Date Called: Special Instructions: Date Wapt / 7 P.m. Request r, Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: inspector: Date: x--3,1-/7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD 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 Ji? -072 Project- / R1/4-1 /Avd`K Type of Inspection: /fly) irchwo c ii -l— Re:s M //1) Address:Date Called: Special Instructions: Date Wanted: 8i-17 a.m. p.m. Requester: Phone No: klApproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: 6. 1'C -)N Inspector: Date: 0:-A.1 -17 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Z/ -6332 Project: /�;$./'_ 7A GAJ Type of Inspection: /qiCeVc Si9-%T v Address: /6&5 3RDI/i'. 3, Date Called: Special Instructions: Date Wanted: „ a.m I %i��7 p.m. Requester: Phone No: 2O(e- SF3- Y;23_ 4pproved per applicable codes. Corrections required prior to approval. COMMENTS: ok - RWr S,144771/A/C- Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: j �/®� y� Type of Inspection: , Address: Mose/ 53eb ,rte S Date Called: Special Instructions: • Date Wanted: Z 1 7 .m p.m. Requester: Phone No: 206- KI" is2 Approved per applicable codes. Corrections required prior to approval. COMMENTS: - ii/ti® u R f4� 1 /A/ Inspector: ..jz:X Date: s-2 J7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit DIS --O 3O 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: hi-X./MY Res Pewee!//l49 Type of Inspection: 64/ Ar4-z-L- Address: /66s1 5 -?RD 44, _5', Date Called: Special Instructions: Date Wanted: a m; c5------/7 m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: f r Date: 5 r� REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Inspector: f r Date: 5 r� REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 01W Proct: y y�i1 g%/ e6S i be -Az T.of Inspection: /Tomo& Addddddress: )6M a3rib Air Date Called: Special Instructions: Date Wante : (i 2b 17 � Win. Requeste . Phone No: Approved per applicable codes. Corrections required prior to approval. C' MMENTS: Inspector: A_ REINSPECTION FEE REQUIRED. Prior to next insp('ction. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 (206) 431-3670 Pro'e : €,v y t-,� Type ofpspection: , s��(r A d//ss: I/ /660 5-34' Aix Date Called: Special Instructions: Date Wante Requeste : 41) Phone No: 4iZ -2?i 1 Ci'/ ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: pecfme Appga,(0) ptAdc, Pourr-- 5.e hvSaxliltrAl Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 3 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit (_4(.0-- 0330 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: L J r/ S Type of Inspection:o--71—t-- Address: j ` 5 p (WJC t -n r-5 pae L /,;JI/if zr -v6.-\t_. Contact Person: Suite #: ( (� ,� Special Instructions: 4(279 l J jc ) Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: 5 p (WJC t -n r-5 pae L /,;JI/if zr -v6.-\t_. Pre -Fire: .. Permits: Occupancy Type: cie- Ar.J4 r— 4(279 l J jc ) g% /2 C=)7 ,., 0-1,-- 7 re- ( — E -i) Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: .. Permits: Occupancy Type: Inspector: ir?' (Z`4- Date: %Z %s - 4 Hrs.: / $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit /)/{-7-'0C PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: ( U ldEAddress: Type of Inspection: :?-...,n,��A Suite #: ! 01.. 57; ./f c/ " Contact Person: S . i (Gfef47(2—':) Special Instructions: Occupancy Type: Phone No.: ��J1b .5-,--.6/3S---- Approved per applicable codes. rc Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: 1 Occupancy Type: K ci / .i 6, /mr g t ___ -67--- itD:9, S :2e--7/yuave-- s►y,2- l .,i LGL ,?_ (A -P-5 4,,isiptru_ rz A Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: i Inspector: -i---7/0 5 --- Date: /2//g/p...._ Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 i INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit 7 -S --)3s- --- 0_33o PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:P:54.- � use Sprinklers: Type of Inspection: /71--71/t) ---Cove. _- Ke- (1 '_ Address: Suite #: ��y% 5-9 5 M-7 ) E Contact Person: Special Instructions: tet; l� 1- pew-- c-eNc-e 4 Phone No.: I 13 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: tet; l� 1- pew-- c-eNc-e 4 r.)2 )/Df 1 c)11. -71c. c-(t/e- (Z-- r( -pc t ----- -`- Lr a 4/ ' v sec . _ G -i 1----0-7,-, (.0 Y a / ? r•K ( -----P/-3 5 1.) Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:. , 5 432 Date: 9//,2,/, -7 Hrs.: ,2 . 0 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 Project: 2016-S7-STEVENS Location: NEW DECK JST 041117 REV. -090517 Floor Joist [2015 International Building Code(2015 NDS)] 1.5 IN x 9.25 IN x 10.0 FT (6 + 4 ) @ 16 O.C. #2 - Hem -Fir - Dry Use Section Adequate By: 148.1% Controlling Factor: Moment DEFLECTIONS Center Right Live Load -0.01 IN L/5439 0.07 IN 2U1396 Dead Load 0.00 in 0.02 in Total Load -0.01 IN U5201 0.08 IN 2L/1130 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: U360 REACTIONS A Live Load 160 Ib 444 Ib Dead Load 33 Ib 167 Ib Total Load 193 Ib 611 Ib Uplift (1.5 F.S) -49 Ib 0 Ib Bearing Length 0.32 in 1.01 in SUPPORT LOADS A Live Load 120 plf 333 plf Dead Load 25 plf 125 plf Total Load 145 plf 458 pif MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -- to Grain: Base Values Fb = 850 psi Fb' = 817 psi Cd=1.00 CI=0.76 CF=1.10 Cr -1.15 Fv = 150 psi Fv' = 150 psi Cd=1.00 E = 1300 ksi E' = 1300 ksi Fc -1= 405 psi Fc - -1-' = 405 psi Adjusted Controlling Moment: -587 ft -Ib Over right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Controlling Shear: -318 Ib At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Req'd Provided Section Modulus: 8.62 in3 21.39 in3 Area (Shear): 3.18 in2 13.88 in2 Moment of Inertia (deflection): 34.03 in4 98.93 in4 Moment: -587 ft -Ib 1456 ft -lb Shear: -318 Ib 1388 Ib Bruce S. MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.1.5 9/5/2017 1:35:11 PM page of LOADING DIAGRAM FILE JOIST DATA Center Right Span Length 6 ft 4 ft Unbraced Length -Top 0 ft 0 ft Unbraced Length -Bottom 0 ft 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING Uniform Floor Loading Live Load Dead Load Total Load Center Right LL = 40 psf 40 psf DL = 15 psf 15 psf TL = 55 psf 55 psf TL Adj. For Joist Spacing wT = 73.3 pif 73.3 plf NOTES amommonomeamomor REVIEWED FOR CODE COMPLIANCE APPROVED SEP 18 2D11 City of Tukwila BUILDING DIVISION CITY OF TIUKWILA REVISION NO._� SEP 0 8 2011 PERMIT CENTER •!el Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Single Family Dwelling 16659 53rd Ave S Tukwila, Washington 98188 American Prestige Homes, LLC c/o San Stevens (206)853-4525 PO Box 46002, Seattle,Wa 98146 This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative All Climate Zones Efficient Building Envelope 1a R -Valued U -Factor° Fenestration U -Factor° n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGC°'e n/a n/a Ceilingk 491 0.026 Wood Frame Wall9.f°." 21 int 0.056 Mass Wall R -Value' 21/21° 0.056 Floor 30s 0.029 Below Grade Wall'' 10/15/21 int + TB 0.042 Slab° R -Value & Depth 10, 2 ft n/a able R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Date REVIEWED FOR CODE COMPLIANCE APPROVED DEC 3 0 2016 City of Tukwila BUILDING DIVISION Each dwelling unit in a residential building shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: 1. Small Dwelling Unit: 1.5 credits ❑ Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are greater than 500 square feet of heated floor area but less than 1500 square feet. 02. Medium Dwelling Unit: 3.5 credits All dwelling units that are not included in #1 or #3. Exception: Dwelling units serving R-2 occupancies shall require 2.5 credits. ❑3. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. ❑4. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Descriation la Efficient Building Envelope 1a 0.5 1b Efficient Building Envelope 1b 1.0 lc Efficient Building Envelope lc 2.0 1d Efficient Building Envelope 1d 0.5 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 1.0 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 1.5 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 5a 0.5 5b Efficient Water Heating 5b 1.0 5c Efficient Water Heating 5c 1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 otal Credits *Please refer to Table R406.2 for complete option descriptions RFCFIVFr) CITY OF TUKWILA ❑DECO22016 P J MIT CENTER 0.5 1.0 El 0.5 1.5 *1200 kwh 0.0 3.50 D 1 - oho TaR402.1.1 Footnotes 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. b The fenestration U -factor column excludes skylights. The SHGC column applies to all glazed fenestration. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. a R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Reserved. g Reserved. h Reserved. The second R -value applies when more than half the insulation is on the interior of the mass wall. 'Reserved. k For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. Reserved. m Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Table R402.1.3 Footnote a Nonfenestration U -factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2015 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating 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 2015 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop-down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information Single Family Dwelling 16659 53rd Ave S Tukwila, Washington 98188 Heating System Type: () All Other Systems Contact Information American Prestige Homes, LLC c/o San Stevens (206)853-4525 PO Box 46002, Seattle,WA 98146 0 Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Tukwila Area of Building Conditioned Floor Area Conditioned Floor Area (sq ft) Average Ceiling Height Average Ceiling Height (ft) Glazing and Doors Skylights Insulation Attic R-49 Single Rafter or Joist Vaulted Ceilings Select R -Value Above Grade Walls (see Figure 1) Floors R-21 Intermediate Below Grade Walls (see Figure 1) Select R -value Slab Below Grade (see Figure 1) Select conditioning Slab on Grade (see Figure 1) Location of Ducts Select R -Value Unconditioned Space Design Temperature Difference (AT) 46 AT = Indoor (70 degrees) - Outdoor Design Temp 3,034 8.5 U -Factor X 0.30 U -Factor 0.50 Conditioned Volume 25,789 Area 527 = UA 158.10 X Area = UA U -Factor X 0.026 U -Factor X No selection U -Factor X 0.056 U -Factor X 0.029 U -Factor X No selection Area 1,831 Area Area 2,522 Area 1,831 = UA 47.61 UA UA 141.23 UA 53.10 Area UA F -Factor X Length UA No selection 1 F - Factor X Len UA No selection --- Duct Leakage Coefficient 1.10 Sum of UA 400.04 Envelope Heat Load 18,402 Btu / Hour Sum of UAXAT Air Leakage Heat Load 12,812 Btu / Hour Volume O.6 X AT X,018 Building Design Heat Load 31,214 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 34,335 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 48,069 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Fumace Building and Duct Heat Loss X 1.25 for Heat Pump (07/01/13) Window, Skylight and Door Schedule Project Information Single Family Dwelling 16659 53rd Ave S Tukwila, Washington 98188 Exempt Swinging Door (24 sq. ft. max.) Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U -factor Contact Information American Prestige Homes, LLC c/o San Stevens (206) 853-4525 PO Box 46002, Seattle, WA 98146 1 0.16 Ref. U- Migard Vinyl, 1/2" Air Sapce + Argon 8 0.30 Migard Vinyl, 1/2" Air Sapce + Argon ° 0.30 Migard Vinyl, 1/2" Air Sapce + Argon ° 0.30 Migard Vinyl, 1/2" Air Sapce + Argon 1 0.30 Migard Vinyl, 1/2" Air Sapce + Argon 3 0.30 Migard Vinyl, 1/2" Air Sapce + Argon 6 0.30 Migard Vinyl, 1/2" Air Sapce + Argon ° 0.30 Migard Vinyl, 1/2" Air Sapce + Argon ° 0.30 Migard Vinyl, 1/2" Air Sapce + Argon 1 0.30 Migard Vinyl, 1/2" Air Sapce + Argon 6 0.30 Migard Vinyl, 1/2" Air Sapce + Argon 5 0.30 Migard Vinyl, 1/2" Air Sapce + Argon 0 0.30 Migard Vinyl, 1/2" Air Sapce + Argon 0 0.30 Migard Vinyl, 1/2" Air Sapce + Argon 1 0.30 Migard Vinyl, 1/2" Air Sapce + Argon 1 0.30 Migard Vinyl, 1/2" Air Sapce + Argon 2 0.30 Migard Vinyl, 1/2" Air Sapce + Argon ° 0.30 1 0 5 0 1 10 0 4 ° 1 4 3 4 ° 1 8 ° 5 0 1 3 ° 4 0 1 4 ° 4 ° 2 2 0 2 0 Width Height Qt. Feet Inch Feet Inch 1 3 0 6 8 Width Height Qt. Feet Inch Feet Inch 1 8 ° 6 ° 1 3 ° 4 0 1 5 ° 3 3 1 6 ° 5 ° 2 6 ° 1 ° 1 6 ° 6 8 4 5 0 4 0 1 8 0 4 0 1 8 ° 1 0 2 2 0 3 ° 1 1 0 5 0 1 10 0 4 ° 1 4 3 4 ° 1 8 ° 5 0 1 3 ° 4 0 1 4 ° 4 ° 2 2 0 2 0 Area UA 20.0 3.20 0.0 0.00 Area UA 48.0 14.40 12.0 3.60 16.3 4.88 30.0 9.00 12.0 3.60 40.0 12.00 80.0 24.00 32.0 9.60 8.0 2.40 12.0 3.60 5.0 1.50 40.0 12.00 17.0 5.10 40.0 12.00 12.0 3.60 16.0 4.80 8.0 2.40 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Overhead Glazing (Skylights) Component Description Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Width Height Ref. U -factor Qt. Feet inch Feet '"ch Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 428.3 128.48 Area 0.30 UA 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.00 448.31 131.68 ell • Structural Calculations: Gravity & Lateral Load Design Single Family Dwelling Client: American Prestige Homes c/o San Stevens P.O. Box46002 Seattle, Washington 98146 Site Address: 16659 53rd Avenue South Tukwila, Washington 98188 Designers: REVIEWED FOR CODE COMPLIANCE APPROVED DEC 3 0 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA DEC 0 2 2016 PERMIT CENTER 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 # 2016 -S7 -Stevens DU° - 0?o 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. INTRODUCTION: 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 2015 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 Seismic Zone Period T (sec) Response Mod Factor Soil Profile Seismic Source Type 2015 IBC Code DI 0.175 6.5, East/West Direction. 6.5 , North/South Direction D D Spectral Response Acceleration Si: 0.540 g, Ss: 1.456 g Reliability Factor Rho Wind Zone Kzt Factor SOILS CRITERIA Soils Consultant Soils Report # Bearing Pressure Req'd Bearing Depth MATERIALS CRITERIA Concrete (28 day strength) Foundations and Slab Structural Stab Wails Reinforcing Steel Glu -Lam Beams PLYWOOD APA RATED 1.0 85 mph, 3 second gust, Exposure B 1.00 None None 1500 psf uno 12" Frost Level Fc= 2500psi Fc= 2500psi Fc= 2500psi ASTM A-615 Grade 40 - #4 & #5 Bars ASTM A-615 Grade 60 - #6 Bars and larger Visually Graded Western Species- Dry Use Fb = 2400 psi, V4 Roof: 1/2" cdx or 7/16" osb P1 = 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 Insulation R49 3.0 Framing Trusses @ 24" o.c. 2.1 Ceiling 5/8" gwb 2.8 Miscellaneous %" T&G CDX 2.0 Total dead load 5/8" GWB 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 TJI floor joists 2.48 Miscellaneous Electrical, etc. 1.02 Beams 1.00 Total Dead Load 14.00 PSF TOTAL DEAD LOAD FLOOR =14 PSF FLOOR LIVE LOADS: Residence — Decks - 40 PSF 40 PSF WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 10.42 2016-s7-stevens.wsw Project Information COMPANY AND PROJECT INFORMATION Company Project Bruce S. MacVeigh, P.E. 14245 59th Avenue S. Tukwila, Washington 98168 (206) 571-8794 American Prestige Homes c/o San Stevens 16659 53rd Ave South Tukwila, Washington 98188 DESIGN SETTINGS Nov. 12, 2016 15:17:52 Design Code Wind Standard Seismic Standard IBC 2012/AWC SDPWS 2008 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations For Design (ASD) For Deflection (Strength) 0.70 Seismic + 0.60 Dead 1.00 Seismic + 0.90 Dead 0.60 Wind + 0.60 Dead 1.00 Wind + 0.90 Dead Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Temperature Moisture Content Factor Range Fabrication Service 1.60 T<=100F 19% 10% Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 4.00 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... Wind Seismic Never Always Collector forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity: Wall capacity Design Shearwall Force/Length: Based on wall rigidity/length SITE INFORMATION Wind ASCE 7-10 Directional (All heights) Seismic ' ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 85mph Exposure Exposure B Enclosure Enclosed Min Wind Loads: Walls 16 psf Roofs 8 psf Risk Category Structure Type Building System Design Category Site Class Category II Regular Bearing Wall D D - All others Topographic Information [ft] Shape Height - - Site Location: - Length - Spectral Response Acceleration S1:0.540g Ss:1.460g Fundamental Period T Used Approximate Ta Maximum T E -W 0.178s 0.178s 0.250s N -S 0.178s 0.178s 0.250s Elev: 19ft Avg Air density: 0.0765 Flexible building, gust factor = lb/cu ft 0.85 Case 2 E -W loads Eccentricity (ft) 7.75 Loaded at 75% N -S loads 6.00 Response Factor R 6.50 6.50 Fa: 1.00 Fv: 1.50 1 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 Structural Data STORY INFORMAT ON BLOCK and ROOF INFORMATION Story Elev [ft] Floor/Ceiling Depth [in] Wall Height [ft] Hold-down Length subject to shrinkage [in] Bolt length [in] Ceiling Level2 Levell Foundation 18.50 10.50 0.00 0.00 0.0 1'-6.0 0.0 8.00 9.00 21.8 3.8 22.5 4.5 BLOCK and ROOF INFORMATION 2 Block Dimensions [ft] Face Type Roof Panels Slope Overhang [ft] Block 2 Story N -S Ridge Location X,Y = 0.00 4.00 North Hip 22.5 1.00 Extent X,Y = 40.00 45.67 South Hip 22.5 1.00 Ridge X Location, Offset 20.00 0.00 East Side 22.5 1.00 Ridge Elevation, Height 26.78 8.28 West Side 22.5 1.00 Block 2 1 Story N -S Ridge Location X,Y = 0.00 0.00 North Gable 90.0 0.10 Extent X,Y = 20.75 4.00 South Gable 90.0 0.10 Ridge X Location, Offset 10.38 0.00 East Side 22.5 1.00 Ridge Elevation, Height 13.30 4.30 West Side 22.5 1.00 Block 3 1 Story E -W Ridge Location X,Y = 0.00 49.67 North Side 22.5 1.00 Extent X,Y = 40.00 2.00 South Side 90.0 1.00 Ridge Y Location, Offset 49.67 -1.00 East Gable 90.0 1.00 Ridge Elevation, Height 9.83 0.83 West Gable 90.0 1.00 2 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 SHEATHING MATERIALS by WALL GROUP Legeno: Grp — Wall Design Group number, used to reference wall in other tables Surf— Exterior or interior surface when applied to exterior wall Ratng — Span rating, see SDPWS Table C4.2.2.2C Thick — Nominal panel thickness GU - Gypsum underlay thickness Ply — Number of plies (or layers) in construction of plywood sheets Or — Orientation of longer dimension of sheathing panels Gvtv — Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B Type — Fastener type from SDPWS Tables 4.3A -D: Nail — common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail,- Casing — casing nail; Roof — roofing nail; Screw — drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120"x 1-3/4" (gypsum sheathing, 25/32" fiberboard ), 1-1/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92"x 1- 1/8" Cooler or gypsum wallboard nail:: 5d = .086" x 1-5/8'; 6d = .092" x 1-7/8 8d = .113" x 2-3/8", 6/8d = 6d base ply, 8d face ply for 2 -ply GWB. Drywall screws: No. 6, 1-1/4" long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Df— Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg — Panel edge fastener spacing Fd — Field spacing interior to panels Bk — Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side Notes: 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 Grp Species Grade b in Sheathing Spcg in SG E Standard Wall psi^6 1 D.Fir-L Fasteners 1.50 5.50 16 Apply Grp Surf Material Ratng Thick in GU in Ply Or Gvtv lbs/in Size Type Df Eg in Fd in Bk Notes 1 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 3 12 Y 3 2 Both Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 4 12 Y 2,3 3 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 6 12 Y 3 4 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 4 12 Y 3 Legeno: Grp — Wall Design Group number, used to reference wall in other tables Surf— Exterior or interior surface when applied to exterior wall Ratng — Span rating, see SDPWS Table C4.2.2.2C Thick — Nominal panel thickness GU - Gypsum underlay thickness Ply — Number of plies (or layers) in construction of plywood sheets Or — Orientation of longer dimension of sheathing panels Gvtv — Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B Type — Fastener type from SDPWS Tables 4.3A -D: Nail — common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail,- Casing — casing nail; Roof — roofing nail; Screw — drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120"x 1-3/4" (gypsum sheathing, 25/32" fiberboard ), 1-1/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92"x 1- 1/8" Cooler or gypsum wallboard nail:: 5d = .086" x 1-5/8'; 6d = .092" x 1-7/8 8d = .113" x 2-3/8", 6/8d = 6d base ply, 8d face ply for 2 -ply GWB. Drywall screws: No. 6, 1-1/4" long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Df— Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg — Panel edge fastener spacing Fd — Field spacing interior to panels Bk — Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side Notes: 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 Grp Species Grade b in d in Spcg in SG E Standard Wall psi^6 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 4 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. 3 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 SHEARLINE, WALL and OPENING DIMENSIONS North -south Shearlines Type Wall Group Location X [ft] Extent [ft] Start End Length [ft] FHS [ft] Wind Seismic Height [ft] Line 1 Level 2 Line 1 Prf 4 0.00 6.00 49.67 43.67 35.67 35.67 8.00 Wall 1-1 Prf 4 0.00 6.00 49.67 43.67 35.67 35.67 - Opening 1 - - 8.50 10.50 2.00 - - 2.00 Opening 2 - - 17.50 19.50 2.00 - - 2.00 Opening 3 - - 22.83 26.83 4.00 - - 4.00 Level 1 Line 1 Prf 3 0.00 0.00 51.67 51.67 49.67 49.67 9.00 Wall 1-2 Prf 3 0.00 27.00 51.67 24.67 22.67 22.67 - Opening 1 - - 31.00 33.00 2.00 - - 3.00 Wall 1-1 Seg 3 0.00 0.00 27.00 27.00 27.00 27.00 - Line 2 Level 2 Line 2 Seg 3 15.00 6.00 49.67 43.67 10.00 10.00 8.00 Wall 2-1 Seg 3 15.00 39.67 49.67 10.00 10.00 10.00 - Level 1 Line 2 Seg 3 15.00 0.00 51.67 51.67 16.00 16.00 9.00 Wall 2-1 Seg 3 15.00 32.67 51.67 19.00 16.00 16.00 - Opening 1 - - 37.17 40.17 3.00 - - 4.00 Line 3 Level 2 Line 3 Seg 3 20.75 6.00 49.67 43.67 10.00 10.00 8.00 Wall 3-2 Seg 3 20.75 8.00 18.00 10.00 10.00 10.00 - Wall 3-1 Seg 3 20.75 6.00 8.00 2.00 0.00 0.00 - Level 1 Line 3 Seg 3 20.75 0.00 51.67 51.67 23.00 23.00 9.00 Wall 3-1 Seg 3 20.75 0.00 8.00 8.00 8.00 8.00 - Wall 3-2 Seg 3 20.75 8.00 27.00 19.00 15.00 15.00 - Opening 1 Line 4 - - 23.00 25.67 2.67 - - 6.75 Level 2 Line 4 NSW 26.00 4.00 8.00 4.00 0.00 0.00 8.00 Wall 4-1 Level 1 NSW 26.00 4.00 8.00 4.00 0.00 0.00 - Line 4 NSW 26.00 4.00 8.00 4.00 0.00 0.00 9.00 Wall 4-1 NSW 26.00 4.00 8.00 4.00 0.00 0.00 - Line 5 Levet 2 Line 5 Prf 3 40.00 4.00 49.67 45.67 29.17 29.17 8.00 Wall 5-1 Prf 3 40.00 4.00 18.00 14.00 14.00 14.00 - Wall 5-3 Prf 3 40.00 24.50 49.67 25.17 15.17 15.17 - Opening 1 - - 28.42 33.42 5.00 - - 4.00 Opening 2 - - 41.00 46.00 5.00 - - 4.00 Wall 5-2 Level 1 NSW 38.00 18.00 24.50 6.50 0.00 0.00 - Line 5 Prf 3 40.00 4.00 51.67 47.67 30.17 30.17 9.00 Wall 5-3 Prf 3 40.00 24.50 51.67 27.17 16.17 16.17 - Opening 1 - - 27.50 32.50 5.00 - - 3.25 Opening 2 - - 41.00 47.00 6.00 - - 6.00 Wall 5-1 Seg 3 40.00 4.00 18.00 14.00 14.00 14.00 - Wall 5-2 NSW 38.00 18.00 24.50 6.50 0.00 0.00 - East -west Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group Y [ft] Start End [ft] Wind Seismic [ft] Line A Level 1 Line A Seg 1 0.00 0.00 20.75 20.75 2.75 2.75 9.00 Wall A-1 Seg 1 0.00 0.00 20.75 20.75 2.75 2.75 - Opening 1 Line 13 - - 2.00 18.00 16.00 - - 6.75 Level 2 Line B Prf 4 4.00 26.00 40.00 14.00 6.00 6.00 8.00 Wall B-1 Prf 4 4.00 26.00 40.00 14.00 6.00 6.00 - Opening 1 - - 29.00 37.00 8.00 - - 5.00 Level 1 Line B Seg 2 4.00 26.00 40.00 14.00 6.00 6.00 9.00 Wall B-2 Seg 2 4.00 26.00 40.00 14.00 6.00 6.00 - Opening 1 - - 29.00 37.00 8.00 - - 6.50 Wall B-1 NSW 8.00 20.75 26.00 5.25 0.00 0.00 - Opening 1 - - 21.42 25.42 4.00 - - 6.00 4 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Line C Level 2 Line C Prf 4 Wall C-1 Prf 4 Opening 1 Wall C-2 NSW Line D Level 2 Line D NSW Wall D-1 NSW Level 1 Line D NSW Wall D-1 NSW Line E Level 2 Line E Seg 3 Wall E-2 Seg 3 Wall E-1 Seg 3 Level 1 Line E Seg 3 Wall E-1 Seg 3 Wall E-2 Seg 3 Line F Level 2 Line F Seg 4 Wall F-1 Seg 4 Level 1 Line F Seg 3 Wall F-1 Seg 3 Line G Level 2 Line G Prf 3 Wall G-1 Prf 3 Opening 1 - Opening 2 - Line H Level 1 Line H Prf 3 Wall H-1 Prf 3 Opening 1 - Opening 2 - Opening 3 6.00 0.00 20.75 20.75 10.75 10.75 6.00 0.00 20.75 20.75 10.75 10.75 - 5.42 15.42 10.00 - - 8.00 20.75 26.00 5.25 0.00 0.00 18.00 38.00 40.00 2.00 0.00 0.00 18.00 38.00 40.00 2.00 0.00 0.00 18.00 38.00 40.00 2.00 0.00 0.00 18.00 38.00 40.00 2.00 0.00 0.00 24.50 0.00 40.00 40.00 13.00 13.00 24.50 38.00 40.00 2.00 0.00 0.00 24.50 25.00 38.00 13.00 13.00 13.00 24.50 0.00 40.00 40.00 12.00 12.00 24.50 26.00 38.00 12.00 12.00 12.00 24.50 38.00 40.00 2.00 0.00 0.00 28.00 0.00 40.00 40.00 4.00 4.00 28.00 0.00 4.00 4.00 4.00 4.00 27.00 0.00 40.00 40.00 20.75 20.75 27.00 0.00 20.75 20.75 20.75 20.75 49.67 0.00 40.00 40.00 33.00 33.00 49.67 0.00 40.00 40.00 33.00 33.00 - 4.00 9.00 5.00 - - 17.83 19.83 2.00 - - 51.67 0.00 40.00 40.00 21.00 21.00 51.67 0.00 40.00 40.00 21.00 21.00 - 3.75 8.75 5.00 - - - 17.25 25.25 8.00 - - - 30.00 36.00 6.00 - - 8.00 4.00 8.00 9.00 8.00 9.00 8.00 9.00 8.00 4.00 3.00 9.00 4.00 5.00 7.67 Legend: Type - Seg = segmented, Prf = perforated, NSW = non-shearwall Location - dimension perpendicular to wall FHS - length of full -height sheathing used to resist shear force Wali Group - Wall design group defined in Sheathing and Framing Materials fables, where it shows associated Standard Wall 5 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 Loads WIND SHEAR LOADS (as entered or generated Level2 Block F Element Load Case Wnd Dir Surf Dir Prof Location (ft] Start End Magnitude [Ibs,plf,psf] Start End Trib Ht [ft] Block 1 W L Roof Min W ->E Wind Line 3.00 24.00 0.0 34.8 Block 1 W L Roof 1 W ->E Wind Line 3.00 24.00 0.0 5.6 Block 1 W Wall Min W ->E Wind Line 4.00 8.00 32.0 Block 1 W Wall 1 W ->E Wind Line 4.00 8.00 25.3 Block 1 W Wall 1 W ->E Wind Line 6.00 49.67 25.3 Block 1 W Wall Min W ->E Wind Line 6.00 49.67 32.0 Block 1 W Ctr Roof 1 W ->E Wind Line 24.00 29.67 5.6 Block 1 W Ctr Roof Min W ->E Wind Line 24.00 29.67 34.8 Block 1 W R Roof 1 W ->E Wind Line 29.67 50.67 5.6 0.0 Block 1 W R Roof Min W ->E Wind Line 29.67 50.67 34.8 0.0 Block 1 E L Roof Min W ->E Lee Line 3.00 24.00 0.0 34.8 Block 1 E L Roof 1 W ->E Lee Line 3.00 24.00 0.0 45.1 Block 1 E Wall Min W ->E Lee Line 4.00 18.00 32.0 Block 1 E Wall 1 W ->E Lee Line 4.00 18.00 17.3 Block 1 E Wall Min W ->E Lee Line 6.00 8.00 32.0 Block 1 E Wall 1 W ->E Lee Line 6.00 8.00 17.3 Block 1 E Wall 1 W ->E Lee Line 18.00 24.50 17.3 Block 1 E Wall Min W ->E Lee Line 18.00 24.50 32.0 Block 1 E Ctr Roof Min W ->E Lee Line 24.00 29.67 34.8 Block 1 E Ctr Roof 1 W ->E Lee Line 24.00 29.67 45.1 Block 1 E Wall Min W ->E Lee Line 24.50 49.67 32.0 Block 1 E Wall 1 W ->E Lee Line 24.50 49.67 17.3 Block 1 E R Roof Min W ->E Lee Line 29.67 50.67 34.8 0.0 Block 1 E R Roof 1 W ->E Lee Line 29.67 50.67 45.1 0.0 Biock 1 W L Roof Min E ->W Lee Line 3.00 24.00 0.0 34.8 Block 1 W L Roof 1 E ->W Lee Line 3.00 24.00 0.0 45.1 Block 1 W Wall Min E ->W Lee Line 4.00 8.00 32.0 Block 1 W Wail 1 E ->W Lee Line 4.00 8.00 17.3 Block 1 W Wall Min E ->W Lee Line 6.00 49.67 32.0 Block 1 W Wall 1 E ->W Lee Line 6.00 49.67 17.3 Block 1 W Ctr Roof Min E ->W Lee Line 24.00 29.67 34.8 Block 1 W Ctr Roof 1 E ->W Lee Line 24.00 29.67 45.1 Block 1 W R Roof 1 E ->W Lee Line 29.67 50.67 45.1 0.0 Block 1 W R Roof Min E ->W Lee Line 29.67 50.67 34.8 0.0 Block 1 E L Roof Min E ->W Wind Line 3.00 24.00 0.0 34.8 Block 1 E L Roof 1 E ->W Wind Line 3.00 24.00 0.0 5.6 Block 1 E Wall 1 E ->W Wind Line 4.00 18.00 25.3 Block 1 E Wall Min E ->W Wind Line 4.00 18.00 32.0 Block 1 E Wall 1 E ->W Wind Line 6.00 8.00 25.3 Block 1 E Wall Min E ->W Wind Line 6.00 8.00 32.0 Block 1 E Wall Min E ->W Wind Line 18.00 24.50 32.0 Block 1 E Wall 1 E ->W Wind Line 18.00 24.50 25.3 Block 1 E Ctr Roof Min E ->W Wind Line 24.00 29.67 34.8 Block 1 E Ctr Roof 1 E ->W Wind Line 24.00 29.67 5.6 Block 1 E Wall 1 E ->W Wind Line 24.50 49.67 25.3 Block 1 E Wall Min E ->W Wind Line 24.50 49.67 32.0 Block 1 E R Roof 1 E ->W Wind Line 29.67 50.67 5.6 0.0 Block 1 E R Roof Min E ->W Wind Line 29.67 50.67 34.8 0.0 Block 1 S L Roof Min S ->N Wind Line -1.00 20.00 0.0 34.8 Biock 1 S L Roof 1 S ->N Wind Line -1.00 20.00 0.0 7.7 Block 1 S Wall 1 S ->N Wind Line 0.00 20.75 25.3 Block 1 S Wall Min S ->N Wind Line 0.00 20.75 32.0 Block 1 S R Roof 1 S ->N Wind Line 20.00 41.00 7.7 0.0 Block 1 S R Roof Min S ->N Wind Line 20.00 41.00 34.8 0.0 Block 1 S Wall 1 S ->N Wind Line 20.75 26.00 25.3 Block 1 S Wall Min S ->N Wind Line 20.75 26.00 32.0 Block 1 S Wali 1 S ->N Wind Line 26.00 40.00 25.3 Block 1 S Wall Min S ->N Wind Line 26.00 40.00 32.0 Block 1 S Wall Min S ->N Wind Line 38.00 40.00 32.0 Block 1 S Wall 1 S ->N Wind Line 38.00 40.00 25.3 Block 1 N L Roof 1 S ->N Lee Line -1.00 20.00 0.0 45.1 Block 1 N L Roof Min S ->N Lee Line -1.00 20.00 0.0 34.8 Block 1 N Wali 1 S ->N Lee Line 0.00 40.00 16.3 Block 1 N Wall Min S ->N Lee Line 0.00 40.00 32.0 Block 1 N R Roof Min S ->N Lee Line 20.00 41.00 34.8 0.0 Block 1 N R Roof 1 S ->N Lee Line 20.00 41.00 45.1 0.0 Block 1 N Wall Min S ->N Lee Line 38.00 40.00 32.0 Block 1 N Wall 1 S ->N Lee Line 38.00 40.00 16.3 Block 1 S L Roof Min N ->S Lee Line -1.00 20.00 0.0 34.8 Block 1 S L Roof 1 N ->S Lee Line -1.00 20.00 0.0 45.1 6 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 WIND SHEAR LOADS (as entered or generated) (continued Block 1 Block 1 S S Wall Wall Min 1 N ->S N ->S Lee Lee Line Line 0.00 0.00 20.75 20.75 32.0 16.3 Block 1 S R Roof Min N ->S Lee Line 20.00 41.00 34.8 0.0 Block 1 S R Roof 1 N ->S Lee Line 20.00 41.00 45.1 0.0 Block 1 S Wall 1 N ->S Lee Line 20.75 26.00 16.3 Block 1 S Wall Min N ->S Lee Line 20.75 26.00 32.0 Block 1 S Wall 1 N ->S Lee Line 26.00 40.00 16.3 Block 1 S Wall Min N ->S Lee Line 26.00 40.00 32.0 Block 1 S Wali 1 N ->S Lee Line 38.00 40.00 16.3 Block 1 S Wall Min N ->S Lee Line 38.00 40.00 32.0 Block 1 N L Roof Min N ->S Wind Line -1.00 20.00 0.0 34.8 Block 1 N L Roof 1 N ->S Wind Line -1.00 20.00 0.0 7.7 Block 1 N Wall Min N ->S Wind Line 0.00 40.00 32.0 Block 1 N Wall 1 N ->S Wind Line 0.00 40.00 25.3 Block 1 N R Roof Min N ->S Wind Line 20.00 41.00 34.8 0.0 Block 1 N R Roof 1 N ->S Wind Line 20.00 41.00 7.7 0.0 Block 1 N Wall Min N ->S Wind Line 38.00 40.00 32.0 Biock 1 N Wall 1 N ->S Wind Line 38.00 40.00 25.3 Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] [Ibs,plf,psf] Ht Case Dir Dir Start End Start End [ft] Block 1 W Wall Min W ->E Wind Line 0.00 51.67 48.0 Block 1 W Wall 1 W ->E Wind Line 0.00 51.67 36.9 Block 1 W Wall Min W ->E Wind Line 4.00 8.00 32.0 Block 1 W Wall Min W ->E Wind Line 4.00 8.00 48.0 Block 1 W Wall 1 W ->E Wind Line 4.00 8.00 36.9 Block 1 W Wall 1 W ->E Wind Line 4.00 8.00 24.6 Block 1 W Wall Min W ->E Wind Line 6.00 49.67 32.0 Block 1 W Wall 1 W ->E Wind Line 6.00 49.67 24.6 Block 1 E Wall 1 W ->E Lee Line 4.00 18.00 17.3 Block 1 E Wall Min W ->E Lee Line 4.00 18.00 48.0 Block 1 E Wall Min W ->E Lee Line 4.00 18.00 32.0 Block 1 E Wali 1 W ->E Lee Line 4.00 18.00 25.9 Block 1 E Wall 1 W ->E Lee Line 6.00 8.00 17.3 Block 1 E Wall Min W ->E Lee Line 6.00 8.00 32.0 Block 1 E Wall Min W ->E Lee Line 18.00 24.50 48.0 Block 1 E Wall Min W ->E Lee Line 18.00 24.50 32.0 Block 1 E Wall 1 W ->E Lee Line 18.00 24.50 17.3 Block 1 E Wall 1 W ->E Lee Line 18.00 24.50 25.9 Block 1 E Wall 1 W ->E Lee Line 24.50 49.67 17.3 Block 1 E Wall 1 W ->E Lee Line 24.50 51.67 25.9 Block 1 E Wali Min W ->E Lee Line 24.50 51.67 48.0 Block 1 E Wall Min W ->E Lee Line 24.50 49.67 32.0 Block 1 W Wali Min E ->W Lee Line 0.00 51.67 48.0 Block 1 W Wall 1 E ->W Lee Line 0.00 51.67 25.9 Block 1 W Wall 1 E ->W Lee Line 4.00 8.00 17.3 Block 1 W Wall 1 E ->W Lee Line 4.00 8.00 25.9 Block 1 W Wall Min E ->W Lee Line 4.00 8.00 48.0 Block 1 W Wall Min E ->W Lee Line 4.00 8.00 32.0 Block 1 W wall 1 E ->W Lee Line 6.00 49.67 17.3 Block 1 W Wall Min E ->W Lee Line 6.00 49.67 32.0 Block 1 E Wall 1 E ->W Wind Line 4.00 18.00 36.9 Block 1 E Wall Min E ->W Wind Line 4.00 18.00 48.0 Block 1 E Wall 1 E ->W Wind Line 4.00 18.00 24.6 Block 1 E Wall Min E ->W Wind Line 4.00 18.00 32.0 Block 1 E Wall 1 E ->W Wind Line 6.00 8.00 24.6 Block 1 E Wall Min E ->W Wind Line 6.00 8.00 32.0 Block 1 E Wali 1 E ->W Wind Line 18.00 24.50 36.9 Block 1 E Wall Min E ->W Wind Line 18.00 24.50 48.0 Block 1 E Wall 1 E ->W Wind Line 18.00 24.50 24.6 Block 1 E Wall Min E ->W Wind Line 18.00 24.50 32.0 Block 1 E Wall Min E ->W Wind Line 24.50 51.67 48.0 Block 1 E Wall 1 E ->W Wind Line 24.50 51.67 36.9 Block 1 E Wall 1 E ->W Wind Line 24.50 49.67 24.6 Biock 1 E Wall Min E ->W Wind Line 24.50 49.67 32.0 Block 1 S Wall 1 S ->N Wind Line 0.00 20.75 24.6 Block 1 S Wall Min S ->N Wind Line 0.00 20.75 32.0 Biock 1 S Wall Min S ->N Wind Line 20.75 26.00 32.0 Block 1 S Wall 1 S ->N Wind Line 20.75 26.00 36.9 Block 1 S Wali 1 S ->N Wind Line 20.75 26.00 24.6 Block 1 S Wali Min S ->N Wind Line 20.75 26.00 48.0 Block 1 S Wall Min S ->N Wind Line 26.00 40.00 32.0 Block 1 S Wall 1 S ->N Wind Line 26.00 40.00 36.9 Block 1 S Wall Min S ->N Wind Line 26.00 40.00 48.0 7 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 WIND SHEAR LOADS (as entered or generated) (continued) Biock 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Biock 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 2 W Roof Block 2 W Roof Block 2 E Roof Block 2 E Roof Block 2 E Wall Block 2 E Wall Block 2 W Roof Block 2 W Roof Block 2 E Roof Block 2 E Roof Block 2 E Wall Block 2 E Wall Block 2 S L Gable Block 2 S L Gable Block 2 S Wall Block 2 S Wall Block 2 S R Gable Block 2 S R Gable Block 2 N L Gable Block 2 N L Gable Block 2 N R Gable Block 2 N R Gable Block 2 S Wall Block 2 S L Gable Block 2 S L Gable Block 2 S Wall Block 2 S R Gable Block 2 S R Gable Block 2 N L Gable Block 2 N L Gable Block 2 N R Gable Block 2 N R Gable Block 3 W R Gable Block 3 W R Gable Block 3 E R Gable Block 3 E R Gable Block 3 W R Gable Block 3 W R Gable Block 3 E R Gable Block 3 E R Gable Block 3 S Roof 1 S ->N Wind Min S ->N Wind 1 S ->N Wind 1 S ->N Wind Min S ->N Wind Min S ->N Lee 1 S ->N Lee 1 S ->N Lee 1 S ->N Lee Min S ->N Lee Min S ->N Lee Min N ->S Lee 1 N ->S Lee Min N ->S Lee 1 N ->S Lee 1 N ->S Lee Min N ->S Lee 1 N ->S Lee 1 N ->S Lee Min N ->S Lee Min N ->S Lee 1 N ->S Lee Min N ->S Lee 1 N ->S Lee Min N ->S Lee Min N ->S Wind 1 N ->S Wind 1 N ->S Wind Min N ->S Wind Min N ->S Wind 1 N ->S Wind 1 W ->E Wind Min W ->E Wind 1 W ->E Lee Min W ->E Lee Min W ->E Lee 1 W ->E Lee 1 E ->W Lee Min E ->W Lee 1 E ->W Wind Min E ->W Wind Min E ->W Wind 1 E ->W Wind 1 S ->N Wind Min S ->N Wind 1 S ->N Wind Min S ->N Wind 1 S ->N Wind Min S ->N Wind Min S ->N Lee 1 S ->N Lee Min S ->N Lee 1 S ->N Lee Min N ->S Lee Min N ->S Lee 1 N ->S Lee 1 N ->S Lee 1 N ->S Lee Min N ->S Lee Min N ->S Wind 1 N ->S Wind Min N ->S Wind 1 N ->S Wind 1 W ->E Wind Min W ->E Wind Min W ->E Lee 1 W ->E Lee Min E ->W Lee 1 E ->W Lee Min E ->W Wind 1 E ->W Wind Min S ->N Wind Line 26.00 40.00 24.6 Line 38.00 40.00 32.0 Line 38.00 40.00 24.6 Line 38.00 40.00 36.9 Line 38.00 40.00 48.0 Line 0.00 40.00 32.0 Line 0.00 40.00 16.3 Line 38.00 40.00 24.4 Line 38.00 40.00 16.3 Line 38.00 40.00 48.0 Line 38.00 40.00 32.0 Line 0.00 20.75 32.0 Line 0.00 20.75 16.3 Line 20.75 26.00 32.0 Line 20.75 26.00 24.4 Line 20.75 26.00 16.3 Line 20.75 26.00 48.0 Line 26.00 40.00 24.4 Line 26.00 40.00 16.3 Line 26.00 40.00 32.0 Line 26.00 40.00 48.0 Line 38.00 40.00 16.3 Line 38.00 40.00 32.0 Line 38.00 40.00 24.4 Line 38.00 40.00 48.0 Line 0.00 40.00 32.0 Line 0.00 40.00 24.6 Line 38.00 40.00 24.6 Line 38.00 40.00 32.0 Line 38.00 40.00 48.0 Line 38.00 40.00 36.9 Line -0.10 4.10 3.1 Line -0.10 4.10 18.8 Line -0.10 4.10 21.7 Line -0.10 4.10 18.8 Line 0.00 8.00 36.0 Line 0.00 8.00 6.9 Line -0.10 4.10 21.7 Line -0.10 4.10 18.8 Line -0.10 4.10 3.1 Line -0.10 4.10 18.8 Line 0.00 8.00 36.0 Line 0.00 8.00 27.6 Line 0.00 10.37 0.0 26.4 Line 0.00 10.37 0.0 34.4 Line 0.00 20.75 27.6 Line 0.00 20.75 36.0 Line 10.38 20.75 26.4 0.0 Line 10.38 20.75 34.4 0.0 Line 0.00 10.37 0.0 34.4 Line 0.00 10.37 0.0 16.5 Line 10.38 20.75 34.4 0.0 Line 10.38 20.75 16.5 0.0 Line 0.00 20.75 36.0 Line 0.00 10.37 0.0 34.4 Line 0.00 10.37 0.0 16.5 Line 0.00 20.75 17.3 Line 10.38 20.75 16.5 0.0 Line 10.38 20.75 34.4 0.0 Line 0.00 10.37 0.0 34.4 Line 0.00 10.37 0.0 26.4 Line 10.38 20.75 34.4 0.0 Line 10.38 20.75 26.4 0.0 Line 49.67 51.67 5.1 0.0 Line 49.67 51.67 6.6 0.0 Line 49.67 51.67 6.6 0.0 Line 49.67 51.67 1.3 0.0 Line 49.67 51.67 6.6 0.0 Line 49.67 51.67 1.3 0.0 Line 49.67 51.67 6.6 0.0 Line 49.67 51.67 5.1 0.0 Line -1.00 41.00 1.3 8 WoodWorks® Shea rwaIls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 WIND SHEAR LOADS (as entered or generated) (continued) Block 3 Block 3 Block 3 Block 3 Block 3 Block 3 Block 3 Block 3 Block 3 S Roof N Roof N Wall N Wall S Roof S Roof N Roof N Wall N Wall 1 S ->N Wind Min S ->N Lee 1 S ->N Lee Min S ->N Lee 1 N ->S Lee Min N ->S Lee Min N ->S Wind Min N ->S Wind 1 N ->S Wind Line -1.00 41.00 5.1 Line -1.00 41.00 5.0 Line 0.00 40.00 17.3 Line 0.00 40.00 36.0 Line -1.00 41.00 3.8 Line -1.00 41.00 1.3 Line -1.00 41.00 5.0 Line 0.00 40.00 36.0 Line 0.00 40.00 27.6 Legend: Block - Block used in load generation Accum. = loads from one block combined with another Manual = user -entered toads (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 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir - Windward or leeward side of the building for loads in given direction Prof - Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Ht - Tributary height of area loads only Notes: Windward Toad on the monoslope roof was not generated, to comply with ASCE 7 Figure 27.4-1, Note 9. All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a Toad factor of 0.60 to wind loads before distributing them to the shearlines. 9 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 WIND CBC LOADS Block Building Face Wind Direction Level Magnitude [psf] Interior End Zone Block 1 West Windward 2 16.0 17.4 Block 1 West Windward 2 16.0 17.4 Block 1 East Leeward 2 16.0 17.4 Block 1 East Leeward 2 16.0 17.4 Block 1 West Leeward 2 16.0 17.4 Block 1 West Leeward 2 16.0 17.4 Block 1 East Windward 2 16.0 17.4 Block 1 East Windward 2 16.0 17.4 Block 1 South Windward 2 16.0 17.4 Block 1 South Windward 2 16.0 17.4 Block 1 South Windward 2 16.0 17.4 Block 1 North Leeward 2 16.0 17.4 Block 1 North Leeward 2 16.0 17.4 Block 1 South Leeward 2 16.0 17.4 Block 1 South Leeward 2 16.0 17.4 Block 1 South Leeward 2 16.0 17.4 Block 1 North Windward 2 16.0 17.4 Block 1 North Windward 2 16.0 17.4 Block 1 West Windward 1 16.0 17.4 Block 1 West Windward 1 16.0 17.4 Block 1 East Leeward 1 16.0 17.4 Block 1 West Leeward 1 16.0 17.4 Block 1 West Leeward 1 16.0 17.4 Block 1 East Windward 1 16.0 17.4 Block 1 South Windward 1 16.0 17.4 Block 1 South Windward 1 16.0 17.4 Block 1 North Leeward 1 16.0 17.4 Block 1 South Leeward 1 16.0 17.4 Block 1 South Leeward 1 16.0 17.4 Block 1 North Windward 1 16.0 17.4 Block 2 East Leeward 1 16.0 17.4 Block 2 East Windward 1 16.0 17.4 Block 2 South Windward 1 16.0 17.4 Block 2 South Leeward 1 16.0 17.4 Block 3 North Leeward 1 16.0 17.4 Block 3 North Windward 1 16.0 17.4 DEAD LOADS (for hold-down calculations) Shear Level Profile Tributary Location [ft] Line Width [ft] Start End Start End Mag [lbs,psf,psi] B 2 Area 4.00 26.00 40.00 13.0 C 2 Area 6.00 0.00 26.00 13.0 E 2 Area 2.00 25.00 40.00 13.0 F 2 Area 2.00 0.00 4.00 13.0 G 2 Area 5.00 0.00 40.00 13.0 1 2 Area 4.00 6.00 10.00 13.0 1 2 Area 22.00 10.00 43.67 13.0 1 2 Area 4.00 43.67 49.67 13.0 2 2 Area 2.00 39.67 49.67 13.0 3 2 Area 2.00 6.00 18.00 13.0 5 2 Area 4.00 4.00 10.00 13.0 5 2 Area 22.00 10.00 43.67 13.0 5 2 Area 4.00 43.67 49.67 13.0 A 1 Area 4.00 0.00 20.75 13.0 B 1 Area 7.00 20.75 40.00 13.0 B 1 Area 4.00 26.00 40.00 13.0 C 1 Area 6.00 0.00 26.00 13.0 E 1 Area 2.00 25.00 40.00 13.0 E 1 Area 14.00 26.00 40.00 13.0 F 1 Area 2.00 0.00 4.00 13.0 F 1 Area 14.00 0.00 20.75 13.0 G 1 Area 5.00 0.00 40.00 13.0 H 1 Area 12.00 0.00 40.00 13.0 1 1 Area 1.30 0.00 51.67 13.0 1 1 Area 4.00 6.00 10.00 13.0 10 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 DEAD LOADS (for hold-down calculations) (continued) 1 1 Area 22.00 1 1 Area 4.00 2 1 Area 2.00 3 1 Area 1.30 3 1 Area 2.00 5 1 Area 4.00 5 1 Area 22.00 5 1 Area 4.00 10.00 43.67 43.67 49.67 39.67 49.67 0.00 27.00 6.00 18.00 4.00 10.00 10.00 43.67 43.67 49.67 13.0 13.0 13.0 13.0 13.0 13.0 13.0 13.0 11 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 BUILDING MASSES Level2 Force Dir Building Element Block Wall Line Profile Location [ft] Start End Magnitude Qbs,plf,psf] Start End Trib Width [ft] E -W Roof Block 1 1 Line 3.00 50.67 273.0 273.0 E -W Roof Block 1 5 Line 3.00 50.67 273.0 273.0 N -S Roof Block 1 B Line -1.00 41.00 309.9 309.9 N -S Roof Block 1 G Line -1.00 41.00 309.9 309.9 Both Wall 1-1 n/a 1 Line 6.00 49.67 32.0 32.0 Both Wall 2-1 n/a 2 Line 39.67 49.67 24.0 24.0 Both Wall 3-1 n/a 3 Line 6.00 8.00 32.0 32.0 Both wall 3-2 n/a 3 Line 8.00 18.00 24.0 24.0 Both Wall 4-1 n/a 4 Line 4.00 8.00 32.0 32.0 Both Wall 5-2 n/a Line 18.00 24.50 32.0 32.0 Both Wall 5-1 n/a 5 Line 4.00 18.00 32.0 32.0 Both Wall 5-3 n/a 5 Line 24.50 49.67 32.0 32.0 Both Wall B-1 n/a B Line 26.00 40.00 32.0 32.0 Both wall C-1 n/a C Line 0.00 20.75 32.0 32.0 Both Wall C-2 n/a Line 20.75 26.00 32.0 32.0 Both Wall D-1 n/a D Line 38.00 40.00 32.0 32.0 Both Wall E-1 n/a E Line 25.00 38.00 24.0 24.0 Both Wall E-2 n/a E Line 38.00 40.00 32.0 32.0 Both Wali F-1 n/a Line 0.00 4.00 24.0 24.0 Both Wall G-1 n/a G Line 0.00 40.00 32.0 32.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location [ft] [Ibs,plf,psf] Width Dir Element Line Start End Start End [ft] E -W Roof Block 2 1 Line -0.10 4.10 147.9 147.9 E -W Roof Block 2 3 Line -0.10 4.10 147.9 147.9 E -W Roof Block 3 1 Line 48.67 52.67 273.0 273.0 E -W Roof Block 3 5 Line 48.67 52.67 273.0 273.0 E -W R Gable Block 3 1 Line 49.67 49.67 6.6 0.0 E -W L Gable Block 3 1 Line 49.67 51.67 0.0 6.6 E -W R Gable Block 3 5 Line 49.67 51.67 0.0 6.6 E -W L Gable Block 3 5 Line 49.67 49.67 6.6 0.0 E -W Floor F1 n/a 1 Line 0.00 8.00 134.9 134.9 Both Wall 1-1 n/a 1 Line 6.00 49.67 32.0 32.0 E -W Floor F2 n/a 1 Line 8.00 18.00 260.0 260.0 E -W Floor F3 n/a 1 Line 18.00 24.50 247.0 247.0 E -W Floor F4 n/a 1 Line 24.50 51.67 260.0 260.0 Both Wall 2-1 n/a 2 Line 39.67 49.67 24.0 24.0 E -W Floor Fl n/a 3 Line 0.00 8.00 134.9 134.9 Both Wali 3-1 n/a 3 Line 6.00 8.00 32.0 32.0 Both Wall 3-2 n/a 3 Line 8.00 18.00 24.0 24.0 E -W Floor F5 n/a 4 Line 4.00 8.00 91.0 91.0 Both Wall 4-1 n/a 4 Line 4.00 8.00 32.0 32.0 E -W Floor F3 n/a Line 18.00 24.50 247.0 247.0 Both Wall 5-2 n/a Line 18.00 24.50 32.0 32.0 Both Wall 5-1 n/a 5 Line 4.00 18.00 32.0 32.0 E -W Floor F5 n/a 5 Line 4.00 8.00 91.0 91.0 E -W Floor F2 n/a 5 Line 8.00 18.00 260.0 260.0 E -W Floor F4 n/a 5 Line 24.50 51.67 260.0 260.0 Both Wall 5-3 n/a 5 Line 24.50 49.67 32.0 32.0 N -S Roof Block 2 A Line -1.00 21.75 27.3 27.3 N -S Roof Block 2 B Line -1.00 21.75 27.3 27.3 N -S Roof Block 3 G Line -1.00 41.00 26.0 26.0 N -S Roof Block 3 H Line -1.00 41.00 26.0 26.0 N -S L Gable Block 2 A Line 0.00 10.38 34.4 0.0 12 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 BUILDING MASSES (continued) N -S R Gable N -S R Gable N -S L Gable N -S Floor F1 Both Wall B-1 Block 2 A Block 2 B Block 2 B n/a A n/a B N -S Floor F3 n/a B N -S Floor F5 n/a B Both Wall C-1 n/a C Both Wall C-2 n/a N -S Floor F2 n/a N -S Floor F5 n/a D Both Wall D-1 n/a D Both Wall E-1 n/a E Both Wall E-2 n/a E N -S Floor F4 n/a E Both Wall F-1 n/a Both Wall G-1 n/a G N -S Floor F1 n/a H N -S Floor F2 n/a H N -S Floor F3 n/a H N -S Floor F4 n/a H Both Wall 1-1 n/a 1 Both Wall 1-2 n/a 1 Both Wall 2-1 n/a 2 Both Wall 3-1 n/a 3 Both Wall 3-2 n/a 3 Both Wall 4-1 n/a 4 Both Wall 5-2 n/a Both Wall 5-1 n/a 5 Both Wall 5-3 n/a 5 Both Wall A-1 n/a A Both Wall B-2 n/a B Both Wall B-1 n/a Both Wall D-1 n/a D Both Wall E-1 n/a E Both Wall E-2 n/a E Both Wall F-1 n/a F Both Wall H-1 n/a H Line 10.38 20.75 0.0 34.4 Line 0.00 10.38 34.4 0.0 Line 10.38 20.75 0.0 34.4 Line 0.00 20.75 335.9 335.9 Line 26.00 40.00 32.0 32.0 Line 26.00 38.00 309.9 309.9 Line 38.00 40.00 91.0 91.0 Line 0.00 20.75 32.0 32.0 Line 20.75 26.00 32.0 32.0 Line 20.75 26.00 283.9 283.9 Line 38.00 40.00 91.0 91.0 Line 38.00 40.00 32.0 32.0 Line 25.00 38.00 24.0 24.0 Line 38.00 40.00 32.0 32.0 Line 38.00 40.00 176.6 176.6 Line 0.00 4.00 24.0 24.0 Line 0.00 40.00 32.0 32.0 Line 0.00 20.75 335.9 335.9 Line 20.75 26.00 283.9 283.9 Line 26.00 38.00 309.9 309.9 Line 38.00 40.00 176.6 176.6 Line 0.00 27.00 36.0 36.0 Line 27.00 51.67 36.0 36.0 Line 32.67 51.67 27.0 27.0 Line 0.00 8.00 36.0 36.0 Line 8.00 27.00 27.0 27.0 Line 4.00 8.00 36.0 36.0 Line 18.00 24.50 36.0 36.0 Line 4.00 18.00 36.0 36.0 Line 24.50 51.67 36.0 36.0 Line 0.00 20.75 36.0 36.0 Line 26.00 40.00 36.0 36.0 Line 20.75 26.00 36.0 36.0 Line 38.00 40.00 36.0 36.0 Line 26.00 38.00 27.0 27.0 Line 38.00 40.00 36.0 36.0 Line 0.00 20.75 27.0 27.0 Line 0.00 40.00 36.0 36.0 Legend: Force Dir - Direction in which the mass is used for seismic load generation, E -W, N -S, or Both Building element - Roof, gable end, wall or floor area used to generate mass, wall line for user -applied masses, Floor F# - refer to Plan View for floor area number Wall line - Shearline that equivalent line load is assigned to Location - Start and end points of equivalent line load on wall line Trib Width. - Tributary width; for user applied area loads only 13 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 SEISMIC LOADS Level 2 Force Dir Profile Location [ft] Start End Mag [Ibs,plf,psf] Start End E -W Line 3.00 4.00 109.1 109.1 E -W Point 4.00 4.00 90 90 E -W Line 4.00 6.00 121.9 121.9 E -W Point 6.00 6.00 133 133 E -W Line 6.00 8.00 134.7 134.7 E -W Point 8.00 8.00 34 34 E -W Line 8.00 18.00 126.7 126.7 E -W Point 18.00 18.00 13 13 E -W Line 18.00 24.50 121.9 121.9 E -W Point 24.50 24.50 75 75 E -W Line 24.50 39.67 121.9 121.9 E -W Point 28.00 28.00 19 19 E -W Line 39.67 49.67 126.7 126.7 E -W Line 49.67 49.67 121.9 121.9 E -W Point 49.67 49.67 256 256 E -W Line 49.67 50.67 109.1 109.1 N -S Line -1.00 0.00 123.9 123.9 N -S Point 0.00 0.00 279 279 N -S Line 0.00 4.00 141.5 141.5 N -S Line 4.00 20.75 136.7 136.7 N -S Point 15.00 15.00 48 48 N -S Point 20.75 20.75 61 61 N -S Line 20.75 25.00 136.7 136.7 N -S Line 25.00 26.00 141.5 141.5 N -S Point 26.00 26.00 26 26 N -S Line 26.00 38.00 141.5 141.5 N -S Point 38.00 38.00 42 42 N -S Line 38.00 40.00 149.5 149.5 N -S Point 40.00 40.00 251 251 N -S Line 40.00 41.00 123.9 123.9 Level 1 Force Profile Location [ft] Mag [Ibs,plf,psf] Dir Start End Start End E -W Line -0.10 0.00 33.6 33.6 E -W Point 0.00 0.00 125 125 E -W Line 0.00 4.00 72.3 72.3 E -W Point 4.00 4.00 148 148 E -W Line 4.00 4.10 108.4 108.4 E -W Line 4.10 6.00 74.9 74.9 E -W Point 6.00 6.00 75 75 E -W Point 6.00 6.00 1471 1471 E -W Line 6.00 8.00 82.1 82.1 E -W Point 8.00 8.00 41 41 E -W Line 8.00 18.00 80.2 80.2 E -W Point 18.00 18.00 15 15 E -W Line 18.00 24.50 74.5 74.5 E -W Point 24.50 24.50 88 88 E -W Line 24.50 27.00 77.5 77.5 E -W Point 27.00 27.00 64 64 E -W Line 27.00 32.67 74.4 74.4 E -W Point 28.00 28.00 11 11 E -W Line 32.67 39.67 77.5 77.5 E -W Line 39.67 48.67 80.2 80.2 E -W Line 48.67 49.67 142.2 142.2 E -W Line 49.67 49.67 139.4 139.4 E -W Point 49.67 49.67 145 145 E -W Point 49.67 49.67 1723 1723 E -W Line 49.67 51.67 133.7 132.2 E -W Line 51.67 51.67 129.1 129.1 E -W Point 51.67 51.67 163 163 E -W Line 51.67 52.67 61.9 61.9 N -S Line -1.00 0.00 12.1 12.1 N -S Point 0.00 0.00 370 370 N -S Line 0.00 4.00 109.5 112.5 N -S Line 4.00 10.38 109.8 114.6 N -S Line 10.38 20.75 114.6 106.8 14 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 SEISMIC LOADS (continued) N -S Point 15.00 15.00 N -S Point 20.75 20.75 N -S Line 20.75 21.75 N -S Line 21.75 25.00 N -S Line 25.00 26.00 N -S Point 26.00 26.00 N -S Line 26.00 38.00 N -S Point 38.00 38.00 N -S Line 38.00 40.00 N -S Point 40.00 40.00 N -S Line 40.00 41.00 85 125 91.9 85.7 88.5 31 97.4 50 97.5 311 5.9 85 125 91.9 85.7 88.5 31 97.4 50 97.5 311 5.9 Legend: Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. 15 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 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). 16 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N -S Shearlines W Gp For Dir HIV -Cub Int Ext ASD Shear Force [plf] V [lbs] vmax v Int Allowable Shear [plf] Ext Co C Total V [lbs] Crit. Resp. Line 1 Level 2 Lnl, Lev2 4 Both 1.0 378 11.6 10.6 532 0.92 S 487 17384 0.02 Level 1 Lnl, Levl 3 Both 1.0 1163 - 23.4 364 1.00 S 364 18080 0.06 Wall 1-2 3 Both 1.0 531 23.4 23.4 364 1.00 364 8252 0.06 Wall 1-1 3 Both 1.0 632 23.4 23.4 364 1.00 364 9828 0.06 Line 2 Level 2 Ln2, Lev2 3 Both 1.0 665 66.5 66.5 364 1.00 S 364 3640 0.18 Level 1 Ln2, Levl 3 Both 1.0 1816 113.5 113.5 364 1.00 S 364 5824 0.31 Line 3 Level 2 Ln3, Lev2 3 Both 1.0 861 - 86.1 364 1.00 S 364 3640 0.24 Wall 3-2 3 Both 1.0 861 86.1 86.1 364 1.00 364 3640 0.24 Wall 3-1 3 Both 1.0 0 364 1.00 364 - - Level 1 Ln3, Levl 3 Both 1.0 2029 - 88.2 364 1.00 S 364 8372 0.24 Wall 3-1 3 Both 1.0 706 88.2 88.2 364 1.00 364 2912 0.24 wall 3-2 3 Both 1.0 1441 88.2 88.2 364 1.00 364 5460 0.24 Line 5 Level 2 Ln5, Lev2 3 Both 1.0 585 - 22.0 364 0.83 S 304 9703 0.07 Wall 5-1 3 Both 1.0 307 22.0 22.0 364 1.00 364 5096 0.06 Wall 5-3 3 Both 1.0 278 22.0 18.3 364 0.83 304 4607 0.06 Level 1 Ln5, Levl 3 Both 1.0 1662 - 65.1 364 0.71 S 259 9286 0.25 Wall 5-3 3 Both 1.0 750 65.1 46.4 364 0.71 259 4190 0.18 Wall 5-1 3 Both 1.0 912 65.1 65.1 364 1.00 364 5096 0.18 E -W W For HMI -Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V [lbs] vmax v Int Ext Co C Total V [Ibsj Resp. Line A Level 1 LnA, Levl 1 Both 1.0 148 53.9 53.9 686 1.00 S 686 1887 0.08 Line B Level 2 LnB, Lev2 4 Both 1.0 43 10.7 7.1 532 0.67 S 355 2128 0.02 Level 1 LnB, Levl 2 Both 1.0 1.0 2000 333.3 333.3 532 532 1.00 A 1064 6384 0.31 Line C Level 2 LnC, Lev2 4 Both 1.0 639 73.8 59.5 532 0.81 S 429 4609 0.14 Line E LnE, Lev2 3 Both 1.0 781 - 60.1 364 1.00 S 364 4732 0.17 Wall E-2 3 Both 1.0 0 364 1.00 364 - - Wall E-1 3 Both 1.0 781 60.1 60.1 364 1.00 364 4732 0.17 Level 1 LnE, Levl 3 Both 1.0 1979 - 164.9 364 1.00 S 364 4368 0.45 Wall E-1 3 Both 1.0 1979 164.9 164.9 364 1.00 364 4368 0.45 Wall E-2 3 Both 1.0 0 364 1.00 364 - - Line F Level 2 LnF, Lev2 4 Both 1.0 886 221.6 221.6 532 1.00 S 532 2128 0.42 Level 1 LnF, Levl 3 Both 1.0 2236 107.8 107.8 364 1.00 S 364 7553 0.30 Line G Level 2 LnG, Lev2 3 Both 1.0 594 19.6 18.0 364 0.92 S 335 11046 0.05 Line H Level 1 LnH, Levl 3 Both 1.0 1664 137.8 79.2 364 0.57 S 209 4395 0.38 egena: 17 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. H/W-Cub - Fibreboard height -to -width factor from SDPWS table 4.3.4 note 3, or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS egn. 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 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 shear/lila "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. 18 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 HOLD-DOWN DESIGN ( flexible wind design) Level 1 Line- Wall Posit'n Location [ft] X Y Load Case Shear Tensile ASD Holddown Force [lbs] Dead Uplift Cmb'd Cap Hold-down [lbs] Crit Resp. Line 1 1-1 L End 0.00 0.12 Min 213 1143 V Elem 0.00 6.13 Min 85 3153 Refer to upper level 1-1 R End 0.00 26.88 Min 213 2173 1-2 L End 0.00 27.13 Min 214 2057 V Elem 0.00 49.54 Min 85 2937 Refer to upper level 1-2 R End 0.00 51.54 Min 214 1241 Line 2 2-1 L End 15.00 32.79 Min 1082 1082 MSTC48B3 3930 0.28 2-1 L Op 1 15.00 37.04 Min 1013 11 1003 MSTC48B3 3930 0.26 2-1 R Op 1 15.00 40.29 Min 1521 162 1359 MSTC48B3 3930 0.35 V Elem 15.00 49.54 Min 545 78 467 Refer to upper level 2-1 R End 15.00 51.54 Min 1044 61 983 MSTC46B3 3930 0.25 Line 3 3-1 L End 20.75 0.12 Min 820 44 775 STHD14 3815 0.20 V Elem 20.75 6.13 1 16 Refer to upper level 3-1 R End 20.75 7.88 Min 820 63 736 STHD14 3815 0.19 3-2 L End 20.75 8.13 Min 1514 258 1256 STHD14 3815 0.33 V Elem 20.75 17.87 Min 706 78 628 Refer to upper level 3-2 L Op 1 20.75 22.88 Min 807 142 666 STHD14 3815 0.17 3-2 R Op 1 20.75 25.79 1 20 3-2 R End 20.75 26.88 1 7 Line 5 5-1 L End 40.00 4.13 Min 776 1079 5-1 R End 40.00 17.87 Min 776 2041 5-2 L End 38.00 18.13 1 1115 5-2 R End 38.00 24.38 1 1115 5-3 L End 40.00 24.63 Min 574 4223 V Elem 40.00 49.54 Min 149 1418 Refer to upper level 5-3 R End 40.00 51.54 Min 425 1313 Line A A-1 L End 0.12 0.00 1 31 A-1 L Op 1 1.68 0.00 281 A-1 R Op 1 18.13 0.00 Min 568 293 275 STHD14 3815 0.07 A-1 R End 20.63 0.00 Min 568 43 525 STHD14 3815 0.14 Line B B-1 L End 20.68 8.00 1 18 B-1 L Op 1 21.29 8.00 127 B-1 R Op 1 25.54 8.00 125 B-1 R End 25.88 8.00 1 16 B-2 L End 26.13 4.00 Min 3332 347 2984 STHD14RJ 3815 0.78 B-2 L Op 1 28.88 4.00 Min 3272 472 2800 STHD14RJ 3815 0.73 B-2 R Op 1 37.13 4.00 Min 3272 472 2800 STHD14RJ 3815 0.73 B-2 R End 39.88 4.00 Min 3332 347 2984 STHD14RJ 3815 0.78 Line C V Elem 0.12 6.00 Min 487 486 2 Refer to upper level V Elem 20.63 6.00 Min 487 486 2 Refer to upper level V Elem 20.88 6.00 1 123 Refer to upper level V Elem 25.88 6.00 1 123 Refer to upper level Line E V Elem 25.13 24.50 Min 490 101 389 Refer to upper level E-1 L End 26.13 24.50 Min 1516 749 767 MSTC48B3 3930 0.20 E-1 R End 37.88 24.50 Min 2006 850 1156 MSTC48B3 3930 0.29 E-2 L End 38.13 24.50 1 140 E-2 R End 39.88 24.50 1 140 Line F F-1 L End 0.12 27.00 Min 2873 1221 1652 STHD14RJ 3815 0.43 V Elem 3.88 28.00 Min 1891 31 1860 Refer to upper level F-1 R End 20.63 27.00 Min 982 1139 Line G V Elem 0.12 49.67 Min 145 780 Refer to upper level V Elem 39.88 49.67 Min 145 780 Refer to upper level Line H H-1 L End 0.12 51.67 Min 722 1872 H-1 R End 39.88 51.67 Min 722 1872 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force [lbs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down [lbs] Resp. Line 1 1-1 L End 0.00 6.13 Min 85 3153 19 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 N DESIGN( flexible wind design, continued 1-1 Line 2 2-1 2-1 Line 3 R End L End R End 0.00 15.00 15.00 49.54 39.79 49.54 Min Min Min 85 545 545 2937 78 78 468 467 MSTC48B3 MSTC48B3 3930 3930 0.12 0.12 3-1 L End 20.75 6.13 1 16 3-1 R End 20.75 7.88 1 16 3-2 L End 20.75 8.13 Min 706 78 628 MSTC48B3 3930 0.16 3-2 R End 20.75 17.87 Min 706 78 628 MSTC48B3 3930 0.16 Line 5 5-1 L End 40.00 4.13 Min 179 539 5-1 R End 40.00 17.87 Min 179 1021 5-2 L End 38.00 18.13 1 558 5-2 R End 38.00 24.38 1 558 5-3 L End 40.00 24.63 Min 149 2059 5-3 R End 40.00 49.54 Min 149 1418 Line B B-1 L End 26.13 4.00 Min 59 218 B-1 R End 39.88 4.00 Min 59 218 Line C C-1 L End 0.12 6.00 Min 487 486 2 MST37 2710 0.00 C-1 R End 20.63 6.00 Min 487 486 2 MST37 2710 0.00 C-2 L End 20.88 8.00 1 123 C-2 R End 25.88 8.00 1 123 Line E E-1 L End 25.13 24.50 Min 490 101 389 MSTC48B3 3930 0.10 E-1 R End 37.88 24.50 Min 490 101 389 MSTC48B3 3930 0.10 E-2 L End 38.13 24.50 1 16 E-2 R End 39.88 24.50 1 16 Line F F-1 L End 0.12 28.00 Min 1891 31 1860 MSTC48B3 3930 0.47 F-1 R End 3.88 28.00 Min 1891 31 1860 MSTC48B3 3930 0.47 Line G G-1 L End 0.12 49.67 Min 145 780 G-1 R End 39.88 49.67 Min 145 780 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward comer(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5/28.4.4) Hold-down Forces: Shear- Wind shear overtuming 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 overtuming, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force / Allowable ASD tension load Notes: Refer to Shear Results table for perforation factors Go. 20 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 DRAG STRUT FORCES ( flexible wind design Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Load Case Drag Strut Force [lbs] -> <- Line 1 1-2 Left Opening 1 0.00 31.00 1 28 28 1-2 Right Opening 1 0.00 33.00 1 17 17 Line 2 2-1 Left Wall End 15.00 32.67 1 1148 1148 2-1 Left Opening 1 15.00 37.17 1 796 796 2-1 Right Opening 1 15.00 40.17 1 901 901 2-1 Right Wall End 15.00 51.67 1 0 0 Line 3 3-2 Left Opening 1 20.75 23.00 1 1126 1126 Line 5 5-1 Right Wall End 40.00 18.00 1 424 424 5-3 Left Wall End 40.00 24.50 1 197 197 5-3 Left Opening 1 40.00 27.50 1 288 288 5-3 Right Opening 1 40.00 32.50 1 114 114 5-3 Left Opening 2 40.00 41.00 1 371 371 5-3 Right Opening 2 40.00 47.00 1 162 162 Line A A-1 Right Opening 1 18.00 0.00 1 129 129 Line B B-2 Left Wall End 26.00 4.00 1 750 750 B-2 Left Opening 1 29.00 4.00 1 179 179 B-2 Right Opening 1 37.00 4.00 1 1321 1321 Line E E-1 Left Wall End 26.00 24.50 1 1286 1286 Line F F-1 Right Wall End 20.75 27.00 1 1076 1076 Line H H-1 Left Opening 1 3.75 51.67 1 246 246 H-1 Right Opening 1 8.75 51.67 1 116 116 H-1 Left Opening 2 17.25 51.67 1 440 440 H-1 Right Opening 2 25.25 51.67 1 139 139 H-1 Left Opening 3 30.00 51.67 1 172 172 H-1 Right Opening 3 36.00 51.67 1 262 262 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force ribs] Wall or Opening X Y Case -> <- Line 1 1-1 Left Opening 1 0.00 8.50 1 5 5 1-1 Right Opening 1 0.00 10.50 1 14 14 1-1 Left Opening 2 0.00 17.50 1 1 1 1-1 Right Opening 2 0.00 19.50 1 18 18 1-1 Left Opening 3 0.00 22.83 1 11 11 1-1 Right Opening 3 0.00 26.83 1 48 48 Line 2 2-1 Left Wall End 15.00 39.67 1 513 513 2-1 Right Wall End 15.00 49.67 1 0 0 Line 3 3-2 Right Wall End 20.75 18.00 1 624 624 Line 5 5-1 Right Wall End 40.00 18.00 1 128 128 5-3 Left Wall End 40.00 24.50 1 45 45 5-3 Left Opening 1 40.00 28.42 1 71 71 5-3 Right Opening 1 40.00 33.42 1 6 6 5-3 Left Opening 2 40.00 41.00 1 44 44 5-3 Right Opening 2 40.00 46.00 1 33 33 Line B B-1 Left Opening 1 29.00 4.00 1 18 18 B-1 Right Opening 1 37.00 4.00 1 18 18 Line C C-1 Left Opening 1 5.42 6.00 1 193 193 C-1 Right Opening 1 15.42 6.00 1 190 190 C-1 Right Wall End 20.75 6.00 1 0 0 Line E E-1 Left Wall End 25.00 24.50 1 488 488 Line F F-1 Right Wall End 4.00 28.00, 1 798 798 Line G 21 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 DRAG STRUT FORCES ( flexible wind design, continued) G-1 Left Opening 1 G-1 Right Opening 1 G-1 Left Opening 2 G-1 Right Opening 2 4.00 49.67 1 9.00 49.67 1 17.83 49.67 1 19.83 49.67 1 14 14 67 67 37 37 69 69 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise 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 shearline force, includes perforation factor Co. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 22 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 DEFLECTION ( flexible wind design Wall, segment W Gp Dir Srf v pif b ft h ft Bending A Defl sq.in in Shear Defl in Vn lbs Nail slip en in Defl in Hold Deft in Total Defl in Level 1 Line 1 3 1-1 Both Ext 39.0 27.00 9.00 16.5 .000 .004 20 .000 .000 0.01 0.02 1-2 Both Ext 39.0 22.67 9.00 16.5 .000 .004 20 .000 .000 0.02 0.02 Line 2 3 2-1,1 Both 1 189.2 4.50 9.00 16.5 .011 .020 95 .004 .028 0.47 0.52 2-1,2 Both 1 189.2 11.50 9.00 16.5 .004 .020 95 .004 .028 0.18 0.23 Line3 3 3-1 Both Ext 147.0 8.00 9.00 16.5 .005 .016 74 .002 .013 0.25 0.29 3-2,1 Both 1 147.0 15.00 9.00 16.5 .002 .016 74 .002 .013 0.14 0.17 Line 5 3 5-1 Both Ext 108.6 14.00 9.00 16.5 .002 .012 54 .001 .005 0.03 0.04 5-3 Both Ext 108.6 16.17 9.00 16.5 .002 .012 54 .001 .005 0.02 0.04 LineA 1 A-1,2 Both Ext 89.9 2.75 9.00 16.5 .008 .010 22 .000 .000 0.74 0.76 LineB 2 B-2,1 Both Both 555.4 3.00 9.00 16.5 .047 .030 93 .004 .027 0.68 0.78 B-2,2 Both Both 555.4 3.00 9.00 16.5 .047 .030 93 .004 .027 0.68 0.78 LineE 3 E-1 Both 1 274.8 12.00 9.00 16.5 .006 .030 137 .013 .088 0.17 0.30 LineF 3 F-1 W ->E 1 179.6 20.75 9.00 16.5 .002 .019 90 „004 .024 0.10 0.14 E ->W 1 179.6 20.75 9.00 16.5 .002 .019 90 .004 .024 0.02 0.06 Line H 3 H-1 Both Ext 229.7 21.00 9.00 16.5 .003 .025 115 .008 .051 0.02 0.10 Wall, segment W Gp Dir Srf v b h Bending A Defl Shear Defl Vn Nail slip en Defl Hold Defl Total Defl pif ft ft sq.in in in lbs in in in in Level 2 Line 1 4 1-1 Both Ext 19.3 35.67 8.00 16.5 .000 .002 6 .000 .000 0.01 0.01 Line 2 3 2-1 Both 1 110.8 10.00 8.00 16.5 .002 .011 55 .001 .005 0.45 0.46 Line 3 3 3-2 Both 1 143.5 10.00 8.00 16.5 .003 .014 72 .002 .011 0.45 0.47 Line 5 3 5-1 Both Ext 36.6 14.00 8.00 16.5 .000 .004 18 .000 .000 0.02 0.03 5-3 Both Ext 36.6 15.17 8.00 16.5 .000 .004 18 .000 .000 0.02 0.03 Line B 4 8-1 Both Ext 17.8 6.00 8.00 16.5 .001 .002 6 .000 .000 0.05 0.06 Line C 4 C-1 Both Ext 123.0 10.75 8.00 16.5 .002 .012 41 .000 .002 0.41 0.43 Line E 3 E-1 Both 1 100.2 13.00 8.00 16.5 .001 .010 50 .001 .004 0.34 0.36 Line F 4 F-1 Both 1 369.3 4.00 8.00 16.5 .016 .035 123 .009 .056 1.11 1.22 Line G 3 G-1 Both Ext 32.6 33.00 8.00 16.5 .000 .003 16 .000 .000 0.01 0.01 c egena: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B W Gp - Wall design group defined in Sheathing and Materials tables, where it shows associated Standard Wall. Dir- Force direction Sri- 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 23 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 Wall, segment Dir Hold- down Uplift force lbs Elong / Disp Manuf Add in in da in Slippage Pf Ibs da in Shrink da in Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1 S ->N STHD14 -1360 .000* .000 0.000 - - 0.000 0.04 0.04 0.01 N ->S STHD14 -2905 .000* .000 0.000 - - 0.000 0.04 0.04 0.01 1-2 S ->N STHD14RJ -2729 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 N ->S STHD14RJ -1505 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 Line 2 2-1,1 S ->N MSTC48B3 1803 .125* .000 0.125 - - 0.068 0.04 0.23 0.47 N ->S MSTC48B3 1673 .125* .000 0.125 - - 0.068 0.04 0.23 0.47 2-1,2 S ->N MSTC48B3 2293 .125* .000 0.125 - - 0.068 0.04 0.23 0.18 N ->S MSTC48B3 1648 .125* .000 0.125 - - 0.068 0.04 0.23 0.18 Line 3 3-1 S ->N STHD14 1299 .118* .000 0.118 - - 0.068 0.04 0.23 0.25 N ->S STHD14 1241 .118* .000 0.118 - - 0.068 0.04 0.23 0.25 3-2,1 S ->N STHD14 2136 .118* .000 0.118 - - 0.068 0.04 0.23 0.14 N ->S STHD14 1133 .118* .000 0.118 - - 0.068 0.04 0.23 0.14 Line 5 5-1 S ->N STHD14RJ -325 .000* .000 0.000 - - 0.000 0.04 0.04 0.03 N ->S STHD14RJ -1769 .000* .000 0.000 - - 0.000 0.04 0.04 0.03 5-3 S ->N STHD14RJ -5377 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 N ->S STHD14RJ -1261 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 Line A A-1,2 W ->E STHD14 508 .118* .000 0.118 - - 0.068 0.04 0.23 0.74 E ->W STHD14 882 .118* .000 0.118 - - 0.068 0.04 0.23 0.74 Line B B-2,1 W ->E STHD14RJ 5032 .118* .000 0.118 - - 0.068 0.04 0.23 0.68 E ->W STHD14RJ 4746 .118* .000 0.118 - - 0.068 0.04 0.23 0.68 B-2,2 W ->E STHD14RJ 4746 .118* .000 0.118 - - 0.068 0.04 0.23 0.68 E ->W STHD14RJ 5032 .118* .000 0.118 - - 0.068 0.04 0.23 0.68 Line E E-1 W ->E MSTC4883 1403 .125* .000 0.125 - - 0.068 0.04 0.23 0.17 E ->W MSTC48B3 2068 .125* .000 0.125 - - 0.068 0.04 0.23 0.17 Line F F-1 W ->E STHD14RJ 2957 .118* .000 0.118 - - 0.068 0.04 0.23 0.10 E ->W STHD14RJ -72 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 Line H H-1 Both STHD14RJ -1605 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl Ibs in in in Ibs in in in in in Level 2 Line 1 1-1 S ->N MST37 -4587 .000* .000 0.000 - - 0.000 0.04 0.04 0.01 N ->S MST37 -4262 .000* .000 0.000 - - 0.000 0.04 0.04 0.01 Line 2 2-1 Both MSTC48B3 792 .125* .000 0.125 - - 0.391 0.04 0.56 0.45 Line 3 3-2 Both MSTC48B3 1060 .125* .000 0.125 - - 0.391 0.04 0.56 0.45 Line 5 5-1 S ->N MST37 -511 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 N ->S MST37 -1233 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 5-3 S ->N MST37 -2840 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 N ->S MST37 -1878 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 Line B B-1 Both MST37 -228 .000* .000 0.000 - - 0.000 0.04 0.04 0.05 Line C C-1 Both MST37 84 .125* .000 0.125 - - 0.391 0.04 0.56 0.41 Line E E-1 Both MSTC48B3 665 .125* .000 0.125 - - 0.391 0.04 0.56 0.34 Line F F-1 Both MSTC48B3 3105 .125* .000 0.125 - - 0.391 0.04 0.56 1.11 Line G G-1 Both MSTC48B3 -928 .000* .000 0.000 - - 0.000 0.04 0.04 0.01 Legend: Wall, segment- Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 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 24 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / ( Ab x Es ); Ab - bolt cross-sectional area; Es = steel modulus = 29000000 psi; L = Lb - Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = Unfactored uplift force P / number of fasteners Bolts: = Pf/(270,000 D^1.5) (NDS 10.3.6) ; D = bolt diameter Nails: = en, fromSDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (19% fabrication - 10% in-service moisture contents) x Ls Ls = Perp. -to -grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra - 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl - Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table 25 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 Out -of -plane Wind Design COMPONENTS AND CLADDING by SHEARLINE Line North-South Shearlines Lev Grp Sheathing [psf] Force Cap Force/ Cap Force End Fastener Withdrawal (lbs] Cap Force/Cap Int End Int Service Cond Factors Temp Moist 1 1 3 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 2 4 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 3 1 3 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 4 1 1 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 2 4 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 5 1 3 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 2 3 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 East-West Sheathing (psf] Fastener Withdrawal [lbs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 B 1 2 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 3 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 2 4 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 C 2 4 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 3 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 D 1 3 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 2 4 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 G 2 3 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 H 1 3 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 Legend: Grp - Wall Design Group ( results for all design groups for rigid, flexible design listed for each wall ) Sheathing: Force - C&C end zone exterior pressures using negative (suction) coefficient in ASCE 7 Figure 30.4-1 added to interior pressure using coefficients from Table 26.11-1 Cap - Out -of -plane capacity of exterior sheathing from SDPWS Table 3.21, factored for ASD and load duration, and assuming continuous over 2 spans Fastener Withdrawal: Force - Force tributary to each nail in end zone and interior zone Cap - Factored withdrawal capacity of individual nail according to NDS 11.2-3 26 WoodWorks® ShearwalIs 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass [lbs] Area [sq.ft] Story Shear [lbs] E -W NS Diaphragm Force Fpx [lbs] E -W N -S 2 32655 1751.3 6528 6528 6528 6528 1 45149 1955.8 5123 5123 8789 8789 All 77803 - 11651 11651 - - Legend: Building mass - Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.&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 = 0.97; Ev = 0.195 D unfactored; 0.136 D factored; total dead load factor. 0.6 - 0.136 = 0.464 tension, 1.0 + 0.136 = 1.136 compression. 27 WoodWorks® Shea rwaIIs 2016-s7-stevens.wsw Nov. 12, 2096 15:17:52 ign NS Shearlines W Gp For Dir HM -Cub Int Ext ASD Shear Force [plf] V [lbs] vmax v Int Allowable Shear [plf] Ext Co C Total V [lbs] Crit. Resp. Line 1 Level 2 Lnl, Lev2 4 Both .63 1011 31.0 28.4 238 0.92 S 218 7761 0.13 Level 1 Lnl, Levl 3 Both .89 1865 - 39.6 231 1.00 S 231 11479 0.17 Wall 1-2 3 Both .89 797 35.2 35.2 231 1.00 231 5239 0.15 Wall 1-1 3 Both 1.0 1068 39.6 39.6 260 1.00 260 7020 0.15 Line 2 Level 2 Ln2, Lev2 3 Both 1.0 1028 102.8 102.8 260 1.00 S 260 2600 0.40 Level 1 Ln2, Levl 3 Both 1.0 1900 118.7 118.7 260 1.00 S 260 4160 0.46 Line 3 Level 2 Ln3, Lev2 3 Both 1.0 1275 - 127.5 260 1.00 S 260 2600 0.49 Wall 3-2 3 Both 1.0 1275 127.5 127.5 260 1.00 260 2600 0.49 Wall 3-1 3 Both 1.0 0 260 1.00 260 - - Level 1 Ln3, Levl 3 Both 1.0 2225 - 96.7 260 1.00 S 260 5980 0.37 Wall 3-1 3 Both 1.0 774 96.7 96.7 260 1.00 260 2080 0.37 Wall 3-2 3 Both 1.0 1580 96.7 96.7 260 1.00 260 3900 0.37 Line 5 Level 2 Ln5, Lev2 3 Both 1.0 1255 - 49.0 260 1.00 S 260 6931 0.19 Wall 5-1 3 Both 1.0 686 49.0 49.0 260 1.00 260 3640 0.19 Wall 5-3 3 Both .92 569 45.0 37.5 239 0.83 199 3019 0.19 Level 1 Ln5, Levl 3 Both .67 2166 - 99.9 173 0.71 S 123 4422 0.81 Wall 5-3 3 Both .67 767 66.6 47.4 173 0.71 123 1995 0.38 Wall 5-1 3 Both 1.0 1399 99.9 99.9 260 1.00 260 3640 0.38 E -W W For HIW-Cub ASD Shear Force [plf] Allowable Shear [pIf] Crit. Shearlines Gp Dir Int Ext V [lbs] vmax v Int Ext Co C Total V [lbs] Resp. Line A Level 1 LnA, Levl 1 Both .61 191 69.6 69.6 299 1.00 S 299 823 0.23 Line B Level 2 LnB, Lev2 4 Both .75 224 56.1 37.4 285 0.67 S 190 1140 0.20 Level 1 LnB, Levl 2^ Both .67 .67 2002 333.6 333.6 253 253 1.00 A 507 3040 0.66 Line C Level 2 LnC, Lev2 4 Both 1.0 1030 118.9 95.8 380 0.81 S 306 3292 0.31 Line E LnE, Lev2 3 Both 1.0 1014 - 78.0 260 1.00 S 260 3380 0.30 Wall E-2 3 Both 1.0 0 260 1.00 260 - - Wall E-1 3 Both 1.0 1014 78.0 78.0 260 1.00 260 3380 0.30 Level 1 LnE, Levl 3 Both 1.0 1815 - 151.3 260 1.00 S 260 3120 0.58 Wall E-1 3 Both 1.0 1815 151.3 151.3 260 1.00 260 3120 0.58 Wall E-2 3 Both 1.0 0 260 1.00 260 - - Line F Level 2 LnF, Lev2 4^ Both 1.0 1095 273.9 273.9 380 1.00 S 380 1520 0.72 Level 1 LnE, Levl 3 Both 1.0 1992 96.0 96.0 260 1.00 S 260 5395 0.37 Line G Level 2 LnG, Lev2 3 Both 1.0 1206 39.8 36.6 260 0.92 S 239 7890 0.15 Line H Level 1 LnH, Levl 3^ Both .83 2155 178.5 102.6 217 0.57 S 125 2616 0.82 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir- Direction of seismic force along sheadine. 28 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 H/W-Cub — Height -to -width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int. and ext. unit shear capacity inc. perforation factor. V — For wall: combined shear capacity. For shearline: sum of all wall capacities on line. Crit Resp — Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. "W' indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 29 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 -DOWN DESIGN( flexible seismic design Level 1 Line- Wall Posit'n Location [ft] X Y Shear Tensile ASD Holddown Force [lbs] Dead Ev Cmb'd Cap Hold-down [lbs] Crit Resp. Line 1 1-1 L End 0.00 0.12 359 1143 V Elem 0.00 6.13 228 3153 Refer to upper level 1-1 R End 0.00 26.88 359 2173 1-2 L End 0.00 27.13 321 2057 1-1 I Op 4 0.00 30.75 31 31 1-1 I Op 4 0.00 33.00 31 31 V Elem 0.00 49.54 228 2937 Refer to upper level 1-2 R End 0.00 51.54 321 1241 Line 2 2-1 L End 15.00 32.79 1131 1131 MSTC48B3 3930 0.29 2-1 L Op 1 15.00 37.04 1026 11 2 1018 MSTC48B3 3930 0.26 2-1 R Op 1 15.00 40.29 1830 162 37 1705 MSTC48B3 3930 0.43 V Elem 15.00 49.54 843 78 18 783 Refer to upper level 2-1 R End 15.00 51.54 1092 61 14 1045 MSTC48B3 3930 0.27 Line 3 3-1 L End 20.75 0.12 899 44 10 864 STHD14 3815 0.23 V Elem 20.75 6.13 16 Refer to upper level 3-1 R End 20.75 7.88 899 83 19 834 STHD14 3815 0.22 3-2 L End 20.75 8.13 1931 258 59 1732 STHD14 3815 0.45 V Elem 20.75 17.87 1046 78 18 986 Refer to upper level 3-2 L Op 1 20.75 22.88 885 142 32 776 STHD14 3815 0.20 3-2 R Op 1 20.75 25.79 20 3-2 R End 20.75 26.88 7 Line 5 5-1 L End 40.00 4.13 1315 1079 245 481 STHD14RJ 3815 0.13 5-1 R End 40.00 17.87 1315 2041 5-2 L End 38.00 18.13 1115 5-2 R End 38.00 24.38 1115 5-3 L End 40.00 24.63 740 4223 5-3 I Op 1 40.00 27.25 37 37 5-3 I Op 1 40.00 32.50 5 5 5-3 I Op 3 40.00 40.75 4 4 5-3 I Op 3 40.00 47.00 40 40 V Elem 40.00 49.54 305 1418 Refer to upper level 5-3 R End 40.00 51.54 435 1313 Line A A-1 L End 0.12 0.00 31 A-1 L Op 1 1.88 0.00 281 A-1 R Op 1 18.13 0.00 732 293 66 506 STHD14 3815 0.13 A-1 R End 20.63 0.00 732 43 10 699 STHD14 3815 0.18 Line B B-1 L End 20.88 8.00 18 B-1 L Op 1 21.29 8.00 127 B-1 R Op 1 25.54 8.00 125 B-1 R End 25.88 8.00 16 8-2 L End 26.13 4.00 3588 347 79 3320 STHD14RJ 3815 0.87 B-2 L Op 1 28.88 4.00 3276 472 107 2911 STHD14RJ 3815 0.76 B-2 R Op 1 37.13 4.00 3276 472 107 2911 STHD14RJ 3815 0.76 B-2 R End 39.88 4.00 3588 347 79 3320 STHD14RJ 3815 0.87 Line C V Elem 0.12 6.00 785 486 110 409 Refer to upper level V Elem 20.63 6.00 785 486 110 409 Refer to upper level V Elem 20.88 6.00 123 Refer to upper level V Elem 25.88 6.00 123 Refer to upper level Line E V Elem 25.13 24.50 636 101 23 558 Refer to upper level E-1 L End 26.13 24.50 1390 749 170 812 MSTC48B3 3930 0.21 E-1 R End 37.88 24.50 2026 850 193 1369 MSTC48B3 3930 0.35 E-2 L End 38.13 24.50 140 E-2 R End 39.88 24.50 140 Line F F-1 L End 0.12 27.00 3212 1221 277 2268 STHD14RJ 3815 0.59 V Elem 3.88 28.00 2337 31 7 2313 Refer to upper level F-1 R End 20.63 27.00 875 1139 Line G V Elem 0.12 49.67 295 780 Refer to upper level V Elem 39.88 49.67 295 780 Refer to upper level Line H 9-1 L End 0.12 51.67 935 1872 9-1 R End 39.88 51.67 935 1872 30 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 HOLD-DOWN DESIGN ( flexible seismic design, continued Level 2 Line- Wall Posit'n Location [ft] X Y Shear Tensile ASD Holddown Force [lbs] Dead Ev Cmb'd Hold-down Cap [lbs] Crit Resp. Line 1 1-1 L End 0.00 6.13 228 3153 1-1 R End 0.00 49.54 228 2937 Line 2 2-1 L End 15.00 39.79 843 78 18 783 MSTC48B3 3930 0.20 2-1 R End 15.00 49.54 843 78 18 783 MSTC48B3 3930 0.20 Line 3 3-1 L End 20.75 6.13 16 3-1 R End 20.75 7.68 16 3-2 L End 20.75 8.13 1046 78 18 986 MSTC48B3 3930 0.25 3-2 R End 20.75 17.87 1046 78 18 986 MSTC48B3 3930 0.25 Line 5 5-1 L End 40.00 4.13 399 539 5-1 R End 40.00 17.87 399 1021 5-2 L End 38.00 18.13 558 5-2 R End 38.00 24.38 558 5-3 L End 40.00 24.63 305 2059 5-3 R End 40.00 49.54 305 1418 Line B B-1 L End 26.13 4.00 312 218 50 143 MST37 2710 0.05 B-1 R End 39.88 4.00 312 218 50 143 MST37 2710 0.05 Line C C-1 L End 0.12 6.00 785 486 110 409 MST37 2710 0.15 C-1 R End 20.63 6.00 785 486 110 409 MST37 2710 0.15 C-2 L End 20.88 8.00 123 C-2 R End 25.88 8.00 123 Line E E-1 L End 25.13 24.50 636 101 23 558 MSTC48B3 3930 0.14 E-1 R End 37.88 24.50 636 101 23 558 MSTC48B3 3930 0.14 E-2 L End 38.13 24.50 16 E-2 R End 39.88 24.50 16 Line F F-1 L End 0.12 28.00 2337 31 7 2313 MSTC48B3 3930 0.59 F-1 R End 3.88 28.00 2337 31 7 2313 MSTC48B3 3930 0.59 Line G G-1 L End 0.12 49.67 295 780 G-1 R End 39.88 49.67 295 780 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 = 0.227 x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of ASD -factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force/Allowable ASD tension load Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for perforation factors Co. Shearwalls does not check for either plan or vertical structural irregularities. 31 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 DRAG STRUT FORCES ( flexible seismic design Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Drag Strut Force [Ms] -> <- Line 1 1-2 Left Opening 1 0.00 31.00 90 90 1-2 Right Opening 1 0.00 33.00 17 17 Line 2 2-1 Left Wall End 15.00 32.67 1201 1201 2-1 Left Opening 1 15.00 37.17 832 832 2-1 Right Opening 1 15.00 40.17 942 942 2-1 Right Wall End 15.00 51.67 0 0 Line 3 3-2 Left Opening 1 20.75 23.00 1234 1234 Line 5 5-1 Right Wall End 40.00 18.00 763 763 5-3 Left Wall End 40.00 24.50 468 468 5-3 Left Opening 1 40.00 27.50 531 531 5-3 Right Opening 1 40.00 32.50 304 304 5-3 Left Opening 2 40.00 41.00 484 484 5-3 Right Opening 2 40.00 47.00 212 212 Line A A-1 Right Opening 1 18.00 0.00 166 166 Line B B-2 Left Wall End 26.00 4.00 751 751 B-2 Left Opening 1 29.00 4.00 179 179 B-2 Right Opening 1 37.00 4.00 1323 1323 Line E E-1 Left Wall End 26.00 24.50 1180 1180 Line F F-1 Right Wall End 20.75 27.00 959 959 Line H 8-1 Left Opening 1 3.75 51.67 318 318 H-1 Right Opening 1 8.75 51.67 151 151 H-1 Left Opening 2 17.25 51.67 570 570 H-1 Right Opening 2 25.25 51.67 180 180 H-1 Left Opening 3 30.00 51.67 223 223 H-1 Right Opening 3 36.00 51.67 339 339 Level 2 Drag Strut Line- Position on Wall Location [ft] Force Ps] Wall or Opening X Y -> <- Line 1 1-1 Left Opening 1 0.00 8.50 14 14 1-1 Right Opening 1 0.00 10.50 36 36 1-1 Left Opening 2 0.00 17.50 3 3 1-1 Right Opening 2 0.00 19.50 47 47 1-1 Left Opening 3 0.00 22.83 28 28 1-1 Right Opening 3 0.00 26.83 129 129 Line 2 2-1 Left Wall End 15.00 39.67 793 793 2-1 Right Wall End 15.00 49.67 0 0 Line 3 3-2 Right Wall End 20.75 18.00 924 924 Line 5 5-1 Right Wall End 40.00 18.00 301 301 5-3 Left Wall End 40.00 24.50 123 123 5-3 Left Opening 1 40.00 28.42 170 170 5-3 Right Opening 1 40.00 33.42 5 5 5-3 Left Opening 2 40.00 41.00 96 96 5-3 Right Opening 2 40.00 46.00 68 68 Line B B-1 Left Opening 1 29.00 4.00 96 96 B-1 Right Opening 1 37.00 4.00 96 96 Line C C-1 Left Opening 1 5.42 6.00 310 310 C-1 Right Opening 1 15.42 6.00 306 306 Line E E-1 Left Wall End 25.00 24.50 634 634 Line F F-1 Right Wall End 4.00 28.00 986 986 Line G G-1 Left Opening 1 4.00 49.67 28 28 32 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 DRAG STRUT FORCES ( flexible seismic design, continued) G-1 Right Opening 1 G-1 Left Opening 2 G-1 Right Opening 2 9.00 17.83 19.83 49.67 49.67 49.67 136 75 140 136 75 140 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored sheariine 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 33 WoodWorks® Shearwalls 2016-x7-stevens.wsw Nov. 12, 2016 15:17:52 DEFLECTION ( flexible seismic design Wall, segment W Gp Dir Srf v plf b ft h ft Bending A Defl sq.in in Shear Defl in Vn lbs Nail slip en in Defl in Hold Defl in Total Defl in Level 1 Line 1 3 1-1 Both Ext 56.5 27.00 9.00 16.5 .001 .006 28 .000 .001 0.01 0.02 1-2 Both Ext 50.2 22.67 9.00 16.5 .001 .005 25 .000 .001 0.00 0.01 Line2 3 2-1,1 Both 1 169.6 4.50 9.00 16.5 .010 .018 85 .003 .020 0.47 0.51 2-1,2 Both 1 169.6 11.50 9.00 16.5 .004 .018 85 .003 .020 0.18 0.22 Line3 3 3-1 Both Ext 138.2 8.00 9.00 16.5 .004 .015 69 .002 .011 0.25 0.28 3-2,1 Both 1 138.2 15.00 9.00 16.5 .002 .015 69 .002 .011 0.14 0.16 Line5 3 5-1 S ->N Ext 142.8 14.00 9.00 16.5 .003 .015 71 .002 .012 0.14 0.18 N ->S Ext 142.8 14.00 9.00 16.5 .003 .015 71 .002 .012 0.03 0.06 5-3 Both Ext 95.2 16.17 9.00 16.5 .001 .010 48 .001 .004 0.00 0.02 LineA 1 A-1,2 Both Ext 99.4 2.75 9.00 16.5 .009 .011 25 .000 .001 0.74 0.76 Line B 2 8-2,1 Both Both 476.6 3.00 9.00 16.5 .040 .026 79 .002 .017 0.68 0.76 B-2,2 Both Both 476.6 3.00 9.00 16.5 .040 .026 79 .002 .017 0.68 0.76 Line E 3 E-1 Both 1 216.1 12.00 9.00 16.5 .005 .023 108 .006 .042 0.17 0.24 Line F 3 F-1 W ->E 1 137.2 20.75 9.00 16.5 .002 .015 69 .002 .011 0.10 0.13 E ->W 1 137.2 20.75 9.00 16.5 .002 .015 69 .002 .011 0.02 0.04 Line H 3 11-1 Both Ext 255.0 21.00 9.00 16.5 .003 .027 127 .010 .070 0.02 0.12 WaII, segment W Gp Dir Srf v b h Bending A Defl Shear Defl Vn Nail slip en Defl Hold Defl Total Defl plf ft ft sq.in in in lbs in in in in Level 2 Line 1 4 1-1 Both Ext 44.2 35.67 8.00 16.5 .000 .004 15 .000 .000 0.01 0.01 Line2 3 2-1 Both 1 146.9 10.00 8.00 16.5 .003 .014 73 .002 .012 0.45 0.47 Line 3 3 3-2 Both 1 182.1 10.00 8.00 16.5 .003 .017 91 .004 .022 0.45 0.49 Line 5 3 5-1 Both Ext 70.0 14.00 8.00 16.5 .001 .007 35 .000 .001 0.02 0.03 5-3 Both Ext 64.2 15.17 8.00 16.5 .001 .006 32 .000 .001 0.02 0.03 Line B 4 8-1 Both Ext 80.2 6.00 8.00 16.5 .002 .008 27 .000 .001 0.74 0.75 LineC 4 C-1 Both Ext 169.8 10.75 8.00 16.5 .003 .016 57 .001 .005 0.41 0.44 Line E 3 E-1 Both 1 111.4 13.00 8.00 16.5 .002 .011 56 .001 .005 0.34 0.36 Line F 4 F-1 Both 1 391.2 4.00 8.00 16.5 .017 .037 130 .011 .066 1.11 1.23 Line G 3 G-1 Both Ext 56.8 33.00 8.00 16.5 .000 .005 28 .000 .001 0.01 0.02 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B W Gp - Wall design group, refer to Sheathing and Framing Materials Dir - Force direction Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - Unfactored (strength -level) shear force per unit foot on wall segment = ASD force/0.70 b - Width of wall segment between openings h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh03 / 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 dell = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1 34 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 Wall, segment Dir Hold- down Uplift force lbs Elong /Disp Manuf Add in in da in Slippage Pf lbs da in Shrink da in Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1 S ->N STHD14 -830 .000* .000 0.000 - - 0.000 0.04 0.04 0.01 N ->S STHD14 -2041 .000* .000 0.000 - - 0.000 0.04 0.04 0.01 1-2 S ->N STHD14RJ -1959 .000* .000 0.000 - - 0.000 0.00 0.00 0.00 N ->S STHD14RJ -1000 .000* .000 0.000 - - 0.000 0.00 0.00 0.00 Line 2 2-1,1 S ->N MSTC48B3 1616 .125* .000 0.125 - - 0.068 0.04 0.23 0.47 N ->S MSTC48B3 1453 .125* .000 0.125 - - 0.068 0.04 0.23 0.47 2-1,2 S ->N MSTC48B3 2424 .125* .000 0.125 - - 0.068 0.04 0.23 0.18 N ->S MSTC48B3 1488 .125* .000 0.125 - - 0.068 0.04 0.23 0.18 Line 3 3-1 S ->N STHD14 1231 .118* .000 0.118 - - 0.068 0.04 0.23 0.25 N ->S STHD14 1186 .118* .000 0.118 - - 0.068 0.04 0.23 0.25 3-2,1 S ->N STHD14 2456 .118* .000 0.118 - - 0.068 0.04 0.23 0.14 N ->S STHD14 1098 .118* .000 0.118 - - 0.068 0.04 0.23 0.14 Line5 5-1 S ->N STHD14RJ 611 .118* .000 0.118 - - 0.068 0.04 0.23 0.14 N ->S STHD14RJ -521 .000* .000 0.000 - - 0.000 0.04 0.04 0.03 5-3 S ->N STHD14RJ -3907 .000* .000 0.000 - - 0.000 0.00 0.00 0.00 N ->S STHD14RJ -922 .000* .000 0.000 - - 0.000 0.00 0.00 0.00 Line A A-1,2 W ->E STHD14 702 .118* .000 0.118 - - 0.068 0.04 0.23 0.74 E ->W STHD14 996 .118* .000 0.118 - - 0.068 0.04 0.23 0.74 Line B B-2,1 W ->E STHD14RJ 4718 .118* .000 0.118 - - 0.068 0.04 0.23 0.68 E ->W STHD14RJ 4125 .118* .000 0.118 - - 0.068 0.04 0.23 0.68 B-2,2 W ->E STHD14RJ 4125 .118* .000 0.118 - - 0.068 0.04 0.23 0.68 E ->W STHD14RJ 4718 .118* .000 0.118 - - 0.068 0.04 0.23 0.68 Line E E-1 W ->E MSTC48B3 1106 .125* .000 0.125 - - 0.068 0.04 0.23 0.17 E ->W MSTC4883 1895 .125* .000 0.125 - - 0.068 0.04 0.23 0.17 Line F F-1 W ->E STHD14RJ 3153 .118* .000 0.118 - - 0.068 0.04 0.23 0.10 E ->W STHD14RJ -89 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 Line H H-1 Both STHD14RJ -865 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 Wall, segment Dir Hold- down Uplift force Elong 1 Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl lbs in in in lbs in in in in in Level 2 Line 1 1-1 S ->N MST37 -3380 .000* .000 0.000 - - 0.000 0.04 0.04 0.01 N ->S MST37 -3126 .000* .000 0.000 - - 0.000 0.04 0.04 0.01 Line 2 2-1 Both MSTC48B3 1113 .125* .000 0.125 - - 0.391 0.04 0.56 0.45 Line 3 3-2 Both MSTC48B3 1403 .125* .000 0.125 - - 0.391 0.04 0.56 0.45 Line 5 5-1 S ->N MST37 -64 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 N ->S MST37 -629 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 5-3 S ->N MST37 -1985 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 N ->S MST37 -1230 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 Line B B-1 Both MST37 189 .125* .000 0.125 - - 0.391 0.04 0.56 0.74 Line C C-1 Both MST37 550 .125* .000 0.125 - - 0.391 0.04 0.56 0.41 Line E E-1 Both MSTC48B3 789 .125* .000 0.125 - - 0.391 0.04 0.56 0.34 Line F F-1 Both MSTC48B3 3302 .125* .000 0.125 - - 0.391 0.04 0.56 1.11 Line G G-1 Both MSTC48B3 -496 .000* .000 0.000 - - 0.000 0.04 0.04 0.01 Legend: Wall, segment - Wall and segment between openings, e.g. B-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 35 WoodWorks® Shearwalls 2016-s7-stevens.wsw Nov. 12, 2016 15:17:52 Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / ( Ab x Es ); Ab — bolt cross-sectional area; Es = steel modulus = 29000000 psi; L = Lb — Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage — Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = Unfactored uplift force P / number of fasteners Bolts: = Pf / (270,000 D^1.5) (NDS 10.3.6) ; D = bolt diameter Nails: = en, fromSDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (19% fabrication — 10% in-service moisture contents) x Ls Ls = Perp. -to -grain length between fasteners subject to shrinkage, shown in Storey information table Crush + Extra — 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl— Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table 36 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 2016-s7-stevens.wsw Level 1 of 2 tNi 33.6 - 50.1 WoodWorks® Shearwalls 10.42 50.1 - 33.6 74.3 .. —r - — c t ?N.."."J �sww�w tea - +v..w. r.iw. 110____.„ H`1 < > F-1 1 u 5.' 57.3 - 83.7 Factored sheartine force (lbs) Factored holddown force (bs) C Compression force exists 1 Vertical element required Loads.t'gown: W; orces: 00W + 0.6®. 4444 — 10' 83.7 57.3 B-1 �< < c Fr ■EEMBIZIERNSMENNESSMS1 1287 B-2 .0 D-1 0115666592ff 8130113=1- 66.5 66.5 5.1 128.0 Unfactored applied shear load (plf) Unfactored dead Toad (plf,lbs) Unfactored uplift wind load (plf,lbs) Applied point load or discontinuous sheartine force (lbs) 15' 20' 25' 30' 35' 40' Nov. 10, 2016 18:10:43 65' 60' 55' 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -15' -20' Orangg'= Selerg®d wall(45' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 2016-s7-stevens.wsw Level 2 of 2 51.3 - 51.9 0 WoodWorks® Shearwalls 10.42 18.4 - 61.4 61.4 - 22.7 39.0 - 34.7 2.1 - 0.0 Nov. 10, 2016 18:10:43 65' 60' 0 0 Factored shearline force (Ibs) Factored holddown force (lbs) ° C-10Compreeion force:exists 5' Vertical element required Loads Shown: W; Forces: 0.6W + 0.6D. 51.6 - 50.9 Unfactored applied shear load (pif) Unfactored dead Toad (plf,lbs) Unfetored ugtjt wind 10151 (plf,lbs)30' 35' 40' 45' Applied point load or discontinuous shearline force (Ibs) Orange = Selected wall(s) 55' 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -15' 50' 55' Project: 2016-S7-STEVENS Location: BEDROOM #2 WINDOW HDR Roof Beam (2015 International Budding Code(2012 NDS)] 3.5 IN x 5.5 IN x 5.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 185.0% Controlling Factor: Moment PEFLECTIONS Center Live Load 0.03 IN L/2154 Dead Load 0.02 in Total Load 0.05 IN 01283 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length 9 j3 313 Ib 313 Ib 212 Ib 212 Ib 525 Ib 525 Ib 0.37 in 0.37 in BEAM DATA Span Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp.1 to Grain: Base Values Adjusted Fb = 850 psi Fb' = 1271 psi Cd=1.15 CF=1.30 Fv = 150 psi Fv' = 173 psi Cd=1.15 E = 1300 ksi E = 1300 ksi Fc -1= 405 psi Fc - = 405 psi Controlling Moment 656 ft -lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -525 Ib At support. Created by combining all dead and Live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read Provided 6.19 in3 17.65 in3 4.56 in2 19.25 in2 6.81 in4 48.53 in4 656 ft -lb 1869 ft -Ib -5251b 2214 Ib Bruce S MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.2.5 10/19/2016 8:52:06 AM page LOADING DIAGRAM ROOF LOADING Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Side Two: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = 25 psf 15 psf 3 ft 25 psf 15 psf 2 ft Wall Load: WALL = 0 Plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5 ft Beam Self Weight: BSW = 4 plf Beam Uniform Live Load: wL = 125 pit Beam Uniform Dead Load: wD_adj = 85 plf Total Uniform Load: wT = 210 Of NOTES Project: 2016-S7-STEVENS Location: CRAWL SPACE FTG. PADS #1 Footing [2015 International Building Code(2012 NDS)] Footing Size: 2.0 FT x 2.0 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. EMI / (3) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf Pc = 2500 psi Fy = 40000 psi c= 3 in FOOTING SIZE Width: W = 2 ft Length: L = 2 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Wood m = 4 in n= bin FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear. Bending Calculations: Factored Moment: Mu = Nominal Moment Strength: Mn = Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.46 in Steel Required Based on Moment: As(1) = 0.07 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI -10.5.4): As(2) = 0.48 in2 Controlling Reinforcing Steel: As-reqd = 0.48 in2 Selected Reinforcement: #4's @ 8.0 in. o.c. e/w (3) Min. Reinforcement Area Provided: As = 0.59 in2 Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. Qu = Qe = Areq = A= 860 psf 1375 psf 2.5 sf 4.00 sf Bear = 5118 Ib Bear -A = 66300 Ib Vu1 = Vc1 = Bo = Vu2 = vc2-a = vc2-b = vc2-c = vc2 = 1226 lb 11250 Ib 45 in 4003 Ib 49219 Ib 79688 Ib 42188 Ib 42188 Ib 15355 in -Ib 127575 in -Ib Ld = Ld-sup = 15 in 9 in Bruce S MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.2.5 10/19/2016 8:52:07 AM Page /of FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: PL = 2482 Ib PD = 956 Ib PT = 3438 Ib Pu = 5118 Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 322 Ib NOTES Project: 2016-S7-STEVENS Location: CRAWL SPACE PAD #2 Footing [2015 International Building Code(2012 NOS)] Footing Size: 2.0 FT x 2.0 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. ENV / (3) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf Pc = 2500 psi Fy = 40000 psi c= 3 in FOOTING SIZE Width: W = 2 ft Length: L = 2 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Wood m = 6 in n= bin FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear. Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Mu = Nominal Moment Strength: Mn = Reinforcement Calculations: Concrete Compressive Block Depth: a = Steel Required Based on Moment: As(1) = Min. Code Req'd Reinf. Shrink./Temp. (ACI -10.5.4): As(2) = Qu = Qe = Areq = A= 926 psf 1375 psf 2.69 sf 4.00 sf Bear = 5334 Ib Bear -A = 99450 Ib Vu1 = Vc1 = Bo = Vu2 = vc2-a = vc2-b = vc2-c = vc2 = 1278 Ib 11250 Ib 49 in 3944 Ib 68906 Ib 81563 ib 45938 Ib 45938 Ib 16002 in -Ib 127575 in -Ib 0.46 in 0.07 in2 0.48 in2 Controlling Reinforcing Steel: As-reqd = 0.48 in2 Selected Reinforcement: #4's @ 8.0 in. o.c. e/w (3) Min. Reinforcement Area Provided: As = 0.59 in2 Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. Ld = Ld-sup = 15 in 9 in Bruce S MacVeigh, PE 14245 59th Avenue South >�w:• Tukwila, Washington 98168 StruCalc Version 9.0.2.5 10/19/2016 8:52:08 AM page FOOTING LOADING Live Load: PL = 2220 Ib Dead Load: PD = 1485 Ib Total Load: PT = 3705 Ib Ultimate Factored Load: Pu = 5334 Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 322 Ib NOTES Project: 2016-S7-STEVENS Location: CRAWL SPACE PAD #3 Footing [2015 International Building Code(2012 NDS)) Footing Size: 3.0 FT x 3.0 FT x 10.00 IN Reinforcement: #4 Bars © 9.00 IN. O.C. EMI/ (4) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover. Qs = 1500 psf Pc = 2500 psi Fy = 40000 psi c= 3 in FOOTING SIZE Width: W = 3 ft Length: L = 3 ft Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Wood m = 4 in n= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear. Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Mu = Nominal Moment Strength: Mn = Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.41 in Steel Required Based on Moment: As(1) = 0.31 in2 Min. Code Req'd Reinf. Shrink./Temp. (ACI -10.5.4): As(2) = 0.72 in2 Controlling Reinforcing Steel: As-reqd = 0.72 in2 Selected Reinforcement: #4's @ 9.0 in. o.c. eMr (4) Min. Reinforcement Area Provided: As = 0.79 in2 Qu = Qe = Areq = A= 1160 psf 1375 psf 7.59 sf 9.00 sf Bear = 15531 Ib Bear -A = 66300 Ib Vu1 = Vc1 = Bo = Vu2 = vc2-a = vc2-b = vc2-c = vc2 = 5069 Ib 16875 Ib 45 in 14026 Ib 49219 Ib 79688 Ib 42188 Ib 42188 Ib 69890 in -Ib 170825 in -Ib Development Length Calculations: Development Length Required: Development Length Supplied: Ld = Ld-sup = 15 in 15 in Bruce S MacVeigh,-PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.2.5 10/19/2016 8:52:09 AM page /of FOOTING LOADING Live Load: PL = 7502 Ib Dead Load: PD = 2940 Ib Total Load: PT = 10442 Ib Ultimate Factored Load: Pu = 15531 Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 725 Ib NOTES Project: 2016-S7-STEVENS Location: FAMILY ROOM WINDOW HDR Combination Roof And Floor Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 12.0 IN x 8.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 91.4% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.07 IN L/1316 Dead Load 0.04 in Total Load 0.11 IN L/848 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: 0240 REACTIONS Live Load Dead Load Total Load Bearing Length A 2873 Ib 2873 Ib 1585 Ib 1585 Ib 4458 Ib 4458 Ib 1.96 in 1.96 in BEAM DATA Center Span Length 8 ft Unbraced Length -Top 0 ft Roof Pitch 5 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Camber Adj. Factor 1 Camber Required 0.04 Notch Depth 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Westem Species Base Values Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.15 Shear Stress: Fv = 265 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi Comp. L to Grain: Fc - -t- = 650 psi Bending Stress: Controlling Moment: 8916 ft -Ib 4.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -4458 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Adjusted Controlled by: Fb' = 2760 psi Fv' = 305 psi E = 1800 ksi Fc -1' = 650 psi agg:d Provided 38.77 in3 84 in3 21.94 in2 42 in2 142.63 in4 504 in4 8916 ft -lb 19320 ft -lb -4458 Ib 8533 Ib Bruce S MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.2.5 10/19/2016 8:52:10 AM page 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 = 5 ft 4 ft FLOOR LOADING EdiLt Side 2 Floor Live Load FLL = 40 psf 40 psf Floor Dead Load FDL = 15 psf 15 psf Floor Tributary Width FTW = 12.3 ft 0 ft Wall Load WALL = 56 pif BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: wL-roof = 225 plf wD-roof = 146 plf wL-floor = 493 plf wD-floor = 185 pif BSW = 9 plf wL = 718 plf wD = 396 plf wT = 1115 plf wT-cont = 1115 pif NOTES Project: 2016-S7-STEVENS Location: FRONT DOOR HDR Roof Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 5.5 IN x 4.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 482.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN 08767 Dead Load 0.01 in Total Load 0.02 IN 03085 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS A Live Load 106 Ib 106 Ib Dead Load 196 Ib 196 Ib Total Load 302 Ib 302 Ib Bearing Length 0.21 in 0.21 in BEAM DATA Span Length 4.3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. i- to Grain: Base Values Adjusted Fb = 850 psi Fb' = 1271 psi Cd=1.15 CF=1.30 Fv = 150 psi Fv' = 173 psi Cd=1.15 E = 1300 ksi E' = 1300 ksi Fc -1= 405 psi Fc -1' = 405 psi Controlling Moment 321 ft -Ib 2.125 ft from left support Created by combining all dead and live Toads. Controlling Shear: -302 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Redd Provided 3.03 in3 17.65 in3 2.63 in2 19.25 in2 2.83 in4 48.53 in4 321 ft -Ib 1869 ft -Ib -302 Ib 2214 Ib Bruce S MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.2.5 10/19/2016 8:52:11 AM page ROOF LOADING Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Side Two: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = 25 psf 15 psf 2 ft 25 psf 15 psf 0 ft Wall Load: WALL = 56 pif SLOP - ITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 4.25 ft Beam Self Weight: BSW = 4 plf Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: wL = wD_adj = wT = 50 plf 92 pif 142 plf NOTES Project: 2016-S7-STEVENS Location: FRONT PORCH ROOF BEAM Roof Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 7.25 IN x 5.5 FT #2 - Hem -Fir - Dry Use Section Adequate By: 438.6% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN L/4941 Dead Load 0.01 in Total Load 0.02 IN L/2906 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 258 Ib 258 Ib Dead Load 181 Ib 181 Ib Total Load 439 Ib 439 Ib Bearing Length 0.31 in 0.31 in BEAM DATA Span Length 5.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. to Grain: Base Values Adjusted Fb = 850 psi Fb' = 1271 psi Cd=1.15 CF=1.30 Fv = 150 psi Fv' = 173 psi Cd=1.15 E = 1300 ksi E' = 1300 ksi Fc - L = 405 psi Fc - L' = 405 psi Controlling Moment: 603 ft -Ib 2.75 ft from left support Created by combining all dead and live loads. Controlling Shear. 438 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Req'd Provided 5.69 1n3 30.66 in3 3.81 in2 25.38 int 6.88 in4 111.15 in4 603 ft -Ib 3247 ft -Ib 438 Ib 2918 Ib Bruce S MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.2.5 10/19/2016 8:52:11 AM age j;.OADING DIAGRAM ROOF LOADING Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: 1W = Side Two: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = 25 psf 15 psf 1.8 ft 25 psf 15 psf 2 ft Wall Load: WALL = 0 Pff SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5.5 ft Beam Self Weight: BSW = 5 plf Beam Uniform Live Load: wL = 94 plf Beam Uniform Dead Load: wD_adj = 66 plf Total Uniform Load: wT = 159 plf NOTES Project: 2016-S7-STEVENS Location: GARAGE DOOR HDR Roof Beam [2015 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: 357.7% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.10 IN U1857 Dead Load 0.11 in Total Load 0.21 IN 0896 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 REACTIONS Live Load Dead Load Total Load Bearing Length A B 800 Ib 800 Ib 858 Ib 858 lb 1658 Ib 1658 Ib 0.46 in 0.46 in REAM DATA Span Length 16 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES 24F -V4 - Visually Graded Westem Species Base Values Adjusted 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 Comp. to Grain: Fc -1= 650 psi Bending Stress: Controlling Moment: 6634 ft -Ib 8.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 1658 Ib At support. Created by combining all dead and live loads. E' = 1800 ksi Fc - -1-' = 650 psi Comparisons with required sections: Read Provided Section Modulus: 28.84 in3 132 in3 Area (Shear): 8.16 in2 66 in2 Moment of Inertia (deflection): 159.19 in4 792 in4 Moment: 6634 ft -lb 30360 ft -lb Shear: 1658 Ib 13409 Ib Bruce S MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.2.5 10/19/2016 8:52:12 AM page of LOADING DIAGRAM 16 ft B ROOF LOADING Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Side Two: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = 25 psf 15 psf 2 ft 25 psf 15 psf 2 ft Wall Load: WALL = 28 Plf SLOPEIPITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 16 ft Beam Self Weight: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: BSW = 14 pif wL = 100 pif wD adj = 107 pif wT = 207 plf NOTES Project: 2016-S7-STEVENS Location: GUEST BEDROOM WINDOW HDR Combination Roof And Floor Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 5.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 34.0% Controlling Factor: Shear DEFLECTION$ Center Live Load 0.03 IN L/1783 Dead Load Total Load 0.02 in 0.05 IN U1152 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A j3 Live Load 1796 Ib 1796 Ib Dead Load 983 Ib 983 Ib Total Load 2779 Ib 2779 Ib Bearing Length 1.96 in 1.96 in BEAM DATA Center Span Length 5 ft Unbraced Length -Top 0 ft Roof Pitch 5 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. . to Grain: Base Values Fb = 850 psi Fb' = 1173 psi Cd=1.15 CF=1.20 Fv = 150 psi Fv' = 173 psi Cd=1.15 E = 1300 ksi E' = 1300 ksi Fc - = 405 psi Fc - L' = 405 psi Adjusted Controlling Moment: 3473 ft -Ib 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 2779 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read Provided 35.53 in3 49.91 in3 24.16 in2 32.38 in2 48.08 in4 230.84 in4 3473 ft -Ib 4879 ft -lb 2779 Ib 3723 Ib Bruce S MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCatc Version 9.02.5 10/19/2016 8:52:13 AM page /of ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load RLL = RDL = RTW = FLL = FDL = FTW = WALL = Side 1 Si e 2 25 psf 25 psf 15 psf 15 psf 5 ft 4 ft Side 1 40 psf 15 psf 12.3 ft 56 plf Side 2 40 psf 15 psf 0 ft BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: wL-roof = 225 pif wD-roof = 146 plf wL-floor = 493 pif wD-floor = 185 pif BSW = 6 pif wL = 718 plf wD = 393 plf wT = 1111 pif wT-cont = 1111 off NOTES Project: 2016-S7-STEVENS Location: MASTER BATH WINDOW HDR Roof Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 7.25 IN x 4.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 67.5% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.02 IN U2294 Dead Load 0.01 in Total Load 0.03 IN L/1383 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length A 1050 Ib 1050 Ib 692 Ib 692 Ib 1742 Ib 1742 Ib 1.23 in 1.23 in BEAM DATA Span Length 4 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. •- to Grain: Base Values Adjusted Fb = 850 psi Fb' = 1271 psi Cd=1.15 CF=1.30 Fv = 150 psi Fv' = 173 psi Cd=1.15 E = 1300 ksi E = 1300 ksi Fc - •- = 405 psi Fc - •-' = 405 psi Controlling Moment: 1742 ft -Ib 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear. -1742 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear. Read Provided 16.45 in3 30.66 in3 15.15 in2 25.38 in2 14.47 in4 111.15 in4 1742 ft -lb 3247 ft -lb -1742 Ib 2918 Ib ! Bruce S MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.2.5 10/19/2016 8:52:14 AM page /of LOADING DIAGRAM A 4ft wok -8- ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = 25 psf DL = 15 psf TW= 2 ft LL = 25 psf DL = 15 psf TW = 19 ft WALL = 0 pif SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 4 ft Beam Self Weight: BSW = 5 plf Beam Uniform Live Load: wL = 525 pif Beam Uniform Dead Load: wD_adj = 346 plf Total Uniform Load: wT = 871 pif NOTES Project: 2016-S7-STEVENS Location: MASTER BEDROOM FRONT WINDOW HDR Roof Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 11.25 IN x 10.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 207.1% Controlling Factor: Moment DEFLECTION$ Center Live Load 0.04 IN 02880 Dead Load 0.03 in Total Load 0.07 IN 01671 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: 0180 REACTIONS A j3 Live Load 500 Ib 500 Ib Dead Load 362 Ib 362 Ib Total Load 862 Ib 862 Ib Bearing Length 0.61 in 0.61 in BEAM DATA Span Length 10 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -L to Grain: Base Values Adjuster{ Fb = 850 psi Fb' = 1075 psi Cd=1.15 CF=1.10 Fv = 150 psi Fv' = 173 psi Cd=1.15 E = 1300 ksi E' = 1300 ksi Fc -1= 405 psi Fc - = 405 psi Controlling Moment 2154 ft -Ib 5.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -862 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read Provided 24.04 in3 73.83 in3 7.49 in2 39.38 in2 44.73 in4 415.28 in4 2154 ft -Ib 6615 ft -lb -862 Ib 4528 Ib Bruce S MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.2.5 10/19/2016 8:52:15 AM page of LOADING DIAGRAM ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: LL = 25 psf DL = 15 psf TW= 2 ft LL = 25 psf DL = 15 psf TW= 2 ft Wall Load: WALL = 0 Plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 10 ft Beam Self Weight: BSW = 7 pif Beam Uniform Live Load: wL = 100 plf Beam Uniform Dead Load: wD_adj = 72 pif Total Uniform Load: wT = 172 pif NOTES Project: 2016-S7-STEVENS Location: MASTER BEDROOM WINDOW HDR SIDE WALL Roof Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 9.25 IN x 2.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 40.7% Controlling Factor. Shear PEFLECTIONS Center Live Load 0.00 IN LIMAX Dead Load 0.00 in Total Load 0.00 IN L/7957 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS g Live Load 1964 Ib 1187 Ib Dead Load 1211 Ib 745 Ib Total Load 3175 Ib 1932 Ib Bearing Length 1.45 in 0.88 in BEAM DATA Span Length 2 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. L to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1242 psi Cd=1.15 CF=1.20 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 1819 ft -lb 1.0 ft from left support Created by combining all dead and live loads. Controlling Shear. 3175 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read Provided 17.58 in3 49.91 in3 23.01 in2 32.38 in2 5.22 in4 230.84 in4 1819 ft -Ib 5166 ft -lb 3175 Ib 4468 Ib Bruce S MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.2.5 10/19/2016 8:52:16 AM page LOADING DIAGRAM '.3s�@-S"..-�.aa•;:r:�:"Yic.'_'�+`:=°x2;S:2�'�zsY:^zY;..•.3;,,aa� � ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Point Live Load Point Dead Load Point Load Location Wall Load: LL = 25 psf DL = 15 psf TW = 19 ft LL = 25 psf DL = 15 psf TW= 2 ft LL = 2100 Ib DL = 1260 Ib @ 0.6 ft WALL = 0 pif SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 2 ft Beam Self Weight: BSW = 7 pif Beam Uniform Live Load: wL = 525 pif Beam Uniform Dead Load: wD_adj = 348 pif Total Uniform Load: wT = 873 plf NOTES Project: 2016-S7-STEVENS Location: SLIDING GLASS DOOR HDR Combination Roof And Floor Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 11.25 IN x 6.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 32.1% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.04 IN U1856 Dead Load 0.02 in Total Load 0.06 IN 01198 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A 2155 Ib 2155 Ib 1184 lb 1184 Ib 3339 Ib 3339 Ib 2.36 in 2.36 in BEAM DATA Center Span Length 6 ft Unbraced Length -Top 0 ft Roof Pitch 5 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. 1- to Grain: Base Values Fb = 850 psi Cd=1.15 CF=1.10 Fv = 150 psi Cd=1.15 E= 1300 ksi Fc - - = 405 psi Controlling Moment: 5007 ft -lb 3.0 ft from left support Created by combining all dead and live Toads. Controlling Shear: 3338 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Adjusted Fb' = 1075 psi Fv' = 173 psi E' = 1300 ksi Fc -1' = 405 psi Read Provided 55.88 in3 73.83 in3 29.03 in2 39.38 in2 83.19 in4 415.28 in4 5007 ft -lb 6615 ft -Ib 3338 Ib 45281b Bruce S MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.2.5 10/19/2016 8:52:17 AM page /of ROOF LOADING Si e 1 Side 2 Roof Live Load RLL = 25 psf 25 psf Roof Dead Load RDL = 15 psf 15 psf Roof Tributary Width RTW = 5 ft 4 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 = 12.3 ft 0 ft Wall Load WALL = 56 pif BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: wL-roof = 225 pif wD-roof = 146 plf wL-floor = 493 pif wD-floor = 185 pif BSW = 7 pif wL = 718 pif wD = 395 plf wT = 1113 pif wT-cont = 1113 pif NOTES Project: 2016-S7-STEVENS Location: STAIR LANDING BEAM Uniformly Loaded Floor Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 5.5 IN x 3.16 FT #2 - Hem -Fir - Dry Use Section Adequate By: 298.0% Controlling Factor: Shear DEFLECTIONS enter Live Load 0.01 IN U4847 Dead Load 0.00 in Total Load 0.01 IN L/3484 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 348 Ib 348 Ib Dead Load 136 Ib 136 Ib Total Load 484 Ib 484 Ib Bearing Length 0.34 in 0.34 in BEAM DATA Center Span Length 3.16 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. --to Grain: Base Values Fb = 850 psi Fb' = 1105 psi Cd=1.00 CF=1.30 Fv = 150 psi Fit = 150 psi Cd=1.00 E = 1300 ksi E = 1300 ksi Fc -1= 405 psi Fc -1' = 405 psi Adjusted Controlling Moment: 382 ft -Ib 1.58 ft from left support Created by combining all dead and live loads. Controlling Shear: 484 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read Provided 4.15 in3 17.65 in3 4.84 in2 19.25 in2 3.6 1n4 48.53 in4 382 ft -lb 1625 ft -Ib 484 Ib 1925 Ib Bruce S MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.2.5 10/19/2016 8:52:18 AM LOADING DIAGRAM A 3.18 ft B FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load Side 1 Side 2 FLL = 40 psf 40 psf FDL = 15 psf 15 psf FTW = 2 ft 3.5 ft WALL = 0 plf BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 220 pif wD = 83 pif BSW = 4 plf wT = 306 pif NOTES Project: 2016-S7-STEVENS Location: UPPER BATHROOM WINDOW HDR Roof Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 5.5 IN x 2.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 955.0% Controlling Factor: Shear PEFLECTIONS Center Live Load 0.00 IN LM1AX Dead Load 0.00 in Total Load 0.00 IN LMIAX Live Load Deflection Criteria: L1240 Total Load Deflection Criteria: 0180 REACTIONS A Live Load 125 Ib 125 Ib Dead Load 85 Ib 85 Ib Total Load 210 Ib 210 Ib Bearing Length 0.15 in 0.15 in BEAM DATA Span Length 2 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. to Grain: Base Values Adjusted Fb = 850 psi Fb' = 1271 psi Cd=1.15 CF=1.30 Fv = 150 psi Fv' = 173 psi Cd=1.15 E = 1300 ksi E = 1300 ksi Fc -1= 405 psi Fc - l' = 405 psi Controlling Moment 105 ft -lb 1.0 ft from left support Created by combining all dead and live loads. Controlling Shear. -210 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read Provided 0.99 in3 17.65 in3 1.82 in2 19.25 in2 0.44 in4 48.53 in4 105 ft -lb 1869 ft -lb -210 Ib 2214 Ib Bruce S MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.2.5 10/19/2016 8:52:18 AM page of LOADING DIAGRAM A 2ft B ROOF LOADING Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Side Two: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Wall Load: 25 psf 15 psf 3 ft 25 psf 15 psf 2 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 2 ft Beam Self Weight: BSW = 4 plf Beam Uniform Live Load: wL = 125 plf Beam Uniform Dead Load: wD_adj = 85 plf Total Uniform Load: wT = 210 plf NOTES Y Project: 2016-S7-STEVENS Location: UPPER ROOF BEAM BETWEEN LIVING RM. & STAIRS Roof Beam [2015 International Building Code(2012 NDS)] 5.5 IN x 9.5 IN x 12.0 FT #2 - Douglas -Fir -South - Dry Use Section Adequate By: 107.1% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.12 IN U1213 Dead Load 0.09 in Total Load 0.21 IN U692 Live Load Deflection Criteria: 0240 Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length A B 600 lb 600 Ib 453 Ib 453 Ib 1053 Ib 1053 Ib 0.37 in 0.37 in BEAM DATA Span Length 12 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -South Bending Stress: Shear Stress: Modulus of Elasticity: Comp. to Grain: Base Values Adjusted Fb = 825 psi Fb' = 949 psi Cd=1.15 CF=1.00 Fv = 165 psi Fd' = 190 psi Cd=1.15 E = 1000 ksi E = 1000 ksi Fc - -I- = 520 psi Fc--'-'= 520 psi Controlling Moment 3158 ft -Ib 6.0 ft from left support Created by combining all dead and live loads. Controlling Shear 1053 lb At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read provided 39.94 in3 82.73 in3 8.32 in2 52.25 in2 102.29 in4 392.96 in4 3158 ft -lb 6541 ft -lb 1053 Ib 6610 Ib y _ Bruce S MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.2.5 10/19/2016 8:52:19 AM Page of j.OADING DIAGRAM 12 ft a ROOF LOADING Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Side Two: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = 25 psf 15 psf 2 ft 25 psf 15 psf 2 ft Wall Load: WALL = 0 Ptt SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 12 ft Beam Self Weight: BSW = 10 plf Beam Uniform Live Load: wL = 100 plf Beam Uniform Dead Load: wD_adj = 75 plf Total Uniform Load: wT = 175 plf NOTES Project: 2016-S7-STEVENS Location: LIVING ROOM WINDOW HDR Combination Roof And Floor Beam [2015 International Building Code(2012 NDS)) 3.5 IN x 11.25 IN x 8.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 48.4% Controlling Factor: Moment pEFLECTIONS Center Live Load 0.06 IN L/1480 Dead Load 0.03 in Total Load 0.10 IN 01009 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 1520 Ib 1520 Ib Dead Load 709 Ib 709 Ib Total Load 2229 Ib 2229 Ib Bearing Length 1.57 in 1.57 in BEAM DATA Center Span Length 8 ft Unbraced Length -Top 0 ft Roof Pitch 5 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. l to Grain: Base Values Adjusted Fb = 850 psi Fb' = 1075 psi Cd=1.15 CF=1.10 Fv = 150 psi Fv' = 173 psi Cd=1.15 E = 1300 ksi E' = 1300 ksi Fc -1= 405 psi Fc - L' = 405 psi Controlling Moment: 4459 ft -lb 4.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -2229 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read Provided 49.76 in3 73.83 in3 19.39 in2 39.38 in2 101.01 in4 415.28 in4 4459 ft -lb 6615 ft -lb -2229 Ib 4528 Ib Bruce S MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.2.5 10/19/2016 8:52:20 AM Page 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 = 2 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 = 7 ft 0 ft Wall Load WALL = 0 pif BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: wL-roof = 100 pif wD-roof = 65 plf wL-floor = 280 plf wD-floor = 105 plf BSW = 7 pif wL = 380 plf wD = 177 pif wT = 557 pif wT-cont = 557 pif NOTES Project: 2016-S7-STEVENS Location: LOFT WINDOW HDR Roof Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 7.25 IN x 8.0 FT - Hem -Fir - Dry Use Section Adequate By: 139.1% Controlling Factor. Moment DEFLECTIONS Center Live Load 0.06 IN U1505 Dead Load 0.04 in Total Load 0.11 IN U887 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length A 400 Ib 400 Ib 279 Ib 279 Ib 679 Ib 679 Ib 0.48 in 0.48 in BEAM DATA Span Length 8 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -L to Grain: Base Values Adjusted Fb = 850 psi Fb' = 1271 psi Cd=1.15 CF=1.30 Fv = 150 psi Fv' = 173 psi Cd=1.15 E = 1300 ksi E' = 1300 ksi Fc -1= 405 psi Fc - -L' = 405 psi Controlling Moment 1358 ft -Ib 4.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 679 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read Provided, 12.82 in3 30.66 in3 5.9 in2 25.38 in2 22.56 in4 111.15 in4 1358 ft -lb 3247 ft -Ib 679 Ib 2918 Ib Bruce S MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.2.5 10/19/2016 8:52:21 AM page LOADING DIAGRAM `1.11 9w11 ems{ CI 8ft B ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: LL = 25 psf DL = 15 psf TW= 2 ft LL = 25 psf DL = 15 psf TW= 2 ft Wall Load: WALL = 0 pif SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 8 ft Beam Self Weight: BSW = 5 pif Beam Uniform Live Load: wL = 100 pif Beam Uniform Dead Load: wD_adj•= 70 pif Total Uniform Load: wT = 170 plf NOTES Project: 2016-S7-STEVENS Location: UPPER ROOF BEAM BETWEEN LIVING RM. & ENTRY Roof Beam [2015 International Building Code(2012 NDS)] 5.5 IN x 9.5 IN x 7.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 64.4% Controlling Factor. Moment DEFLECTIONS Center Live Load 0.04 IN L/2095 Dead Load 0.03 in Total Load 0.07 IN 1/1263 Live Load Deflection Criteria: 0240 Total Load Deflection Criteria: L/180 REACTIONS Live Load Dead Load Total Load Bearing Length 9 j3 1134 Ib 1116 Ib 759 Ib 749 Ib 1893 Ib 1865 Ib 0.55 in 0.54 in BEAM DATA Span Length 7 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. --to Grain: 13ase Values Adjusted Fb = 875 psi Fb' = 1006 psi Cd=1.15 CF=1.00 Fv = 170 psi Fv' = 196 psi Cd=1.15 E = 1300 ksi E = 1300 ksi Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment 4221 ft -Ib 3.5 ft from left support Created by combining elf dead and live loads. Controlling Shear: 1893 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Rea'd Provided 50.33 in3 82.73 in3 14.52 in2 52.25 in2 56.02 in4 392.96 in4 4221 ft -lb 6937 ft -lb 1893 Ib 6810 Ib Bruce S MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.2.5 10/19/2016 8:52:22 AM Page or ]LOADING DIAGRAM 1 7ft 44 B ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Point Live Load Point Dead Load Point Load Location Wall Load: LL = 25 psf DL = 15 psf TW= 7 ft LL = 25 psf DL = 15 psf TW= 2 ft LL = 675 Ib DL = 405 Ib 3.4 ft WALL = 0 pif SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 7 ft Beam Self Weight: BSW = 11 plf Beam Uniform Live Load: wL = 225 pif Beam Uniform Dead Load: wD_adj = 158 plf Total Uniform Load: wT = 383 plf NOTES Project: 2016-S7-STEVENS Location: DINING ROOM WINDOW HDR Multi -Loaded Multi -Span Beam [2015 Intemational Building Code(2012 NDS)] 3.5 IN x 12.0 IN x 6.0 FT 24F -V4 - Visually Graded Westem Species - Dry Use Section Adequate By: 17.8% Controlling Factor. Shear DEFLECTIONS Center Live Load 0.03 IN L/2802 Dead Load 0.02 in Total Load 0.04 IN L/1666 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 1992 Ib 3777 Ib Dead Load 1376 Ib 2521 Ib Total Load 3368 Ib 6298 Ib Bearing Length 1.48 in 2.77 in REAM DATA Center Span Length 6 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 6 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.02 Notch Depth 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Westem Species Base Values Fb = 2400 psi Fb cmpr = 1850 psi Cd=1.00 Shear Stress: Fv = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi Comp. L to Grain: Fc - L = 650 psi Bending Stress: Adjusted Controlled by: Fb' = 2400 psi Fv' = 265 psi E' = 1800 ksi Fc - -1-' = 650 psi Controlling Moment 5909 ft -lb 3.48 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(?;) 2 Controlling Shear: -6298 Ib At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Rea'd Provided 29.54 in3 84 in3 35.65 in2 42 in2 72.62 in4 504 in4 5909 ft -lb 16800 ft -lb -6298 Ib 7420 Ib Bruce S MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.2.5 10/19/2016 8:52:23 AM page /of UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 0 plf 0 plf 9 plf 9 plf POINT LOADS - CENTER SPAN Load Number One Live Load 2379 Ib Dead Load 1527 Ib Location 5.25 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One TE Left Live Load Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 525 pif 315 plf 525 plf 315 pif Oft 6ft 6ft 40 plf 15 plf 40 plf 15 plf Oft 6ft 6ft Three 0 plf 56 plf 0 plf 56 pif Oft 6ft 6ft ROTES Project: 2016-S7-STEVENS Location: KITCHEN WINDOW HDR Roof Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 5.5 IN x 5.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 369.6% Controlling Factor: Moment PEFLECTIONS Center Live Load 0.02 IN L/3589 Dead Load 0.01 in Total Load 0.03 IN U2114 Live Load Deflection Criteria: 0240 Total Load Deflection Criteria: L/180 REACTIONS Live Load Dead Load Total Load Bearing Length A B 188 Ib 188 Ib 131 Ib 131 Ib 319 Ib 319 Ib 0.22 in 0.22 in BEAM DATA Span Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL. PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp.-- to Grain: Base Values Adjusted Fb = 850 psi Fb' = 1271 psi Cd=1.15 CF=1.30 Fv = 150 psi Fv' = 173 psi Cd=1.15 E = 1300 ksi E = 1300 ksi Fc -1= 405 psi Fc - -' = 405 psi Controlling Moment: 398 ft -lb 2.5 ft from left support Created by combining all dead and live Toads. Controlling Shear -318 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear. Read Provided 3.76 in3 17.65 in3 2.77 in2 19.25 in2 4.13 in4 48.53 in4 398 ft -Ib 1869 ft -Ib -318 Ib 2214 Ib Bruce S MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.2.5 10/19/2016 8:52:24 AM Dace /of LOADING DIAGRAM art B ROOF LOADING Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Side Two: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Wall Load: 25 psi 15 psi 2 ft 25 psf 15 psf 1 ft WALL = 0 pif SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5 ft Beam Self Weight: BSW = 4 pif Beam Uniform Live Load: wL = 75 pif Beam Uniform Dead Load: wD_adj = 52 plf Total Uniform Load: wT = 127 plf NOTES Project: 2016-S7-STEVENS Location: BEDROOM #4 WINDOW HDR Roof Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 7.25 IN x 5.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 13.9% Controlling Factor: Moment QEFLECTIONS Center Live Load 0.05 IN L/1121 Dead Load 0.04 in Total Load 0.09 IN U676 Live Load Deflection Criteria:1/240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 1375 Ib 1375 lb Dead Load 906 Ib 906 Ib Total Load 2281 Ib 2281 Ib Bearing Length 1.61 in 1.61 in BEAM DATA Span Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -L to Grain: Base Values Fb = 850 psi Cd=1.15CF=1.30 Fv = 150 psi Cd=1.15 E = 1300 ksi Fc -• = 405 psi Controlling Moment: 2851 ft -lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -2281 Ib At support. Created by combining all dead and live Toads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Adjusted Fb' = 1271 psi Fv' = 173 psi E = 1300 ksi Fc -.' = 405 psi Read Provided 26.92 in3 30.66 in3 19.83 in2 25.38 in2 29.6 in4 111.15 in4 2851 ft -Ib 3247 ft -Ib -2281 Ib 2918 Ib Bruce S MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.2.5 10/19/2016 8:52:24 AM Page WADING DIAGRAM se B ROOF LOADING Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Side Two: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = 25 psf 15 psf 2 ft 25 psf 15 psf 20 ft Wall Load: WALL = 0 pif SLOPEIPITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5 ft Beam Self Weight: BSW = 5 pif Beam Uniform Live Load: wL = 550 pif Beam Uniform Dead Load: wD_adj = 362 pif Total Uniform Load: wT = 912 pif NOTES • Project: 2016-S7-STEVENS Location: BEDROOM #3 WINDOW HDR Roof Beam [2015 International Building Code(2012 NDS)] 5.5 IN x 11.5 IN x 5.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 44.0% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.02 IN L/3165 Dead Load 0.01 in Total Load 0.03 IN 01937 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A Live Load 2408 Ib 2442 Ib Dead Load 1548 Ib 1568 Ib Total Load 3956 Ib 4010 Ib Bearing Length 1.15 in 1.17 in jlEAM DATA Span Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity Comp. L to Grain: Base Values Adjusted Fb = 875 psi Fb' = 1006 psi Cd=1.15 CF=1.00 Fv = 170 psi Fv' = 196 psi Cd=1.15 E = 1300 ksi E' = 1300 ksi Fc -1 = 625 psi Fc - = 625 psi Controlling Moment: 7059 ft -Ib 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -4010 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read Provided 84.19 in3 121.23 in3 30.77 in2 63.25 in2 64.76 in4 697.07 in4 7059 ft -Ib 10166 ft -Ib -4010 Ib 8244 Ib Bruce S MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.2.5 10/19/2016 8:52:25 AM Page LOADING DIAGRAM 5ft t• d _ s'zr ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Point Live Load Point Dead Load Point Load Location Wall Load: LL = 25 psf DL = 15 psf TW = 20 ft LL = 25 psf DL = 15 psf TW= 2 ft LL = 2100 Ib DL = 1260 Ib 2.5 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5 ft Beam Self Weight: BSW = 14 plf Beam Uniform Live Load: wL = 550 plf Beam Uniform Dead Load: wD_adj = 371 plf Total Uniform Load: wT = 921 plf NOTES 1 Project: 2016-S7-STEVENS Location: STAIR WINDOW HDR Roof Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 7.25 IN x 3.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 113.3% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.01 IN 05190 Dead Load 0.00 in Total Load 0.01 IN U3129 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: 0180 REACTIONS Live Load Dead Load Total Load Bearing Length 9 j3 825 Ib 825 Ib 543 Ib 543 Ib 1368 Ib 1368 Ib 0.97 in 0.97 in BEAM DATA Span Length 3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp.1 to Grain: Base Values Fb = 850 psi Cd=1.15 CF=1.30 Fv = 150 psi Cd=1.15 E = 1300 ksi Fc -1= 405 psi Controlling Moment 1026 ft -lb 1.5 ft from left support Created by combining all dead and live loads. Controlling Shear. -1368 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Adjusted Fb' = 1271 psi FV = 173 psi E' = 1300 ksi Fc -1-' = 405 psi Req'd Provided 9.69 in3 30.66 in3 11.9 in2 25.38 in2 6.39 1n4 111.15 in4 1026 ft -Ib 3247 ft -lb -1368 Ib 2918 Ib Bruce S MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 Page StruCalc Version 9.0.2.5 10/19/2016 8:52:26 AM LOADING DIAGRAM 3ft B_ ROOF LOADING Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Side Two: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = 25 psf 15 psf 2 ft 25 psf 15 psf 20 ft Wall Load: WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 3 ft Beam Self Weight: BSW = 5 plf Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: wL = 550 pif wD_adj = 362 plf wT = 912 plf NOTES „ Project: 2016-S7-STEVENS Location: UPPER WINDOW HDR @ ENTRY Roof Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 7.25 IN x 4.25 FT #2 - Hem -Fir - Dry Use Section Adequate By: 367.9% Controlling Factor: Shear PEFLECTIONSn er Live Load 0.01 IN 05737 Dead Load 0.01 in Total Load 0.01 IN L/3421 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: 0180 REACTIONS A Live Load 372 Ib 372 Ib Dead Load 252 Ib 252 Ib Total Load 624 Ib 624 Ib Bearing Length 0.44 in 0.44 in BEAM DATA Span Length 4.3 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values Adjusted Fb = 850 psi Fb' = 1271 psi Cd=1.15 CF=1.30 Fv = 150 psi Fv' = 173 psi Cd=1.15 E = 1300 ksi E' = 1300 ksi Fc - = 405 psi Fc - = 405 psi Controlling Moment: 663 ft -Ib 2.125 ft from left support Created by combining all dead and live loads. Controlling Shear. -624 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Reo'd Provided 6.26 in3 30.66 in3 5.42 in2 25.38 in2 5.85 in4 111.15 in4 663 ft -lb 3247 ft -lb -6241b 2918 Ib Bruce S MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.2.5 10/19/2016 8:52:27 AM page of LOADING DIAGRAM 4.25 ft B ROOF LOADING Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Side Two: Roof Live Load: LL = Roof Dead Load: DL Tributary Width: TW = Wall Load: 25 psf 15 psf 5 ft 25 psf 15 psf 2 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 4.25 ft Beam Self Weight: BSW = 5 pif Beam Uniform Live Load: wL = 175 pif Beam Uniform Dead Load: wD_adj = 118 plf Total Uniform Load: wT = 293 pif NOTES Project: 2016-S7-STEVENS Location: FLOOR BEAM IN CRAWL SPACE Uniformly Loaded Floor Beam [2015 International Building Code(2012 NDS)] 3.5 IN x 7.25 IN x 5.5 FT #2 - Hem -Fir - Dry Use Section Adequate By: 14.0% Controlling Factor. Moment DEFLECTIONS Center Live Load 0.07 IN L/980 Dead Load 0.03 in Total Load 0.09 IN L/707 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1300 Ib 1300 Ib 501 Ib 501 Ib 1801 Ib 1801 Ib 1.27 in 1.27 in BEAM DATA n er Span Length 5.5 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -L to Grain: Bade V?lues Adjusted Fb = 850 psi Fb' = 1105 psi Cd=1.00 CF=1.30 Fv = 150 psi Fv' = 150 psi Cd=1.00 E = 1300 ksi E = 1300 ksi Fc -1= 405 psi Fc -1' = 405 psi Controlling Moment: 2476 ft -lb 2.75 ft from left support Created by combining all dead and live loads. Controlling Shear: 1801 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read Provided 26.89 in3 30.66 in3 18.01 in2 25.38 in2 40.84 in4 111.15 in4 2476 ft -Ib 2823 ft -lb 1801 Ib 2538 Ib Bruce S MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.2.5 10/19/2016 8:52:28 AM age WADING DJAGRAM 5.5 ft a FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load Side 1 Side 2 FLL = 40 psf 40 psf FDL = 15 psf 15 psf FTW = 5.9 ft 5.9 ft WALL = 0 plf BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 473 pff wD = 177 plf BSW = 5 pff wT = 655 plf NOTES Project: 2016-S7-STEVENS Location: FIRST FLOOR FL. JST. Floor Joist [2015 International Budding Code(2012 NDS)] TJI 230 / 9.5 - iLevel Trus Joist x 12.16 FT @ 16 O.C. Section Adequate By: 103.3% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.15 IN L/976 Dead Load 0.04 in Total Load 0.19 IN 0751 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U360 REACTIONS A _B Live Load 324 Ib 324 Ib Dead Load 97 Ib 97 lb Total Load 421 Ib 421 Ib Bearing Length 1.75 in 1.75 in Web Stiffeners No No SUPPORT LOADS A Live Load 243 plf 243 pif Dead Load 73 plf 73 pif Total Load 316 plf 316 pif I -JOIST PROPERTIES TJI 230 / 9.5 - iLevel Trus Joist )3ase Values Adjusted Moment Cap: Mcap = 3330 ft -lb Mcap' = 3330 ft -Ib Cd=1.00 Shear Stress: Vcap = 1330 Ib Vcap' = 1330 Ib Cd = 1.00 End Reaction: Rcap = 1060 Ib Rcap' = 1060 Ib Cd = 1.00 w/web stiffeners: RcapWS = 0 Ib RcapWS' = 0 Ib Cd=1.00 Interior Reaction: IRcap = 2410 Ib IRcap' = 2410 Ib Cd=1.00 w/ web stiffeners: IRcapWS = 0 Ib IRcapWS' = 0 Ib Cd=1.00 E.1.: El = 206 Ib-in2 EI' = 206 Ib -int Controlling Momenti 282 ft -lb 6.08 Ft from left support of span 3 (Right Span) Created by combining all dead and live loads. Controlling Shear: -422 Ib 12.0 Ft from left support of span 2 (Center Span) Created by combining all dead and live loads. Comparisons with required sections: E.1.: Moment: Shear: Read Provided 101 in2-lb E6 206 in2-Ib xE6 1282 ft -lb 3330 ft -lb -422 lb 1330 Ib `--' Bruce S MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 9.0.2.5 10/19/2016 8:52:29 AM page LOADING DIAGRAM A 1216 ft JOIST DATA Center Span Length 12.16 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 JOIST LOADING Uniform Floor Loading Center Live Load LL = 40 psf Dead Load DL = 12 psf Total Load TL = 52 psf TL Adj. For Joist Spacing wT = 69.3 plf NOTES 4. Date: December 22, 2016 To: City of Tukwila Public Works Department From: Han Phan, P.E. Subject: Soils Assessment for Stormwater BMP Selection Project Address: 16659 — 53rd Avenue South; Tukwila, WA Geologic Setting The Geologic Map of Des Moines - A Progress Report, by Kathy Goetz Troost, Derek B. Booth and Howard H. Waldron, published in 2004, was referenced for the geologic and soil conditions of the project site. According to this publication, the surficial soil unit at the project site and its immediate vicinity is mapped as Vashon subglacial till (Qvt) deposits. S t 5{lUt °i S 16th11 1 7Cti, CORRECTION LTR# '16659 53rd Avenue South v 0 EMI 1Liri Round 1 Bowling & Amusement REVIEWED FOR CODE COMPLIANCE APPROVED DEC 3 0 2016 City of Tukwila BUILDING DIVISION SOUTHC£NTER RECEIVF CITY OF TUI DEC 2 3 2 O 'MLA 116 PERMIT CENTER Figure 1 — Vicinity Map Not -to -Scale bUoO33o r 16659 - 53r1 Avenue South December 22, 2016 Qvt - Vashon subglacial till Qvtm - Vashon subglacial meltout till Qvu - Vashon deposits, undifferentiated Figure 2 — The Geologic Map of Seattle Not -to -Scale Soils Investigation Soils on this property were investigated under my supervision on September 22, 2016. Three holes were excavated at the approximate location of the proposed infiltration trench using a hand auger. In accordance with Section C.2.2.1 of the 2009 King County Surface Water Design Manual, soil logs were excavated to a depth of 5 feet. A representative soil sample was collected at approximate trench bottom depth of the 2.5 feet below the existing grade. A particle grain size distribution analysis of the representative soil sample was performed by A.A.R., Testing Laboratory Inc. on September 23, 2016. The analysis confirms that the soils at the site are composed of 28.1 fine silt; the Unified Soil Classification System (USCS) classification of the soils is SM. Laboratory results are attached for reference. PBG, LLC 16659 - 53rd Avenue South December 22, 2016 Groundwater This test was conducted during the dry -season. No groundwater seepage was observed. It should be noted that groundwater levels vary seasonally with rainfall and other factors. Hydraulic Restrictive Layer An additional test pit was excavated to a total depth of 5.0 ft. Hardpan restrictive layer was not encountered at this maximum depth. Drainage Design Recommendation Based on our observations and experience with similar projects, it is our opinion that soils on this site can support roof runoff infiltration. The soils encountered at 2 to 3 feet below grade in the proposed infiltration area are classified as loamy sand according to the USDA textural analysis. Due to the high silt content of the soils, infiltration of roof stormwater is not recommended for this project. This investigation was limited to support the selection of Flow Control BMPs only. EG=25&.00 30' EG=270.00- 00 F I' 80.3' 5% PROPOSED SFR 262.50 T ' I c,GE=26O00 approximate soil test pit locations EG '268.00 Figure 3 - Soils Test Pit Location NTS PBG, LLC 16659 - 53rd Avenue South December 22, 2016 Limitations The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil and groundwater conditions encountered in the test pits are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test pits. Subsurface conditions can also vary between exploration locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. This report has been prepared for the exclusive use of property owner(s) and its representatives for specific application to this project and site. Our recommendations and conclusions are based on observed site materials and engineering analyses. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in stormwater design. PBG, LLC PERCENT FINER Particle Size Distribution Report GRAIN SIZE - mm. % Stones +3" % Gravel % Sand Coarse ( Medium Fine V. Crs Crs. I Med. Fine V. Fine Crs. 3 9 3.5 8.1 1 15.4 1 17.6 1 0.0 1 0.0 16.6 I 6.8 Silt Fine 28.1. % Clay SIEVE SIZE PERCENT FINER SPEC.* PERCENT PASS? (X=NO) 2" 100.0 1" 86.1 3/8" 80.9 #4 76.6 #10 72.7 #40 58.1 #60 45.7 #1.00 34.2 #200 24.8 #270 21.1 (no specification provided) Source of Sample: 16659 53rd Ave. So. Sample Number: 01 Material Description BrniGray, silty sand with gravel PL= NP D90= 32.2772 D50= 0.2974 D10= USCS= SM Atterberg Limits LL= NV Sampled/Received: Tested: 9/23/16 Equipment: 53, 58, Pl= Coefficients D85= 23.1943 D60= 0.4687 D30= 0.1155 D15= Cu= Cc= Classification AASHTO= A-2-4(0) Remarks 9/19/16 66, 112 Date: 9/23/16 A.A.R. Testing Laboratory, Inc. Client: The Concept Group Project: Misc. Lab Project No: 16-105 Figure 16-290 Tested By: M. Blackwell Checked By: M. Blackwell Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): 1[6 —05-0 Grantor/Borrower: Grantee/Beneficiary: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: a. [Pi i 53rd Ave- ` wctk.- Abbreviated Work Description: N v U44,1 Ir c 1Mekt A5 9 9 cDrix(-LVO ufb1Le5, aDradr 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. Page I of 3 1 DATED this 2,I day of„1P•,_pCQ bp/ , 2016 GRANTOR: (- i'VI O/1/ yn Pry ho -e) c _ a G S1A Vy corporation By: Print Name: 7>on Sr Its: pig ��l Y /\ o l4 r von S STATE OF WASHINGTON ) ss. COUNTY OF KING) On this A 151—day of -DecemGe r- , 2016, before me a Notary Public in and for the State of Washington ersonally appeared ,tn Sfftie `15 to me known to be the VreS 1`(ktut of filerk; (Izn eSf Qe. ,17I C • , a Wadi/Von corporation that executed the foregoing instrument, and acknowledged it to be the free and voluntary act of said corporation, for the uses and purposes mentioned in this instrument, and on oath stated that he/she was authorized to execute said instrument. 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 ausimuirace Name: ki,Wi NOTARY PUBLIC, in and for the Stat v)f Washington, residing at (1& My commission expires: Y DATED this GRANTEE: CITY of TUKWILA By: Print Name: Its: day of ---Dec-41- ` 201 C Bob Giberson, P.E. Public Works Director STATE OF WASHINGTON COUNTY OF KING On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 ame: moi, /er4( NOTARY PUBLIC, in and for the /*? JJState of Washington, residing at 3cf� I /6 My commission expires: 05 OR f/( Page 3 of 3 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0330 PROJECT NAME: HENRY RESIDENCE SITE ADDRESS: 16659 53RD AVE S Original Plan Submittal Response to Correction Letter # DATE: 09/08/17 Revision # before Permit Issued X Revision # 1 after Permit Issued DEPARTMENTS: Building Division Public Works 1 � AJ/A- -()-v` Fire Prevention Structural El Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable n (no approval/review required) REVIEWER'S INITIALS: DATE: 09/12/17 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) Notation: DUE DATE: Approved with Conditions Denied (ie: Zoning Issues) 10/10/17 REVIEWER'S INITIALS: 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: D16-0330 DATE: 12/23/16 PROJECT NAME: HENRY RESIDENCE SITE ADDRESS: 16659 53 AVE S Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division ❑ , VO Public Works Fire Prevention n Planning Division Structural Permit Coordinator III PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 12/27/16 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 01/24/17 Approved ❑ Approved with Conditions n Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire 0 Ping 0 PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D16-0330 DATE: 12/05/16 PROJECT NAME: HENRY RESIDENCE SITE ADDRESS: 16659 53RD AVE S X Original Plan Submittal: _ Response to Correction Letter # _ Revision # Revision # before Permit Issued after Permit Issued DEPARTMENTS: PcW G C ,� Building Division Coe k?�� k A(t) Public Works r110 Mit NA_ DA1-19 Fire Prevention Structural Planning Division Permit Coordinator ❑ PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 12/06/16 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews Notation: DUE DATE: Approved with Conditions Denied (ie: Zoning Issues) 01/03/17 REVIEWER'S INITIALS: DATE: Permit Center Use Only ( r CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping 0 Pik- Staff Initials: c✓[ 12/1g/2013 PROJECT NAME:/ �i'o I be/ PERMIT NO: D I (c DM D SITE ADDRESS: I (i'5 ✓� '1 A114/(j ORIGINAL ISSUE DATE:I ((1 'M � REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS STAFF INITIALS 12- ISSUED DATE G� l kb ri STAFF INITIALS _ � t 1 .. Summary of Revision: 4_ / Summary of Revision: Received b}%:f., YIN----- ___: REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS - Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: C' 1 O 4 ( 7 Plan Check/Permit Number: Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner ❑ Deferred Submittal # Project Name: Project Address: Contact Person: H-PV1111 yl-AVIC-r2- C 6 Up r S- TctkcAii to. 000, sr-el/075 Summary of �Revision: a d1 Phone Number: ONO -1/525' RECEIVED CITY OF I UKWILA SEP 0 8 2017 PERMIT CENTER Sheet Number(s): 2. "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: �'(1(/'i'/ ,/in Entered in TRAKiT on °I W:\Permit Center \Templates\Forms\Revision Submittal Formdoc Revised: August 2015 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: D16-0330 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Henry Residence Project Address: 16659 53 Ave S Contact Person: Summary of Revision: /4.4(7 - Phone Number: RECEIVED CITY OF TUKWILA DEC 2 3 2016 PERMIT CENTER 2 ,, e / CSi�i/l/ 4n//) LLk£ C-e-e'� `-J �»i- ,& Opk- Ry, k'4- ut/a 6,E - D s'/ej,0 !7�/i, r i-1-01I2/4L-ff Wit- T1+s i-rok.; - 7 ... 12--ty 3.e o Pt � t,0 r3-- (,,,'%-E pet kg -f -c- S ,vc - 46-aDro 52.0,--70 L rd,V re_ nd ✓�GW4y _ f2VS'b Canr7c€.tcc7 • i o,\ / 01 I Z / ) 3 / t'/ / 2 z _ -,4v0 )::>,0141 g:�'. .i'' .. u/.a c- 4-iifs - ID �, C fh> J ,.t�S. c4& -l/'' C 5i -t5wilykit5 �C.YVT'ii� C� /Zpw 1 6 t,A4:-. to ss - n 17- ii-Sirc Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: [�— Entered in TRAKiT on \applicationslromis-applications on line\revision submittal Crcated: 8-13-2004 Revised: p' e City of Tukwila Department of Community Development January 4, 2017 San Stevens PO Box 46002 Seattle, WA 98146 Dear Ms. Stevens, Regarding the property at 16659 53rd Ave. S., a has gone through the plan review process and a person (San Stevens). A new building permit for applied for. It has gone through the plan review and is ready to issue. Per the current City of Tukwila Zoning Code and will not issue a building permit for construction parcel of land that has an existing building on it issued, inspected and finaled. Sincerely, c Bill Rambo Permit Technician Allan Ekberg, Mayor Jack Pace, Director demolition permit (D16-0350) has been applied for. It correction letter has been mailed to the contact a single family residence (D16-0330) has also been process and has been approved by all departments Department of Community Development policy we of a new building (commercial or residential) on a until the existing building demolition permit has been 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 ONSITE Cost Estimates - 16659 53RD AVE S Water/Sewer/Surface Water Unit Unit Price Quantity Cost Rockery wall w/perforate pipe LS $800.00 1 $800.00 6" Slotted drain LS $100.00 1 $100.00 Yard Drain EA $1,100.00 1 $1,100.00 6" ADS N12 pipe LF $17.00 118 $2,006.00 6" PVC side sewer pipe LF $12.00 64 $768.00 4" PVC pipe LF $8.00 39 $312.00 1.5" 200 -PSI water service line LF $2.00 35 $70.00 Erosion Control Prevention Construction Entrance (50'x15'x1') EA $1,000.00 1 $1,000.00 Silt Fence LF $1.00 323 $323.00 Inlet Protection EA $100.00 2 $200.00 Road/Parking /Access Sidewalk (4" thick) SY $40.00 70 $2,800.00 Wash Rock CY $25.00 3 $75.00 *Cost including mobilization *Total Cost $9,554.00 CORREcTIOftI LTR# RECEIVED CITY OF TUKWILA DEC 23 2016 PERMIT CENTER bx 033O ROW cost estimates - 16659 53RD AVE S Road/Parking /Access Unit Unit Price Quantity Cost Vertical Curb & gutter LF $18.00 64 $1,152.00 Sidewalk (4" & 6" thick) SY $40.00 50 $2,000.00 *Cost including mobilization *Total Cost $3,152.00 CORREqTION LTR# �f RECEIVED CITY OF TU KWILA DEC 23 2016 PERMIT CENTER bx 0 33D City of Tukwila Department of Community Development December 16, 2016 SAN STEVENS PO BOX 46002 SEATTLE, WA 98146 RE: Correction Letter # 1 COMBOSFR Permit Application Number D16-0330 HENRY RESIDENCE - 16659 53RD AVE S Dear SAN STEVENS, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) Applicant shall submit for a separate Tukwila demo permit including erosion/sediment control plan, sanitary sewer capping/removal permit from Valley View Sewer District at (206)242-3236 and water capping permit from Highline Water District. 2) Figures 1 and 2 of the November 9, 2016 needs to be larger, since both are impossible to read. Figure 1 shows incorrect house number 11659 instead of 16659. Project location on both Figures seems to be incorrect, since the project is located between I-5 and Military Rd South. 3) The property owner shall execute with notary: a) Hold Harmless Agreement for Work inside the City Right of Way b) Sensitive Area Hold Harmless Agreement due to presence of steep slopes; recording fees will be assessed by the City 4) Site Civil Plan C2: a) revise alignment of the N/S segment of the utility trench to run inside the private property and not in the right of way b) driveway sheet flow is not allowed to flow to the street, therefore a trench drain shall be installed to capture driveway runoff c) CONSTRUCTION NOTES 9 & 10 add Highline Water District permit required d) CONSTRUCTION NOTES 12,13,14 add Valley View Sewer District permit required e) CONSTRUCTION NOTE 22 shall read Highline Water District instead of WD #125. f) add sidewalk and driveway details to your civil plans. g) show earthwork quantities on plan, the amounts of cu yds. of cut and cu yds. of fill 5) Submit construction cost estimate for site work associated with the new SFR construction on private property and inside the public right of way and enter the amount on page 1 of the attached PW Bulletin A-2. 6) Submit a bond or cash deposit for 150% cost of work inside the public right of way. 7) Submit contractor's insurance certificate naming City of Tukwila as additional insured. 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. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D16-0330 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Cente, _-_,ilding Division: 206-431-3670 Public Works Department: 206-433-0179 Planning Division: 206-431-3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside of City of Tukwila Water District PERMIT NO.: ❑Part A: To be completed by applicant Site Address: 16659 53rd Av S (attach map and legal description showing hydrant location and size of main):. 'Owner Information: Agent/Contact Person:: Owner Name: Sylvia Heath Agent/Contact: San Stevens Owner Address: 16659 53rd Av S., Tukwila, WA 98188 Agent Address: PO BOX 46002, Seattle, WA 98146 Owner Phone: Contact Phone: 206-853-4525 This certificate is for the purposes of: Two - SFR BUILDING PERMIT ❑ COMMERCIAL INDUSTRIAL ❑ PRELIMINARY PLAT d❑ SHORT SUBDIVISION ❑ REZONE ❑ OTHER Estimated number of service connection and water meter size(s): Two - one existing 5/8" meter & one new 1" meter. See Con Vehicular distance from nearest hydrant to the closest point of structure is 90'+/-. See attached map for hydrant locatons. Area is served by (Water Utility District:) HIGHLINE WATER DISTRICT Owner/Agent Signature Date PART B: To Be completed by water utility district 1. The proposed project is within TUKWILA /King 2. • No improvements required. 3. (City/County) The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: Existing 5/8" meter may need to be upgraded to accommodate fire department requirements. 4. Based upon the improvements listed above, water can be provided will be available at the site with a flow of 1000 gpm at 20 psi residual for a duration of 2 hours at a velocity of 10 fps as documented by the attached calculations. Customer recognizes that the water pressure/fire flow information provided pursuant to this request is general in nature and may not be accurate for any specific location at any specific time. Customer remains solely responsible for determining the specific water pressure/flow information available for Customer's intended use. The general information provided by the District is not intended for and should not be relied upon to design a water system or fire supression system for a specific location. Customer is responsible to field verify the specific water pressure and fire flow at Customer's specific location for Custorr+er' specific -1 needs. 11 V t .' i CITY OF TUKWILA 5. Water Availability: E� Acceptable service can be provided to this project DEC 0 2 2016 ❑ Acceptable service cannot be provided to this project unless the improvements in item B-3 are met. PERMIT CENTER ❑ System is not capable of providing service to this project I hereby certify that the above information is true and correc;'based on the best available information. • HIGHLINE WATER DISTRICT / 206-824-0375 By Agency/Phone JEREISIY D LMAR DISTRICT ENGINEER Test Report for 16659 53rd Ave. S. @ hydrant #H2938 Date: Thursday, August 04, 2016, Time: 07:08:22, Page 1 ID Static Pressure (psi) Fire -Flow Demand (gpm) Residual Pressure (psi) Available Flow at Hydrant (gpm) Available Flow Pressure (psi) 1 [] 2004 128.46 1,000.00 120.39 4,429.68 20.00 Date: Thursday, August 04, 2016, Time: 07:08:22, Page 1 0 N 5111 98.767 5117 5125 9.7694 5116 58838166 5128 58837674 5134 58837679 • 009- 0 ON00 01 O W iv cD 268L288S 0) a) O rn 0 58837677 5150 58837678 157 7.76993 58837692 52 0) Cn cn up th OD Cr) c CSI co -P co W N f3� Co 01 01 O. ui (0 i J 0) 01 CN LLEY v EW HO ES Cn co al co N co co� vi rn tJ1 CN 1 /COCC TRT c c oc 3 3 0) CO CO co co 17Li/K'PPC // //////////// 5111 98`9767 5117 F8y7695 51250 9,76910 1 rn I pv 157 ?769.J J co 52 0 Ea •1. 1 D v, O 5116 58838166 e° 5128 58837674 5134 58837679 5140 03 58837677 1 o • 5150 58837678 D �L6Lc'885 V Co J Q CD 1\300 V1 O 0) rp U1 • W0 0 (Jtr N 00 00 (n0 N .4I 0 5160 58837692 co 00 0) 0) 41-0 5156 1- 0 58838501-1 N L920VLVOZ2-5i7OZ81 1I 1 r1 N 0 r r D 01 ►z• 444 10 1111 W O v LLE TROT O • a n » D n 0) 0) Y VI 0o co co 0) 53RD 0A 0) 0) ('4 U1 CD r -K 00 QV U1 (w LW HOMES 1. 1' 0) E. S. CO 04 V (0 0 1. 0) U1 W CONTRACT: 83- cri co co w V co co 0) 0) O 0) 0o w V (0 (0 0) 0) w 619Lf9P ♦. -.. ar r0) •(n,, OWN OD(pilaf) 0�4 0O 1� co co w ((00 0) cri 0) op W co 0) W 0) 07 ()1 N N fr918f 885 269L989S 0) 0) O co O O cn CO Nj • r N0- • O 99LLf885 N crif CO • 8 0) 0 04 .1 .11 i • v W 54 O 1236 W V 0) (D O. Ina 0 ° 1 I11• 1: oil% illt, .. o) fbd O • c th co oo w 0o 1 0 0 4 t- —jejjJ'14:11' 34605 148th Suite 100 Seattle, WA 98168 Phone: (206)242-3236 Fax: (206) 242-1527 Rec. No. o o3y T) 75 CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commercial: $ 100.00 r Certificate of Sewer Availability OR (' Certificate of Sewer Non -Availability Part A: (To Be Completed By Applicant ) Purpose of Certificate: ❑x Building Permit ❑ Preliminary Plat or PUD • Short Division ■ Rezone ❑ Other Proposed Use: ❑ Commercial 14 Residential Single Family ❑ Residential Multi -Family • Other Applicant's Name American Prestige Homes, Inc. Phone Number 2068534525 Property Address 16659 53rd Ave. South Tukwila, WA 98188 Tax Lot Number 537920.0175 Legal Description (Attach Map and legal Description if Necessary ); Part B: (To be Completed by Sewer Agency 1 C T OR D a. A Sewer Service will be provided by side sewer connection only to an existing 6 ' $EcefiJa E 0 feet from the site and the sewer system has the capacity to serve the prc F ui F TIJ K' b. Sewer service will require an improvement to the sewer system of: • (1) feet of sewer trunk or lateral to reach the site; and/or DEC 0 2 201: ❑ (2) The construction of a collection system on the site and/or PERMIT ■ (3) Other (describe) CEf\ 2. Must be completed if 1. b above is checked (, a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR (' b. The sewer system improvement will require a sewer comprehensive amendment. 3• f a, OR (, 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. Annexation or BRB approval will be necessary to provide service. ''p-- C-7 J -77-7 4. Service a. District b. Easements: c. I hereby from the is subject to the following; Permit $ l T00 `' ' Connection Charges due prior to connection: GFC: $ SFC: $ Unit: $ I Total $ / 70 —21.5-.1-. I (Subject to Change on January 1st) Either a King County/METRO Capacity Charge, SWSSD or Midway Sewer District Connection Charge may be due upon connection to sewers. Ej ■ Required May be Required Other certify that the above sewer agency information is true. This certification shall be valid for one year date of signature. By V2'7"— Title .., ; is -7S, ,,,, c° fa ✓ Date j 2/ C %Zvj ILA ER ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental ,agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. 1 acknowledge that I have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature Date 12/08/2016 STATE OF WASHINGTON CITY OF TUKWILA Department of Community Development 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431-3670 AFFIDAVIT OF OWNERSHIP AND HOLD HARMLESS PERMISSION TO ENTER PROPERTY ss COUNTY OF KING. P1 EaC The undersigned being duly sworn and upon oath states as follows: 1. I am the current owner of the property which is the subject of this application. 2. All statements contained in the applications have been prepared by me or my agents and are true and correct to the best of my knowledge. 3. The application is being submitted with my knowledge and consent. 4. Owner grants the City, its employees, agents, engineers, contractors or other representatives the right to enter upon Owner's real property, located at f(f,(s 57 S3.1 Ave S, 724 4J,1/4 104 9S -/?e- for the purpose of application review, for the limited time necessary to complete that purpose. 5. Owner agrees to hold the City harmless for any loss or damage to persons or property occurring on the private property during the City's entry upon the property, unless the loss or damage is the result of the sole negligence of the City. 6. Non -responsiveness to a City information request for ninety (90) or more days, shall be cause to cancel the application(s) without refund of fees. EXECUTED at On,7 t y CAL (city), L-)/4 (state), on A. uA tc.s%- 20 /(o (Print Name) I6Ys/ Gv,'/d-PI c. e, Cit E emn4y44_ Go/V- (Address) �13 q, 0953 - Co—Dv3g (Phone Number) (Signature On this day personally appeared before mee r(^,i�i� . to me known to be the individual who executed the foregoing instrument an acknowledged that he/she signed the same as his/her voluntary act and deed for the uses and purposes mentioned therein. SUBSC RENEE W CAMERON NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES JULY 9, 2020 ME O DAY OF A— .7t , 20� \\deptstore\City Common\Teri\Revisions In Progress\Short Plat-Jan20l 1.docx NOTARY P residing at My Commission expires on 11 LIC in and for the State of Washin August )'20 6 To Whom It May Concern, My name is Jennifer Fraser and I am the personal representative of the Estate of Sylvia A. Heath. This letter is concerning the real property located at 16659 53rd Ave S, Tukwila, WA 98188 and having a tax parcel number of 537920-0175. This letter will serve as our consent for the buyers, Sound Acquisitions, LLC and prospective partners Sans Stevens of said property to apply for short plat and building permits prior to the purchase of the above mentioned property. Should you have any questions or concerns, please contact me directly. Best Regards, Jennifer R. Fraser, Personal Representative (253)750-0478 Fireadvl@gmail.com 10431 Wildflower Ct E Bonney Lake, WA 9891 State of County of pt s ) Social Security Number Before me,,St%on this day personally appeare11r1C1�' 1�. ,and acknowledged A e that he/she/they executed the foregoing instrument for the purposes and consideration therein expressed. Given under my hand and seal of office thjsaalday of Notary Public (OFFICIAL SEAL) 20j RENEE W CAMERON NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES JULY 9, 2020 American Prestige Homes Inc Horne Espanol Contact Safety & Health Claims & Insurance Washington State Department of 40 Labor & Industries Search L&I Page 1 of 2 A-2 Index Help IV9} 1,8d Workplace Rights Trades & Licensing American Prestige Homes Inc Owner or tradesperson Stevens, San Y Principals Stevens, San Y, PRESIDENT WA UBI No. 603 377 564 PO Box 46002 SEATTLE, WA 98145 206-853-4525 KING County Business type Corporation License 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 04/04/2014— 04/04/2018 Bond ................ American Contractors Indem CO Bond account no. 100243404 $12,000.00 Received by L&I Effective date 04/04/2014 03/14/2014 Expiration date Until Canceled Insurance ............................... Western Pacific Mutual Ins Co Policy no. WPGL4600055717 $2,000,000.00 Received by L&I Effective date 03/01/2017 03/24/2017 Expiration date 03/24/2018 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts ................. No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603377564&LIC=AMERIPH864JD&SAW= 3/29/2017 American Prestige Homes Inc Page 2 of 2 Workers' comp 1 No active workers' comp accounts during the previous 6 year period. Workplace safety and health Check for any past safety and health violations found on jobsites this business was responsible for. CO; Washington State Dept. of Labor & Industries. Use of this site is subject to the laws of the state of Washington. Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603377564&LIC=AMERIPH864JD&SAW= 3/29/2017 -N- 7 O _\ O m FL, ,HT._ F.F. _ PL, HT_ 12 5 GOMP ROOFING OVER 15# BUILDING PAPER GONTINUOUS SUTTER COMP ROOFING OVER 15# BUILDING PAPER 12 5 COMP ROOFING OVER 15# BUILDING PAPER CONTINUOUS GUTTER BEVELED SIDING 5/4"x4 TRIM (TYP) COMP ROOFING OVER 154* BUILDING PAPER CONTINUOUS GUTTER / / PANEL SIDING PER MFR, SPEG. GRADE .1 / _ PL. HT._\,_ PANEL SIDING PER MFR. SPEG. 5 rL L 12 TL J_ NEW FRONT ELEVATIONS SCALE 1/4" = 1' 12 5 COMP ROOFING OVER 15# BUILDING PAPER CONTINUOUS GUTTER BEVELED SIDING 5/4"x4 TRIM (TYP) r- GOMP ROOFING OVER 15# BUILDING PAPER 12 CONTINUOUS SUTTER 5 �./ O I tV 01 01 40'-O" 121-8" 6'-2" 2'-4" I I r 8'-011 31-10" 41-2" 5Q Q 5L 31-2" BEDROOM #2 41-4" O 0 N FLOOR LINE BELOW 2Q31Q H I 1 ri 5Ocfm ° itt 2'-4" I t 14'-8" .5 __ _LJ D / . 41-0" _J L 2-6- i LAUNDRY I00cfm DRY V.T.O. .a . U \ 2¢6.e "X.R2T1 lATN, N �AGGE z eFI0 S$P I/\1.1 .G. X N a N I m O 101-1l'1 MASTER BEDROOM / 41-10" • 0 i 4 S) O 5D DN b BEDROOM #3 O 0 •\ BEDROOM #4.. O 131-0" 111111111111111111111 RAILING OPEN TO BELOW I �l 0 N BEVELED SIDING 5/4"x4 TRIM (TYP) 11 r L rL L ?L T r. J I J NEW RIGHT ELEVATIONS SCALE 1/4" = 1' 1 1 J REVISIONS No changes shall he made to the scope of work without prior approval of k iia Building Division, l+'OTa.: r;e :.F.onc will require a new plan submittal and may include additional plan revri>feed 1.12 4? XOX 4z 4�Q FX I Q 10'-4 1/2" FLOOR' LINE BELOW 101-4 1/2" r J P 20'-q" !SEPARATE PERMIT � T REQUIRED FOR: Q�lec hanic a i lectrical Llumbing L1as Piping City of Tukwila B, .0!,NG DIVISION NNING APPROVED • No nges can be madeto these plans without approval from the Planning Division of DCD Approved Bv; _ !� • r N x of m 111 RAILING LOFT J I I I I DEIGK I I I I 1 I I '-41/2" I q'-}3" 1 �'-1 1/2".21-1 I/2" 3'-1 1/2" j, 31-4 1/2" je 3'-4 1/2" 3'-1 1/2" I I I I 14'-0" O 1 • a � N a O 51_3U 40'-011 0 NEW UPPER FRONT DECK SCALE 1/4" = 1' FILE COPY Permit No. fit (o- 0330 Plan review approval is subject to errors and omi io to. Approval of construction documents does not authorize the violation of any adopted code or ordinance. R of approved Field_, ale•nditions is acknowledg= +:• Pt By: Air City Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED SEP § 2011 City of Tuk'dJiIa. Bill D1._MitaL.,..i_I REV, Oq-07-2011 RECEIVED CITY OF TUKWILA SEP 0 8 2017 PERMIT CENTER RECEIVED SEP 13 2011 TUKWILA PUBLIC WORKS client AMERICAN PRESTIGE HOMES RICHARD SAN STEVENS P.O. BOX 46002 SEATTLE, WASHINGTON g6I46 (206)653-4525 Project NEW HOUSE 16650 53RD AVE 5. TUKWILA, WASHINGTON x6188 Sheet Description NEW UPPER DECK NEW ELEVATIONS drown by M. FOSTER check by L513 / BSMV P.E. scale AS SHOWN date REV-oq/o-I/201.1 discipline / \ / \ / \ C / \ / \ / \ / 1 COMP ROOFING OVER 154* BUILDING PAPER CONTINUOUS GUTTER / / PANEL SIDING PER MFR, SPEG. GRADE .1 / _ PL. HT._\,_ PANEL SIDING PER MFR. SPEG. 5 rL L 12 TL J_ NEW FRONT ELEVATIONS SCALE 1/4" = 1' 12 5 COMP ROOFING OVER 15# BUILDING PAPER CONTINUOUS GUTTER BEVELED SIDING 5/4"x4 TRIM (TYP) r- GOMP ROOFING OVER 15# BUILDING PAPER 12 CONTINUOUS SUTTER 5 �./ O I tV 01 01 40'-O" 121-8" 6'-2" 2'-4" I I r 8'-011 31-10" 41-2" 5Q Q 5L 31-2" BEDROOM #2 41-4" O 0 N FLOOR LINE BELOW 2Q31Q H I 1 ri 5Ocfm ° itt 2'-4" I t 14'-8" .5 __ _LJ D / . 41-0" _J L 2-6- i LAUNDRY I00cfm DRY V.T.O. .a . U \ 2¢6.e "X.R2T1 lATN, N �AGGE z eFI0 S$P I/\1.1 .G. X N a N I m O 101-1l'1 MASTER BEDROOM / 41-10" • 0 i 4 S) O 5D DN b BEDROOM #3 O 0 •\ BEDROOM #4.. O 131-0" 111111111111111111111 RAILING OPEN TO BELOW I �l 0 N BEVELED SIDING 5/4"x4 TRIM (TYP) 11 r L rL L ?L T r. J I J NEW RIGHT ELEVATIONS SCALE 1/4" = 1' 1 1 J REVISIONS No changes shall he made to the scope of work without prior approval of k iia Building Division, l+'OTa.: r;e :.F.onc will require a new plan submittal and may include additional plan revri>feed 1.12 4? XOX 4z 4�Q FX I Q 10'-4 1/2" FLOOR' LINE BELOW 101-4 1/2" r J P 20'-q" !SEPARATE PERMIT � T REQUIRED FOR: Q�lec hanic a i lectrical Llumbing L1as Piping City of Tukwila B, .0!,NG DIVISION NNING APPROVED • No nges can be madeto these plans without approval from the Planning Division of DCD Approved Bv; _ !� • r N x of m 111 RAILING LOFT J I I I I DEIGK I I I I 1 I I '-41/2" I q'-}3" 1 �'-1 1/2".21-1 I/2" 3'-1 1/2" j, 31-4 1/2" je 3'-4 1/2" 3'-1 1/2" I I I I 14'-0" O 1 • a � N a O 51_3U 40'-011 0 NEW UPPER FRONT DECK SCALE 1/4" = 1' FILE COPY Permit No. fit (o- 0330 Plan review approval is subject to errors and omi io to. Approval of construction documents does not authorize the violation of any adopted code or ordinance. R of approved Field_, ale•nditions is acknowledg= +:• Pt By: Air City Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED SEP § 2011 City of Tuk'dJiIa. Bill D1._MitaL.,..i_I REV, Oq-07-2011 RECEIVED CITY OF TUKWILA SEP 0 8 2017 PERMIT CENTER RECEIVED SEP 13 2011 TUKWILA PUBLIC WORKS client AMERICAN PRESTIGE HOMES RICHARD SAN STEVENS P.O. BOX 46002 SEATTLE, WASHINGTON g6I46 (206)653-4525 Project NEW HOUSE 16650 53RD AVE 5. TUKWILA, WASHINGTON x6188 Sheet Description NEW UPPER DECK NEW ELEVATIONS drown by M. FOSTER check by L513 / BSMV P.E. scale AS SHOWN date REV-oq/o-I/201.1 discipline job number 2016-5i Sheet Number 2 REVISION Nal_ 2x6 WALL W/ STUDS 16" 0.C. R-21 INSULATION 1/2" GYPSUM WALLBOARD C 3/4" The SHEATHING GLUED 4 NAILED W/ IOd @ 6" O.G. SUPPORTED EDGES 4 10" O.G. @ FIELD MEMBERS PRE ENG. 18" FLOOR TRUSSES Co) 16" 0.6. 5/8" GYPSUM WALLBOARD REV. O1 -07-2o1-1 R-21 INSULATION 2x6 WALL W/ STUDS @ 16" O.G. 1/2" GYPSUM WALLBOARD ODETAIL SCALE 3/4 =11-0" 1/2" GDX OR 7/16" 05B SHEATHING NAILED W/ 8d 6" 0.C. SUPPORTED EDGES @ 12 0.G. FIELD MEMBERS TYVEK HOUSE WRAP OR EQ. PER MFR. SIDING PER ELEVATIONS METAL HANDRAIL METAL FLASHING 4" DECKING P.T. 2x10 DECK RIM JST. (4) I/4"d1)x 2 1/4" L.B. EA. SIDE 1x12 DECK FASCIA P.T. 2x10 DECK JST. 16" 0.G. 2x6 BLOCKING UNDER P.T. 2x10 DECK JST. SIDING PER ELEVATIONS TYVEK HOUSE WRAP OR EQ. PER MFR. /2" GDX OR 7/16" 053 SHEATHING NAILED W/ 8d 6" 0.G. SUPPORTED EDGES @ 12 0.G. FIELD MEMBERS 40,-0" 38'-O" 4x10 H.F. 442 3 I/2"x12" GLB 4x12 H.F. #2 2'-O" O N 3/4" T46 SHEATHING GLUED 4 NAILED W/ IOd @ 6" 0.C. SUPPORTED EDGES 4 10" O.G. @ FIELD MEMBERS r -- L__ r II El II - I , i PRE SECOND FLOOR • /, BRC. WALL - ENG. 18' DEEP FL. TRUSSES 16" 0.6. _..L_ L. 3 1/2"x12" GLB rr { L r C PRE J L ENS. 15 — -4 DE J EP F L. TRUSS n CJ L ES 16" 0.C. L JL J L JL J HANGERS PER TRUSS MFR L JIL J L JIL J L J L J L J L J L J L J L J J L J ✓ , L \ L J ✓ , HANGERS PER TRUSS MFR—, J L r ,r 1,rr ir ,r -,r 11r ,1r ,lr 11r 1 PRE ENG. 18" DEEP FL. TRUSSES @ 16" 0.C. J J PRE ENG. 15" DEEP GIRDER FL. TRU55 JIL JIL JIL JIL .JIL J L J 1 4x6 H.F. #2 r _ J "1:1—= O I N L FRE ENG. 15" DEEP GIRDER FL. TRUSS 5 I/2"x12" SLS 20'-q" J 71.x75-R.F. #2 I L _ L L J ✓ 1 10'-4" > f N I ' JL 1 N I 4x6 H.F. #2-1 4x6 H.F. #2-o 1 J , J 1 , k 2x6 LEDGER W/ (3) I6d NAILS EA. WALL STUD SIMPSON LU26 HANGERS r r 1 PRE ENG. 18" DEEP GIRDER FL. TRUSS HANGERS PER TRUSS MFR PRE ENG. 18" DEEP GIRDER FL. TRUSS PRE1 ENG. 18' DEEP L. - .S 2'-41/2' P.T. 4x4 POST W/ SIMPSON LGE4 POST GAP J P.T 4" C FL. TRUSSES 16" 0.G. U- r x —F .G. 2x10 DECK 5T: 16" 0 J '4" O NEW UPPER FRONT DECK SCALE 1/4" = 1' REVISIO /2'-4 1/2" REVIEWED FOR CODE COMPLIANCE APPROVED SEP 18 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA SEP 082017 PERMIT CENTER 03 (Q, c -is orts > • O Li) (9 c � ce_) client AMERICAN PRESTIGE HOMES RICHARD 4 SAN STEVENS P.0, BOX 46002 SEATTLE, WASHINGTON 18146 (206)553-4525 Project NEW HOUSE 16651 53RD AVE 5. TUKWILA, WASHINGTON 18188 Sheet Description NEW UPPER DECK FRAMING NEW DECK DETAIL drawn by M. FOSTER check by LS5 / BSMV P.E. scale AS SHOWN date REV -01/07/2011 discipline job number 2016-57 Sheet Number 2 2 — of - 2 0 0 J Layout Name: L:\Working\R16920 — 16659 53rd Ave S (Stevens SP)\CADD\Drawings\BUILDING LOT 1\R16920—PS—C1.dwg Dec 22, 2016 — 12:34pm ir rit , O 0 W ' EX. TREE TO BE REMOVED N88°03'56"W 162.02' (.Y2 ROW r;1rrrr7r>ir 7.47,it is. /.7/ -VZ 7/..717iiy;7r:7//74 na. POSED SFR FFE+262.50 El 30'-Y2 ROW STING AS' HALT DRIVEWAY CONSTR CTION ENTRANCE' GARAGE=260.0f • •__..,:/�:<:�: �::✓./G:�//..:lir:>l.��ir�a/: TEMPORARY STOCKPILE (COVER WITH PLASTIC (TYP) ,J O ce O co INSTALL SILT FENCE PER DETAIL THIS SHMT �0`.-0--- 0 (TYP) , .0.-0-0I 0 -•- 0 EX. HOUSE' / TO»B E -DEMOLISHED —EX. SHED TO BE DEMOLISHED (j Cf / OOO� O�O-;•-O 11188603,6"W 162.02' St.l Sl.; r (0 c` rsS '. ' rte :�- '"f,', • . , 0 • 3D w.�.,, _ • SD 862..02 ' nr S. 168TH STREET 00-r=0— • • • lr 0 8 i'IM.,'-'25.f.80. 15 122(W-248.0 ...., •-'"‘C` CS• LC) f INSTALL INLET PROTECTION PER DETAIL THIS SHEET (TYP) f) w , ,2 50 ``- R.41:2=1.9. 9 ( 8"(.5)=242,6 GRADING AND EROSION CONTROL NOTES: 1. THE EROSION PREVENTION AND SEDIMENT (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES, ESTABLISH THE CLEARING LIMITS AND INSTALL CONSTRUCTION ENTRANCE. 3. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OPERATING. INSTALL AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC PLAN. 4. ESC MEASURES, INCLUDING ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABILIZATION IS ESTABLISHED. 5. FROM MAY 1 THROUGH SEPTEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKDED FOR SEVEN DAYS OR MORE. 6. FROM OCTOBER 1 THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO DAYS OR MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: A. PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. B. STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. 7. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKDED DURING THE WET SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. HORIZONTAL GRAPHIC SCALE 20 10 0 10 20 1 inch = 20 ft. Know what's below. Call before you dig. FO inr Mechanical g'Elcetrical Plumbing �1 Gas Piping CI'.y of Tukwila BUlLi`r' .G DIVISION 11I' r', - s- (;. �c�o to the scope_ of Ei..Ili' it 7� Divir e..i NOTL6Vi3ic;i,s will require a new plan submittal and may include additional plan review fees. JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. 2" X 2" X 14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT NOTES: Z 2 O z_ 2 CV FILTER FABRIC UNDISTURBED GROUND BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" - 1.5" WASHED GRAVEL FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. SILT FENCE DETAIL PER 2009 KCSWDM FIGURE C.3.6.A SCALE: NONE SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED TOE IN SHEETING IN MINIMUM 4"X4" TRENCH LE CO Permit Mo. PROVIDE ENERGY DISSIPATION AT TOE WHEN NEEDED Ran r: w c preval is subject to errors and orr esicns. k :.'dial of cOrlslruciion documents does not an ire the v'::>i :tion of any ad ' pted code or ordinance. Rcc it of F4 -.;proved ved Field Co ;y a ,d conditions is acknow ed J: By: Date: City of Tukwila BUILDING DIVISION These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequac' - of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: (2,121 PLASTIC COVERING DETAIL PER 2009 KCSWDM FIGURE C.3.4.A SCALE: NONE CORRECTION LTR# CATCH BASIN GRATE RECEIVED CITY OF TUKWILA II1I1111 X1111111111111111 11111111 11X11 11X111111 11.11 111111111 11111X111111111111 OVERFLOW FILTER MEDIA FOR DEWATERING POROUS BOTTOM DEC 23 2I116 PERMIT CENTER NOTES: THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN. 0.5 CUBIC FEET OF STORAGE WITH THE MEANS TO DEWATER THE STORED SEDIMENT, PROVIDE AN OVERFLOW, AND CAN BE EASILY MAINTAINED. INLET PROTECTION DETAIL PER 2009 KCSWDM FIGURE C.3.9.B SCALE: NONE REFERENCE SHEET NO. C1 SHEET 1 OF 3 SHEETS C!) W 0 w 0 (f) w Ct 0 z 0 w 2 0. O U 01 L � -.a W 4,3 EitIrt L1 0 0 Ai�J N N cr %D N 0 N 1- ISSUE DATE 12-22-2016 0 z� E 1-- DESIGNED BY: z F- d m H. H. PHAN CHECKED BY: H. H. PHAN PROJ. MNGR: REVISION DESCRIPTION REVIEWED FOR CODE COMPLIANCE APPROVED DEC 302016' City of Tukwila BUILDING ID! \i1S1ON W 0 0 0 0 J 6 E 0 z 0 T 0 J (Stevens SP)\CADD\Drawings\BUILDING LOT L: \Working\R16920 — 16659 53rd Ave S 0 0 0 0 0 Dec 22, 2016 — 12:33pm EG=258.00 30' v Y ROW • .-3.-.30'4/2 ROW rti J r; f EG=2'0.00 f r ' fl • w FFE 262.50 GARAGE=260.0 - ... EG=268.00 5' B5BL • • • 5 �..,, 1..3 o.w. SD 0 O C�5 • • • • • EG:t 254.20 ..... 0,0 co 0 O 588'0,3'56"E86 2. S. 168TH STREET Cyr ;:; ' ` c. • co ccit SITE BENC SEWER MA EL=249.49 • C lJ •... f4= 49.49 -I MARK NHOLE LEGEND PROPERTY LINE B.S.B.L RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE - ADJACENT PROPERTY LINE ROOF OVERHANG LINE 4" CONCRETE PAVEMENT PROPOSED RESIDENCE PERFORATE STUB OUT TRENCH PROPERTY CORNER MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH 2,367 SQ. FT. (INCLUDING OVERHANG & COVERED PATIO) TOTAL 2,367 SQ. FT. 2,367 / 16,202=0.1461 X 100% = 14.61% MAX. BUILDING COVERAGE IMPERVIOUS SURFACE COVERAGE HOUSE AND COVERED PORCH 2,367 SQ. FT. (INCLUDING OVERHANG & COVERED PATIO) WALKWAY / PATIO 74 SQ. FT. DRIVEWAY 583 SQ. FT. TOTAL i 3,024 SQ. FT. i 3,024 / 16,202=0.1866X 100% = 18.66% IMPERV. SURF. COVERAGE ,t CONSTRUCTION NOTES: O CONSTRUCT PERFORATED TIGHLINE INFILTRATION TRENCH PER DETAIL 1. O2 INSTALL 102 LF 6" ADS N12 TIGHLINE @ 6.50%. C° O INSTALL YARD DRAIN WITH SOLID LID. RIM=261.00, IE (E)=257.39, IE (W, S)=257.49 ® INSTALL 7 LF 4" PVC SOLID FOOTING DRAIN COLLECTOR @ 1.00% MIN. O INSTALL 5 LF 4" PVC ROOF DRAIN COLLECTOR @ 1.00% MIN. ® INSTALL 6 LF 6" ADS N12 SD COLLECTOR @ 36.00%. O INSTALL 4" PVC ROOF DRAIN @ SLOPE TO DRAIN. ® INSTALL 10 LF 6" SD STUB @ 2.00% FOR FUTURE HOUSE. ® INSTALL 35 LF 1Y2" WATER SERVICE LINE AS REQUIRED FOR FIRE SPRINKLER. 10 INSTALL 1" WATER METER & SERVICE LINE (HIGHLINE WATER DISTRICT PERMIT REQUIRED). 11 UTILITY TRENCH (POWER, TEL & CATV). ROCKERY WALL TABLE POINT # BOW TOW 1 255.00 258.00 2 258.50 260.50 GENERAL NOTES: 1. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. 2. KEEP INFILTRATION TRENCH 5' MIN. FROM PROPERTY AND 15' MIN. FROM HOUSE FOUNDATION. PARCEL NUMBER 5379200175 5% 11 EXPANSION JOINT • 10.0' 11. 6" RIGID PERFORATED PIPE @ 0.0% ♦1 10.0' MIN 5.0' MIN n' ACi •Vit$14tIV •,r yr�5 PLAN VIEW 6" RIGID PERFORATED PIPE @ 0.0% wz EE 2 (c) CEMENT CONC. SIDEWALK 1'-6" MOTE: TOP OF LIP AT DRIVEWAYS. NEW CEMENT CONCRETE CURB AND GUTTER 2"5/ CRUHSED ROCK SCALE: NONE INSTALL 58 LF 6" PVC SIDE SEWER @ 2.00%. PROVIDE CLEAN OUT AS REQUIRED. VALLEY VIEW SEWER DISTRICT PERMIT REQUIRED. INSTALL 6 LF 6" PVC SIDE SEWER STUB @ 2.00% FOR FUTURE HOUSE. VALLEY VIEW SEWER DISTRICT PERMIT REQUIRED. INSTALL 12 LF 4" PVC SIDE SEWER LATERAL @ 2.00%. VALLEY VIEW SEWER DISTRICT PERMIT REQUIRED. REMOVE & CONSTRUCT 28 LF ROCKERY WALL (4' HIGH MAX.). 16 TRENCH & PATCHING PER CITY OF TUKWILA STD DS-14BT. • CONSTRUCT 20' WIDE DRIVEWAY APPROACH PER CITY OF TUKWILA SHEET RS -08A AND CURB & GUTTER DETAIL. ® CONSTRUCT 5' WIDE SIDEWALK (4" THICK & 6" THICK @ DRIVEWAY APPROACH). ® CONSTRUCT 4" PERFORATED WALL DRAIN @ SLOPE TO DRAIN. ® CONSTRUCT 20' WIDE CONCRETE DRIVEWAY. Q EX. CB WITH VANED GRATE. EX. RIM=251.80, EX. IE (W)=248.60, EX. IE (SE)=248.50 NEW IE (NW)=248.60 • REMOVE & DISCONNECT WATER METER & SERVICE LINE (BY HIGHLINE WATER DISTRICT) EARTHWORK VOLUME ESTIMATES: FOUNDATION LOCATION CUT (CY) FILL (CY) SITE & FOUNDATION 100 0 23 INSTALL 6" WIDE SLOTTED DRAIN. 1.5 FEET FROM RIGHT OF WAY LINE. INSTALL 16 LF 4" PVC SD @ 1.00% MIN. tv< EXISTING GROUND `� r 22Zz 0:7775,.m- - 474" TFIRAW NTS ROOF DRAIN \_ YARD DRAIN WITH SOLID LID ROOF DRAIN ROOF DOWN SPOUT WITH OVERFLOW WYE AND SPLASH BLOCK L •..Lur �Y.(GY.(r�Y.(Gr•r�Girr.'w�i•�•wS.Y^,�5i1' :LuFr�Y.�t • , WASHED ROCK 3/4" - 1 1/2" FINE MESH SCREEN ELEVATION VIEW NTS EXISTING GROUND z_ 2 z 2 4" SOLID PIPE @ 2.0% MIN. WRAP WASHED ROCK ENTIRELY WITH FILTER FABRIC WASHED ROCK 3/4" - 1 1/2" 6" RIGID PERFORATED PVC PIPE LAID LEVEL (TYP) PERFORATED TIGHLINE CONNECTION DETAIL SCALE: NONE 4" PVC DOWNSPOUT DRAIN LINE BACKFILL • :PROVIDE 12" MIN COVERAGE OF DRAIN WITH CLEAN 1 1/2" - 3/4" *WASHED ROCK .FILTER FABRIC (MIRAFI 100X OR EQUIVALENT) r�lans have been reviewed by the Public These t„ Works Department for conformance to errrrcurrentd standards. Acceptance is subject City f emissions which do not ordinane authorize The responsibility adopted standards or with the for the adequacy of thel or revisions todesign rests ythese designer. Additions, deletions drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. subject to field inspection by Final acceptance is the Public Works utilities inspector. By: bVO33 NOTES: 4" PERFORATED PVC FOOTING DRAIN LINE DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS AND OTHER FITTINGS AS NEEDED. DRAINAGE DETAIL SECTION A -A SCALE: NONE Jbg HORIZONTAL GRAPHIC SCALE 20 10 0 10 20 1 inch = 20 ft. RECEIVED CITY OF TUKWILA DEC 23 2016 PERMIT CENTER Know what's below. Call before you dig. REFERENCE SHEET NO. C2 SHEET 2 OF 3 SHEETS OT co /^. (/// i V) co LLI W OO C) 0 LI o CL El)) 0 co w 2 co N cr o N N•i O N H ISSUE DATE N N N N 0 z Cs1 o Cf Qz 0 DESIGNED BY: Qz F-- 0 m Q c PROJ. MNGR z 0 �-_ a w 0 z 0 0 J Layout Name: L: \Working\R16920 0 0_ 0 Dec 22, 2016 — 12:35pm i • ASPHALT CONCRETE OR BITUMINOUS PLANT MIX REPLACEMENT PATCH CUT WITH PNEUMATIC PAVEMENT CUTTER EXISTING ASPHALT PAVEMENT CONCRETE 150% OF EXISTING DEPTH SAW CUT EXISTING CONCRETE PAVEMENT 8" EXTRA RIGID BASE 518" MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY DEPTH DETERMINED — BY CITY 5/8" MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY .• SAW CUT EXISTING OIL MAT TYPICAL PATCH FOR RIGID PAVEMENT ASPHALT CONCRETE OR BITUMINOUS PLANT MIX REPLACEMENT PATCH 150% OF EXISTING DEPTH \ 518" M INUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY 6' • •••♦•♦••••• ••••♦••••♦••• • "••;V: •♦ ♦•♦•+•••t ltttt�ttt�t�t ••••••••• •••••4 v` SAW CUT EXISTING ASPHALT PAVEMENT 6" TYPICAL PATCH FOR FLEXIBLE PAVEMENT 5/8" MINUS COMPACTED CRUSHED ROCK UNLESS OTHERWISE ORDERED BY THE CITY NOTES: 1. ALL WORK TO CONFORM TO THE CURRENT WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE, AND MUNICIPAL CONSTRUCTION. 2. A MINIMUM OF A ONE YEAR GUARANTEE IS REQUIRED ON ALL PAVEMENT PATCHING AND OVERLAYS. 3. CONTROLLED DENSITY FILL IN PLACE OF CRUSHED ROCK MATERIAL MAY BE REQUIRED IN CASES OF RECENT PAVEMENT OVERLAY, OR AS DIRECTED BY CITY ENGINEER. NOT TO SCALE city of Tukwila PAVEMENT RESTORATION SHEET: RS -03 REVISION #1: 08.03 APPROVAL: B. SHELTON I s" 2" MIN. OR MORE AS DIRECTED. 2" - 5/8" CRUSHED ROCK NOTES: DRIVEWAY (MAX. GRADE IS 15%) SECTION A -A TOP OF CURB AT DRIVEWAY CURB DETAIL 1. THIS ALTERNATE SHOULD BE USED ONLY AFTER STUDYING CLOSENESS OF DRIVEWAYS, DRAINAGE, TOPOGRAPHY, DRIVEWAY GRADES, ETC. 2. CONCRETE SHALL BE CLASS B OR BETTER THAN 5-1/2 SACK, 3000 PSI. 3. INSPECTION REQURED BEFORE PLACING CONCRETE. AT LEAST 24 HOUR NOTICE MUST BE GIVEN TO TUKWILA PUBLIC WORKS DEPARTMENT. 4. ALL DRIVEWAY APRONS SHALL BE A MINIMUM OF 6" THICK. 5. WHERE DRIVEWAY WIDTHS EXCEED 15', A 3/8" X 5-1/2" EXPANSION JOINT SHALL BE PLACED LONGITUDINALLY ALONG THE CENTERLINE. 6. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APWANVSDOT PLANS AND SPECIFICATIONS OR AS DIRECTED BY THE CITY OF TUKWILA. 7. AN ASPHALT APRON MAY BE USED IN AREAS WHERE NO CURB EXISTS. 8. REMOVAL OF EXISTING CONCRETE CURB, GUTTER OR SIDEWALK SHALL BE SAW CUT TO THE NEXT JOINT. • NOT TO SCALE City of Tukwila RESIDENTIAL DRIVEWAY ALTERNATE 1 OF 3 SHEET: RS -08A REVISION #1: 08.03 APPROVAL: B. SHELTON i SIDEWALK WIDTHS MINOR ARTERIAL* PRINICIPAL ARTERIAL* TUKWILA URBAN CENTER (SEE NOTE 1) 5' 6' 6' CURB RAMP (SEE RS -12) SCORE JOINTS EVERY 5' A 3" WIDE EDGER FINISH 318" FULL DEPTH EXPANSION JOINT CURB & GUTTER (SEE RS -88A) 211%MIN. NOTES: 18" 18" SECTION A -A 5/8" MINUS CRUSHED ROCK THICKENED EDGE ON RADIUS 1 2e 15' EXPANSION JOINTS EVERY 15' PLAN VIEW 1" WIDE X 3/8" DEEP SCORE JOINTS 318" X 3.5" EXPANSION JOINT ELEVATION 1. SIDEWALKS SHALL BE A MINIMUM OF 8 FEET WIDE AT BUS STOPS AND PULLOUTS, OR WHERE THE SPEED LIMIT IS OVER 35 MPH, OR WHERE A TRAIL AND SIDEWALK ARE COMBINED. 2. PLACE CEMENT CONCRETE OVER 2" OF 5/8" MINUS CRUSHED ROCK OR AS SPECIFIED IN THE CURRENT APWANVSDOT STANDARD SPECIFICATIONS. 3. REMOVE EXISTING CONCRETE CURB, GUTTER OR SIDEWALK TO THE NEAREST JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH NEW. NOT TO SCALE City of Tukwila SIDEWALK SHEET: RS -11 REVISION #1: 08.03 LAST REVISION: 07.05 APPROVAL: B. SHELTON IA' These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequac7 of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: �21 1 I I By: (� Z RECEIVED CITY OF TUKWILA DEC 232016 PERMIT CENTER Know what's below. CaII before you dig. REFERENCE SHEET NO. C3 SHEET 3 OF 3 SHEETS J H W CC D D D z AU c �L a� c c LL) 43. c (13 0 79 .0 co ,-t - CO� • CO 0 1cD I— J Ln U7 Z z _ F-- 6 -6 6 _ 0 O C�+Nq�I Z V/ O(0 E w 0 0 GENERAL REQUIREMENTS: BUILDING ENVELOPE INSULATION REQUIREMENTS: ROOF / CEILING INSULATION! USE R -4c1 OPEN -BLOWN INSULATION FOR ATTiC AREAS. MAINTAIN CLEARANCES PER MANUFACTURES SPECIFICATIONS INSTALL EAVE VENT BAFFLES PER ROOF DETAILS. HALL INSULATION: USE R-21 FACED BATT INSULATION ON ABOVE GRADE WALLS. FACED BATT INSULATION TQ BE FAGS STAPLED ONLY. ABOVE GRADE EXTERIOR INSULATION TO BE PROTECTED, FLOOR INSULATION: USE R-30 BATT INSULATION ON ALL CRAWL 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. MQISTURE CONTROL REQUIREMENTS: VAPOR RETARDERS TO BE INSTALLED ON THE HARM SIDE OF INSULATION. ROOF / GElL1N6 ASSEMBLIES: USE R-41 OPEN -BLOWN INSULATION FOR ATTiC AREAS. MAINTAIN CLEARANCES PER MANUFACTURES SPECIFICATIONS INSTALL EAVE VENT BAFFLES PER ROOF DETAILS. HALL VAPOR RETARDER: FACED BATT INSULATION TO BE USED AS VAPOR RETARDER. FACED BATTS TO BE FACE STAPLED ONLY. FLOOR VAPOR RETARDER: BUILDING ENVELOFE SEALING REQUIREMENTS: THE FOLLOWING AREAS OF THE BUILDING ENVELOPE SHALL SE SEALED, CAULKED, GASKETED OR WEATHER-STRIPPED TO MINMIZE AIR LEAKAGE: A, JQINTS AROUND FENESTRATION AND DOOR FRAMES, 5. JUNCTIONS BETWEEN WALLS AND FOUNDATION, BETWEEN WALLS AT BUILDING CORNERS, BETWEEN WALLS AND STRUCTURAL FLOORS OR ROOFS, AND BETWEEN WALLS AND ROOF OR ROOF PANEL. G. OPENINGS AT PENETRATIONS OF UTILITY SERVICES THROUGH THE ROOFS, WALLS AND FLOORS. 17, SITE• -BUILT FENESTRATION AND 1700R6. E. BUILDING ASSEMBLIES USED AS DUCTS OR PLENUMS. F. JOINTS, SEAMS, AND PENETRATIONS OF VAPOR RETARDERS. G. ALL OTHER OPENINGS IN THE BUILDING ENVELOPE, ADDITIONAL. ENERGY EFFICIENCY REQUIREMENTS: TABLE R406.2 , 2015 WSEC. TABLE 406.2: ENERGY CREDITS REQUIRED = 3.5 CREDITS (MEDIUM DWELLING) OPTION DESCRIPTION CREDITS 2a AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2a: 0.5 3b 1-110H EFFICIENCY HVAC EQUIPMENT 3b: 1.0 50 EFFICIENT WATER HEATING 5o: 0.5 5c EFFICIENT WATER HEATING 5c: 15 Total 5F 3,601 SF Fire Resist_pnceof .Exterior. Walls: R-3, 0ccupanicea W/ Type V -B Construction, 1 -HR Less than 5' from property line, Non -rated elsewere. Openings not permited less than 5'. TOTAL ENERGY EFFICIENCY CREDITS 5.5 3/4" T 4 G PLYWOOD FLOORING TO BE USED AS VAPOR RETARDER. GRAWLSPAGE VAPOR RETARDER: INSTALL GROUND GQVER OF SIX MIL ( 0.006 INCH THICK) BLACK POLYETHYLENE OR EQUAL OVER THE GROUND WITHIN CRAWL -SPACE, THE GROUND COVER TO BE OVERLAPPED 12 (NOES MiNiMUM AT THE JOINTS AND SHALL EXTEND TO THE FOUNDATION HALL. VICINITY MAP SCALE N.T.S. SSMH R1M=261.56 iE 8" S=252.9 �'� 1 �j 1 / 1 � Il iIl 1 ? l �/ _ [.1 / /" / / / C'1 . '•T rWr/ 1 •....�..�wl. r..e! _ ___ •�..�f�� .Y I�4 Y.�.w� ifl f. ..w...e 1 / 6 1 Ti j1 1 207 .. ��� l / I / 20" APPLE l ��/ Nr/i7 r 1 30' l l / f NEW I D 'EWAY/ I( ,� 1/ JIO2 if c - -.r r NEW HOUSE ,51 61 N88'03'56"W 't 30.00' .• -- i / .. —254 R / J ./ ' I ••••••••• • _ _�a ,� N88'03 56W 162.02 • ' ` . �..-w .. _'.\. : ...._ ,. � ... 47,, / 7 ./ f • . ,' `• • ! $S • N (0 fin/ 5.138`03'56 l�2,.4�: fv / S88'03'56"E 862.02' ..._, to \ \ / •1 \ / / // i /. .- •--,252 / • SSMH RIM -249!49 IE 8" S=242.6 BUILDING DATA: Fro Nam0: New House _it Projct. Okiner: American Prestige Homes Richard 4 San Stevens P.O. Box 46002 Seattle, Washington 18146 Project Engineer: Bruce S, MacVeigh, P.E. 14245 51th Avenue 5. Tukwilla, Washington 16168 (206)242-1665 Project Designer: Leonard 5. Bernhoft Mike W. Foster, Jr, c/o Bernhoft 4 Associates 102 Broadway, Suite 201 Tacoma, Washington 16402 (255) 214-0244 Parcel Number: 531120»0115 Legal Description: MG Mi'KEN HEIGHTS DIV # 1 UNREC 5 100 FT OF W.162 FT Plat Sock: 2, Plat Lot: 15 Site Address: 16651 53rd Ave 5. Tukwila, Washington 16168 Code: 2015 IBC, 2015 IRC., 2015 IPG, 2015 IMG 2015 IFC, 2015 WSEG, Zoning: LDR (low density residential) Setbacks Required: Street Frontage 20 Feet Street Frontage Rear Yard 10 Feet interior Side Yard 5 Feet Max. Building Height 30 Feet Building Occupancy: R-3 : Single Family Dwelling Type GonstrUctlon: Type V -S Building Square Footage: First Floor Area 1,588 5F Second Floor 1,646 SF Garage 561 SF Total 5F 3,601 SF Fire Resist_pnceof .Exterior. Walls: R-3, 0ccupanicea W/ Type V -B Construction, 1 -HR Less than 5' from property line, Non -rated elsewere. Openings not permited less than 5'. 2015 it -t, Mechanical Ventilation Requirements: Bathrooms: McGhanicol exhaust capacity of 50 Gfm intermittent or 20 cfm continuous. Kitchen: 100 of intermedlate or 25c.fm contInubus exhaust fan Laundry: 100 am minimum exhaust fan Whole, House .Ventllatlon System: # D1 1Rc MI508.5 integrated Central Heating WASHINGTON STATE ENERGY CODE (JAISEC, 2015) Pre oriptive . Requirements Giimote . Zone #4 - Marine: R-�Valye:. U -Factor: Ceiling: R-41 0,026 Single . Rafter or Joist youltoR-38 0.026 Opaque Walls: R-21 Int. 0.056 Floor' Over Unc_ nd. Space: R-30 0.021 Opaque Doors: N/A U=0.31 Slab On Grade: N/A N/A Fenestration U -Factor Vertical: U=0.30 U=0.30 Overhead: U=0.50 U=050 Total f lazing.Area: 423,21 5F Total Conditioned Floor Aro 3,034 5F GJazing Provided Midgard Company, Style -Line, Vinyl Serres # 6110 H Slider, U value = 030, Double glazed/ 1/2" clear, Low e (2), Argon , SHG = 0.I8 Total Glazing. Area: 423.21 SF %Glazing to Hall Arca: 423.21 SF Glazing/ 3,034 5F of Gross Floor Area = 13.1% Metal Man Doors 1 e' 3'x 6'-8" Kewanee Corporation, E Series 400 Insulated Polyurethane - U-0.16 SITE PLAN SCALE 1" = 20' REVIEWED FOR CODE COMPLIANCE APPROVED DEC 3 0 2016 of) IT IT rs O c O CS '^z- 1-- VICINITY 2 client AM)„ RICAN PRESTIGE HOMES RICHARD $ SAN STEVENS E3OX 46002 SEATTLE, WASHING'T'ON 18146 (206)853-4525 Project ` NEW HOUSE 166'11 53RD AVE S. TUKWILA, WASHINGTON 18188 Sheet Descrlppion SITE PLAN VIGINTiNY MAP BUILDING DATA :drawn by M. FOSTER check by LSB / BSMV P.E. kale AS SHOWN date 10/18/2016 dt5cipiln6 of ...... 11 job number 2016-51 , Sheet }'lumber Ir--•• 1 of ...... 11 RECEIVED CITY OF TUKWILA City of Tukwila BUILDING DIVISION CRITERIA LATERAL. DESIGN WINp: (ASCE 1-I0) V = BASIC, WIND SPEED @ 55mph CATEGORY = STRUCTURAL CATEGORY H EXPOSURE = EXPOSURE CATEGORY B KzT = TOPOGRAPHIC FACTOR 1.00 LAMBDA = ADJUSTMENT FACTOR FOR 1.00 HEIGHT 4 EXPOSURE = IMPORTANCE FACTOR 1.00 SEISMIC: GOVERNS FOR DESIGN (ASCE '7-I0) OCCUPANCY GROUP OCCUPANCY IMPORTANCE FACTOR = SEISMIC USE GROUP GROUND MOTION CATEGORY If 1.00 MAX. GROUND MOTIONS 5% DAMPING S5 w I ,4568, 0,2 SEC. RESPONSE 51=0,540g, 1.0 SEG RESPONSE SITE CLASSIFICATION = D SEISMIC DESIGN CATEGORY = D RESPONSE MODIFICATION COEFFICIENT "R" = 6,5 I. SILL PLATES RESISTING A DESIGN LOAD GREATER THAT 410 PLF SHALL NOT BE LESS THAN A 5 -INCH NOMINAL MEMBER OR TWO 2 -INCH NOMINAL MEMBERS FASTENED TOGETHER TO TRANSFER THE DESIGN SHEAR BETWEEN FRAMING MEMBERS. (SEC. 2301.1.1) 2. WHERE SHEAR DESIGN VALUES EXCEED 350 PLF ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM ABUTTING PANELS SHALL NOT SE LESS THAN A SINGLE 3 -INCH NOMINAL MEMBER. OR TWO 2 -INCH NOMINAL MEMBERS FASTENED IN ACCORDANCE H/ 5E0. 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 4 NAILS SPACING 15 LESS THAN 6" O.G. PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBER OR SHALL BE 3 -INCH NOMINAL MEMBER OR TWO 2 -INCH NOMINAL. MEMBERS 4 NAILS ON EACH SIDE SHALL BE STAGGERED. (TABLE 2306.3 FOOTNOTE "h") HOL DOI/\ SCHEDULE: It DUPLEX OUTLET SYMBOL MATERIAL AND NAIL SPACING =VIP WEATHERPROOF OUTLET SIMPSON #MST31 STRAPS USE 24-I6d SINKERS @ 2-2X6 STUDS 220 VOLT OUTLET AS REQ'D. Inc GFI 0...4.. SIMPSON #STH17I4RJ HOLDOI^1N5 USE 20--16d SINKERS @ 2-2X6 STUDS SPECIAL DUTY RECEPTACLE • SIMPSON #STHDI4 HOLDOWNS USE 20-16d SINKERS @ 2-2X6 STUDS o IP III SIMPSON #MSTC48B3 PRE-BENT STRAP USE 12-IOd FACE 0 2-2X JOISTS USE 4-10D BOTTOM, 38-I017 @ 2-2X STUDS 0 0 12" CEILING LIGHT FIXTURE SIMPSON # MSTA24 W/ I8 -10d NAILS STRAP LENGTH 24" MIN. ✓/8"m x 12" AB 0 48" O.C. 2" x 6" DF:#2 NOTE USE HOT DIPPED GALVANIZED NAILS AT ALL LOCATIONS WHERE THERE 15 PRESSURE TREATED PLATES • ' ELEGTRIGAL SY'MI3OLS It DUPLEX OUTLET ALLOWABLE UNIT SHEAR FLOOR DUPLEX OUTLET =VIP WEATHERPROOF OUTLET Imo- 220 VOLT OUTLET AS REQ'D. Inc GFI GROUND FAULT INTERRUPT I) SPECIAL DUTY RECEPTACLE $ SWITCH IP THREE WAY SWITCH -( - CEILING CUTLET 0 12" CEILING LIGHT FIXTURE I641 NAILS 6 16" O.G. ✓/8"m x 12" AB 0 48" O.C. 2" x 6" DF:#2 2" x 6" OF. #2 WALL LIGHT FIXTURE RECESSED CEILING LIGHT FIXTURE 0 EXTERIOR LIGHT FIXTURE 7/I6" 051.3. Pl.:11AID EXTERIOR WALL LIGHT FIXTURE 0512 SMOKE DETECTOR IIQV W/ BATTERY >3AGKUP 1 CO2-GARBON MONOXIDE DETECTOR 4; GPM EXHAUST FAN (V.T.0.) NOTES; I. ALL WORK SHALL CONFORM TO LATEST EDITIONS OF NEC, CODES. 2. INSTALLER SHALL VERIFY LOCATIONS OF ALL FIXTURES PRIOR TO INSTALLATION. 5. ELECTRICAL DRAWINGS ARE TO SHOW GENERAL LOCATIONS OF FIXTURES. 4. ALL EQUIPMENT SHALL SE UL LISTED, WHERE • APPLICABLE, 0 SMOKE ALARMS: SMOKE ALARMS ARE TO BE INSTALLED IN EACH DWELLING 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 -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 SLEEPING 4' : x 2" BLOCK FLAT EACH WINDOW CORNER • SIMPSON MSTA24 W/ (IS) 10d NAILS �I 1/16" OSB SHEATH, NAIL H/ 8d @ 6" O.G. EDGES 4 12" 0,0. FIELD -----a: SHEA IAIALL SGHEi,ULE : MAIN L.CPOR L.EV!L.. 4" x 2" BLOCK FLAT EACH WINDOW CORNER SIMPSON MSTA24 - W/ (IS) IOd NAILS 1/16" 0513 SHEATH, NAIL ISI/ 8d @ 6" O.G. EDGES 4 12" O.G. FIELD --3 v = 102.6 PLF IHIINDOW STRAPPING EXT. WALL 6R1OL1NE # SHEARWALL NUMBER ACWAL UNIT SHEAR ALLOWABLE UNIT SHEAR COMMON NAIL SIZE MATERIAL THICKNESS SPAGIN6 6 PANELED6E5 SF'ACINS 6 FIELD s MATERIAL APPLIED TO # OF SIDES BOTTOM PLATE ANCHORAC3>r SILL PLATE ANCHORAGE Y BOTTOM PLATE MEMBER SIZE STUD MEMBER 0 PANEL JOINT #1. 51.6 PLF 231.0 PLF 8-0 7/16" 058. PLYWD 6" 12" ONE I641 NAILS 6 16" O.G. ✓/8"m x 12" AB 0 48" O.C. 2" x 6" DF:#2 2" x 6" OF. #2 #2, 118.7 PLF 260.0 PLP 6-01 7/I6" 051.3. Pl.:11AID 6" I2" ONE I6d NAILS 0 12" O.G. 5/8"d' x 12" AG, ®46" 0,0, 2" X 6" OF #2 21' X 6" OF. #2 #3. ! \ 16.1 PLP 2600 PLP 8-0 7/I6" 055- PLYWD 6" 12" ONE 16d NAILS 0 12" O.G. 5/6"4) X 12" AB ® 46" 0.0. 2" x 6" OF.#2 2" x 6" OF.#2 #4. WA N/A WA WA • N/A WA N/A WA WA N/A WA WA #5, 99.1 PLF 123.0 PLF $-42 11/16" 058. PLYWD 6" 12" ONE 16d NAILS 6 16" O.G. 5/8"6 X 12" AB a 46" O.G. 2" x 6" DF.#2 2" X 6" 0F.#2 #A. 61$ PLF 299.0 PLF 8-12 7A6" RBB. PLYWD 3" 12" ONE 16d NAILS 6 12"13,G. 5/8"4' x 12" AB 6 12" O.G. 2" x 6" OF.#2 2" x 6" 0F.#2 418. #G. Q WA 555.6 PLF N/A 5177.0 FLF N/A WA 1/16" OM. PLYIND WA 4" 12" BOTH 16d NAILS 6 6" O.C. 5/6"46 x 12" AB 0 24" O.G. 2" x 6" OF.#2 2" x 6" OF.#2 N/A WA N/A WA WA WA WA #D. WA N/A WA WA WA WA WA WA WA WA WA N/A #E. 164.9 PLF 364.0 PLF 8-1, 1/16" 05E3. PLY1NP 6" 12" ONE I6d NAILS 6 IQ" O,G. 5/8"40 x 12" AB 0 46" 0,G. 2" x 6" OF.#2 2" x 6" OF.02 #>~, /d\ 101.1 PLF 364.0 PLF 6-0 1/16" 058. PLYWD 6" 12" ONE 16d NAILS 6 16" OA 5/8"'P X 12" AS 6 48" 0,0. 2" X 6" 1:7.#2 2" x 6" DF.442 WA WA WA WA WA WA WA N/A WA WA WA WA #6. #H. 102,6 PLF 125.0 PLF 8-0 7/16" 058. PLYWD 6" 12" ONE 164 NAILS 0 16" O.G. 5/6"0 x 12" AB 6 48" O.G. 2" x 6" 0F,412 2" x 6" OF.#2 FIRST FLOOR SHEAR SCHEDULE SCALE NTS v = NSW v 101,q PLF tJ v = 164.1 PLF v =NSW v =NSW v = 333.6 PLF v6q.6 PLF ((V \ \ 4 N .-. 40'-O" 14'-5" 25'-1" 61„311 \/ Q4Qf 5L . V-2" 6'-10" SQI Q• IRAN 8Q4‘21 XOX 11'-q" 6QIQ! 81x6' GONG. PATIO IRAN GUEST BEDROOM 0 517 0 0 5OGfm TUB 4 SHOWER FURN tn Ft L. ---PLATFORM l8" AFF TANK QE --STEEL LES BOLLARD 5/8" TYPE -X 0143 ON GARAGE SIDE OF WALL WHOLE HOUSE VENTILATION • TO BE INTEGRATED WITH THE FORGED AIR FURNACE. C PROVIDE OUTDOOR AIR AT A MIN. RATE OF 15 GFM. 2015 IRO M1501.5.5 0 O G Q m 31_1" 21-1" I1 tcal 155 / ... 61 / LJ FLOOR LINE ABOVE FIREPLACE PER MFR. 4 LOCAL CODES FAMILY ROOM 606$ SOD PROVIDE 13/8" SOLID GORE DOOR OR 20 MIN, FIRE DOOR W/ RATED MTL. FRAME W/ SELF CLOSING 31--1" PANTRY DN EXIT DOOR LANDING TG, BE NOT LESS /THAN 1 1/2" AND NOT / MORE THAN 1 3/4" BELOW THRESHOLD DOOR SWING, NOT ALLOWED OVER THE LANDING PROVIDE MIN. 56" LANDING -' CEILING UNDER FLOOR TO BE COVERED W/ 5/8" TYPE -X GWS 5/8" TYPE -X GWS ON GARAGE SIDE OF WALL GARAGE -�- © GLG FOR DOOR OPENER 10'-4 1/2" 16'x1' OHD 101-4 1/2" ti 0 I4 \ 50" 2$6 1�' 26 6'-q u <() / ENTRY .r dJ 49-11 Q TRAM 0 I ! 1 DINING. ROOM mV r' •-. / / / 4'x8'. ISLAND ./ 0 tf KITCHEN (OOGfm V.T.O. 040 (11 LIVING ROOM 20'-1" 2'-0"1( 21-3" , f- 5'-31f 1 40'-O" 8 6 FX 141=0" -71-0" O 9 v=31.6PLF v = 118.1 PLF v=161PLF v=NSW FIRST FLOOR PLAN 3 v=11.1PLF AREA M. FOSTER FIRST FLOOR • 1,388 50 FT SECOND FLOOR 1,646 SO FT TOTAL LIVING 3,034 5Q FT GARAGE • 561 5O FT TOTAL 3,601 SQ FT (13 ks tr 44) 0 dl Q d" 0 client AMERICAN PRESTIGE HOMES RICHARD 4 SAN STEVENS P.O. BOX 46002 SEATTLE, WASHINGTON 18146 (206)853-4525 Project NEW HOUSE 16651 53RI, AVE 5. TUKWILA, WASHINGTON 181&8 Sheet Desc.rl tion FIRST FLOOR PLAN drawn by M. FOSTER SheeE Number^ check .by LSS / BSMV P„ _of_ 11 'S 'Scale SHOWN • dote 10/18/2016 ' _A5 dl5clpllne job number 2016-5'7 SheeE Number^ .. 2 2 _of_ 11 RECEIVED CITY OF TUKWILA DEC 022016 PERMI C 35-F D FOR CODE COMPLIANCE APPROVED DEC 3 0 2016 City of Tukwila BUILDING DIVISION CRITERIA LATERAL DESIGN WINO: (ASCE 1-10) V = BASIC WIND SPEED @ 85mph CATEGORY = STRUCTURAL CATEGORY If EXPOSURE = EXPOSURE CATEGORY B KzT = TOPOGRAPHIC FACTOR 1.00 LAMBDA = ADJUSTMENT FACTOR FOR 1.00 HEIGHT 4 EXPOSURE = IMPORTANCE FACTOR 1.00 SEi MIG: GOVERNS FOIE DE5I0.14 (ASCE-I-10) OCCUPANCY GROUP OCCUPANCY IMPORTANCE FACTOR SEISMIC USE GROUP GROUND MOTION CATEGORY II 1.00 MAX. GROUND MOTIONS 5% DAMPING 5=1.456g, 0.2 SEG. RESPONSE 51=0.540g, 1.0 SEG RESPONSE SITE CLASSIFICATION = SEISMIC DESIGN CATEGORY = D RESPONSE MODIFICATION COEFFICIENT "R" = 6.5 I. SILL PLATES RESISTING A DESIGN LOAD GREATER THAT 44;10 PLF SHALL NOT I3E LESS THAN A 3 -INCH NOMINAL MEMBER OR TWO 2-IN0H NOMINAL MEMBERS FASTENED TOGETHER TO TRANSFER THE DESIGN SHEAR BETWEEN FRAMIN5 MEMBERS. (SEC. 2301,1,1) 2. WHERE SHEAR DESIGN VALUES EXCEED 550 PLF ALL FRAMING MEMBERS RECEIVING EDGE NAILING, FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3 -INCH NOMINAL MEMBER. Oig TWO 2 -INCH 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 4 NAILS SPACING I5 LESS THAN 6" O.G. PANEL, JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBER OR SHALL.BE 3 -INCH NOMINAL MEMBER OR TWO 2 -INCH NOMINAL MEMBERS 4 NAILS ON EACH SIDE SHALL BE STAGGERED. (TABLE 2306.3 FOOTNOTE "h") -f OLDOV 1N. SCHEOU= ELECTRICAL S't`M 3OL5 ACTUAL UNIT SHEAR SYMBOL MATERIAL AND NAIL SPACING MATERIAL THICKNESS pPAG1N6 a ;PANEL ED6ES SIMPSON #MST31 STRAPS USE 24-16d SINKERS 0 2-2X6 STUDS MATERIAL APPLIED TO # OF SIDES BOTTOM PLATE ANC.HORA6E WEATHERPROOF QUTLET 11 HP SIMPSON #5TH014RJ HOLDOWNS USE 20-16d SINKERS @ 2-2X6 STUDS 0.f 220 VOLT OUTLET AS REQ'D, 28.4 PLF I3 GFI SIMPSON #STH014 HOLDOWNS USE 20-I6d SINKERS @ 2-2X6 STUDS 0 II SPECIAL PUTY RECEPTACLE ONE SIMPSON #MSTG4853 PRE-BENT STRAP USE 12-IOd FAG @ 2-2X JOISTS USE 4-1017 BOTTOM, 345-1017 @ 2-2X STUDS 0 III $5 THREE WAY SWITCH SIMPSON # MSTA24 W/ l8-IOd NAILS STRAP LENGTH 24" MiN. <> CEILING OUTLET USE HOT ZIPPED GALVANIZED NAILS NOTE AT ALL LOCAT10N5 WHERE THERE 15 FRE55UDE TREATED PLATES 0 SMOKE .ALARMS: SMOKE ALARMS ARE TO BE INSTALLED IN EACH DWELLING 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 -WIRED, PROVIDED WITH BATTERY SACK -UP, AND INTERCONNECTED BETWEEN THE DEVICES IN THE DWELLING UNIT. SMOKE ALARMS SHOULD NOT BE LOCATED NEAR KITCHEN APPLIANCES. 1-© GAR ON MONOXIDE ALARMS: CARBON MONOXIDE ALARMS ARE TO BE INSTALLED IN EACH DWELLING UNITS. THEY SHALL BE LOCATED OUTSIDE EACH SEPARATE SLEEPING . - V Fp • 4" x 2" BLOCK FLAT EAGH;WINDOW CORNER_---- SIMPSON MSTA24 W/ (18) IOd NAILS 1/16" 055 SHEATH. NAIL H/ 8d @ 6" O.G. EDGES 4 12" O.G. FIELD -~--9: SHEA IAIALL,_ SEGO li. LOQ V L 4" x 2" BLOCK FLAT EACH WINDOW CORNER SIMPSON MSTA24 H/ (l8) 10d NAILS '7/16" 055 SHEATH. NAIL W/ 8d @ 6" O.C, EDGES 4 12" Q,C. FIELD -4 i�11NDOl�! STRAPPING EXT. fr ALL GRIDLINE # ELECTRICAL S't`M 3OL5 ACTUAL UNIT SHEAR il:c DUPLEX OUTLET MATERIAL THICKNESS pPAG1N6 a ;PANEL ED6ES FLOOR DUPLEX OUTLET MATERIAL APPLIED TO # OF SIDES BOTTOM PLATE ANC.HORA6E WEATHERPROOF QUTLET 11 HP S1UD MEME'ER o PANEL JOINT f 220 VOLT OUTLET AS REQ'D, 28.4 PLF I3 GFI GROUND FAULT INTERRUPT 'Me 0513. PLYfD 4" SPECIAL PUTY RECEPTACLE ONE S. SWITCH 2" x 6" 01=.#2 $5 THREE WAY SWITCH 3 <> CEILING OUTLET 8r1 1/36" OSS. PLYWD 6" CEILING LIGHT FIXTURE ;ONE I6d NAILS a 16" O.G. WA 2" x 6" 0F.142 2" x 6" DF. 442 HALL LIGHT FIXTURE A_. N RECESSED CEILING LIGHT FIXTURE 8-P ei EXTERIOR LIGHT FIXTURE I2 WA '0Ng ;WA EXTERIOR HALL LIGHT FIXTURE N/A WA °51 SMOKE DETEGTOi IIOV W/ BATTERY BACKUP #4. 0' G02 -CARBON MONOXIDE DETECTOR WA .•. CFM EXHAUST FAN (V.T.0.) I. 2. 3. 4, NOTES= ALL WORK SHALL CONFORM TO LATEST EDITIONS OF NEC, COPES, INSTALLED SHALL VERIFY LOCATIONS OF ALL FIXTURES PRIOR TO INSTALLATION. ELECTRICAL DRAWINGS ARE TO SHOW GENERAL LOCATIONS OF FIXTURES. ALL EGUIPMENT SHALL BE UL LISTED, WHERE APPLICABLE. 0 SMOKE .ALARMS: SMOKE ALARMS ARE TO BE INSTALLED IN EACH DWELLING 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 -WIRED, PROVIDED WITH BATTERY SACK -UP, AND INTERCONNECTED BETWEEN THE DEVICES IN THE DWELLING UNIT. SMOKE ALARMS SHOULD NOT BE LOCATED NEAR KITCHEN APPLIANCES. 1-© GAR ON MONOXIDE ALARMS: CARBON MONOXIDE ALARMS ARE TO BE INSTALLED IN EACH DWELLING UNITS. THEY SHALL BE LOCATED OUTSIDE EACH SEPARATE SLEEPING . - V Fp • 4" x 2" BLOCK FLAT EAGH;WINDOW CORNER_---- SIMPSON MSTA24 W/ (18) IOd NAILS 1/16" 055 SHEATH. NAIL H/ 8d @ 6" O.G. EDGES 4 12" O.G. FIELD -~--9: SHEA IAIALL,_ SEGO li. LOQ V L 4" x 2" BLOCK FLAT EACH WINDOW CORNER SIMPSON MSTA24 H/ (l8) 10d NAILS '7/16" 055 SHEATH. NAIL W/ 8d @ 6" O.C, EDGES 4 12" Q,C. FIELD -4 i�11NDOl�! STRAPPING EXT. fr ALL GRIDLINE # SHEARWALL NUMpER ACTUAL UNIT SHEAR ALL0NAEEI.E UNIT SHEAR COMMON NAIL 51zE MATERIAL THICKNESS pPAG1N6 a ;PANEL ED6ES SPACING a FIELD MATERIAL APPLIED TO # OF SIDES BOTTOM PLATE ANC.HORA6E SILL PLATE ANGHORAeE BOTTOM PLATE MEMBER SIZE S1UD MEME'ER o PANEL JOINT #I. TOTAL 28.4 PLF 218.0 PLF 8-0 'Me 0513. PLYfD 4" 12" ONE 16d NAILS a 16" O.G. WA 2" x 6" 01=.#2 2" x 6" DF, #2 *2 3 102.8 PLF 260.0 PLF 8r1 1/36" OSS. PLYWD 6" 12" ;ONE I6d NAILS a 16" O.G. WA 2" x 6" 0F.142 2" x 6" DF. 442 A_. 1275 PLF 260,0 PLP 8-P 7/16" 058. PLYWD WA 6" WA I2 WA '0Ng ;WA I6d NAILS a& 12" 0.6. N/A N/A WA 2" x 6" 0F.02 2" x 6" DF.#2 2" x 6" 17F, 4k2 2" x 6" DF.#2 #4. N/A N/A - WA WA #5. 463.0 PLF 260.0 PLF 8-17 7/16" OSS. PLYWD 6" 12" :ONE I6d NAILS a 16" O.G. WA 2" x 6" D1=.#2 2" x 6" DF.*2 #A N/A WA WA WA WA N/A 4" WA 12" WA .ONE N/A 16d NAILS a ICS" O.G. WA WA WA 2" x 6" 0F.442 WA 2" x 6" 0F.#2 #5. A: 37.4 PLF 00.0 PLF 13-D 1136" 055. PLYWD #G. 45.8 FLF 906.0 PLF 8-0. 7/16" 05$. P(.YND 4" 12" :.:ONE 16d NAILS ay 16" Q.G. WA 2" x 6" 0F.442 2" x 6" I7F.432 #D N/A WA WA WA N/A WA WA N/A N/A N/A N/A WA #E. 3 78.8 PLF 260:0 PLP 8_0 7/16" 055. PLYWD 6" 12" ONE 16d NAILS a 16" O.G. WA 2" x 6" DF.442 2" x b" DF442 #F. .273.'1 PLF 380.0 PLF b..p 7/16" OSS. PLYWD 4" 12" :ONE 16d NAILS ® 6" O.G. N/A 2" x 6" DF.442 2" x 6" DF. 442 416. 36.6 PLF 2301.0 PLF 800 7/16" 056. PLYWD 6" I2" .ONE 16d NAILS a 16" O.G. WA 2" x 6" 12F.442 2" x 6" DP. #2 #H, N/A N/A N./A WA WA WA WA WA WA N/A N/A WA SECOND FLOOR. SHEAR SCHEDULE SCALE NTS v = NSW 40'--O" r- 61..611 1 v= 36.6 PLF v=213.'1 PLF "t v=18.bPLF v=NSW v=c15.8PLF v = 314 PLF v = NSW 6'-2" 5 Q SI . f----- --' 1 12'-4" I ( i ;r 8'-O„ 12 `- 1 5'-10" ,, 4I-2" ., FLOOR LUNE BELOW je 14'-8" 3'-2" BEDROOM #2 k 4'-4" 1'-4" (n a -, 50GFm GF 51 / 4'-O" 246a 4'-,O" 261 ti0 LAUNDR'f IOOGFrn ops ,w I7 RY VT.O, 2k6A X -g2" 1 ,^C'iIL< \ I LAE 50am GP 13:z \A lr1.I .G. kti m 0 (\I \I)4$6F1 10I-11" MASTER BEDROOM i 5P )N O 4 49. 4.0 \ S -,y m 2z6D BEDROOM # w N IL cn 4e4 In BEDROOM #4 2'_2" / 5D DN 4' RAIL INO R.3/2t • N ire «► OPEN TQ BELOW 9 N 16 2412 XOX 1 4 4iQ FX 0 k 1 r FLOORI LINE BELOW J l0'-4 1/2" 10'-4 1/2" 2O' -c3" '-1 l/2',2'-1 1/2 5-3„ RAILING LOFT 03 In LIO N / m sn 0 J 1'-0" 665 f FX { 14'-O" 1'-0" 40`-O" v = 28.4PLF I I v = 102.8 PLF • v = 121.5 PLF v = NSW SECOND FLOOR PLAN SCALE 1/4" = 1' v = 4a.0 PLF AREA M. FOSTER FIRST FLOOR I,388 5Q FT SECOND FLOOR , I ,646 . 50 FT TOTAL LIVING 3,034 5Q FT GARAGE 56-1 50 FT TOTAL .3,601. 50 FT N Ln client AMERICAN PRESTIGE HOMES RICHARD 4 SAN STEVENS P.O. E OX 46002. SEATTLE, V4ASHINGTQN ci8l46 (206)13554525 Protect NEW HOUSE 166563 53RD AVE 5. TUKWILA, WASHINGTON (48188 Sheet Descrlptirn 5EGQNI:, FLOOR PLAN drawn by M. FOSTER check by LSB / BSMV P.E. $Cale AS SHOWN doe 10/If.'/2016 discipline Job number 2016-5'7 Sheet Number 5 11 RECEIVED CITY OFTUKWILA DEC 022016 PERMIT, :--WED FOR CODE COMPLIANCE APPROVED DEC 3 0 2016 City of Tukwila BUILDING DIVISION 12 12 5 COMP ROOFINe OVER I5# BUILDING PAPER CONTINUOUS GUTTER 12 12 5 BEVELED SIDING 5/4"x4 TRIM (TYP) L,. t. J SOUTH ELEVATION SCALE 1/4"= P COMP ROOFING OVER 15# BUILDING PAPER CAMP ROOFING OVER 15# BUILDING PAPER CONTINUOUS GUTTER r` - L WEST ELEVATION SCALE 1/4" 1' BEVELED SIDING 5/4"x4 TRIM (TYP) 201-I 5/&t Tzr 12 12 5 CAMP ROOFING OVER 15* BUILDING PAPER CONTINUOUS GUTTER COMP ROOFING OVER 15# BUILDING PAPER 12 5 COMP ROOFING OVER 15# BUILDING PAPER CONTINUOUS GUTTER BEVELED SIDING 5/4"x4 TRIM (TYP) F.P PL. HT.__ PANEL SIDING PER MFR. SPEC. -- 1=.F, ._ .. GRADE 5 COMP ROOFING OVER 15# BUILDING PAPER CONTINUOUS GUTTER PANEL SIDING PER MFR. SPEC. 1 k ! I ri L J 12 EAST ELEVATION SCALE • 1/4" = COMP ROOFING OVER 15# BUILDING PAPER CONTINUOUS GUTTER BEVELED SIDING 5/4"x4 TRIM (TYP) 12 COMP ROOFING OVER 15# BUILDING PAPER CONTINUOUS GUTTER J BEVELED SIDING 5/4"x4 TRIM (TYP) J_ J NORM ELEVATION SCALE 1/4" = 1' 1 siD €34 3 �°l C J 0 o (-N o." 6 clten6 AMERICAN PRESTIGE HOME -5 RIGHARI' 4 SAN STEVENS P.O. BOX 46002 SEATTLE, WASHINGTON x8146 (206»53-4525 Pro jec.t NEW HDU5E 1665c1 53R11, AVE 5. TUKWILA, WASHINGTON 181$8 Sheep Pe5crtptlon ELEVATIONS drawn by / check by L513 / 85MV P.E. / daEe 10/18/2015 disctpltne I C / / r/ COMP ROOFING OVER 15# BUILDING PAPER CONTINUOUS GUTTER PANEL SIDING PER MFR. SPEC. 1 k ! I ri L J 12 EAST ELEVATION SCALE • 1/4" = COMP ROOFING OVER 15# BUILDING PAPER CONTINUOUS GUTTER BEVELED SIDING 5/4"x4 TRIM (TYP) 12 COMP ROOFING OVER 15# BUILDING PAPER CONTINUOUS GUTTER J BEVELED SIDING 5/4"x4 TRIM (TYP) J_ J NORM ELEVATION SCALE 1/4" = 1' 1 siD €34 3 �°l C J 0 o (-N o." 6 clten6 AMERICAN PRESTIGE HOME -5 RIGHARI' 4 SAN STEVENS P.O. BOX 46002 SEATTLE, WASHINGTON x8146 (206»53-4525 Pro jec.t NEW HDU5E 1665c1 53R11, AVE 5. TUKWILA, WASHINGTON 181$8 Sheep Pe5crtptlon ELEVATIONS drawn by M. FOSTER check by L513 / 85MV P.E. Scale AS SHOWN daEe 10/18/2015 disctpltne Job number 2016-51 Sheet' Number: / 4 I RECEIVED CITY OF TUKWILA DEC 0 2 2016 PERMIT CENTER REVIEWED FOR CODE COMPLIANCE APPROVED DEC 3 0 2016 City of Tukwila UILDING DIVISI N • aENERAL NOTES: THESE GENERAL NOTES ARE TO BE USED AS A SUPPLEMENT TO THE SPECIFICATIONS. ANY DISCREPANCIES FOUND AmoyNe THE DRAWINGS, THESE GENERAL NOTES AND SITE CONDITION SHALL BE REPORTED TO THE ENGINEER. ANY WORK DONE BY THE CONTRACTOR AFTER DISCOVERY or SUcH DISCREPANCY SHALL. E5E DONE AT THE CONTRACTOR'S RISK. THE CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS AMOUNG ALL DRAWINGS PRIOR TO PROCEEDING WITH ANY WORK OR FABRICATION. THE CONTRACTOR IS RESPONSIBLE FOR ALL BRACING AND SHORING DURING CONSTRUCTION. STANDARDS: ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2015 INTERNATIONAL BUILDING CODE (1E3G) A5 AMENDED AND ADOPTED E3Y LOCAL GOVERNING MUNICIPALITY. DESIGN CRITERIA: VERTICAL LOADS: ROOF: DEAD LOAD Live LOAP FLOOR: DEAD LOAD LIVE LOAD 12 P5F 25 PSF (SNOW) 12 PSF 40 PSF LATERAL FORCES: I. LATERAL FORCES ARE TRANSMITTED FROM THE ROOF DIAPHRAGM TO THE SHEARWALL. THE LOADS ARE THEN TRANSFEREE) TO THE FOUNDATION IHERE ULTIMATE DISPLACEMENT IS RESISTED BY PASSIVE PRESSURE OF EARTH AND / OR SLIDING FRICTION. OVERTURNING 15 RESISTED BY DEAD LOAD OF THE STFZUOTURE. 2,WINE2: DESIeN WIND SPEED = MPH, 3 SECONI7 eU5T 3.SEISMIG: ZONE 1:2, SEISMIC DESIGN CATEGORY 12-1 SOIL BEARING PRESSURE: 1500 PSF, SOIL SITE CLASS -12 ALL FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH OR STRUCTURAL BACKFILL AREAS OVER.-EXCAVATEP SHALL ee BACKFILLED WITH LEAN CONCRETE (F'c=2000 P51) OR "STRUCTURAL BACKFILL'', AREAS DESIGNATED "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL GRADED BANKRUN MATERIAL, MAXIMUM DENSITY AS DETERMINED BY ASTM 12-1557-1S. CONTRACTOR SHALL EXERCISE EXTREME CARE DURING EXCAVATION TO AVOID DAMAGE TO BURIED LINES, TANKS, AND OTHER CONCEALED ITEMS. UPON DISCOVERY, DO NOT PROCEED HITH WORK UNTIL RECEIVING WRITTEN INSTRUCTIONS FROM ENGINEER, A COMPETENT REPRESENTATIVE OP THE OWNER SHALL INSPECT ALL FOOTING EXCAVATIONS FOR SUITABLiTY OF BEARING PRIOR TO PLACEMENT OF REINFORCING STEEL. PROVIDE DRAINAGE AROUND ALL WORK TO AVOID HATER SOFTENED FOOTINGS. CONCRETE: CONCRETE SHALL BE MADE WITH PORTLAND CEMENT ASTM G-150 TYPE I OR TYPE -II, COARSE AND FINE AGGREGATE ASTM C-35, CLEAN IAIATER AND POTABLE, AND rrPE-A (HATER REDUCING), TYPE -12 (HATER REDUCING AND RETARDING) OR TYPE -E (HATER REDUCING AND ACCELERATING) ADMIXTURE ASTM C -4414-a0 AND SHALL BE READY MIXED PER ASTM G-14 UNLESS OTHERWISE APPROVED. MATERIALS: ITEM MINIMUM Fic NORMAL SLUMP 25 DAYS INCHES* MAXIMUM FOOTINGS 2,500 P51 5 SLASS 2,500 P51 5 ALL OTHER CONCRETE 2,500 P51 5 CONCRETE MIX - 5 1/2 SACK MIN. DESIGN MIX * AT COIsITRACTORIS OPTION, CONTRACTOR. MAY USE MASTER BUILDERS SYNERGYZED PERFORMANCE SYSTEMS USING POZZOLITH ADMIXTURES TO PRODUCE PLOWABLE CONCRETE. MAXIMUM SLUMP SHALL NOT EXCEED cr. MASTER BUILDERS CONCRETE TRGHNIGIAN SHALL ASSIST IN DETERMINING PROPORTIONS FOR 5P5 CONCRETE AND SHALL OBTAIN APPROVAL OF ENGINEER PRIOR TO EMPLOYING THIS PROCEDURE. PLACE CONCRETE PER AGI 304 AND CONFORM TO AGI 604 (506) HINTER. CONCRETE AND ACI 605 (505) FOR HOT WEATHER coNoRETINe. USE INTERIOR MECHANICAL VIBRATORS IAIITH1000 RPM MINIMUM FREQUENCY. PO NOT OVER -VIBRATE. CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION -JOINTS OR EXPANSION JOINTS. PROTECT ALL FRESHLY PLAGED CONCRETE FROM PREMATURE DRYING, EXCESSIVE HOT OR GOLD TEMPERATURE FOR SEVEN DAYS AFTER POURING. NON -SHRINK &ROUT: MAKE FROM ONE PART ASTM G-150 TYPE -I PORTLAND CEMENT, ONE PART FINE SAND ASTM o-33, ANI) ONE PART "MASTER -FLOW 115" 13Y MASTER BUILDERS OR EQUAL. MIX DRY AS CAN BE WORKED, OR MIX TO A FLUID' CONSISTENCY AND PACK OR POUR SOLID TO FILL SPACE UNDER PLATES OR SHAPES. U5E "EMBEGO 636" FOR NONEXPOSED WORK, MATERIAL REINFORCEMENT (CONCRETE): ALL REINFORCING SHALL CONFORM TO ASTM A-615, GRADE 40 FOR #5 AND SMALLER GRAPE 60 FOR #6 AND LARGER. DETAIL, FABRICATE AND PLACE PR AGI 515 AND AC1 518. SPLICES SHALL BE 24" DIAMETERS OR le)" MINIMUM FOR CONCRETE, WELDED WIRE FABRIC SHALL CONFORM TO ASTM A -e,2 AND A -I55. LAP ONE FULL MESH ON SIDES AND ENDS. PLACE AT MIDDEPTH OF SLAB, OR AS SHOWN, STRUGTURAL STEEL: MACHINE BOLTS (KB.) ANID ANCHOR BOLTS (AA) ASTM A-501. DRILLED IN ANCHORS: "PARABOLT" BY USM, MILL' FASTENER DIVISION, "RAWL OLT", OR APPROVED EGUAL. EMBEDI3OLT INTO CONCRETE -1" DIAMETER MINIMUM, EXCEPT AS SHOWN, CARPENTRY: PLYWOOD (STRUCTURAL): SHALL BE GROUP I OR GROUP II SPECIES, CP GRADE EXPOSURE, -4 CONFORMING TO PS -I-85. EACH PIEC. SHALL E3EAR THE eRApE TRADEMARK QF THE AMERICAN PLYIA1000 ASSOCIATION. FRAMING LUMBER: CONFORM TO HEST COAST LUME3ER INSPECTION BUREAU (LIB) OR WESTERN WOOD PRODUCTS ASSOCIATION (1"11AIPA).EACH PIECE SHALL BEAR THE WIAIPA GRADE TRADEMARK. SPECIES AND eRADEt BEAMS AND HEADERS"DvUe PIR / LARCH" No, 2 E3LOOKIN6; "DOUS FIR. / LARCH" No. 3 OR "HEM FIR" No. 2 EXTERIOR STUD WALLS: "DOUG FIR / LARCH" No, 2 OR "HEM FIR" No: 2 THE MINIMUM eRAE OF ALL OTHER STRUCTURAL FRAMING: "DOUO FIR" No. 2 OR "HEM FIR" No. 2 GENERAL REQUIREMENTS: PROVIDE MINIMUM NAILING PER 2015 IBC TABLE 2504 -'1.1 QR MORE, AS OTHERWISE SHOIAIN. ALL 1400D IN CONTACT WITH CONCRETE OR MASONRY SHALL SE PRESSURE 'TREATED MATERIAL. PROVIDE GUT WASHERS lAIERE BOLT:HEADS, NUTS AND LAG SCREW HEAD BEAR ON Hoop. FRAMING CONNECTORS: ALL FRAMING CONNECTORS SHALL BE !CB() APPROVED. TYPE OF CONNECTORS 5HALL CONFORM TO THOSE CALLED OUT ON pRAVIINGS OR AN APPROVED EQUAL. CONTRACTORS GALLED OUT ARE SIMPSON STRONG TIE CONNECTORS AS MADE BY SIMPSON STRONG TIE COMPANY INC. SUE3STITUTION: SUBSTITUTIONS MAY BE ALLOWED ONLY IF THEY MEET THE REQUIREMENTS OF THE GENERAL NOTES AND SPECIFICATIONS AND APPROVED BY THE ENGINEER, NEC, 20.52 eRoUNDiNe ELECTRODES A CONGRETE ENCASED GROUNDING ELECTRODE 15 REQUIRED IN ALL NEW CONCRETE FOOTING. THE ELECTRODE SHALL CONSIST OF AT LEAST 20 FEET OF I/2" OR LARGER REINFORCEMENT BAR (S)R BARE COOPER CONDUCTOR. NOT SMALLER THAN 4 AlAle, AND SHALL BE LOCATED HORIZONTALLY WITHIN THAT PORTION OF A CONCRETE FOUNDATION OR FOOTING THAT 15 IN DIRECT CONTACT WITH THE EARTH 4 ENCASED' BY AT LEAST 2" OF CONCRETE. (NOTE: 20 FOOT REDAR SHALL BE ONE CONTINUOUS PIECE TIED ALONGSIDE ANY. VICINITY FOOTING REBAR AND SHALL PROTRUDE .S" MIN. ABOVE TOP OF FOUNDATION HALL NEAR LOCATION OF POHER‘PANNEL) CRAWL. SPACE VENTING R408,2 OPENINGS FOR UNDER -FLOOR VENTING EXCEPTION: THE TOTAL AREA OF VENTILATION OPENING SHALL BE PERMITTED TO I5E REDUCED TO 1/1500 OF THE UNDER -FLOOR AREA WHERE THE GROUND SURFACEI5 COVERED WITH AN APPROVED CLASS 1 VAPOR RETARDER. MATERIAL AND THE REQUIRED 0PENINe5 ARE PLACED TO PROVIDE CROSS VENTILATION OF THE SPACE. THE INSTALLATION OF OPENABLE LOUVERS SHALL NOT BE PROHIBITED. USE 14"X1" SCREENED FOUNDATION VENTS. (I) VENT = .52 S. FT. NET FREE VENT AREA. FND, AREA - NET VENT AREA REQ'D (N.V,A.) 1,500 N,V,A. , QTY, OF VENTS REO'D .52 1,500 ▪ =1.65 .▪ 52 TOTAL VENTS REQUIRED (2) TOTAL VENTS PROVIDED (13) 40'-O" 5'x61 GONG. PATIO A' 5/5"0x12" A.B. VI/ 5"x5"xl/4" GALV. HASHER @ 45" O.G. a 12" FROM CORNER 51..111 5,-6" clizt—++--- LLI 24"x15" CRAWL SPACE ACCESS )e11-4" 51..611 L _1 CRAWL SPACE VENTS 12" FROM CORNERS It 12' O.G. (TYP) 51..611 4x6 POST 1 +–,-------+ L_ 1 PAD #1 2'x2'xIO" CONC. FTO. CLASS 1 TYPE VAPOR RETARDER MATERIAL TO COVER CRAWL SPACE FLOOR .11 r 6" L 1‘-2" L 2'-3" 4" GONG. SLAB FLOOR BLOCK OUT FOR GARAGE DOOR 51..611 J 51-60 11-4" T + —tg L 4'-5"I 4`-5" I / • / PAD #3 1 1 1 31x3`x10" CONC. FIG- 7- —1 I4x6 POST -t_ 1 1 1 T -1 •1 1 1 L .1. — PAD #1 2'x2'xtO" CONC. FTe. 6 6 POST fl itt-1 r-- - L_ I PAD #2 2'x2'xIO" CONC. FTe. 11'-1" PAD #I 2'x2'xIO" CONC. FTG Isc LI 1 L I T L T r 41-4" 1 I'-4" 1/ 4'--1 1/4"A 44-1 1/4" i 41-/ • // &/./•,// A 161-3" 1 1 1 1 1 L L a" el 03 -0T el/ QI It x6 x6 POST (I 11-4" J 6'-I 1/4" 21-5" 51.,311 14'-O" 40'-O" FOUNDATION PLAN Sc. 1/4"= 1' client AMERICAN PRESTI6E HOMES RICHARD 4 SAN STEVENS P.O. BOX 46002 SEATTLE, WASHINGTON 15145 (205)553-4525 ProjeGt NEW HOUSE 16651 53RD AVE 5. TUKWILA, WASHINGTON 151E35 Sheet DesGrIptIon FOUNDATION PLAN NOTES drown b:3 M. POSTER check by' LS E3 / SSMV P.E. 5CCIre AS S1 -10N cicite 10/18/2016 cil5c1pIltle Job number' 2016-57 Sheet tsitirrOer , 5 5 1 1 RECEIVED CITY OF TUKWILA DEC � 2 2016 PERMILEILIE2 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 3 0 2016 City 6f Tukwila BUILDING DIVISION Q !t N N 40'-O" 38 -0" 2'-0" r 4x10 H.F. #2 ` �. '• `'ce. 1 i___.. II 31/2"x12" 'W //J/ // ///// ///!/// 3/4" T$ S SHEATHING SLUED 4 NAILED' H/ 10d @ 6" 0.G. SUPPORTED EIk9ES 4 10" O.G. @ FIELD• MEMBERS L ? P4E SECOND FLOOR BRC. WALL-' N 18' w.E U55 5 c•� I. 0 4x12 H.F. #2 c 9 tN C L r_ _1 JL n CJ a a .i HANGERS PER TRUSS MFR ---ti 4L L PRE ENG. 18" DEEP L �51 RDER FL, TRUSS JIL ..1L 4,. .JIL JIL g. L. L r r 40.1-111 Hoor dna {-5'11h be. tJeeh ""r1/4/5ser5 Pp, ENS. 18' DEEP P,-, Tj?USSES @ 16" O.G. JL JL JL .4 HANGERS PER TRUSS MFR J�L,L L L ,J JL 1 rr' r 1 r L. LL z i •I''f1" 'tr '-sr PRE ENG..18" DEEP FL. TRUSSES @ 16" 0.G. Lr • L .J 9 d I PRE ENG. 18" DEEP GIRDER FL. TRUSS 1/2"x12" 6LE r _ •• ___ 20'-q" r `I r 10I-4" L I J 4x6 H.F. #2-) 4x6 H.F. #2- 0 1 LL N "1 J 1 a 2x6 LEDGER H/ (3) 16d NAILS @ EA. HALL STUD SIMPSON LU26 4HANGERS St.,..1- <--PRE '' GIRDER - ANG. etc I8" FL. 1r� HANGERS TRUSS i TRUSS PRE sir PRE GIRDER MFR EEF' ENS. ilr ENG: PER 18' �r FL. DEEP 1r 18" TRUSS 1_ DEEP L..........____F------J PL. TRUSSES N LL CV 16" 0.G. 4.F. #2 P.T. 4x4 POST W/ SIMPSON LGE4 POST GAP O N in (N 40'-0" r r L� J 3/4" T4 O SHEATH 1 NS GLUED $ NAILED W/ lOd @ 6" O.G. SUPPORTED EDGES 4 10" FIELD MEMBERS k' PRE ENC. q 1/2" RIM BOARD PRE ENG. q 1/2" TJ1 FL. JOT @ 16" O.G. L L L PRE ENG. q 1/2" TJI FL. JST @ 16" 0 G. 1 PRE ENG. q /2" RIM BOARD \ 20'_3" L. 4" GONG. SLAB FLOOR \ \ 0 PRE ENG. q 1/2 TJI FL. JST. @ 16" 0.G. L LL 1 0 PRE ENC. q 1/2" TJI FL. JST. @ 16" O.G. -1 r r J cr 6 WIL CZ LR '-q J PRE EN6. q 1/2" RIM BOARD `tl _1 1 r PRE ENO. q 1/2" RIM BOARD 14'_0" J SECOND FLOOR FRAMING PIAN FIRST FLOOR F MING PLAN SCALE 1/4" = 1' SCALE 1/4" = 2 q V2" RIM 0 client AMERICAN PRESTIGE HOMES RICHARD $ SAN STEVENS P.O. BOX 46002 SEATTLE, WASHINGTON (45146 (206)b53-4525 Project NEW HOUSE 16658 53RD AVE S. TUKWILA, WASHINGTON cow, Sheet Leacriptton FIRST FLOOR FRAMING PLAN SECOND FLOOR FRAMING PLAN drawn by M. FOSTER check by LSB / SSW P.E. scale AS SHOWN date 10/18/2016 discipline job number 2016.57 Sheet Number 6 o ........ of ...••••I 11 RECEIVED CITY OF TUKWILA DEC 0 2 2016 PERMIT C REVIEWED FOR CODE COMPLIANC APPROVED DEC 3 0 2016 City of Tukwila BUILDING DIVISIO CONTINUOUS PLYWOOD: OR 0.5.B. SHEATHING SHEATHING OR BOTTOM CHORD BRACING ,2'_O" (TYP. SEE TRUSS FRAMING PLAN FOR SPACING =TRUSS WEB ix4 CONTINUOUS BRACE SEE TRUSS DWG, :2x4 DIAGONAL BRACE OVER 4 TRUSSES H/ 2-16d NAILS AT EACH WEB INTERSECTION TYPICAL DETAIL SCALE N T.S. TYPICAL WEB DIAGONAL BRACE (SECTION) 1'-O" 3-lQd NAILS FROM SHEATHING TO TRUSS C� X --BRACE G.W.B. 16' C/C ± 2' \\121-0" (TYP, 16' C/0(.1"72' CONTINUOUS PLYWOOD OR 0,5.8. SHEATHING TRUSS 2x6 STRONGBAGK 2x4 X -BRACING OVER 3 TRUSSES 1A1/2-I6d NAILS l EACH TOP END AND EACH BOTTOM END. NAIL X -BRACING TOGETHER H/2 -10c1 NAILS IT'S INTERSECTION. TYPICAL DETAIL scALE TYPICAL WEB DIAGONAL BRACE ADJACENT TO STRONGBAGK (SECTION) 4.0'-O" N.T.S. 1/2" GDX OR 1/16" 05B SHEATHING NAILED H/ ad ® 6" O.G. SUPPORTED EDGES 4 12" O.G. ria FIELD MEMBERS (NI 9 cv -- . 44x10 H.F. ff2-1 SIMPSON H3 CLIPS (TYP) PRE ,�(Ne. ,M0 0 -L aL. 6' CONTINUOUS ROOF TO HALL VENT t 1 3 L r L .1 t. r l....., n EI 5:12------��-��--�����--��--- RU5 3 I/2"x12" GLB 24" 0,C CONTINUOUS PLYWOOD OR 0.58. SHEATHING TRUSS WEI3 SHEATHING OR BOTTOM CHORD BRACING I . ,I 2x4 VENT BLKO, (TYP)- wr-4x2 H.F. #2-f 7^' 2' -On (TYP.) 5EE TRUSS FRAMING PLAN FOR SPACING MIT .._NI. 2--Ix4 CONTINUOUS BRACE AT WEB 2x6 DIAGONAL BRACE OVER 4 TRUSSES H/ 4-16d NAILS AT EACH WEB INTERSECTION TYPICAL DETAIL, sc. TYPICAL WEB DIAGONAL BRACE (SECTION) /-;-/'-O" HALL LINE OF SECOND FLOOR SIMPSON A54 CLIPS (TYP) 6' CONTINUOUS ROOF TO HALL VENT 6'CONTINUOUS ROOF TO HALL VENT '1 r J L SIMPSON LU24 HANGERS 2x4 OVER FRAME ® 16" U.G. PRE ENG, 14&" GIRDER FL. TRUSS r� L J 2x4 OVER FRAME ® 16" O.G. L 4X8 H.F. 9 (N 5:12 _� JL .JL P E ENG 6' G• RNER ET L JL JL (/2"x12' GL JL JL JL JL SIMPSON A54 CLIPS 1 i 2x4 LEDGER til/ (2) 1 I6d NAILS STUDS I PRE ENS. STUB MONO TRUSSES © 24" O.G. --- • 4xIQ H.F. 42 0 I tN P`E ENS. 6' G RNER SET 2'-O" 6'-0" SIMPSON H-1 CLIPS (TYP) 2x4 VENT BLKG. (TYP) 6'-O" PRE ENG MONO -O HIP TRUSS I PRE ENG, MONO TRUSSES 24" O.G. O 1J NI 4I 1. d"1 r11 I 1 J N.T.S. LOWER ROOF FRAMING PLAN SCALE 1/4" = 1' 2x4 BRACING 0 48" O.G. 2-I6d NAILS 0 EA. WEB INTERSECTION PRE ENG. GABLE TRUSSES @ 24" Q.G.---3 2x4 BOTTOM CHORD BRACING H/ 2-I6d NAILS BOTTOM CHORD SIMPSON A35 CLIP ® BRACE 6 -Bei NAILS TOP PLATE 6-8d Q BRACE -'SIDING PER OWNER USE SIMPSON A35 CLIPS 0 48" O.G. BOTTOM CHORD TO TOP PLATE H/ 6-8d NAILS ® TRUSS W/ 6-8d NAILS @ PLATE 2x6 HALLS W/ STUDS 0 16" O.G. <----I/2" .013X OR 1/16" 05E3 SHEATHING NAILED H/ 8d @ 6" O.G. SUPPORTED EDGES 4 12" O.G. 0 FIELD Q TYVEK HOUSE WRAP OR E. PER MFR. TYPICAL DETAIL. SCALE N.T,S. TYPICAL GABLE HALL BRACE (SECTION) LOWER FRONT ROOF AREA: 143,6 SF, RECUIRED VENTILATION: 145.6 sF (144/300) = 68.1 sq. In. REQUIRED UPPER SECTION: 68.1 sq.In./2 = 34.4 sq in. REQUIRED LOWER SECTION: 68.1 sq.In./2 = 34.4 sq,in. PROVIDED VENTILATION: PROVIDED UPPER SECTION: CONTINUOUS VENT LOCATION ® HALL (6'x6.15 sq, in) = 40.5 sq, In TOTAL UPPER SECTION: = 405 sq. In > 34.4 sq In PROVIDED LOWER SECTION: VENT BLOCKS = (41)(3.14x4)=113.0 sq, In x.1 = 1c1.1 sq In TOTAL LOWER SECTION: = sq, in > 34.4 sq, In LOWER REAR ROOF AREA: 585 SF. REQUIRED, VENTILATION: 58.5 sf (144/300) r 28.1 sq. In. REQUIRED UPPER SECTION: 28.1 sq,.in./2 = 14.0 sq,in. REQUIRED LOWER SECTION: 28.1 5q.111./2 = 14.0 sq,in. PROVIDED VENTILATION: PROVIDED UPPER SECTION: CONTINUOUS VENT LOCATION @ HALL ((81x6.15 sq In) = 1215 sq, Iri TOTAL UPPER SECTION: = 1215 sq, tri > 14,0 5q. 1n PROVIDED LOWER SECTION: VENT IBLOGKS = (10)(3.14x4)=125.6 sq. In x.1 = eaci sq. In TOTAL LOWER SECTION: = ,Si41 sq in > 14.0 sq In bt tig cllerit AMERICAN PRESTIGE HOMES RIGI4ARID 4 SAN STEVENS P.O. BOX 46002 SEATTLE, WASHINGTON 418146 (206)853-4525 Project NEW HOUSE 166541 53RD AVE 5. TUKWILA, WASHINGTON 18188 Sheet Deserlptlon LOWER ROOF FRAMING PLAN TRUSS BRACING DETAILS drawn by M. FOSTER check by LSB / BSMV P.E. sca a AS SHAWN date 10/IS/2016 dscipline job number 2016-51 , :sheet RGrnber t..r '�j 1 or - 11 RECEIVED CITY OF TIJKWILA DEC 0 2 2016 PERMI Tr VUED FOR CODE COMPLIANCE APPROVED DEC 30 2016 City of Tukwila BUILDING DIVISION CONTINUOUS PLY1,40012 OR O.S,B. SHEATHINCG SHEATHING OR BOTTOM CHORD BRACING 1 21-0" (TYP, SEE TRUSS FRAMING PLAN FOR SPAGING • 1x4 CONTINUOUS BRACE SEE TRUSS DWG. 2x4 DIAGONAL BRACE OVER 4 TRUSSES W/ 2-16d NAILS AT EACH WEB INTERSECTION TYPICAL DETAIL �� TYPICAL. WEB DIACONAL RAGE (SECTION) 3-IOd NAILS FROM SHEATHING TO TRUSS X -BRACE 4x10 H.F. #2 9 "4- 4x10 H.F, #2 TRUSS HANG PER TRUSS 1 9 CONTINUOUS PLYWOOD OR O.S.B. SHEATHING TRUSS .flutf 16' G/C ± 2' 2'-0" (TYP 16' C/C ± 2' OOP - 2x6 STRONGI 3AGK 2x4 X-BRAGING OVER 3 TRUSSES W/2-I6d NAILS EACH TOP END AND EACH BOTTOM END. NAIL X-BRAGING TOGETHER 14/2-10d NAILS a IT'S INTERSECTION. TYPICAL DETAIL N.T.S.s TYPICAL WEB DIAGONAL BRAGS ADJACENT TO STRONGBACK (SECTION) 2-0" 40'-Q" CONTINUOUS PLYWOOD OR 0.5.B. SHEATHING .2-1x4 CONTINUOUS BRACE AT WEB SHEATHING OR BOTTOM CHORD BRAGING (TYP.) SEE TRUSS FRAMING PLAN FOR SPACING 2x6 DIAGONAL BRACE OVER 4 TRUSSES IA/ 4-16d NAILS AT EACH WEB INTERSECTION TYPICAL. DETAIL SCALE TYPICAL WEB DIAGONAL BRACE (SECTION) N.T.S. r UPIPER ROOF F i • MING PLAN SCALE 1/4" = 1' 2x4 BRACING 48" 0.0, Irt 2-16d NAILS ® EA. WEB INTERSECTION PRE ENG. GABLE TRUSSES a 24" Q.G.----> 2x4 BOTTOM CHORD BRACING W/ 2-16d NAILS a BOTTOM CHORD SIMPSON AS5 CLIP ® BRACE 6-45d NAILS © TOP PLATE 6-8d a BRACE k---S1DING PER OWNER USE SIMPSON A55 CLIPS 4i1 48" O.G. BOTTOM CHORD TO TOP PLATE W/ 6-8d NAILS a TRUSS W/ 6-Sd NAILS a PLATE 2x6 WALLS W/ STUDS a 16" 0,G. 1/2" GDX QR 1/16" 0513 SHEATHING NAILED W/ 8d a 6" Q.G. SUPPORTED EDGES 4 12" O.G. Q FIELD TYVEK HOUSE WRAP OR EO. PER MFR. TYPICAL DETAIL u. TYPICAL GABLE HALL BRACE (SECTION) D UPPER ROOF AREA: ,1,602 SF, REQUIRED VENTILATION: 1,662 sI (144/300) = '111.1 SGS, Cn, REQUIRED UPPER SECTION: 1113 5q.in./2 = 5(46.5 sq.ln. REQUIRED LOWER SECTION: 111.1 5q.1n./2 = 318.8 5q•.In. PROVIDED VENTILATION: PROVIDED UPPER SECTION: VENT JACKS = (8)(50 5q, In/VENT) = 400 sq In TOTAL UPPER SECTION: = 400 5q, in > 3c18.8 $q, In PROVIDED LOWER SECTION: VENT BLOCKS = (41)(3.14x4);=5610.30 sq, 1n x.7 = 413.2 sq, In TOTAL LOWER SECTION: = 413.2 sq In > 318.8 sq In fig client AMERICAN PRESTIGE HOMES RICHARD .4 SAN STEVENS P.O. BOX 46002 SEATTLE, WASHINGTON Ci8146 (206)853-4525 Project • NEW HOUSE 1665q 53RD AVE S. TUKWILA, WASHINGTON 1I81PPr Sheet I' C.rlpi:lon UPPER ROOF FRAMING PLAN TRUSS BRACING DETAILS drawn by 6'-0" 26'-0" , 8'-O" check by ... ' L513 / BSMV P.E. / date 10/18/2016 discfpllne _ _ +- -tr ,r-"�C'_ 4 :> H.F. .::_ -1r 2 3 -- H t u r--1 1 -1r t 1 4 ----:rte 6 H.F. fi -rid•-'-'"1r"- #2 ,1 I f -i-,- I I ; fit I t u ,F-_ 1r '9r i I P-, C 4 R - ' 6' SET .. t t PRE ENS. MONO TRUSSES I l 241' 0.C. PR • CO " , r ,' , ET 1� J. � T"USS H'NGER. r I 1t .J4 ,.IL P-•R L JL TRU .IL .5MF°'. JL \' '.4L i L.JL JL JS.. JL J4 JL .JL .JL .JI., J JL .JL t `k-••' -U55 CLIP PER ` RUSS MFR, I PRE ENG. 1-4P EIDER T1hhJS5 t i t i 1 i TRUSS GLI PER TRUSS 6x12 MFR, D.F. ' #2---3-)1 r/ L�1 t I I L ---__I tr I. " 7 C. _--...J -,r . L -_..-.J! U I I r�� t Jt r . 0 5112 `+i Jl L. r i) -, r 11 - .-I v 1.t ZILI II � °I L!' _. ' I , r ri "x22" • It< Lt,`_; ; #�/ 1 rt c..;. SIMPSON CLIPS H-1 (TYP) .3 11 r 2x4 VENT I 1 r --Y-1 �_� I l u 1L�J J BLKC EVERY OTHER d7tE rIL ,r. t N f 4x8 H.F. #2--- / t* 4 L .. 1 t ' —PRE ENO. TRUSS 24" Q.G.L J� y ROOF n ,tr t . JACK 1 2x4 VENT BLKG. 1> i EVERY OTHER ONE VENTS A Ii :E-4x:6 H.F. #2 , ��0 ,11 , �L .... L T 1 i�;Il, J t ---_-1i H-1 r iSIMPSON 1, CLIPS (TYP) //</6 //.� 0 W 1.., --�--- �- t 0 r E =../' 5:12 r ., i 41 X8 H.F. #2 ' TRUSS GLIP PER TRUSS MFR TRUSS HA1NGER-6x10 r F, #2 I 1—PRE E. HIP CIDER TRUSS PER TRUSS MFR. FLUSH SBM. t r St -I PRE ENG. TRUSS t' - 24" Q,G. t -I r. :. ., , r . 1 r::. ' "E r EN4.. rr--, " : t:t IL w :.. : , .. t� PRi O. 4' , d C. r RNE ED Ir I a _ Ai FRAME �.:.:'. -1w' 2x6 OVER..: ,i::i I . I •CORN t.... >: ":.... SE ."..: ...... : _'�1*' . :12 ONO T SS HA tL ui ,� 16 0.C.'.• _... I IC t..124 .. ., tr ,' . 1 .:J -44‘16171113.-r4"-„ O.G.///j AL AL J P 4 1 TRUE 'r PRE ENG.. �j:.�O 0 V # t'. .. PR'�G. H P GIDE' 5 t TRUSSES. 4”0,0. t_. 4 z 0 x 4 .. - •U55 ".r PER GLIP MFR. / TRUSS CLIP PER MFR. 'L Q co I MFR.111111111k , T I N PRE EN 01 �i% .lI :_ TRUSS PRE ENG CLIP PER TRUSS HIP IDER TRUSS ��I 0 I11 U1 r i t L TRUSSES .4 O.G.- . t -IRS / PRE ENG,, MONO TRUSSES 24" Q.G. :. i iX , j TRUSS G P PER T 5 MFR. l rl 5:12 > . I' « PRE G. HIP EIDER •USS 1 R. it i 4x12 H.F. #2 ,) i I tr 'f t ': r 1 r 1 PRE. ENG. MONO '--T 155 HA _-- L ____ JL J JL JL JL �;I ,J•6—__ _ N t j TRUSSES 24 0.G. P TRUS PRE E CORN G. 4' R SE PREENG. CORNER 4'•L SET i 4x6 __ —11-- H.F. JL #2 JL JL JL . — lr' • PRE E CORN G. 4' R SET PRE E CORN: O. 4' R SET +-O"/12,,1„ . 4'-0 4'-0" , 6'-O" 4`-O" / .� 2'-0" . 20'-1" ,,,21*0" / .s ,)`-3" ,,2`-U,; f.. f 141-0" ,2'-0" r UPIPER ROOF F i • MING PLAN SCALE 1/4" = 1' 2x4 BRACING 48" 0.0, Irt 2-16d NAILS ® EA. WEB INTERSECTION PRE ENG. GABLE TRUSSES a 24" Q.G.----> 2x4 BOTTOM CHORD BRACING W/ 2-16d NAILS a BOTTOM CHORD SIMPSON AS5 CLIP ® BRACE 6-45d NAILS © TOP PLATE 6-8d a BRACE k---S1DING PER OWNER USE SIMPSON A55 CLIPS 4i1 48" O.G. BOTTOM CHORD TO TOP PLATE W/ 6-8d NAILS a TRUSS W/ 6-Sd NAILS a PLATE 2x6 WALLS W/ STUDS a 16" 0,G. 1/2" GDX QR 1/16" 0513 SHEATHING NAILED W/ 8d a 6" Q.G. SUPPORTED EDGES 4 12" O.G. Q FIELD TYVEK HOUSE WRAP OR EO. PER MFR. TYPICAL DETAIL u. TYPICAL GABLE HALL BRACE (SECTION) D UPPER ROOF AREA: ,1,602 SF, REQUIRED VENTILATION: 1,662 sI (144/300) = '111.1 SGS, Cn, REQUIRED UPPER SECTION: 1113 5q.in./2 = 5(46.5 sq.ln. REQUIRED LOWER SECTION: 111.1 5q.1n./2 = 318.8 5q•.In. PROVIDED VENTILATION: PROVIDED UPPER SECTION: VENT JACKS = (8)(50 5q, In/VENT) = 400 sq In TOTAL UPPER SECTION: = 400 5q, in > 3c18.8 $q, In PROVIDED LOWER SECTION: VENT BLOCKS = (41)(3.14x4);=5610.30 sq, 1n x.7 = 413.2 sq, In TOTAL LOWER SECTION: = 413.2 sq In > 318.8 sq In fig client AMERICAN PRESTIGE HOMES RICHARD .4 SAN STEVENS P.O. BOX 46002 SEATTLE, WASHINGTON Ci8146 (206)853-4525 Project • NEW HOUSE 1665q 53RD AVE S. TUKWILA, WASHINGTON 1I81PPr Sheet I' C.rlpi:lon UPPER ROOF FRAMING PLAN TRUSS BRACING DETAILS drawn by M. FOSTER check by ... ' L513 / BSMV P.E. scale AS SHOWN date 10/18/2016 discfpllne job number • 2416-5"t Sheet Number IS 8 -- of -r-- I I RECEIVED CITY OF TUKWILA DEC 0 2 2016 PERMIT 0 EIIEWED FOR CODE COMPLIANCE APPROVED DEC 3 0 2016 City of Tukwila BUILDING DIVISION yt�U 3 t c r- 015 > o 6 inN CNI g 0 - as dI nt - AMERICAN PRESTIGE HOMES RICHARD 4 SAN STEVENS P.O. 150X 46002 SEATTLE, WASHINGTON x8146 (206)853-4525 - Project NEW HOUSE 1665c1 53RD AVE 5. TUKWILA, WASHINGTON g8I88 Sheet Description FOUNDATION DETAILS FRAMING DETAILS ROOF DETAILS drawn by . M. FOSTER, check by -scale 2x6 HALL W/ STUDS ' AS SHOJAIN ` date 10/18/2016 2x6 HALL W/ STUDS 16" O,G. 101° . @ 16" D.G. ! I/2" GDX OR 1/I6" OSB SHEATHING NAILED W/ @ •' -41 R-21 INSULATION ►• ( 8d 6" D.G. SUPPORTED R-21 INSULATION .. 1/2" GYPSUM WALLBOARD 3/4" T4C SHEATHING GLUED 4 NAILED W/ 1001 ;-� 6" D.G. �+ �' ►� i. EtJ�,ES ®12 O.G. FIELD MEMBERS 3/4" T46 SHEATHING GLUED 4 NAILED YJ/ IOd 6" O.G. If2" GYPSUM W/ LLBQARb 3/4" T46 SHEATHING GLUED NAILED W/ IDd �_' b" D.G. +� SUPPORTED EDGES 4 10" 4, TYVEK HOUSE WRAP OR EQ. PER MFR. SUPPORTED EUGI�,S 4 10"SUPPORTED ci V2" EDGES 4 10"WALLBOARD : 5/S" TYPE -X GYPSUM D.G. @ FIELD MEMBERS TJI BLKG, (TYP) 0.G,. @ FIELD MEMBERS "�+ O.G. @ FIELD MEMBERS `,-, '� SIDING PER ELEVATIONS `--- ~---•11 • ' PRE ENG. q 11211 TJI PRE ENCS. a 1/211 TJI6 :.1161/H20"PRE PRE ENG, �66666 ENG. q 1/2" TJI TJ1 16" PRE ENG, q 1/2" RIM BOARD FL. -1ST. @ 16" O.G.1/2" IF�. q BOARD FL. JST. @ 16" O.G. . FL.JST.c.G.R-30 FL. JST. 0 O.G. \'1! PRE ENCS, RIM smsoci. � P.T. 2x6 SILL PLATE INSULATION '. P.T. 2x6 SILL PLATE R-30 INSULATION � R-30 INSULATION R-30 INSULATION �„���- �I 1� J. GONG. S . B FLOOR *2 #4 #4 BAR HDRIZ. ®TOP1 0 C 4x10 H.F. BEAM BAR HORIZ. ®TOP �/i : ___ -- _ 611x12"x3/4" PLWD - > ` . ,// \ \ I — 1 i "d3xl2" 6USSIT ONE Eft. SIDE • _ _ \--_____, ij\/�// 1 1- 5/a"cOx12" A.B. W/ 3"x3"x1/4" iN � af8, x.13. W/ 3"x3"x14" N 4x6 POST = 7./ E : G #4 BAR VERT. ®24" D.G. #4 BAR VERT. @ 24" O.G. . \ , \\/�\�\ � GALV. WASHER ®48" O.G. I 4 1.2'1 FROM CORNERS 1 I r�;• \/\\/\/\ � /\/\d) i �- eALV. WASHER @ 48" G .G. 12" FROM CORNERS _I SIMPSON P1346 POST BASE 3 *4 •\ \ #4 CONTINUOUS.�.,s.,,.1 _-.•v+,•.t = _ SPACE (2) BAR CONTINUOUS j 1: (2) BAR _ .,`-;r• TYPE -I CRAWL COVER SPACE COVER " - f \I TYPE -I CRAWL SPACE DOVER M�� :.«�: I TYPE -I CRAWL . . - ��/ //, \ — >a► r \ ;\ . ._._. .____ __ -111------1 I I-1 Irl I I:-- I L =11 I--111----�I 1:7 __ 1_.____. -III -1 I` ----I -- 1 ---...-1 NOTE:NOTE: 1 1.-- f 1 1 1 1---1 1 1--- I I -----..1 I 1-.-, PVG PERF PIPE 1 I I TMs- 11 I-.-.-.-}- 7 V 1.--.-- _ITT_ 1 1 1-- ! I ----1 1 1-1 1 1 NOTE: .--.-1 1 1.--, .-1 1 t --..*1 , 1---.1 f 1----.1 t 1,--- (!!- NAIL W/ 801 HOT -DIPPED 4" 8" 4"r ,4, NAIL W/ 8d HOT -DIPPED 2 NAIL W/ 8d HOT -DIPPED 4" 811 41, GALVANIZED NAIL @ ALL PRESSURE TREATED PLATES I'-4" W/ FILTER FABRIC $ DRAIN ROCK GALVANIZED NAIL @ ALL , PRESSURE TREATED PLATES ' GALVANIZED NAIL @ ALL PRESSURE TREATED PLATES l'-4" DETAIL / 2 DETAIL 3 DETAIL 5 6 SCALE a 3/4" =1'-0" .. 5,6 SCALE 3/4" =1'-O" 5,6 SCALE 3/4" -=1'=0" • SIDING PER ELEVATIONS j 1/2" 2x6 HALL H/ STUDS I GDX OR 1/16" 0515 12 SHEATHING NAILED W/ @ 16" 0.0. ad 6" O.G. SUPPORTED 2x6 HALL H/ STUDS •EDGES 12 D.G. FIELD 5 @ @ 16" O.G. — !� R-21 INSULATION 4 ( MEMBERS 4 I TYVEK HOUSE WRAP R-21 INSULATION __A _` V� 1/2" GYPSUM WALLBOARD ? OR EO. PER MFR. - I I I/2" GYPSUM WALi_BOARD METAL FLASHING � F'.T. 4X4 POST. SHINGLE GAP 3/4" T4 6 SHEATHING GLUEC, 6" ROOF TO WALL VENT 4 NAILED W/ IOd @ O.G. #4 DOWEL @ 2411 O.G.'� SUPPORTED EDGES 4 10" SIDING PER ELEVATIONS SIMPSON A34 CLIPS COMP ROOFING OVER FIELD MEMBERS- SIMPSON ABU44 15# 13UILCDING PAPER D.G. ® . 4;, GONG. SLAB PORCH- POST BASE "' 1/2" 1/16" - ,� 3/411 T4SHEATHIN0 GLUED T40 �.I.... : GDX OR OSB 5HEATHINC NAILED W/ 4 NAILED W/ 10d @ 6" O.G. SIMPSON A54 CLIPS R-30 INSULATION SUPPORTED EDGES $ 10" ad 611 O.G. SUPPORTED `....-......'1::,. � FIELD �„� � 2x4 BLKG. EVERY EDGES @ 12 O.G. FIELD ,1 .. , TYVEK HOUSE WRAP %`\`%��/\%� � O,G. MEMBERS OTHER ONE VENTED DR EQ, PER MFR. / // // //� #4 BARS HDRI Z. MEMBERS \ (2) - , � PRE MONO I&" FLOOR FILL 4 GOMPAGT \�\ \ \�� ONE ®TOP ONE � � ►..�wr ..- ENG. TRUSSES — ���"�'�,�..-; PRE ENG. � I //////� BOTTOM ? d� �rww► ►ww11►w ►w i 1 @ 24" 0.G. �;.,`` TRUSSES 0 16" O.G. - METAL DRIP EDGE ' _ w►►-� �� A. r\ MI.`�p l�\ r\\ ` I TIER �� 5/8 GYPSUM �- ^^1 1-1-71 9 i�-4c1 1N5UL. c ROOF . . y - 1r CONTINUOUS r„'qr` 1/2" GDX OR x/16" OSB - --1 1 1-1 1-1 �( IN ^--� ;, r ,y� . 5/4"x6 FASCIA CONTINUOUS WALLBOARD SHEATHING 801 6" 0.G. NAILED W/ SUPPORTED NOTE: —• PRE ENG. !8 FLOOR EDGES@ 12 O.G. FIELD NAIL H/ Pd HOT -DIPPED— 4 1 TRUSSES @ 16" O.G. R -2i INSULATION MEMBERS NAIL _ I 1-= i 1 I - GALVANIZED @ALL _I PRESSURE TREATED PLATES 1.1 1 1 1 , ,dam 2x6 HALL W/ STUDS - SIDING PER ELEVATIONS ®I6" O.G. 6" 5/a" 0YPSUM WALLBOARD - -411 (: - TYVEK HOUSE WRAP • 2x6 HALL H/ STUDS OR EO. PER MFR. 1/2" GYPSUM WALLBOARD 16" O.G. I\• 1/2" • `- GDX OR 1/16" OSS R-21 INSULATION SHEATHING NAILED H/ 8d 6" O.C. SUPPORTED I/2" GYPSUM WALLBOARD EDGES @ 12 D.G. FIELD MEMBERS 4 DETAIL 5 DETAIL DETAIL SCALE 3/4" =1'-0" 6,7 SCALE • 3/4" = i'-0" 6 SCALE 3/4" -1,-U" • PER . SIDING ELEVATIONS 2x6 WALL H/ STUDS l 12 1/2" GDX OR 1/16" OS15 SHEATHING NAILED H/ Ped 6" 0.6. SUPPORTED ® 16" O.G. INSULATION 2x6 HALL Y�/ STUDS 5 EDGES @ 12 O.G. FIELD MEMBERS R -21 16" 0.0. H @ lips TYVEK HOUSE WRAP 1/2" C''YPSUM: WALLBOARD - R % OR E. PER MFR. � -2I INSULATIONWS METAL FLASHING PRE ENG. GIRDER TRUSS SHEATHING CLUED 3/4" T4 SHEATHING GLUED 3/4" TT46 4 NAILED W/ IOd @ 6" 0.G: \ 4 NAILED W/ 1001 @ 6" O.G. 4I 1/2" GYPSUM WALLBOARD > AS SI-11NGLE GAP SUPPORTED EDGES $ 10" SUPPORTED ED6E5 4 10" SIDING PER ELEVATIONS 0.0. @ FIELD MEMF3ERS O.G. @ FIELD MEMBERS _,. \ 41110 - ROOF TO WALL VENT 3/4 T$G SHEATHING GLUED =';;. COMP RODFINC3 OVER / N. PRE 18" FLOOR 6" PRE 'ENG. 1811 FLOOR - / \ > \ < / ENG, ' TRUSSES @ 16" O.G. • R -3o INSULATION Z I; � NAILED W/ IQd @ O.G. SUPPORTED EDGES 4 10" 440 15# BUILDING PAPER TRUSSES ®16" O.G. �. ,�. 1 TYVEK HOUSE WRAP 10 .. 1/2" GDX OR 1/16" 05B N. /. ' PRE`• PRE ENG, lb" FLOOR OR EO. PER MFR. O,G. 61 FIELD MEMBERS �., LED H/ ad 6" O.G. SUPPORTEDSHEATHING 12 l/! EDGES @ O.G. FIELD TRUSSES @ 16" O.G. � MEMBERS i ._ .. 11 .6 " GYPSUM WALLBOARD 5/8 Y 5 ;1 1/2" GDX OR 1/16" 4515 R-30 INSULATION ,2 TYPE -X GYPSUM 1 SHEATHING NAILED H/ J FLOOR TRUSS HANGERS FLOOR TRUSS HANGERS - :PER TRUSS MFR. HAL5/5" WALLBOARD ,1 801 6 O.G. SUPPORTED PER TRUSS MFR. EDGES @ 12 Q.G. FIELD PRE ENG•. l8" FLOOR \ PRE ENG. MONO TRUSSES ®24" C.G. MEMBERS TRUSSES @ 16" O.G. rY I 2x6 HALL H/ STUDS 5/8" TYPE -X GYPSUM @ 16" O.G. WALLBOARD FLOOR TRUSS HANGERS -. SIMPSON LU24 HANGERS PER TRUSS MFR. - DETAILDETAIL PRE ENG. GIRDER TRUSS ETAIL 1 5,kr 6 SCALE 3/4" =1`-0" 6 SCALE 3/4" = l' -O"01,7 SCALE 3/4" = l`-0" yt�U 3 t c r- 015 > o 6 inN CNI g 0 - as dI nt - AMERICAN PRESTIGE HOMES RICHARD 4 SAN STEVENS P.O. 150X 46002 SEATTLE, WASHINGTON x8146 (206)853-4525 - Project NEW HOUSE 1665c1 53RD AVE 5. TUKWILA, WASHINGTON g8I88 Sheet Description FOUNDATION DETAILS FRAMING DETAILS ROOF DETAILS drawn by . M. FOSTER, check by -scale - L5B / - SMV P.E. AS SHOJAIN ` date 10/18/2016 discipline . Job number 2016-51 Sheet Number Ci el of -.-- 11 RECEIVED CITY OF TUKWILA DEC 0 2 2016 PERMIT L IEWED FOR CODE COMPLIANC APPROVED DEC 3 0 2016 City of Tukwila BUILDING DIVISIO 054 tTA d" QO client AMERICAN Pf ESSTISE HOMES RICHARD 4 SAN STEVENS P.O. BOX 46002 SEATTLE, WASH1NSTON 1b1.46 (206)&53-4525 project NEW HOUSE 1665q 53RD AVE S. TUKWILA, WASHINGTON 41E456 Sheet i o$6rip ipn ROOF DETAILS HDR DETAIL STAIR DETAIL. drown by M. FOSTER check by LSB / BSMV P.E. 5cde AS SHOWN ' ddte. . 10/1 6/,2016 discipline COMP ROOFING OVER 15# BUILDING PAPER 1/2" COX OR 1/16" OSB 12 SHEATHING NAILED W/ SUPPORTED PRE ENG. TRUSSES a'd 6" O.G. 5 EDGES ®12 O.G. FIELD I 1/2"4, - 2"4) HANDRAIL 4" MEMBERS 4 24" O.G. liPaAtilvir.44 MAX. �T� ` ._...BAFFLE FOR 1" AIR SPACE BLKG. EVERYi( i A ...,-� �1Itil *k. �,,��t :. 2x4 p 0 ,, ""` --,. OTHER ONE VENTED R -4a INSULATION 1„ -,.... METAL DR1P EDGE "'� \ 2x6 WALL W/ STUDS ®16" O.G. �" = 5/8" GYPSUM WALLE3OARD R -2I INSULATION s"=� i VW SHEATHING TREAD �,. GUTTER CONTINUOUS _/ 10" SIMPSON H-1 CLIPS – R-10 RIGID INSULATION MIN. ' SIDING PER OWNER 5/4"xb FASCIA CONTINUOUS ���� i/2 GYPSUM r 2x6 WALL W/ STUDS WALLBOARD a @ 16" O.G. SIDING PER ELEVATIONS.,► TYVEK HOUSE WRAP m ' TYVEK HOUSE WRAP FOR HEADER SIZE SEE FRAMING PLAN PER MFR.. i MAX. RADIUS Sib"— ? R -2I INSULATION - WINDOW / DOOR OPENING• OR EQ. ,�,, OR Ea. PER MFR. d' 1/2" GDX OR 1/16" OSB SHEATHING - ,+, 1/2" GYPSUM WALLBOARD NAILED W/ 8d O.G. SUPPORTED � ► li 1/2" GDX OR 1/I6" OSB SHEATHING NAILED H/ cab" EDGES 4 12" O.G. @ FIELD MEMBER m r , �d 6" O.G. SUPPORTED ,. '' EDGES Cad 12 O.G. FIELD 1/2" 2x12 STRINGER MEMBERS SHEATHING RISER. 2x4 BACKER f,,' 10 , ,e /4" 1 1/4" L MIN. MAX. STAIR DETDETAIL 8 SCALE 3/4" = I',a" SCALE 3/4" = 1'-O" O, SCALE 3/4" =Pt0 • • 054 tTA d" QO client AMERICAN Pf ESSTISE HOMES RICHARD 4 SAN STEVENS P.O. BOX 46002 SEATTLE, WASH1NSTON 1b1.46 (206)&53-4525 project NEW HOUSE 1665q 53RD AVE S. TUKWILA, WASHINGTON 41E456 Sheet i o$6rip ipn ROOF DETAILS HDR DETAIL STAIR DETAIL. drown by M. FOSTER check by LSB / BSMV P.E. 5cde AS SHOWN ' ddte. . 10/1 6/,2016 discipline Job number 2016-51 5hes Number 1 {/'� 10 ""^- of ---- 11 RECEIVED CITY OF TUKWVIL, DEC 0 2 2016 PERIVII C tA7 WED FOR CODE COMPLIANCE. APPROVED DEC 30 2016 City of Tukwila BUILDING DIVISIOI' COMP ROOFING OVER 15# BUILDING PAPER 1/2" GDX OR 1/16" OSS SHEATHING NAILED H/ d . 6" O.C. SUPPORTED EDGES ©12 0,0. FIELD MEMBERS 1 PRE ENG. TRUSSES BAFFLE FOR 1" AIR SPACE 2x4 BLKG. EVERY OTHER ONE VENTED METAL DRIP EDGE GUTTER CONTINUOUS 5/4"x6 FASCIA CONTINUOUS SIMPSON H -I CLIPS 5/8" GYPSUM HALLBOARD SIMPSON H -I CLIPS R-10 RIGID INSULATION COMP ROOFING OVER 15# BUILDING PAPER I/2" CPX OR 1/16" 0513 SHEATHING NAILED H/ ad 6" O.G. SUPPORTED EDGES © 12 0,C.. FIELD MEMBERS BAFFLE FOR I" AIR SPACE 2x4 BLKG., EVERY OTHER ONE VENTED METAL DRIP EDGE GUTTER CONTINUOUS 5/4"x6 FASCIA CONTINUOUS FOR HEADER SIZE SEE FRAMING PLANS ii c)4. d) lSi .z a, -,Ts , -, ,5-- , 6 T.-0 ('? rt, Z c31 F 6Q, i An ° di L.r) 0- . cy 3 ' : 'st- I` S &i AL1 2x6 HALL H/ STUDS © 16" O.G. 1/2" GYPSUM WALLBOARD R-21 INSULATION 1/2" GYPSUM 1/2" GYPSUM WALLBOARD WALLBOARD -4 1/2" GYPSUM WALLBOARD WINDOW OPENING 2x4 INTERIOR HALL W/ STUDS © 16" O.G. 1/2" .SYPSUM HALLBOARt7-- f. 1/2" GYPSUM \ WALLBOARD TYVEK HOUSE WRAP OR EQ. PER MFR. PRE ENG. 18" FLOOR TRUSSES 16" O.G.-- 3/4" T4G SHEATHING GLUED 4 NAILED W/ lQd 6" O.G. SUPPORTED EDGES 4 10" O.G. © FIELD MEMBERS 2x6 HALL IN STUDS 16" O.C. 1/2" GYPSUM HALLBOARD R-21 INSULATION 1/2" Gt7X OR 1/16" 058 SHEATHING NAILED H/ 6d 06" O.G. SUPPORTED E17GE5 4 12" O.G. © FIELD MEMBER 5/8" GYPSUM WALLBOARD TYVEK HOUSE WRAP OR EQ. PER MFR. 1/2" GDX OR 1/16" OSB SHEATHING NAILED H/ d 06" O.G. SUPPORTED EDGES 4 12" O.G. © FIELD MEMBER 1/2" GYPSUM HALLSOARD <_--1/2" GYPSUM WALLBOARD 2x4 INTERIOR WALL ( H/ STUDS © 16" O.G. PRE ENG. q 1/2" RIM BOARD P.T. 2x6 SILL PLATE 5/8"4'x12" A.B. W/ 3"x3"x1/4" c ALV. WASHER ® 48" Q.G. 12" FROM CORNERS #4 BAR HORIZ. © TOP #4 BAR VERT. © 24" O.G. 4" PVC PERF PIPE 1^U FILTER FABRIC 4 DRAIN ROOK (2) #4 BAR CONTINUOUS 3/4" T4G SHEATHING GLUED NAILED W/ 1Od ©6" O.C. SUPPORTED EDGES 4 10" O.G. © FIELD MEMBERS 2x6 HALL H/ STUDS © 16" O.G. 1/2" GYPSUM WALLBOARD R-21 INSULATION —R-30 INSULATION T �i M A rN Mn i WIRIMIMISSWlf ',��u A?RMERaMSti Pint gatiti►ffiRMr � AW 1 1.1 1 1RIM MillI 6"x12"x3/4" PLHP GUSSIT ONE EA. SIDE 4x10 H.F, #2 BEAM 4x6 POST :111---1 I I --III- =II1-111 — II I: =1111---111=111=111-111-111-111--111: —111--111--111=11i:=111-111-1 1 1 111: I 1-1117-7-111- SIMPSON 9846 POST BASE 111-111=-111=111- =111=11I=111=111=111=111=1 TYPE --1 GRAWL SPACE COVER PRE ENG. 1 1/2" RIM BOARD P.T. 2x6 SILL PLATE 5/8" 4'x12" A.B. W/ 5"x3"xI/4" GALV. WASHER © 48" 0.G, 12" FROM CORNERS client, AMERICAN PRESTIGE HOMES RICHARD 4 SAN STEVENS P.0. BOX 46002 SEATTLE, WASHINGTON 18146 (206)853-4525 111= =111-=111=I 11-111=111=111=111=111= —III -111-111-111-111 111-111--111- =111=-111-1k-111 1 I I =11 4" PVC PERF PIPE H/ FILTER FABRIC DRAIN RACK (2) #4 BAR CONTINUOUS Project NEW HOUSE 1665a 55RD AVE 5. TUKWILA, WASHINGTON x8188 Sheet Oestri tion CROSS SEGTION "AA" :lrawn by M. FOSThR check bij LS5 / 13SMV P.E. Scale AS SHOWN date 10/18/2016 dl5cipltne job number . 2016-51 Sheet Number j 1 1 11 op -w-- 11 RECEIVED CITY OF TUKWILA DEC 0 2 2016 PERMIT CEN E IEWED FOR CODE COMPLIA\ICE APPROVED DEC 3 0 201E City of Tukwila BUILDING DIVISION