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Permit D17-0084 - AMERICAN PRESTIGE HOMES - 4062 SOUTH 128TH SINGLE FAMILY RESIDENCE
S 128 ST PROJECT 4062 S 128 ST D17-0084 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 7340600688 4062 S 128TH ST Project Name: S 128 ST PROJECT COMBOSFR PERMIT Permit Number: 017-0084 Issue Date: 5/5/2017 Permit Expires On: 11/1/2017 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: WANG CHENG E 18432 172ND CT SE , RENTON, WA, 98058 SAN STEVENS PO BOX 46002 , SEATTLE, WA, 98146 AMERICAN PRESTIGE HOMES INC PO BOX 46002 , SEATTLE, WA, 98145 AMERIPH864JD AMERICAN PRESTIGE HOMES INC PO BOX 46002 , SEATTLE, WA, 98145 Phone: (206) 853-4525 Phone: (206) 853-4525 Expiration Date: 4/4/2018 DESCRIPTION OF WORK: CONSTRUCT A NEW 2376 SQ FT SINGLE FAMILY RESIDENCE.WITH A 540 SQ FT ATTACHED GARAGE AND A 40 SQ FT COVERED FRONT PORCH. Project Valuation: $329,009.04 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V -B Electrical Service Provided by: TUKWILA Fees Collected: $10,261.23 Occupancy per IBC: R-3 Water District: 125 Sewer District: VALLEY VIEW Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 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: 1 Water Main Extension: Water Meter: Volumes: Cut: 50 Fill: 50 Number: 0 1 No Permit. Center Authorized Signature: //.�% LCL/ Date: 6:15//Y I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit;'nd agree to the conditions attached to this permit. Signature: j�.0 Date. Print Name: , {/1 401149 This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING PERMIT CONDITIONS*** 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 5: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 6: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 7: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 8: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4 -inches shall be maintained above the controls with the strapping. 9: 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. 10: ***MECHANICAL PERMIT CONDITIONS*** 11: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 12: 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. 13: Manufacturers installation instructions shall be available on the job site at the time of inspection. 14: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 15: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 16: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 17: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 18: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 19: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 20: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R-3. 21: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 22: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 23: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 24: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 25: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments 26: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 27: 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). 29: 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) G 30: 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) 31: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 28: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 32: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 33: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 34: ***PUBLIC WORKS PERMIT CONDITIONS*** 35: 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. 36: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila utility locates, call 811 or 1-800-424-5555. 37: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 38: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 39: 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. 40: 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. 41: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 42: Any material spilled onto any street shall be cleaned up immediately. 43: Temporary erosion control measures shall be implementedas the first order of business to prevent sedimentation off-site or into existing drainage facilities. 44: 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. 45: The Land Altering Permit Fee is based upon an estimated 50 cubic yards of cut and 50 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. 46: 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. 47: 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. 48: 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. 49: Applicant shall obtain water meter from. Water District #125 (206-242-9547). Since Water District #125 doesn't inspect water pipe downstream of meter, City of Tukwila inspection is required. 50: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 0 0 51: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (DCVA). This shall be done prior to final inspection. Refer to attached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or 1" FLOW-THROUGH SYSTEM. Backflow device is optional if a FLOW-THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 52: Pavement mitigation fees may apply to this permit. Amount estimated to be xxx sq. ft. x $xx.xx per sq. ft. = $x,xxx.xx. Final measurement to be made in the field by the Public Works Inspector prior to Public Works Final. 53: Owner/Applicant shall contact the local postmaster regarding location of mailbox(es) installation. Location of mailbox(es) installation shall be coordinate with Public works. 54: Prior to Public Works Final, provide storm drainage as -built plan, storm drainage maintenance plan and responsibility for maintenance assigned for stormwater treatment and flow control BMPs/Facilities. 55: A bond or cash equivalent in the amount of 150% x cost of construction within the City right-of-way made out to the City of Tukwila for possible property damages caused by activites. 56: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 57: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay $300.00 under PW permit C17-OOxx. Fee based on one single family residence. 58: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 59: Prior to issuance of this permit Owner/Applicant shall sign w/Notary a Hold Harmless Agreement for work within the Public right-of-way. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS . 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 5040 LAND ALTERING 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING. 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUK Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination rermitNo. 11— 06 S Project No.: i ' Date Application Accepted: "�"-‘1-1 -7 Date Application Expires: U-- II -1 7 (For once 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: XX S, jze& 572 5: T King Co Assessor's Tax No.: 73'4 49 6 6 — O 6 eg 151fZ-4, V✓A ?g/6' PROPERTY OWNER Name: ANL,e e.vii Pie sr/6L lie, rips Address: p p, $o X 4,6 o� Z City: 5'kg77LeE. State: WA Zip: 9.e71 44 CONTACT PERSON - person receiving all project communication Name: Sk Rtevi/pR $-7 E4/.ew S Address: City: State: Zip: Phone 6 Fax' n Email: ` Yl�r`CUVQW/S [ 1f'Ai, •&i GENERAL CONTRACTOR INFORMATION Company Name: Address: Address: 74,a "Awe of); Yal.20 / - Phone: 2s3- 07¢_ az44Fax: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: ,94/,hl/,fir +1- ,4-Ssmc., Architect Name: Ze-,c5s, D f'.L/z!V/1c 7coEsiG.,h,E/2; Address: 74,a "Awe of); Yal.20 / City: 7; -.0e -,e,-,4 State: WA . Zip:yy4oz Phone: 2s3- 07¢_ az44Fax: Email: ENGINEER OF RECORD' • Company Name: _ ,,, S /IAG VE/t,L, A E Engineer Name: std,-e/� Address:/ 21 9F- 7"'`t ,41,E. S. City: Tv�w/L 4- State: W.4 Zips�,�� 8 Phone4,6-S 7J - 87 %g Fax: Email: LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) ; Name: Alegi c»..1 PPas7-/4/ - /10P1A-S Address: City: State: Zip: H:\Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ G GG Scope of work (please provide detailed information): L cts7/?v C' /7 14-0 2 5-7-0 12 .0 / D €D 'C �.�/ UFttJFV l cg 0'1.1)L' 7l 70 / e"e. - 4 E I> ?/b � iAt y i � �e2 - /'.vsc /-P/4-'4_ DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS Per PROPOSED SQUARE FOOTAGE Basement D 1st floor 2"d floor 1,267 Garage carport S-40 Deck — covered uncovered ■ 4 0 . Total square footage IZ 5 -- 2r 9' /2--Z,75--‘ 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: �l�G Value of mechanical work $ FST 1 furnace <100k btu thermostat G emergency generator PLUMBING: f /• appliance vent wood/gas stove fuel type: - ❑ electric gas c -------ventilation fan connected to single duct i water heater (electric) 0 other mechanical equipment Value of plumbing/gas piping work $o �o `, bathtub (or bath/shower combo) dishwasher 3 lavatory (bathroom sink) water heater (gas) T. - bidet floor drain l sink l lawn sprinkler system H:\P.pplications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh r clothes washer shower water closet 3 gas piping outlets j-7,/?ii el.!: //a}T 7_/./ Page 2 of 4 o Public Works Bulletin #1 for fees and estimate sheet. G//5 1/`eSS PUBLIC WORKS PER IT INFORIefION - Scope of work (please provide detailed information): eG,if.57. ic-'-T ,4"4o 2— 5-7-‘9,0y- S/,ra C// 4x/57/././ l2ip 1S Z. c)7; /evece AP/ v. Gv /9 5' Amb Call before you Dig: 811 5�4�jz GSA 576'/2/e5 - Please /2lc5 Please refe WATER DISTRICT ❑ .5.ukwilaater District #125 2'.7Letter of water availability provided SEWER DISTRICT ❑ . Tukwila ewer use certificate ❑... Highline ..Valley View ❑...Renton ❑ ...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: d�(\ ❑ ..On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUB1I-TTED WITH APPLICATION (MARK BOXES WHICH APPLY): • it Plans (Maximum Paper Size — 22" X 34") .. Technical Information Report (Storm Drainage) ❑ .. Bond ❑... Insurance ❑... Easement(s) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ .. Right -Of -Way Use - Potential disturbance ❑...Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. ❑ ,-,./Geotechnical Report Maintenance Agreement(s) (i,edF r Aro,) ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) Total Cut fg'.. total Fill 5-0 Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control Cubic Yards Cubic Yards 3,¢" . Permanent Water Meter Size ❑ .. Residential Fire Meter Size ❑ .. Deduct Water Meter Size ❑... Work In Flood Zone ❑... Sform Drainage ❑... Abandon Septic Tank ❑ ..Trench Excavation ❑... Curb Cut ❑ .. Utility Undergrounding El...Pavement Cut ❑ ..Backflow Prevention - Fire Protection ❑... Looped Fire Line Irrigation Domestic Water WO # WO # ❑ .. Temporary Water Meter Size " WO # ❑ .. Sewer Main Extension Public ❑ - or - Private 0 ❑ .. Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ .. water ❑ .. sewer 0 .. sewage treatment MONTHLY SERVICE BILLING TO: Name: Mailing Address: Day Telephone: WATER METER REFUND/BILLING: Name: Mailing Address: City State Zip Day Telephone: City State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 l.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES PLICABLE TO ALL PERMITS IN THIS. - .' LICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY4,.;' OED AGENT: 0a S+eve s Signature: Print Name: Mailing Address: Date: O Day Telephone:,s ?? -1[ 5 City H:\ Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised- August 2011 bh State Page 4 of 4 BULLETIN A2 Q TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees Aat€iz/LLue PRecrie4 c PROJECT NAME PERMIT # J71-7 - bl 4- ( 4042. s. 1241 ` r) If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE ( $250 (1 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention — — / � /Access g Water/Sewer/Surface Water �. 1 C. -75 10 1 So- ,, Road/Parkin o ev o i -A ` ey.r. 9.co li A. Total Improvements 3. Calculate improvement -based fees: oG B. 2.5% of first $100,000 of A. A®o " C. 2.0% of amount over $100,000, but Tess than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume cubic yards Enter total fill volume 5"--40 cubic yards Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE ./ Up to 50 CY ✓ Free 51 — 100 101 — 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 APPLICAT (5) (1+4+5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review FeeRECEIVED CITY OF TUKWILA - APR 11 2017 PERMIT CENTER Approved 09.25.02 Last Revised 02/21/17 t U7 '008'1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) 7. Pavement Mitigation Fee $ / efib (6) (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-1075%) C $7.50 7 0%)T < . 7-5 (33%) $325.00 for the 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee 2 p )c /G 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 ess ✓ _19.91_1_,- 51— 0 C 101 — 1,000 $37.00 for lst 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 1" 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. rez 9. Technology Fee (5% of 6+8) t)3. f 4 , ty;,•sxty.. yh.yY . Approved 09.25.02 1#1last Reyised'02/21/17 (8) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al 11. ADDITIONAL FEES Total A through E $ (9) AX 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 $ / (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ ( I If -3 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 Size (inches) Installation Cascade Water Alliance RCFC 01.01.2017 —12.31,,2017 Total Fee 0.75 $625N.,$6(105' $6630 1 $1125 $W)12.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $50,865 3 $4425 // 148,040 6,080 $100,505 4 $7825 / $156,1'25$157,950 6 $12525/ $300,250 $312,775 Approved 09.25.02 Last Revised 02/21/17 Temporary Meter 0.75" 2.5" 3 $300 $1,500 BULLETIN A2CD TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees ER/e/a ff fide; E57116 PROJECT NAME QX-" "e55./1> ,ic_ PERMIT # 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 Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements �a p 4is4 Ct , 4,0 3. Calculate improvement -based fees: B. 2.5%offirst$100,000ofA. / C. 2.0% of amount over $100,000, but Tess than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume G cubic yards Enter total fill volume 570 . cubic yards $ /jfo'. = is (4) Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51-100 ($ .-/ 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 (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION • (1+4+5) $ 7� 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 FeeRECEIVED CITY OF TUKWILA APR 11 2017 PERMIT CENTER Approved 09.25.02 Last Revised 02/21/17 . DESCRIPTIONS ACCOUNT QUANTITY PAID $69.87 PermitTRAK D17-0084 Address: 4062 S 128TH ST Apn: 7340600688 $69.87 Credit Card Fee $2.04 Credit Card Fee R000.369.908.00.00 0.00 $2.04 SPRINKLERS 09/24/2018 ANEV $67.83 SPRINKLERS 09/24/2018 ANEV TOTAL FEES PAID BY RECEIPT: R15907 R000.342.400.00.00 0.00 $67.83 $69.87 Date Paid: Tuesday, November 27, 2018 Paid By: SAN STEVENS Pay Method: CREDIT CARD 94587C Printed: Tuesday, November 27, 2018 2:10 PM 1 of 1 CrMrff SYSTEMS 0 CO TUKWILA ETRAKIT 6200 SOUTHCENTER BLVD TUKWILA, WA 98188 206-433-1870 CITY OF TUKWILA Date: 11/27/2018 02:09:39 PM CREDIT CARD SALE VISA CARD NUMBER: TRAN AMOUNT: APPROVAL CD: RECORD #: CLERK ID: ******** $69.87 94587C 000 Bill 8501 K Thank you! 'Customer Copy 0 Page 2 of 2 https://classic.convergepay.corn/VirtualMerchant/transaction.do?dispatchMethod=printTr... 11/27/2018 DESCRIPTIONS `"; ; ACCOUNT .'. QUANTITY PAID $7,735.42 PermitTRAK .D17-0084 Address: 4062 S 128TH ST Apn: 7340600688 $7,735.42 DEVELOPMENT $3,505.75 PERMIT FEE R000.322.100.00.00 0.00 $3,501.25 WASHINGTON STATE SURCHARGE 8640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL• $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,237.38 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $100.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $100.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 • TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $203.29 TECHNOLOGY FEE R000.322.900.04.00 0.00 $203.29 TOTAL FEES PAID BY RECEIPT: R11433 $7,735.42 Date Paid: Friday, May 05, 2017 Paid By: AMERICAN PRESTIGE HOMES INC Pay Method: CHECK 1038 i Printed: Friday, May 05, 2017 2:48 PM 1 of 1 Ciffien SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS PermitTRAK 1 ACCOUNT QUANTITY I PAID $2,525.81 D17-0084 Address: 4062 S 128TH ST Apn: 7340600688 $2,525.81 DEVELOPMENT $2,275.81 PLAN CHECK FEE R000.345.830.00.00 . 0.00 $2,275.81 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R11246 R000.322.100.00.00 0.00 $250.00 $2,525.81 Date Paid: Tuesday, April 11, 2017 Paid By: AMERICAN PRESTIGE HOMES INC Pay Method: CHECK 1016 Printed: Tuesday, April 11, 2017 10:37 AM 1 of 1 CRWSYSTEMS INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Di -7-0017.y IT/ Project: 5", /28 ryl- nc ,uC7 Type of Inspection: pocivh6 f,Ath. Address: Y04.2 5' lx� Sl Date Called: Special Instructions: Date Wanted: 3-3- 20 a.m. p.m. Requester: Phone No: 244)-8's- Y525 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Pt.vvwSIN6,- F Pr/- $O/L Inspector: Date: 3-5-2a REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 D17 -00g4 Project: Project: 128 ?� lec T e of Insp ction: _burLei 1'irrw-L Address: L1 Z S. 6 Z 0 1C / � �j , sV pt Fr lvi4-z, * BtA; k..a 103 L _cps s48,,eariez) Special Instructions) $ P'" 0'0.0SFR vo 2-37% ����CP a� 71#4 ita �/l9��' V /�1` off, I Date Wanted: IO l200 a.m. P.m. Requester: Phone No: ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: if FLA" rn %i f i i r L-- aeteiejoi17, * BtA; k..a 103 L _cps s48,,eariez) 1, , ,i, ii ,`as f,0 6 dra, t s .„,,u Sir, J ,,,,/,,„ r.� i,00-/- z 5 ,afa.cewsJ21eeLsDR-t Inspector ^n G Date://`(0 ebq REINSPECTION FEE REQUIRED. Prior to next inspection. fe 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 bn '1 Project: S • 1 �7 Type of Inspection: vA-7100.! Address:Date 410(a2-6 12451.41t 57 Called: Special Instructions: Date Wanted:a.m. —7-5"..—t ci p.m. Requester: Phone No: Approved per applicable codes. ElCorrections required prior to approval. X) 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 PR- odY Project: 5 (-2 5 P/7 -o3 t Type of Inspection: F tJ ANArt Address: 4062. 5 t 2-0 ecr Date Called: Special Instructions: / Date W nted: 9?— '7t7, (e1-0 I 0 a.m. p.m. Requ ster: 4A) 4TeltelJ'S Phone No: _ 6-g .2,-q Approved per applicable codes. Corrections required prior to approval. COMMENTS: c4-"%0®) PS/4 i imvOki T PI 44_ Inspector: PPI ' 4Pb Date:, / 07/7-0 /2o fq REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPEC INSPECTION RECORD Retain a copy with permit , /7 ct;e'/ 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: A /Zie P0.66,—.7" Type of Inspection: tz hmaii✓ " Address:Date yob z s 129111s -r- Called: Special Instructions: 19,5 /2/14110 `� Rae/W/44Z- �/1/A-- 7'-'1',494-- 4hone Date Wanted: 1/-29- /5 p m : Requester: 5;fr No: to05-3 0,5-z- S' JApproved per applicable codes. 1J Corrections required prior to approval. COMMENTS: 4, I3„JG F0/.4(-- rQiCbwtp 11 A) t Q Ito ms 4J 1 a. ” a� e kxSet FO r it es 6/13 eig/t4 11/2 evtAb MelizisitrAte- Inspector: _50/ 02„ Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. fljjJf INSPECTI{91V 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 SFR Project: e El Ty of Inspection: 7-4NS tki_e_A-vo_el'. Address til- Crj (SRpcmiL____. % SpecialInsctions: �� Date Wanted: v �7 a.m. ,� ` p.m. —1 V�0 l Requester:— 5ti.vi4 Phone No: sz. 2Q(p- Fr53- Ys-2...§- ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: irtrc 1k SucL -frz..._ 044 w. 4€4' 1-114(. 118 ,f d i`is, At vis pez,'Per, t{-64-sYV- Inspector: raAAL Date: 9 `_fir 2,401 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit bi7-ocx'y PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje So.t:12i f Tcns ectii : • Address: �9at, �,®('Q2, 5. 1 Lel' Si% Cl dd 514419 r Special Instructions: Date Wanted ll�+ 1a.rr -206 Reauester: Phone No: ��4\1 ` 85'3-625 _1 Approved per applicable codes. Corrections required prior to approval. COMMENTS: *- Foofin..; lkyD_ T.ALT(tALxii.-- C---/k)a-1- 'Pt' \, av L cic IDT 5L.ab PLS *61 Alt ., i Lrr (A el de,- F-Lc� e- Ls Cdsc7 J' , ivIIerK .s p Ov-4, s,1 tit n � K..-- cbaVC Inspector: Rao Date: •20/ 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 -7_00p/ Project: .5 )a ?za>eC± Type of Inspection: 2k0 E Address: Date Called: a.m� p.m. Special Instructions: P, ) 0 -fa Date Wanted: 09 /I Klfs Requester: Phone No: XI 853- 5{51d5) Approved per applicable codes. COMMENTS: Corrections required prior to approval. CCA� & end OpimuS a Insp.fo��l%# W `'IV��►i Oatei gI1t51It 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 Do- 00E-9' INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:/- Type of Inspection: Address: Y' a 5 / x $-& Date Called: Special Instructions: e �O' V Date Wanted: d/ ASI/k P.m. Requesters. Phone No: .aCto g53-ys'a5 Approved per applicable codes. corrections required prior to approval. 51 OA COMMENTS: 1 t48261 BO- I i Cir\R71 " oc 111'1 t�i 4-tkA"eti ( Qv, i ,�4 U4002(4 � � Inspec or:vi Dat N to 14 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 a r7 -Qo 8y Project: /26 M c r- Type of Inspection: A pple 16. f -4, Address: Vol 5• /2637--,517.7 Date Called: Special Instructions: Date Wanted: a.mt 9- 748 p. Requester: 5A-'4 ..57,-10/1/5 Phone No: "44 `86-3 `9535 EiApproved per applicable codes. P� Corrections required prior to approval. COMMENTS: Abei- 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 D1.3 0& INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:Type %�� �-e. c=f of Inspection: a�(4 Adress: Date Called: Special Instructions: 4 04 ase jk /4+04 (Lid aIi'oa CA ---l L J Celli Date ant W8/d5f/g Requester: .a -n Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Mo1[A4"QC7/ 00AX. /61i Pm iliemf, 0(0,)Ap SA 1494*(0 0M,vry ,'. Inspec r: /16 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. CITY OF TUKWILA BUILDING D 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Di -7-04y PERMIT NO. (VISION (206) 4313670 Project: Type of Inspection: s ( ?y,'e:�f Address:��� w5t Date Called: Special Instructions: eat/ea// 7J/1 6 r /4 SP (Nil )vr-\_ Date Wanted:m. 62/a13// Requester: Phone No:(e 8:3— 1,' a` 5 '' oApproved per applicable codes. L Corrections required prior to approval. COMMENTS: Acirpsi vAil\ tsisdAacts\ Tp -q115 ko! Aiv, Cb411*n,'\t o 4' .Cb\_ A-s't)I 1 --P GN 1 Da l) 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) 431-2451 DI 7-00,ty Project: )) e ?TiOdec '(Al Type of nspection: h 69 Address: la bl - Pt St Date Called: Special Instructions: CO/ .lJ (� I h S r � Date Wanted: 67/19_16 p.m. Requester: GG''ve'1$ -fit � Phone No: 2o( 's3 --'/5A5 Approved per applicable codes. Corrections required prior to approval. COMMENTS: pili° Cs x� ND t Ozie-P-RAANkk Ins7tor: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit D►� x 3* PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: S, 128 Przt)4 C Y Type of In ection: 2ef777 // Address: 54D67— 5", c28 Til --s-1- Date Called: Special Instructions: Date Wanted: In -`/—1 % a.m. p.m. Requester: Phone No: NiApproved per applicable codes. Corrections required prior to approval. COMMENTS: e k- i4v✓rz-L- Inspector: Date: /o— --i7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: .5 )24 -Type'of Inspection: WALL /ij 417cd Address: y66zS/z$"il Si Date Called: Special Instructions: . Date Wanted' O '77 1 a.m. Requester: Phone No: NjApproved per applicable codes. LJ Corrections required prior to approval COMMENTS: Inspector: Dater 27 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. /1- INSPECTION t. INSPECTION NO. CITY OF TUKWILA BUILDING 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 INSPECTION RECORD Retain a copy with permit b►?- 0e PERMIT NO. DIVISION (206) 431-3670 Project: /26 Pait e r— Typg of Inspection: ux,471-, 6 s Peodue- Address: 4'o2 i2�f715 Date Called: Special Instructions: Date Wanted: os- a.m. Requester Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ok A®06-11— W inspector:4?'f 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 tai? - oceq Project: S 12b Pee.1 ` Typespection: 14/A-16-- Address: Date Called: Special Instructions: Date Want : 21'r/7 a.m. pm. Request r: Phone No: 4/0 c /, Approved per applicable codes. Corrections required prior to approval. COMMENTS: 151,cjIVC— Inspector: Date: /-25-/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:Type S P P/2 of Inspection: l LAW1 J6 Address: 4962 C )24 si— Date Called: Special Instructions: Date W to .a 31 /7 m. Requeste Phone No: Approved per applicable codes. E Corrections required prior to approval. COMMENTS: Inspector: Date: 6 31 v7 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 TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ©o9f Project: S / 246 fl.Slfer T e of Inspection: t- iij MS OPIATC7 Address: TV 4962 12 7' ST Date Called: Special Instructions: Date Wante,4/ ief ✓ '3 7 1. m. Requester: Phone No: Approved per applicable codes. W Corrections required prior to approval. COMMENTS: Inspector: Date: �1 t-� REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Calf to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSP TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 bi 7- coo, 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 438-9350 Project: )26 641, >JI cr Type of Inspection: iJ -I - /JJ "?)4 -AAAL Address: ili yo6z 12 Si Date Called: Special Instructions: Date Wand 0 31)/ 7 Q.... Requester: Phone No: r4 Approved per applicable codes. 1 Corrections required prior to approval. COMMENTS: Inspector: A1 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD r� Retain a copy with permit INS`'' ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project:S ) 2 �iet)SC-C"T� f TieUc%1.�} of Inspection: uP i& J %' Address:i14 Date Called: Special Instructions: Date Wante�: - 7 .1, 1..,.5 p.m. Requester: Phone No: n Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Ar> Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 1)1"7- GV I-1 PERMIT NO. Project: S )2 I%o Type of Ins ection: 6A Frt CE 1N - Address: 1166Z )267-14Sr Date Called: Special Instructions: Date Wanted 'gym` Requester: Phone No: EJApproved per applicable codes. E Corrections required prior to approval. COMMENTS: Inspector:4 A1AI 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 5outhcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Address: ileo? S 12-_ Date Called: Special Instructions: • Date Wantssd:a.m. U % 17 p.m. Requester: Phone No: Approved per applicable codes. D Corrections required prior to approval. COMMENTS: Inspector: Dater/ f 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 - 'b? t: Projec/ 2.8 Pecij ar- Type of Inspection: tilA C -i- -;47741/416/5/4464, Address: I/06Z c 129P S51 Date Called: 1 Special Instructions: Date Want : 7/31 / 7 a.m. Ctsm: a Request r: APS /4i ,, ric / z *? .:5 Phone No: 0.06 - ' c,/s° 25 nApproved per applicable codes. E Corrections required prior to approval. COMMENTS: i 1 Pe/Ai/Ca- ,S %'i/AfElies 0 _ _ PC -70 4 I C. 1441 SciAk- 5224 -PS 4••sWki 'WA 3 , 7 s5i - APS /4i ,, ric / z *? .:5 9 Date: ?i/t? 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 INS TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 biz- Odilq Project: S /26 Tyok of Inspection: orcf =( 4 Address: £/c2s/29 �.r Date Called: Special Instructions: Date Wante '. % a.m. Requeste : Phone No: Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: Inspector: Date: tion >l ! 7 REINSPECTION FEE REQUIRED. Prior to next ins pa fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection, INSPECTION RECORD Retain a copy with permit INS CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 7- 660 Project: S /Zfi INSPECTION RECORD Retain a copy with permit tri -°GP:" 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: El Type of Inspection: .e -.4144/k/6 - Address: 4'CZ S /Z jr Date Called: Special Instructions: Date Wanted: 7 a.m. p.m. Requester Phone No: Zo 45-2,s--- S 2` ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: I41,iiid 'JT /U%Fi` r C {lf14,,i .. r/ Pyr- gAsaas4ciatj u'A /J? .44. -/Ls Aici ., phAsli .,/ WI e:S? ATS¢ Ar.te44ete 6 4` 0, Inspector: A Dat':‘/6/./ ate / 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 INS - ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: S )2 ' • T-ef Inspection: 4460177Z i Address: e z S iz i1 Date Called: Special Instructions: • Date Wanted:l/ 7 r -a- m. Requester: 1 SAM Phone No: W6-- Sri' q r2S— Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: ,r, 211/7 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 1)17 - OOgq Project: S 129 Pi zl r ' Typ Inspection: ' tiNDAVo:J L* d,L Address: 40 6Z S )29 5'i Date Called: Special Instructions: Date Wanted S �2 % 7 a.m. p.m. Requester: ff/ Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: -25717 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSP TION NO. INSPECTION RECORD Retain a copy with permit 1)17- 060 Li 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: Ile Pgd.:1-�r Type of spection: h ex - Address: 4.nil '% 2 . a&�r-' Date Called: Special Instructions: • Date Wanted:ll - - is -#47 --Pm Requester: Phone No: 4s -- 23 i-1ij416 Approved per applicable codes. L Corrections required prior to approval. COMMENTS: -- 15==inf/ Inspector: Date: 5—/3—'17 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit A 4-F, -00 -00 -- .ry r , PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project:b1 firN-'9 c.--1"104 iar5 Type of Inspection: _ Address: ' _Contact Suite#:4,66.,--L, S-! � Person: Special Instructions: CHood Phone No.: iApproved per applicable codes. Corrections required prior to approval. COMMENTS: - (-4(441c/4e/1/ ,1 AO 'f2-6! --- I"" Needs Shift Inspection: Sprinklers: J ,% Fire Alarm: CHood & Duct: / , f' Monitor: 7 i% Pre -Fire: LJ Permits: L._..-/--- Occupancy Type: / 1 Inspector: _pm s -A. Date: cm.sit' Hrs.: / 7 .. $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. CaII to schedule a reinspection. Billing Address Attn:i 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 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: 6 Cga14 e. 12.6-5. Type of Inspection: ;r- 17.--,1/4--L... Address: Person: /Contact Suite #: co2� $ - 7i Special Instructions: Phone No.: r Approved per applicable codes. Corrections required prior to approval. COMMENTS: e-_, / Sprinklers: Fire Alarm: \- Hood & Duct: ,// Monitor: C --)/F (r- I 2-- f�l`lrre-----.-., ik /Cr ----6f ' -- Permits: ,, , - F -,7 ar //-ztie--- / .. eft , C_- Al0 l t t O) . i^-` — V a G-ci94-5 C/h./%'-( L- ,/,r-/,9 1 geyt1 Needs Shift Inspection: e-_, / Sprinklers: Fire Alarm: \- Hood & Duct: ,// Monitor: 7/ ) Pre -Fire: .% Permits: (,,.jam Occupancy Type: Inspector: Date: -7A+// C� Hrs.: ( r $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit oe *K4 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: /) C 571. U�n 6 Type of Inspection: 6 -0)/`L - Address: (`„Contact Suite #: 4Ol �. /2.& Person: ) : Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: g 6. e tee -'7"" 7—E -ST- /9?0911--(1'/673 t' 7) O / t"-/ a't F$ 3d Se . cow a Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:- S, Date: `M,7 // 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 POPS BACKFLOW TESTING INC. (206) 551-5174 WATER PURVEYOR KCWD #125 BACKFLOW PREVENTION ASSEMBLY TEST REPORT ASSEMBLY 1D/FILE #/UTILITY DEVICE # NAME OF PREMISE 4062 S 128th St SERVICE ADDRESS 4062 S 128th St CONTACT PERSON Greg LOCATION OF ASSEMBLY Back Wall of Garage DOWNSTREAM PROCESS Fire Service ACCOUNT # Meter # Commercial ❑ Residential El Tukwila ZIP 98168 PHONE (253) 826-0099 DCVA RPBA ❑ PVBA ❑ OTHER NEW INSTALL 0 EXISTING ❑ REPLACEMENT ❑ REMOVED ❑ OLD SER.# APPROVED ASSEMBLY? YES 0 NO ❑ PROPER INSTALLATION? YES NO ❑ MAKE OF ASSEMBLY AM T 5 MODEL o 000 1) SERIAL NO. o g 9 7 8 SIZE 1.25" INITIAL TEST PASSEDLEAKED FAILED ❑ DCVA / RPBA DCVA / RPBA RPBA PSID PVBA SVBA PSID ❑ CHECK VALVE N01 CHECK VALVE NO.2, OPENED AT AIR INLET OPENED AT CLOSED TIGHT � (I i . " ❑ PSID / CLOSED TIGHT [I LEAKED ❑ 1, 3 PSID #1 CHECK PSID DID NOT OPEN AIR GAP OK? NEW PARTS AND REPAIRS CLEAN REPLACE PART CLEAN REPLACE PARI ❑ ❑ CLEAN REPLACE ❑ ❑ PART CHECK VALVE HELD AT PSID ❑ f♦ ❑ ❑ ❑ ❑ ❑ ❑ ❑ LEAKED ❑ ❑ ❑ ❑ ❑ ❑ CLEANED REPAIRED ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ TEST AFTER REPAIRS PASSED ❑ FAILED ❑ CLOSED TIGHT LEAKED ❑ ❑ PSID CLOSED TIGHT ❑ LEAKED ❑ PSID RV EXERCISED OPENED AT ❑ PSID AIR INLET PSID PSID CHK VALVE #1 CHECK PSID AIR GAP INSPECTION: SUPPLY PIPE DIAMETER DETECTOR METER READING LEFT SERVICE AS FOUND Isolation valve: Open [Closed ❑ SOV#1: Open SEPARATION REMARKS: PASS [] FAIL ❑ ❑ Closed [ SOV#2: Open ❑ Closed Yr LINE PRESSURE 115 PSI CONFINED SPACE? No TESTERS SIGNATURE: S So-L't€ vCERT. NO. B6626 DATE 7/2/2018 TESTERS NAME PRINTED Solomon Salter TESTERS PHONE # (206)551-5174 REPAIRED BY: Solomon Salter LIC No. SALTESA832OQ DATE FINAL TEST BY: Solomon Salter CERT. NO, B6626 DATE CALIBRATION DATE 01-23-2017 GAUGE # 01081289 MODEL Midwest 835 SERVICE RESTORED YES ❑ NO [ ' I certify that this report is accurate, and I have used WAC 246-290-490 approved test methods and test equipment. SITE DRAINAGE AND TEMPORARY EROSION AND SEDIMENT CONTROL PLAN New Single Family Residence 40XX S. 128th Street Tukwila, WA 98168 Parcel No.: 734060-0688 RECEIVED APR 12 2017 TUKWI PUBLIC "1/1/. SITE PLAN SCALE 1" = 20' eV) 71118451,3' 1281 12 ,V2 zfi .842 W ree _5-741?/Z /24r.t) e0,1/51. -e, Z:e1/7 Nee' 314 F'D 7.1N 7-4) g..E. ,v/./y, ,P.e,14677 7 .21.* A-7 Vel 7/411, to 17-- 00 sq CB RIM=95.88 IE 12" CMP W=93.2 IE 12" CMP E=92.7 PERMIT CENTER, • 7, 3 These plans have been reviewed by the Public Works Department for conformance with current City standards. .Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of .the design rests totally with the designer. Additions, deletions or revisions to these. drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspect Date: 171-1 I/ / By: REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 8 2017 City of Tukwila BUILDING DIVISION FIGURE C.2.11.A PERFORATED PIPE CONNECTION FOR A SINGLE FAMILY RESIDENCE 6". '%�%//\%% filter fabric v c,o . 6" pert pipe 18" min 0 11 c IQ° Q .a b., ° v o v ° o.Jo ° p„� ^ 11/2" - 3/4' washed rock a na ea ,0 a0_ D13°°v. °va° v b_.0 C Ai cog4o cQ4 eoeg 0 0 b o ° o n° n:o L 24" min random fill TRENCH X.SECTION NTS slope PLAN VIEW OF PROOF NTS to road drainage system 2' X 10' level trench w/perf pipe RECEIVED CiTV OF TUKWILA APR 112011 PERMIT CENTER z/3 FIGURE C.3.1.A STABILIZED CONSTRUCTION ENTRANCE sop° 00. AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF R -O -W PRIOR' TO INSTALLATION OF THE CONSTRUCTION .,ENTRANCE TO AVOID DAMAGING OF THE ROADWAY IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PRESENT, AS I. PER KING COUNTY ROAD STANDARDS 4"-8" OUARRY SPALLS GEOTEXTILE 12"' MIN, THICKNESS PROVIDE FULL WIDTH ..OF INGRESS/EGRESS AREA.. FIGURE C.3.1.E SILT FENCE JOINTS IN FILTER FABRIC SHALL -BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. I.I , II II II II II _ > Iilllllll�r" =111;11:=11"111 111 II II 11 11 11"17 "1.11111111 nsll1 6' MAX. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED NOTE FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE 2"x2" BY 14 Ga. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED MINIMUM 4'x4" TRENCH BACKFILL TRENCH WITH NATIVE SOIL OR 3/4"-1.5* WASHED GRAVEL 2'x4': WOOD POSTS, STEEL FENCE POSTS REBAR,'OR EQUIVALENT RECEIVED CITY OF TUKWILA APR 112O$( PERWIIT CENTER 3/3 SITE DRAINAGE AND TEMPORARY EROSION AND SEDIMENT CONTROL PLAN New Single Family Residence 40XX S. 128th Street Tukwila, WA 98168 Parcel No.: 734060-0688 WED FOR MPLIANCE OVED City of Tukwila BUIL SITE PLAN SCALE 1".26, !9471'N 84 SIN W/ 7tB 128th Sty ' e. 4) et S74/NI / F467.INg DAP i LV /A/ 74, 45'. ./1/41, " C8 PD ' °' /1.71.P7 . 'S•I/S4 7"!/A' RI M=95.88 IE 12" CMP W=93.2. IE 12" CMP E=92.7 00P4 PERMIT CENTER /3 Q FIGURE C.2.11A PERFORATED PIPE CONNECTION FOR A"SINGLE FAMILY RESIDENCE random fill >7\7V \/\/ filter fabric N/\/\/\/\/\/\� po ° °.o . / ro c •„ 6” perf pipe 18" min ..v ao°..a o 000 0�) p °V o ° a° e " ^ 11/2" - 3/4" washed rock a °o pooa oo °QQ/`Tp� O°v0 a!ov60 0 � ae IoPo {• 24" min TRENCH X -SECTION NTS slope —► to road drainage system PLAN VIEW OF ROOF NTS 2' X 10' level trench wiped pipe RECEIVED CITY OF TLJKWILA APR 112017 PERMIT CENTER z/3 FIGURE C.3.1.A STABILIZED CONSTRUCTION ENTRANCE R = 25' MIN. soP AS PER KING COUNTY 'ROAD STANDARDS, DRIVEWAYS. SHALLBE :PAVED TO THE EDGE OF' R—OWPRIOR ..TO 'INSTALLATION OF THE CONSTRUCTION :.,:ENTRANQE TO AVOID DAMAGING .0F; THE .ROADWAY IT IS RECOMMENDED THAT THE ENTRANCE .• BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH PRESENT, AS PER KING COUNTY ROAD STANDARDS 4"-8" QUARRY SPALLS GEOTEXTILE 12" MIN. THICKNESS PROVIDE FULL- 'WIDTH OF INGRESS/EGRESS AREA FIGURE C.3.1.E SILT FENCE JOINTS IN FILTER FABRIC SHALL I3E SPUCED AT POSTS. USE STAPLES, WIRERINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. I I/ 4lIf:11:1=112-11-111-i1-11-11II-119ifir".111.1 111111- 6' MAX. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED NOTE: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE 2"x2" BY 14 Ga. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED FILTER FABRIC MINIMUM 4"x4" TRENCH BACKFILL TRENCH WITH NATIVE SOIL OR 3/4"-1.5" WASHED GRAVEL RECEIVED Txir.WOOD POSTS, STEEL FENCE POSTS, REBAFVOR EQUIVALENt CITY OF TUKWILA APR 11 2011 PERMIT CENTER 3/3 DRAINAGE SYSTEM DECLARATION OF COVENANT INFORMATION Attached for review are the Operation and Maintenance Instructions and System Drawing Suitable for Recording LEGAL DESCRIPTION • LOT 2 OF CITY OF TUKWILA SHORT PLAT #SP L09-052 AS RECORDED UNDER #20120703900006, RECORDS OF KING COUNTY, WASHINGTON PARCEL # 734060-0688 briooii REVIEWED FOR CODE COMPLIANCE APPROVED APR 28 2017 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA APR 111017 PERMIT CENTER 5 SITE DRAINAGE OPERATION AND MAINTENANCE INSTRUCTIONS New Single Family Residence 40XX S. 128th Street Tukwila, WA 98168 Parcel No.: 734060-0688 The site drainage system consists of a series of 4" PVC lines which collect roof runoff and driveway runoff. These lines pass through a yard drain sump with a tee or elbow which prevents floating debris and oil, and silt and dirt, from leaving the site. The site finally drains into the street catch basin in front of the property. The driveway catch basin also has a tee or elbow to help clean floating debris and silt from the system at that location. Between the sump and the connection to the street catch basin the pipe line has a 10 foot long section which is perforated and run through a small infiltration trench section. The minor trench section is located about 5 feet in from the front property line. Maintenance for this system is simple. Every year before winter rains begin scoop out collected silt from the bottom of the catch basin and yard sump. Also remove any floating debris, and collect any floating oils with a dry rag. The silt and dirt may be dumped anywhere in the yard to get rid of it. If oil is collected with the dry rag, the oil soaked rag should be placed in a plastic bag and disposed of in the house trash (not in the Recycle container). Reminder, this should be done at least once a year. It would be wise also to clean out the catch basin and yard sump when spring arrives. 5 4'423" SITE DRAINAGE New Single Family Residence 40XX S. 128th Street Tukwila, WA 98168 Parcel No.: 734060-0688 Plie (7Y') v9 AWO 4$' AR AIN Z NE e A 7.eD e 77e,, 44 74N .excxev :prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Single Family Dwelling 40xx South 128th Street Tukwila, Washington 98168 American Prestige Homes, LLC c/o San Stevens (206) 853-4525 P.O. Box 46002, Seattle, Washington 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 appy p iate"0R number of additional credits are checked as chosen by the permit applicant. Authorized Representative Date All Climate Zones Efficient Building Envelope la R -Valued U -Factor° Fenestration U -Factor° n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGC" n/a n/a Ceilingk 491 0.026 Wood Frame Wallg•'" 21 int 0.056 Mass Wall R -Value 21/21" 0.056 Floor 30g 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. REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 8 2017 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. 03. Large Dwelling Unit: 4.5 credits Dwelling units exceeding 5000 square feet of conditioned floor area. 04. Additions less than 500 square feet: .5 credits Table R406.2 Summary Option Description la Efficient Building Envelope la 0.5 1 b Efficient Building Envelope 1 b 1.0 lc Efficient Building Envelope lc 2.0 ld Efficient Building Envelope ld 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 5b1.0 5c Efficient Water Heating 5c1.5 5d Efficient Water Heating 5d 0.5 6 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for com lete,option descriptions ❑ O 0.5 RECIVED ❑ CITY OF TUKWILA 0 APR 01,5l 2017 • PERMITCENTER *1200 kwh 0.0 3.50 Table R402.1.1 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 Tess 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. d 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 40xx South 128th Street Tukwila, Washinnton 98168 Contact Information American Prestige Homes, LLC c/o San Stevens (206)853-4525 PO Box 46002, Seattle, WA 98146 Heating System Type: O All Other Systems 0 Heat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Desiqn Temperature Instructions t fTukwila Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height ..io-trcctions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions Li R-49 Single Rafter or Joist Vaulted Ceilings I v1 Instructions eSe{ R value . ` Above Grade Walls (see Figurel) R-21 Intermediate Instructions Floors Instructions Below Grade Walls (see Figure 1) Instructions i.elecR-value Slab Below Grade (see Figure 1) Select conditioning Slab on Grade (see Figure 1) Instructions J - - J Select R -Value i Location of Ducts Instructions f Design Temperature Difference (OT) AT = Indoor (70 degrees). Outdoor Design Temp 2,376 8.5 U -Factor X 0.30 U -Factor 0.50 Conditioned Volume 20,196 Area 423 X Area 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 1,405 Area Area 2,325 Area 1,506 Area = UA 126.98 = UA = UA 36.53 UA UA 130.20 UA 43.67 UA F -Factor X Length UA No selection �— F-Factor X Length UA No selection Sum of UA Duct Leakage Coefficient 1.10 Envelope Heat Load Sum of UA X nT Air Leakage Heat Load 10,033 Btu / Hour VolumeX 0.6 X AT X.018 Building Design Heat Load 25,553 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 28,108 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 39,351 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump 46 337.38 15,519 Btu / Hour (07/01/13) Window, Skylight and Door Schedule Project Information Single Family Dwelling 40xx South 128th Street Tukwila, Washington 98168 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 1 0.16 Migard Vinyl, 1/2" Air Sapce + Argon 2 0.30 Migard Vinyl, 1/2" Air Sapce + Argon ° 0.30 Migard Vinyl, 1/2" Air Sapce + Argon 3 0.30 Migard Vinyl, 1/2" Air Sapce + Argon 3 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 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 5 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 4 0.30 Migard Vinyl, 1/2" Air Sapce + Argon 0 0.30 Migard Vinyl, 1/2" Air Sapce + Argon 0 0.30 0 1 6 0 6 8 1 6 0 1 0 1 5 9 4 ° 1 8 ° 4 ° 1 4 0 4 0 2 2 0 4 0 1 2 ° 3 0 Width Height Qt. Feet '"° Feet '"th 1 3 0 6 8 1 3 0 6 8 Width Height Qt. Feet '"ch Feet Inch 1 2 3 4 ° 1 2 3 i ° 3 3 ° 1 ° 3 2 0 1 0 2 2 0 5 0 1 3 0 5 0 3 5 0 1 0 4 5 0 4 0 1 4 ° 1 ° 2 4 0 3 0 2 5 0 5 0 1 6 0 6 8 1 6 0 1 0 1 5 9 4 ° 1 8 ° 4 ° 1 4 0 4 0 2 2 0 4 0 1 2 ° 3 0 Area UA 20.0 3.20 20.0 3.20 Area UA 9.0 2.70 2.3 0.68 9.0 2.70 6.0 1.80 20.0 6.00 15.0 4.50 15.0 4.50 80.0 24.00 4.0 1.20 24.0 7.20 50.0 15.00 40.0 12.00 6.0 1.80 23.0 6.90 32.0 9.60 16.0 4.80 16.0 4.80 6.0 1.80 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 I"`a' Feet Tc' 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 0.00 373.3 111.98 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 0.00 413.3 118.38 Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 April 10, 2017 Subject: Technical Information Report (TIR) for American Prestige Homes, New Single Family Residence, 40XX S. 128th Street, Tukwila, WA 98168 Parcel No.: 734060-0688 Nu) 15,23.0¢... Table of Contents: Project Overview Conditions and Requirements Su Off Site Analysis Flow Control and Water Quality F Conveyance System Analysis and Design Special Reports and Studies Other Permits ESC Analysis and Design Bond Quantities Operations Manual REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 8 2017 emery City of Tukwila 4t�i%�lil���t�p I) Project Overview: n RECEIVED APR 12 2017 TUKWILA PUBLIC WORKS CI RECEIVED TY OF TUKWILA APR 112017 PERMIT CENTER This Technical Information Report provides drainage evaluation for a new single family residence to be constructed at the above existing parcel. The parcel is located on the north side of S. 128th Street in an established older residential neighborhood. The parcel is 64 feet wide and 127 feet deep along its west boundary and137 feet deep along its east boundary, matching the anglie of the road along its south side. The parcel area is 8,459 square feet or 0.19 acres. The site slope downward to the east at a uniform slope of about 10 percent, matching the slope of the fronting road. The site is undeveloped, with lawn and several minor trees. The new house will be built towards the front of the lot, with a conventional two -car parking pad. Due to impermeable soils, the site drainage will use a Perforated Tightline Connection to an existing street catch basin at the southeast corner of the property. 0002i (it)(2.- Conditions and Requirements Summary: The roof area of the house is about 2,050 square feet, including overhang and porch areas. The area of the 16 foot wide parking pad is about 360 square feet, with a total impervious area of about 2,410 square feet. Full Drainage Review is not required since the total impervious area is Tess than the threshold of 10,000 square feet and the total vehicular driving area is less than 5,000 square feet. As a result, the drainage design for this project may use King County Small -Site Criteria for its drainage system. Off -Site Analysis: At present practically little surface runoff from the site flows beyond its borders due to the surface vegetation and porous surface soils. The proposed drainage system will improve this condition since significant new impervious surfaces will have their runoff diverted to the street system. The street system consists of Type 1 catch basins with 12 inch pipe. Due to the steep slope of the street and the proximity of its outfall to the Duwamish River, it is understood that the system accepting flow from this site have adequate capacity and no downstream erosion problems. Flow Control and Water Quality Facility Analysis and Design: As referenced above, the development of the site does not require Full Drainage Review and may use King County Small -Site Criteria for its drainage system. Flow Control is managed with a Perforated Tightline Connection to the street catch basin in front of the site. The design specifications for the system are per Appendix C of the King County Surfacewater Manual. This system, which collects and discharges directly to the street system requires the installation of a minor 10 foot long infiltration trench section in the portion of the line within the property. Water Quality is managed by the use of a tee or downturned elbow in the parking pad catch basin and in the yard drain. The tee or elbow will prevent floating debris or oil from getting beyond the site, while also capturing silt and sediment. Conveyance System Analysis and Design: The 4 and 6 inch PVC lines from the roof system and parking pad are adequate by inspection at slopes at or above the minimum of 2 percent. 2 Special Reports and Studies: A Geotechnical Engineering Study was prepared for the site by Geotech Consultants, Inc. dated September 8, 2009 as part of the short plat which created this parcel. It noted that site soils were not suitable for on-site infiltration of stormwater. A copy of this study is submitted with this report. Other Permits: The usual residential permits are required for this site as part of the gaining the permit for the new residence. ESC Analysis and Design: The site is small and warrants only the normal placement of standard filter fence along the downhill limit of clearing and a rock construction entrance. These measures are temporary and for use during construction only. Construction Estimate, Bond Quantities, Facility Summaries and Declaration of Covenant: Construction estimate calculations are not required for this residential work. A Declaration of Covenant draft is provided for review. Operations and Maintenance Manual: A facility operation/maintenance manual is provided within the Declaration of Covenant. Questions relating to this report may be made directly to this office. Bruce S. MacVeigh, P.E. Civil Engineer stevens128thtir/1737 3 SITE DRAINAGE AND TEMPORARY EROSION AND SEDIMENT CONTROL PLAN New Single Family Residence 40XX S. 128th Street Tukwila, WA 98168 Parcel No.: 734060-0688 /' /M '17 SITE PLAN SCALE 1" = 20' !'/47111 RA 5/N 1,28t et S'tYineW S 74/?,'' /2 erie,N571 .. F447JNts° D. ' /,/ /A/4r 711 8..O,4 A'/4/. .'. , F, AP41/,e ®L#1T`'.P.%. 1 i..,,4.7740A, Cg RIM=95.88 IE 12" CMP 'W=93.2. IE 12" CMP E=92.7 Rong-Feng Li and Cheng En Wang 18432 - 172nd Court S.E. Renton, WA 98058 Subject: Transmittal Letter - Geotechnical Engineering Study Proposed Short -Plat 4066 South 128th Street Tukwila, Washington September 08, 2009 JN 09185 Dear Mr. Li and Ms. Wang: We are pleased to present this geotechnical engineering report for the proposed short plat of the subject property in Tukwila The scope of our services consisted of exploring site surface and subsurface conditions, and then developing this report to provide recommendations for general earthwork and considerations for slopes. foundations, retaining walls, and temporary excavations. This work was authorized by your acceptance of our proposal, P-7809, dated June 10, 2009. The attached report contains a discussion cif the study and our recommendations Please contact us if there are any questions regarding this report, or for further assistance during the design and construction phases of this proje.ct cc: Cramer N.W. - Melody Saucedo via e Mail MRM: lyb Respectfully submitted, REVIEWED FOR GEOTECH CONSULTANTO E COMPLIANCE APPROVED APR 2 8 2017 Marc R. McGinnis, P.E. Principal City of Tukwila BUILDING DIVISION t* -7, oo Bit RECEIVED CITY OF TUKWILA APR 1 1 2017 PERMIT CENTER 1\ CONSULTANTS„ INC Rono-Fenc Li and Cheng En Wang 18432 -, 172nd COLE1 Renton WA 98058 Subject. Transmittal Letter — Geotechnical Engineeririg Study Proposed Short -Plat 4066 South 1281h Street Tukwila. Washinaton Dear Mr. D and Ms. VVana: Nwthew.;1. r2A)1h Strvel. Strut 16 • 13,214•;.;LIc. V•AtshLi-;,,24..m 9A05 FAX (425'1.747-S56i September 08, 2009 JN 09185 1.1kie are pis-ased to present this geotechnical engineering report for the proposed short plat of the subject property in Tukwili--2. The scope of our services consisted of exploring site surface and subsurfac.:e conditions, and then developing this report to provide re,commendations to general earthwork and considerations for siode,s, foundations, retaining walls. and temporary excavations. This work was authorized by your acceptance of our proposal. P-7809. dated June 10: 2009. The attached report contains a discussion of the study and our recommendations. Please contact us if there are any Questions regarding this reoorL or for further assistance during the c:iesign and construction phases of this proje,ct. CO: Cramer N.W. — Melooy Sauced° via email IVI nyb Respectfully submitted. GECTECH CONSULTANTS, INC. fr /77, Marc R. McGinnis, P. Principal G ET)T ET)H C S L. .ANT GEOTECHNICAL ENGINEERING STUDY Proposed Short -Pia` 4066 South 128th Street Tukwila, Washington This report presents the findings and redomme'ndations of our oeotec;hnicai engineering study for the site o; the proposed' residential short plat in Tukwila Vve were provided with a Topographical Site Survey prepared by Cramer Northwest and dated June 3, 2009, Based on this pian: we expect that the existing property will be divided into two single-family rots.: The existing home (#4,063) will remain or Lot 2, the eastern of the two new lots; no development or grading are expected on this lot. On Lot 1, the western lot. the existing detached garage will be replaced in the future by a new home. The design for this potential residence is not currently complete, but we expect that it would include a garage, and may have a daylight basement. If the scope of the 'project changes from what we have described above, we should be provided with revised plans in order to determine if modifications to the recommendations and conclusions of this report are warranted. SITE CONDITIONS SURFACE The Vicinity Map. Plate 1, illustrates ates the general location of the site. The subject property is an irreguiariy-shaped lot situated on the northwest corner of the intersection of South 128v. Street and Macadam Road SouthThe southern property boundary adjoins the South 128'' Street right-of- way; while the angled eastern boundary abuts the Sound Transit right-of-way, which contains the neve elevated tracks for the light rail system connecting Seattle and SeaTac. =residential properties are situated to the west and north of this property.. At the time of our field work, the site contained the existing residence on the southeastern portion, and a detached garage in the center of the western portion of the property. The driveway enters the property at the southwest corner and extends along the western edge to the detached garage. The remainder o" the site was covered with grass and landscaping, and contained scattered trees. The ground surface on the site, and the surrounding properties to the north, west and south, slopes gently to moderately down toward the east. There are some short steps within the site boundaries that were created in the past by landscaping with small retaining walls. To the east. Inc ground slopes steeply down to Macadam Road South. This slope has a height of 10 to 15 feet. It is readily apparent that this steep slope was created by past excavation to construct Macadam Road South. The slope's inclination and configuration are not consistent with the surrounding natural topography. There is an open ditch at the base of the slope. We did not observe any indications of recent instability on this slope. There are a few medium-sized trees and a small rockery at the top of the cut slope that also do not show signs of recent slope movement. SUBSURFACE The subsurface conditions were explored by excavating three test pits at the approximate locations shown on the Site Exploration Plan, P'iate 2. Our exploration program was based on the proposed Rong-Feng LI and Cheog En Wang September 08, 2009 JN 0918.5 Pag2 construction, ,anticipated subsurface conditions and those encountered during: exploration., and the scope of work outlined in our proposal, The test pits were excavated on August 21 2009 with a rubber -tracked excavator, kge„otechnio,al engineer from our staff observed the excavation :process. logged the test pits., and obtained representative samples of the soil encountered. "Grab" samples of selected subsurface soli were collected from the backhoe bucket. The Test Pit Lobs are attached to this report as Plates 3 and 4. Soil Conditions The three test pits were conducted within the boundaries of the proposed new lot. and encountered generally- smiiar soil conditions. The upper approximately 12 inches was topsoil, beneath Which was loose to medium -dense. silty sand that contained gravel and cobbles. Dense to very dense sandstone was revealed at a depth of 2.5 to 5 feet in the three test pits. The dense sandstone was closest to the ground surface in the two eastern test pits (Test Pits 2 and 3) The test pits did expose cobbles. Additionallya large boulder that may be a glacial erratic was visible at the around surface next to the existing detached garage. Groundwater Conditions No drourdwater or wet soils were observed in Inc test pits or on the slope east of the site. The test pits were conducted at the end of a dry summer and were left open for only- a short , time oe.riod. It is possible that at least isolated seepage may be present. perched above the dense soil and/or sandstone following extended wet weather. • The stratification lines on the logs represent the approximate :boundaries between soil types at the exploration locations The actual transition between soil type.s may be draduat, and subsurface. conditions can vary betWeen exploration locations. The logs provide specific subsurface inforrnation only at Inc locations tested. The relative densities and moisture de.i,scriptions indicated on the test pit logs are interpretive descriptions based on the conditions observed during excavation. The compaction of test pit backfill was not in the scope of our services, Loose soil will therefore be found in the area of the test pits. If this presents a problem, the backfill will need to be removed and replaced with structural fill during construction. CONCLUSIONS AWE RECOMMENDATIONS GENERAL THIS SECTION CONTAINS 4 SUMMARY OF OUR STUDY AND FINDINGS OR THE PURPOSES OF A GENERAL OVERVIEW ONLY. MORE SPECIFIC: RECOMMEND/Arlo/vs AND CONCLUSIONS ARE CONTAINED IN THE REMA/NDER OF THIS REPORT ANY PARTY RELYING ON THIS REPORT SHOULD READ THE ENTIRE DOCUMENT The test pits conducted on the proposed new lot encountered competent native soils and sandstone within 5 feet of the existing ground surface. These materials have a high strength and are suitable to support a new residence using conventional foundations, Floor slabs can bear on the non-organic soils that underlie-- the topsoil. We recommend that any below -grade floor slabs be GEOTECH CONSULTANTS: 1.NC. Rong-F'eng Uand [reng En Wang September OS, 2009 JN 09185 Page 3 underlain byominimal undersiabdrainage system intended to intercept any subsurface water that may bypass the perimeter footing drains. Such an un±sna|ab system should consist ofatleast S inches of free -draining gravel beneath the vapor retarderlvapor barrier with perforated PVC pipes bune,d in the gravel on approximate 15- to 20 -foot centers. There are no steep slopes within the bound3d3s of the site. Under Section 1845,120 of the Tukwila Municipal Code. the steep slope site to the west of the subject property would meet the criteria of a Class 3 Sensitive Area, as it is over a 40 percent inclination,. However, this slope has .a .height of uwas and �s created by previous excavation for construction of Macadam Road South. There are no indications of recent instability on this manmade s|mpe. Considering the competent nature of the soils and bedrock that underlie the slope. any future slope movement would most likely be confined to the near -surface few feet of weathered soil or rock. The potential for deeper instability affecting the dense soil or bedrock is negligible. VVe recommend that an undisturbed buffer of at /east 10 feet be maintained from the top of the steep slope No grading(excavation or filling) or clearing should occur in this buffer. AdditionaNy. mnninirnurn 15 -foot building setback from the buffer should be maintained, As a raSu|t, no new structures should be constructed within 25 feet of the steep slope. Based on the provided information. Lot 1 will be over 40 feet from the top of the steep Slope, and no new development in planned on Lot 2 closer tO the s|ope This should satisfy the D7in/nnurnbuffer. and buiiding setback recomrnendations that we have madeThe recornrnendations presented in this report are intended to prevent the dewe|oprne.rd from adversely affeoting stability of the siope, and to protect the planned new development from damage due 10potential shallow instability onthe slope. The soils beneath the site have ahigh silt content and elow permeability. Comyid.ehngthis, and the presence of developed properties next to the site, the use of on-site infiltration or dispersion of stormwater will not be appropriate. Due to their high silt content, and fine.-orainedcomposition. the on-site are not suitable for reuse as structural fill under foundations. These soils could be recompacted for fill under slabs and behind walls in dry :onddiono, provided they are not .allowed to become overly -wet vxhi|e they are temporarily stockpiled. This will depend on the conditions encountered during construction. Recommendations for compaction of fill in different structural areas are presented later in this report. Storm detenbon/natenhonfacilities and other utiHties are often installed below. or near, structures. The walls of storm vaults must be designed as either cantilever or restrained retaining vvaUs. as appropriate. VVa|| pressures for the expected soil conditions are presented in the permanent foundation and reta'nmQ walls section of this napor. It is important that the portion of the structure above the permanent detained water level be backfilsed with free -draining soi!, as recommended for retaining walls. Should drainage not be provided. the walls must be designed for hydrostatic forces acting on the outside of the structure. The backfill for all underground structures must be compacted in lifts according to the criteria in this report. Trenches for underground structures and utilities should not cross a hne extending downwards from a new or existing footing at an inclination of 1:1.5 (Hor|zonta!:Vedi�a|). or a line axtendinq downwards from a property line atan inclination of 1:1 /H:V) We should be consul ed if these excavation zones will be exceeded for installation of storrn facilities or other utilities. The erosion control measures needed during the site development will depend heavily on the weather condmons ha are encountered. ‘.[Ve anticipate that a silt fence will b* needed around the downslope sides of any cleared areas. Rocked construction access roads should be extended into the site to reduce the amount of eoii or mud tracked off the property by trucks and equipment. Rono-Ferfo Liad Cheno En Wang Seote.rnbe,r Oft 2009 jr 091.8a Pa -o,- 4 Wherever possible. these roads should follow the alignment of planned pavements, and trucks should; not be allowed to drive off -of lhe rock -covered areas. Cut slopes and soil stockpiles should be covered with plastic during wet weather. Following rough grading. it may be necessary to mulch OF hydroseed bare areas •that. will no be immediately covered with landscaping or an impervious surface. As with any project, additional erosion control measures may need to be implemented to address the conditions during construction. The, drainage and/or waterproofing recommendations presented in this report are intended only tc prevent active seepage from flowing through concrete walls or slabs. Even in the absence of active seepage into and beneath structures, water vapor can migrate through walls, slabs, and floors from the surrounding soil. and can even be transmitted from slabs and foundation walls due to the concrete curing process. Water vapor also results from occupant uses, such as cooking and bathing. Excessive water vapor trapped within structures can result- in a variety of undesirable. conditions,. including. but not limited to, moisture problems with flooring systems, e,xcessivety moist air within occupied areas, and the growth of molds. funai, and other biological organisms that may be harmful to -the health of the occupants. The designer or -architect must consider the potential vapor sources and likely occupant uses. and provide sufficient ventilation: either passive OF mechanical, to prevent s build up: of excessive water vapor within the planned structure. We recommend including this report, in its entiregy, in the project contract documents. This report should also be provided to any future property owners so they wilt be aware of our findings and recommendations. SEISMIC CONSIDERATIONS In accordance with Table 1613.5.2 of the 2006 international Building Code flBC). the site class - within 100 feet of the ground surface is best represented by Site Cass Type C (Very Dense Soil and Soft RockY The soils that will support the new structure are not susceptible to seismic liquefaction, due to their dense nature and the lack of a near -surface water table. As noted in the USGS website, the mapped spectral acceleration value for a 0.2 second (Ss) and 1.0 second period (SI) equals 1.48g and 0.51g. respectively, CONVENTIONAL FOUNDATIONS The proposed structure can be supported on conve.,ntionai continuous and spread footings bearing on 'undisturbed, medium -dense to dense, native soil or sandstone. Vve recommend that continuous and individual spread footings nave minimum widths of 12 and 16 inches, respectively. Exterior footings should also be bottomed at least 18 inches beiow the lowest adjacent finish ground surface for protection against frost and erosion The local building codes should be reviewed to determine if different footing widths or embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil/rock prior to pouring concrete. Depending upon site and equipment constraints, this may require removing the disturbed soil by hand. An allowable bearing pressure of 2,500 pounds per square foot (psf) is appropriate for footings supported on competent native soil. A one-third icrease in this design bearing pressure(s) may be used when considering short-term wind or seismic toads. For the above design criteria, it is anticipated that the total post -construction settlement of footings founded on competent native soil, witi be less than one inch, with differential settlements on the order of one-quarter inch in a distance of 25 feet along a continuous footing with a uniform c. -)ad. ti and ,Ottenti .E -:t7 Wana September 08, 2009. JN 09185 Page 5 Lateral loads due to wind or seismic: forces may be resisted by friction between the foundation and the bearing soil, or b passive, earth pressure actinq on the vertical, embedded portions of the foundation For the latter condition, the foundation must be either poured directly against relatively leve. undisturbed soil or be surrounded by level structural fill. We recommend usinq the fc.lowing ultimate values for the foundation's resistance to lateral loading: _ ULTIMATE - FARAMETER VAIUE . . (....perricient of Friction , 17-'2,SSIVe Earth Pressure 0.40 300 pcf Where: (i) pct is pounds per cubic foot, and (if) passive earth pressure is computed using the equivalent fluid density. if the ground in front of a foundation is loose or sibbing, the passive earth pressure given above will not oe appropriate We recdrnmend maintaining a safety factor of at least 1.5 for the foundation's resistance to lateral loading. when using the above ultimate values PERMANENT FOUNDATION AND RETAINING WALLS Retaining wails backfille.,c1 on only one side should be designed to resist the lateral earth pressures imposed by the sol: they retain. The following recommended parameters are for wails that restrain (eve! backfill: 1I'AVAMETE12 • VALUE Active Earth Pressure • - Passive Earth Pressure Coefficient of Friction ! Soil Unit Wight 40 pcf 300 pcf 0.40 130 pcf Where: (i) pcf is pounds per cubic fooL and active and passive earth pressures are computed using the equivalent fluid pressures. - For a restrained wall that cannot deflect at least 0.002 times its height, a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. The values given above are to be used to design only permanent foundation and retaining walls onlv, such as conventional walls constructed of reinforced concrete; or masonry. or soldier piles. It is not appropriate to use the above earth presSures and soil unit weight to back -calculate soil strength parameters for design of other types of retaining walls, such as reinforced earth, modular or soil nail walls. The passive pressure given is appropriate for the depth of level structural fill Placed in front of a retaining or foundation wall only. The values for friction and passive, resistance are ultimate values and do not include a safety factor. We recommend a safety factor of at least Rong-Feng LS anci Cheng En Wang Se.ptember 08. 2(}Q JN 0918E. Page 1.5 for overturning and sliding, wrier using the above ./alues to design the walls. Restrained wall soil parameters should be utilized for a distance, of 1.5 limes the wall height from corners or bends in the walls. This is intended to reduce the amount o cracking that can occur where a wall is restrained by a comer. The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharcies, such as those caused by slopes; vehicles, or adjacent foundations will be exerted on the walls. lf these conditions exist those pressures should be added to the above lateral soil pressures. Where sloping backfili is desired behind the webs, we will need to be given the wall dimensions and the slope of the backfill in order to provide the appropriate design earth pressures.• The surcharge due to traffic loads behind a wall can typically be accounted for by adding a unifoml pressure equal to 2 feet multiplied by the above active fluid density. . Wall Pressures Due to Seismic Forces The surcharge wall loads that e..-ould be imposed by the design earthquake can be modeled by adding a uniform lateral pressure to the above -recommended active pressure, The recommended surcharge pressure is 7H pounds per square foot (psf), where H is the design retention height of the wall. Using this increased pressure, the safety factor against sliding and overturning can be reduced to 1.2 for the seismic analysis: Heavy construction equipment should not be operated behind retaining and foundation walls within a .distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The wall design criteria assume that the backfill will be well -compacted in lifts no thicker than 12.inches. The compaction of •backfill near the walls should be accomplished with hand -operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. Retaining Wall Back -fill and Waterproofing Back -fill placed behind retaining or foundation walls should be coarse. free -draining structural fill containing no organics. This dec.:kfffl should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 inches n diamet,er, The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. The native soils and sandstone have a high silt content, and are not free-drainind. If these materials are dry enough to be adequately compacted for wall backfill. a minimum 12 -inch width of free - draining gravel should he placed against the backfilled retaining walls Free -draining backfill or gravel should be used for the entire width of the backfill where seepage is encountered. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a builg-up of hydrostatic pressure behind the wall. The top 12 to 18 inches of the backfill should consist of a compacted. relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. It is critical that the wall backfill be placed in lifts and be properly compacted, in order for the above -recommended ciesign earth pressures to be appropriate. The section entitled JN 0918✓ Page Rang-: 20is Lj :: September a6 �aicatlons regarding the Structural File contains re..G;blme p aceta! earthwork and Srru.. � -- and foundation walls. ��iacement an ^ i:.OrTt;la'^IG�� 0f structural fill b'rilrl.� r.,ialrllrly The above recommendations are of intona� to `vv"a terGrpd t Jo {)L -t ;a d . or walls. o preventthe formation of mold, mildew or 'ungit interior spaces. Overtime., the performance.:subsurfaceCf drainage systems can dAgraaG, subsurface groundwater flow patterns can change. 1r.utilities •ca k or develop teaks- iheretore; waterproofing should beprovided where ititurn seepage throughthi wails is no arCe��abl�.ihtS typical it' includes limiting gGibt5and wall penetrations; using bentonite panels or t membranes mba 5 on the outs{de v= the walls: There are a- variety of different waterproofing materials and systems, which should beinstalled by an experienced v�WOntraGtGr familiarwith 1"e anticipated tG; rand subsurface onditions.Applying a thin coat o_ asphalt emulsion nth outside face ora wall is not Go„siered waterproofing, and will only h�iG to duce moisture generated from water vapor or capillary action from seeping through the concrete. with ay project, adequate ventilation :basement and crawl space areas is important to rent awiltup of water vapor that .is transmitted t1rOUa h ccntirpt, waits from the surrounding even when seepage is not present. This i� • appropriate ever, wner waterproofing is applied: to the outside of foundation an retaining walls.We recommend that you Contac'5 specialty consultant i- detailed recommendation s or specifications related to waterproofing design, or minimizing the potential TO infestations of mold and mildew are d4sireo- SLABS-rON-GRADS Ever, Virr4 tr ' exposed Wconstructed o 5vtis appear ppea' day„ water vapor Ji ll tend t naturally migrate gyp ear^ t n outeh the sri, toi�� t space above it. inac n afectroistur:moisture-sensitive fi„crinqeau s aGor damage t the slab. orsimply allow SXG Latet into the space a3 irn the iab. Al interior slabs -on -grade Should be underlain by a capillaiy teak or drainage, layer consisting of a minimum4-inch thickness of gravel orcrushed rock that has a_ ins Gr , (percent passing the Ng ghan sieve) of less than 3p"rcenL and a sand content (percent passing the o.Siee) ono more thah 10 percent. This capillary GreakidrainagG layer is not necessary if an uttetn[abdrainage system is insta{IAC(see General se:^tion;. note the American Concrete institute lAC1l inthe Guidesfor ree FF and Slab As Str:e.s proper moisture protection is desirable immediately belowmoisture-sensitive anon-grade slab thatwilt be coveredor by tile,od. caGat. impermeable fioor coverings or any olat tes3rlv aqu rlt ronuct C also notgsthat vapor retarders. such as -mil mastic sheeting, iaV.been used, but i are ow recoo'4LinG minimum 10 -mit thickness. vapor ratat3er is defined as i material wiih a perrneaf- G less than 0.3berms, as determined by ASTM E 96. 11. is possible that concrete admixtures may meet this specification,2itnOSbh the manufacturers of the admtbt conbe orsulteu.sfevapor retarde.5 are used under slabs,F-tii. edges. should overlap jtat least e f mCxandbe sealed With adhesive tape. The sheeting should extend to the foundation wails maximum vapor protection. if no potential i�; vapor passage through the stab S5 desired, a vapor ct. barrier should be used. A vapor rriea5 defined by ACt. is a with a watertransmission rate of 0.J1perms when tested in accordance with ASTM E 96. :Reinforced membranes easing meet + this feC)iil" , par;. sealed overlaps can m We recommend that the COrttaUtGi the project materials ungara{', and the owner discus s tress issues and review recent lv, literature and ASTM E-164:for iRStallati}n guidelines and guidance „ �G. material. or the use di the protecti0nrolt rte a-. .i3 iii.a,t tNC Ro�.'eng Li and Cnang En Vlag September 08. 2009 EXCAVATIONS AND SLOPES JN 09185 Page 8 Excavation slopes should not exceeci the limits specified in local, state. and national government safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil. if there. are no indications of slope instability. However. vertical outs should not be made near property bo_indaneo, or existing utilities and Stc/cturesBased upon Washington Administrative Cods (WAC) 296Part N. the soil/rook az the subject site vvUU|d generally be classified as Type ATherefore, temporary cut slopes should not beexcavatad ata: inclination steeper than 0.75:1 (Hortzonta9Verticat), extendtng conttnuousty between the top and the Dottom of .a cut. Shoring may be needed for any temporary cuts extending within on imaginary 1.5:1 (H:V) zone of existing structures. The above-nsoornn)anded temporary slope. inclination is based on the conditions_ exposed in nur lorations, and on what has been successful at other sites with similar soil conditicrs h if- • possible that variations in soil and oroundvvater• conditions will require modifications to the inclination at which temporary slopes can stand. Tenlpoosry cuts are those that will remain unsupported for a relatively short duration to allow for the omnetruCtion of foundstiono, retaining vva||s, or utilities. Temporary cut slopes should be protected with plastic sheeting during wel weather. it is also important that surface water be directed away from temporary slope cuts. The cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instabi|ity. Please note that loose Soil can cave suddenly and without warning. Excavation, foundation, and ud|i1ycOntnaotors should be made espectatty aware of this potentiai danger. These recommendations may need to be modified ifthe area near the pote.ritia| cuts has been disturbed in the past by utility installation, or if setttementsensitive utilities are >ocated nearby. All permanent cuts into native soil should be inclined no steeper than 2:1 (H:V). VVate, should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. Ali permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve the stability of the surficial layer of soil. DRAINAGE CONSIDERATIONS Foundation drains should be used where (1) crawl spaces or basements will be below a structure, (2) a slab is below the outside grade, or (3) the outside made does not slope downward from a building. Drains should' also beplaced 21 the baseof all earth -retaining walls. These drains should be surrounded- by at least 6 inches of 1 -inch -minus, washed rock and then wrapped in non-wmven, geotexi|e filter fabric (lvlirafi 140N. Supac 4NP, or similar nnabsha|). At its highest point, a perforated pipe invert should be at least 6 inches below the bottom of a slab floor or the level of a craw( spoue, and it should be sloped for drainage. All roof and surface Water drains must be kept separate from the foundation drain system. A typical footing drain detail is attached to this report as Plate 5. For the best |ong-term performance, perforated PVC pipe is recommended for all subsurface drains. As a minimum, a vapor retarder. as defined in the Slabs -On -Grade section, Should be provided in any crawl space area to limit the transmission of water vapor from the underlying soils. Also, an outlet drain is recommended for all crawl spaces to prevent a build up of any water that may bypass the footinadrains. R.ong-Feng L; .ar7d Cheng En trveng September08.2009 JN 09185 Page. 9 The excavation and site should be graded so that surface water is directed away from the tops of slopes. Water should not, be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to a building should slope away at least 2 percent, except where the area is paved, Surface drains should be provided where necessary to prevent ponding of water behind foundation or retaining walls, GENERAL EARTHWORK AND STRUCTURAL FILL. Ali building and pavement areas should be stripped of surface vegetation, topsoil. organic soil, and other deleterious mate.rial. it is important that existing foundations and slabs be removed before site de\.q.--.,.lopment The stripped OF removed materials should not be mixed with any materials to be used as structural fill. but they could be used in non-structural areas, such as landscape beds. Structural fill is defined as any fill, including utility backfill, placed under, or close to, a building, behind permanent retaining or foundation was. or in other areas where the underlying soil needs to support loads. Ali structural fill should be placed -in horizontal lifts with a moisture content at. Or near. the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density, The moisture content of fill is very important and must be closely controlled during the filling and compaction process. Any fills placed on sloping ground should be keyed into the dense, native soils. This is typically accomplished by placing, and compacting the structural fill on level benches that are cut into the. competent soils. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes made to compact the lift. The loose lift thickness shouid not exceed 12 inches. We recommend testing the fill as it is placed, if the fill is not sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the need to remove the fill to achieve the required compaction. The following table presents recommended relative compac.'.tions for structural fill: . ,LOCATION CIF FILL MINIMUM RELATIVE • PLACEMENT ' COMPACTION Beneath slabs or walkways Filled slopes and behind retaining walls r);:(1, s.) 90% Beneath pavements 95% for upper 12 inches of subgrade; 90% below that level Where: Minimum Relative Compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D 1557-91 (Modified Proctor). The General section should be reviewed for considerations related to the reuse of on-site soils. Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should; be measured from that portion Of soil passing the three -quarter -inch sieve. ROng613P Li ,and Chang En Wang September 05. 2009 LIMITATIONS JN 09185 Page 10 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 sarnpies in test pits. Subsurface conditions can also vary between exploration locations. Such unexpected conditions. frequently require making additional expenditures to attain a properly constructed project. It!,..s recommended trial, the owner consider providing a contingency fund to accommodate such potential extra oasts and risks. This is a standard recommendation for all projects, This report has been prepared for the exclusive use of Rong-Feng L and Cheng En Wang, and their representatives. for specific application to this project and site, 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- methocis,, techniques, sequences; or procedures, except as specifically described in our report for consideration in design. Our services also do not include assessing or minimizing the potential for biological hazards, such as mold. bacteria. mildew and fungi in either the existing or proposed site development. ADDITIONAL SERVICES in addition to reviewing the final plans, Geotech Consultants, inc. should be retained to provide geotechnical Consultation, testing. and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated oy our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the .recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions: differ from those- anticipated _prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimens;onai measurements, will be the responsibility of the. contractor. During the construction phase, we will provide geotechnical observation and testing services when requested by you or your representatives. Please be aware that we can only document site work we.actually observe, it iS still the responsibility of your contractor or on-site construction team to verify that our recommendations are being followed, whether we are present. atthe site or not, • Rong-Fe.rig and Chen q Er: titianc,f September 08, 2009 JN 09185 Page 11 The following plates., are attached to complete thiE.; report: Plate 1 Aiicinity Map Plate 2 Ste Exploration Plan Plates 3 - 4 Test Pit Log,s Plate 5 Typical Footing Drain Detail VVe appreciate the opportunity to t of service on this project. 'If you have arty Questions, or if we may be of further service. please do not hesitate to contact us. Respectfully submitted. GEOTECH CONSULTANTS. INC. Marc R. McGinnis, P.E Principal MRM: jvb G E O T 4 CH CONSULTANTS. 6NC. (Source: Kin:! Cou ssessor, 2004) 'VICINITY MAP 4066 South 128th Street Tukwila, Washington ,Job A`o: of 1, o, • • "'"..1.` • ura • vows; • irs.m.". vr;i••• - • . • .ft - ' t ' A - Nlf•t* • **-A • .Awt 2 02 '''. • • ' • • • " .....: 4.,„ ,. ,....... „ tr h,.. 4, • ."1 ,......• k . .0tp:.• 1 ,Y •P‘ 'fr.' : '-.• • ...' ..-ftle."Orier lir " '" : . 1, • 1;.....4...r..44..0., ;;Irgi,,•7::".:1: LI ti.-„,stoi*Jr,- _ - _ ,,, .....:,.-4;...„.„.:,,,,•.t"......,,,,:..: ,-,,,x,i,f,,, • - 'r:l..!'-'•dv..0-, .P410100111., . , „4 , . ' litunl .4.1,1,".', 0Kr: .v., , •.,... ',Iv,- 1.• -; ... , f.'..1.' 1 ,"4..... ‘"I'......- . . ....:,--"' ”..... •••• ""-•'' r•Pi -4,6...,•,.. . Y.4.2."-'• , , - " .11/4•‘,1,.. .-5. 4: , 44 , 4 - , .0 "1.. • " '. ........... ,*"... i. ....y. ..."'" ...AV.. • ---,......n • t:41'. - -, ...4.----........ 4............4....1....e.i........ Leaend: {-4 Approximate test pit location —• • —• Approximate parcel boundary Proposed Lot Line (approximate) • „:41 14' " 4 1!" " • I '4, „ . - , - • , . • ' • ,t? , •••— - ISourcc USG 2007 4.ena! Photncranhl Th GEOTECH CONS[T,TANTS .1 50 f-ti.9 • SITE EXPLORATION PLAN 4066 South 128th Street Tukwila, Washington Job A'o: Date: onnr, !Male: £ C' • c•-sf. C. (;•!,' TEST PIT 1 DeSCripEt0771, CA/ Nr) Toosoil • : Dark brovvn silty SAND, with gravel. rock. fine to medium , :!••1 • t:i:‘L:11 Light brown to tan, silty SAND, with gravel. fine to medium aravel. mos loose ,1 sm h -becomes medium dense I fl • . 1 Brown with gray mottling SANDSTONE, weathered, moist R.- I -becomes less weathered, dense to very dense I 0 Test Pit terminated at 7 feet on August 21, 2009. * No groundwater seepage observed during excavation, • No caving observed during excavation. TEST PT 2 . De s criptio?1, TOpsoil Dark brown silty SAND, with aravel, rock, fine to medium grained , loose Light brown to lan, silty SAND, with gravel and occasional cobbles, (rounded) t1SMI'l 6rnost, medium dense Hit Weathered SANDSTONEvth cobbles, anoular medium -dense tc.): dense Light rown with gray -orange mottling, competent, weathered SANDSTONE. Kx moist. dense -_becomes very dense * Test Pit terminated at 4.5 feet on August 21, 2009. • No groundwater observed during excavation. • No caving observed during excavation. GE °TECH coNsuLTANTs. INC. • TEST PIT LOG 4056 South 128th Street Tukwila, Washington Job 'Date: 09185 'Sept 2009 Logged by: I Plate: TM TEST PT 3 Description r----T—TT77----_, 10= i— -- Dark brown.siltv SAND.:.finelo,rnediurn_gmined t SM 1•:! Light brown to tan silty SAND with craveand occasional cobbles, moist, •. f I • r77-7-77:- medium dense I r-1 f i Rx i Licht brown with gray -orange mottling, weathered SANDSTONE, dense MeV • Test Pit terminated at 3.5 feet on August 21, 2009. • No groundwater observed during excavation. * No cavino observed during excavation. GEO 1 F,CH cONSULTANTS. Job 1)9185 TEST PIT LOG 4066 South 128th Street Tukwila. Washington Date: Sepl 2009 Logged by: TALI Plate: 4 Slope backfill away from foundation. Provide surface drains where necessary. . bacfIII (See texi for requirements) 7T.A Nonwoven Geotextile t Filter Fabric Washed RCX,'I-(-4--„, (7/8" min size) Ii Tiohtline Roof Drain (Do not connect to footino min Possible Slab 4" Perforated Hard PVC Pipe (Invert at least 6 inches below slab or crawl space. Slope to drain to appropriate outtall. Place holes downward.) Vapor Retarder/Barrier and Capillary Break/Drainage Layer (Refer to Report text) NOTES: (1) in crawl spaces, provide an outlet drain to prevent buildup of water that bypasses the perimeter footing drains. Refer to report text for additional drainage. waterproofing, and slab considerations. ir-F, 0 TE CH coNstILTANTS, INC. FOOTING DRAIN DETAIL 4066 South 128th Street Tukwila Washington Jab /We Date: I Mate: j Structural Calculations: Lateral & Gravity Load Design Single Family Dwelling Client: Engineer: American Prestige Homes c/o San Stevens P.O. Box46002 Seattle, Washington 98146 Site Address: 40xx South 128th Street Tukwila, Washington 98168 Designers: REVIEWED FOR CODE COMPLIANCE APPROVED APR 2 8 2017 City of Tukwila BUILDING DIVISION RECEIVED Bernhoft & Associates ITY OF TUKWILA 702 Broadway, Suite 201 APR 11 2017 Tacoma, Washington 98402 PERMIT CENTER 253-274-0244 Bruce S. MacVeigh, P.E. 14245 59th Avenue South Tukwila, Washington 98168. (206) 571-8794 Job # 2017 -S1 -Stevens bry 00911 EXPIRES 4n442017 3l /,/,--/297 • 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 2015 IBC/IRC Code D1 0.207 6.5, East/West Direction. 6.5, North/South Direction D Seismic Source Type D Spectral Response Acceleration Sl: 0.510 g, Ss: 1.510 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 Slab Walls 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 PI = 32/16 Floor: 3/4" T&G cdx or osb PI = 48/24 LOADING CRITERIA FOR ROOF AND/OR CEILING ITEM MATERIAL LOAD PSF Roofing Asphalt Shingles 3.0 Sheathing or Decking 15/32 CDX or 7/17" OSB 1.5 Insulation R49 3.0 Framing Trusses @ 24" o.c. 2.1 Ceiling 5/8" gwb 2.8 Miscellaneous 3/" 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 3/" 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 11.0.1 2017-S1-Stevens.wsw Project Information COMPANY AND PROJECT INFORMATION Company Project Building Code Capacity Modification Wind Seismic 1.00 1.00 Bruce S. MacVeigh, PE. 14245 59th Avenue South Tukwila, Washington 98168 American Prestige Homes, 4066 South 128th Street Tukwila, Washington (206) 853-4525 LLC DESIGN SETTINGS Mar. 29, 2017 05:39:47 Design Code Wind Standard Seismic Standard IBC 2015/AWC SDPWS 2015 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 15% dry 10% dry 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 Never Collector forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity: Wall capacity Perforated shearwall Co factor: SDPWS Equation 4.3-5 Non -identical materials and construction on the shearline: Allowed, except for material type Deflection Equation: 3 -term from SDPWS 4.2-1 Drift limit for wind design: 1 / 400 story height SITE INFORMATION Wind ASCE 7-10 Directional (All heights) Seismic ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed_ 85 mph Serviceability Wind Speed 72 mph 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 Spectral Response Acceleration S1: 0.510g Ss: 1.510g Topographic Information [ft] Shape Height - - Site Location: - Length - Fundamental Period T Used Approximate Ta Maximum T E -W 0.207s 0.207s 0.289s N -S 0.207s 0.207s 0.289s Elev: 19ft Avg Air density: 0.0765 Flexible building, gust factor lb/cu ft = 0.85 Response Factor 6.50 6.50 Case 2 E -W loads Eccentricity (ft) 6.39 Loaded at 75% N -S loads 6.38 Fa:1.00 Fv: 1.50 1 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 Structural Data STORY INFORMAT ON BLOCK and ROOF INFORMATION Story Elev [ft] Floor/Ceiling Depth [in] Wail Height [ft] Hold-down Length subject to shrinkage [in] Bolt length [in] Ceiling Level2 Level1 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 Block Dimensions [ft] Face Type Roof Panels Slope Overhang [ft] Block1 2 Story E -W Ridge Location X,Y = 0.08 4.92 North Side 23.0 1.00 Extent X,Y = 32.50 37.58 South Side 23.0 1.00 Ridge Y Location, Offset 23.71 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 26.48 7.98 West Gable 90.0 1.00 Block 2 2 Story E -W Ridge Location X,Y = 32.50 14.83 North Side 23.0 1.00 Extent X,Y = 7.50 27.67 South Side 23.0 1.00 Ridge Y Location, Offset 28.67 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 24.37 5.87 West Gable 90.0 1.00 Block 3 1 Story E -W Ridge Location X,Y = 0.00 0.00 North Side 90.0 1.00 Extent X,Y = 22.00 5.00 South Side 9.2 1.00 Ridge Y Location, Offset 5.00 2.50 East Gable 90.0 1.00 Ridge Elevation, Height 11.31 0.81 West Gable 90.0 1.00 Block 4 1 Story E -W Ridge Location X,Y = 32.60 5.00 North Side 90.0 0.00 Extent X,Y = 10.00 9.83 South Side 19.6 1.00 Ridge Y Location, Offset 14.83 4.92 East Gable 90.0 1.00 Ridge Elevation, Height 14.00 3.50 West Joined 90.0 1.00 WoodWorks® Shearwails 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 SHEATHING MATERIALS by WALL GROUP Grp Surf Material Ratng Sheathing Thick in GU in Ply Or Gvtv lbs/in Size Fasteners Type Df Eg in Fd in Bk Apply Notes 1 2 Ext Ext Struct Sh OSB Struct Sh OSB 24/16 24/16 7/16 7/16 - - 3 3 Horz Horz 83500 83500 8d 8d Nail Nail N N 6 4 12 12 Y Y 3 2,3 Legend: 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 A 1 (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 Species Grade b d Spcg SG E Standard Wall Grp in in in psiA6 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 2 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 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 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 SHEARLINE, WALL and OPENING DIMENSIONS North -south Shearlines Type Wall Group Location X [ft] Extent [ft] Start End Length [ft] FHS [ft] Aspect Ratio Height [ft] Line 1 Level 2 Line 1 1 0.00 5.00 42.50 37.50 32.50 - 8.00 Wall 1-1 Seg 1 0.00 5.00 42.50 37.50 32.50 - - Segment 1 - - 5.00 21.00 16.00 - 0.50 - Opening 1 - - 21.00 24.00 3.00 - - 1.00 Segment 2 - - 24.00 28.17 4.17 - 1.92 - Opening 2 - - 28.17 30.17 2.00 - - 3.00 Segment 3 - - 30.17 42.50 12.33 - 0.65 - Level 1 Line 1 1 0.00 0.00 42.50 42.50 39.83 - 9.00 Wall 1-1 Seg 1 0.00 0.00 42.50 42.50 39.83 - - Segment 1 - - 0.00 32.00 32.00 - 0.28 - Opening 1 - - 32.00 34.67 2.67 - - 4.00 Segment 2 - - 34.67 42.50 7.83 - 1.15 - Line 2 Level 2 Line 2 NSW 11.25 5.00 7.00 2.00 0.00 - 8.00 Wall 2-1 Line 3 NSW 11.25 5.00 7.00 2.00 0.00 1.00 - Level 2 Line 3 1 22.00 7.00 42.50 35.50 18.50 - 8.00 Wall 3-1 NSW 22.00 5.00 7.00 2.00 0.00 1.00 - Wall 3-2 Level 1 Seg 1 22.00 7.00 25.50 18.50 18.50 0.43 Line 3 1 22.00 0.00 42.50 42.50 24.75 - 9.00 Wall 3-1 Seg 1 22.00 0.00 5.00 5.00 5.00 1.80 Wall 3-2 Line 4 Seg 1 22.00 5.00 24.75 19.75 19.75 0.46 Level 2 Line 4 Seg 1 30.00 5.00 42.50 37.50 9.83 - 8.00 Wall 4-1 Line 5 Seg 1 30.00 5.00 14.83 9.83 9.83 0.81 Level 2 Line 5 Wall 5-1 Seg 1 1 40.00 40.00 14.83 14.83 42.50 42.50 27.67 27.67 14.17 14.17 - - 8.00 Segment 1 - - 14.83 16.33 1.50 - 5.33 Opening 1 - - 16.33 20.33 4.00 - 4.00 Segment 2 - 20.33 30.50 10.17 0,79 Opening 2 Segment - - 30.50 38.50 8.00 - - 4.00 3 Level 1 - - 38.50 42.50 4.00 - 2.00 Line 5 Wall 5-1 Seg 1 1 40.00 40.00 5.00 19.83 42.50 42.50 37.50 22.67 18.67 18.67 - 9.00 Segment 1 - - 19.83 20.83 1.00 - 9.00 Opening 1 Segment - - 20.83 23.83 3.00 1.00 2 Line 6 - - 23.83 42.50 18.67 - 0.48 - Level 1 Line 6 Wall 6-1 Seg 1 1 42.60 42.60 5.00 5.00 19.83 19.83 14.83 14.83 9.83 9.83 9.00 Segment 1 Opening - - 5.00 8.75 3.75 2.40 1 Segment 2 - - - - 8..75 13.75 13.75 19.83 5.00 6.08 - 1.48 6.00 - East -west Shearlines Type Wall Location Extent [ft] Length FHS Aspect Height Group Y [ft] Start End [ft] [ft] Ratio [ft] Line A Level 1 Line A Wall A-1 Seg 1 1 0.00 0.00 0.00 0.00 22.00 22.00 22.00 22.00 6.00 6.00 - 9.00 Segment 1 - - 0.00 3.00 3.00 - 3.00 Opening 1 Segment 2 - - 3.00 19.00 16.00 8.00 Line B - - 19.00 22.00 3.00 - 3.00 Level 2 Line B Wall B-1 Seg. 1 1 5.00 5.00 0.00 0.00 30.00 11.25 30.00 11.25 6.25 6.25 - 8.00 Segment 1 Opening - - 0.00 3.17 3.17 - 2.53 1 Segment 2 - - - - 3.17 8.17 8.17 11.25 5.00 3.08 2.59 4.00 - 4 WoodWorks® ShearwaIIs 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 SHEARLINE, WALL and OPENING DIMENSIONS (continued) Wall B-2 Segment 1 Opening 1 Segment 2 Level 1 Line B Seg 1 2 Wall B-1 Seg 2 Segment 1 Opening 1 - Segment 2 - Opening 2 - Segment 3 - Line C Level 2 Line C 1 Wall C-1 Seg 1 Segment 1 - Opening 1 - Segment 2 - Line D Level 2 Line D 1 Wall 0-1 Seg 1 Segment 1 - Opening 1 - Segment 2 Line E Level 1 Line E 1 Wall E-1 Seg 1 Wall E-2 Seg 1 Line F Level 2 Line F Seg 1 Wall F-1 Seg 1 Level 1 Line F 1 Wall F-1 Seg 1 Segment 1 - Opening 1 - Segment 2 - Line G Level 2 Line G 1 Wall G-1 Seg 1 Segment 1 - Opening 1 - Segment 2 - Opening 2 - Segment 3 - Opening 3 - Segment 4 - Level 1 Line G 1 Wall G-1 Seg 1 Segment 1 - Opening 1 - Segment 2 - Opening 2 - Segment 3 - Opening 3 - Segment 4 - 5.00 22.00 30.00 8.00 22.00 23.42 1.42 23.42 28.42 5.00 28.42 30.00 1.58 0.00 5.65 5.05 5.00 0.00 42.60 42.60 6.60 - 5.00 22.00 42.60 20.60 6.60 - - 22.00 23.00 1.00 - 9.00 - 23.00 28.67 5.67 - - - 28.67 32.25 3.58 - 2.51 - 32.25 39.58 7.33 - - 39.58 42.60 3.02 - 2.98 7.00 0.00 30.00 30.00 5.75 - 7.00 11.25 22.00 10.75 5.75 - - 11.25 13.92 2.67 - 3.00 - 13.92 18.92 5.00 - - - 18.92 22.00 3.08 - 2.59 14.83 0.00 40.00 40.00 6.00 - 14.83 30.00 40.00 10.00 6.00 - - 30.00 33.08 3.08 - 2.59 - 33.08 37.08 4.00 - - - 37.08 40.00 2.92 - 2.74 19.83 0.00 42.60 42.60 13.10 - 19.83 29.50 40.00 10.50 10.50 0.86 19.83 40.00 42.60 2.60 • 2.60 3.46 25.50 25.50 0.00 40.00 40.00 0.00 11.50 11.50 11.50 11.50 0.70 24.75 0.00 40.00 40.00 18.00 - 24.75 0.00 22.00 22.00 18.00 - - 0.00 18.00 18.00 - 0.50 - 18.00 21.00 3.00 - - - 21.00 22.00 1.00 - 9.00 42.50 42.50 0.00 40.00 40.00 0.00 40.00 40.00 0.00 4.17 4.17 4.17 9.17 5.00 9.17 26.50 17.33 26.50 28.50 2.00 28.50 35.50 7.00 35.50 37.50 2.00 37.50 40.00 2.50 31.00 31.00 1.92 0.46 1.14 3.20 42.50 0.00 40.00 40.00 19.50 - 42.50 0.00 40.00 40.00 19.50 - - 0.00 4.00 4.00 - 2.25 - 4.00 14.50 10.50 - - - 14.50 19.58 5.08 - 1.77 - 19.58 25.58 6.00 - - 25.58 32.00 6.42 - 1.40 32.00 36.00 4.00 - - - 36.00 40.00 4.00 - 2.25 4.00 9.00 8.00 6.00 8.00 4.00 8.00 3.00 9.00 8.00 9.00 6.75 8.00 4.00 4.00 4.00 9.00 6.00 8.00 4.00 Legend: Type - Seg = segmented, Prf = perforated, NSW = non-shearwall Location - Dimension perpendicular to wall FHS - Length of full -height sheathing used to resist shear force. For perforated walls, it is based on the factored segments Li defined in SDPWS 4.3.4.3 Aspect Ratio - Ratio of wall height to segment length (h/bs) Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 5 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 Loads WIND SHEAR LOADS (as entered or generated Level 2 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 Gable 1 W ->E Wind Line 4.92 23.71 0.0 54.0 Block 1 W L Gable Min W ->E Wind Line 4.92 23.71 0.0 63.8 Block 1 W Wall 1 W ->E Wind Line 5.00 42.50 25.3 Block 1 W Wall 1 W ->E Wind Line 5.00 7.00 25.3 Block 1 W Wall Min W ->E Wind Line 5.00 7.00 32.0 Block 1 W Wall Min W ->E Wind Line 5.00 42.50 32.0 Block 1 W R Gable 1 W ->E Wind Line 23.71 42.50 54.0 0.0 Block 1 W R Gable Min W ->E Wind Line 23.71 42.50 63.8 0.0 Block 1 E L Gable 1 W ->E Lee Line 4.92 23.71 0.0 34.4 Block 1 E L Gable Min W ->E Lee Line 4.92 23.71 0.0 63.8 Block 1 E Wall 1 W ->E Lee Line 5.00 7.00 17.2 Block 1 E Wall 1 W ->E Lee Line 5.00 14.83 17.2 Block 1 E Wall Min W ->E Lee Line 5.00 14.83 32.0 Block 1 E Wall Min W ->E Lee Line 5.00 7.00 32.0 Block 1 E R Gable 1 W ->E Lee Line 23.71 42.50 34.4 0.0 Block 1 E R Gable Min W ->E Lee Line 23.71 42.50 63.8 0.0 Block 1 W L Gable 1 E ->W Lee Line 4.92 23.71 0.0 34.4 Block 1 W L Gable Min E ->W Lee Line 4.92 23.71 0.0 63.8 Block 1 W Wall Min E ->W Lee Line 5.00 42.50 32.0 Block 1 W Wall Min E ->W Lee Line 5.00 7.00 32.0 Block 1 W Wall 1 E ->W Lee Line 5.00 42.50 17.2 Block 1 W Wall 1 E ->W Lee Line 5.00 7.00 17.2 Block 1 W R Gable 1 E ->W Lee Line 23.71 42.50 34.4 0.0 Block 1 W R Gable Min E ->W Lee Line 23.71 42.50 63.8 0.0 Block 1 E L Gable Min E ->W Wind Line 4.92 23.71 0.0 63.8 Block 1 E L Gable 1 E ->W Wind Line 4.92 23.71 0.0 54.0 Block 1 E Wall 1 E ->W Wind Line 5.00 7.00 25.3 Block 1 E Wall Min E ->W Wind Line 5.00 7.00 32.0 Block 1 E Wall Min E ->W Wind Line 5.00 14.83 32.0 Block 1 E Wall 1 E ->W Wind Line 5.00 14.83 25.3 Block 1 E R Gable 1 E ->W Wind Line 23.71 42.50 54.0 0.0 Block 1 E R Gable Min E ->W Wind Line 23.71 42.50 63.8 0.0 Block 1 S Roof 1 S ->N Wind Line -0.92 33.58 6.0 Block 1 S Roof Min S ->N Wind Line -0.92 33.58 33.6 Block 1 S Wall 1 S ->N Wind Line 0.00 11.25 25.3 Block 1 S Wall Min S ->N Wind Line 0.00 11.25 32.0 Block 1 S Wall Min S ->N Wind Line 11.25 22.00 32.0 Block 1 S Wall 1 S ->N Wind Line 11.25 22.00 25.3 Block 1 S Wall 1 S ->N Wind Line 22.00 30.00 25.3 Block 1 S Wall Min S ->N Wind Line 22.00 30.00 32.0 Block 1 N Roof 1 S ->N Lee Line -0.92 33.58 43.5 Block 1 N Roof Min S ->N Lee Line -0.92 33.58 33.6 Block 1 N Wall 1 S -,>N Lee Line 0.00 40.00 16.2 Block 1 N Wall Min S ->N Lee Line 0.00 40.00 32.0 Block 1 S Roof Min N ->S Lee Line -0.92 33.58 33.6 Block 1 S Roof 1 N ->S Lee Line -0.92 33.58 43.5 Block 1 S Wall 1 N ->S Lee Line 0.00 11.25 16.2 Block 1 S Wall Min N ->S Lee Line 0.00 11.25 32.0 Block 1 S Wall 1 N ->S Lee Line 11.25 22.00 16.2 Block 1 S Wall Min N ->S Lee Line 11.25 22.00 32.0 Block 1 8 Wall 1 N ->S Lee Line 22.00 30.00 16.2 Block 1 S Wall Min N ->S Lee Line 22.00 30.00 32.0 Block 1 Block N Roof Min N ->S Wind Line -0.92 33.58 33.6 1 Block N Roof 1 N ->S Wind Line -0.92 33.58 6.0 1 Block N Wall Min N ->S Wind Line 0.00 40.00 32.0 1 N Wall 1 N ->S Wind Line 0.00 40.00 25.3 Block 2 Block 2 W L Gable 1 W ->E Wind Line 14.83 28.67 0.0 39.4 Block 2 W L Gable Min W ->E Wind Line 14.83 28.67 0.0 47.0 Block 2 W R Gable 1 W ->E Wind Line 28.67 42.50 39.4 0.0 Block 2 W R Gable Min W ->E Wind Line 28.67 42.50 47.0 0.0 Block 2 E L Gable Min W ->E Lee Line 14.83 28.67 0.0 47.0 Block 2 E L Gable 1 W ->E Lee Line 14.83 28.67 0.0 25.0 E Wall Min W ->E Lee Line 14.83 42.50 32.0 Block 2 E Wall 1 W ->E Lee Line 14.83 42.50 17.0 Block 2 Block 2 E R Gable 1 W ->E Lee Line 28.67 42.50 25.0 0.0 Block 2 E R Gable Min W ->E Lee Line 28.67 42.50 47.0 0.0 Block 2 W L Gable Min E ->W Lee Line 14.83 28.67 0.0 47.0 Block 2 W L Gable 1 E ->W Lee Line 14.83 28.67 0.0 25.0 W R Gable 1 E ->W Lee Line 28.67 42.50 25.0 0.0 6 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 WIND SHEAR LOADS (as entered or generated) (continued) Block 2 W R Gable Min E ->W Lee Line 28.67 42.50 47.0 0.0 Block 2 E L Gable 1 E ->W Wind Line 14.83 28.67 0.0 39.4 Block 2 E L Gable Min E ->W Wind Line 14.83 28.67 0.0 47.0 Block 2 E Wall Min E ->W Wind Line 14.83 42.50 32.0 Block 2 E Wall 1 E ->W Wind Line 14.83 42.50 25.3 Block 2 E R Gable 1 E ->W Wind Line 28.67 42.50 39.4 0.0 Block 2 E R Gable Min E ->W Wind Line 28.67 42.50 47.0 0.0 Block 2 S Wall 1 S ->N Wind Line 30.00 40.00 25.3 Block 2 S Wall Min S ->N Wind Line 30.00 40.00 32.0 Block 2 S Roof Min S ->N Wind Line 31.50 41.00 25.2 Block 2 S Roof 1 S ->N Wind Line 31.50 41.00 0.8 Block 2 N Roof Min S ->N Lee Line 31.50 41.00 25.2 Block 2 N Roof 1 S ->N Lee Line 31.50 41.00 32.1 Block 2 S Wall 1 N ->S Lee Line 30.00 40.00 7.3 Block 2 S Wall Min N ->S Lee Line 30.00 40.00 32.0 Block 2 S Roof 1 N ->S Lee Line 31.50 41.00 • 32.1 Block 2 S Roof Min N ->S Lee Line 31.50 41.00 25.2 Block 2 N Roof 1 N ->S Wind Line 31.50 41.00 0.8 Block 2 N Roof Min N ->S Wind Line 31.50 41.00 25.2 ' 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 1 W ->E Wind Line 0.00 42.50 36.9 Block 1 W Wall Min W ->E Wind Line 0.00 42.50 48.0 Block 1 W Wall 1 W ->E Wind Line 5.00 42.50 24.6 Block 1 W Wall Min W ->E Wind Line 5.00 7.00 32.0 Block 1 W Wall Min W ->E Wind Line 5.00 42.50 32.0 Block 1 W Wall 1 W ->E Wind Line 5.00 7.00 24.6 Block 1 E Wall 1 W ->E Lee Line 5.00 7.00 17.2 Block 1 E Wall Min W ->E Lee Line 5.00 7.00 32.0 Block 1 E Wall 1 W ->E Lee Line 5.00 14.83 17.2 Block 1 E Wall Min W ->E Lee Line 5.00 14.83 32.0 Block 1 W Wall Min E ->W Lee Line 0.00 42.50 48.0 Block 1 W Wall 1 E ->W Lee Line 0.00 42.50 25.9 Block 1 W Wall 1 E ->W Lee Line 5.00 42.50 17.2 Block 1 W Wall Min E ->W Lee Line 5.00 7.00 32.0 Block 1 W Wall Min E ->W Lee Line ' 5.00 42.50 32.0 Block 1 W Wall 1 E ->W Lee Line 5.00 7.00 17.2 Block 1 E Wall Min E ->W Wind Line 5.00 14.83 32.0 Block 1 E Wall 1 E ->W Wind Line 5.00 14.83 24.6 Block 1 E Wall 1 E ->W Wind Line 5.00 7.00 24.6 Block 1 E Wall Min E ->W Wind Line 5.00 7.00 32.0 Block 1 S Wall Min S ->N Wind Line 0.00 11.25 32.0 Block 1 S Wall 1 S ->N Wind Line 0.00 11.25 24.6 Block 1 S Wall 1 S ->N Wind Line 11.25 22.00 24.6 Block 1 S Wall Min S ->N Wind Line 11.25 22.00 32.0 Block 1 S Wall 1 S ->N Wind Line 22.00 30.00 24.6 Block 1 S Wall Min S ->N Wind Line 22.00 42.60 48.0 Block 1 S Wall 1 S ->N Wind Line 22.00 42.60 36.9 Block 1 S Wall Min S ->N Wind Line 22.00 30.00 32.0 Block 1 N Wall Min S ->N Lee Line 0.00 40.00 48.0 Block 1 N Wall 1 S ->N Lee Line 0.00 40.00 16.2 Block 1 N Wall 1 S ->N Lee Line 0.00 40.00 24.2 Block 1 N Wall Min S ->N Lee Line 0.00 40.00 32.0 Block 1 S Wall Min N ->S Lee Line 0.00 11.25 32.0 Block 1 S Wall 1 N ->S Lee Line 0.00 11.25 16.2 Block 1 S Wall Min N ->S Lee Line 11.25 22.00 32.0 Block 1 S Wall 1 N ->S Lee Line 11.25 22.00 16.2 Block 1 S Wall 1 N ->S Lee Line 22.00 30.00 16.2 Block 1 S Wall 1 N ->S Lee Line 22.00 42.60 24.2 Block 1 S Wall Min N ->S Lee Line 22.00 30.00 32.0 Block 1 S Wall Min N ->S Lee Line 22.00 42.60 48.0 Block 1 N Wall 1 N ->S Wind Line 0.00 40.00 24.6 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 36.9 Block 1 N Wall Min N ->S Wind Line 0.00 40.00 48.0 Block 2 E Wall Min W ->E Lee Line 14.83 42.50 32.0 Block 2 E Wali 1 W ->E Lee Line 14.83 42.50 17.0 Block 2 E Wall 1 W ->E Lee Line 19.83 42.50 25.5 Block 2 E Wall Min W ->E Lee Line 19.83 42.50 48.0 Block 2 E Wall 1 E ->W Wind Line 14.83 42.50 24.6 Block 2 E Wall Min E ->W Wind Line 14.83 42.50 32.0 7 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 WIND SHEAR LOADS (as entered or generated) (continued) Block 2 E Wall Block 2 E Wall Block 2 S Wall Block 2 S Wall Block 2 S Wall Block 2 S Wall Block 3 W L Gable Block 3 W L Gable Block 3 E Wall Block 3 E Wall Block 3 E L Gable Block 3 E L Gable Block 3 W L Gable Block 3 W L Gable Block 3 E L Gable Block 3 E Wall Block 3 E L Gable Block 3 E Wall Block 3 S Roof Block 3 S Wall Block 3 S Wall Block 3 N Roof Block 3 N Roof Block 3 S Roof Block 3 S Wall Block 3 S Wall Block 3 N Roof Block 3 N Roof Block 4 E Wall Block 4 E L Gable Block 4 E L Gable Block 4 E Wall Block 4 E Wall Block 4 E Wall Block 4 E L Gable Block 4 E L Gable Block 4 S Roof Block 4 N Roof Block 4 N Roof Block 4 N Wall Block 4 N Wall Block 4 S Roof Block 4 N Roof Block 4 N Roof Block 4 N Wall Block 4 N Wall 1 E ->W Wind Min E ->W Wind Min S ->N Wind 1 S ->N Wind 1 N ->S Lee Min N ->S Lee 1 W ->E Wind Min W ->E Wind Min W ->E Lee 1 W ->E Lee 1 W ->E Lee Min W ->E Lee Min E ->W Lee 1 E ->W Lee Min E ->W Wind 1 E ->W Wind 1 E ->W Wind Min E ->W Wind Min S ->N Wind Min S ->N Wind 1 S ->N Wind Min S ->N Lee 1 S ->N Lee Min N ->S Lee 1 N ->S Lee Min N ->S Lee Min N ->S Wind 1 N ->S Wind Min W ->E Lee Min W ->E Lee 1 W ->E Lee 1 W ->E Lee Min E ->W Wind 1 E ->W Wind 1 E ->W Wind Min E ->W 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 1 N ->S Wind Min N ->S Wind 1 N ->S Wind Min N ->S Wind Line 19.83 42.50 36.9 Line 19.83 42.50 48.0 Line 30.00 40.00 32.0 Line 30.00 40.00 24.6 Line 30.00 40.00 7.3 Line 30.00 40.00 32.0 Line 0.00 5.00 0.0 Line 0.00 5.00 0.0 Line 0.00 5.00 48.0 Line 0.00 5.00 9.2 Line 0.00 5.00 0.0 Line 0.00 5.00 0.0 Line 0.00 5.00 0.0 Line 0.00 5.00 0.0 Line 0.00 5.00 0.0 Line 0.00 5.00 36.9 Line 0.00 5.00 0.0 Line 0.00 5.00 48.0 Line -1.00 23.00 48.6 Line 0.00 22.00 48.0 Line 0.00 22.00 36.9 Line -1.00 23.00 3.2 Line -1.00 23.00 3.7 Line -1.00 23.00 48.6 Line 0.00 22.00 23.0 Line 0.00 22.00. 48.0 Line -1.00 23.00 3.2 Line -1.00 23.00 5.0 5.0 6.5 1.2 6.5 6.5 1.2 6.5 5.0 Line 5.00 19.83 48.0 Line 5.00 14.83 0.0 28.0 Line 5.00 14.83 0.0 13.4 Line 5.00 19.83 22.9 Line 5.00 19.83 48.0 Line 5.00 19.83 36.9 Line 5.00 14.83 0.0 21.5 Line 5.00 14.83 0.0 28.0 Line 32.60 43.60 92.0 Line 32.60 43.60 14.0 Line 32.60 43.60 16.1 Line 40.00 42.60 48.0 Line 40.00 42.60 23.0 Line 32.60 43.60 92.0 Line 32.60 43.60 21.5 Line 32.60 43.60 14.0 Line 40.00 42.60 36.9 Line 40.00 42.60 48.0 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 corner and Case A or B from Fig 28.4-1 or minimum loads from 28.4.4 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir - Windward or leeward side of the building for loads in given direction Prof - Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Ht - Tributary height of area loads only Notes: Windward load 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) loads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. 8 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 WIND C&C 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 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 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 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 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 2 East Leeward 2 16.0 17.4 Block 2 East Windward 2 16.0 17.4 Block 2 South Windward 2 16.0 17.4 Block 2 South Leeward 2 16.0 17.4 Block 1 West Windward 1 16.0 17.4 Block 1 West Leeward 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 3 East Leeward 1 16.0 17.4 Block 3 East Leeward 1 16.0 17.4 Block 3 East Windward 1 16.0 17.4 Block 3 East Windward 1 16.0 17.4 Block 3 South Windward 1 16.0 16.0 Block 3 South Windward 1 16.0 16.0 Block 3 South Leeward 1 16.0 16.0 Block 3 South Leeward 1 16.0 16.0 Block 4 East Leeward 1 16.0 17.4 Block 4 East Windward 1 16.0 17.4 Block 4 North Leeward 1 16.0 17.4 Block 4 North Windward 1 16.0 17.4 DEAD LOADS (for hold-down calculations) Shear Level Profile Tributary Line . Width [ft] Start End Start End Location [ft] Mag [Ibs,psf,psi] B 2 Area 19.80 0.00 11.25 13.0 C 2 Area 19.80 11.25 22.00 13.0 D 2 Area 16.00 30.00 40.00 13.0 F 2 Area 19.80 0.00 11.50 13.0 G 2 Area 19.80 0.00 40.00 13.0 1 2 Area 3.00 5.00 42.50 13.0 3 2 Area 2.00 5.00 25.50 13.0 4 2 Area 3.00 5.00 14.83 13.0 5 2 Area 3.00 14.83 42.50 13.0 A 1 Area 4.00 0.00 22.00 13.0 B 1 Area 19.80 0.00 11.25 13.0 9 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 DEAD LOADS (for hold-down calculations) (continued) B C D E F G G 1 1 1 1 3 3 3 4 5 5 6 1 Area 5.00 22.00 42.60 13.0 1 Area 19.80 11.25 22.00 13.0 1 Area 16.00 30.00 40.00 13.0 1 Area 8.00 29.50 42.60 13.0 1 Area 19.80 0.00 11.50 13.0 1 Area 19.80 0.00 40.00 13.0 1 Area 9.00 0.00 40.00 13.0 1 Area 2.00 0.00 5.00 13.0 1 Area 3.00 5.00 42.50 13.0 1 Area 11.00 5.00 24.00 13.0 1 Area 2.00 24.00 42.50 13.0 1 Area 3.00 0.00 5.00 13.0 1 Area 2.00 5.00 25.50 13.0 1 Area 11.00 5.00 24.75 13.0 1 Area 3.00 5.00 14.83 13.0 1 Area 3.00 14.83 42.50 13.0 1 Area 3.00 19.83 42.50 13.0 1 Area 3.00 5.00 19.83 13.0 10 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 BUILDING MASSES Level 2 Force Building Dir Element Block Wall Line Profile E -W Roof E -W Roof E -W Roof E -W Roof E -W R Gable E -W L Gable E -W L Gable E -W R Gable E -W R Gable E -W L Gable E -W L Gable E -W R Gable N -S Roof N -S Roof N -S Roof N -S Roof Block 1 Block 1 Block 2 Block 2 5 Block 1 Block 1 Block 1 Block 1 Block 2 Block 2 Block 2 5 Block 2 5 Block 1 Block 1 G Block 2 Block 2 G Both Wall 1-1 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 5-1 n/a 5 Both Wall B-1 n/a B Both Wall B-2 n/a B Both Wall C-1 n/a C Both Wall D-1 n/a D Both Wall F-1 n/a Both Wall G-1 n/a G Level 1 Force Building Block Wall Dir Element Line Location [ft] Magnitude Trib [Ibs,plf,pst] Width Start End Start End [ft] Line 3.92 43.50 172.5 172.5 Line 3.92 43.50 172.5 172.5 Line 13.83 43.50 47.5 47.5 Line 13.83 43.50 47.5 47.5 Line 4.92 23.71 79.8 0.0 Line 23.71 42.50 0.0 79.8 Line 4.92 23.71 79.8 0.0 Line 23:71 42.50 0.0 79.8 Line 14.83 28.67 58.7 0.0 Line 28.67 42.50 0.0 58.7 Line 14.83 28.67 58.7 0.0 Line 28.67 42.50 0.0 58.7 Line -0.92 33.58 197.9 197.9 Line -0.92 33.58 197.9 197.9 Line 31.50 41.00 148.4 148.4 Line 31.50 41.00 148.4 148.4 Line 5.00 42.50 40.0 40.0 Line 5.00 7.00 40.0 40.0 Line 5.00 7.00 40.0 40.0 Line 7.00 25.50 24.0 24.0 Line 5.00 14.83 40.0 40.0 Line 14.83 42.50 40.0 40.0 Line 0.00 11.25 40.0 40.0 Line 22.00 30.00 40.0 40.0 Line 11.25 22.00 40.0 40.0 Line 30.00 40.00 40.0 40.0 Line 0.00 11.50 24.0 24.0 Line 0.00 40.00 40.0 40.0 Profile E -W Roof Block 3 1 E -W Roof Block 3 3 E -W Roof Block 4 E -W Roof Block 4 6 E -W R Gable Block 3 1 E -W L Gable Block 3 1 E -W L Gable Block 3 3 E -W R Gable Block 3 3 E -W L Gable Block 4 6 E -W R Gable Block 4 6 E -W Floor F1 n/a 1 Both Wall 1-1 E -W Floor F2 E -W Floor F3 Both Wall 2-1 E -W Floor F1 n/a 1 n/a 1 n/a 1 n/a 2 n/a 3 Both Wall 3-1 n/a 3 Both Wall 3-2 n/a 3 Both Wall 4-1 n/a 4 Both Wall 5-1 n/a 5 E -W Floor F3 n/a E -W Floor F2 n/a 5 6 N -S Roof Block 3 A N -S Roof Block 3 B N -S Roof Block 4 B N -S Roof Block 4 D N -S Floor F1 n/a A Magnitude Trib Location [ft] [lbs,plf,pst] Width Start End Start End [ft] Line -1.00 6.00 120.0 Line -1.00 6.00 120.0 Line 4.00 14.83 50.0 Line 4.00 14.83 60.0 Line 0.00 5.00 8.1 Line 5.00 5.00 0.0 Line 0.00 5.00 8.1 Line 5.00 5.00 0.0 Line 5.00 14.83 35.0 Line 14.83 14.83 0.0 Line 0.00 5.00 110.0 120.0 120.0 50.0 60.0 0.0 8.1 0.0 8.1 0.0 35.0 110.0 Line 5.00 42.50 40.0 40.0 Line 5.00 19.83 213.0 213.0 Line 19.83 42.50 200.0 200.0 Line 5.00 7.00 40.0 40.0 Line 0.00 5.00 110.0 110.0 Line 5.00 7.00 40.0 Line 7.00 25.50 24.0 Line 5.00 14.83 40.0 Line 14.83 42.50 40.0 40.0 24.0 40.0 40.0 Line 19.83 42.50 200.0 200.0 Line 5.00 19.83 213.0 213.0 Line -1.00 23.00 35.0 Line -1.00 23.00 35.0 Line 32.60 43.60 59.2 Line 32.60 43.60 49.2 Line 0.00 22.00 212.5 35.0 35.0 59.2 49.2 212.5 11 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 BUILDING MASSES (continued) Both Wall B-1 Both Wall B-2 N -S Floor F2 N -S Floor F3 n/a B n/a B n/a B n/a B Both Wall C-1 n/a C Both Wall D-1 n/a D N -S Floor F3 n/a E Both Wall F-1 n/a Both Wall G-1 n/a G N -S Floor Fl n/a G N -S Floor F2 n/a G Both Wall 1-1 n/a 1 Both Wall 3-1 n/a 3 Both Wall 3-2 n/a 3 Both Wall 5-1 n/a 5 Both Wall 6-1 n/a 6 Both Wall A-1 n/a A Both Wall B-1 n/a B Both Wall E-1 n/a E Both Wall E-2 n/a E Both Wall F-1 n/a F Both Wall G-1 n/a G Line 0.00 11.25 Line 22.00 30.00 40.0 40.0 40.0 40.0 Line 22.00 40.00 187.5 187.5 Line 40.00 42.60 74.2 74.2 Line Line Line 11.25 30.00 22.00 40.0 40.00 40.0 40.00 42.60 40.0 40.0 74.2 74.2 Line 0.00 11.50 24.0 24.0 Line 0.00 40.00 40.0 40.0 Line 0.00 22.00 212.5 212.5 Line 22.00 40.00 187.5 187.5 Line 0.00 42.50 45.0 45.0 Line 0.00 5.00 45.0 45.0 Line 5.00 24.75 27.0 27.0 Line 19.83 42.50 45.0 45.0 Line 5.00 19.83 45.0 45.0 Line 0.00 22.00 45.0 45.0 Line 22.00 42.60 45.0 45.0 Line 29.50 40.00 27.0 27.0 Line 40.00 42.60 45.0 45.0 Line 0.00 22.00 27.0 27.0 Line 0.00 40.00 45.0 45.0 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 12 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 SEISMIC LOADS Level 2 Force Profile Location [ft] Mag [Ibs,plf,psf] Dir Start End Start End E -W Line 3.92 4.92 70.0 70.0 E -W Line 4.92 5.00 70.0 70.1 E -W Point 5.00 5.00 156 156 E -W Line 5.00 7.00 102.6 106.0 E -W Point 7.00 7.00 87 87 E -W Line 7.00 13.83 94.7 106.5 E -W Line 13.83 14.83 125.7 127.4 E -W Line 14.83 14.83 127.4 127.5 E -W Point 14.83 14.83 81 81 E -W Line 14.83 23.71 127.5 158.0 E -W Line 23.71 25.50 158.0 158.0 E -W Point 25.50 25.50 56 56 E -W Line 25.50 28.67 153.2 153.2 E -W Line 28.67 42.50 153.2 105.5 E -W Point 42.50 42.50 325 325 E -W Line 42.50 43.50 89.3 89.3 N -S Line -0.92 0.00 80.3 80.3 N -S Point 0.00 0.00 304 304 N -S Line 0.00 11.25 101.4 101.4 N -S Point 0.08 0.08 304 304 N -S Point 11.25 11.25 16 16 N -S Line 11.25 11.50 101.4 101.4 N -S Line 11.50 22.00 96.5 96.5 N -S Point 22.00 22.00 106 106 N -S Line 22.00 30.00 96.5 96.5 N -S Point 30.00 30.00 80 80 N -S Line 30.00 31.50 96.5 96.5 N -S Line 31.50 33.58 156.7 156.7 N -S Point 32.50 32.50 165 165 N -S Point 32.58 32.58 304 304 N -S Line 33.58 40.00 76.4 76.4 N -S Point 40.00 40.00 389 389 N -S Line 40.00 41.00 60.2 60.2 Level 1 Force Profile Location [ft] Mag [Ibs,plf,psf] Dir Start End Start End E -W Line -1.00 0.00 27.6 27.6 E -W Point 0.00 0.00 114 114 E -W Line 0.00 4.00 63.3 64.8 E -W Line 4.00 5.00 77.5 77.9 E -W Point 5.00 5.00 195 195 E -W Line 5.00 6.00 123.1 121.7 E -W Line 6.00 7.00 94.0 94.4 E -W Point 7.00 7.00 582 582 E -W Point 7.00 7.00 50 50 E -W Line 7.00 14.83 88.0 91.2 E -W Point 14.83 14.83 46 46 E -W Point 14.83 14.83 1250 1250 E -W Line 14.83 19.83 78.5 74.5 E -W Point 19.83 19.83 46 46 E -W Line 19.83 24.75 71.5 71.5 E -W Point 24.75 24.75 68 68 E -W Line 24.75 25.50 68.4 68.4 E -W Point 25.50 25.50 32 32 E -W Line 25.50 42.50 65.6 65.6 E -W Point 42.50 42.50 392 392 N -S Line -1.00 0.00 8.1 8.1 N -S Point 0.00 0.00 395 395 N -S Line 0.00 11.25 82.5 82.5 N -S Point 11.25 11.25 9 9 N -S Line 11.25 11.50 82.5 82.5 N -S Line 11.50 22.00 79.7 79.7 N -S Point 22.00 22.00 150 150 N -S Line 22.00 23.00 70.8 70.8 N -S Line 23.00 29.50 62.8 62.8 N -S Line 29.50 30.00 65.9 65.9 13 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 SEISMIC LOADS (continued) N -S Point 30.00 30.00 N -S Point 30.00 30.00 N -S Line 30.00 32.60 N -S Line 32.60 40.00 N -S Point 40.00 40.00 N -S Line 40.00 42.60 N -S Point 42.60 42.60 N -S Line 42.60 43.60 45 1350 65.9 78.3 245 39.9 97 12.5 45 1350 65.9 78.3 245 39.9 97 12.5 Legend: Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. 14 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 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 AH 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 from ASCE 7 CC1.2 (wind) or 12.12 (seismic). 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). 15 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 1 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N -S Shearlines. W Gp For Dir ASD Shear Force [plf] v vmax V[lbs] Asp -Cub Int Ext Int Allowable Shear [plf] Ext Co C Cmb V [lbs] Resp. Ratio Line 1 Level 2 Lnl, Lev2 - Both - - 903 - - - - - - 11830 - Wall 1-1 1 Both - - 903 - 1.0 - 364 - - 11830 - Seg. 1 - Both 27.8 - 445 - 1.0 - 364 - 364 5824 0.08 Seg. 2 - Both 27.8 - 116 - 1.0 - 364 - 364 1517 0.08 Seg. 3 - Both 27.8 - 343 - 1.0 - 364 - 364 4489 0.08 Level 1 Lnl, Levl - Both - - 2332 - - - - - - 14499 - Wall 1-1 1 Both - - 2332 - 1.0 - 364 - - 14499 - Seg. 1 - Both 58.6 - 1874 - 1.0 - 364 - 364 11648 0.16 Seg. 2 - Both 58.6 - 459 - 1.0 - 364 - 364 2851 0.16 Line 3 Level 2 Ln3, Lev2 - Both - - 1181 - - - - - - 6734 - Wall 3-2 1 Both 63.8 - 1181 - 1.0 - 364 - 364 6734 0.18 Level 1 Ln3, Levl - Both - - 3978 - - - - - - 9009 - Wall 3-1 1 Both 160.7 - 804 - 1.0 - 364 - 364 1820 0.44 Wall 3-2 1 Both 160.7 - 3175 - 1.0 - 364 - 364 7189 0.44 Line 4 Level 2 Ln4, Lev2 - Both - - 735 - - - - - - 3579 - Wall 4-1 1 Both 74.7 - 735 - 1.0 - 364 - 364 3579 0.21 Level 1 Ln4, Levl - Both - - 0 - - - - - - - - Line 5 Level 2 Ln5, Lev2 - Both - - 396 - - - - - - 5157 - Wall 5-1 1 Both - - 396 - 1.0 - 364 - - 5157 - Seg. 1 - Both 0.0 - 0 - 1.0 - 364 - 364 - - Seg. 2 - Both 27.9 - 284 - 1.0 - 364 - 364 3701 0.08 Seg. 3 - Both 27.9 - 112 - 1.0 - 364 - 364 1456 0.08 Level 1 Ln5, Levl - Both - - 2119 - - - - - - 6795 - Wall 5-1 1 Both - - 2119 - 1.0 - 364 - - 6795 - Seg. 1 - Both 0.0 - 0 - 1.0 - 364 - 364 - - Seg. 2 - Both 113.5 - 2119 - 1.0 - 364 - 364 6795 0.31 Line 6 Ln6, Levl - Both - - 221 - - - - - - 3352 - Wall 6-1 1 Both - - 221 - 1.0 - 364 - - 3352 - Seg. 1 - Both 20.0 - 75 - .83 - 303 - 303 1138 0.07 Seg. 2 - Both 24.0 - 146 - 1.0 - 364 - 364 2214 0.07 E -W W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax It[lbs] Int Ext Int Ext Co C Cmb V[lbs] Ratio LineA Level 1 LnA, Levl - Both - - 150 - - - - - - 1456 - Wall A-1 1 Both - -, 150 - 1.0 - 364 - - 1456 - Seg. 1 - Both 25.1 - 75 - .67 - 243 - 243 728 0.10 Seq. 2 - Both 25.1 - 75 - .67 - 243 - 243 728 0.10 Line B Level 2 LnB, Lev2 - Both - - 80 - - - - - - 1778 - Wall B-1 1 Both - - 80 - 1.0 - 364 - - 1778 - Seg. 1 - Both 12.9 - 41 - .79 - 288 - 288 913 0.04 Seg. 2 - Both 12.6 - 39 - .77 - 281 - 28.1 865 0.04 Wall B-2 1 Both 0.0 - 0 - 1.0 - 364 - - - - Level1 LnB, Levl - Both - - 1617 - - - - - - 2594 - Wall B-1 2 Both - - 1617 - 1.0 - 532 - - 2594 - Seg. 1 - Both 0.0 - 0 - 1.0 - 532 - 532 - - Seg. 2 - Both 264.0 - 946 - .80 - 424 - 424 1518 0.62 Seg. 3 - Both 222.3 - 670 - .67 - 357 - 357 1076 0.62 Line C 16 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 SHEAR RESULTS (flexible wind design, continued) Level 2 LnC, Lev2 - Both - - 308 - - - - - - 1512 - Wall C-1 1 Both - - 308 - 1.0 - 364 - - 1512 - Seg. 1 - Both 49.4 - 132 - .67 - 243 - 243 647 0.20 Seg. 2 - Both 57.1 - 176 - .77 - 281 - 281 865 0.20 Line D LnD, Lev2 - Both - - 841 - - - - - - 1639 - Wall D-1 1 Both - - 841 - 1.0 - 364 - - 1639 - Seg. 1 - Both 144.0 - 444 - .77 - 281 - 281 865 0.51 Seg. 2 - Both 136.2 - 397 - .73 - 265 - 265 774 0.51 Line E Level 1 LnE, Levl - Both - - 1589 - - - - - - 4369 - Wall E-1 1 Both 132.4 - 1390 - 1.0 - 364 - 364 3822 0.36 Wall E-2 1 Both 76.5 - 199 - .58 - 364 - 210 547 0.36 Line F Level 2 LnF, Lev2 - Both - - 1790 - - - - - - 4186 - Wall F-1 1 Both 155.7 - 1790 - 1.0 - 364 - 364 4186 0.43 Level 1 LnF, Levl - Both - - 2878 - - - - - - 6552 - Wall F-1 1 Both - - 2878 - 1.0 - 364 - - 6552 - Seg. 1 - Both 159.9 - 2878 - 1.0 - 364 - 364 6552 0.44 Seg. 2 - Both 0.0 - 0 - 1.0 - 364 - 364 - - Line G Level 2 LnG, Lev2 - Both - - 716 - - - - - - 10943 - Wall G-1 1 Both - - 716 - 1.0 - 364 - - 10943 - Seg. 1 - Both 23.8 - 99 - 1.0 - 364 - 364 1517 0.07 Seg. 2 - Both 23.8 - 413 - 1.0 - 364 - 364 6309 0.07 Seg. 3 - Both 23.8 -. 167 - 1.0 - 364 - 364 2548 0.07 Seg. 4 - Both 14.9 - 37 - .63 - 228 - 228 569 0.07 Level 1 LnG, Levl - Both - - 1568 - - - - - - 6774 - Wall G-1 1 Both - - 1568 - 1.0 - 364 - - 6774 - Seg. 1 - Both 74.9 - 300 - .89 - 324 - 324 1294 0.23 Seg. 2 - Both 84.3 - 428 - 1.0 - 364 - 364 1850 0.23 Seg. 3 - Both 84.3 - 541 - 1.0 - 364 - 364 2336 0.23 Seg. 4 - Both 74.9 - 300 - .89 - 324 - 324 1294 0.23 egena: 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. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub - For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V - Total factored shear capacity of shearline, wall or segment. Crit Resp - Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterior 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. 17 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 HOLD-DOWN DESIGN (flexible wind design Levell Line- Wall Positn Location [ft] X Y Load Case Shear Tensile ASD Holddown Force [lbs] Dead Uplift Cmb'd Cap Hold-down [lbs] Crit Resp. Linel 1-1 L End 0.00 0.12 Min 623 1246 V Elem 0.00 5.13 Min 226 187 39 Refer to upper level V Elem 0.00 20.88 Min 226 222 3 Refer to upper level V Elem 0.00 24.13 Min 236 84 153 Refer to upper level V Elem 0.00 28.04 Min 236 72 164 Refer to upper level V Elem 0.00 30.29 Min 227 168 59 Refer to upper level 1-1 L Op 1 0.00 31.88 Min 623 1271 1-1 R Op 1 0.00 34.79 Min 544 205- 340 STHD14-RJ 3815 0.09 1-1 R End 0.00 42.38 Min 771 297 474 STHD14-RJ 3815 0.12 Line 3 3-1 L End 22.00 0.12 Min 1845 59 1787 STHD14 3815 0.47 3-1 R End 22.00 4.88 Min 1845 59 1787 STHD14 3815 0.47 3-2 L End 22.00 5.13 Min 1465 1017 448 STHD14-RJ 3815 0.12 V Elem 22.00 6.88 1 16 Refer to upper level V Elem 22.00 7.13 Min 518 144 373 Refer to upper level 3-2 R End 22.00 24.63 Min 1465 1001 464 STHD14-RJ 3815 0.12 V Elem 22.00 25.38 Min 518 144 373 Refer to upper level Line4 V Elem 30.00 5.13 Min 613 115 498 Refer to upper level V Elem 30.00 14.71 Min 613 115 498 Refer to upper level Line 5 V Elem 40.00 14.96 1 18 Refer to upper level V Elem 40.00 16.21 1 64 Refer to upper level 5-1 L End 40.00 19.96 1 23 V Elem 40.00 20.46 Min 354 166 189 Refer to upper level 5-1 L Op 1 40.00 20.71 1 94 5-1 R Op 1 40.00 23.96 Min 1035 507 528 STHD14-RJ 3815 0.14 V Elem 40.00 30.38 Min 354 213 142 Refer to upper level V Elem 40.00 38.63 Min 264 140 123 Refer to upper level 5-1 R End 40.00 42.38 Min 1299 484 816 STHD14-RJ 3815 0.21 Line 6 6-1 L End 42.60 5.13 Min 239 44 196 STHD14-RJ 3815 0.05 6-1 L Op 1 42.60 8.62 Min 239 102 137 STHD14-RJ 3815 0.04 6-1 R Op 1 42.60 13.88 Min 277 130 147 STHD14-RJ 3815 0.04 6-1 R End 42.60 19.71 Min 277 71 206 STHD14-RJ 3815 0.05 Line A A-1 L End 0.12 0.00 Min 246 47 199 STHD14 3815 0.05 A-1 L Op 1 2.88 0.00 Min 246 296 A-1 R Op 1 19.12 0.00 Min 246 296 A-1 R End 21.88 0.00 Min 246 47 199 STHD14 3815 0.05 Line B V Elem 0.12 5.00 Min 112 245 Refer to upper level V Elem 3.04 5.00 Min 112 631 Refer to upper level V Elem 8.29 5.00 Min 110 624 Refer to upper level V Elem 11.13 5.00 Min 110 238 Refer to upper level B-1 L End 22.13 5.00 1 20 B-1 L Op 2 22.88 5.00 130 B-1 R Op 1 28.79 5.00 Min 2554 180 2374 STHD14-RJ 3815 0.62 B-1 L Op 2 32.13 5.00 Min 2554 213 2341 STHD14-RJ 3815 0.61 B-1 R Op 2 39.71 5.00 Min 2181 202 1979 STHD14-RJ 3815 0.52 B-1 Line C R End 42.48 5.00 Min 2181 59 2122 STHD14-RJ 3815 0.56 V Elem 11.38 7.00 Min 436 206 230 Refer to upper level V Elem 13.79 7.00 Min 436 592 Refer to upper level V Elem 19.04 7.00 Min 497 624 Refer to upper level V Elem 21.88 7.00 Min 497 238 259 Refer to upper level Line D V Elem 30.13 14.83 Min 1254 192 1061 Refer to upper level V Elem 32.96 14.83 Min 1254 442 812 Refer to upper level V Elem 37.21 14.83 Min 1192 432 760 Refer to upper level V Elem 39.88 14.83 Min 1192 182 1010 Refer to upper level Line E E-1 L End 29.63 19.83 Min 1220 328 893 MSTC48B3 3930 0.23 E-1 R End 39.88 19.83 Min 1220 328 893 MSTC48B3 3930 0.23 E-2 L End 40.12 19.83 Min 762 81 680 STHD14-RJ 3815 0.18 E-2 Line F R End 42.48 19.83 Min 762 81 680 STHD14-RJ 3815 0.18 F-1 L End 0.12 24.75 Min 2733 2097 636 STHD14-RJ 3815 0.17 V Elem 11.38 25.50 Min 1273 888 385 Refer to upper level F-1 L Op 1 17.87 24.75 Min 1459 567 892 STHD14-RJ 3815 0.23 18 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 HOLD-DOWN DESIGN (flexible wind design, continued) Line G G-1 G-1 G-1 G-1 G-1 G-1 G-1 G-1 Level 2 Line - Wall Line 1 1-1 1-1 1-1 1-1 1-1 1-1 Line 3 3-1 3-1 3-2 3-2 Line 4 4-1 4-1 Line 5 5-1 5-1 5-1 5-1 5-1 5-1 Line B B-1 B-1 B-1 B-1 Line C C-1 C-1 c-1 C-1 Line D D-1 D-1 D-1 D-1 Line F F-1 F-1 Line G G-1 G-1 G-1 G-1 G-1 G-1 G-1 G-1 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 L L R L R V v L R V R End Op 1 Op 1 Op 2 Op 2 Elem Elem Op 3 Op 3 Elem End 0.12 3.88 14.63 19.46 25.71 26.38 28.63 31.88 36.13 37.62 39.88 42.50 42.50 42.50 42.50 42.50 42.50 42.50 42.50 42.50 42.50 42.50 Min Min Min Min Min Min Min Min Min Min Min 922 771 825 3189 894 2622 798 1245 789 1395 193 1493 198 695 820 1279 552 1485 132 347 852 642 151 209 STHD14-RJ 3815 0.04 Refer to upper level Refer to upper level Refer to upper level STHD14-RJ 3815 0.05 Location [ft] Load PosiVn X Y Case L End L Op 1 R Op 1 L Op 2 R Op 2 R End L End R End L End R End L End R End L End L Op 2 R Op 1 L Op 2 R Op 2 R End L End L Op 1 R Op 1 R End L End L Op 1 R Op 1 R End L End L Op 1 R Op 1 R End L End R End L End L Op 1 R Op 1 L Op 2 R Op 2 L Op 3 R Op 3 R End 0.00 0.00 0.00 0.00 0.00 0.00 22.00 22.00 22.00 22.00 5.13 20.88 24.13 28.04 30.29 42.38 5.13 6.88 7.13 25.38 Min Min Min Min Min Min 1 1 Min Min 30.00 5.13 Min 30.00 14.71 Min 40.00 40.00 40.00 40.00 40.00 40.00 0.12 3.04 8.29 11.13 11.38 13.79 19.04 21.88 30.13 32.96 37.21 39.88 14.96 16.21 20.46 30.38 38.63 42.38 5.00 5.00 5.00 5.00 7.00 7.00 7.00 7.00 14.83 14.83 14.83 14.83 1 1 Min Min Min Min Min Min Min Min Min Min Min Min Min Min Min Min 0.12 25.50 Min 11.38 25.50 Min 0.12 4.04 9.29 26.38 28.63 35.38 37.62 39.88 42.50 42.50 42.50 42.50 42.50 42.50 42.50 42.50 Min Min Min Min Min Min Min Min Tensile ASD Holddown Force [lbs] Shear Dead Uplift Cmb'd 226 226 236 236 227 227 187 222 84 72 168 144 16 16 518 144 518 144 39 3 153 164 59 83 373 373 613 115 498 613 115 498 354 354 264 264 112 112 110 110 436 436 497 497 1254 1254 1192 1192 18 64 166 213 140 47 245 631 624 238 206 592 624 238 192 442 432 182 1273 888 1273 888 203 203 193 193 198 198 132 132 322 708 1725 1493 695 695 347 193 189 142 123 217 230 259 1061 812 760 1010 385 385 Cap Crit Hold-down [lbs] Resp. MST -37 MST -37 MST -37 MST -37 MST -37 MST -37 2710 2710 2710 2710 2710 2710 0.01 0.00 0.06 0.06 0.02 0.03 MSTC48B3 3930 0.09 MSTC48B3 3930 0.09 MST -37 2710 0.18 MST -37 2710 0.18 MST -37 MST -37 MST -37 MST -37 MST -37 MST -37 MST -37 MST -37 MST -37 MST -37 MSTC48B3 MSTC48B3 2710 2710 2710 2710 0.07 0.05 0.05 0.08 2710 0.08 2710 0.10 2710 0.39 2710 0.30 2710 0.28 2710 0.37 3930 0.10 3930 0.10 19 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward corner(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces: Shear— Wind shear overturning component, based on shearline force, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Dead — Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Cmb'd - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down — Device used from hold-down database Cap — Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load Notes: Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. 20 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 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 1-1 Left Opening 1 0.00 32.00 1 118 118 1-1 Right Opening 1 0.00 34.67 1 29 29 Line3 3-2 Right Wall End 22.00 24.75 1 1662 1662 Line5 5-1 Right Opening 1 40.00 23.83 1 1064 1064 Line 6 6-1 Left Opening 1 42.60 8.75 1 19 19 6-1 Right Opening 1 42.60 13.75 '1 55 55 Line A A-1 Left Opening 1 3.00 0.00 1 55 55 A-1 Right Opening 1 19.00 0.00 1 55 55 Line B B-1 Right Opening 1 28.67 5.00 1 1088 1088 B-1 Left Opening 2 32.25 5.00 1 278 278 B-1 Right Opening 2 39.58 5.00 1 556 556 Line E E-1 Left Wall End 29.50 19.83 1 1100 1100 Line F F-1 Left Opening 1 18.00 24.75 1 1583 1583 Line G G-1 Left Opening 1 4.00 42.50 1 143 143 G-1 Right Opening 1 14.50 42.50 1 269 269 G-1 Left Opening 2 19.58 42.50 1 40 40 G-1 Right Opening 2 25.58 42.50 1 275 275 G-1 Left Opening 3 32.00 42.50 1 14 14 G-1 Right Opening 3 36.00 42.50 1 143 143 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force [lbs] Wall or Opening X Y Case ---> <--- Line 1 1-1 Left Opening 1 0.00 21.00 1 59 59 1-1 Right Opening 1 0.00 24.00 1 13 13 1-1 Left Opening 2 0.00 28.17 1 2 2 1-1 Right Opening 2 0.00 30.17 1 46 46 Line3 3-2 Left Wall End 22.00 7.00 1 67 67 3-2 Right Wall End 22.00 25.50 1 499 499 Line 4 4-1 Right Wall End 30.00 14.83 1 542 542 Line 5 5-1 Right Opening 1 40.00 20.33 1 79 79 5-1 Left Opening 2 40.00 30.50 1 60 60 5-1 Right Opening 2 40.00 38.50 1 55 55 Line B B-1 Left Opening 1 3.17 5.00 1 33 33 B-1 Right Opening 1 8.17 5.00 1 19 19 B-1 Right Wall End 11.25 5.00 1 50 50 Line C C-1 Left Wall End 11.25 7.00 1 115 115 C-1 Left Opening 1 13.92 7.00 1 11 11 C-1 Right Opening 1 18.92 7.00 1 62 62 C-1 Right Wall End 22.00 7.00 1 82 82 Line D D-1 Left Wall End 30.00 14.83 1 631 631 D-1 Left Opening 1 33.08 14.83 1 252 252 D-1 Right Opening 1 37.08 14.83 1 336 336 Line F F-1 Right Wall End 11.50 25.50 1 1276 1276 Line G G-1 Left Opening 1 4.17 42.50 1 25 25 G-1 Right Opening 1 9.17 42.50 1 65 65 G-1 Left Opening 2 26.50 42.50 1 38 38 G-1 Right Opening 2 28.50 42.50 1 2 2 G-1 Left Opening 3 35.50 42.50 1 43 43 G-1 Right Opening 3 37.50 42.50 1 8 8 21 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise corner; Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force (vmax from 4.3.6.4.1.1 for perforated walls) -> 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 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 MWFRS DEFLECTION (flexible wind design) These deflections are used to determine shearwall stiffness for force disfri Wall, segment W Gp Dir Srf v plf b ft h ft Bending A Defl sq.in in Ga kips! in Nail slip Vn en lbs in Shear Defl in Hold Defl in Total Defl in Level 1 Line 1 1-1,1 1 Both Ext 58.6 32.00 9.00 16.5 .000 13.4 182 .030 .039 0.01 0.05 1-1,2 Both Ext 58.6 7.83 9.00 16.5 .002 13.4 182 .030 .039 0.22 0.27 Line3 3-1 1 Both Ext 160.7 5.00 9.00 16.5 .008 13.4 182 .030 .108 0.35 0.47 3-2 1 Both 1 160.7 19.75 9.00 16.5 .002 13.4 182 .030 .108 0.09 0.20 Line 5 5-1,2 1 Both Ext 113.5 18.67 9.00 16.5 .002 13.4 182 .030 .076 0.09 0.17 Line6 6-1,1 1 Both Ext 20.0 3.75 9.00 16.5 .001 13.4 182 .030 .013 0.47 0.48 6-1,2 Both Ext 24.0 6.08 9.00 16.5 .001 13.4 182 .030 .016 0.29 0.31 Line A A-1,1 1 W ->E Ext 25.1 3.00 9.00 16.5 .002 13.4 182 .030 .017 0.59 0.61 E ->W Ext 25.1 3.00 9.00 16.5 .002 13.4 182 .030 .017 0.00 0.02 A-1,2 W ->E Ext 25.1 3.00 9.00 16.5 .002 13.4 182 .030 .017 0.00 0.02 Line B E ->W Ext 25.1 3.00 9.00 16.5 .002 13.4 182 .030 .017 0.59 0.61 9-1,2 2 Both Ext 264.0 3.58 9.00 16.5 .019 19.4 177 .028 .122 0.49 0.63 B-1,3 Line E Both Ext 222.3 3.02 9.00 16.5 .019 19.4 177 .028 .103 0.58 0.70 E-1 1 Both 1 132.4 10.50 9.00 16.5 .003 13.4 182 .030 .089 0.17 0.27 E-2 Line F 1 Both Ext 76.5 2.60 9.00 16.5 .007 13.4 182 .030 .051 0.68 0.74 F-1,1 LineG 1 Both 1 159.9 18.00 9.00 16.5 .002 13.4 182 .030 .107 0.10 0.21 G-1,1 1 W ->E Ext 74.9 4.00 9.00 16.5 .005 13.4 182 .030 .050 0.44 0.49 E ->W Ext 74.9 4.00 9.00 16.5 .005 13.4 182 .030 .050 0.09 0.14 G-1,2 Both Ext 84.3 5.08 9.00 16.5 .004 13.4 182 .030 .056 0.07 0.13 G-1,3 Both Ext 84.3 6.42 9.00 16.5 .003 13.4 182 .030 .056 0.06 0.12 G-1,4 W ->E Ext 74.9 4.00 9.00 16.5 .005 13.4 182 .030 .050 0.09 0.14 E ->W Ext 74.9 4.00 9.00 16.5 .005 13.4 182 .030 .050 0.44 0.49 Wall, segment W Gp Dir Srf v b h Bending A Defl Ga kips/ Nonslip Vn en Shear Defl Hold Defl Total Defl pif ft ft sq.in in in lbs in in in in Level 2 Line 1 1-1,1 1 Both Ext 27.8 16.00 8.00 16.5 .000 13.4 182 .030 .017 0.19 0.21 1-1,2 Both Ext 27.8 4.17 8.00 16.5 .001 13.4 182 .030 .017 0.73 0.75 1-1,3 Line3 Both Ext 27.8 12.33 8.00 16.5 .000 13.4 182 .030 .017 0.25 0.27 3-2 Line 4 1 Both 1 63.8 18.50 8.00 16.5 .001 13.4 182 .030 .038 0.17 0.20 4-1 Line 5 1 Both Ext 74.7 9.83 8.00 16.5 .001 13.4 182 .030 .044 0.31 0.36 5-1,2 1 Both Ext 27.9 10.17 8.00 16.5 .000 13.4 182 .030 .017 0.30 0.32 5-1,3 Line B Both Ext 27.9 4.00 8.00 16.5 .001 13.4 182 .030 .017 0.77 0.78 B-1,1 1 Both Ext 12.9 3.17 8.00 16.5 .001 13.4 182 .030 .008 0.10 0.11 B-1,2 LineC Both Ext 12.6 3.08 8.00 16.5 .001 13.4 182 .030 .007 0.10 0.11 C-1,1 1 W ->E Ext 49.4 2.67 8.00 16.5 .003 13.4 182 .030 .029 1.15 1.18 E ->W Ext 49.4 2.67 8.00 16.5 .003 13.4 182 .030 .029 0.00 0.03 C-1,2 W ->E Ext 57.1 3.08 8.00 16.5 .003 13.4 182 .030 .034 0.00 0.04 Line D E ->W Ext 57.1 3.08 8.00 16.5 .003 13.4 182 .030 .034 0.99 1.03 D-1,1 1 Both Ext 144.0 3.08 8.00 16.5 .008 13.4 182 .030 .086 0.99 1.09 D-1,2 Line F Both Ext 136.2 2.92 8.00 16.5 .008 13.4 182 .030 .081 1.05 1.14 F-1 Line G 1 Both 1 155.7 11.50 8.00 16.5 .002 13.4 182 .030 .093 0.27 0.36 G-1,1 1 Both Ext 23.8 4.17 8.00 16.5 .001 13.4 182 .030 .014 0.08 0.09 G-1,2 Both Ext 23.8 17.33 8.00 16.5 .000 13.4 182 .030 .014 0.02 0.03 G-1,3 Both Ext 23.8 7.00 8.00 16.5 .001 13.4 182 .030 .014 0.05 0.06 G-1,4 1 errand Both Ext 14.9 2.50 8.00 16.5 .001 13.4 182 .030 .009 0.13 0.14 Wall, segment - Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline 8 W Gp - Wall design group defined in Sheathing and Materials tables, where it shows associated Standard Wall. 23 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 Dir— Force direction Srf — Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v — ASD shear force per unit distance on wall segment. For perforated walls, vmax from SDPWS 4.3-9 is used, as per 4.3.2.1 b — Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 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 / 1000 Ga. Ga — vw/ (vw / Gt + 0.75 en), from SDPWS Ex. C4.3.2-1; vw — ASD sheathing capacity; Gt — Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en — Nail slip from SDPWS table C4.2.2D; Vn — Shear force per nail along panel edge using vw Hold — Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total defl = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 24 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 SERVICEABILITY DEFLECTION (flexible wind design) These deflections are used to determine story dri: Wall, segment W Gp Dir Srf v plf b ft h ft Bending A Defl sq.in in Ga kips/ in Nail slip Vn en lbs in Shear Defl in Hold Defl in Total Defl in Level 1 Line 1 1-1,1 1 Both Ext 70.0 32.00 9.00 16.5 .001 9.9 218 .052 .064 0.01 0.08 1-1,2 Both Ext 70.0 7.83 9.00 16.5 .002 9.9 218 ..052 .064 0.22 0.29 Line 3 3-1 1 Both Ext 192.2 5.00 9.00 16.5 .010 9.9 218 .'052 .176 0.35 0.54 3-2 1 Both 1 192.2 19.75 9.00 16.5 .002 9.9 218 .052 .176 0.09 0.27 Line 5 5-1,2 1 Both Ext 135.7 18.67 9.00 16.5 .002 9.9 218 .052 .124 0.09 0.22 Line 6 6-1,1 1 Both Ext 23.9 3.75 9.00 16.5 .002 9.9 218 .052 .022 0.47 0.49 6-1,2 Both Ext 28.7 6.08 9.00 16.5 .001 9.9 218 .052 .026 0.29 0.32 Line A A-1,1 1 W ->E Ext 30.0 3.00 9.00 16.5 .003 9.9 218 .052 .027 0.59 0.62 E ->W Ext 30.0 3.00 9.00 16.5 .003 9.9 218 .052 .027 0.00 0.03 A-1,2 W ->E Ext 30.0 3.00 9.00 16.5 .003 9.9 218 .052 .027 0.00 0.03 Line B E ->W Ext 30.0 3.00 9.00 16.5 .003 9.9 218 .052 .027 0.59 0.62 B-1,2 2 Both Ext 315.7 3.58 9.00 16.5 .022 14.6 212 .048 .195 0.49 0.71 B-1,3 Both Ext 265.8 3.02 9.00 16.5 .022 14.6 212 .048 .164 0.58 0.77 Line E E-1 1 Both 1 158.3 10.50 9.00 16.5 .004 9.9 218 .052 .145 0.17 0.32 E-2 Line F 1 Both Ext 91.5 2.60 9.00 (9.00 16.5 .009 9.9 218 .052 .084 0.68 0.77 F-1,1 Line G 1 Both 1 191.2 18.00 16.5 .003 9.9 218 .052 .175 0.10 0.28 G-1,1 1 W ->E Ext 89.6 4.00 9.00 16.5 .006 9.9 218 .052 .082 0.44 0.53 E ->W Ext 89.6 4.00 9.00 16.5 .006 9.9 218 .052 .082 0.09 0.18 G-1,2 Both Ext 100.8 5.08 9.00 16.5 .005 9.9 218 .052 .092 0.07 0.17 G-1,3 Both Ext 100.8 6.42 9.00 16.5 .004 9.9 218 .052 .092 0.06 0.15 G-1,4 W ->E Ext 89.6 4.00 9.00 16.5 .006 9.9 218 .052 .082 0.09 0.18 E ->W Ext 89.6 4.00 9.00 16.5 .006 9.9 218 .052 .082 0.44 0.53 Wall, segment W Gp Dir Srf v b h Bending A Defl Ga kips/ Nonslip Vn en Shear Defl Hold Defl Total Defl plf ft ft sq.in in in lbs in in in in Level 2 Line 1 1-1,1 1 Both Ext 33.2 16.00 8.00 16.5 .000 9.9 218 .052 .027 0.19 0.22 1-1,2 Both Ext 33.2 4.17 8.00 16.5 .001 9.9 218 .052 .027 0.73 0.76 1-1,3 Line 3 Both Ext 33.2 12.33 8.00 16.5 .000 9.9 218 .052 .027 0.25 0.28 3-2 Line 4 1 Both 1 76.3 18.50 8.00 16.5 .001 9.9 218 .052 .062 0.17 0.23 4-1 Line5 1 Both Ext 89.3 9.83 8.00 16.5 .002 9.9 218 .052 .073 0.31 0.39 5-1,2 5-1,3 1 Both Ext 33.4 10.17 8.00 16.5 .001 9.9 218 .052 .027 0.30 0.33 Line B Both Ext 33.4 4.00 8.00 16.5 .001 9.9 218 .052 .027 0.77 0.79 B-1,1 1 Both Ext 15.5 3.17 8.00 16.5 .001 9.9 218 .052 .013 0.10 0.11 B-1,2 Line C Both Ext 15.1 3.08 8.00 16.5 .001 9.9 218 .052 .012 0.10 0.12 C-1,1 1 W ->E Ext 59.1 2.67 8.00 16.5 .004 9.9 218 .052 .048 1.15 1.20 C-1,2 E ->W Ext 59.1 2.67 8.00 16.5 .004 9.9 218 .052 .048 0.00 0.05 W ->E Ext 68.3 3.08 8.00 16.5 .004 9.9 218 .052 .055 0.00 0.06 Line D E ->W Ext 68.3 3.08 8.00 16.5 .004 9.9 218 .052 .055 0.99 1.05 D-1,1 1 Both Ext 172.2 3.08 8.00 16.5 .010 9.9 218 .052 .140 0.99 1.14 D-1,2 Line F Both Ext 162.9 2.92 8.00 16.5 .010 9.9 218 .052 .132 1.05 1.19 F-1 Line G 1 Both 1 186.2 11.50 8.00 16.5 .003 9.9 218 .052 .151 0.27 0.42 G-1,1 1 Both Ext 28.5 4.17 8.00 16.5 .001 9.9 218 .052 .023 0.08 0.10 G-1,2 Both Ext 28.5 17.33 8.00 16.5 .000 9.9 218 .052 .023 0.02 0.04 G-1,3 Both Ext 28.5 7.00 8.00 16.5 .001 9.9 218 .052 .023 0.05 0.07 G-1,4 Lanand. Both Ext 17.8 2.50 8.00 16.5 .001 9.9 218 .052 .014 0.13 0.14 Wall, segment - Wall and segment between openings, e.g. 8-3, 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. 25 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 1 Dir— Force direction Srf— Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v — Shear force per unit distance on wall segment using 1.0 Wa = wind load based on serviceability wind speeds from ASCE 7 CC.1.2, Figs. CC1- CC4. For perforated walls, vmax from SDPWS 4.3-9 is used, as per 4.3.2.1 b — Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 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 / 1000 Ga. Ga — Factor x vw / (Factor x vw / Gt + 0.75 en), adapted from SDPWS Ex. C4.3.2-1; vw — ASD sheathing capacity; Gt — Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en — Nail slip from SDPWS table C4.2.2D; Vn — Shear force per nail using Factor x vw; Factor = Ps/Pm/0.6 for WSP, 1.0 for other materials; Ps - serviceability wind pressure; Pm - MWFRS wind pressure Hold — Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total defl = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 26 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 MWFRS HOLD-DOWN DISPLACEMENT (flexible wind design) These displacements are used to determine deflections for force distribution 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 1-1,1 S ->N STHD14-R -622 .000* .000 0.000 - - .000 0.04 0.04 0.01 N ->S STHD14-R -648 .000* .000 0.000 - - .000 0.04 0.04 0.01 1-1,2 S ->N STHD14-R 340 .118* .000 0.118 - - .038 0.04 0.20 0.22 N ->S STHD14-R 474 .118* .000 0.118 - - .038 0.04 0.20 0.22 Line 3 3-1 Both STHD14 1787 .118* .000 0.118 - - .038 0.04 0.20 0.35 3-2 S ->N STHD14-R 448 .118* .000 0.118 - - .038 0.04 0.20 0.09 N ->S STHD14-R 464 .118* .000 0.118 - - .038 0.04 0.20 0.09 Line 5 5-1,2 S ->N STHD14-R 528 .118* .000 0.118 - - .038 0.04 0.20 0.09 N ->S STHD14-R 816 .118* .000 0.118 - - .038 0.04 0.20 0.09 Line6 6-1,1 S ->N STHD14-R 196 .118* .000 0.118 - - .038 0.04 0.20 0.47 N ->S STHD14-R 137 .118* .000 0.118 - - .038 0.04 0.20 0.47 6-1,2 \ S ->N STHD14-R 147 .118* .000 0.118 - - .038 0.04 0.20 0.29 N ->S STHD14-R 206 .118* .000 0.118 - - .038 0.04 0.20 0.29 Line A A-1,1 W ->E STHD14 199 .118* .000 0.118 - - .038 0.04 0.20 0.59 E ->W STHD14 -50 .000* .000 0.000 - - .000 0.00 0.00 0.00 A-1,2 W ->E STHD14 -50 .000* .000 0.000 - - .000 0.00 0.00 0.00 E ->W STHD14 199 .118* .000 0.118 - - .038 0.04 0.20 0.59 Line B B-1,2 W ->E STHD14-R 2374 .118* .000 0.118 - - .038 0.04 0.20 0.49 E ->W STHD14-R 2341 .118* .000 0.118 - - .038 0.04 0.20 0.49 B-1,3 W ->E STHD14-R 1979 .118* .000 0.118 - - .038 0.04 0.20 0.58 E ->W STHD14-R 2122 .118* .000 0.118 - - .038 0.04 0.20 0.58 Line E E-1 Both MSTC48B3 893 .125* .000 0.125 - - .038 0.04 0.20 0.17 E-2 Both STHD14-R 680 .118* .000 0.116 - - .038 0.04 0.20 0.68 Line F F-1,1 W ->E STHD14-R 636 .118* .000 0.118 - - .038 0.04 0.20 0.10 E ->W STHD14-R 892 .118* .000 0.118 - - .038 0.04 0.20 0.10 Line G G-1,1 W ->E STHD14-R 151 .118* .000 0.118 - - .038 0.04 0.20 0.44 E ->W STHD14-R -2074 .000* .000 0.000 - - .000 0.04 0.04 0.09 G-1,2 W ->E STHD14-R -1428 .000* .000 0.000 - - .000 0.04 0.04 0.07 E ->W STHD14-R -447 .000* .000 0.000 - - .000 0.04 0.04 0.07 G-1,3 W ->E STHD14-R -605 .000* .000 0.000 - - .000 0.04 0.04 0.06 E ->W STHD14-R -292 .000* .000 0.000 - - .000 0.04 0.04 0.06 G-1,4 W ->E STHD14-R -568 .000* .000 0.000 - - .000 0.04 0.04 0.09 E ->W STHD14-R 209 .118* .000 0.118 - - .038 0.04 0.20 0.44 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl lbs in in in Ibs in in in in in Level 2 Line 1 1-1,1 S ->N MST -37 39 .125* .000 0.125 - - .218 0.04 0.38 0.19 N ->S MST -37 3 .125* .000 0.125 - - .218 0.04 0.38 0.19 1-1,2 S ->N MST -37 153 .125* .000 0.125 - - .218 0.04 0.38 0.73 N ->S MST -37 164 .125* .000 0.125 - - .218 0.04 0.38 0.73 1-1,3 S ->N MST -37 59 .125* .000 0.125 - - .218 0.04 0.38 0.25 N ->S MST -37 83 .125* .000 0.125 - - .218 0.04 0.38 0.25 Line 3 3-2 Both MSTC48B3 373 .125* .000 0.125 - - .218 0.04 0.38 0.17 Line 4 4-1 Both MST -37 498 .125* .000 0.125 - - .218 0.04 0.38 0.31 Line 5 5-1,2 S ->N MST -37 189 .125* .000 0.125 - - .218 0.04 0.38 0.30 N ->S MST -37 142 .125* .000 0.125 - - .218 0.04 0.38 0.30 5-1,3 S ->N MST -37 123 .125* .000 0.125 - - .218 0.04 0.38 0.77 N ->S MST -37 217 .125* .000 0.125 - - .218 0.04 0.38 0.77 Line B B-1,1 W ->E MST -37 -132 .000* .000 0.000 - - .000 0.04 0.04 0.10 E ->W MST -37 -518 .000* .000 0.000 - - .000 0.04 0.04 0.10 B-1,2 W ->E MST -37 -514 .000* .000 0.000 - - .000 0.04 0.04 0.10 E ->W MST -37 -128 .000* .000 0.000 - - .000 0.04 0.04 0.10 27 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 MWFRS HOLD-DOWN DISPLACEMENT (flexible wind design, continued) Line C C-1,1 W ->E MST -37 230 .125* .000 0.125 - - .218 0.04 0.38 1.15 E ->W MST -37 -156 .000* .000 0.000 - - .000 0.00 0.00 0.00 C-1,2 W ->E MST -37 -127 .000* .000 0.000 - - .000 0.00 0.00 0.00 E ->W MST -37 259 .125* .000 0.125 - - .218 0.04 0.38 0.99 Line D 0-1,1 W ->E MST -37 1061 .125* .000 0.125 - - .218 0.04 0.38 0.99 E ->W MST -37 812 .125* .000 0.125 - - .218 0.04 0.38 0.99 D-1,2 W ->E MST -37 760 .125* .000 0.125 - - .218 0.04 0.38 1.05 E ->W MST -37 1010 .125* .000 0.125 - - .218 0.04 0.38 1.05 Line F F-1 Both MSTC48B3 385 .125* .000 0.125 - - .218 0.04 0.38 0.27 Line G G-1,1 W ->E MST -37 -119 .000* .000 0.000 - - .000 0.04 0.04 0.08 E ->W MST -37 -505 .000* .000 0.000 - - .000 0.04 0.04 0.08 G-1,2 W ->E MST -37 -1531 .000* .000 0.000 - - .000 0.04 0.04 0.02 E ->W MST -37 -1299 .000* .000 0.000 - - .000 0.04 0.04 0.02 G-1,3 Both MST -37 -497 .000* .000 0.000 - - .000 0.04 0.04 0.05 G-1,4 W ->E MST -37 -215 .000* .000 0.000 - - .000 0.04 0.04 0.13 E ->W MST -37 -61 .000* .000 0.000 - - .000 0.04 0.04 0.13 Legend: Wall, segment- Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B Dir - Force direction Uplift force (P) -Accumulated ASD hold-down tension force from overturning, dead and wind uplift. For perforated walls, T from SDPWS 4.3-8 is used for overturning da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max ASD 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 = ASD uplift force P / number of fasteners Bolts: = Pf/ (270, 000 D^1.5) (NDS 11.3.6) ; D = bolt diameter Nails: = en, from SDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (15% fabrication - 10% in-service moisture contents) x Ls Ls = Perp. -to -grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra - 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl - Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table 28 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 SERVICEABILITY HOLD-DOWN DISPLACEMENT (flexible wind design) These displacements are used to determine deflections for story drift WaU, 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 1-1,1 S ->N STHD14-R -744 .000* .000 0.000 - - .000 0.04 0.04 0.01 N ->S STHD14-R -775 .000* .000 0.000 - - .000 0.04 0.04 0.01 1-1,2 S ->N STHD14-R 406 .118* .000 0.118 - - .038 0.04 0.20 0.22 N ->S STHD14-R 567 .118* .000 0.118 - - .038 0.04 0.20 0.22 Line 3 3-1 Both STHD14 2137 .118* .000 0.118 - - .038 0.04 0.20 0.35 3-2 S ->N STHD14-R 536 .118* .000 0.118 - - .038 0.04 0.20 0.09 N ->S STHD14-R 555 .118* .000 0.118 - - .038 0.04 0.20 0.09 Line 5 5-1,2 S ->N STHD14-R 632 .118* .000 0.118 - - .038 0.04 0.20 0.09 N ->S STHD14-R 975 .118* .000 0.118 - - .038 0.04 0.20 0.09 Line 6 6-1,1 S ->N STHD14-R 234 .118* .000 0.118 - - .038 0.04 0.20 0.47 N ->S STHD14-R 164 .118* .000 0.118 - - .038 0.04 0.20 0.47 6-1,2 S ->N STHD14-R 176 .118* .000 0.118 - - .038 0.04 0.20 0.29 N ->S STHD14-R 246 .118* .000 0.118 - - .038 0.04 0.20 0.29 LineA A-1,1 W ->E STHD14 239 .118* .000 0.118 - - .038 0.04 0.20 0.59 E ->W STHD14 -60 .000* .000 0.000 - - .000 0.00 0.00 0.00 A-1,2 W ->E STHD14 -60 .000* .000 0.000 - - .000 0.00 0.00 0.00 E ->W STHD14 239 .118* .000 0.118 - - .038 0.04 0.20 0.59 Line B B-1,2 W ->E STHD14-R 2839 .118* .000 0.118 - - .038 0.04 0.20 0.49 E ->W STHD14-R 2800 .118* .000 0.118 - - .038 0.04 0.20 0.49 B-1,3 W ->E STHD14-R 2367 .118* .000 0.118 - - .038 0.04 0.20 0.58 E ->W STHD14-R 2538 .118* .000 0.118 - - .038 0.04 0.20 0.58 Line E E-1 Both MSTC48B3 1068 .125* .000 0.125 - - .038 0.04 0.20 0.17 E-2 Both STHD14-R 814 .118* .000 0.118 - - .038 0.04 0.20 0.68 Line F F-1,1 W ->E STHD14-R 760 .118* .000 0.118 - - .038 0.04 0.20 0.10 E ->W STHD14-R 1067 .118* .000 0.118 - - .038 0.04 0.20 0.10 Line G G-1,1 W ->E STHD14-R 180 .118* .000 0.118 - - .038 0.04 0.20 0.44 E ->W STHD14-R -2480 .000* .000 0.000 - - .000 0.04 0.04 0.09 G-1,2 W ->E STHD14-R -1708 .000* .000 0.000 - - .000 0.04 0.04 0.07 E ->W STHD14-R -535 .000* .000 0.000 - - .000 0.04 0.04 0.07 G-1,3 W ->E STHD14-R -724 .000* .000 0.000 - - .000 0.04 0.04 0.06 E ->W STHD14-R -349 .000* .000 0.000 - - .000 0.04 0.04 0.06 0-1,4 W ->E STHD14-R -679 .000* .000 0.000 - - .000 0.04 0.04 0.09 E ->W STHD14-R 250 .118* .000 0.118 - - .038 0.04 0.20 0.44 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl lbs in in in lbs in in in in in Level 2 Line 1 1-1,1 S ->N MST -37 46 .125* .000 0.125 - - .218 0.04 0.38 0.19 N ->S MST -37 4 .125* .000 0.125 - - .218 0.04 0.38 0.19 1-1,2 S ->N MST -37 182 .125* .000 0.125 - - .218 0.04 0.38 0.73 N ->S MST -37 196 .125* .000 0.125 - - .218 0.04 0.38 0.73 1-1,3 S ->N MST -37 71 .125* .000 0.125 - - .218 0.04 0.38 0.25 N ->S MST -37 99 .125* .000 0.125 - - .218 0.04 0.38 0.25 Line 3 3-2 Both MSTC48B3 446 .125* .000 0.125 - - .218 0.04 0.38 0.17 Line 4 4-1 Both MST -37 596 .125* .000 0.125 - - .218 0.04 0.38 0.31 Line 5 5-1,2 S ->N MST -37 225 .125* .000 0.125 - - .218 0.04 0.38 0.30 N ->S MST -37 170 .125* .000 0.125 - - .218 0.04 0.38 0.30 5-1,3 S ->N MST -37 147 .125* .000 0.125 - - .218 0.04 0.38 0.77 N ->S MST -37 259 .125* .000 0.125 - - .218 0.04 0.38 0.77 Line B 0-1,1 W ->E MST -37 -158 .000* .000 0.000 - - .000 0.04 0.04 0.10 E ->W MST -37 -620 .000* .000 0.000 - - .000 0.04 0.04 0.10 B-1,2 W ->E MST -37 -615 .000* .000 0.000 - - .000 0.04 0.04 0.10 E ->W MST -37 -153 .000* .000 0.000 - - .000 0.04 0.04 0.10 29 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 SERVICEABILITY HOLD-DOWN DISPLACEMENT flexible wind design, continued) Line C C-1,1 W ->E MST -37 275 .125* .000 0.125 - - .218 0.04 0.38 1.15 E ->W MST -37 -186 .000* .000 0.000 - - .000 0.00 0.00 0.00 C-1,2 W ->E MST -37 -152 .000* .000 0.000 - - .000 0.00 0.00 0.00 E ->W MST -37 310 .125* .000 0.125 - - .218 0.04 0.38 0.99 Line D D-1,1 W ->E MST -37 1269 .125* .000 0.125 - - .218 0.04 0.38 0.99 E ->W MST -37 970 .125* .000 0.125 - - .218 0.04 0.38 0.99 D-1,2 W ->E MST -37 909 .125* .000 0.125 - - .218 0.04 0.38 1.05 E ->W MST -37 1208 .125* .000 0.125 - - .218 0.04 0.38 1.05 Line F F-1 Both MSTC48B3 461 .125* .000 0.125 - - .218 0.04 0.38 0.27 Line G G-1,1 W ->E MST -37 -142 .000* .000 0.000 - - .000 0.04 0.04 0.08 E ->W MST -37 -604 .000* .000 0.000 - - .000 0.04 0.04 0.08 G-1,2 W ->E MST -37 -1831 .000* .000 0.000 - - .000 0.04 0.04 0.02 E ->W MST -37 -1554 .000* .000 0.000 - - .000 0.04 0.04 0.02 G-1,3 Both MST -37 -595 .000* .000 0.000 - - .000 0.04 0.04 0.05 G-1,4 W ->E MST -37 -257 .000* .000 0.000 - - .000 0.04 0.04 0.13 E ->W MST -37 -72 .000* .000 0.000 - - .000 0.04 0.04 0.13 Legend: Wall, segment- Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B Dir - Force direction Uplift force (P) -Accumulated hold-down tension force from overturning, dead and wind uplift using load combination D + Wa from ASCE 7 CC.1.2. For perforated walls, T from SDPWS 4.3-8 is used for overturning Wa = wind load based on serviceability wind speeds from ASCE 7 CC.1.2, Figs. CC1 - CC4 da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / (Ab x Es ); Ab - bolt cross-sectional area; Es = steel modulus = 29000000 psi; L=Lb -Lh; Lb = Total bolt length shown in Storey information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = Unfactored uplift force P / number of fasteners Bolts: = Pf / (270, 000 D^1.5) (NDS 11.3.6) ; D = bolt diameter Nails: = en, from SDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (15% 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 30 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 Out -of -plane Wind Design COMPONENTS AND CLADDING by SHEARLINE Line North-South Shearlines Lev Grp Sheathing [pst] Force Cap Force/ Cap Force End Fastener Withdrawal [lbs] Cap Force/Cap Int End Int Service Cond Factors Temp Moist 1 1 1 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 2 1 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 2 2 1 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 3 1 1 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 2 1 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 4 2 1 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 5 1 1 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 2 1 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 6 1 1 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 9.6 190.6 0.05 12.8 12.8 105.5 0.12 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 2 1 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 C 2 1 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 D 2 1 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 E 1 1 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 G 1 1 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 2 1 10.4 190.6 0.05 13.9 12.8 105.5 0.13 0.12 1.00 1.00 �egena: 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 12.2-3 31 WoodWorks® Shearwalls SEISMIC INFORMATION 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 1 Flexible Diaphragm Seismic Design Level Mass [lbs] Area [sq.ft] Story Shear [lbs] E -W N -S Diaphragm Force Fpx [lbs] E -W N -S 2 28178 1380.2 5717 5717 5717 5717 1 35720 1648.6 4113 4113 7192 7192 All 63898 - 9830 9830 - - �egena: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear — Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E -W 1.00, N -S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 1.01; Ev = 0.201 D unfactored; 0.141 D factored; total dead load factor: 0.6 - 0.141 = 0.459 tension, 1.0 + 0.141 = 1.141 compression. 32 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 SHEAR RESULTS (flexible seismic design N -S Shearlines W Gp For Dir ASD Shear Force [plf] v vmax V [lbs] Asp -Cub Int Ext Int Allowable Shear [plf] Ext Co C Cmb V [lbs] Resp. Ratio Line 1 Level 2 Lnl, Lev2 - Both - - 1255 - - - - - - 8450 - Wall 1-1 1 Both - - 1255 - 1.0 - 260 - - 8450 - Seg. 1 - Both 38.6 - 618 - 1.0 - 260 - 260 4160 0.15 Seg. 2 - Both 38.6 - 161 - 1.0 - 260 - 260 1083 0.15 Seg. 3 - Both 38.6 - 476 - 1.0 - 260 - 260 3207 0.15 Level 1 Lnl, Levl - Both - - 2170 - - - - - - 10357 - Wall 1-1 1 Both - - 2170 - 1.0 - 260 - - 10357 - Seg. 1 - Both 54.5 - 1743 - 1.0 - 260 - 260 8320 0.21 Seg. 2 - Both 54.5 - 427 - 1.0 - 260 - 260 2037 0.21 Line 3 Level 2 Ln3, Lev2 - Both - - 1105 - - - - - - 4810 - Wall 3-2 1 Both 59.7 - 1105 - 1.0 - 260 - 260 4810 0.23 Level 1 Ln3, Levl - Both - - 2796 - - - - - - 6435 - Wall 3-1 1 Both 113.0 - 565 - 1.0 - 260 - 260 1300 0.43 Wall 3-2 1 Both 113.0 - 2231 - 1.0 - 260 - 260 5135 0.43 Line 4 Level 2 Ln4, Lev2 - Both - - 945 - - - - - - 2557 - Wall 4-1 1 Both 96.1 - 945 - 1.0 - 260 - 260 2557 0.37 Level 1 Ln4, Levl - Both - - 0 - - _ - _ - - - Line5 Level 2 Ln5, Lev2 - Both - - 697 - - - - - - 3683 - Wall 5-1 1 Both - - 697 - 1.0 - 260 - - 3683 - Seg. 1 - Both 0.0 - 0 - 1.0 - 260 - 260 - - Seg. 2 - Both 49.2 - 500 - 1.0 - 260 - 260 2643 0.19 Seg. 3 - Both 49.2 - 197 - 1.0 - 260 - 260 1040 0.19 Level 1 Ln5, Levl - Both - - 1802 - - - - - - 4853 - Wall 5-1 1 Both - - 1802 - 1.0 - 260 - - 4853 - Seg. 1 - Both 0.0 - 0 - 1.0 - 260 - _ 260 - - Seg. 2 - Both 96.6 - 1802 - 1.0 - 260 - 260 4853 0.37 Line 6 Ln6, Levl - Both - - 113 - - - - - 2394 - Wall 6-1 1 Both - - 113 - 1.0 - 260 - - 2394 - Seg. 1 - Both 10.2 - 38 - .83 - 217 - 217 813 0.05 Seg. 2 - Both 12.2 - 74 - 1.0 - 260 - 260 1582 0.05 E -W W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax V ribs] Int Ext Int Ext Co C Cmb V [lbs] Ratio Line A Level 1 LnA, Levl - Both - - 212 - - - - - - 1040 - Wall A-1 1 Both - - 212 - 1.0 - 260 - - 1040 - Seg. 1 - Both 35.3 - 106 - .67 - 173 - 173 520 0.20 Seg. 2 - Both 35.3 - 106 - .67 - 173 - 173 520 0.20 Line B Level 2 LnB, Lev2 - Both - - 235 - - - - - - 1270 - Wall B-1 1 Both - - 235 - 1.0 - 260 - - 1270 - Seg. 1 - Both 38.1 - 121 - .79 - 206 - 206 652 0.19 Seg. 2 - Both 37.1 - 114 - .77 - 200 - 200 618 0.19 Wall B-2 1 Both 0.0 - 0 - 1.0 - 260 - - - - Level1 LnB, Levl - Both - - 1663 - - - - - - 1853 - Wall B-1 2^ Both - - 1663 - 1.0 - 380 - - 1853 - Seg. 1 - Both 0.0 - 0 - 1.0 - 380 - 380 - - Seg. 2 - Both 271.6 - 973 - .80 - 303 - 303 1084 0.90 Seg. 3 - Both 228.7 - 690 - .67 - 255 - 255 768 0.90 Line C Level 2 LnC, Lev2 - Both - - 407 - - - - 1080 - Wall C-1 1 Both - - 407 - 1.0 - 260 - - 1080 - Seg. 1 - Both 65.4 - 174 - .67 - 173 - 173 462 0.38 33 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 SHEAR RESULTS (flexible seismic design,. continued) Seg. 2 Line D LnD, Lev2 Wall D-1 Seg. 1 Seg. 2 Line E Levell LnE, Levl - - 1^ - - - Both Both Both Both Both Both 75.6 - - 149.8 141.7 - - 233 - 875 - 875 - 462 - 413 - 1245 - .77 - - - 1.0 - .77 - .73 - - - 200 - - - - - 260 - - 200 - - 190 - - - - 200 - - 200 190 - 618 1171 1171 618 553 3121 0.38 - - 0.75 0.75 - Wall E-1 1 Both 103.7 - 1089 - 1.0 - 260 - 260 2730 0.40 Wall E-2 1 Both 59.9 - 156 - .58 - 260 - 150 391 0.40 Line F Level 2 LnF, Lev2 - Both - - 1452 - - - - - - 2990 - Wall F-1 1 Both 126.2 - 1452 - 1.0 - 260 - 260 2990 0.49 Level 1 LnF, Levl - Both - - 2053 - - - - - - 4680 - Wall F-1 1 Both - - 2053 - 1.0 - 260 - - 4680 - Seg. 1 - Both 114.1 - 2053 - 1.0 - 260 - 260 4680 0.44 Seg. 2 - Both 0.0 - 0 - 1.0 - 260 - 260 - - LineG Level 2 LnG, Lev2 - Both - - 1033 - - - - - - 7816 - Wall G-1 1 Both - - 1033 - 1.0 - 260 - - 7816 - Seg. 1 - Both 34.4 - 143 - 1.0 - 260 - 260 1083 0.13 Seg. 2 - Both 34.4 - 596 - 1.0 - 260 - 260 4507 0.13 Seg. 3 - Both 34.4 - 241 - 1.0 - 260 - 260 1820 0.13 Seg. 4 - Both 21.5 - 54 - .63 - 163 - 163 406 0.13 Level 1 LnG, Levl - Both - - 1716 - - - - - - 4839 - Wall G-1 1 Both - - 1716 - 1.0 - 260 - - 4839 - Seg. 1 - Both 81.9 - 328 - .89 - 231 - 231 924 0.35 Seg. 2 - Both 92.2 - 469 - 1.0 - 260 - 260 1322 0.35 Seg. 3 - Both 92.2 - 592 - 1.0 - 260 - 260 1668 0.35 Seg. 4 - Both 81.9 - 328 - .89 - 231 - 231 924 0.35 egenu: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of seismic force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub - For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V - Total factored shear capacity of shearline, wall or segment. Crit Resp - Response ratio = v/Cmb = design shear force/unit shear capacity. 'W" indicates that the wind design criterior 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. 34 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 HOLD-DOWN DESIGN (flexible seismic design Level 1 Line- Wall Posit'n Location [ft] X Y Shear Tensile ASD Holddown Force [lbs] Dead Ev Cmb'd Cap Hold-down [lbs] Crit Resp. Line 1 1-1 L End 0.00 0.12 580 1246 V Elem 0.00 5.13 314 187 44 170 Refer to upper level V Elem 0.00 20.88 314 222 52 144 Refer to upper level V Elem 0.00 24.13 329 84 20 264 Refer to upper level V Elem 0.00 28.04 329 72 17 273 Refer to upper level V Elem 0.00 30.29 315 168 39 187 Refer to upper level 1-1 7 L Op 1 0.00 31.88 580 1271 1-1 R Op 1 0.00 34.79 506 205 48 350 STHD14-RJ 3815 0.09 1-1 Line 3 R End 0.00 42.38 822 297 70 • 594 STHD14-RJ 3815 0.16 3-1 L End 22.00 0.12 1297 59 14 1252 STHD14 3815 0.33 3-1 R End 22.00 4.88 1297 59 14 1252 STHD14 3815 0.33 3-2 L End 22.00 5.13 1030 1017 239 252 STHD14-RJ 3815 0.07 V Elem 22.00 6.88 16 Refer to upper level V Elem 22.00 7.13 484 144 34 374 Refer to upper level 3-2 R End 22.00 24.63 1030 1001 235 264 STHD14-RJ 3815 0.07 Line 4 V Elem 22.00 25.38 484 144 34 374 Refer to upper level V Elem 30.00 5.13 789 115 27 701 Refer to upper level Line 5 V Elem 30.00 14.71 789 115 27 701 Refer to upper level V Elem 40.00 14.96 18 Refer to upper level V Elem 40.00 16.21 64 Refer to upper level 5-1 L End 40.00 19.96 23 V Elem 40.00 20.46 624 166 39 497 Refer to upper level 5-1 L Op 1 40.00 20.71 94 5-1 R Op 1 40.00 23.96 881 507 119 493 STHD14-RJ 3815 0.13 V Elem 40.00 30.38 624 213 50 462 Refer to upper level V Elem 40.00 38.63 465 140 33 357 Refer to upper level 5-1 Line 6 R End 40.00 42.38 1345 484 114 975 STHD14-RJ 3815 0.26 6-1 6-1 L End 42.60 5.13 122 44 10 89 STHD14-RJ 3815 0.02 6-1 L Op 1 42.60 8.62 122 102 24 44 STHD14-RJ 3815 0.01 6-1 R Op 1 42.60 13.88 141 130 30 42 STHD14-RJ 3815 0.01 Line A R End 42.60 19.71 141 71 17 87 STHD14-RJ 3815 0.02 A-1 A-1 L End 0.12 0.00 347 47 11 311 STHD14 3815 0.08 A-1 L Op 1 R 2.88 0.00 347 296 70 120 STHD14 3815 0.03 A-1 Op 1 19.12 0.00 347 296 70 120 STHD14 3815 0.03 Line B R End 21.88 0.00 347 47 11 311 STHD14 3815 0.08 V Elem 0.12 5.00 331 245 57 144 Refer to upper level V Elem 3.04 5.00 331 631 Refer to upper level V Elem 8.29 5.00 323 624 Refer to upper level B-1 V Elem L End 11.13 22.13 5.00 5.00 323 238 20 56 141 Refer to upper level B-1 L Op 2 22.88 5.00 130 B-1 B-1 R Op 1 L Op 2 28.79 5.00 2628 180 42 2490 STHD14-RJ 3815 0.65 B-1 R Op 2 32.13 5.00 2628 213 50 2465 STHD14-RJ 3815 0.65 8-1 R End 39.71 5.00 2244 202 47 2090 STHD14-RJ 3815 0.55 Line C 42.48 5.00 2244 59 14 2199 STHD14-RJ 3815 0.58 V Elem 11.38 7.00 577 206 48 419 Refer to upper level V Elem 13.79 7.00 ' 577 592 139 124 Refer to upper level V Elem 19.04 7.00 658 624 147 180 Refer to upper level Line D V Elem 21.88 7.00 658 238 56 476 Refer to upper level V Elem 30.13 14.83 1304 192 45 1157 Refer to upper level V Elem 32.96 14.83 1304 442 104 966 Refer to upper level V Elem 37.21 14.83 1240 432 101 910 Refer to upper level Line E V Elem 39.88 14.83 1240 182 43 1101 Refer to upper level E-1 E-1 L End R End 29.63 19•.83 956 328 77 706 MSTC48B3 3930 0.18 E-2 L End 39.88 19.83 956 328 77 706 MSTC48B3 3930 0.18 E-2 R End 40.12 19.83 597 81 19 535 STHD14-RJ 3815 0.14 Line F 42.48 19.83 597 81 19 535 STHD14-RJ 3815 0.14 F-1 L End V Elem 0.12 24.75 2073 2097 493 469 STHD14-RJ 3815 0.12 F-1 11.38 25.50 1032 888 209 353 Refer to upper level L Op 1 17.87 24.75 1041 567 133 607 STHD14-RJ 3815 0.16 35 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 HOLD-DOWN DESIGN (flexible seismic design, continued) Line G G-1 L End 0.12 42.50 G-1 L Op 1 3.88 42.50 G-1 R Op 1 14.63 42.50 G-1 L Op 2 19.46 42.50 G-1 R Op 2 25.71 42.50 ✓ Elem 26.38 42.50 ✓ Elem 28.63 42.50 G-1 L Op 3 31.88 42.50 G-1 R Op 3 36.13 42.50 ✓ Elem 37.62 42.50 G-1 R End 39.88 42.50 1079 771 181 489 940 3189 1012 2622 873 1245 863 1395 279 1493 285 695 908 1279 546 1485 191 347 978 642 151 486 STHD14-RJ 3815 0.13 Refer to upper level Refer to upper level Refer to upper level STHD14-RJ 3815 0.13 Level 2 Line- Location [ft] Wall Posit'n X Y Tensile ASD Holddown Force [lbs] Shear Dead Ev Cmb'd Line 1 1-1 L End 0.00 5.13 1-1 L Op 1 0.00 20.88 1-1 R Op 1 0.00 24.13 1-1 L Op 2 0.00 28.04 1-1 R Op 2 0.00 30.29 1-1 R End 0.00 42.38 Line 3 3-1 L End 22.00 5.13 3-1 R End 22.00 6.88 3-2 L End 22.00 7.13 3-2 R End 22.00 25.38 Line 4 4-1 L End 30.00 5.13 4-1 R End 30.00 14.71 Line 5 5-1 L End 40.00 14.96 5-1 L Op 2 40.00 16.21 5-1 R Op 1 40.00 20.46 5-1 L Op 2 40.00 30.38 5-1 R Op 2 40.00 38.63 5-1 R End 40.00 42.38 Line B B-1 L End 0.12 5.00 B-1 L Op 1 3.04 5.00 B-1 R Op 1 8.29 5.00 B-1 R End 11.13 5.00 Line C C-1 L End 11.38 7.00 C-1 L Op 1 13.79 7.00 C-1 R Op 1 19.04 7.00 C-1 R End 21.88 7.00 Line D D-1 L End 30.13 14.83 D-1 L Op 1 32.96 14.83 D-1 R Op 1 37.21 14.83 D-1 R End 39.88 14.83 Line F F-1 L End 0.12 25.50 F-1 R End 11.38 25.50 Line G G-1 L End 0.12 42.50 G-1 L Op 1 4.04 42.50 G-1 R Op 1 9.29 42.50 G-1 L Op 2 26.38 42.50 G-1 R Op 2 28.63 42.50 G-1 L Op 3 35.38 42.50 G-1 R Op 3 37.62 42.50 G-1 R End 39.88 42.50 314 187 44 170 314 222 52 144 329 84 20 264 329 72 17 273 315 168 39 187 315 144 34 205 16 16 484 144 34 374 484 144 34 374 789 115 27 701 789 115 27 701 18 64 624 166 39 497 624 213 50 462 465 140 33 357 465 47 11 429 331 245 57 144 331 631 323 624 323 238 56 141 577 206 48 419 577 592 139 124 658 624 147 180 658 238 56 476 1304 192 45 1157 1304 442 104 966 1240 432 101 910 1240 182 43 1101 1032 888 209 353 1032 888 209 353 292 322 76 46 292 708 279 1725 279 1493 285 695 285 695 191 347 191 193 45 43 Cap Crit Hold-down [lbs] Resp. MST -37 2710 0.06 MST -37 2710 0.05 MST -37 2710 0.10 MST -37 2710 0.10 MST -37 2710 0.07 MST -37 2710 0.08 MSTC48B3 3930 0.10 MSTC48B3 3930 0.10 MST -37 2710 0.26 MST -37 2710 0.26 MST -37 2710 0.18 MST -37 2710 0.17 MST -37 2710 0.13 MST -37 2710 0.16 MST -37 MST -37 2710 0.05 2710 0.05 MST -37 2710 0.15 MST -37 2710 0.05 MST -37 2710 0.07 MST -37 2710 0.18 MST -37 2710 0.43 MST -37 2710 0.36 MST -37 2710 0.34 MST -37 2710 0.41 MSTC48B3 3930 0.09 MSTC48B3 3930 0.09 MST -37 MST -37 2710 0.02 2710 0.02 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 36 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 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. For perforated walls, T from SDPWS 4.3-8 is used Dead — Dead Toad resisting component, factored for ASD by 0.60 Ev — Vertical seismic load effect from ASCE 7 12.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.235 x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of ASD -factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down — Device used from hold-down database Cap — Allowable ASD tension load Crit. Resp. — Critical Response = Combined ASD force/Allowable ASD tension load Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 712.4.2. 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 factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. Shearwalls does not check for either plan or vertical structural irregularities. 37 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 DRAG STRUT FORCES (flexible seismic desien Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Drag Strut Force [lbs] -> <- Line 1 1-1 Left Opening 1 0.00 32.00 109 109 1-1 Right Opening 1 0.00 34.67 27 27 Line 3 3-2 Right Wall End 22.00 24.75 1168 1168 Line 5 5-1 Right Opening 1 40.00 23.83 905 905 Line 6 6-1 Left Opening 1 42.60 8.75 10 10 6-1 Right Opening 1 42.60 13.75 28 28 Line A A-1 Left Opening 1 3.00 0.00 77 77 A-1 Right Opening 1 19.00 0.00 77 77 Line B B-1 Right Opening 1 28.67 5.00 1119 1119 B-1 Left Opening 2 32.25 5.00 286 286 B-1 Right Opening 2 39.58 5.00 572 572 Line E E-1 Left Wall End 29.50 19.83 862 862 Line F F-1 Left Opening 1 18.00 24.75 1129 1129 Line G G-1 Left Opening 1 4.00 42.50 156 156 G-1 Right Opening 1 14.50 42.50 294 294 G-1 Left Opening 2 19.58 42.50 44 44 G-1 Right Opening 2 25.58 42.50 301 301 G-1 Left Opening 3 32.00 42.50 15 15 G-1 Right Opening 3 36.00 42.50 156 156 Level 2 Drag Strut Line- Position on Wall Location [ft] Force [Itis] Wall or Opening X Y -> <- Line 1 1-1 Left Opening 1 0.00 21.00 82 82 1-1 Right Opening 1 0.00 24.00 18 18 1-1 Left Opening 2 0.00 28.17 3 3 1-1 Right Opening 2 0.00 30.17 63 63 Line 3 3-2 Left Wall End 22.00 7.00 62 62 3-2 Right Wall End 22.00 25.50 467 467 Line 4 4-1 Right Wall End 30.00 14.83 697 697 Line 5 5-1 Right Opening 1 40.00 20.33 139 139 5-1 Left Opening 2 40.00 30.50 106 106 5-1 Right Opening 2 40.00 38.50 96 96 Line B B-1 Left Opening 1 3.17 5.00 96 96 B-1 Right Opening 1 8.17 5.00 57 57 B-1 Right Wall End 11.25 5.00 147 147 Line C C-1 Left Wall End 11.25 7.00 153 153 C-1 Left Opening 1 13.92 7.00 15 15 C-1 Right Opening 1 18.92 7.00 83 83 C-1 Right Wall End 22.00 7.00 109 109 Line D D-1 Left Wall End 30.00 14.83 656 656 D-1 Left Opening 1 33.08 14.83 262 262 D-1 Right Opening 1 37.08 14.83 349 349 Line F F-1 Right Wall End 11.50 25.50 1034 1034 Line G G-1 Left Opening 1 4.17 42.50 36 36 G-1 Right Opening 1 9.17 42.50 94 94 G-1 Left Opening 2 26.50 42.50 54 54 G-1 Right Opening 2 28.50 42.50 3 3 G-1 Left Opening 3 35.50 42.50 63 63 G-1 Right Opening 3 37.50 42.50 11 11 38 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of: Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 For perforated walls, shearline force is vmax from 4.3.6.4.1.1. Includes 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 39 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 DEFLECTION (flexible seismic design Wall, segment W Gp Dir Srf v plf b ft h ft Bending A Defl sq.in in Ga kips/ in Nail slip Vn en lbs in Shear Defl in Hold Defl in Total Defl in Level 1 Line 1 1-1,1 1 Both Ext 77.8 32.00 9.00 16.5 .001 13.4 182 .030 .052 0.01 0.06 1-1,2 Both Ext 77.6 7.83 9.00 16.5 .003 13.4 182 .030 .052 0.28 0.33 Line 3 3-1 1 Both Ext 161.4 5.00 9.00 16.5 .008 13.4 182 .030 .108 0.43 0.55 3-2 1 Both 1 161.4 19.75 9.00 16.5 .002 13.4 182 .030 .108 0.11 0.22 Line 5 5-1,2 1 Both Ext 137.9 18.67 9.00 16.5 .002 13.4 182 .030 .092 0.12 0.21 Line6 6-1,1 1 Both Ext 14.6 3.75 9.00 16.5 .001 13.4 182 .030 .010 0.57 0.59 6-1,2 Both Ext 17.5 6.08 9.00 16.5 .001 13.4 182 .030 .012 0.35 0.37 LineA A-1,1 1 Both Ext 50.5 3.00 9.00 16.5 .004 13.4 182 .030 .034 0.72 0.76 A-1,2 Both Ext 50.5 3.00 9.00 16.5 .004 13.4 182 .030 .034 0.72 0.76 Line B B-1,2 2 Both Ext 388.1 3.58 9.00 16.5 .027 19.4 177 .028 .180 0.60 0.81 B-1,3 Both Ext 326.7 3.02 9.00 16.5 .027 19.4 177 .028 .151 0.71 0.89 Line E E-1 1 Both 1 148.2 10.50 9.00 16.5 .004 13.4 182 .030 .099 0.21 0.32 E-2 1 Both Ext 85.6 2.60 9.00 16.5 .008 13.4 182 .030 .057 0.83 0.89 Line F F-1,1 1 Both 1 162.9 18.00 9.00 16.5 .002 13.4 182 .030 .109 0.12 0.23 Line G G-1,1 1 W ->E Ext 117.1 4.00 9.00 16.5 .007 13.4 182 .030 .078 0.54 0.62 E ->W Ext 117.1 4.00 9.00 16.5 .007 13.4 182 .030 .078 0.09 0.18 G-1,2 Both Ext 131.7 5.08 9.00 16.5 .007 13.4 182 .030 .088 0.07 0.17 G-1,3 W ->E Ext 131.7 6.42 9.00 16.5 .005 13.4 182 .030 .088 0.06 0.15 E ->W Ext 131.7 6.42 9.00 16.5 .005 13.4 182 .030 .088 0.34 0.43 G-1,4 W ->E Ext 117.1 4.00 9.00 16.5 .007 13.4 182 .030 .078 0.09 0.18 E ->W Ext 117.1 4.00 9.00 16.5 .007 13.4 182 .030 .078 0.54 0.62 Wall, segment W Gp Dir Srf v b h Bending A Defl Ga kips/ Nail slip Vn en Shear Defl Hold Defl Total Defl pif ft ft sq.in in in lbs in in in in Level 2 Line 1 1-1,1 1 Both Ext 55.1 16.00 8.00 16.5 .001 13.4 182 .030 .033 0.21 0.25 1-1,2 Both Ext 55.1 4.17 8.00 16.5 .002 13.4 182 .030 .033 0.82 0.86 1-1,3 Both Ext 55.1 12.33 8.00 16.5 .001 13.4 182 .030 .033 0.28 0.31 Line 3 3-2 1 Both 1 85.3 18.50 8.00 16.5 .001 13.4 182 .030 .051 0.19 0.24 Line 4 4-1 1 Both Ext 137.3 9.83 d.00 16.5 .002 13.4 182 .030 .082 0.35 0.43 Line5 5-1,2 1 Both Ext 70.3 10.17 8.00 16.5 .001 13.4 182 .030 .042 0.34 0.38 5-1,3 Both Ext 70.3 4.00 8.00 16.5 .003 13.4 182 .030 .042 0.86 0.90 Line B B-1,1 1 W ->E Ext 54.4 3.17 8.00 16.5 .003 13.4 182 .030 .032 1.09 1.12 E ->W Ext 54.4 3.17 8.00 16.5 .003 13.4 182 .030 .032 0.10 0.14 B-1,2 W ->E Ext 53.0 3.08 8.00 16.5 .003 13.4 182 .030 .032 0.10 0.14 E ->W Ext 53.0 3.08 8.00 16.5 .003 13.4 182 .030 .032 1.11 1.15 Line C C-1,1 1 Both Ext 93.4 2.67 8.00 16.5 .006 13.4 182 .030 .056 1.29 1.35 C-1,2 Both Ext 108.0 3.08 8.00 16.5 .006 13.4 182 .030 .064 1.11 1.18 Line D D-1,1 1 Both Ext 214.0 3.08 8.00 16.5 .012 13.4 182 .030 .127 1.11 1.25 D-1,2 Both Ext 202.4 2.92 8.00 16.5 .012 13.4 182 .030 .120 1.18 1.31 Line F F-1 1 Both 1 180.3 11.50 8.00 16.5 .003 13.4 182 .030 .107 0.30 0.41 Line G G-1,1 1 W ->E Ext 49.1 4.17 8.00 16.5 .002 13.4 182 .030 .029 0.82 0.86 E ->W Ext 49.1 4.17 8.00 16.5 .002 13.4 182 .030 .029 0.08 0.11 G-1,2 Both Ext 49.1 17.33 8.00 16.5 .001 13.4 182 .030 .029 0.02 0.05 G-1,3 Both Ext 49.1 7.00 8.00 16.5 .001 13.4 182 .030 .029 0.05 0.08 G-1,4 W ->E Ext 30.7 2.50 8.00 16.5 .002 13.4 182 .030 .018 0.13 0.15 E ->W Ext 30.7 2.50 8.00 16.5 .002 13.4 182 .030 .018 1.37 1.39 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 40 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 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 distance on wall segment = ASD force/0.70. For perforated walls, vmax from SDPWS 4.3-9 is used, as per 4.3.2.1 b — Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 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 / 1000 Ga. Ga — 1.4 vs / (1.4 vs / Gt + 0.75 en) from SDPWS Ex. C4.3.2-1; vs — ASD sheathing capacity; Gt— Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en — Nail slip from SDPWS table C4.2.2D; Vn — Shear force per nail along panel edge using 1.4 vs Hold — Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total deft = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 41 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 HOLD-DOWN DISPLACEMENT (flexible seismic design) Wall, segment Dir Hold- down Uplift force lbs Elong / Disp Manuf Add in in da in Slippage Pf lbs da in Shrink da in Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1,1 S ->N STHD14-R -622 .000* .000 0.000 - - .000 0.04 0.04 0.01 N ->S STHD14-R -652 .000* .000 0.000 - - .000 0.04 0.04 0.01 1-1,2 S ->N STHD14-R 485 .162* .000 0.162 - - .038 0.04 0.24 0.28 N ->S STHD14-R 828 .162* .000 0.162 - - .038 0.04 0.24 0.28 Line 3 3-1 Both STHD14 1785 .162* .000 0.162 - -.038 0.04 0.24 0.43 3-2 S ->N STHD14-R 287 .162* .000 0.162 - - .038 0.04 0.24 0.11 N ->S STHD14-R 305 .162* .000 0.162 - - .038 0.04 0.24 0.11 Line5 5-1,2 S ->N STHD14-R 668 .162* .000 0.162 - - .038 0.04 0.24 0.12 N ->S STHD14-R 1359 .162* .000 0.162 - - .038 0.04 0.24 0.12 Line 6 6-1,1 S ->N STHD14-R 123 .162* .000 0.162 - - .038 0.04 0.24 0.57 N ->S STHD14-R 55 .162* .000 0.162 - - .038 0.04 0.24 0.57 6-1,2 S ->N STHD14-R 51 .162* .000 0.162 - - .038 0.04 0.24 0.35 N ->S STHD14-R 119 .162* .000 0.162 - - .038 0.04 0.24 0.35 Line A A-1,1 W ->E STHD14 441 .162* .000 0.162 - - .038 0.04 0.24 0.72 E ->W STHD14 150 .162* .000 0.162 - - .038 0.04 0.24 0.72 A-1,2 W ->E STHD14 150 .162* .000 0.162 - - .038 0.04 0.24 0.72 E ->W STHD14 441 .162* .000 0.162 - - .038 0.04 0.24 0.72 Line B B-1,2 W ->E STHD14-R 3544 .162* .000 0.162 - - .038 0.04 0.24 0.60 E ->W STHD14-R 3507 .162* .000 0.162 - - .038 0.04 0.24 0.60 B-1,3 W ->E STHD14-R 2971 .162* .000 0.162 - - .038 0.04 0.24 0.71 E ->W STHD14-R 3137 .162* .000 0.162 - - .038 0.04 0.24 0.71 Line E E-1 Both MSTC48B3 985 .172* .000 0.172 - - .038 0.04 0.25 0.21 E-2 Both STHD14-R 758 .162* .000 0.162 - - .038 0.04 0.24 0.83 Line F F-1,1 W ->E STHD14-R 520 .162* .000 0.162 - - .038 0.04 0.24 0.12 E ->W STHD14-R 826 .162* .000 0.162 - - .038 0.04 0.24 0.12 Line G G-1,1 W ->E STHD14-R 644 .162* .000 0.162 - - .038 0.04 0.24 0.54 E ->W STHD14-R -1774 .000* .000 0.000 - - .000 0.04 0.04 0.09 G-1,2 W ->E STHD14-R -991 .000* .000 0.000 - - .000 0.04 0.04 0.07 E ->W STHD14-R -203 .000* .000 0.000 - - .000 0.04 0.04 0.07 G-1,3 W ->E STHD14-R -391 .000* .000 0.000 - - .000 0.04 0.04 0.06 E ->W STHD14-R 152 .162* .000 0.162 - - .038 0.04 0.24 0.34 G-1,4 W ->E STHD14-R -198 .000* .000 0.000 - - .000 0.04 0.04 0.09 E ->W STHD14-R 649 .162* .000 0.162 - - .038 0.04 0.24 0.54 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl lbs in in in lbs in in in in in Level2 Line 1 1-1,1 S ->N MST -37 230 .172* .000 0.172 - - .218 0.04 0.43 0.21 N ->S MST -37 189 .172* .000 0.172 - - .218 0.04 0.43 0.21 1-1,2 S ->N MST -37 372 .172* .000 0.172 - - .218 0.04 0.43 0.82 N ->S MST -37 385 .172* .000 0.172 - - .218 0.04 0.43 0.82 1-1,3 S ->N MST -37 255 .172* .000 0.172 - - .218 0.04 0.43 0.28 N ->S MST -37 282 .172* .000 0.172 - - .218 0.04 0.43 0.28 Line 3 3-2 Both MSTC48B3 524 .172* .000 0.172 - - .218 0.04 0.43 0.19 Line 4 4-1 Both MST -37 993 .172* .000 0.172 - - .218 0.04 0.43 0.35 Line 5 5-1,2 S ->N MST -37 699 .172* .000 0.172 - - .218 0.04 0.43 0.34 N ->S MST -37 644 .172* .000 0.172 - - .218 0.04 0.43 0.34 5-1,3 S ->N MST -37 500 .172* .000 0.172 - - .218 0.04 0.43 0.86 N ->S MST -37 609 .172* .000 0.172 - - .218 0.04 0.43 0.86 Line B B-1,1 W ->E MST -37 188 .172* .000 0.172 - - .218 0.04 0.43 1.09 E ->W MST -37 -261 .000* .000 0.000 - - .000 0.04 0.04 0.10 B-1,2 W ->E MST -37 -265 .000* .000 0.000 - - .000 0.04 0.04 0.10 E ->W MST -37 184 .172* .000 0.172 - - .218 0.04 0.43 1.11 Line C 42 WoodWorks® Shearwalls 2017-S1-Stevens.wsw Mar. 29, 2017 05:39:47 HOLD-DOWN DISPLACEMENT (flexible seismic design, continued C-1,1 C-1,2 Line D W ->E E ->W W ->E E ->W MST -37 MST -37 MST -37 MST -37 584 135 213 663 .172* .172* .172* .172* .000 .000 .000 .000 0.172. 0.172 0.172 0.172 - - - - - - - - .218 .218 .218 .218 0.04 0.04 0.04 0.04 0.43 0.43 0.43 0.43 1.29 1.29 1.11 1.11 D-1,1 W ->E MST -37 1639 .172* .000 0.172 - - .218 0.04 0.43 1.11 E ->W MST -37 1348 .172* .000 0.172 - - .218 0.04 0.43 1.11 D-1,2 W ->E MST -37 1269 .172* .000 0.172 - - .218 0.04 0.43 1.18 E ->W MST -37 1559 .172* .000 0.172 - .218 0.04 0.43 1.18 Line F F-1 Both MSTC48B3 441 .172* .000 0.172 - - .218 0.04 0.43 0.30 Line G G-1,1 W ->E MST -37 43 .172* .000 0.172 - - .218 0.04 0.43 0.82 E ->W MST -37 -406 .000* .000 0.000 - - .000 0.04 0.04 0.08 G-1,2 W ->E MST -37 -1610 .000* .000 0.000 - - .000 0.04 0.04 0.02 E ->W MST -37 -1340 .000* .000 0.000 - - .000 0.04 0.04 0.02 G-1,3 Both MST -37 -402 .000* .000 0.000 - - .000 0.04 0.04 0.05 G-1,4 W ->E MST -37 -132 .000* .000 0.000 . - - .000 0.04 0.04 0.13 E ->W MST -37 48 .172* .000 0.172 - - .218 0.04 0.43 1.37 egena: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B Dir - Force direction Uplift force (P) -Strength-level accumulated hold-down tension force from overturning, dead and wind uplift. For perforated walls, T from SDPWS 4.3-8 is used for overturning da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / ( Ab x Es ); Ab - bolt cross-sectional area; Es = steel modulus = 29000000 psi; L=Lb -Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = ASD uplift force P / number of fasteners Bolts: = Pf/(270,000 D^1.5) (NDS 11.3.6) ; D = bolt diameter Nails: = en, from SDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (15% 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 43 SOFTWARE FOR WOOD DESIGN $ Woodworks® Shearwa Mar. 29, 2017 05:39:44 WoodWorks® Shearwalls 11.0.1 2017-S 1-Stevens.wsw /§ P @ 44. 411. 014- Eq E L - VL 17.z9-3' ,- --.. & 4-9 .. 0 ' j z ( E7y+yq-$#Ake-mG \ 22 -=«m£ 5,=0- Ema- 0 - =• 2 co @ a O 00=& /t±5 DDD< + aif c --o' O 0 122 /k)4 o )�% k2m }:0C28 • 7 T,7?e-E O o fi Eo ƒ234• } CN , 0 \ . 14• TD\ 0 0 _ Woodworks® Shea rwalls SOFTWARE FOR WOOD DESIGN 2017-S 1-Stevens.wsw Level 1 of 2 u5 m 0 (0i m Factored shearline force (lbs) Factored holddown force (lbs) e C Compression force exists Vertical element required Loads: Directional Case 1 Wind (W); Forces: WoodWorksS Shearwalls 11.0.1 44.2 3t1tt11iitttltttttttt •f 1038 40.4 56.5 • i.�:A=G2:" G-1 9.2 E -1r: E- B -1 835. ,G :G m w Cr) co t111PHffftf11titft1tfftf1t1tMJJ ti 4 ¢ Unfactored applied shear load (plf) Unfactored dead load (plf,lbs) G-0 Unfactored uplift wind load (plf,lbs) —HI Applied point load or discontinuous shearline force (lbs) 0.6W + 0.6D; Flexible distribution Mar. 29, 2017 05:39:44 Project: 2017-S1-STEVENS Location: GARAGE BOOR HDR Roof Beam [2015 International Building Code(2015 NDS)] 5.5 IN x 12.0 IN x 16.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 429.1% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.10 IN 01857 Dead Load 0.08 in Total Load 0.19 IN U1035 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length A 800 Ib 800 Ib 634 Ib 634 Ib 1434 Ib 1434 Ib 0.40 in 0.40 in BEAM 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 Western 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 Comp. -- to Grain: Fc - -L = 650 Bending Stress: Controlling Moment: 5738 ft -lb 8.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 1434 Ib At support. Created by combining all dead and live loads. ksi E' = 1800 ksi psi Fc -1' = 650 psi Comparisons with required sections: Req'd Provided Section Modulus: 24.95 in3 132 in3 Area (Shear): 7.06 in2 66 in2 Moment of Inertia (deflection): 137.69 in4 792 in4 Moment: 5738 ft -Ib 30360 ft -Ib Shear: 1434 Ib 13409 Ib NOTES Bruce S. MacVeigh, PE 114245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.0.9 3/23/2017 10:26:35 AM page of ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = DL = TW= LL = DL = TW= 25 psf 15 psf 1.5 ft 25 15 2.5 psf psf ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 16 ft Beam Self Weight: BSW = 14 plf Beam Uniform Live Load: wL = 100 plf Beam Uniform Dead Load: wD_adj = 79 plf Total Uniform Load: wT = 179 plf Project: 2017-S1-STEVENS Location: COVERED FRONT PORCH ROOF BEAM Multi -Span Roof Beam (2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 7.705 FT (7.6 + 0.1 ) #2 - Hem -Fir - Dry Use Section Adequate By: 166.4% Controlling Factor: Moment DEFLECTIONS Center Right Live Load 0.05 IN L/1770 0.00 IN 2U1106 Dead Load 0.04 in 0.00 in Total Load 0.09 IN L/1043 0.00 IN 2L/652 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS Live Load Dead Load Total Load Bearing Length A B 379 Ib 392 Ib 264 Ib 273 Ib 643 Ib 665 Ib 0.45 in 0.47 in BEAM DATA Center Right Span Length 7.58 ft 0.13 ft Unbraced Length -Top 0 ft 0 ft Unbraced Length -Bottom 7.58 ft 0.13 ft Roof Pitch 5 :12 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 Fb = 850 psi Cd=1.15 CF=1.30 Fv = 150 psi Cd=1.15 E = 1300 ksi Fc -1= 405 psi Adjusted Fb' = 1271 psi Fv' = 173 psi E' = 1300 ksi Fc - -L' = 405 psi Controlling Moment: 1219 ft -lb 3.79 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -643 Ib 8.0 Ft from left 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: 11.51 in3 30.66 in3 Area (Shear): 5.6 in2 25.38 in2 Moment of Inertia (deflection): 30.7 in4 111.15 in4 Moment: 1219 ft -Ib 3247 ft -Ib Shear: -643 Ib 2918 Ib Bruce S. MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.0.9 3/23/2017 10:18:17 AM page /of ROOF LOADING Roof Live Load Roof Dead Load Roof Tributary Width Side One Roof Tributary Width Side Two Wall Load Center RLL = 25 psf RDL = 15 psf TW1 = 1.5 ft TW2 = 2.5 ft WALL = 0 plf Right 25 psf 15 psf 1.5 ft 2.5 ft 0 pif BEAM LOADING Total Live Load Total Dead Load (Adjusted for Roof Pitch) Beam Self Weight Total Load Center Right 100 pif 100 pif 65 pif 65 plf 5 pif 5 pif 170 plf 170 pif NOTES Project: 2017-S1-STEVENS Location: ENTRY DOOR HDR Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 5.75 FT #2 - Hem -Fir - Dry Use Section Adequate By: 379.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN U6487 Dead Load 0.02 in Total Load 0.03 IN L/2474 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 REACTIONS Live Load Dead Load Total Load Bearing Length A B 180 Ib 180 Ib 291 Ib 291 Ib 471 Ib 471 Ib 0.33 in 0.33 in BEAM DATA Span Length 5.8 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 - - = 405 psi Fc -1' = 405 psi Controlling Moment: 677 ft -lb 2.875 ft from left support Created by combining all dead and live loads. Controlling Shear: -471 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Red Provided Section Modulus: 6.39 in3 30.66 in3 Area (Shear): 4.1 in2 25.38 in2 Moment of Inertia (deflection): 8.09 in4 111.15 in4 Moment: 677 ft -lb 3247 ft -lb Shear: -471 Ib 2918 Ib - Bruce S. MacVeigh, PE f 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.0.9 3/23/2017 10:12:21 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 = Wall Load: 25 psf 15 psf 2.5 ft 25 psf 15 psf 0 ft WALL = 56 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5.75 ft Beam Self Weight: BSW = 5 plf Beam Uniform Live Load: wL = 63 plf Beam Uniform Dead Load: wD_adj = 101 plf Total Uniform Load: wT = 164 plf NOTES Project: 2017-S1-STEVENS Location: OFFICE/GUEST SIDE WINDOW HDR Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 5.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 1091.1% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.01 IN L/7069 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length A B 125 Ib 125 Ib 93 Ib 93 Ib 218 Ib 218 Ib 0.15 in 0.15 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 -1' = 405 psi Controlling Moment: 273 ft -Ib 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -218 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 2.57 in3 30.66 in3 Area (Shear): 1.9 in2 25.38 int Moment of Inertia (deflection): 2.83 in4 111.15 in4 Moment: 273 ft -Ib 3247 ft -Ib Shear: -218 Ib 2918 Ib Bruce S. MacVeigh, PE f 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.0.9 3/23/2017 10:09:47 AM page /of LOADING DIAGRAM 5ft 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 1 ft 25 psf 15 psf 1 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5 ft Beam Self Weight: BSW = 5 pif Beam Uniform Live Load: wL = 50 plf Beam Uniform Dead Load: wD_adj = 37 pif Total Uniform Load: wT = 87 pif NOTES Project: 2017-S1-STEVENS Location: OFFICE/GUEST FRONT WINDOW HDR Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 3.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 622.3% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length A B 241 Ib 241 Ib 163 Ib —163 Ib 404 Ib 404 Ib 0.29 in 0.29 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. -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 -1' = 405 psi Controlling Moment: 303 ft -Ib 1.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 404 Ib At support. Created by combining all dead and live Toads. Comparisons with required sections: Reo'd Provided Section Modulus: 2.86 in3 30.66 in3 Area (Shear): 3.51 int 25.38 in2 Moment of Inertia (deflection): 1.89 in4 111.15 in4 'Moment: 303 ft -Ib 3247 ft -Ib Shear: 404 Ib 2918 Ib Bruce S. MacVeigh, PE i 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.0.9 3/23/2017 10:08:02 AM page /of LOADING DIAGRAM 3ft 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 = Wall Load: 25 psf 15 psf 1.5 ft 25 psf 15 psf 4.9 ft 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: wL = 160 plf Beam Uniform Dead Load: wD_adji= 109 plf Total Uniform Load: wT = 269 plf NOTES Project: 2017-S1-STEVENS Location: FLOOR BM BETWEEN DINING & ENTRY Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 3.91 FT #2 - Hem -Fir - Dry Use Section Adequate By: 70.7% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.02 IN U2346 Dead Load 0.01 in Total Load 0.03 IN U1696 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1074 Ib 1074 Ib 412 Ib 412 Ib 1486 Ib 1486 Ib 1.05 in 1.05 in BEAM DATA Center Span Length 3.91 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. 1 to Grain: Base Values 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 - = 405 psi Fc - = 405 psi Adjusted Controlling Moment: 1453 ft -Ib 1.955 ft from left support Created by combining all dead and live loads. Controlling Shear: 1487 Ib At support. Created by combining all dead and live Toads. Comparisons with required sections: Req'd Provided Section Modulus: 15.78 in3 30.66 in3 Area (Shear): 14.87 in2 25.38 in2 Moment of Inertia (deflection): 17.06 in4 111.15 in4 Moment: 1453 ft -lb 2823 ft -Ib Shear: 1487 Ib 2538 Ib NOTES Bruce S. MacVeigh, PE --t 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.0.9 3/23/2017 9:05:00 AM page /of LOADING DIAGRAM r A A 3.91 ft -71 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= 4.9 ft 8.8 ft WALL = 0 plf BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 550 plf wD = 206 plf BSW = 5 plf wT = 760 plf Project: 2017-S1-STEVENS Location: OFFICE/GUEST DOOR HDR Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 12.0 IN x 5.0 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Inadequate By: 57.2% Controlling Factor: Shear / Depth Required 18.86 In. DEFLECTIONS Center Live Load 0.02 IN L/3432 Dead Load 0.01 in Total Load 0.03 IN U2184 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A 1177 Ib 7603 Ib 768 Ib 4059 Ib 1945 Ib 11662 Ib 0.85 in 5.13 in BEAM DATA Center Span Length 5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 5 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.01 Notch Depth 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western 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. 1 to Grain: Fc - = 650 psi Bending Stress: Adjusted Controlled by: Fb' = 2400 psi Fv' = 265 psi E' = 1800 ksi Fc -1' = 650 psi Controlling Moment: 7762 ft -Ib 4.3 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -11662 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: Req'd Provided Section Modulus: 38.81 in3 84 in3 Area (Shear): 66.01 in2 42 in2 - Moment of Inertia (deflection): 55.38 in4 504 in4 Moment: 7762 ft -Ib 16800 ft -Ib Shear: -11662 Ib 7420 Ib Bruce S. MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.0.9 3/23/2017 9:33:32 AM page /of LOADING DIAGRAM L A 5ft B UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 0 pif 0 pif 9 pif 9 pif POINT LOADS - CENTER SPAN Load Number One Live Load 8780 ib Dead Load 4539 Ib Location 4.33 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Left Live Load 0 plf Left Dead Load Right Live Load Right Dead Load Load Start Load End Load Length 56 pif 0 plf 56 plf Oft 4.33 ft 4.33 ft NOTES Project: 2017-S1-STEVENS Location: LOWER BATH WINDOW HDR Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.251N x 3.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 980.3% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 115 Ib 115 Ib 155 Ib 155 Ib 270 Ib 270 Ib 0.19 in 0.19 in BEAM DATA Center Span Length 3 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 AdA lusted 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: 203 ft -Ib 1.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -270 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 1.91 in3 30.66 in3 Area (Shear): 2.35 int 25.38 in2 Moment of Inertia (deflection): 1.68 in4 111.15 in4 Moment: 203 ft -Ib 3247 ft -lb Shear: -270 Ib 2918 Ib Bruce S. MacVeigh, PE 14245 59th Avenue South .Tukwila, Washington 98168 StruCalc Version 10.0.0.9 3/23/2017 9:07:23 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 Side 2 25 psf 25 psf 15 psf 15 psf 1 ft 1 ft Side 1 40 psf 15 psf 0.7 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 = 50 plf wD-roof = 33 plf wL-floor = 27 pif wD-;floor = 10 pif BSW = 5 pif wL = 77 pif wD = 103 plf INT = 180 plf wT-cont = 180 plf NOTES Project: 2017-S1-STEVENS Location: MAN DOOR TO GARAGE HDR Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 3.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 220.9% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN L/7512 Dead Load 0.00 in Total Load 0.01 IN U5414 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 570 Ib 570 Ib 221 Ib 221 Ib 791 Ib 791 Ib 0.56 in 0.56 in BEAM DATA Center Span Length 3 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. J- to Grain: Base Values Fb = 850 psi Cd=1.00 CF=1.30 Fv = 150 psi Cd=1.00 E = 1300 ksi Fc -1= 405 psi Controlling Moment: 593 ft -Ib 1.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 791 Ib At support. Created by combining all dead and live loads. Adiusted Fb' = 1105 psi Fv' = 150 psi E' = 1300 ksi Fc -1' = 405 psi Comparisons with required sections: Req'd Provided Section Modulus: 6.44 in3 30.66 in3 Area (Shear): 7.91 in2 25.38 in2 Moment of Inertia (deflection): 5.33 in4 111.15 in4 Moment: 593 ft -lb 2823 ft -Ib Shear: 791 Ib 2538 Ib Bruce S. MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.0.9 3/23/2017 9:01:24 AM page /of LOADING DIAGRAM A 3ft 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 = 0.7 ft 8.8 ft WALL = 0 pif BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 380 plf wD = 143 pif BSW = 5 pif wT = 527 plf NOTES Project: 2017-S1-STEVENS Location: FIREPLACE HDR Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 4.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 710.2% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.01 IN U6688 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: 0240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 154 Ib 154 Ib 207 Ib 207 Ib 361 Ib 361 Ib 0.25 in 0.25 in BEAM DATA Center Span Length 4 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 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 Adjusted Controlling Moment: 360 ft -lb 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 360 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 3.4 in3 30.66 in3 Area (Shear): 3.13 in2 25.38 in2 Moment of Inertia (deflection): 3.99 in4 111.15 in4 Moment: 360 ft -lb 3247 ft -Ib Shear: 360 Ib 2918 Ib Bruce S. MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.0.9 3/23/2017 8:56:41 AM page or LOADING DIAGRAM w A 4ft 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 Side 2 25 psf 25 psf 15 psf 15 psf 1 ft 1 ft Side 1 40 psf 15 psf 0.7 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 = wD-roof = wL-floor = wD-floor = BSW = wL = wD= wT= wT-cont = 50 33 27 10 5 77 103 180 180 plf plf plf plf plf plf plf plf plf NOTES Project: 2017-S1-STEVENS Location: LIVING ROOM WINDOW HDR Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 11.25 IN x 5.0 FT #2 - Hem -Fir - Dry Use. Section Adequate By: 34.9% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.02 IN 112761 Dead Load 0.01 in Total Load 0.03 IN U1715 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 2086 Ib 2086 Ib 1272 Ib 1272 Ib 3358 Ib 3358 Ib 2.37 in 2.37 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' = 1075 psi Cd=1.15 CF=1.10 Fv = 150 psi Fv' = 173 psi Cd=1.15 E = 1300 ksi E' = 1300 ksi Fc - -L = 405 psi Fc - L' = 405 psi Adjusted Controlling Moment: 4197 ft -lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 3358 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Reo'd Provided Section Modulus: 46.84 in3 73.83 in3 Area (Shear): 29.2 in2 39.38 in2 Moment of Inertia (deflection): 58.1 in4 415.28 in4 Moment: 4197 ft -lb 6615 ft -lb Shear: 3358 Ib 4528 Ib Bruce S. MacVeigh, PE 114245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.0.9 3/23/2017 8:55:21 AM page /of 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 = 17.8 ft 1.5 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 = 8.8 ft 0 ft Wall Load WALL = 56 plf 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 = 481 plf wD-roof = 313 plf wL-floor = 353 plf wD-floor = 132 plf BSW = 7 plf wL = 834 plf wD = 509 plf wT = 1343 plf wT-cont = 1343 plf NOTES Project: 2017-S1-STEVENS Location: REAR SLIDING GLASS DOOR HDR Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 11.25 IN x 6.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 9.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.05 IN L/1598 Dead Load 0.03 in Total Load 0.07 IN L/993 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: 11240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 2503 Ib 2503 Ib 1526 lb 1526 Ib 4029 Ib 4029 Ib 2.84 in 2.84 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. -L to Grain: Base Values 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 - = 405 psi Fc - -L' = 405 psi Adjusted Controlling Moment: 6044 ft -Ib 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -4029 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 67.45 in3 73.83 in3 Area (Shear): 35.04 in2 39.38 in2 Moment of Inertia (deflection): 100.4 in4 415.28 in4 Moment: 6044 ft -Ib 6615 ft -Ib Shear: -4029 Ib 4528 Ib NOTES Bruce S. MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.0.9 3/23/2017 8:52:43 AM page of LOADING DIAGRAM A Eft B 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 = 17.8 ft 1.5 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 = 8.8 ft 0 ft Wall Load WALL = 56 plf BEAM LOADING Roof Uniform Live Load: Roof Uniform Dead Load: Floor Unifomi 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 = 481 pif wD-roof = 313 pif wL-floor = 353 plf wD-floor = 132 plf BSW = 7 pif wL = 834 pif wD = 509 plf wT = 1343 pif wT-cont = 1343 pif Project: 2017-S1-STEVENS Location: KITCHEN SINK WINDOW HDR Combination Roof And Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 4.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 21.3% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.03 IN U1635 Dead Load 0.02 in Total Load 0.05 IN L/1001 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1473 Ib 1473 Ib 933 Ib 933 lb 2406 Ib 2406 Ib 1.70 in 1.70 in BEAM DATA Center Span Length 4 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. -I- to Grain: Base Values 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 Adjusted Controlling Moment: 2405 ft -lb 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 2405 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Rea'd Provided Section Modulus: 22.72 in3 30.66 in3 Area (Shear): 20.92 in2 25.38 in2 Moment of Inertia (deflection): 26.64 in4 111.15 in4 Moment: 2405 ft -Ib 3247 ft -Ib Shear: 2405 Ib 2918 Ib NOTES Bruce S. MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.0.9 3/23/2017 8:39:25 AM page of 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 = 13.8 ft 1.5 ft FLOOR LOADING Floor Live Load FLL = Floor Dead Load FDL = Floor Tributary Width FTW = Wall Load Side 1 Side 2 40 psf 40 psf 15 psf 15 psf 8.8 ft 0 ft WALL = 80 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 = 383 plf wD-roof = 249 pif wL-floor = 353 plf wD-floor = 132 plf BSW = 5 plf wL = 736 plf wD = 466 plf wT = 1203 plf wT-cont = 1203 pif Project: 2017-S1-STEVENS Location: 2ND FLOOR M. BEDROOM SIDE WINDOW HDR Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 8.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 365.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN L/3011 Dead Load 0.02 in Total Load 0.06 IN U1726 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS Live Load Dead Load Total Load Bearing Length A B 200 Ib 200 Ib 149 Ib 149 Ib 349 Ib 349 Ib 0.25 in 0.25 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. -1-t Grain: Base Values Adiusted 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: 698 ft -lb 4.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 349 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Redd Provided Section Modulus: 6.59 in3 30.66 in3 Area (Shear): 3.03 in2 25.38 in2 Moment of Inertia (deflection): 11.59 in4 111.15 in4 Moment: 698 ft -Ib 3247 ft -Ib Shear: 349 Ib 2918 Ib Bruce S. MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.0.9 3/22/2017 11:34:25 AM page /of 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 = Wall Load: 25 pst 15 psf 1 ft 25 psf 15 pst 1 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 8 ft Beam Self Weight: BSW = 5 plf Beam Uniform Live Load: wL = 50 plf Beam Uniform Dead Load: wD_adj = 37 plf Total Uniform Load: wT = 87 plf NOTES Project: 2017-S1-STEVENS Location: 2ND FLOOR OPEN TO BELOW FRONT WINDOW HDR Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 5.75 FT #2 - Hem -Fir - Dry Use Section Adequate By: 800.7% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN 118108 Dead Load 0.01 in Total Load 0.01 IN 114648 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: 11180 REACTIONS A B Live Load 144 Ib 144 Ib Dead Load 107 Ib 107 Ib Total Load 251 lb 251 Ib Bearing Length 0.18 in 0.18 in BEAM DATA Span Length 5_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. 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 -1' = 405 psi Controlling Moment: 361 ft -Ib 2.875 ft from left support Created by combining all dead and live loads_ Controlling Shear: 251 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 3.4 in3 30.66 in3 Area (Shear): 2.18 in2 25.38 in2 Moment of Inertia (deflection): 4.3 in4 111.15 in4 Moment: 361 ft -lb 3247 ft -Ib Shear: 251 Ib 2918 Ib NOTES Bruce S. MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.0.9 3/22/2017 11:32:21 AM page /of 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 Tributary Width: TW = Wall Load: 25 psf 15 psf 1 ft 25 psf 15 psf 1 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5.75 ft Beam Self Weight: BSW = 5 plf Beam Uniform Live Load: wL = 50 plf Beam Uniform Dead Load: wD_adj = 37 plf Total Uniform Load: wT = 87 plf Project: 2017-S1-STEVENS Location: 2ND FLOOR BEDROOM #4 FRONT WINDOW HDR Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 5.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 30.1% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.05 IN U1281 Dead Load 0.03 in Total Load 0.08 IN U772 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1203 Ib 1203 Ib 794 Ib 794 Ib 1997 Ib 1997 Ib 1.41 in 1.41 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 - - - = 405 psi Fc -1' = 405 psi Controlling Moment: 2496 ft -lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -1997 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 23.57 in3 30.66 in3 Area (Shear): 17.37 in2 25.38 in2 Moment of Inertia (deflection): 25.92 in4 111.15 in4 Moment: 2496 ft -lb 3247 ft -Ib Shear: -1997 Ib 2918 Ib Bruce S. MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.0.9 3/22/2017 11:30:57 AM page of 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 = Wall Load: WALL = 25 psf 15 psf 1.5 ft 25 psf 15 psf 17.8 ft 0 pif SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Beam Self Weight: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Ladj = 5 ft BSW = 5 plf wL = 481 plf wD_adj = 318 plf wT = 799 plf NOTES Project: 2017-S1-STEVENS Location: 2ND FLOOR BEDROOM #3 FRONT WINDOW HDR Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 5.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 1091.1% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.01 IN L/7069 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 REACTIONS Live Load Dead Load Total Load Bearing Length A B 125 Ib 125 Ib 93 1b 93 lb 218 Ib 218 Ib 0.15 in 0.15 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 -1' = 405 psi Controlling Moment: 273 ft -lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -218 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 2.57 in3 30.66 in3 Area (Shear): 1.9 in2 25.38 int Moment of Inertia (deflection): 2.83 in4 111.15 in4 Moment: 273 ft -lb 3247 ft -Ib Shear: -218 Ib 2918 Ib Bruce S. MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.0.9 3/22/2017 11:28:20 AM page of LOADING DIAGRAM A 5 ft B ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = DL = TW= LL = DL = TW= 25 psf 15 pst 1 ft 25 psf 15 psf 1 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5 ft Beam Self Weight: BSW = 5 plf Beam Uniform Live Load: wL = 50 plf Beam Uniform Dead Load: wD_adj = 37 plf Total Uniform Load: wT = 87 plf NOTES Project: 2017-S1-STEVENS Location: 2ND FLOOR BATH SIDE WINDOW HDR Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 3.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 2130.2% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A Live Load 75 Ib 75 Ib Dead Load 56 Ib 56 Ib Total Load 131 Ib 131 Ib Bearing Length 0.09 in 0.09 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. 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 - -L = 405 psi Fc - -1-' = 405 psi Controlling Moment: 98 ft -lb 1.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 131 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Reo'd Provided Section Modulus: 0.93 in3 30.66 in3 Area (Shear): 1.14 in2 25.38 in2 Moment of Inertia (deflection): 0.61 in4 111.15 in4 Moment: 98 ft -Ib 3247 ft -lb Shear: 131 Ib 2918 Ib Bruce S. MacVeigh, PE '14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.0.9 3/22/2017 11:25:46 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: Wall Load: LL = DL = TW= LL = DL = TW = 25 psf 15 psf 1 ft 25 15 1 psf psf ft 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: wL = 50 plf Beam Uniform Dead Load: wD_adj = . 37 plf Total Uniform Load: wT = 87 plf NOTES Project: 2017-S1-STEVENS Location: 2ND FLOOR LAUNDRY SIDE WINDOW HDR Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 2.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 3245.3% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS A Live Load 50 Ib 50 Ib Dead Load 37 Ib 37 Ib Total Load 87 Ib 87 Ib Bearing Length 0.06 in 0.06 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. -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 - -L = 405 psi Fc -1' = 405 psi Controlling Moment: 44 ft -Ib 1.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 87 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 0.41 in3 30.66 in3 Area (Shear): 0.76 in2 25.38 in2 Moment of Inertia (deflection): 0.18 in4 111.15 in4 Moment: 44 ft -lb 3247 ft -Ib Shear: 87 Ib 2918 Ib Bruce S. MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.0.9 3/22/2017 11:24:55 AM page /of 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 = Wall Load: 25 psf 15 psf 1 ft 25 psf 15 psf 1 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 2 ft Beam Self Weight: BSW = 5 plf Beam Uniform Live Load: wL = 50 plf Beam Uniform Dead Load: wD_adj = 37 plf Total Uniform Load: wT = 87 plf NOTES Project: 2017-S1-STEVENS Location: 2ND FLOOR BEDROOM #2 REAR WINDOW HDR Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 5.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 30.1% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.05 IN L/1281 Dead Load 0.03 in Total Load 0.08 IN U772 Live Load Deflection Criteria:. L/240 Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1203 Ib 1203 Ib 794 Ib 794 Ib 1997 Ib 1997 Ib 1.41 in 1.41 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 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: 2496 ft -Ib 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: -1997 Ib At support. Created by combining all dead and live loads_ Comparisons with required sections: Req'd Provided Section Modulus: 23.57 in3 30.66 in3 Area (Shear): 17.37 in2 25.38 in2 Moment of Inertia (deflection): 25.92 in4 111.15 in4 Moment: 2496 ft -lb 3247 ft -Ib Shear: -1997 Ib 2918 Ib Bruce S. MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.0.9 3/22/2017 11:23:22 AM page /of 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: WALL = 25 psf 15 psf 17.8 ft 25 psf 15 psf 1.5 ft 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5 ft Beam Self Weight: BSW = 5 plf Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: wL = 481 plf wD_adj = 318 plf wT = 799 plf NOTES Project: 2017-S1-STEVENS Location: 2ND FLOOR M. BEDROOM REAR WINDOW HDR Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 2.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 358.0% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN L/MAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: U240 Total Load Deflection Criteria: L/180 REACTIONS A Live Load 383 Ib 383 Ib Dead Load 254 Ib 254 Ib Total Load 637 Ib 637 Ib Bearing Length 0.45 in 0.45 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. 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: 319 ft -Ib 1.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 637 Ib At support. Created by combining all dead and live loads. Adjusted Fb' = 1271 psi Fv' = 173 psi E' = 1300 ksi Fc -1' = 405 psi Comparisons with required sections: Redd Provided Section Modulus: 3.01 in3 30.66 in3 Area (Shear): 5.54 in2 25.38 in2 Moment of Inertia (deflection): 1.32 in4 111.15 in4 Moment: 319 ft -Ib 3247 ft -lb Shear: 637 Ib 2918 Ib Bruce S. MacVeigh, PE 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.0.9 3/22/2017 11:20:44 AM page o of LOADING DIAGRAM A 2ft 1 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 13.8 ft 25 psf 15 psf 1.5 ft WALL = 0 pif SLOPE/PITCH ADJUSTED LENGTH$ AND LOADS Adjusted Beam Length: Ladj = 2 ft Beam Self Weight: BSW = 5 plf Beam Uniform Live Load: wL = 383 plf Beam Uniform Dead Load: wD_adj = 254 plf Total Uniform Load: wT = 637 pif NOTES Project: 2017-S1-STEVENS Location: 2ND FLOOR M. BATH SIDE WINDOW HDR Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 4.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 1572.7% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS Live Load Dead Load Total Load Bearing Length A 100 Ib 100 Ib 74 1b 74 1b 174 Ib 174 Ib 0.12 in 0.12 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 - -1- = 405 psi Fc - = 405 psi Controlling Moment: 174 ft -Ib 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 174 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 1.65 in3 30.66 in3 Area (Shear): 1.52 in2 25.38 in2 Moment of Inertia (deflection): 1.45 in4 111.15 in4 Moment: 174 ft -Ib 3247 ft -Ib Shear: 174 Ib 2918 Ib Bruce S. MacVeigh, PE +14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.0.9 3/22/2017 11:18:58 AM page of 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 1 ft 25 psf 15 psf 1 ft WALL = 0 pif SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 4 ft Beam Self Weight: BSW = 5 pif Beam Uniform Live Load: wL = 50 plf Beam Uniform Dead Load: wD_adj = 37 plf Total Uniform Load: wT = 87 pif NOTES Project: 2017-S1-STEVENS Location: 2ND FLOOR M. BATH FRONT WINDOW HDR Roof Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 7.25 IN x 4.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 129.0% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.02 IN U3142 Dead Load 0.01 in Total Load 0.03 IN U1890 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length A B 767 Ib 767 Ib 508 Ib 508 Ib 1275 Ib 1275 Ib 0.90 in 0.90 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. 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 -1' = 405 psi Controlling Moment: 1274 ft -lb 2.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 1274 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Read Provided Section Modulus: 12.03 in3 30.66 in3 Area (Shear): 11.08 in2 25.38 in2 Moment of Inertia (deflection): 10.58 in4 111.15 in4 Moment: 1274 ft -lb 3247 ft -lb Shear: 1274 Ib 2918 lb Bruce S. MacVeigh, PE 114245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.0.9 3/22/2017 11:18:01 AM page of LOADING DIAGRAM 4ft 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 1.5 ft 25 psf 15 psf 13.8 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 4 ft Beam Self Weight: BSW = 5 plf Beam Uniform Live Load: wL = 383 plf Beam Uniform Dead Load: wD_adj = 254 plf Total Uniform Load: wT = 637 plf NOTES Project: 2017-S1-STEVENS Location: CRAWL SPACE ,FLOOR BEAM Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 6.41 FT #2 - Hem -Fir - Dry Use Section Adequate By: 64.9% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.05 IN U1688 Dead Load 0.02 in Total Load 0.06 IN 01213 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1154 Ib 1154 Ib 452 Ib 452 Ib 1606 Ib 1606 Ib 1.13 in 1.13 in BEAM DATA Center Span Length 6.41 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 Cd=1.00 CF=1.20 Fv = 150 psi Cd=1.00 E = 1300 ksi Fc -1- = 405 psi Controlling Moment: 2573 ft -Ib 3.205 ft from left support Created by combining all dead and live loads. Controlling Shear: 1606 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: NOTES Adjusted Fb' = 1020 psi Fv' = 150 psi E'= 1300 ksi Fc -1' = 405 psi Req'd Provided 30.27 in3 49.91 in3 16.06 in2 32.38 in2 49.22 in4 230.84 in4 2573 ft -Ib 4242 ft -Ib 1606 Ib 3238 Ib Bruce S. MacVeigh, PE 214245 59th Avenue South tiTukwila, Washington 98168 StruCalc Version 10.0.0.9 3/22/2017 9:58:11 AM page of LOADING DIAGRAM 6.41 k 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 = 4.5 ft 4.5 ft WALL = 0 plf BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 360 plf wD = 135 plf BSW = 6 plf wT = 501 plf Project: 2017-S1-STEVENS Location: CRAWL SPACE CONC. PADS #2 Footing [2015 International Building Code(2015 NDS)] Footing Size: 3.0 FT x 3.0 FT x 10.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (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 F'c = 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= 4 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = Effective Allowable Soil Bearing Pressure: Qe = Required Footing Area: Areq = Area Provided: A = Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = Allowable Beam Shear: Vc1 = Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = Punching Shear: Vu2 Allowable Punching Shear (ACI 11-35): vc2-a = Allowable Punching Shear (ACI 11-36): vc2-b = Allowable Punching Shear (ACI 11-37): vc2-c = Controlling Allowable Punching Shear: vc2 = 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) Controlling Reinforcing Steel: As-reqd = Selected Reinforcement: 'Reinforcement Area Provided: Development Length Calculations: Development Length Required: Ld = Development Length Supplied: Ld-sup = 1296 psf 1375 psf 8.48 sf 9.00 sf Bear = 17036 Ib Bear -A = 44200 Ib 5560 Ib 16875 Ib 41 in 15655 Ib 57656 Ib 77813 Ib 38438 Ib 38438 Ib 76660 in -Ib 170825 in -Ib 0.41 in 0.35 in2 0.72 in2 0.72 in2 #4's @ 9.0 in. o.c. e/w (4) Min. As = 0.79 in2 NOTES 15 in 15 in Bruce S. MacVeigh,, PE • 14245 59th Avenue South Tukwila, Washington 98168 StruCalc Version 10.0.0.9 3/23/2017 9:37:50 AM page /of LOADING DIAGRAM 10 in I--4 in- I 3ft FOOTING FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: PL = 7603 Ib PD = 4059 Ib PT = 11662 Ib Pu = 17036 Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = . 725 Ib Project: 2017-S1-STEVENS Location: CRAWL SPACE CONC. PADS #1 Footing [2015 International Building Code(2015 NDS)] Footing Size: 2.0 FT x 2.0 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (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 Fc = 2500 psi Fy = 40000 psi c= 3 in FOOTING SIZE Width: Length: Depth: Effective Depth to Top Layer of Steel: W= 2ft L= 2 ft Depth = 10 in d= 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Wood m = 4 in n= 6in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 1173 psf Effective Allowable Soil Bearing Pressure: Qe = 1375 psf Required Footing Area: Areq = 3.41 sf Area Provided: A = 4.00 sf Baseplate Bearing: Bearing Required: Bear = 6981 Ib Allowable Bearing: Bear -A = 66300 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 1672 Ib Allowable Beam Shear: Vc1 = 11250 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 45 in Punching Shear: Vu2 = 5459 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 49219 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 79688 Ib Allowable Punching Shear (ACI 11-37): vc2-c = 42188 Ib Controlling Allowable Punching Shear: vc2 = 42188 Ib Bending Calculations: Factored Moment: Mu = 20942 in -Ib Nominal Moment Strength: Mn = 127575 in -Ib Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.46 in Steel Required Based on Moment: As(1) = 0.09 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: Ld = 15 in Development Length Supplied: Ld-sup = 9 in Note: Plain concrete adequate for bending, therefore adequate development length not required. NOTES Bruce S. MacVeigh, PE 14245 59th Avenue South _,P.._....q. Tukwila, Washington 98168 StruCalc Version 10.0.0.9 3/23/2017 9:58:22 AM page of LOADING DIAGRAM 10 in 10 in I 6in 0 n 2ft Qin 0 2ft 3 in J T 3 in 1 FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: PL = 3382 Ib PD = 1308 Ib PT = 4690 Ib Pu = 6981 Ib Weight to resist uplift w/ 1.5 F.S.: U.R. = 322 Ib 6/28/2019 0 0 City of Tukwila Department of Community Development SAN STEVENS PO BOX 46002 SEATTLE, WA 98146 RE: Permit No. D 17-0084 S 128 ST PROJECT 4062 S 128 ST Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 8/19/2019. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 8/19/2019, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, s Kandace Nichols Permit Technician File No: DI7-0084 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Rachelle 'Ripley From: Rachelle Ripley Sent: Wednesday, July 18, 2018 11:20 AM To: 'san Stevens' Subject: RE: RWQUEST FOR PERMIT EXTENSION Hi San, You had an inspection that was done on 07/12/18 so your permit automatically has a new expiration date of 01/09/19. Thanks and have a great day! Rachelle Ripley Permit Technician 1 City of Tukwila 630o Southcenter Bi, Suite ioo 1 Tukwila, WA 98188 T: 206.433.7i65 I F: 206.431.3665 ,Rachelle.Ripley@TukwilaWA.gov I http://www.TukwilaWA.gov From: san Stevens <sanstevens4@hotmail.com> Sent: Wednesday, July 11, 2018 12:45 PM To: Rachelle Ripley <Rachelle.Ripley@TukwilaWA.gov> Subject: RWQUEST FOR PERMIT EXTENSION Hi Rachelle, would like to request for extension for permit #D17-0084. Address is 4062 S 128th St. Tukwila. I could not finish this project on time due to my husband's expected passing. Thank you, San Stevens 206 853 4525 cell Get Outlook for Android CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. 1 Rachelle Ripley From: san Stevens <sanstevens4@hotmail.com> Sent: Wednesday, July 11, 2018 12:45 PM To: Rachelle Ripley Subject: RWQUEST FOR PERMIT EXTENSION Hi Rachelle, I would like to request for extension for permit #D17-0084. Address is 4062 S 128th St. Tukwila. I could not finish this project on time due to my husband's expected passing. Thank you, San Stevens 206 853 4525 cell Get Outlook for Android CAUTION: This email originated from outside the City of Tukwila network. Please DO NOT open attachments or click links from an unknown or suspicious origin. - Request for Extension # i Current Expiration Date: 1H1 ,f Extension Request: _ Approved for days ❑ Denied (provide explanation) Signature/Initials 1 4 City of Tukwila Allan Ekberg, Mayor Department of Community Development - Jack Pace, Director June 15, 2018 San Stevens PO Box 46002 Seattle, WA 98146 RE: Request for Extension #1 Permit Number D17-0084 Dear Ms. Stevens, This letter is in response to your written request for an extension to Permit D17-0084. The Building Official, Jerry Hight, has reviewed your letter and considered your request to extend the above referenced permit. It has been determined that the City of Tukwila Building Division will be granting an extension to the permit through July 15, 2018. If you should have any questions, please contact our office at (206) 431-3670. Sincerely, ache le Ripley Permit Technician File: Permit No. D17-0084 Tukwila City Hall • 6200 Southcenter Boulevard • Tukwila, WA 98188 • 206-433-1800 • Website: TukwilaWA.gov J Data; Jul vu. 15, 20 t g 117014- B(A(A. fdnc, oM a ca RECEIVED ��p� CITY O 3UN152018 PERIVITT CENTER RQ.; 13cio[ajT Ps-avt;11-4 D17- DDgCf n.A.e- J2iyaeci, 55/1): of kvigkewid , Was re- able kro mod-rucd-iam Or460 d-L.efjve Firv\Aciel- . Z woud & 1a t��.u.8i- roY areao-i Uclrov► a -F -1-I,,` S ps-rvuura----G7 5 n ACLIJ S . '171o,vl 8oui otv, gailens, Request for fettgrtriffilL5 0W Current ate: //5//VAC 1.0 Q Extension Request: Approved for 3 (9 days Denied (provide explana'ion) Signature/Initials 3/1/2018 O City of Tukwila Department of Community Development SAN STEVENS PO BOX 46002 SEATTLE, WA 98146 RE: Permit No. D17-0084 S 128 ST PROJECT 4062 S 128 ST Dear Permit Holder: Allan Ekberg, Mayor Jack Pace, Director In reviewing our current records, the above noted permit has not received a fmal inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 4/2/2018. Based on the above, you are hereby advised to: 1) CaII the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or fmal inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 4/2/2018, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: D17-0084 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D17-0084 Grantor: San Stevens, an individual Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along S. 128th Street and adjacent to 4062 S. 128th Street. Abbreviated Work Description: Work within the City Right -of -Way for driveway access, storm drainage, utilities, traffic control, and undergrounding of power. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WH REOF, said individual have caused this instrument to be executed this day of , 2017. STATE OF WASHINGTON) )ss. County of King ) Prop "k' , hGH / Grantor I certify that I know or have satisfactory evidence that San Stevens is the person who appeared before me, and said individual acknowledged that they signed this instrument and acknowledged it to be their free and voluntary act for the uses and purposes mentioned in this instrument. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 NOTARY PUBLIC, in and for the State of Washington, residing at �(---LKA'ci My commission expires: 050i DATED this day of GRANTEE: CITY of TUKWILA By: Print Name: Its: MO ,2017 Bob Giberson Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 Name: e( NOTARY PUBLIC, in and for the State of Washington, residing at 'KUJ i (Ct My commission expires: 050-9l L PER' a : IT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D17-0084 PROJECT NAME: S 128 ST PROJECT SITE ADDRESS: 4062 S 128 ST X Original Plan Submittal Response to Correction Letter # DATE: 04/11/17 Revision.# before Permit Issued Revision # after Permit Issued DEPARTMENTS: iE ,-/)(. 1+43-1-7 Building Division AWG `I'1 Public Works AI1' /WC, Lt -t2+47 Fire Prevention Structural Planning Division ❑ Permit Coordinator 14--11-t7 111 a PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 04/13/17 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05/11/17 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: Denied (ie: Zoning Issues) 16-e fr‘o}� el S p-, % ,I fr n REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: 12/18/2013 Ci of Tukwila V Af 1I\ 11.1 1VL111J i.p1 V 1Id. Depa went of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov AVAILABILITY PERMIT NO.: Part A: To be completed by applicant Site address (attach map and legal description swing hydrant lo ation and size of main): q b kK NexF b 14O s 1'�:- ` ' - ` i-Ti.k 1 f Cx - 7 3 40‘n O Owner Information Agent/Contact Person Name:Avyk cabs Frac* + ► [ j rl .raiC' _ ,Name: Address.PO Box 7 ' (A V • Address: Phone: Phone: Phone _ i , G._J This certificate is for the purposes of: /6 Residential Building Permit Commercial/Industrial Building Permit ❑ Preliminary Plat 0 Rezone Estimated number of service connections and water meter size(s): ❑ Short Subdivision ❑ Other Vehicular distance from nearest hydrant to the closest point o structure is Area is served by (Water Utility District): 7 o 4.e -r DtS-`r, c:/- Owner/Ag lre 021/6/17 Date Part B: To be completed by water utility district 1. The proposed project is within 2. No improvements required. 11.AKie.IXIA/Krt%)Ci (City/Cou 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: N/A (Use separate sheet if more room is needed). 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 1)300 gpm at 20 psi residual for a duration of 2 hours at a velocity of 13, 4 fps as documented by the attached calculations. 5. Water availability: Acceptable service can be provided to this project Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. System is not capable of providing service to this project. u RECEIVED CITY OF TUKWILA APR 112011 PERMIT CENTER I hereby certify that the above information is true and correct. '-rr1-* eotTY _c?� r It 1 25 Agency/Phone �' — 2- 2 n1.5 NBS �E ' 2- 21-1'� Date exp (2-2-r) Attachrint to Certificate of \Nater Availability King County Water District Nos 125 The following terms and conditions apply to the attached Certificate of Availability ("Certificate") 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulaton then in effect. Applicant's Signature District Representative Date 021 (6/ (7 Date 2- 2J -I11 Residential Sewer Use reification Sewage Treatment Capacity Charge To be completed for all new sewer connections, reconnections, or change of use of existing connections. Please Print or Type 9®X>< . /fce " Property Street Address IN LA a)4 � 9/ g City State ZIP Owner's Name Via. ,&x e ' Owner's Mailing Address 5 -en 7/ WA ,-/ 4 City State ZIP 2"&`-- 6S'3- g ?S Owner's Phone Number (with Area Code) St,� 5.C-//�,w5r.. Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): s��,",r_— Name Street Address City State ZIP Residential Customer Please heck appropriate box: Equivalent (RCE) Ingle -family (free standing, detached only) 1.0 Multi -Family (any shared walls): ❑ Duplex (0.8 RCE per unit) ❑ 3-Plex (0.8 RCE per unit) ❑ 4-Plex (0.8 RCE per unit) ❑ 5 or more (0.64 RCE per unit) No. of Units x 0.64 = 7 Mobile home space (1.0 RCE per space) No. of Spaces x1.0= If Multi -family, will units be sold individually? Yes ❑ No If yes, will this property have a Homeowner's Association? U Yes ❑ No 1.6 2.4 3.2 La King County Department of Natural Resources and Parks Wastewater Treatment Division For King County Use Only Account # No. of RCEs Monthly Rate �' / v, j RECEIVED w Sewer District �� OF@ T�ILA Date of Sewer Connection Side Sewer Permit Number APR 112011 PERMIT CENTER 734 06 66&B Required: Property Tax Parcel Number Subdivision Name Subdivision Number Lot Number Block Number Building Name Please report any demolitions of pre-existing structures on this property. Credit for a demolition may be given under some circumstances. (See King County Code 28.84.050, 0.5) /V/r9 Demolition of pre-existing structure? ❑ Yes ❑ No Was structure on Sanitary Sewer? ❑ Yes ❑ No Was Sewer connected before 2/1/90? ❑ Yes ❑ No Sewer disconnect date: Type of structure demolished? Request to apply demolition credit to multiple structures? ❑ Yes ❑ No Pursuant to King County Code 28.84.050, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council at a rate per month, per residential customer or residential customer equivalent, for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206-477-5516. I understand that the information given is correct. I understand that the capacity charge levied will be based on this information. I understand that any deviation may result in a revised capacity charge. Signature of Owner/Representative Date Print Name of Owner/Representative 1610_6969w_res_sewer_cap_chg_1057.indd White - King County Yellow - Local Sewer Agency Pink - Sewer Customer (Rev. 10/16) .4)12(12 3460 S 148th Suite 100 Seattle, WA 98168 Phone: (206) 242-3236 Fax: (206) 242-1527 Rtc, oc3(,272 -3 CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commercial: $100.00 Certificate of Sewer Availability P.art..A:..i.To13..eiCompleteday...Applicant„) ' Purpose of Certificate: - Building Permit Short Division OR 0 Certificate of Sewer Non -Availability 0 Preliminary Plat or PUD 0 Rezone Proposed Use: 0 Commercial $1 Residential Single Family '0`, Residential Multi -Family 0 Other APplicant's Name Property Address Address 11-10)(x s‘iz44/\- I Phone Number Tax Lot Number Legal Description (Attach Map and legal Description if Necessary ); 173 24060-10bgg p...\[ do- R‘-- -Db f\J1-&-R.t) KBAN—fis • ol'TiAktm 1. -A -S 61 - 052 2z) 2e, 70 610 00 04 s DA- RIK L 2.0 Pr oF in) L.N 0 t,---r-p‹ L -E -5s Fr L5 E- PLAT B1.-&(= i)t-AT LOT: e` • P rt. To .be Co.mpleted .by.Sewer Agency ) 1. a. A Sewer S-ervice provided.by Side sewer connection onlyto an existing 7 size sewer, feet from the site and the sewer system has the capacity to serve the proposed use. OR 0 b. Sewer service will require an improvement to the sewer system of: El (1) feet of sewer trunk or lateral to reach the site; and/or El (2) The construction of a collection system on the site and/or 0 (3) Other (describe) RECEIVED CITY OF TUKWILA APR 11 2011 2. Must be completed if 1. b above is checked • a. The sewer system improvement is in conformance with a County approv plan, OR 3. PERMIT CENTER ed sewer comprehensive O b. The sewer system improvement will require a sewer comprehensive amendment. a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District. OR 0 a. Annexation or BRB approval -will be necessary to provide service. 4. Service is subject to the following; a. District Connection Charges due prior to connection: GFC: $ [erz./0,,,3,(1)0 SFC: $ Unit: $ Either a Charge may SS Permit $ (Subject to Change on January 1st) King County/METRO Capacity Charg b. Easements: c. Other • e due upon connec 7+7-e. Yr/ p Total $ -71- X.> --Co•ya; ytrr-e-S- SWSSD or Midway Sewer District Connection ion o sewers. /00 00 4y3.?,00 fi Required 06‘ I 7%* 00 0 May be Required 1 hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of signature. By Title Date 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 Mailability/Non 'Availability ("Certificate") 1.. This .certificate is validonly 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:Burl:en and/or City of Searat. This certificate is between the ]DiStritt and the applicant only and no third person, or party shall have any rights hereunder whether by agency; third -party -benefidary prinCi pies or otherwise. 2. This Certificate creates no contractual relatiOnship between• the District and the applicant and its successors„atrd assigns and tides not constitute and may notbe relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to theDistrict for such service. 3. . As .ofthe..date.of theDistrictssigriatureon,thisCertificate, the 'District represents that sewer servitelsavail able to the Property through sewer systems that 'exist orthatmay beextendetibythe. applicant. The District makes to otherrepresentations, express or im.plied, including without limitation that the applicant will be •able tO obtain the 'necessary 'permits„ approvals ,and authorizations. from King County, City ofSeattle; City of Tukwilk-City of Been, City of Seatac !or any other governmentalagency before the applicant can. utilize the sewer servitewhich is the 'subject of this Certificate. 4. If the District or the applicant must -extend the:DistriCt'S sewer system to,'provide sewer servicetothe PrOpertyithe District or applicant rrraybe required to obtain from the .appropriate.govemmental 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 auth.orizations„ which .maym ake-imprattital wimps sit:Ile the provision of.- sewerservicestotheProperty, 5. Application for and„possible provision .of sewer service to the Property shalbe subject to and conditioned upon, availability of sewer service to the Property at the time -of such application, andCompliance with federal, state, Ibtal.and District laws, ordinances, polities, and/or regulations 'in effect at the time of such application. COV'.t3rr1 aekr16Wedejerthitt7 htititteceived the Certificate of Sewer AvailabilityiNon -Availability and this attachment, and fully theterms and conditions herein. '10 r • Applicant's signature e • 't tit -a 4 44 lc • . . / 1 .., . I Date :Reset Form ,Print Form American Prestige Homes Inc 0 Washington State Department of Labor & Industries Home Espanol Contact Safety & Health Claims & Insurance Search L&I Page 1 of 2 A -Z Index 1-Ielp My I.&1 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 License specialties GENERAL License no. AMERIPH864JD Effective — expiration 04/04/2014— 04/04/2018 Bond American Contractors Indem CO Bond account no. 100243404 Active. Meets current requirements. $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. Workers' comp Help us improve https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603 377564&LIC=AMERIPH864JD&SAW= 5/1/2017 American Prestige Homes Inc Page 2 of 2 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. © 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= 5/1/2017 en en c }LIMN YE T N MstIOVId f :wIMP 134T1# Si f%7r rat or: 5 1 90 51:3§TN �., .wives".. w. ST -W¢yJ� 4TH 1261 8 . 43, ST °,'. ST 13i 4L,'2,0 tf JOB STIE (14 , ST PA c tit;S 133 0ci Ist 1fi u't 125114 VICINITY MAP SCALE N.T.S SSMH #1 RIM=109.64 IE B. PVC E= 100.0 S. I28th Street GENERAL REQUIREMENTS: BUILDING ENVELOPE INSULATION REQUIREMENTS: ROOF / CEILING INSULATION. USE R-49 OPEN -BLOWN INSULATION FOR ATTIC AREAS. MAINTAIN CLEARANCES PER MANUFACTURE-5 SPECIFICATIONS INSTALL EAVE VENT BAFFLES PER ROOF DETAILS. WALL INSULATION. USE R-21 PAGED BATT INSULATION ON ABOVE GRADE WALLS. FACED BATT INSULATION TO BE FACE 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. MOISTURE CONTROL REQUIREMENTS: VAPOR RETARDERS TO BE INSTALLED ON THE WARM SIDE OF INSULATION. ROOF / CEILING ASSEMBLIES: USE R-4q OPEN -BLOWN INSULATION FOR ATTIC ARFA4. MAINTAIN CLEARANCES PER MANUFACTURES SPECIFICATIONS INSTALL EAVE VENT BAFFLES PER ROOF DETAILS. WALL VAPOR RETARDER: FACED BATT INSULATION TO BE USED AS VAPOR RETARDER. FACED BATTS TO BE FACE STAPLED ONLY, FLOOR VAPOR RETARDER: 3/4' T 4 6 PLYWOOD FLOORING TO BE USED AS VAPOR RETARDER. CRAWLSPACE VAPOR RETARDER. INSTALL GROUND COVER OF SIX MIL (0.006 INCH THICK) BLACK POLYETHYLENE OR EQUAL OVER THE GROUND WITHIN CRAWLSPACE THE GROUND COVER TO BE OVERLAPPED 12 INCES MINIMUM AT THE JOINTS AND SHALL EXTEND TO THE FOUNDATION HALL. r 0 8 c m N LA N 2 I�,-PC) /074 ,;/d. COVE PORC CB RIM=95.88 IE 12" CMP W=93.2 IE 12" CMP E=92.7 15' I 5'I� SITE PLAN SCALE I" -20' rn BUILDING ENVELOPE SEALING REQUIREMENTS. THE FOLLOWING AREAS OF THE BUILDING ENVELOPE SHALL BE SEALED, CAULKED, 6ASKETED OR }^!FATHER -STRIPPED TO MINMIZE AIR LEAKAGE: A. JOINTS AROUND FENESTRATION AND DOOR FRAMES. B. 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. C. OPENINGS AT PENETRATIONS OF UTILITY SERVICES THROUGH THE ROOFS, WALLS AND FLOORS. D. 517E-BUILT FENESTRATION AND DOORS. E. BUILDING ASSEMBLIES USED AS DUCTS OR PLENUMS. F. JOINTS, SEAMS, AND PENETRATIONS OF VAPOR RETARDERS. a 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 Bb HIGH EFFICIENCY HVAC EQUIPMENT 3b: 1.0 5a EFFICIENT WATER HEATING 5a: 05 5c EFFICIENT WATER HEATING 5c: 1.5 TOTAL ENERGY EFFICIENCY CREDITS 35 SEPARATE c iT REQUIR:i.D ❑Etetanical lectrical ❑ Plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION SSMH #2 RIM-75.73 im.f1C IE 8" PVC W- 67.5 a and m; y BUILDING DATA: Project Name: New House Project Owner: American Prestige Homes Richard 4 San Stevens P.O. Box 46002 Seattle, Washington 015146 Project Engineer: Bruce 5. MacVelgh, A.E. 14245 59th Avenue 5. Tukwilla, Washington 98166 (206) 511-5194 project Designer: Leonard S, Bernhoft Mike W. Foster, Jr. c/a Bernhoft 4 Associates 102 Broadway, Suite 201 Tacoma, Washington 95402 (253) 214-0244 Parcel Number: '73406006E36 Lego PeecrIptIon: RIVERSIDE INTERURBAN TRS LOT 2 OF TUKWILA SP LO9-052 REC. 420120103900006 5D 5P DAF-POR E OF A LN 200 FT E OF W LN OF TR. LESS N 424.4 FT LESS HWY Site Address: 40)0( South128th Street Tukwila, Washington 96163 Code: 2015 IBC, 2015 IRO, 2015 IPC, 2015 INC 2015 IFC, 2015 WSEC, 7oning: LDR Setbacks Required: Street Frontage 20 Feet Street Frontage Rear Yard 10 Feet Interior Side Yard 5 Feet Max. Building Height 30 Feet FILE Pvllding Occupancy, C. ,.. ' IU� R-3 : Single Family Dwelling Type Construction: Type V-B . F ' / Building Square Footage: tt . First Floor Area 1,101 5F of .., _ '. - Secod Saran a Floor 1269 4�,r� :. e ,, 4 t 540 5F r s Total 5F 2,4116 5F L...,,...:[, ; � Fire Resistance of- Exterior Walls: C ..: '_ ;; , 3 R-3, Occvpanices W/ :ype V-B Construction, 1-HR BUILDING DIVISIO Less than 5' Prom property line, Non -rated elsewere. Openings not permited less than 5'. 2015 IMC I MechanIcal Venttlotior Requirements: Bathrooms: Mechanical exhaust capacity of 50 cfm intermittent or 20 cfm continuous. Kitchen: 100 cf Intermediate or 25cfm continuous exhaust fan ) aundry: 100 cfm minimum exhaust fan Whole House Ventilation System: 2015 IRC, MI5O1.3.5 4 MI501.3.5.1 Provide outdoor air at a rote of 15 am minimum airflow rate. WASHINGTON STATEENERGY CODE (WSEC 2015) Prescriptive RectuiremrntM (Amite Zone $4 - Marine: R-Value, U-Factors C-Piling: R-49 0.026 Single Rafter or Joist Vaulted: R-36 0.026 opagye Halls: R-21 Int. 0.056 Floor Over Uncond Space: R-3O 0.02q Opaque Doors: N/A U=0.31 SIab On Grade: N/A N/A Fenestration U-Pactor Vertical, U=0.30 U=0.30 Overhead, U=050 Total Glazing Area: 314.21 5F •t ; H t t Total Conditioned Floor Area: 2,316 SF AP• : df1t� e10z1na Provided Mllgard Company, Style -Line, Vinyl Serie * bll• H Slider, U value = 0.30, Double glazed 1/2" clear, Low (2), Argon `Z).18 a , SHGG - Total Glazing Area: 314.21 5F %Glazing to Wall Area: 314.21 5F Glazing/ 2,316 SF of Gross Floor Area = 15.1% Metal Man Doors I O 3'x 6-8' Kewanee Corporation, E Series 400 Insulated Polyurethane - U=0.16 RECEIVED CITY OF TUKWILA AP t 1.111 PERMIT CENTER 01.4)1 00 8y " b ugh Q) 13 00 d' '0 (-YIN S O LW and Residential Design client AMERICAN PRESTIGE HOMES RICHARD 4 SAN STEVENS PO. BOX 46002 SEATTLE, WASHINGTON 98146 (206) 553-4525 Protect NEW HOUSE 40XX SOUTH 126TH STREET TUKWILA, WASHINGTON 42468 Sheet Description SITE PLAN VICINITY MAP BUILDING DATA designed by M. FOSTER check by L5B / 85MV scale AS SHOWN date 3/29/2017 discipline Job number 2OI1-51-STEVENS Sheet Number to 10 tar— 4" x 2" BLOCK FLAT EACH WINDOW CORNER SIMPSON MSTA2 W/ (18) IOd NAILS 1/Ib" 055 SHEATH. NAIL W/ 5e1 @ 6" O.G. EDGES 6 12" O.G. FIELD HE GHR 4" x 2" BLOCK FLAT EACH WINDOW CORNER SIMPSON MSTA24 NI/ (IS) IOd NAILS 1/16" 05B SHEATH. NAIL W/ ad G 6" O.G. EDGES 4 12" O.G. FIELD-'e WINDOW STRAPP NG RECOMMENDED CONSTRUCTION DETAIL FOR THE APA PORTAL FRAME DESIGN EXTENT OF HEADER DOUBLE PORTAL FRAME M O BRACED WALL PANELS) 11 MIN. 3"x11.25" ItT HEADER 6' TO 18 •\FASTEN TOP PLATE TO HEADER WITH TWO ROWS CF I6d SINGER NAILS AT 3" OL. TYR 1000 LB STRAP OPPOSITE SHCATMI MS FASTEN SHEATHING TO HEADER WITH 8d COMMON OR GALVANIZED BOX NAILS IN 3" GRID PATTERN A5 SNOftl AND 9' O.G. IN ALL FRAMING WRVS, BLOCKING, Ato SILLS) TYP. MIN. PYDTH • 16" FOR O!E STORY STRLGTURE9 MIN. WIDTH • 24' FOR USE IN THE FIRST OF TWO STORY STRUCTURES MN. (2) 2x4 3/8' MIN. THICKNESS HOOD STRUCTURAL PANEL SHEATHING MIN. 4200 LB 11E-D0W1 DEVICE (EMBEDDED INTO CONCRETE MO NAILED INTO FRAMING) MIN. 3"x3'xV4' PLATE WASHER ANCHOR BOLT PER CODE FRONT ELEVATION FOR A PANEL SPLICE (IF NEEDED). PANEL EDGES SHALL BE BLOCKED MD OCCUR WITHIN 24° OF MID -HEIGHT. Ott ROW OF TYP. SHEATHING -TO - FRAMING NAILING IS RECAPPED. IF 2x4 BLOCKING IS USED THE 2x4S MST BE NAILED TOGETHER WITH (3) I6d SINKERS TYPICAL PORTAL FRAME CONeTRUK.TIaN A 4- - 164 SINGERS 2 ROHLS • 9' OL. 4200 LB TIE 120141 PEACE SHEATHING FILLER IF NEED \IOL� LB HEADER STRAP MN. 2x4 PRAMNG TYP. SECTION A -A SIDE ELEVATION LATERAL DESIGN CRITERIA ® 55m II 5 FOR "R" h 1.00 1.00 1.00 = CATEGORY = 1.00 = I II MOTIONS 0.2 SEC. RESPONSE 1.0 SEC RESPONSE HOLDOWN SCHEDULE: SPEED CATEGORY CATEGORY FACTOR FACTOR EXPOSURE FACTOR FACTOR COEFFICIENT WIND: (ASCE 1-10) BASIC HIND STRUCTURAL EXPOSURE TOPOGRAPHIC ADJUSTMENT HEIGHT 4 IMPORTANCE 1-10) GROUP IMPORTANCE GROUP CATEGORY SYMBOL MATERIAL AND NAIL SPACING V CATEGORY EXPOSURE KzT LAMBDA I SEISMIC: = `,-,_ SIMPSON #STHPI4RJ HOLDOWNS S 2-2X6 STUDS = = = = = (ASCE USE 20-16d SINKERS SIMPSON #MSTC4853 PRE -BENT STRAP USE 12-IOd FACE 41 2-2X JOISTS USE 4-IO0 BOTTOM, 38-10D ® 2-2X STUDS 11/-I SIMPSON #STHDI4 HOLDOHNS USE USE 20-I6d SINKERS ® 2-2X6 STUDS OCCUPANCY OCCUPANCY SEISMIC USE GROUND MOTION SITE CLASSIFICATION SEISMIC DESIGN RESPONSE MODIFICATION SIMPSON #M5T31 STRAPS • 2-2X6 STUDS USE 24-I6d SINKERS = MAX. GROUND 596 DAMPING 5s=1.51Og, 51=0.51Og, = D = D = 6.5 SIMPSON # MSTA24 W/ 15-10d NAILS STRAP LENGTH 24" MIN. USE HOT DIPPED GALVANIZED NAILS NOTE AT ALL LOCATIONS WHERE THERE 15 PRESSURE TREATED PLATES SHEARVNALL SCHEDULE: MAIN FLOOR LEVEL EXT. WALL eRIDLINE * SHEARWALL NR18ER ACTUAL UNIT SHEAR ALLOWABLE UNIT SHEAR COMMON NAIL SIZE MATERIAL THICKNESS SPACING • PANEL EDGES SPACING • FIELD MATERIAL APPLIED TO * OF SIDES BOTTOM PLATE ANCHORAGE SILL PLATE ANCHORAGE BOTTOM PLATE MEMBER SIZE STUD MEMBER • PANEL JOINT *1. � / 1 \ 58.6 PLF 364.0 PLF 8-D 1/Ib' 056. PLYW7 b' 12' ONE Ibd NAILS • 16" O.G. 5/O'• x 12' AB • 46" CC. .- - 2' x 6' DF.*2 2' x 6° OF. 02 5, A 160.1 PLF 964.0 PLF 8-0 1/16' 056. PLYI.D 6' I2' ONE 16d NAILS • 10' OL. 5/8"• x 12' AB • 48' OL. 2' x 6° DF.*2 2' x 6" DFM2 45. pj 113.5 PLF 364.0 PLF E-D 1/I8' 066. PI -TIC 6' 12' ONE 164 NAILS • 12" CC. 5/8"• x 12' A6 • 40" OL. 2" x b" DF.I12 2' x 6" DP!2 I16. p1 24.0 PIP 364D PLF 8-D 1/16' 056. PLYWD 6' 12' ONE I6d NAILS • 16" O.G. 5/8"• x 12' A6 • 48" OL. 2' x 6" Den 2' x 6" DF.*2 *A. Q 35.3 PLF 113.0 PLF 8-D 1/16" 056. PLYhO 4' 12' ONE I64 NAILS • 16' OL. 5/8"0 x 12' AB • 46' OL. 2' x 6" DF.*2 2' x 6" DPP2 «6• Q 211.6 PLF 303A PLF 842 1/16' 0S6. PLYND 4' 12° ONE ibd NAILS • 6" 04. S/8"0 x 12' AB • 48' OL. 2' X 6" DF.*2 2" x 6" DP.02 4E• A I32A PLF 364.0 PLF 8-12 1/16' 05B. PLYND b" 12" ONE I6d NAILS • 12' 04. 5/8'• x 12' AD • 48' CC. 2" x 6" DF N2 2' x 6' DF M2 *F. A 154.1 PIE 364.0 PLF 8-D 1/16" 056. PLYWD 6" 12' ONE I6d NAILS • 10" OL. 5/8'0 x 12' AB • 48' O.G. 2' x 6' DF.*2 2' x 6' DF.*2 Y. A 42,2 PLF 2314 PLF 8•12 1/16' 055. PLYWD 6" 12" ONE I6d NAILS • It' 00. 5/8'0 x 12' AB • 48' OL. 2' x 6' DF.*2 2' x 6' DF 02 FIRST FLOOR SHEAR SCHEDULE SCALE NTS ELECTRICAL SYMBOLS .•. CEILING LIGHT FIXTURE CC -COMPUTER C ALARMS' DSMOKE 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 tez DUPLEX OUTLET I- HALL LIGHT FIXTURE ti INDIVIDUAL STYLE HEATER 220 VOLT (SEE SCHEDULE) 0 FLOOR DUPLEX OUTLET El RECESSED CEILING LIGHT FIXTURE Q THERMOSTAT 4 W !WEATHERPROOF OUTLET 0 EXTERIOR LIGHT FIXTURE TRACK LIGHTING BITH BAN BACK-UP, AND INTERCONNECTED DIVIGES IN THE DWELLING UNIT. BETWEEN THE THE SMOKE ALARMS SHOULD NOT BE LOCATED NEAR KITCHEN APPLIANCES. p p p IIgt- 220 VOLT OUTLET AS REQ'D. 6 EXTERIOR WALL LIGHT FIXTURE erb FLOOD LIGHT Ct 6FI GROUND FAULT INTERRUPT 05D SMOKE DETECTOR IIOV W/ BATTERY BACKUP NOTES: I. ALL WORK SHALL CONFORM TO LATEST EDITIONS OF NEC CODES. 2. INSTALLER SHALL VERIFY LOCATIONS OF ALL FIXTURES PRIOR TO INSTALLATION. 3. ELECTRICAL DRAWINGS ARE TO SHOW GENERAL LOCATIONS OF FIXTURES. 4. ALL EQUIPMENT SHALL BE UL LISTED, WHERE APPLICABLE. CARBON MONOXIDE ALARMS, 4 SPECIAL DUTY RECEPTACLE CH ' G02-CARBON MONOXIDE DETECTOR CARBON MONOXIDE ALARMS ARE TO BE INSTALLED IN EACH DWELLING UNITS. THEY SHALL BE LOCATED OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOM. $ SNITCH ;.... CFM EXHAUST FAN (V.T,OJ V THREE WAY SWITCH aT TELEPHONE JACK CEILING OUTLET <CT GABLE T.V. JACK \ \ y 5'-6" IO'-1" 40'-O" y 11'-5" 6'-O" / U' _t 5212TR 525 SL SQI TR 525. SL GAS FIREPLACE PER LOCAL CODES 4 MFR. SPEC'S FAMILY URN. 0 6FI1') LESS 4-PLATFORM HV1 �`IS" AFF STEEL BOLLARD WHOLE HOUSE VENTILATION TO BE INTEGRATED WITH THE FORCED AIR FURNACE. PROVIDE OUTDOOR AIR AT A MIN. RATE OF 15 GFM. 2015 IRC MI5O1.3.5 4 MI501.3.5.1 PROVIDE 1 3/8" SOLID CORE DOOR OR 20 MIN. FIRE DOOR W/ RATED MTL. FRAME W/ SELF CLOSING---� 0 5/8" TYPE-X GWB ON GARAGE SIDE OF HALL GARAGE CEILING UNDER FLOOR TO BE COVERED W/ 5/5" TYPE-X GWB 1 PATIO IO'x8' / / 5/5" I YPt-X 61,4B ON GARAGE SIDE OF HALL -(:)'® CL6 FOR DOOR OPENER \ .ram \ .r i I6'x8' OHD •I I v = 55.6 PLF I I'-0" / 22'-O" 11'-0" I � 626 5GD '47, 621 2tritz 1 4 2 42 FX 2412TR W 1 42 423. 3. 5L 5L I V / 1 II QIIQTR COVERED PORCH' SP I I 12'-6\.1/2' J, Ll_ I L = KITCHEN \ 4'-O 4'-0" 7 ISLAND 5'-5" . 2 /O 7"-REFE171) ry \ 2126$ 11 21 PANTRY U FOR. 59P 246 N m (N N e 626a BP OFFICE / SUEST 221 2 TR 321 2 TR 221 2 TR 2252 FX 3252 FX 2252 FX w qin m z 1 42-6" v =160.1 PLF 2 3,-1' I{x!(4 Pose I I I i I I I 6' I/2" 1 2'-8" /1, 2'-8" 31-11" FIRST FLOOR PLAN SCALE 1/4" = It 1 20'-6" ti AP Ri 0 v =012.2 PLF co v = 159.9 PLF 0 v = 132.4 PLF I F, 2010 0 v = 211.6 PLF EXIT DOOR LANDING./ = 35.3 PLF TO 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. 36" LANDING v 113.5 PLF v = 24.0 PLF RECEIVED CITY OF TUKWILA APR ) 1 2001? PERMIT CENTER AREA FIRST FLOOR 1,101 SO FT SECOND FLOOR 1,26,1 SO FT TOTAL LIVING 2,316 SG FT GARAGE 540 SO FT TOTAL 2,916 SQ FT t7OO84t f client AMERICAN PRESTIGE HOMES RICHARD 4 5AN STEVENS P.O. BOX 46002 SEATTLE, WASHINGTON 99146 (206) 553-4525 Project NEW HOUSE 40XX SOUTH 128TH STREET TUKWILA, WASHINGTON 46166 Sheet Description FIRST FLOOR PLAN NOTES designed by M. FOSTER check by LS5 / BSMV scale AS SHOWN date 3/24/2011 discipline Job number 2011-SI-STEVENS Meet Is6mber 2 2 -of- 10 4" x 2" BLOCK FLAT 4" x 2" BLOCK FLAT EACH WINDOW CORNER SIMPSON MSTA24 W/ (18) 10d NAILS 4- 1/I6" OSB SHEATH. NAIL W/ 8d 4➢ 6" O.G. EDGES 4 12" O.G. FIELD-4 EACH WINDOW CORNER SIMPSON MSTA24 W/ (18) IOd NAILS 1/16" 05B SHEATH. NAIL W/ 8d ® 6" O.G. EDGES 4 12" D.G. FIELD WINDOW STRAPPING 1 6TFRAL DESIGN CRITERIA a 55mph 1.00 1.00 1.00 = CATEGORY = 1.00 = I = MAX. GROUND 556 DAMPING 55=1.510g, Si=0.510g, = 0 = 6D = 6.5 II MOTIONS 0.2 SEC RESPONSE HOLDOWN SCHEDULE: CI'CED WIND: (ASCE 1-10) BASIC WIND SYMBOL MATERIAL AND NAIL SPACING V = CATEGORY = EXPOSURE = KIT = LAMBDA = I = SEISMIC: (ASCE STRUCTURAL EXPOSURE SIMPSON #STHDI4RJ HOLDOWNS USE 20-16d SINKERS G 2-2X6 STUDS CATEGORY II CATEGORY B FACTOR FACTOR FOR EXPOSURE FACTOR FACTOR COEFFICIENT "R" 0_ TOPOGRAPHIC ADJUSTMENT HEIGHT 4 IMPORTANCE 1-10) GROUP IMPORTANCE GROUP 11-'-1' SIMPSON #MSTC48B3 PRE -BENT STRAP 0 2-2X JOISTS 38-I017 s 2-2X STUDS USE 12-IOd FACE USE 4-IOD BOTTOM, SIMPSON #STHDI4 HOLDOWNS USE 20-I6d SINKERS a 2-2X6 STUDS --'--II" OCCUPANCY OCCUPANCY SEISMIC GROUND SITE SEISMIC RESPONSE USE SIMPSON #MST31 STRAPS USE 24-I6d SINKERS ® 2-2X6 STUDS ID--" III' MOTION CLASSIFICATION E DESIGN CATEGORY MODIFICATION SIMPSON # MSTA24 W/ 18-IOd NAILS STRAP LENGTH 24" MIN. 1.0 SEC RESPONSE USE HOT DIPPED GALVANIZED NAILS NOTE AT ALL LOCATIONS WHERE THERE 15 PRESSURE TREATED PLATES SHEARWALL SECOND FLOOR LEVEL SCHEDULE: EXT. WALL &RIDLINE **UMBER SHEARWALL ACTUAL UNIT SHEAR ALLOWAR P UNIT SHEAR COMMON NAIL SIZE MATERIAL THICKNESS -PAGING • FIELD MATERIAL APPLIED TO * OF SIDES BOTTOM PLATE ANCHORAGE SILL PLATE ANtHORAsE BOTTOM PLATE MEMBER SIZE STUD MEMBER • PANEL JOINT SPAGIN6 0 PANEL EPSE5 lei. Qj 38b PLF 260.0 PLF B-D 146' 05B. PLYWD 6' 12' ONE I6d NAILS • 16" O.G. N/A 2' x 6" DF.1"2 2" x 6" DF. *2 *2. NSW WA WA N/A N/A WA WA WA N/A WA WA WA R3. Qi 65.8 PLF 564.0 PLF 8-12 146' 058. PLYWD 6" 12' ONE I6d NAILS • He 0G. WA 2" x 6' DF.R2 2" x b" DP. *2 04, A 96.1 PLF 260.0 PLF B-0 1/I6° 056. PLYWO 6" 12' ONE 16d NAILS • IS' 0G. WA 2" x 6" DP!2 2" x 6' OF.02 05. A 442 PLF 260.0 PLF 6-D 1/1b' 056. PLYWD 6" 12" ONE led NAILS • 16° DG. WA 2° x 6' DF •2 2" X 6" DF.*2 R6. N5W WA WA WA WA WA WA N/A WA WA WA WA *A. NSW WA N/A WA WA WA WA WA WA WA WA WA 116. p1 38.1 PLF 206.0 PLF 8-12 146" OSB, PLYWD 6" 12" ONE l6d NAILS • IS" O.G. WA 2" x 6" OFA2 2' x 6° DF.R2 • IQ TJb PLF 260.0 PLF 8-0 1/16° 056. PLYWD 6" 12' ONE I6d NAILS • 16" OZ. WA 2" x 6" DP.112 2' x 6" DF.x2 •D. A 144.8 PLF IQOC PLF 8-0 1A6° 056. PLYWD 6" 12" ONE 16d NAILS • 16' O.C. WA 2' x 6" DF.R2 2' x 6" OF. •2 RE. NSW WA WA WA WA WA WA WA WA WA WA WA *F. A 155.1 PLF 364.0 PLF 6-D 1/16" 05B. PLYWO 6" 12" ONE I6d NAILS • 16" OG. WA 2' x 6' DF.112 2" x 6" DF. +2 • A 34.4 PLF 260.0 PLF 8-0 1A6" 05B. PLYWD 6' 12' ONE I6d NAILS • 16' 0.0. WA 2' x 6' OFw2 2" x 6' DF. *2 SECOND FLOOR SHEAR SCHEDULE SCALE NTS ELECTRICAL SYMBOLS • CEILING LIGHT FIXTURE <C COMPUTER CJ ALARMS: DSMOKF 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 I DUPLEX OUTLET WALL LIGHT FIXTURE INDIVIDUAL STYLE HEATER 220 VOLT (SEE SCHEDULE) CE FLOOR DUPLEX OUTLET g RECESSED CEILING LIGHT FIXTURE 0 THERMOSTAT II:EWP WEATHERPROOF OUTLET 0 EXTERIOR LIGHT FIXTURE TRACK LIGHTING WITH BATTERY BACK-UP, AND INTERCONNECTED BETWEEN THE DIVIGES IN THE DWELLING UNIT. SMOKE ALARMS SHOULD NOT BE LOCATED NEAR KITCHEN APPLIANCES. 0 8 o ge• 220 VOLT OUTLET AS REQ'D. EXTERIOR HALL LIGHT FIXTURE A FLOOD LIGHT CEGFI GROUND FAULT INTERRUPT o OSD SMOKE DETECTOR IIOV W/ BATTERY BACKUP NOTES; I EDITIONS OF . ALL WORK NEC CODES. LL CONFORM TO LATEST 2.INSTALLER SHALL VERIFY LOCATIONS OF ALL PRIOR TO INSTALLATION. 3. ELECTRICAL DRAWINGS ARE TO SHOW GENERAL LOCATIONS OF FIXTURES. 4. ALL EQUIPMENT SHALL BE UL LISTED, WHERE APPLICABLE. FO CARBON MONOXIDE ALARMS: I® SPECIAL DUTY RECEPTACLE G O G02-CARBON MONOXIDE DETECTOR MONOXIDE ALARMS ARE TO BE INSTALLED IN EACH DWELLING UNITS. THEY SHALL BE LOCATED OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOM. $ SWITCHFIXTURES ;�? CFM EXHAUST FAN (V.T.O.)CARBON $' THREE WAY SWITCH QT TELEPHONE JACK CEILING OUTLET <CT CABLE T.V. JACK 13'-I" 2'-4" - 8'-Il" 15'-8" I 1 6'-8" 6'-5" I 3 -2" 1-0" 3'-6" 'i I A X I I� IC I I 5II4b SL / 5H V 224�Q SH '7 I T 1\ �, }2Q42 ~ GD EGRESS p T 54P V 7' BEDROOM #2 `° 1 1a EL ail d M. BEDROOMin T Jt W.I.G. I 2666 al \ \ ci cE , \ _- l` - `��. '-11/Ib" A-1, �i o rid �'/`,6 \ SDr- '" Q 8'-II I/16" r- _� IOOcfm \� >/ p of ``3,30o lq p /L - * ' \ 1 ul s' I t'"�J\ Yam, DRY ,. \ \�s At. gril vl / \ \b • . , A 1 9 N i9p ILIK I -� �Ry f v �t t Q� GFI \ \ -WP- - �Q V f ' � - / Ix • 1 �I .. \N K DM - 1 h .:8 LINEN * z e 1 \ _" ,,,,, 1 d 7 % in - 50cfm 54P to Ol 1 r F , LOFT C (= \.\ 5ocfm - II 2 5 6 Pry 1 ` ; 54P \0 \ (K ! �..\ l ax g_I, OF! .3'-I" rTUB �r r TUB p b<> .dam i \ 5961 /2' 1O' \ O SD \ 4-3�, m -I� ` l - / X 6'-4 I/2" 5D4'-4 Id' 4'-5N b'-10" �/ \ I i I / f C } � \ N \v may A4QQ5�� ilI ry ` // / ! 1 g BEDROOM #4 < \\r I BEDROOM #3 aP EGRESS OPEN TO BELOW I 1\ I I /\ / I\ II II� 5 4 SL -A 9 1 EGRESS 0 I 512412'!I\ 5L O 59I FX I L 5'-11/2" I I ♦- i 51-11/2" I I lD I WALL LINE,'BELOW / 51-I 1/2" 5'-I 1/2" I I y 41-3" d. + 4'-3" I I I I i I 4'-1" I 41-11„ / , 6 /y 11--6" II'-3" � I0'-3" 8'-6" 10'-0" � 40'-O" v=35.6PLF v = NSW 2ND FLOOR v =63b PLF v =16.1 PLF SECOND FLOOR PLAN SCALE 1/4" a I' O X o - -i - rc- 1 T- N V v =34.4 PLF v = 155.1 PLF v = NSW 2ND FLOOR v = 141.5 PLF 4" br,008'i v = 41.2 PLF v = NSW 2ND FLOOR RECEIVED CITY OF TUKWILA APR 11 21117 PERMIT CENTER AREA FIRST FLOOR 1,101 5Q FT SECOND FLOOR 1,264 SD FT TOTAL LIVING 2,316 SG FT GARAGE 540 5Q FT TOTAL 2,416 SO FT 6 C Cr 4-3 I !n 2° 0 1- Client AMERICAN PRESTIGE HOMES RICHARD 4 SAN STEVENS P.O. BOX 46002 SEATTLE, WASHINGTON 16146 (206) 855-4525 Project NEW HOUSE 4OXX SOUTH 128TH STREET TUKWILA, WASHINGTON 48168 sheet Description SECOND FLOOR PLAN NOTES SHEARWALL SCHEDULE designed by M. FOSTER gneck by !!!!!! L513 / BSMV scale AS SHOWN date 3/2Q/2011 discipline Job number 2011-51-STEVENS Sheet Number 5 3 of _ 10 SIDING 4TRIM PER OWNER 12 5 MS- 12 5 r 12 5 `SIDING 4 TRIM PER OWNER SIDING STRI PER OWNER LEFT ELEVATION SCALE 1/4"= 1' COMP ROOFIN6 OVER 15* SUILDIN6 PAPER CONTINUOUS GUTTER (TYP) -� T e 51 PE E-- ;..-- I.' 4 r '1 I r J t( 1 I I I L 1 J REAR ELEVATION SCALE 1/4" = 1' 71N& 4TRIM R OWNER 12 _ 12 COMP ROOFING OVER 15# BUILDING PAPER 5 12 12 5 COMP ROOFING OVER 15# BUILDING PAPER CONTINUOUS GUTTER (TYP) Mint 1 --I S4, LJ ICI Pt, Hx`; (' o5 f- SIDING STRIM PER OWNER 12 "5f 1 I I I I I I 1 L FRONT ELEVATION SCALE 1/4" = 1' 12 12 5 —4 —9 —j FJ=.. HT.- — SIDING It TRIM PER OWNER I 21' a °C. sLt. st 0 a 4`V V- L J-r Jl RIGHT ELEVATION SCALE 1/4" = I' RECEIVED CITY OF TUKWILA APR 11 1617 PERMIT CENTER cllent AMERICAN FRCC'TIGE HOMES RICHARD 4 SAN STEVENS PA.50X46002 SEATTLE, WASHINSTON 48146 (206) 853-4525 Project NEW HOUSE 40XX SOUTH 128TH STREET TUKWILA, WASHINGTON Q8168 Sheet Description ELEVATIONS designed by M. FOSTER check by LSE / BSMV scale AS SHORN date 3/2Q/2011 discipline Job number 2011-51-STEVENS Sheet Number 4 4 —of— Io F#FWRAL NOTES: THESE GENERAL NOTES ARE TO BE USED AS A SUPPLEMENT TO THE Or ECIFICATIONS. ANY DISCREPANCIES FOUND AMOUNG THE DRAWINGS, THESE GENERAL NOTES AND SITE CONDITION SHALL BE REPORTED TO THE ENGINEER. ANY HORK DONE BY THE CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE CONTRACTOR'S RISK. THE CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS AMOUN6 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 (IBC) A5 AMENDED AND ADOPTED BY LOCAL GOVERNING MUNICIPALITY. DESIGN CRITERIA: VERTICAL LOADS: ROOF: FLOOR: LATERAL FORCES: DEAD LOAD LIVE LOAD DEAD LOAD LIVE LOAD 12 PSF 25 PSF (SNOW) 12 PSF 40 PSF I. LATERAL FORCES ARE TRANSMITTED FROM THE ROOF DIAPHRAGM TO THE SHEARWALL. THE LOADS ARE THEN TRANSFERED TO THE FOUNDATION WHERE ULTIMATE DISPLACEMENT 15 RESISTED BY PASSIVE PRESSURE OF EARTH AND / OR SLIDING FRICTION. OVERTURNING 15 RESISTED BY DEAD LOAD OF THE STRUCTURE. 2.WIND: DESIGN HIND SPEED = 85 MPH, 3 SECOND GUST 3.5EISMIG: ZONE D, SEISMIC DESIGN CATEGORY D-I SOIL BEARING PRESSURE: 1500 PSF. SOIL SITE GLASS-D ALL FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED EARTH OR STRUCTURAL BACKFILL. AREAS OVER -EXCAVATED SHALL BE BACKFILLED HITH LEAN CONCRETE (F'c=2000 PSI) OR "STRUCTURAL BAGKFILL". AREAS DESIGNATED "STRUCTURAL BAGKFILL" SHALL BE FILLED HITH APPROVED HELL GRADED BANKRUN MATERIAL. MAXIMUM DENSITY A5 DETERMINED BY ASTM D-1551-18, CONTRACTOR SHALL EXERCISE EXTREME CARE DURING EXCAVATION TO AVOID DAMAGE TO BURIED LINES, TANKS, AND OTHER CONCEALED ITEMS. UPON DISCOVERY, DO NOT PROCEED WITH WORK UNTIL RECEIVING WRITTEN INSTRUCTIONS FROM ENGINEER. A COMPETENT REPRESENTATIVE OF THE OWNER SHALL INSPECT ALL FOOTING EXCAVATIONS FOR SUITABLITY OF BEARING PRIOR TO PLACEMENT OF REINFORCING STEEL. PROVIDE DRAINAGE AROUND ALL WORK TO AVOID HATER SOFTENED FOOTINGS. S,ON(RETE: CONCRETE SHALL BE MADE WITH PORTLAND GEMENT ASTM C-I50 TYPE I OR TYPE -II, COARSE AND FINE AGGREGATE ASTM C-33, CLEAN HATER AND POTABLE, AND TYPE -A (HATER REDUCING), TYPE-0 (HATER REDUCING AND RETARDING) OR TYPE-E (HATER REDUCING AND ACCELERATING) ADMIXTURE ASTM C-494-50 AND SHALL BE READY MIXED PER ASTM C-94 UNLrcc OTHERWISE APPROVED. MATERIALS: ITEM MINIMUM F'c NORMAL SLUMP 28 DAYS INCHES' MAXIMUM FOOTINGS 2,500 P51 5 SLABS 2,500 P51 5 ALL OTHER CONCRETE 2500 PSI 5 CONCRETE MIX - 5 1/2 SACK MIN. DESIGN MIX " AT CONTRACTOR'S OPTION, CONTRACTOR MAY USE MASTER BUILDERS SYNERGYZED PERFORMANCE SYSTEMS USING POZZOLITH ADMIXTURES TO PRODUCE FLOWABLE CONCRETE. MAXIMUM SLUMP SHALL NOT EXCEED 9". MASTER BUILDERS CONCRETE TRCHNICIAN SHALL ASSIST IN DETERMINING PROPORTIONS FOR 5P5 CONCRETE AND SHALL OBTAIN APPROVAL OF ENGINEER PRIOR TO EMPLOYING THIS PROCEDURE, PLACE CONCRETE PER ACI 304 AND CONFORM TO ACI 604 (306) HINTER CONCRETE AND AGI 605 (305) FOR HOT WEATHER CONCRETING. USE INTERIOR MECHANICAL VIBRATORS HITH 7000 RPM MINIMUM FREQUENCY. DO NOT OVER -VIBRATE. CONCRETE SHALL BE POURED MONOLITHICALLY BETWEEN CONSTRUCTION JOINTS OR EXPANSION JOINTS. PROTECT ALL FRESHLY PLACED CONCRETE FROM PREMATURE DRYING, EXCESSIVE HOT OR GOLD TEMPERATURE FOR SEVEN DAYS AFTER POURING. NON -SHRINK GROUT: MAKE FROM ONE PART ASTM C-150 TYPE -I PORTLAND CEMENT, ONE PART FINE SAND ASTM C-33, AND ONE PART "MASTER -FLOW 713" BY 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. USE "EMBECO 636" FOR NONEXPOSED HORK. MATERIAL REINFORCEMENT (CONCRETE): ALL REINFORCING SHALL CONFORM TO ASTM A-615, GRADE 40 FOR #5 AND SMALLER, GRADE 60 FOR x6 AND LARGER. DETAIL, FABRICATE AND PLACE PER ACI 315 AND ACI 318. SPLICES SHALL BE 24" DIAMETERS OR 18" MINIMUM FOR CONCRETE. WELDED HIRE FABRIC SHALL CONFORM TO ASTM A-82 AND A-185. LAP ONE FULL MESH ON SIDES AND ENDS. PLACE AT MIDDEPTH OF SLAB, OR AS SHOWN. STRUCTURAL STEEL - MACHINE BOLTS (M.B) AND ANCHOR BOLTS (A.B.) ASTM A-3O.1. DRILLED IN ANCHORS; "PARABOLT" BY USM, INC., MILLY FASTENER DIVISION, "RAWL BOLT", OR APPROVED EQUAL EMBED BOLT INTO CONCRETE 1" DIAMETER MINIMUM, EXCEPT AS SHOWN. GARPFNTRY: PLYWOOD (STRUCTURAL): SHALL BE GROUP I OR GROUP It SPECIES, CD GRADE EXPOSURE -I CONFORMING TO PS-I-83. EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE AMERICAN PLYWOOD ASSOCIATION. FRAMING LUMBER: CONFORM TO WEST COAST LUMBER INSPECTION BUREAU (W.GLIB) OR WESTERN HOOD PRODUCTS ASSOCIATION (WWPA). EACH PIECE SHALL BEAR THE WWPA GRADE TRADEMARK. S ECIES AND GRADE• BEAMS AND HEADERS: "DOUG FIR / LARCH" No. 2 BLOCKING: "DOUG FIR / LARCH" No. 3 OR "HEM FIR" No. 2 EXTERIOR STUD WALLS: "DOUG FIR / LARCH" No. 2 OR 'HEM FIR" No. 2 THE MINIMUM GRADE OF ALL OTHER STRUCTURAL FRAMING: "DOUG FIR" No. 2 OR "HEM FIR" No. 2 GENERAL REQUIREMENTS: PROVIDE MINIMUM NAILING PER 2015 IBC TABLE 2304 -9.1 OR MORE, A5 OTHERWISE SHOWN. ALL HOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED MATERIAL. PROVIDE CUT WASHERS HERE BOLT HEADS, NUTS AND LAG SCREW HEAD BEAR ON HOOD. FRAMING CONNECTORS: ALL FRAMING CONNECTORS SHALL BE IGBO APPROVED. I Tt-'t OF CONNECTORS SHALL CONFORM TO THOSE CALLED OUT ON DRAWINGS OR AN APPROVED EQUAL. CONTRACTORS CALLED OUT ARE SIMPSON STRONG TIE CONNECTORS AS MADE BY SIMPSON STRONG TIE COMPANY INC. SUBSTITUTION; SUBSTITUTIONS MAY BE ALLOWED ONLY IF THEY MEET THE REQUIREMENTS OF THE GENERAL NOTES AND SPECIFICATIONS AND APPROVED BY THE ENGINEER, NEC 25052 GROUNDING ELECTRODES A CONCRETE ENCASED GROUNDING ELECTRODE IS REQUIRED IN ALL NEW CONCRETE FOOTING. THE ELECTRODE SHALL CONSIST OF AT LEAST 20 FEET OF 1/2" OR LARGER REINFORCEMENT BAR OR BARE COOPER CONDUCTOR NOT SMALLER THAN 4 AWG, AND SHALL BE LOCATED HORIZONTALLY WITHIN THAT PORTION OF A CONCRETE FOUNDATION OR FOOTING, THAT 15 IN DIRECT CONTACT WITH THE EARTH I ENCASED BY AT LEAST 2" OF CONCRETE. (NOTE: 20 FOOT REBAR SHALL BE ONE CONTINUOUS PIECE TIED ALONGSIDE ANY VICINITY FOOTING REBAR AND SHALL PROTRUDE 8" MIN. ABOVE TOP OF FOUNDATION HALL NEAR LOCATION OF POWER PANNEL) GRAN SPA(P VENTING R4O8.2 OPENINGS FOR UNDER -FLOOR VENTING EXCEPTION: THE TOTAL AREA OF VENTILATION OPENING SHALL BE PERMITTED TO BE REDUCED TO 1/1500 OF THE UNDER -FLOOR AREA WHERE THE GROUND SURFACEIS COVERED WITH AN APPROVED CLASS I VAPOR RETARDER MATERIAL AND THE REQUIRED OPENINGS ARE PLACED TO PROVIDE CROSS VENTILATION OF THE SPACE. THE INSTALLATION OF OPENABLE LOUVERS SHALL NOT BE PROHIBITED. USE 14"x7" SCREENED FOUNDATION VENTS. (I) VENT = .52 SQ. FT. NET FREE VENT AREA. FND. AREA - NET VENT AREA REQ'D (N.V.A) 1,500 N.V.A. - QTY. OF VENTS REQ'D .52 1015 - 0.67 1,500 0.61 .52 - 1.28 TOTAL VENTS REQUIRED (2) TOTAL VENTS PROVIDED (12) IT-1" 10-0" 12'-5" r _. 4" GONG. SLAB STEP IN FND PER SLOPE FINISH GRADE I I 5/8"4:x12" A.B. HV 3"x3"xl/4" GALV. HASHER 40 48" O.G. 6 12" FROM CORNER 7'-2" 6'-5 r 6'-5 7-2" . 1 L 2'x2'xIO" GONG. I I I PAD (TYP) r1i FT-14x10HF#2r1 r1-I 112-11 J 1E4J 1E-11J L-11J I t I I GLASS I TYPE VAPOR RETARDER MATERIAL TO COVER CRAWL SPACE FLOOR e • V' r ■ E.- L 8") 4" CONC. SLAB GARAGE FLOOR LOCK OUT FOR DOOR J ■ //'//%i /,G%l/' ��///i%///,!%//%a///..//////,/Oi%///I//l/2% ■ /2'-IO I/2" 16'-3" 2'-10 1/2" y L ri 1%-- -i a i I I i I I I 1 I I 0 I FT-1 FT-1 1 FT-1 `d-&$--I-- \I- I-1- —•I -I— —6 E-11J E-IIJ 1E4J 0 Q '-11" O r3'x3'xI0" CONC. J PAD (TYP) 4'-3" i1,2'-7 1/2" 4'-8 7/8" CRAWL SPACE VENTS 12" FROM CORNERS 4 12' O.G. (TYP) '-I--24"x1b" CRAWL SPACE ACCESS I,_4"X 'I 2'-6" u L-- ■ 5'-5 5/8" I I x I I L-IP211-jl v �j-1 I E-L J 1P-1_ J I I I 5/8"0x12" A.B. W/ I 3"x3"xl/4" GALV. WASHER ® 48° D.G. 1 12" FROM CORNER 1 I 'I 1 IA 9 : N N v i FILL 4 COMPACT 9 I I JCa 22'-0" 12'-6" 20'-6" 42'—b" FOUNDATION PLAN SCALE 1/4" = I' N APR Ott 1- D r►- 00811 RECEIVED CITY OF TUKWILA APR 11. 2017 PERMIT CENTER A us YQ) C Q Wi 16 Wi N tt cllent AMERICAN PRESTIGE HOMES RICHARD $ SAN STEVENS P.O. BOX 46002 SEATTLE, WASHINGTON 98146 (206) 853-4525 Project NEW HOUSE 4OXX SOUTH 126TH STREET TUKWILA, WASHINGTON 18168 Sheet Description FOUNDATION PLAN NOTES designed by M. FOSTER check by LSO / BSMV scale A5 SHOWN date 3/24/2011 discipline Job number 2017-51-STEVENS Sheet Number 5 [10 5 of — 3/4" T4S SHEATHING GLUED 4 NAILED kV 10d ® 6" O.G. SUPPORTED EDGES 4 10" O.G. ® FIELD MEMBERS .cV 2'-0"/ r--- x X V v zr---^----; 40'-O" PRE ENS. lb DEEP FL. TR tl x N3 VI a� ot&tcF+ s l- p e ink s t'cQe. s'F OfeVL w2a, SSES © 16" O,C V O W 0 PRE ENG. IS" DEEP -I FL. TRUSS ® lb" O.G. 0 PRE ENS. IS" DEEP FL. SIRDER TRUSS N BRG. HALL ABOVE BRG. HALL ABOVE 24' ROOF TO HALL VENT--1-\--4- - - �l ( n iirg-Y4- - if S49,`a9f- t4' ROOF TO HALL VENT 5:12 PRE E. TRUSSES ® 24" O.G. .L t L 0 l(oor !✓LcsV�'--S I it s PRE ENS. ISDEEP FL. uI x TRUSSES 49 16" 0,C. 2_ -IL F PRE ENS. 15" DEEP] FL. BIRDER I RUSS 3 I/2"x12" OLB-11 4x8 H.F. #2 S. INNtu PRE ENG, MONO 6' ROOF TO HALL VENT TRUSS HANSERS PER TRUSS MFR. (TYP) PRE ENO, MONO TRUSSES ®24" O.C.-1-3 5:12 ( PRE ENS. GANT. MONO TRUSSES 24" O.G. TRUSSES ® 24" 0.6 a 5:12 In N 41 t X 5:12 5:12 GDX OR -MI6" 055 SHEATHING NAILED H/ Sd ® 6" O.G. SUPPORTED EDSES 4 12" O.G. FIELD MEMBERS tr 7,4 Y in I 0 / / 5 I/2"x12" 6LB 22'-O" P.T. 4xS H.F. *2 e / 21-6" 10'-O" FIRST FLOOR ROOF & SECOND FLOOR FRAMING PLAN SCALE 1/4" = 1' LOWER ROOF AREA: 2'14 SF REQUIRED VENTILATION: 2-4 sf (144/300) = 131.52 sq. In. REQUIRED UPPER SECTION: 131.52 sq.ln./2 = 65.16 sq.ln. REQUIRED LOWER SECTION: 131.52 sq.1n./2 = 65.16 sq.In. PROVIDED VENTILATION: PROVIDED UPPER SECTION: CONTINUOUS VENT LOCATION S WALL (14'x6.15 sq In) = 44.5 sq In TOTAL UPPER SECTION: = 44.5 sq In > 65.16 sq In PROVIDED LOWER SECTION: VENT BLOCKS = (IO)(3.14x4)=125.6 sq In x.16 = 45.4 sq In TOTAL LOWER SECTION: = 45.4 sq In > 65.16 sq In '-0" 3/4" T$5 SHEATHING GLUED 4 NAILED I-V IOd ® b" O.G. SUPPORTED EDGES 4 10" O.G. ® FIELD MEMBERS \ (-L / i I � n PRE ENS. 4 1/2" TJI. FL. JST.. 16" O.G. (—PRE ENG. LVL BM. PER MFR. 4 Jr L_ ( > PRE ENG. 4 1/2" TJI. FL. JST. ® 16" O.G. TJI. FL. HANSERS PER MFR. (TYP) 4--PRE ENG. LVL BM. PER MFR. PRE ENS. 4 1/2" TJI. FL. JST. ®16" O.G. L 1 t 1 t 1 4 1/2" RIM JST C e 4" CONG. SLAB SARASE FLOOR 21'-6" 40'-0" 9 1/2" RIM JST PRE E u Y 0 'IS. g 1/2 r ' TJI t K v FL, JST L_ * 10 " O.G. x10 H.F. *2 J 1 PRE ENG. 4 IL2" TJ1 FL. JST 0 16" O.G, r r 4 I/2" RIM JST 211-O" FIRST FLOOR FRAMING PLAN SCALE 1/4"= 1' 9 1/2" RIM JST L_ Q z Ty- v sis 6 briooa3/4 RECEIVED CITY OF TIIKWILA APR 11 2017 PERMIT CENTER (44 Akn Q � cv M S 1.13 client AMERICAN PRESTIGE HOMES RICHARD 4 SAN STEVENS P.O. BOX 46002 SEATTLE, HASHINSTON 48146 (206) 853-4525 Project NEW NOUSE 40XX SOUTH 128TH STRUT TUKWILA, WASHINGTON a8168 Sheet Description FIRST FLOOR FRAMING SECOND FLOOR FRAMING FIRST FLOOR ROOF NOTES designed by M. FOSTER check by LSB / BSMV scale AS SHOWN dots 5/24/2011 discipline Job number 2011-SI-STEVENS Sheet Number 6 6 —of— IC SHEATHING OR BOTTOM CHORD BRACING CONTINUOUS PLYWOOD OR 0.5.13. SHEATHING Ix4 CONTINUOUS BRACE SEE TRUSS DWG. 2x4 DIAGONAL BRACE OVER 4 TRUSSES W/ 2-16d NAILS AT EACH WEB INTERSECTION SEE TRUSS FRAMING PLAN FOR SPACING TYPICAL DETAIL SCALE N.T.S. TYPICAL WEB DIAGONAL BRACE (SECTION) 3-IOd NAILS FROM SHEATHING TO TRUSS ® X-BRACE G.W.B. (TYP lb' C/C t 2' 16' C/C t 2' CONTINUOUS PLYWOOD OR 0.5.8. SHEATHING TRUSS 2x6 STRONGBACK 2x4 X-BRACING OVER 3 TRUSSES 14/2-Ibd NAILS O EACH TOP END AND EACH BOTTOM END. NAIL X-BRACING TOGETHER IN/2-IOd NAILS O ITS INTERSECTION. TYPICAL DETAIL SCALE N.T.S. TYPICAL WEB DIAGONAL BRACE ADJACENT TO STRONGBACK (SECTION) SHEATHING OR BOTTOM CHORD BRACING CONTINUOUS PLYWOOD OR 0.5.B. SHEATHING 2-Ix4 CONTINUOUS BRACE AT WEB 2x6 DIAGONAL BRACE OVER 4 TRUSSES IN/ 4-16d NAILS AT EACH WEB INTERSECTION (TYP.) _ SEE TRUSS FRAMING PLAN FOR SPACING TYPICAL DETAIL SCALE TYPICAL WEB DIAGONAL BRACE (SECTION) N.T.S. 1/2" GDX OR 1/Ib" 0513 C,HEATHING NAILED IN/ 3d 6 6" O.G. SUPPORTED EDGES 4 12" D.G. 41, FIELD MEMBERS 0 "404 , -rTst- u-stir--1nr r W L IL 2 K sz Nal PRE r =NG. TRUSSES q 24 u LL Ii L r / C-S' 2x6 OVER FRAMING ® lb' O.G. L JL- Jt O.0 ,\ 5.12 r-- it N Li J L _ II 20' CONTINUOUS RIDGE VENT r #2.4 PRE ENG. GIRDER TRUSS PRE ENG. GABLE TRUSS 1- 1L x X V L C 2x6 OVER FRAMING ® 16" O.G. J L 1 1 1 1 11; 2 CO x r L J fi IL 2 NI fRE24ENO.GS. TRUSCCC ' " . 5.12 6' CONTINUOUS RIDGE VENT 5.12 LL NU -J _J C au x� N J 1 W 1 TRUSS HANGERS PER TRUSS MFR. (TYP) L V N� 1fl lf1 HALL LINE BELOW PRE ENG. 6 4x3 PRE ENG. DEE£ TRUS H.P. #2 r-J GABLE TRUS4 O N I I'-3" 6/ ,)'-6' N N SECOND FLOOR ROOF FRAMING PLAN SCALE 1 /4" - 1' • 2x4 BRACING ® 43" O.G. 2-16d NAILS ® EA. WEB INTERSECTION 2x4 BOTTOM CHORD BRACING IN/ 2-166 NAILS ® BOTTOM CHORD SIMPSON A35 CLIP ® BRACE b-3d NAILS ® TOP PLATE 6-53d e BRACE SIDING PER OWNER USE SIMPSON A55 CLIPS ® 43" D.G. BOTTOM CHORD TO TOP PLATE IN/ 6-5d NAILS ® TRUSS IN/ 6-Bd NAILS C PLATE 2x6 WALLS IN/ STUDS ® lb" D.G. 1/2" CDX OR "Vlb" 0515 SHEATHING NAILED IN/ ad 0 b" D.G. SUPPORTED EDGES 4 12" D.G. C FIELD TYVEK HOUSE WRAP OR EQ. PER MFR. TYPICAL DETAIL SCALE N.T.S. TYPICAL GABLE WALL BRACE (SECTION) UPPER ROOF AREA: 1.303 5F REQUIRED VENTILATION: 1,303 SF (144/300) = 625.44 sq. In. REQUIRED UPPER SECTION: 625.44 sq.ln./2 = 312.12 sq.in. REQUIRED LOWER SECTION, 625.44 sq.ln./2 = 312./2 sq.ln. PROVIDED VEATIQJ_l. PROVIDED UPPER SECTION: CONTINUOUS VENT LOCATION ® RID6 (26'x13.5 sq In) = 351 sq In TOTAL UPPER SECTION: = 351 sq In > 312.12 sq In PROVIDED LOWER SECTION: VENT BLOCKS = (34)(3.14x4)=421.04 sq In x.16 = 324.5 sq In TOTAL LOWER SECTION: = 324.5 sq In > 312.12 sq In bfloo8'! RECEIVED CITY OF TUKWILA APR 11 2017 PERMIT CENTER client AMERICAN PRESTIGE HOMES RICHARD it SAN STEVENS P.O. BOX 46002 SEATTLE, WASHINGTON 4E4146 (206) 653-4525 Project NEW HOUSE 40XX SOUTH 126TH STREET TUKWILA, WASHINGTON 96166 Sheet Description SECOND FLOOR ROOF FRAMING PLAN ROOF BRACING DETAILS NOTES designed by M. FOSTER check by L5B / BSMV scale AS SHOWN date 3/24/2011 discipline Job number 2011-5I-STEVENS Sheet Number 7 1 -of - 10 2x6 HALL W/ STUDS lb" O.G. O R-21 INSULATION ( 1/2" GDX OR 7/I6" OSB 2x6 WALL 14/ STUDS O 16" O.G. - SHEATHIN6 NAILED 14 8d )1.4 I 1/2" b" O.G. SUPPORTED EDGES R-21 INSULATION GYPSUM WALLBOARD ) 4 12" O.G. O FIELD ). 3/4" T46 SHEATHING GLUED 4 NAILED W/ lOd 0 6" O.G. /2" GYPSUM WALLBOARD ) /2" GDX OR 7/I6" 05B �- " SHEATHING NAILED W/ 8d SUPPORTED EDGES 4 IC" BEVELED SIDING PER OWNER 3/4" Td6 SHEATHING GLUED• 6" O.G. SUPPORTED EDGES O.G. a FIELD MEMBERS TYVEK HOUSE WRAP 4 NAILED W/ IOd O 6" O.G.�� 4 12" O.G. ®FIELD PRE ENS 9 I/2" TJI OR EQ. PER MFR. 3/4" T45 SHEATHING GLUED NAILEDd 10 SUPPORTED EDGES 4 10" FL. JST. O lb" O.G. ` ' 4 W/ O 6" O.G. SUPPORTED EDGES 4 10" O.G. 0 FIELD MEMBERS x BEVELED SIDIN6 PER OWNER K, I R-30 INSULATION l O.G. O FIELD MEMBERS 9 1/2" BLOCKING (TYP) ";( TYVEK HOUSE WRAP P.T. 2x6 SILL PLATE PRE ENO 9 I/2" 7JI " �� OR EQ. PER MFR. PRE ENS 9 1/2" Ti' FL. JST. O lb" O.G. i( • FL. lb" }/ �� —PRE ENG 9 1/2" TJI R-30 INSULATION ' 1 1 -15T. O O.G. / AJ \ ), ;\ /\ ; `i \/ \,� `V FL. JST. O lb" O.G. `� ~ R-30 INSULATION > jL `� R 30 INSULATION —` P.T. 2x6 SILL PLATE #4 BARS VERT. 24" �C 5/8"mx12" A.B. W/ 3"x3"xl/4" 11 ,._ _11 .1V\ In, O O.G. ) GALV. WASHER O 48" O.G. 4 12" FROM CORNERS TOR TO VERIFY HEI A 4x1O #2 #4 BAR CONTINUOUS O TOP ) #4 BARS 12" H.F. BM. O O.G. HORZ. 6"x12"x3/4" GUSSET C c // `, " j-- 5/8"4 xl2" A.B. W/ 3"x3"xl/4" #4 BARS VERT, 24" ONE EA. SIDE ) O O.G. > j/� X/\= I GALV. WA'IICR O 48" O.G. - 4x6 POST (2) #4 �`-I- ��� 4 12" FROM CORNERS fl NOTE: `t. BARS CONTINUOUS CLASS TYPE VAPOR \ ` � /r !- NAIL W/ 8d HOT -DIPPED GALVANIZED NAIL O ALL PRESSURE TREATED PLATES • d' SIMPSON P5546 POST BASE '• �! %\\/��` \ CLASS 1 TYPE VAPOR RETARDER MATERIAL - I TO COVER CRAWL °�-.+t'"•��=t' :-•,Y.. •,._ '•�'; I •PAD V SEE PLANS d ENS. FOR RETARDER TERIAL TO COVERG SPACE FLOOR �6 SIZE 4 REBAR ) . SPACE FLOOR + * Z• I ` �' (2) #4 j I�� T - BARS CONTINUOUS >% _ S i.=j - 1 '��� NOTE: 4"0 PVC, PERF PIPE \;�X;,' I :1 - ll NAIL W/ Sd HOT -DIPPED ,4", 6" W/ FILTER FABRIC CLASS\.% I TYPE VAPOR • /c/ ,; / \ —I l- NOTE: NAIL W/ 8d HOT -DIPPED GALVANIZED NAIL ALL ,4" RETARDER MATERIAL \ :' \� O PRESSURE TREATED PLATES I'-4" 4 DRAIN ROCK TO COVER CRAWL a q�, . ,�, - ` GALVANIZED NAIL 0 ALL , FLOOR PRESSURE TREATED PLATES SPACE :�:�c!»c— 4" 0 PVC PERF PIPE �� i8� - DETAIL �A DETAIL ( ' 41: �1'- � W/ FILTER FABRIC 4 DRAIN ROCK I -4 CDETAIL CAL6 3/4" = I'-0" 5 /S CALE 3/4" =1'•0" `5,6 SCALE 3/4" =11•0" 2x6 HALL NI/ STUDS lb" 0 O.G. ) 2x6 HALL W/ STUDS O IS" O.G. ) V , R-21 INSULATION 1/2" OR 7/I6" R-2I INSULATION M? 'V16" 1/2" GYPSUM WALLBOARD '� CDX 055 1/2" 1/2" GDX OR O5B ) : SHEATHING NAILED kW 8d GYPSUM WALLBOARD ) (� �' SHEATHING NAILED W/ 8d 6" O.G. SUPPOR i tV EDGES 6" O.G. SUPPORTED EDGES 2x6 HALL 1/4/ STUDS lb" O.G. 5/4" T4G SHEATHING GLUED 4 NAILED W/ 10d 0 6" O.G. 4 12" O.G. O FIELD 3/4" T46 SHEATHING GLUED 4 NAILED H./IOd a 6" O.G. (- ^ 4 12" O.G. O FIELD O R-21 INSULATION SUPPORTED EDGES 4 10" SUPPORTED EDGES 4 IC" ( \ BEVELED SIDING PER OWNER f BEVELED SIDING PER OWNER 1/2" GYPSUM WALLBOARD O.G. O FIELD MEMBERS O.G. 0 FIELD MEMBERS TYVEK HOUSE WRAP TYVEK HOUSE WRAP 3/4" T40 SHEATHING GLUED PRE ENO 9 I/2" TJI k �' , OR EQ. PER MFR.3) PRE EN6 4 1/2" TJI \/ t/ \ OR Ea PER MFR. FL. JST. O 16" O.G. )(, ( FL. lb" ( X 4 NAILED W/ 10d O 6" O.G. /\ I` JST. 0 O.G. ( �`( / R-30 INSULATION , ,`( P.T. 2x6 SILL PLATE / \ , . / � SUPPORTED EDGES 4 10" �` �(` R-30 INSULATION )( )v\�J ( O.G. O FIELD MEMBERS-1/2" 4" CONC. SLAB FLOOR ` �I�\( GDX OR 7/I6" OSB SHEATHING NAILED W/ Bd #4 1/2" SOFFIT MATERIAL I 6" O.G. SUPPORTED EDGES BAR CONTINUOUS O TOP p #4 BAR CONTINUOUS ®TOP fl P.T. 2x6 SILL PLATE PRE EN6 18" DEEP FL. ilk d 12" O.G. O FIELD "\\ L ` TRUSSES 16" O.G, / � 5/6 0x12' A.B. W/ 3'x3"x1/4 / < /\ j { lT 0 > #4 BARS VERT. 24"O.G. � �. � 1 i- #4 \\ \�-- 5/8"0x12" A.B. W/ 3"x3"xl/4" / O ) ., // . '- 6ALV, WASHER O 48" O.G. N BARS VERT. 0 O.G. 24"j > \` / �i;� — i it 6ALV. WASHER O 48" O.G. '� / #4 / / • 4 12" FRAS CORNERS •, I I� , , 4 12" FROM CORNERS / i BEVELED SIDING PER OWNER (2) BARS CONTINUOUS <; .,: � (2) #4 BARS CONTINUOUS \�' �\'\ I i- Q 1 � TYVEK HOUSE WRAP GLASS I TYPE VAPOR RETARDER MATERIAL \ \ GLASS 1 TYPE VAPOR RETARDER MATERIAL N .\V \ \� - OR EQ. PER MFR. TO COVER GRAWL j�•— \ — TO COVER CRAWL " " ' *—` 5/8" GYPSUM WALLBOARD 1 1 SPACE FLOOR al SPACE FLOOR _ � •• R-21 INSULATION I ` j _ — — — —i — —' NOTE: g+_ 4 --_i i 1 1---1- NOTE: 1 � �:-- ' -- �4' m PVC 1/2" GYPSUM WALLBOARD ) NAIL kW 8d HOT -DIPPED 4 NAIL W/ 8d HOT-DIPPED��� 8" 4", PERF PIPE W/ FILTER FABRIC 2x6 HALL NI/ STUDS I6" O.G. GALVANIZED NAIL O ALL PRESSURE TREATED PLATES 1, 4„ ,4", GALVANIZED NAIL O ALL PRESSURE TREATED PLATES I'-4" 4 DRAIN ROCK O • 777 ri-DETAIL , R , 4 DETAIL 5 DETAIL SCALE 3/4" = 1'-0" CALE 3/4" = 1'-0" 56 ` 6 6 SCALE 3/4" = I'•0" ^-` ?r i"< 1/2" CDX OR 1/Ib" 05B SHEATHING NAILED W/ 8d 6" O.G. SUPPORTED EDGES 4 12" O.G. 0 FIELD BEVELED SIDING PER OWNER TYVEK HOUSE WRAP OR EQ. PER MFR. METAL FLASHING 1. . .' age 2x6 HALL NI/ STUDS O lb" O.G. y$ SHINGLE GAP 12 COMP ROOFING OVER IS# BUILDING PAPER ' 3/4" T46 SHEATHING GLUED x 12 ROOF TO HALL VENT d NAILED 10d O 6" O.G. kW ` 1/2 GDX OR 1/16"OSB 5 4 10 R-21 COMP ROOFING OVER PRE ENG. MONO SHEATHING NAILED 8d EDGES INSULATION 5 15# BUILDING PAPER TRUSSES 24" OG. O FIELD MEMBERS O O.G. b" O.G. SUPPORTED EDGES 1/2" 1/2" CDX OR 1/I6" 055 SHEATHING NAILED i 4 12" O.G. O FIELD GYPSUM WALLBOARD ) HI 8d 2x4 VENT BLK6. (TYP) PRE ENS 18" DEEP FL. \ X b" O.G. SUPPORTED EDGES \ ( PRE ENO 18" DEEP FL. t�om// 4 12" O.G. 0 FIELD TRUSSES O I6" O.G. > /./ TRUSSES O IS" O.G. Sr' 1/2" SOFFIT MATERIAL _Aitt \ METAL DRIP EDGE / \ 3/4" T46 SHEATHING GLUED A. 1/2' �I GUTTER CONTINUOUS / N. 4 NAILED W/ IOd O 6" O.G. SIMPSON H-I CLIPS • /' \/ \/ SUPPORTED EDGES 4 10" 5/4"x6 FASCIA CONTINUOUS O.G. ( PRE EN6. MONO O FIELD MEMBERS . / TRUSSES O 24" O.G.4x8 H#2 BM PT.H.F.. SIMPSON EPG44 POST GAP 5/S" GYPSUM WALLBOARD / TRUSSES O lb" O.G. PRE ENS IS" DEEP FL. 4: P.T. 4x4 POST TRUSSES O lb" O.G. �\ / PRE ENO IS" DEEP > / ( GIRDER TRUSS / ( �(( [\ R-49 INSULATION \\)(,b ne co 8 I I l\ !\ \ \ , HANGERS PER TRUSS MFR. ` 5/8" GYPSUM WALLBOARD RECEIVED HANGERS PER TRUSS MFR. CITY OF TUKWILA APR 1 101' 6 DETAIL 7 DETAIL 8 DETAIL \ 6 CALE 3/4" -1'-0" 6 ,)SCALE 3/4" = 1'-0" 6 CALE 3/4" = 1'-O• PERMIT CENTER tri N ted Q nn. Y• client AMERICAN PRESTIGE HOMES RICHARD 4 SAN STEVENS P.O. BOX 46002 SEATTLE, WASHINGTON 96146 (206) 853-4525 Project NEW HOUSE 40XX SOUTH 128T14 STREET TUKWILA, WASHINGTON 98168 Sheet Description FOUNDATION DETAILS FRAMING DETAILS ROOF DETAILS designed by M. FOSTER check by LSB / 5SMV scale AS SHOWN date 3/29/2017 discipline Job number Sheet Number 8 2011-SI-STEVENS 8 -- of I0 I/2" CDX OR 1/Ib" OSB SHEATHING NAILED W/ 8d 6" O.G. SUPPORTED EDGES 4 12" O.G. C FIELD COMP ROOFING OVER 2x6 HALL W/ STUDS ® lb" O.C, 12BUILDING PAPER ('_ BEVELED SIDING PER OWNER1/2" 2x6WALL W/ STUDS ®I6" O.G. "'r '1/Ib" CDX OR 1/16" OSB PRE ENG. MONO 1/2" CDX OR 055 5 SHEATHING NAILED W/ 8d R-21 INSULATION TYVEK HOUSE WRAP OR EQ. PER MFR. ��� SHEATHING NAILED VI/ 8d b" O.G. SUPPORTED EDGES TRUSSES ®24" O.G. 6" O.G. SUPPORTED EDGES (�� METAL FLASHING R-21 INSULATION @�� - d 12" O.G. ®FIELD 4 12" O.G. is FIELD C {� ) SHINGLE CAP BEVELED SIDING PER OWNER 2x4 VENT BLKG. (TYP) I/2" GYPSUM WALLBOARD ) . 1/2" GYPSUM WALLBOARD )l - TYVEK HOUSE WRAP i x) ROOF TO WALL VENT OR EQ. PER MFR. ` METAL DRIP EDGE SIMPSON A34 CLIPS11.2 METAL FLASHING 5/8" TYPE-X GYPSUMT \T EA. MONO TAIL (�� WALLBOARD GUTTER CONTINUOUS 3/4" TaG SHEATHING GLUED =�� =<�1 3/4" T4G SHEATHING GLUED >` C,� (� SHINGLE CAP ROOF " d NAILED W/ IOd 0 6" O.G. 12 4 NAILED i 1� TO WALL VENT SIMPSON H-I CLIPS 5/4 xb FASCIA CONTINUOUS COMP ROOFING I^V 10d • 6" D.G. ---i I 12 SUPPORTED EDGES 4 10"'_ OVER 5 SUPPORTED EDGES 4 10" COMP ROOFING OVER BEVELED SIDING PER OWNER O.G. 0 FIELD MEMBERS 5# BUILDING PAPER S 15* BUILDING PAPER 2x6 WALL W/ STUDS S lb" O.G. 1 O.G. 0 FIELD MEMBERS l 4 TYVEK HOUSE WRAP PRE ENG 18" DEEP FL. 1 1/2" CDX OR l/Ib" 055 i 1/2" CDX OR 1/I6" 053 PRE ENS 18" DEEP FL. OR EQ. PER MFR. SHEATHING NAILED W/ 8d 1/2' GYPSUM WALLBOARD TRUSSES a I6" O.G. 25SHEATHING TRUSSES IS" O.G. NAILED IN/ 8d `T PRE ENS 18" DEEP 6" O.G. SUPPORTED EDGES ® �< � b" O.G. SUPPORTED EDGES CDX OR OSB� GIRDER TRUSS a 12" O.G. ®FIELD PRE ENG 18" DEEP 4 12" O.G. ® FIELD SHEATHING NAILED W/ 8d b' O.G. SUPPORTED EDGES d 12" O.G. ® FIELD •�, `� ) GIRDER TRUSS \ i �7�] C PRE ENG. MONO S7\ f " "/y�y�, < PRE ENS. MONO R-30 INSULATION ) �g TRUSSES ®24" O.G. �1, 'I` IYL R-30 INSULATION \ r t ( Y'I`, TRUSSES 0 24" O.G. 1. 5/8" TYPE-X GYPSUM WALLBOARD 5/8" TYPE-X GYPSUM WALLBOARD 9 DETAIL io DETAIL HANGERS PER TRUSS MFR. ii HANGERS PER TRUSS MFR. .DETAIL 6 SCALE 3/4" = 1'-0" 6 CALE 3/4" = I'-0" I I/2"4' - 2"4' HANDRAIL PRE ENG. MONO 4" TRUSSES 0 24" O.G. COMP ROOFING OVERMAX. 2 15* BUILDING PAPER1/2 "1/Ib" GDX OR O513 5SHEATHING is km, NAILED W/ 8d b" O.G. SUPPORTED EDGES `=� 4 12" O.G. ® FIELDR-4R INSULATION2x4 2x6 WALL W/ STUDS 0 lb" O.G.! —1�\ 11/8 VENT BLKG. (TYP) R-21 INSULATION <.I `+ SHEATHING TREAD , 0" �� " R-10 RIGID INSULATION A . MIN. = METAL DRIP EDGE ! 1/2" GYPSUM WALLBOARD +., I► SIDING PER OWNER 5/8" TYPE-X GYPSUM yc GUITER CONTINUOUS RADIUS 9/ib"/�WALLBOARD FOR HEADER SIZE SEE FRAMING PLAN TYVEK HOUSE WRAPMAX, 5/4"xb FASCIA CONTINUOUS WINDOW / DOOR OPENING ii OR EQ. PER MFR. SIMPSON H-I CLIPS // BEVELED SIDING PER OWNER 1/2" CDX OR 1/16" 055 SHEATHING to '��`; NAILED 2x6 WALL W/ STUDS ®Ib" O.G. TYVEK HOUSE IV 8d *6" O.G. SUPPORTED t- WRAP EDGES 4 12" O.G. ® FIELD MEMBER 1/2" GYPSUM WALLBOARD OR EQ. PER MFR. n " R-21 INSULATION 1/2" SHEATHING 2x12 STRINGER 1/2" CDX OR 1/16," 055 SHEATHING RISER ,, 2x4 BACKER NAILED Wf 8d i 6" 0.G, SUPPORTED EDGES 4 12" O.G. a FIELD �/ 3/4" I 1/4" MIN. MAX. ETAIL TYPICAL DOOR WINDOW HDR DETAIL TYPICAL STAIRS DETAIL CALE 3/4" = I'-0" GI ()TYPICAL SCALE 3/4" =1'-0" 3/4" = 1'-0" w ' Fl„, • ;DPP , j)$ . . —,,,—...c0...rsirysmonstr brioo9Ji RECEIVED CITY OF TUKWILA APR 11 2017 PERMIT CENTER c lint AMERICAN PRESTIGE HOMES RICHARD d SAN STEVENS P.O. BOX 46002 SEATTLE, WASHINSTON R8146 (206) 853-4525 Prbject NEW HOUSE 40XX SOUTH 128TH STREET TUKWILA, WASHINGTON 48168 Sheet Description FRAMING DETAILS ROOF DETAILS designed by M. FOSTER check by L56 / BSMV scale AS SHOWY date 3/21/201 1 dIsclpline Job number 201/ 51 STEVENS Sheet Number G —op_ 0 COMP ROOFING OVER 15* BUILDING PAPER I/2" CDX OR 1/16" 0513 SHEATHING NAILED W/ 8d 6" O.G. SUPPORTED EDGES 4 12" O.G. * FIELD BAFFLE FOR I" AIR SPACE 2x4 VENT BLKG. (TYP) METAL DRIP EDGE GUTTER CONTINUOUS 5/4"x6 FASCIA CONTINUOUS 1/2" CDX OR 1/16" 055 SHEATHING NAILED W/ 8d 6" O.G. SUPPORTED EDGES 4 12" O.G. 0 FIELD BEVELED SIDING PER OWNER TYVEK HOUSE WRAP OR EQ. PER MFR. METAL FLASHING SHINGLE GAP ROOF TO WALL VENT PRE ENG. MONO TRUSSES 0 24" O.G. COMP ROOFING OVER 15# BUILDING PAPER 1/2" CDX OR 1/16" 0513 SHEATHING NAILED W/ 8d 6" O.G. SUPPORTED EDGES d 12" O.G. 0 FIELD 2x4 VENT BLKG. (TYP) METAL DRIP EDGE GUTTER CONTINUOUS 5/4"x6 FASCIA CONTINUOUS 1/2" GDX OR 1/16" O5B SHEATHING NAILED IN/ 8d 6" O.G. SUPPORTED EDGES d 12" O.G. O FIELD BEVELED SIDING PER OWNER TYVEK HOUSE WRAP OR EQ. PER MFR. 4" m PVC PERF PIPE W/ FILTER FABRIC d DRAIN ROCK 12 SIMPSON H-I CLIPS 5 12 CONTINUOUS RIDGE VENT / PRE ENG. MONO TRUSSES 0 24" O.G. N N -cy-)c-xt_____--R-aci INSULATION SIMPSON H-I CLIPS 2x6 WALL W/ STUDS ® 16" O.G. R-21 INSULATION 1/2" GYPSUM WALLBOARD /{\/ cJ) Mx&< PRE ENS IS" DEEP 1 GIRDER TRUSS `HANGERS PER TRUSS MFR. k-2x6 WALL W/ STUDS C IS" 0.C. rE—I/2" GYPSUM WALLBOARD 1==1 i —I I' -I 11 5/8"mx12" A.B. W/ 3"x3"x1/4" SALV. WASHER O 46" O.G. it 12" FROM CORNERS P.T. 2x6 SILL PLATE #4 BAR CONTINUOUS C TOP 4 BARS VERT. ® 24" O.G. (2) *4 BARS CONTINUOUS 4" CONG. FLOOR SLAB 1C-5/8" TYPE-X GYPSUM WALLBOARD F3/4" T46 SHEATHING GLUED 4 NAILED W/ 10d C 6" O.G. SUPPORTED EDGES d 10" O.G. C FIELD MEMBERS a PRE ENS 16" DEEP FL. TRUSSES 6 16' O.G. � y / nc 5/8" TYPE-X GYPSUM WALLBOARD a R-30 INSULATION a 5/8" TYPE-X GYPSUM WALLBOARD 1 III 2x6 HALL W/ STUDS S 16" O.G. P 21 INSULATION f 1/2" GYPSUM WALLBOARD PRE ENS q 1/2" TJI FL. JST, C 16" O.G. R-30 INSULATION Sitin 12 R-41 INSULATION SIMPSON H-I CLIPS 2x6 WALL W/ STUDS S 16" O.G. R-21 INSULATION 1/2" GYPSUM WALLBOARD PRE EN6 15" DEEP FL. TRUSSES ® 16" O.G. / \ / \ / 5/6" TYPE-X GYPSUM WALLBOARD 2x6 HALL W/ STUDS C IS" O.G. R-21 INSULATION 1/2" GYPSUM WALLBOARD S COMP ROOFING OVER 15# BUILDING PAPER 1/2" CDX OR 1/I6" O5B SHEATHING NAILED W/ 8d 6" O.G. SUPPORTED EDGES d 12" O.G. C FIELD BAFFLE FOR I" AIR SPACE 2x4 VENT BLKG. (TYP) METAL DRIP EDGE GUTTER CONTINUOUS 5/4"x6 FASCIA CONTINUOUS 3/4" T66 SHEATHING GLUED 4 NAILED W/ 10d ® 6" O.G. SUPPORTED EDGES d 10" O.G. 6 FIELD MEMBERS 3 ), 'Y9,' 4x10 H.F. #2 BM. 6"x12"x3/4" GUSSET ONE EA. SIDE 4x6 POST CLASS I TYPE VAPOR RETARDER MATERIAL TO COVER CRAWL SPACE FLOOR CROSS SECTION "AN' SCALE = l/2" @ l' SIMPSON Pt POST BASE #4 BAR CONTINUOUS C TOP *4 EARS VERT. ® 24" O.G. (2) 44 BARS CONTINUOUS-\ BEVELED SIDING PER OWNER TYVEK HOUSE WRAP OR EQ. PER MFR. 1/2" CDX OR 1/16" 0513 SHEATHING NAILED IN/ 8d 6" O.G. SUPPORTED EDGES d 12" O.G. 5 FIELD BEVELED SIDING PER OWNER TYVEK HOUSE WRAP OR EQ. PER MFR. 1/2" CDX OR 1/16" OSS SHEATHING NAILED W/ 8d 6" O.G. SUPPORTED E''GES d 12" C. C FIELD P.T. 2x6 SILL PLATE 5/ L�~. d 12" FROM CORNERS 4"0 PVC. PERF PIPE W/ FILTER FABRIC 4 DRAIN ROCK b nye 00 84 RECEIVED CITY OF TUKWILA APR 11 2017 PERMIT CENTER Bruno. kitswiSfatigh, ]fit 14245 5c1th Avenue 5. Tukwila, Washington 98168 Ph. (206)571-81Q4 dway Suite 201 Tacoma Washington (48402 3) 214-0244 t FAX. (253) 621-3060 ommerciai and Residential Design client AMERICAN PRESTIGE HOMES RICHARD 4 SAN STEVENS P.O. BOX 46002 SEATTLE, WASHINGTON 48146 (206) 653-4525 Protect NEW HOUSE 40XX SOUTH 126TH STREET TUKWILA, WASHINGTON 15168 Sheet Description CROSS SECTION designed by M. FOSTER check by LSE) /B5 scale AS SHOWN dote 3/21/2011 discipline Job number 2011-SI-STEVENS Sheet Number 10 I —Of- 10