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Permit D14-0066 - STEVENS RESIDENCE - NEW SINGLE FAMILY RESIDENCE
STEVENS RESIDENCE 13257 4OTh AVE S D14-0066 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: htta://www.TukwilaWA.eov 7340600943 13257 40 AVE S Project Name: STEVENS RESIDENCE COMBOSFR PERMIT Permit Number: D14-0066 Issue Date: 5/27/2014 Permit Expires On: 11/23/2014 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: NTC & CO 2329 NE 123RD ST #A C/O FISERV ISS, SEATTLE, WA, 98125 SAN STEVENS PO BOX 46002 , SEATTLE, WA, 98146 AMERICAN PRESTIGE HOMES INC PO BOX 46002 , SEATTLE, WA, 98145 AMERIPH864JD SELF FUNDED - SAN STEVENS Phone: (206) 853-4525 Phone: (206) 853-4525 Expiration Date: DESCRIPTION OF WORK: CONSTRUCT NEW 2975 SQ FT SINGLE FAMILY RESIDENCE WITH 856 SQ FT ATTACHED GARAGE ON AN EXISTING LOT Maximum building footprint allowed is 2,570 square feet; 2,511sq. ft. proposed 3/4/2014 Public Works activities include: erosion control, land altering, storm drainage, turnover of storm drainage improvement in right-of-way, traffic control, and undergrounding of power. Pavement Mitigation if 40th Ave. South is open cut. Traffic Concurrency Application and Test Fee. Transportation Impact Fee. SAO Hold Harmless Agreement. Water Dist. 125 & Valley View Sewer Dist. Project Valuation: $407,334.12 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Fees Collected: $10,462.45 Occupancy per IBC: R-3 Electrical Service Provided by: TUKWILA FIRE SERVICE Water District: 125 Sewer District: VALLEY VIEW SEWER SERVICE Current Codes adopted by the City of Tukwila: Internations Building Code Edition: 2012 International Fuel Gas Code: 2012 International Residential Code Edition: 2012 WA Cities Electrical Code: 2012 International Mechanical Code Edition: 2012 WA State Energy Code: 2012 Uniform Plumbing Code Edition: 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: 1 Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Volumes: Cut: 200 Fill: 50 Landscape Irrigation: Sanitary Side Sewer: Number: 0 Sewer Main Extension: Storm Drainage: 1 Street Use: 1 Water Main Extension: Water Meter: No /I Permit Center Authorized Signature: Date: c/ 7//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 anagree to the conditions attached to this permit. Signature: Print Name: a?' t/P/s Date:5 [ Z 7/ / 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: 4: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 1: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2327) 2: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2327). 6: For short plat development (four single family homes or less), hydrants shall be placed so that a hydrant is within 250 feet of a building. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 7: Fire hydrants shall conform to American Water Works Association specifications C-502-54; it shall be compression type, equipped with two 2-1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1-1/4" Pentagon open -lift operating nut. (City Ordinance #2052) 5: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of construction. (IFC 503.1, 508.1) 8: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. 9: Maximum grade for all projects is 15%. 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 10: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 11: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 12: ***BUILDING PERMIT CONDITIONS*** 13: 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. 14: 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. 15: 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. 16: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 17: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 18: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 19: All wood to remain in placed concrete shall be treated wood. 20: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 21: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 22: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 23: 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. 24: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 25: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 26: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 27: 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. 28: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 29: ***PUBLIC WORKS PERMIT CONDITIONS*** 30: 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. 31: 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. 32: 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. 33: 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. 34: 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. 35: Any material spilled onto any street shall be cleaned up immediately. 36: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 37: 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. 38: The Land Altering Permit Fee is based upon an estimated 200 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. 39: 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. 40: 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. 41: Downspouts, driveway, patio and drainage from other impervious areas shall be collected in an on -site storm drain system. Drains shall be 4" minimum diameter, PVC schedule 40 or corrugated poly ethylene pipe with a minimum 1% slope for gravity discharge to location approved by the Public Works Department. Downspouts shall not connect to footing drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain. 42: Any Public Storm Manhole(s) shall be installed per City of Tukwila Standard Detail no. DS-09; including (all in color) letters, seal, and City logo. 43: 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. 44: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 45: The new storm drainage system within the Public right-of-way shall be turned over to the City prior to the Final Inspection. 46: 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. 47: 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. 48: (1) Bill of Sale (2) Capital Asset Acquisition Form and (3) Material List shall be signed by the Owner/Applicant as part of the Turnover process; all prior to Public Works final. As part of the turnover, Owner shall provide As-Builts & an ACAD CD. Owner shall also provide a two (2) year maintenance bond in the amount of 10% x cost of work within the Public right-of-way. 49: Prior to issuance of this permit, Owner/Applicant shall provide a Traffic Concurrency Certificate Application and pay $300.00 under PW permit CXX-OXX. 50: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88 (based on Single Family Residence in Zone 3). 51: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 52: 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. 53: Schedule and attend a Preconstruction Meeting with the Public Works Department (Dave Stuckle, Public Works Inspector), prior to start of work under this permit. To schedule, call Public Works at (206) 433-0179. 54: Owner/Applicant shall pay for recording at King County a Bill of Sale as part of the Turnover process. 55: Any portion of retaining wall within Public right-of-way shall require an Enchroachment Agreement with the City. Agreement requires approval from the City Engineer. 56: Prior to issuance Owner/Applicant shall sign w/Notary a ROW Hold Harmless Agreement for work within the Public right-of-way. 57: Prior to issuance Owner/Applicant shall sign w/Notary an SAO Hold Harmless Agreement with the City. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDW 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH & GYPSUM 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKiiIGA Community Develop,. .t Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http:%/www.7'ukwilaWA.rgov Combination Project No.: Date Application Accepted: Date Application Expires: (For office use only) COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION King Co Assessor's Tax No.: 734 4 06 a -- o ey Site Address: 1 3 ZS 7 4 b T APPt S./ l U/C(r'V/L /4 w/A PROPERTY OWNER Name: 5'4 fV 5-7 v E / S Address: p o s 4 4 6© - City: 5" i¢-7 7e, c_ State: py. 4_ Zip: p l46 CONTACT PERSON - person receiving all project communication Name: 5 — Address: City: State: Zip: Phone: ZGoe�&' /, K59.x5___ Email: $fit-t SOfz)"Clc, 54 61I6,7/-t4iL. �c>e-r .. GENERAL CONTRACTOR INFORMATION Company Name: -- 75 D / Address: City: State: Zip: Phone: Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: ��e- .4./r42) Architect Name: Address: City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD ,(�/ Company Name: ��PG7« / �, ec 1L-/e�./ f, is Engineer Name: 5-7-4G`? ke- Address: /ei2� 5- f 7 '4 I/ -S_ Zip:p 7 -E City: roe" ii-; t G,/ State: iivA Phone.2 _ 7/ _87 2,ax: Email: zoo, ‘' 9 / LENDE OND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: 5�c Address: City: State: Zip: H \Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised. August 201 I bh Page 1 of 4 PROJECT INFORMATION — 1 Scope of work (please provide detailed information): Valuation of project (contractor's bid price): $ er, c re .5 721..,6.- /VE 14...1 S %1-15-1,41 _ i, mac/ 5 7i4,4. 11,4 c/4r - L 7-. DETAILED BUILDING INFORAMTION - PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1 ‘55 .5,c- lst floor �5/ S~ Sim / 2 d floor Garage �rport ■ ' G t-_ s r,,, Deck — covered ❑ uncovered IIIJ-t Total square footage ' t5 ! 5r— 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: c Value of mechanical work $ J (/ f nace <100k btu t/ thermostat emergency generator PLUMBING: Value of mbing/gas piping work $ }�athtub (or bath/shower combo) shwasher /' 1 tory (bathroom sink) water heater (gas) pi ye- -- .5'7ov appliance vent wood/gas stove other mechanical equipment bidet flo drain sink lawn sprinkler system fuel type: ❑ electric gas ventilation fan connected to single duct t/ Clothes washer ,.-shower c/ water closet gas piping outlets I1 \Applications\Forms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-1 I. docx Revised' August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORIVI"ON Scope of work (please provide detailed information): Ca11 before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WADISTRICT im Tukwila ❑ ...Water District # 125 ❑ .. Letter of water availability provided SEWER DISTRICT ❑ .. Tukwila ❑ .. Sewer use certificate SEPTIC SYSTEM: ?c, ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. ❑... Highline .. alley View ❑... Renton ❑ ...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SUMIITTED WITH APPLICATION (MARK BOXES WHICH APPLY): CTivil Plans (Maximum Paper Size — 22" X 34") S'i 7-= D.'/3 �'"' ' echnical Information Report (Storm Drainage) ❑... Geotechnical Report ❑... Maintenance Agreement(s) ❑ .. Bond ❑... Insurance ❑... Easement(s) ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ .. Right -Of -Way Use - Potential disturbance ❑...Construction/Excavation/Fill - Right -of -Way...❑ -or- Non Right -of -Way.. ❑ ❑ .. Total Cut ?U © Cubic Yards ❑... Work In Hood Zone ❑ .. Total Fill J" —d Cubic Yards .. torm Drainage Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control ❑... Abandon Septic 'rank ❑ . ❑.. Curb Cut ❑ . vement Cut Cu/i 5,-/e y« 2 ❑ . ❑... Looped Fire Line Permanent Water Meter Size J4 " WO # ❑ .. Residential Fire Meter Size " WO # ❑ .. Deduct Water Meter Size ❑ .. Temporary Water Meter Size " WO # ❑ .. Sewer Main Extension Public ❑ - or - Private ❑ .Trench Excavation . Utility Undergrounding . Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ .. Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line ❑ .. water ❑ .. sewer MONTHLY SERVICE BILLING TO: number of public fire hydrant(s) ❑ .. sewage treatment Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H.\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8 9-11. docx Revised August 2011 bh Page 3 of 4 PERMIT APPLICATION. NOTES. `LICABLE 'O A .La 1111%lITS,IN;T LS i LIGATIO Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNOR�ED AGENT: Signature: Print Name: qS�.eUvns Mailing Address: PO 13Q x 4-6 CO 2-. Date: 42- I / It Day Telephone: 20 (3J 3 ^4F z 5 �iG� C1L l V v q 11 L ef City State Zip H. Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 4 of 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME S�1.1 5ffAiS .5 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 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. of> oao /,moc7 6, goo 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume Enter total fill volume 2c cubic yards cubic yards Use the following table to estimate the grading plan review fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC RATE Up to 50 C Free $2Q 0 101-1,000) 37.00 1, 01-1 ,000 $49.25 10,001 — 100,000 $49.25 for lsr 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001— 200,000 $269.75 for 151. 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for lsr 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees (4) $ 3 ?e9" (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION m ro (1+4+5) $ S 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 Fee. Approved 09.25.02 Last Revised 01/01/14 RECEIVED CITY OF TUKWILA FEB 2 8 2014 PERMIT CENTER 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) $ 7on(4' (6) 7. Pavement Mitigation Fee $ (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. $ 63_- (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 101 — 1,000 $37.00 for 1st 100 CY plus $17.50 for each additi 00 or fraction t ereof. 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 lst 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01/01/14 i;, 4 !n] Y+r.,nYi fG $ (9) P-3 r BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $ Total A through I $ (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2014-12.31.2014 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 01/01/14 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt City of Tukwila 905.. Receipt Number R5522 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $1,126.88 D14-0066 Address: 13257 40 AVE''S Apn: 7340600943 $1,126.88 PUBLIC WORKS TRAFFIC IMPACT FEE FILING AND RECORDING FEES TOTAL FEES PAID BY RECEIPT: R5522 R104.345.840.00.00 R000.341.200.00.00 0.00 0.00 $1,013.88 $113.00 $1,126.88 Date Paid: Friday, June 12, 2015 Paid By: AMERICAN PRESTIGE HOMES INC Pay Method: CHECK 1330 Printed: Friday, June 12, 2015 10:34 AM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila 2 908.E Receipt Number R5490 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $66.50 D14-0066 Address: 13257 40 AVE S Apn: 7340600943 $66.50 DEVELOPMENT $66.50 ADDITIONAL PLAN REVIEW TOTAL. FEES PAID BY RECEIPT: R5490 R000.345.830.00.00 1.00 $66.50 $66.50 Date Paid: Tuesday, June 09, 2015 Paid By: HOMESTREET BANK Pay Method: CHECK 2000004384 Printed: Tuesday, June 09, 2015 11:48 AM 1 of 1 DESCRIPTIONS PermitTRAK Cash Register Receipt City of Tukwila ACCOUNT QUANTITY PAID D14-0066 Address: 1 0 AVE n: 7340600943 $' DEVELOPMENT $4,074.60 PERMIT FEE R000.322.100.00.00 0.00 $4,070.10 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 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. $466.50 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $170.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $170.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 FILING AND RECORDING FEES R000.341.200.00.00 0.00 $35.00 TECHNOLOGY FEE $236.78 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R2207 R000.322.900.04.00 0.00 $236.78 $7,566.88 Date Paid: Tuesday, May 27, 2014 Paid By: AMERICAN PRESTIGE HOMES INC Pay Method: CHECK 1005 Printed: Tuesday, May 27, 2014 2:34 PM 1 of 1 SYSTEMS Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID 2,895.57 D14-0066 Address: 13257 40 AVE S Apn: 7340600943 5. DEVELOPMENT $2,6 5.57 PLAN CHECK FEE R000.345.830.00.00 $2,645.57 PUBUC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R1349 R000.322.100.00.00 $250.00 $2,895.57 Date Paid: Friday, February 28, 2014 Paid By: HOMESTREET BANK Pay Method: CHECK 000003350 Printed: Friday, February 28, 2014 12:06 PM 1 of 1 SYSTEMS INSPECTION RECORD Retain a copy with permit D1 L1 OQ64 I'L�► ION 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 Pros fit: ,v e cS �e Typo I pect . ,� I C Address: i37S7 Ion''` nii& fa • Date CaII j. Spe ial Instructions: /¢& Date Wanted:a.m. t'� p.m. Requ ter: jq' s1evevu Phone 6 —s w ` (f 3- Approved per applicable codes. Corrections required prior to approval. OMMENTS: Ceet . it4 jaaf e UJ f ? ((� e 17/1 Inspector: Dates!3- 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 DIY-oo6L Project: Ottve-S l�-� Typef 1 pectin: �c Address: (32 7 14o e Sd , Date Call Special Instructi ns: �� 6 Date W_..-anted:� ( a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. r I COMMENTS: t COMMENTS:. I h6� , Prot - Q rvl eMj-^sou- k pa( C I t( Z" (, et (µCCK �' y c id r`c("IleN 4 c-� cf oleo 0 y or ttta c ✓e_ a (f cioct4 b c 13 wooe,' oltbr ('S) crest/ ir W 6 ; I tick tit .S • ttc. 1- (uo d 4v f sttoLocefrto✓✓ 9 t.i (r c t iov�-s-" c vtq i fieff affiktvcr a CI v at.vsp ec4 -r d PI Inspector: re 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 0l'l-oo6,6 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 p ; k� Mct—OCJA-- Type o� tnsection: E 9 ; Adc.ress: 13 57 110 �✓e-f° , Date Called: Specie Instruct' ns: 194 Date Wted a6 —�0 — I S a.m. p.m. 'Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COi►IiMENTS: Inspector: Daze 6 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Btvd., Suite 100. Gait to schedule reinspection. _____INSPECTION RECORD Retain a copy with permit NS TIN 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 Type of isip tion: . ( Address: is7 0 Ie so . Date Called: Special Instructions: eil — Date W ted: a.m. G--(o - (5-- p.m. Requester: Phone No: ® Approved per applicable codes. Corrections required prior to approval. COMMENTS; Fi l& ( jr d c1 - tor, ` , tJ t i e J>V (7)d&r. re? CI s 2 5 e a,1 15 d Fi.ve_fter, Y jl €- I/ fj i-t Vlex_s w faxi-c ( V I f er /f Q_c `q4t ®tyR S s 734,'i te4(4u �- poGo/� d�Y a iar ZQ o r--(v-t_kci ive_41,JQ__PJA ffecir-exy€- 2 't.l)j' f'C (cc- c(o J Q c- ruhi( Liz -P'P- t l i kv f - oeie . e-sr cA UIR f--(41: (r ate 4 « c cc --3 S 1 x T) � s�01 WOO- (s4 bat-0=4,4 ©at,r _ / O _ /s, CREINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcente( Blvd., Suite 100. Cate to schedule reinspection. INSPECTION RECORD Retain a copy with permit b(q—oo6,6 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Btvd.. #100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 4f jp� Type of Inspection: &of pi(Te ( d Address: j3 (10 • Date Called: Special Instructions: A Date Wanted: `� 3—z — ap.r�s. ►n. Requester: Phone No: hitikpproved per applicable codes. COMMENTS: DCorrections required prior to approval. Inspector: Date: "VP- REINSPECI'1ON FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Gall to schedule reinspection. INSPECTION RECORD Retain a copy with permit PI -006,6 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.. #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro Jam. 5 Type 1I (tot n: r--rGtR �1� ! 3 7 40 fit a f€ f e Date Called: Special Instructions: AM Date Wanted•. a.m. Requester: Phone No: tliiitikpproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: V../e..../ Date _ _ is' REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspectinn. INSPECTION RECORD Retain a copy with permit D/L- Od(6 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: 'If ei/cf Type llpspeclt on: 1ass:: a375 7 L(0 A-ve-ro . Date Called: Special Instructions: Am Date W nediS_ C3- p m. Requester: Phone No: Approved per applicable codes. COMMENTS. • rrections required prior to approval. lee yis (.� vep(a at(( Czne- v-ecitis�J4 c ��'o ,, Inspector. Date REINSPECIIQN FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. /r. ,OMINSPECTION RECORD Retain a copy with permit zi1�� ION NO. PERMIT NO. D006,E CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.. #100, Tukwila, WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Wt j3 Type arrkC Lion: z ' /� ss: CIO . Date Called: Special Instructions: AA Date Wlted�.. (J- Om. Requester: Phone No: Approved per applicable codes. D Corrections required prior to approval. ©MENTS: Inspectorr' Date: REINSPECI'ION 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 .► -O lNSPECTlitN Nit IA CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 41100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 AiS k tZla periCP/ f ru :40914 'Address: 52 7 101/4 v&Ico. Date Called: swim Instructions: Date Wanted: t a.m. Requester: Phone !40: i Approved year applicable codes. /COMMENt`'S: corrections required prior,LttaPproval. pigmy P144 ft- bPc,- s c - 4 qtrd uzroce Etp- rtAffri CPi( vprre-C-11 f ors ❑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 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-367 Permit Inspection Request Une (206) 438-9350 I"ro ' ' `t�euc� s Type of inspection: G�4�c,, S 4 Address: ^ il, 4 Date Called: 5p&IaT l struuccttons:Date Wanted: , [ — p.m. Requester: °`,` = - 3 - 4 5 2-5- Approved per applicable codes. Corrections required prior to approval. COMMENTS: or. Date: _ , REINSPEC ION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Catt to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 sauthcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 ? ./tAs �G.ct ACA.Ct- Type of Inspection: UU Fj DateCal ed: Special Instructions: Date Wanted: "2 -- s . p.m. Requester: u,Nc-- 2rs3 --.4s-25- Approved per applicable codes. Corrections required prior to approval. COMMENTS: A Date: REINSPECI'ION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southeaster Blvd., Suite 100. Call to schedule reinspection.. "INSPECTION RECORD Retain a copy with permit INSPECTION NO. PE MIT N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., d100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 jecti NAes T 1f1AtrA Cs,4S-,Su "\ 004rJ€. 'Address: 1S2�'7 1-1 c N+ 1 ej Date Called: tpeclal Instructions: Date Wanted: Requester. *lone ^ (0 itio S tS 25 Approved per applicable codes. aCorrections required prior to approval. COMMENTS: c/ 1t t c,( s NJ GV . ? f icy e_ h.� �{ Set? Ins D,,_ 3(J ' PECTION FEE RE IRED. Prior o next inspection. fee must be at 6300 Southcenter vd.. Suite 1 . Call to schedule reinspection. INSPECTION RECORD ``� jiL71 Retain a copy with permit.9,''f' "0 to PERMIT NO. r A CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Lane (206) 438-9350 ' ' '�,� er�s fie. ° Type of pact n: � 1 �_ - d Date Called: Instructions: Date Wanted: f � 1 air; Requester: .3!►one/ No:3 3 _- 4S $ Approved per appikable codes. rrections required prior to approval. COMMENTS: Date: REINSPE(ITION 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 b INPERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter lilvd., 8100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 S(eJFr35. 7ape of IR lon: vc,t r NJ-VeArvt,+v C. Addk Issi-S 1 LA AJE- S DiteCigt Special instructions: DateWanted: Lt-- 1 a.m. Requester: Phone No: Approved per appikabk codes. Corrections required prior to approval. COMMENTS: i 4kt 1A- ; / \ eMA - D V oJee�,Nk., P z - tYJi %�S E .l'� p� 4 --QAAA % IQ (s _ gee /tee . v,-. ; ' , v1Pq tL e (; ,Jt/ 1,e v`y,„t (1, .12i (,, 13-` 4. l\ 1-) a l l; .vv 1 f,.i-1;a-,_ Date: tE--Zl—(6 PECTION, FEE SQUIRED. Pri+r to next inspection. fee must be at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection. Date: r' -7_ INSPECTION RECORD Retain a copy with permit INS 10 N . PERMIT NO. CITY OF TUKWILA BUILDING DIVISION Pi4-64C0J 4 6300 Sou hcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project:0 S-tl'tie13S Type of Inspection: r 4(10Q 6 Addr s:( Date Called: Specia instructions: Date Wanted: a.m. Requester: Ph%lo 361 !U G l Approved per applicable codes. Corrections required prior to approval. COMMENTS: j ('A.S ft.)1C'10JC. - AP'P i _. CAS 3044 - A (Ali t ,h % Revq\ - ( u G L.J7J Jc, — 0.9P i - . rw+teat�1wk`-- Coca vo d lti� - '+ rJ (\1 e d A i j- I,a sr - ('Wles-Tig•••--) k eeo-N <-) firS e 4 s' O l 1(-c \ k-Akt (a A `re' ►..- 4)b °VW A b - U-i ✓ -eA c( l� 1 t1t(�Vvtt0(.. -.,J1 ✓P4/t// pcLeo .4✓,e4-lyill(ii)-) ( `r)' d6V‘r-ti ifi 4V /014 141.4.0 . NSPECTION FEE REQUIRD. Prior to n inspection, fee mtlst be • at 6300 Southcenter Blv .. Suite 100. tl to sche lbte reinspection. INS T • N INSPECTION RECORD Retain a copy with permit_ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: Type of Inspection,..- Address: , 2— 7 140 A Date Called: Special Instructions: 'DateWa ed ! y I t-(PIVIA0 am. stdr. Request es 14 s z 5 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date: R = - PECTION FEE. REQUIRED. Priorto nekt inspection, fee must be pa at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Pro t: (,:Z T of Ins ction: PZrKS veAlki os Address: 32, 5'7 40AvC Date Called: Special instructions: • Date Wante : L a i j � Ci-( a.r P.m. Requester: Ph QApproved per applicable codes. Corrections required prior to approval. COMMENTS: / . (I)/ilieif1!!i Ah9/% r« y- c i 4,/ --"00 ji.fs FA), , SiOr3 C-cies,it o &i /1-rl/I 1/ 4/0. 1// P 4.14.- 1 / r114 .-Zi/tFi , F iv4'% 02. / 71,.. '414 ItA i:v - ri,7117/ci 3 Cv4/1,57iPrf/h%v - )6' ( (9) i}e, ,v4)- r Id (ed# Awe/ It, g/J5 L- ;r/i c\ rf Ph-9 A/ P eV/t�/ ri REINS ION FEE REQUIRED. Prior to next inspection. fee must be paid at 00 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 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) 431-2451 Project: \ Type of Inspection: ���'� 6 A "U �li Address: \ 3 2 Da Called: 06-k' 1cketi-IkW G Date Wanted: i a.m. Special Instructions: Requester: Phone No: _ Approved per applicable codes. Corrections required prior to approval. COMMENTS: c . 1-Z 1 l S4 �i c tJ t:y_r_ (\ I rk 6 `t_c }�! i\ f J o s errS h Pry 1 t-►, ,Q tJ r " Ac°PRcL1 ? (5S ' c, vtA Akyt t-e►9r; 71)?ce -i U Cac}TLzee,- C2) (A)A'\ t- e -1 I uc_ C 1,p kF1 1 fv1 a...) U - e--x. - fi (1.)'),,Jc J j A 2 1 Date: y PECTION FEE REQU RED. Prior to next inspection. fee must be at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. I At) INSPECTION RECORD Retain a copy with permit ,DIt4 -ocXo PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100,.Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: G j e of +o=- * c. Type of Inspec ion: , 14WI(' +i--k1ttY 1 JetAA 4 vV © Address: Ia157 NO AO S. Date Called: Special Instructions: Date Wanted: aII- ILI alm, p.m. Requester: Phone No: Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: NSPECTION FE REQUIRED. Prior t next insbection. fe'e must be id at 6300 Southcenter Blvd.. Suite 10 Catt to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431-2451 (206) 431-3670 ProjKt:S�S Type of inspgttion ( i Addressi;c.7 zt Q c Date Called: v / Special Instructions: Date Wanted: fI '� r 9P.m. a.m. Requester: Gar Phone No: 2ao G 7s_zc— QApproved per applicable codes. Corrections required prior to approval. COMMENTS: Ai Re. 4 e( 7 ; / e ....�1 fi_.1..I Da / / /c) / fy NSPECTION FEE RECtUl ED. Prior to next inspection, fee must be ..... .,. ....... ........... r......... . INSI ECTION RECORD Retain a copy with permit 0/4/-004 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project: S%ev-PN! I� '4v17-0!^G-, Type joff Inspection: T"4-, Pi-o. to gets y 7 , /O itf� i 5- Date Called: Special Instnxdon`s:: , ' 7 /, i Aa (i' ci- ( J � Ll bate Wanted: a.m. equester. Phone No: Approved per applicable codes. O Corrections required prior to approval. COMMENTS: in Date*v %l SPECTION FEE RE IRED. Prior to next inspection, fee must be at 6300 Southcenter tvd.. Suite 100. Call to schedule reinspection. inspe or INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 4100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 ProjS�• E'-c.r S4i- Type of Ins ion: h. &17-i 44 Address ,t Date Called: Special Instructions: r ' bate Wanted: . Requester: Phone N2‘ "^ .! -i'/r2 Approved per applicable codes. Corrections required prior to approval. COMMENTS: � Date: REINSPECTION REQUIRED. Prior to next inspection, fee must bet paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit Pf (RMIT NO SD PERMIT . CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Proj t: /J TYPe of pectioo: Address: `"�Z, Date Called: -; ,Speci lnstructi ns: bate Wanted:— r� / -� �' p.m. Requester: Phone No: C _`'S 4 _s ) Approved per applicable codes. a Corrections required prior to approv COMMENTS: a 14 1' Dace: �3-1 REINSPECTION FEE REP !RED. Prioro next inspection. fee must be paid at 6300 Southcenter : vd.. Suite O. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NUMBER tjtti - 6.6 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Inspection • e c A r: of Address: %ate <----? Suite#: q 0 Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: se S",v - - n ck r-t_ ��--- Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: /ice `k'1- .- Date: 3/ ,/ f f < Hrs.: 1 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Cali 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 RECORD Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: S iA-l'l) J (>4 1ll (-' S Type of Inspectiion: co vei- `t l?/_ ) Address: 1 3 ,). S --, Suite #: 110 1/4,, s Contact Pe son: Special Instructions: Phone No.: ,. `Approved per applicable codes. COMMENTS: Corrections required prior to approval. c7k k. 5111 LI -ee. R -rilot.J)* Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: Date: r//c O/j , Fl $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 FILE COPY Permit Nn. May 26, 2015 City of Tukwila Attn: Allen Johannessen, Building Official/Field Inspector Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Office: 206-571-8794 RENEWED FOR ODE COMPLIANCE APPROVED ' JUN 01 2015 City of Tukwila BUILDING DIVISION Subject: Evaluation of Constructed Concrete Block Yard Walls, New Residence located at 13257 40th Avenue S., Tukwila, WA 98168 (PN: 734060-0943) (San Stevens, Owner) Dear Mr. Johannessen: Thank you for your comments concerning the construction of the new yard walls installed as part if the residential permit for the above site. The referenced comments are per the City letter dated April 29, 2015. This additional wall evaluation has provided a fine opportunity to delve into some of the more theoretical aspects of construction and design which we enjoy. We apologize in advance if we make this evaluation more lengthy than would normally be necessary, and appreciate your patience in that respect. This office has conducted a more detailed evaluation of the installed walls and finds that they are: 1. Well constructed. 2. Thoughtfully constructed. 3. Are physically stable. 3. Require no additional rear wall drainage. CORRECTION Your comments addressed a number of retaining wall aspects which we will address in this letter. In addition to this letter, we have performed detailed measurements of a total of 18 sections of installed wall. Scale section drawings of all of these sections are attached to this letter. While time consuming, the detailed measurements provide a greater measure of assurance in our discussion of the installed wall. First Consideration: �Fo REVISION NOLL While we have been all calling these walls "retaining )walls", in fact they are not retaining walls in the usual construction sense or code defined sense. They have been constructed and function as concrete block "rockeries". To make clear the difference, a "retaining wall" provides formally defined lateral or horizontal ECEIVED resistance to restrained soils, mathematically treating the soils as a fluid aneOF TUKWILA MAY 272.015 PERMIT CENTER walls as a dam, with strength to prevent moving of the "fluid" soils or the shifting or damage to the wall itself. A "rockery" is a loosely stacked assembly of large rocks (typically) or manufactured concrete wall blocks (in this case) which are placed against a cut or fill of soil to prevent exposure to the elements and adjacent activities from disturbing the retained soils. It is understood that a rockery constructed against a cut is inherently more stable than when backfilled against. Of course, by its very existence, a rockery of any type will provide some lateral resistance, however it is so unimportant and variable that it is never analyzed or specified in rockery design. Site Soils Consideration: The concrete block rockeries in all major and important areas are placed against cuts in the original undisturbed native soils. These cut out soils consist of dense undisturbed clay-based/hardpan soils. In several minor areas with walls less than 4 feet, the walls are backed by fill. These minor walls are not the subject of the discussion in this evaluation, however their observation during the site visits indicated good construction. Consideration of Walls Shifting Under Soil Loading: As mentioned above, all significant walls are built to protect cut clay/hardpan soils. In this respect they will perform well in a manner the same as for rock -constructed rockeries. The undisturbed clay soils, none of which has vertical wall cuts more than about 5 feet, more or less, are stable within their own internal cohesive structure. As such, they impose no lateral loading against the installed walls. Per discussions with the installer and based on field observations made during periodic site visits, we determined that the cut away of the clay soils was minimal to install the walls, typically leaving only about 6 inches behind the wall location to place washed free draining chip rock. Based on this simple understanding, it is determined that for this site and for the walls as constructed, the construction is adequate and substantially meets the design requirements for a "rockery". Along with the drawings of the field measured sections is provided a "typical" section of the walls as constructed. Consideration of Behind the Wall Footing Drains: A 4" PVC footing drain was installed at the bottom of the lower wall section across the width of the back yard. The footing drain connects to the roof downspout drain line running across the back of the house. This footing drain was installed for the specific purpose of helping to keep the back yard dry for family yard use. All areas of wall, including the above, are backed with the 6" layer of washed chip rock in the same way a rock material rockery is constructed. This layer prevents any possible ground water collecting behind the wall. With the exception of the above mentioned section with footing drain, the walls are constructed without rear footing drains. They are not needed for five reasons: 1. The mentioned layer of chip rock prevents water building up at the back of the wall. 2. The loose block construction provides a completely permeable wall diaphragm which basically can "leak like a sieve". 3. Water going through the wall along its face will cause no aesthetic or functional problems for users of the site due to wall and yard use locations. 4. No springs or significant groundwater was encountered during construction. 5. The rainfall contributing surface areas at the wall steps or above the walls are minimal indicating that runoff to the walls from rainfall is minor and may be ignored. Conclusions and Summery: Based on a good field review of the installed walls and a thoughtful consideration of their construction, combined with site soil conditions, it is determined that the installed walls are stable, meet good construction standards (for the type of wall), and require no additional evaluation or corrective construction. Also attached, in addition to the measured wall section drawings, are photographs taking during the time of the field measurements. Please feel free to contact this office should you have any questions. Thank you again for your time in going through this review. Bruce S. MacVeigh, P.E. Civil Engineer green tukhssite06/1397 EXPIRES: 4/24/! i J zG "may 1- y `d �aA/& mil:[_ "WAY. i 3L ek'_/iv7 2 . :4s E SQ'I.f //6. D //. T I14 • TT //3. . 3 //0.0 II T "Le a//0.0 7AOER S T✓03'. r /oie T /OS.O Z M0.O V T/OZ.O 8 /00.0 TAPER O0W Al TO G..tADE 102--' T //1.0 $ //2S0 7* HLG CID B MSc`7AP.ELt 14 T AU. D d/OS.O T /04.0 8 /0/.0 /0%O 6 MO 4- 2%,SVFI PP WN TO Ez 6.PADE A2PZ cf C k /2 e>c / Z C 7; c/4 %J.P. Af 26 Hiq y'f /IDS SAme 5-'7evF,a, '• Ai 11 o.4z� zf ol A/o' rmo o.4t D� B 3.?I' Co> CzAY e /I/ eat/EF/A/4, 1 4 N M 0,3S1 • 2,70 ,z7' /V v' Si 7E Sip wt i • N o , It +/— N Structural Calculations: Lateral & Gravity Load Design New Single Family Dwelling FILE COPY Designers: Owner: San Stevens Site Address: 13257 40th Avenue Sout REVIEWED FOR CODE COMPLIANCE APPROVED MAY 21 2014 City of Tukwila BUILDING DIVISION Tukwila, Washington 98168 Bernhoft & Associates 702 Broadway, Suite 201 Tacoma, Washington 98402 253-274-0244 Engineer: Bruce S. MacVeigh, P.E. 14245 59th Avenue South Tukwila, Washington 98168 206.242.7665 Job # 2014-S1-Stevens RECEIVED CITY OF TUKWILA FEB 2 8 2014 PERMIT CENTER EXPIRES: 4/24//5- 6 0"�'ft DILL oo1o, 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 2012 IBC , ASCE 7-10. 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 complete set of drawings and engineering requirements for this structure. Any discrepancies in the drawings are to be brought to the attention of the engineer before proceeding with any work. CODE CRITERIA: Building Codes 2012 IBC Code Wind Standards: ASCE 7-10 Seismic Standards: ASCE 7-10 Seismic Zone D1 Period T (sec) 0.174 Response Mod Factor 6.5 Soil Profile D Seismic Source Type D Spectral Response Acceleration Si: 0.560 g, Ss: 1.500 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 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 for #4 & #5 bars ASTM A-615 Grade 60 for #6 & larger 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 %" CDX, 7/16" OSB 1.5 Insulation R49 3.0 Framing Truss 2.1 Ceiling 5/8 GWB 2.8 Miscellaneous 2.0 Total dead load 14.4 psf LIVE LOADS: Snow — 25 PSF (Non reducible) Ceiling Only —10 PSF Increase in Fb and Fv of 15% allowed for duration of load when noted. LOADING CRITERIA FOR FLOOR: ITEM MATERIAL LOAD PSF Floor Covering Carpet and Pad 3.0 Floor Sheathing %" T&G CDX 2.3 Ceiling 5/8" GWB 2.8 Fixtures — Mech. 1.02 Electrical Point loads Framing, Joists TJI floor joists 2.48 Beams 1.0 TOTAL DEAD LOAD FLOOR = 12 PSF FLOOR LIVE LOADS: Residential Areas — Decks - 40 psf 40 psf WoodWorks® Shearwalis SOFTWARE FOR WOOD DESIGN WoodWorks® Shesrwalls 10.1 2014-s1-stevens.wsw Project Information COMPANY AND PROJECT INFORMATION Company Project Bruce S MacVeigh, P.E. San Stevens 14245 59th Avenue South 13257 40th Avenue South Tukwila, Washington 98168 Tukwila, WA 98168 (206) 571-8794 DESIGN SETTINGS Feb. 4, 2014 17:03:44 Design Code Wind Standard Seismic Standard IBC 2012/AWC SDPWS 2008 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations For Design (ASD) For Deflection (Strength) 0.70 Seismic + 0.60 Dead 1.00 Seismic + 0.90 Dead 0.60 Wind + 0.60 Dead 1.00 Wind + 0.90 Dead Building Code Capacity Reduction Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Temperature Moisture Content Factor Range Fabrication Service 1.60 T<=100F 19% 10% Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 0.50 0.00 Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked Ignore non -wood -panel shear resistance contribution... Wind Seismic Never Always Collector forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity: Deflection -based stiffness of wall segments Design Shearwall Force/Length: Based on wall rigidity/length SITE INFORMATION Wind ASCE 7-10 Directional (All heights) Seismic ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 85mph Exposure Exposure B Enclosure Enclosed Min Wind Loads: Walls 16 psf Roofs 8 psf Risk Category Structure Type Building System Design Category Site Class Category II - All others Regular Bearing Wall D D Topographic Information [ft] Shape Height Length - - - Site Location: - Spectral Response Acceleration S1:0.560g Ss:1.500g Fundamental Period T Used Approximate Ta Maximum T E-W 0.174s 0.174s 0.243s N-S 0.174s 0.174s 0.243s Elev: 18ft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Case 2 E-W loads N-S loads Eccentricity (%) 15 15 Loaded at 7 5 % Response Factor R 6.50 6.50 Fa: 1.00 Fv: 1.50 1 WoodWorks® Shearwalls 2014-s 1-stevens.wsw Feb. 4, 2014 17:03:44 Structural Data STORY INFORMATION Ceiling Level 2 Level 1 Foundation Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev [ft] Depth [in] Height [ft] shrinkage [in] length [in] 17.83 9.83 0.00 0.00 0.0 10.0 0.0 8.00 9.00 0.0 0.0 10.0 0.0 BLOCK and ROOF INFORMATION Block Dimensions [ft] Face Type Roof Panels Slope Overhang [ft] Blockl 1 Story N-S Ridge Location X,Y = 0.00 4.00 North Gable 90.0 0.00 Extent X,Y = 14.00 35.67 South Gable 90.0 0.00 Ridge X Location, Offset 14.00 7.00 East Side 90.0 0.00 Ridge Elevation, Height 14.83 5.00 West Side 19.6 0.00 Block 2 2 Story E-W Ridge Location X,Y = 14.00 15.92 North Side 18.0 1.00 Extent X,Y = 32.00 34.58 South Side 18.0 1.00 Ridge Y Location, Offset 33.21 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 23.45 5.62 West Gable 90.0 1.00 Block 3 2 Story E-W Ridge Location X,Y = 46.00 25.00 North Side 18.0 1.00 Extent X,Y = 13.00 25.50 South Side 18.0 1.00 Ridge Y Location, Offset 37.75 0.00 East Gable 90.0 1.00 Ridge Elevation, Height 21.98 4.14 West Joined 90.0 1.00 Block 4 1 Story N-S Ridge Location X,Y = 14.08 0.00 North Joined 90.0 1.00 Extent X,Y = 20.00 15.92 South Gable 90.0 1.00 Ridge X Location, Offset 14.08 -10.00 East Side 14.0 1.00 Ridge Elevation, Height 14.83 5.00 West Side 90.0 1.00 Block 5 1 Story N-S Ridge Location X,Y = 46.08 9.00 North Gable 90.0 0.00 Extent X,Y = 13.00 16.00 South Gable 90.0 1.00 Ridge X Location, Offset 52.58 0.00 East Side 18.0 1.00 Ridge Elevation, Height 11.95 2.11 West Side 18.0 0.00 2 WoodWorks® Shearwalls 2014-s1-stevens.wsw Feb. 4, 2014 17:03:44 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick in GU in Ply Or Gvtv lbs/in Size Type Df Eg in Fd in Bk Notes 1 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 6 12 Y 3 2 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 3 12 Y 2,3 3 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 4 12 Y 2,3 Legend: Grp — Wall Design Group number, used to reference wall in other tables Sun`— Exterior or interior surface when applied to exterior wall Ratng — Span rating, see SDPWS Table C4.2.2.2C Thick — Nominal panel thickness GU - Gypsum underlay thickness Ply — Number of plies (or layers) in construction of plywood sheets Or— Orientation of longer dimension of sheathing panels Gvtv — Shear stiffness in Iblin. of depth from SDPWS Tables C4.2.2A-B Type — Fastener type from SDPWS Tables 4.3A-D: Nail — common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing — casing nail; Roof — roofing nail; Screw — drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120" x 1-3/4" (gypsum sheathing, 25/32" fiberboard ), 1-1/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92" x 1- 1/8". Cooler or gypsum wallboard nail: 5d = .086" x 1-5/8"; 6d = .092" x 1-7/8"; 8d = .113" x 2-3/8"; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4" long. 5/8A 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 by WALL GROUP Wall Species Grade b d Spacing SG E Group in in in psi^6 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 2 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 3 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Legend: Wall Group — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spacing — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E — Modulus of elasticity Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 3 WoodWorks® Shearwalls 2014-s 1-stevens.wsw Feb. 4, 2014 17:03:44 E WALL and OPENING DIMENSIONS . North -south Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group(s) X [ft] Start End [ftj Wind Seismic [ft] Line 1 Level 1 Line 1 Seg 1 0.00 4.00 39.67 35.67 35.67 35.67 9.00 Wall 1-1 Seg 1 0.00 4.00 39.67 35.67 35.67 35.67 - Line 2 Level 2 Line 2 Prf 1 14.00 16.00 50.50 34.50 30.50 30.50 8.00 Wall 2-1 Prf 1 14.00 16.00 50.50 34.50 30.50 30.50 - Opening 1 - - 18.00 20.00 2.00 - - 1.00 Opening 2 - - 23.50 25.50 2.00 - - 1.00 Level 1 Line 2 Prf 2 14.02 0.00 50.50 50.50 11.83 11.83 9.00 Wall 2-2 Prf 2 14.00 39.67 50.50 10.83 7.83 7.83 - Opening 1 - - 40.67 43.67 3.00 - - 5.00 Wall 2-1 Seg 2 14.08 0.00 4.00 4.00 4.00 4.00 - Line 3 Level 2 Line 3 Seg 1 34.00 16.00 50.50 34.50 11.25 11.25 8.00 Wall 3-1 Seg 1 34.00 16.00 27.25 11.25 11.25 11.25 - Level 1 Line 3 Seg 1 34.05 0.00 50.50 50.50 27.25 27.25 9.00 Wall 3-2 Seg 1 34.00 16.00 27.25 11.25 11.25 11.25 - Wall 3-1 Seg 1 34.08 0.00 16.00 16.00 16.00 16.00 - Line 4 Level 2 Line 4 Seg 1 46.08 16.00 50.50 34.50 9.00 9.00 8.00 Wall 4-1 Seg 1 46.08 16.00 25.00 9.00 9.00 9.00 - Level 1 Line 4 Seg 2 46.08 9.00 50.50 41.50 7.00 7.00 9.00 Wall 4-1 Seg 2 46.08 9.00 16.00 7.00 7.00 7.00 - Line 5 Level 2 Line 5 Prf 1 59.00 25.00 50.50 25.50 17.50 17.50 8.00 Wall 5-1 Prf 1 59.00 25.00 50.50 25.50 17.50 17.50 - Opening 1 - - 26.25 30.25 4.00 - - 4.00 Opening 2 - - 35.83 37.83 2.00 - - 4.00 Opening 3 - - 47.00 49.00 2.00 - - 4.00 Level 1 Line 5 Seg 1 59.00 9.00 50.50 41.50 29.50 29.50 9.00 Wall 5-1 Seg 1 59.00 9.00 50.50 41.50 29.50 29.50 - Opening 1 - - 25.50 37.50 12.00 - - 7.00 East -west Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Groups) Y [ft] Start End [ft] Wind Seismic [ft] Line A Level 1 Line A Seg 1 0.00 14.08 34.08 20.00 4.00 4.00 9.00 Wall A-1 Seg 1 0.00 14.08 34.08 20.00 4.00 4.00 - Opening 1 - - 16.08 32.08 16.00 - - 7.00 Line B Level 1 Line B Seg 1 4.00 0.00 34.08 34.08 4.08 4.08 9.00 Wall B-1 Seg 1 4.00 0.00 14.08 14.08 4.08 4.08 - Opening 1 - - 2.00 12.00 10.00 - - 7.00 Line C Level 1 Line C Seg 2 9.00 46.08 59.00 12.92 4.92 4.92 9.00 Wall C-1 Seg 2 9.00 46.08 59.00 12.92 4.92 4.92 - Opening 1 - - 48.58 56.58 8.00 - - 7.00 Line D Level 2 Line D Prf 1 16.00 14.00 46.08 32.08 21.08 21.08 8.00 Wall D-1 Prf 1 16.00 14.00 46.08 32.08 21.08 21.08 - Opening 1 - - 25.00 30.00 5.00 - - 3.00 Opening 2 - - 36.00 40.00 4.00 - - 4.00 Opening 3 - - 42.08 44.08 2.00 - - 1.25 Level 1 Line D NSW 16.00 14.00 46.08 32.08 0.00 0.00 9.00 Wall D-1 NSW 16.00 34.08 46.08 12.00 0.00 0.00 - Opening 1 - - 35.75 37.75 2.00 - - 4.00 4 WoodWorks® ShearwalIs 2014-s1-stevens.wsw Feb. 4, 2014 17:03:44 SHEARUNE, WALL and OPENING DIMENSIONS (continued) Opening 2 Line E Level 2 Line E Prf 1 Wall E-1 Prf 1 Opening 1 - Line F Level 1 Line F Seg 1 Wall F-1 Seg 1 Opening 1 - Line G Level 1 Line G Prf 3 Wall G-1 Prf 3 Opening 1 - Line H Level 2 Line H Prf 1 Wall H-1 Prf 1 Opening 1 - Opening 2 - Opening 3 - Opening 4 - Level 1 Line H Prf 1 Wall H-1 Prf 1 Opening 1 - Opening 2 - Opening 3 - Opening 4 - - 39.50 45.00 5.50 - - 25.00 14.00 59.00 45.00 11.67 11.67 25.00 46.08 59.00 12.92 11.67 11.67 - 53.08 54.33 1.25 - - 27.25 0.00 59.00 59.00 31.50 31.50 27.25 0.00 34.00 34.00 31.50 31.50 - 30.00 32.50 2.50 - - 39.67 0.00 59.00 59.00 9.00 9.00 39.67 0.00 14.00 14.00 9.00 9.00 - 3.50 8.50 5.00 - - 50.50 14.00 59.00 45.00 21.00 21.00 50.50 14.00 59.00 45.00 21.00 21.00 - 18.00 24.00 6.00 - - - 32.00 38.00 6.00 - - - 44.00 50.00 6.00 - - - 50.50 56.50 6.00 - - 50.50 14.00 59.00 45.00 21.00 21.00 50.50 14.00 59.00 45.00 21.00 21.00 - 17.00 23.00 6.00 - - - 27.00 33.00 6.00 - - - 35.00 41.00 6.00 - - - 47.75 53.75 6.00 - - 7.00 8.00 1.25 9.00 6.75 9.00 5.00 8.00 4.00 4.00 4.00 4.00 9.00 5.00 5.00 6.75 4.00 Legend: Type - Seg = segmented, prf = perforated, NSW = non-shearwall; Location - dimension perp. to wall; FHS - length of full -height sheathing used to resist shear force; Wall Group(s) - refer to Materials by Wall Group table, refer to Shear Results tables for each design case if more than one group 5 WoodWorks® Shearwalls 2014-s1-stevens.wsw Feb. 4, 2014 17:03:44 Loads WIND SHEAR LOADS (as entered or generated Level2 Block F Element Load Case Wnd Dir Surf Dir Prof Location [ft] Start End Magnitude [Ibs,plf,psf] Start End Trib Ht (ft] Block 2 W L Gable 1 W->E Wind Line 15.92 33.21 0.0 37.3 Block 2 W L Gable Min W->E Wind Line 15.92 33.21 0.0 44.9 Block 2 W Wall Min W->E Wind Line 16.00 50.50 32.0 Block 2 W Wall 1 W->E Wind Line 16.00 50.50 25.0 Block 2 W R Gable Min W->E Wind Line 33.21 50.50 44.9 0.0 Block 2 W R Gable 1 W->E Wind Line 33.21 50.50 37.3 0.0 Block 2 E L Gable Min W->E Lee Line 15.92 33.21 0.0 44.9 Block 2 E L Gable 1 W->E Lee Line 15.92 33.21 0.0 23.6 Block 2 E Wall 1 W->E Lee Line 16.00 25.00 16.8 Block 2 E Wall Min W->E Lee Line 16.00 25.00 32.0 Block 2 E R Gable 1 W->E Lee Line 33.21 50.50 23.6 0.0 Block 2 E R Gable Min W->E Lee Line 33.21 50.50 44.9 0.0 Block 2 W L Gable 1 E->W Lee Line 15.92 33.21 0.0 23.6 Block 2 W L Gable Min E->W Lee Line 15.92 33.21 0.0 44.9 Block 2 W Wall Min E->W Lee Line 16.00 50.50 32.0 Block 2 W Wall 1 E->W Lee Line 16.00 50.50 16.8 Block 2 W R Gable 1 E->W Lee Line 33.21 50.50 23.6 0.0 Block 2 W R Gable Min E->W Lee Line 33.21 50.50 44.9 0.0 Block 2 E L Gable Min E->W Wind Line 15.92 33.21 0.0 44.9 Block 2 E L Gable 1 E->W Wind Line 15.92 33.21 0.0 37.3 Block 2 E Wall 1 E->W Wind Line 16.00 25.00 25.0 Block 2 E Wall Min E->W Wind Line 16.00 25.00 32.0 Block 2 E R Gable 1 E->W Wind Line 33.21 50.50 37.3 0.0 Block 2 E R Gable Min E->W Wind Line 33.21 50.50 44.9 0.0 Block 2 S Roof 1 S->N Wind Line 13.00 47.00 -4.6 Block 2 S Roof Min S->N Wind Line 13.00 47.00 23.8 Block 2 S Wall 1 S->N Wind Line 14.00 46.08 25.0 Block 2 S Wall Min S->N Wind Line 14.00 46.08 32.0 Block 2 S Wall 1 S->N Wind Line 46.08 59.00 25.0 Block 2 S Wall Min S->N Wind Line 46.08 59.00 32.0 Biock 2 N Roof 1 S->N Lee Line 13.00 47.00 28.4 Biock 2 N Roof Min S->N Lee Line 13.00 47.00 23.8 Block 2 N Wall 1 S->N Lee Line 14.00 59.00 16.3 Block 2 N Wall Min S->N Lee Line 14.00 59.00 32.0 Block 2 S Roof 1 N->S Lee Line 13.00 47.00 28.4 Block 2 S Roof Min N->S Lee Line 13.00 47.00 23.8 Block 2 S Wall 1 N->S Lee Line 14.00 46.08 16.3 Block 2 S Wall Min N->S Lee Line 14.00 46.08 32.0 Block 2 S Wall Min N->S Lee Line 46.08 59.00 32.0 Block 2 S Wall 1 N->S Lee Line 46.08 59.00 16.3 Block 2 N Roof 1 N->S Wind Line 13.00 47.00 -4.6 Block 2 N Roof Min N->S Wind Line 13.00 47.00 23.8 Block 2 N Wall Min N->S Wind Line 14.00 59.00 32.0 Block 2 N Wall 1 N->S Wind Line 14.00 59.00 25.0 Block 3 E L Gable Min W->E Lee Line 25.00 37.75 0.0 33.1 Block 3 E Wall Min W->E Lee Line 25.00 50.50 32.0 Block 3 E L Gable 1 W->E Lee Line 25.00 37.75 0.0 17.2 Block 3 E Wall 1 W->E Lee Line 25.00 50.50 16.7 Block 3 E R Gable 1 W->E Lee Line 37.75 50.50 17.2 0.0 Block 3 E R Gable Min W->E Lee Line 37.75 50.50 33.1 0.0 Block 3 E Wall Min E->W Wind Line 25.00 50.50 32.0 Block 3 E Wall 1 E->W Wind Line 25.00 50.50 25.0 Block 3 E L Gable Min E->W Wind Line 25.00 37.75 0.0 33.1 Block 3 E L Gable 1 E->W Wind Line 25.00 37.75 0.0 27.3 Block 3 E R Gable Min E->W Wind Line 37.75 50.50 33.1 0.0 Biock 3 E R Gable 1 E->W Wind Line 37.75 50.50 27.3 0.0 Block 3 S Roof 1 S->N Wind Line 46.00 60.00 -4.9 Block 3 S Roof Min S->N Wind Line 46.00 60.00 17.9 Block 3 N Roof 1 S->N Lee Line 46.00 60.00 21.7 Block 3 N Roof Min S->N Lee Line 46.00 60.00 17.9 Block 3 S Roof Min N->S Lee Line 46.00 60.00 17.9 Block 3 S Roof 1 N->S Lee Line 46.00 60.00 21.7 Block 3 N Roof 1 N->S Wind Line 46.00 60.00 -4.9 Block 3 N Roof Min N->S Wind Line 46.00 60.00 17.9 Levell Magnitude Tdb Block F Element Load Wnd Surf Prof Location [ft] [lbs,pif,psf] Ht Case Dir Dir Start End Start End (ft] 6 WoodWorks® Shearwalls 2014-s1-stevens.wsw Feb. 4, 2014 17:03:44 WIND SHEAR LOADS (as entered or generated) (continued) Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 W Wall W Wall W Roof E Roof E Roof W Wall W Roof W Wall E Roof E Roof S Wall S L Gable S Wall S L Gable N L Gable N L Gable N Wall N Wall S L Gable S L Gable S Wall S Wall N L Gable N Wall N L Gable N Wall Block 2 W Wall Block 2 W Wall Block 2 W Wall Block 2 W Wall Block 2 E Wall Block 2 E Wall Block 2 W Wall Block 2 W Wall Block 2 W Wall Block 2 W Wall 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 2 S Wall Block 2 S Wall Block 2 N Wall Block 2 N Wall Block 2 N Wall Block 2 N Wall Block 2 S Wall Block 2 S Wall Block 2 S Wall Block 2 S Wall Block 2 S Wall Block 2 S Wall Block 2 N Wall Block 2 N Wall Block 2 N Wall Block 2 N Wall Block 3 E Wall Block 3 E Wall Block 3 E Wall Block 3 E Wall Block 3 E Wall Block 3 E Wall Block 3 E Wall Block 3 E Wall Block 4 W Roof Block 4 W Roof Block 4 W Wall Block 4 W Wall Block 4 E Roof 1 W->E Wind Min W->E Wind Min W->E Wind 1 W->E Lee Min W->E Lee 1 E->W Lee Min E->W Lee Min E->W Lee Min E->W Wind 1 E->W Wind 1 S->N Wind Min S->N Wind Min S->N Wind 1 S->N Wind 1 S->N Lee Min S->N Lee Min S->N Lee 1 S->N Lee Min N->S Lee 1 N->S Lee 1 N->S Lee Min N->S Lee Min N->S Wind 1 N->S Wind 1 N->S Wind Min N->S Wind Min W->E Wind 1 W->E Wind 1 W->E Wind Min W->E Wind Min W->E Lee 1 W->E Lee 1 E->W Lee Min E->W Lee 1 E->W Lee Min E->W Lee Min E->W Wind 1 E->W Wind Min S->N Wind 1 S->N Wind 1 S->N Wind Min S->N Wind Min S->N Wind 1 S->N Wind 1 S->N Lee 1 S->N Lee Min S->N Lee Min S->N Lee Min N->S Lee 1 N->S Lee 1 N->S Lee Min N->S Lee 1 N->S Lee Min N->S Lee 1 N->S Wind Min N->S Wind 1 N->S Wind Min N->S Wind Min W->E Lee 1 W->E Lee Min W->E Lee 1 W->E Lee 1 E->W Wind Min E->W Wind 1 E->W Wind Min E->W Wind 1 W->E Wind Min W->E Wind 1 W->E Wind Min W->E Wind Min W->E Lee Line 4.00 39.67 32.8 Line 4.00 39.67 42.7 Line 4.00 39.67 118.9 Line 4.00 39.67 23.0 Line 4.00 39.67 20.0 Line 4.00 39.67 20.5 Line 4.00 39.67 118.9 Line 4.00 39.67 42.7 Line 4.00 39.67 20.0 Line 4.00 39.67 30.7 Line 0.00 14.08 32.8 Line 0.00 14.00 0.0 Line 0.00 14.08 42.7 Line 0.00 14.00 0.0 Line 0.00 14.00 0.0 Line 0.00 14.00 0.0 Line 0.00 14.00 42.7 Line 0.00 14.00 11.2 Line 0.00 14.00 0.0 Line 0.00 14.00 0.0 Line 0.00 14.08 11.2 Line 0.00 14.08 42.7 Line 0.00 14.00 0.0 Line 0.00 14.00 32.8 Line 0.00 14.00 0.0 Line 0.00 14.00 42.7 Line 16.00 50.50 32.0 Line 16.00 50.50 24.6 Line 39.67 50.50 32.8 Line 39.67 50.50 42.7 Line 16.00 25.00 32.0 Line 16.00 25.00 16.8 Line 16.00 50.50 16.8 Line 16.00 50.50 32.0 Line 39.67 50.50 22.4 Line 39.67 50.50 42.7 Line 16.00 25.00 32.0 Line 16.00 25.00 24.6 Line 14.00 46.08 32.0 Line 14.00 46.08 24.6 Line 34.08 46.08 32.8 Line 34.08 46.08 42.7 Line 46.08 59.00 32.0 Line 46.08 59.00 24.6 Line 14.00 59.00 21.7 Line 14.00 59.00 16.3 Line 14.00 59.00 32.0 Line 14.00 59.00 42.7 Line 14.00 46.08 32.0 Line 14.00 46.08 16.3 Line 34.08 46.08 21.7 Line 34.08 46.08 42.7 Line 46.08 59.00 16.3 Line 46.08 59.00 32.0 Line 14.00 59.00 32.8 Line 14.00 59.00 32.0 Line 14.00 59.00 24.6 Line 14.00 59.00 42.7 Line 9.00 50.50 42.7 Line 9.00 50.50 22.2 Line 25.00 50.50 32.0 Line 25.00 50.50 16.7 Line 9.00 50.50 32.8 Line 9.00 50.50 42.7 Line 25.00 50.50 24.6 Line 25.00 50.50 32.0 Line -1.00 15.92 30.7 Line -1.00 15.92 4.8 Line 0.00 4.00 32.8 Line 0.00 4.00 42.7 Line -1.00 15.92 21.0 40.0 30.7 10.5 40.0 40.0 10.5 40.0 30.7 7 WoodWorks® Shearwalls 2014-s 1-stevens.wsw Feb. 4, 2014 17:03:44 WIND SHEAR LOADS (as entered or generated) (continued) Block 4 E Wall Block 4 E Wall Block 4 W Roof Biock 4 W Roof Block 4 W Wall Block 4 W Wall Block 4 E Roof Block 4 E Wall Block 4 E Wall Block 4 S Wall Block 4 S R Gable Block 4 S R Gable Block 4 S Wall Block 4 S Wall Block 4 S R Gable Block 4 S Wall Block 4 S R Gable Block 5 W Roof Block 5 W Roof Block 5 W Wall Block 5 W Wall Block 5 E Roof Block 5 E Roof Block 5 W Roof Biock 5 W Roof Block 5 W Wall Block 5 W Wall Block 5 E Roof Block 5 E Roof Block 5 S Wall Biock 5 S L Gable Block 5 S L Gable Block 5 S Wall Block 5 S R Gable Block 5 S R Gable Block 5 N L Gable Block 5 N L Gable Block 5 N R Gable Block 5 N R Gable Block 5 S Wall Block 5 S L Gable Block 5 S Wall Block 5 S L Gable Block 5 S R Gable Block 5 S R Gable Block 5 N L Gable Block 5 N L Gable Block 5 N R Gable Block 5 N R Gable 1 W->E Lee Min W->E Lee Min E->W Lee 1 E->W Lee 1 E->W Lee Min E->W Lee Min E->W Wind Min E->W Wind 1 E->W Wind 1 S->N Wind Min S->N Wind 1 S->N Wind Min S->N Wind 1 N->S Lee Min N->S Lee Min N->S Lee 1 N->S Lee Min W->E Wind 1 W->E Wind Min W->E Wind 1 W->E Wind 1 W->E Lee Min W->E Lee 1 E->W Lee Min E->W Lee Min E->W Lee 1 E->W Lee Min E->W Wind 1 E->W Wind 1 S->N Wind Min S->N Wind 1 S->N Wind Min S->N Wind Min S->N Wind 1 S->N Wind 1 S->N Lee Min S->N Lee Min S->N Lee 1 S->N Lee Min N->S Lee Min N->S Lee 1 N->S Lee 1 N->S Lee 1 N->S Lee Min N->S Lee Min N->S Wind 1 N->S Wind 1 N->S Wind Min N->S Wind Line 0.00 16.00 18.4 Line 0.00 16.00 42.7 Line -1.00 15.92 4.8 Line -1.00 15.92 23.0 Line 0.00 4.00 18.4 Line 0.00 4.00 42.7 Line -1.00 15.92 21.0 Line 0.00 16.00 42.7 Line 0.00 16.00 32.8 Line 14.08 34.08 32.8 Line 14.08 34.08 40.0 Line 14.08 34.08 30.7 Line 14.08 34.08 42.7 Line 14.08 34.08 20.5 Line 14.08 34.08 40.0 Line 14.08 34.08 42.7 Line 14.08 34.08 19.2 0.0 0.0 0.0 0.0 Line 8.00 25.00 8.4 Line 8.00 25.00 -2.4 Line 9.00 16.00 42.7 Line 9.00 16.00 32.8 Line 8.00 25.00 11.0 Line 8.00 25.00 9.7 Line 8.00 25.00 9.5 Line 8.00 25.00 8.4 Line 9.00 16.00 42.7 Line 9.00 16.00 20.5 Line 8.00 25.00 9.7 Line 8.00 25.00 -2.7 Line 46.08 59.00 32.8 Line 46.08 52.58 0.0 16.9 Line 46.08 52.58 0.0 13.0 Line 46.08 59.00 42.7 Line 52.58 59.08 16.9 0.0 Line 52.58 59.08 13.0 0.0 Line 46.08 52.58 0.0 7.4 Line 46.08 52.58 0.0 16.9 Line 52.58 59.08 16.9 0.0 Line 52.58 59.08 7.4 0.0 Line 46.08 59.00 42.7 Line 46.08 52.58 0.0 16.9 Line 46.08 59.00 18.6 Line 46.08 52.58 0.0 7.4 Line 52.58 59.08 7.4 0.0 Line 52.58 59.08 16.9 0.0 Line 46.08 52.58 0.0 16.9 Line 46.08 52.58 0.0 13.0 Line 52.58 59.08 13.0 0.0 Line 52.58 59.08 16.9 0.0 Legend: Block - Block used in load generation Accum. = loads from one block combined with another Manual = user -entered loads (so no block) F - Building face (north, south, east or west) Element - Building surface on which loads generated or entered Load Case - One of the following: ASCE 7 All Heights: Case 1 or 2 from Fig 27.4-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference comer and Case A or B from Fig 28.4-1 or minimum loads from 28.4.4 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir - Windward or leeward side of the building for loads in given direction Prof - Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Ht - Tributary height of area loads only Notes: Windward 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) Ioads.The program applies a Toad factor of 0.60 to wind Toads before distributing them to the shearlines. 8 WoodWorks® Shearwalls 2014-s1-stevens.wsw Feb. 4, 2014 17:03:44 WIND C&C LOADS Block Building Wind Level Face Direction Magnitude [pa) Interior End Zone Block 2 West Windward 2 Block 2 West Windward 2 Block 2 West Windward 2 Block 2 West Windward 2 Block 2 East Leeward 2 Block 2 East Leeward 2 Block 2 East Leeward 2 Block 2 East Leeward 2 Block 2 West Leeward 2 Block 2 West Leeward 2 Block 2 West Leeward 2 Block 2 West Leeward 2 Block 2 East Windward 2 Block 2 East Windward 2 Block 2 East Windward 2 Block 2 East Windward 2 Block 2 South Windward 2 Block 2 South Windward 2 Block 2 South Windward 2 Block 2 South Windward 2 Block 2 South Windward 2 Block 2 South Windward 2 Block 2 South Windward 2 Block 2 South Windward 2 Block 2 North Leeward 2 Block 2 North Leeward 2 Block 2 North Leeward 2 Block 2 North Leeward 2 Block 2 South Leeward 2 Block 2 South Leeward 2 Block 2 South Leeward 2 Block 2 South Leeward 2 Block 2 South Leeward 2 Block 2 South Leeward 2 Block 2 South Leeward 2 Block 2 South Leeward 2 Block 2 North Windward 2 Block 2 North Windward 2 Block 2 North Windward 2 Block 2 North Windward 2 Block 3 East Leeward 2 Block 3 East Leeward 2 Block 3 East Leeward 2 Block 3 East Leeward 2 Block 3 East Windward 2 Block 3 East Windward 2 Block 3 East Windward 2 Block 3 East Windward 2 Block 1 West Windward 1 Block 1 West Windward 1 Block 1 West Windward 1 Block 1 West Windward 1 Block 1 West Leeward 1 Block 1 West Leeward 1 Block 1 West Leeward 1 Block 1 West Leeward 1 Block 1 South Windward 1 Block 1 South Windward 1 Block 1 South Windward 1 Block 1 South Windward 1 Block 1 North Leeward 1 Block 1 North Leeward 1 Block 1 North Leeward 1 Block 1 North Leeward 1 Block 1 South Leeward 1 Block 1 South Leeward 1 Block 1 South Leeward 1 Block 1 South Leeward 1 Block 1 North Windward 1 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 9 WoodWorks® Shearwalls 2014-s1-stevens.wsw Feb. 4, 2014 17:03:44 WIND CSC LOADS (continued) Block 1 North Windward 1 Block 1 North Windward 1 Block 1 North Windward 1 Block 2 West Windward 1 Block 2 West Windward 1 Block 2 West Windward 1 Block 2 West Windward 1 Block 2 West Leeward 1 Block 2 West Leeward 1 Block 2 West Leeward 1 Block 2 West Leeward 1 Block 2 South Windward 1 Block 2 South Windward 1 Block 2 South Windward 1 Block 2 South Windward 1 Block 2 North Leeward 1 Block 2 North Leeward 1 Block 2 North Leeward 1 Block 2 North Leeward 1 Block 2 South Leeward 1 Block 2 South Leeward 1 Block 2 South Leeward 1 Block 2 South Leeward 1 Block 2 North Windward 1 Block 2 North Windward 1 Block 2 North Windward 1 Block 2 North Windward 1 Block 3 East Leeward 1 Block 3 East Leeward 1 Block 3 East Leeward 1 Block 3 East Leeward 1 Block 3 East Windward 1 Block 3 East Windward 1 Block 3 East Windward 1 Block 3 East Windward 1 Block 4 West Windward 1 Block 4 West Windward 1 Block 4 West Windward 1 Block 4 West Windward 1 Block 4 East Leeward 1 Block 4 East Leeward 1 Block 4 East Leeward 1 Block 4 East Leeward 1 Block 4 West Leeward 1 Block 4 West Leeward 1 Block 4 West Leeward 1 Block 4 West Leeward 1 Block 4 East Windward 1 Block 4 East Windward 1 Block 4 East Windward 1 Block 4 East Windward 1 Block 4 South Windward 1 Block 4 South Windward 1 Block 4 South Windward 1 Block 4 South Windward 1 Block 4 South Leeward 1 Block 4 South Leeward 1 Block 4 South Leeward 1 Block 4 South Leeward 1 Block 5 West Windward 1 Block 5 West Windward 1 Block 5 West Windward 1 Block 5 West Windward 1 Block 5 East Leeward 1 Block 5 West Leeward 1 Block 5 West Leeward 1 Block 5 West Leeward 1 Block 5 West Leeward 1 Block 5 East Windward 1 Block 5 South Windward 1 Block 5 South Windward 1 Block 5 South Windward 1 Block 5 South Windward 1 Block 5 North Leeward 1 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 16.0 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 17.4 10 WoodWorks® ShearwalIs 2014-s 1-stevens.wsw Feb. 4, 2014 17:03:44 WIND C&C LOADS (continued) Block 5 South Leeward 1 Block 5 South Leeward 1 Block 5 South Leeward 1 Block 5 South Leeward 1 Block 5 North Windward 1 16.0 16.0 16.0 16.0 16.0 17.4 17.4 17.4 17.4 17.4 DEAD LOADS (for hold-down calculations) Shear Level Profile Tributary Location [ft] Mag (Ibs,Psf,Psi] Line Width [ft] Start End Start End D 2 Area 19.00 14.00 46.08 13.0 E 2 Area 14.00 46.08 59.00 13.0 H 2 Area 19.00 14.00 46.00 13.0 H 2 Area 14.00 46.00 59.00 13.0 2 2 Area 3.00 16.00 50.50 13.0 4 2 Area 3.00 16.00 25.00 13.0 5 2 Area 3.00 25.00 50.50 13.0 A 1 Area 3.00 14.08 34.08 13.0 B 1 Area 3.00 0.00 14.08 13.0 D 1 Area 19.00 14.00 46.08 13.0 E 1 Area 14.00 46.08 59.00 13.0 G 1 Area 3.00 0.00 14.00 13.0 H 1 Area 19.00 14.00 59.00 13.0 H 1 Area 14.00 46.00 59.00 13.0 1 1 Area 8.00 4.00 39.67 13.0 2 1 Area 17.00 0.00 16.00 13.0 2 1 Area 3.00 16.00 50.50 13.0 2 1 Area 3.00 39.50 50.50 13.0 3 1 Area 11.00 0.00 16.00 13.0 4 1 Area 7.50 9.00 16.00 13.0 4 1 Area 7.50 9.00 16.00 13.0 5 1 Area 3.00 9.00 50.50 13.0 5 1 Area 7.50 9.00 25.00 13.0 5 1 Area 3.00 25.00 50.50 13.0 11 WoodWorks® Shearwalls 2014-s 1 -stevens.wsw Feb. 4, 2014 17:03:44 BUILDING MASSES Level 2 Force Building Dir Element 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 L Gable E-W R Gable Block Wall Line Block 2 2 Block 2 Biock 3 Biock 3 5 Block 2 2 Block 2 2 Block 2 Block 2 Block 3 5 Block 3 5 N-S Roof Block 2 N-S Roof Block 2 H N-S Roof Block 3 E N-S Roof Block 3 H Both Wall 2-1 n/a 2 Both Wall 3-1 n/a 3 Both Wall 4-1 n/a 4 Both Wall 5-1 n/a 5 Both Wall D-1 n/a D Both Wall E-1 n/a E Both Wall H-1 n/a H Profile Location [ft] Magnitude Trib [Ibs,pif,psf] Width Start End Start End [ft] Line 14.92 51.50 221.0 221.0 Line 14.92 51.50 221.0 221.0 Line 24.00 51.50 84.5 84.5 Line 24.00 51.50 97.5 97.5 Line 15.92 33.21 56.2 0.0 Line 33.21 50.50 0.0 56.2 Line 15.92 33.21 56.2 0.0 Line 33.21 50.50 0.0 56.2 Line 25.00 37.75 41.4 0.0 Line 37.75 50.50 0.0 41.4 Line 13.00 47.00 237.8 237.8 Line 13.00 47.00 237.8 237.8 Line 46.00 60.00 178.8 178.8 Line 46.00 60.00 178.8 178.8 Line 16.00 50.50 40.0 40.0 Line 16.00 27.25 24.0 24.0 Line 16.00 25.00 40.0 40.0 Line 25.00 50.50 40.0 40.0 Line 14.00 46.08 40.0 40.0 Line 46.08 59.00 40.0 40.0 Line 14.00 59.00 40.0 40.0 Level 1 Force Building Block Wall Dir Element Line E-W Roof Block 1 1 E-W Roof Block 1 2 E-W Roof Block 4 E-W Roof Block 4 E-W Roof Block 5 4 E-W Roof Block 5 E-W Floor F2 n/a 1 E-W Floor F3 n/a 1 Both Wall 2-1 n/a 2 E-W Floor F4 n/a E-W Floor Fi n/a Both Wall 3-1 2 n/a 3 E-W Floor F1 n/a E-W Floor F2 n/a E-W Floor F5 n/a Both Wall 4-1 4 n/a 4 E-W Floor F5 n/a E-W Floor F3 n/a Both Wall 5-1 E-W Floor F4 5 5 n/a 5 n/a 5 N-S Roof Block 1 B N-S Roof Block 1 G N-S Roof Block 4 A N-S Roof Block 4 N-S Roof Block 5 C N-S Roof Block 5 E N-S L Gable Block 1 B N-S R Gable Block 1 B N-S R Gable Block 1 G N-S L Gable Block 1 G N-S R Gable Block 4 A N-S L Gable Block 4 A N-S L Gable Block 5 C Profile Magnitude Trib Location [ft] [Ibs,plf,psf] Width Start End Start End [ft] Line 4.00 39.67 91.0 91.0 Line 4.00 39.67 91.0 91.0 Line -1.00 15.92 143.0 143.0 Line -1.00 15.92 143.0 143.0 Line 8.00 25.00 84.5 84.5 Line 8.00 25.00 97.5 97.5 Line 4.00 16.00 221.5 221.5 Line 16.00 39.67 383.5 383.5 Line 16.00 50.50 40.0 40.0 Line 39.67 50.50 292.5 292.5 Line 0.00 4.00 130.0 130.0 Line 16.00 27.25 24.0 24.0 Line 0.00 4.00 130.0 130.0 Line 4.00 16.00 221.5 221.5 Line 9.00 16.00 84.0 84.0 Line 16.00 25.00 40.0 40.0 Line 9.00 16.00 84.0 84.0 Line 16.00 39.67 383.5 383.5 Line Line 25.00 50.50 39.67 50.50 40.0 40.0 292.5 292.5 Line 0.00 14.00 231.9 231.9 Line 0.00 14.00 231.9 231.9 Line 13.08 35.08 116.5 116.5 Line 13.08 35.08 103.5 103.5 Line 46.08 60.08 117.0 117.0 Line 46.08 60.08 104.0 104.0 Line 0.00 14.00 50.0 0.0 Line 14.00 14.00 0.0 50.0 Line 0.00 14.00 50.0 0.0 Line 14.00 14.00 0.0 50.0 Line 14.08 34.08 0.0 50.0 Line 14.08 14.08 50.0 0.0 Line 46.08 52.58 21.1 0.0 12 WoodWorks® Shearwalls 2014-s 1-stevens.wsw Feb. 4, 2014 17:03:44 BUILDING MASSES (continued) N-S R Gable N-S R Gable N-S L Gable N-S Floor F3 N-S Floor Fl N-S Floor F2 N-S Floor F5 Block 5 C Block 5 E Block 5 E n/a A n/a B n/a B n/a C Both Wall D-1 n/a D N-S Floor F4 n/a D Both Wall E-1 n/a E N-S Floor F1 n/a G N-S Floor F2 n/a H Both Wall H-1 n/a H N-S Floor F3 n/a H N-S Floor F4 n/a H N-S Floor F5 n/a H Both Wall 1-1 n/a 1 Both Wall 2-2 n/a 2 Both Wall 2-1 n/a Both Wall 3-2 n/a 3 Both Wall 3-1 n/a Both Wall 4-1 n/a 4 Both Wall 5-1 n/a 5 Both Wall A-1 n/a A Both Wall B-1 n/a B Both Wall C-1 n/a C Both Wall D-1 n/a D Both Wall F-1 n/a F Both Wall G-1 n/a G Both Wall H-1 n/a H Line 52.58 59.08 0.0 21.1 Line 46.08 52.58 21.1 0.0 Line 52.58 59.08 0.0 21.1 Line 14.08 34.08 328.3 328.3 Line 0.00 14.00 231.9 231.9 Line 14.00 14.08 302.3 302.3 Line 46.08 59.00 269.8 269.8 Line 14.00 46.08 40.0 40.0 Line 34.08 46.08 224.3 224.3 Line 46.08 59.00 40.0 40.0 Line 0.00 14.00 231.9 231.9 Line 14.00 14.08 302.3 302.3 Line 14.00 59.00 40.0 40.0 Line 14.08 34.08 328.3 328.3 Line 34.08 46.08 224.3 224.3 Line 46.08 59.00 269.8 269.8 Line 4.00 39.67 45.0 45.0 Line 39.67 50.50 45.0 45.0 Line 0.00 4.00 45.0 45.0 Line 16.00 27.25 27.0 27.0 Line 0.00 16.00 45.0 45.0 Line 9.00 16.00 45.0 45.0 Line 9.00 50.50 45.0 45.0 Line 14.08 34.08 45.0 45.0 Line 0.00 14.08 45.0 45.0 Line 46.08 59.00 45.0 45.0 Line 34.08 46.08 45.0 45.0 Line 0.00 34.00 27.0 27.0 Line 0.00 14.00 45.0 45.0 Line 14.00 59.00 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 13 WoodWorks® Shearwalls 2014-s1-stevens.wsw Feb. 4, 2014 17:03:44 SEISMIC LOADS Level 2 Force Dir Profile Location [ft] Start End Mag [Ibs,plf,psf] Start End E-W Line 14.92 15.92 98.3 98.3 E-W Line 15.92 16.00 98.3 98.4 E-W Point 16.00 16.00 285 285 E-W Line 16.00 24.00 121.5 133.0 E-W Line 24.00 25.00 173.5 174.9 E-W Point 25.00 25.00 115 115 E-W Line 25.00 27.25 174.9 179.8 E-W Line 27.25 33.21 174.5 187.4 E-W Line 33.21 37.75 187.4 184.1 E-W Line 37.75 50.50 184.1 156.5 E-W Point 50.50 50.50 400 400 E-W Line 50.50 51.50 138.7 138.7 N-S Line 13.00 14.00 105.7 105.7 N-S Point 14.00 14.00 523 523 N-S Line 14.00 46.00 123.5 123.5 N-S Point 34.00 34.00 60 60 N-S Point 46.00 46.00 216 216 N-S Line 46.00 46.08 203.0 203.0 N-S Point 46.08 46.08 80 80 N-S Line 46.08 47.00 203.0 203.0 N-S Line 47.00 59.00 97.3 97.3 N-S Point 59.00 59.00 344 344 N-S Line 59.00 60.00 79.5 79.5 Level 1 Force Profile Location [ft] Mag [Ibs,plf,psf] Dir Start End Start End E-W Line -1.00 0.00 35.1 35.1 E-W Point 0.00 0.00 172 172 E-W Line 0.00 4.00 78.0 78.0 E-W Point 4.00 4.00 121 121 E-W Line 4.00 8.00 122.7 122.7 E-W Line 8.00 9.00 145.0 145.0 E-W Point 9.00 9.00 88 88 E-W Line 9.00 15.92 176.6 176.6 E-W Line 15.92 16.00 141.6 141.6 E-W Point 16.00 16.00 223 223 E-W Point 16.00 16.00 960 960 E-W Line 16.00 25.00 165.7 165.7 E-W Point 25.00 25.00 3030 3030 E-W Point 25.00 25.00 80 80 E-W Line 25.00 27.25 143.4 143.4 E-W Point 27.25 27.25 113 113 E-W Line 27.25 39.67 137.2 137.2 E-W Point 39.67 39.67 120 120 E-W Line 39.67 50.50 92.5 92.5 E-W Point 50.50 50.50 469 469 N-S Point 0.00 0.00 197 197 N-S Line 0.00 13.08 128.0 139.5 N-S Line 13.08 14.00 166.4 167.2 N-S Point 14.00 14.00 229 229 N-S Line 14.00 14.08 137.4 125.2 N-S Point 14.08 14.08 22 22 N-S Line 14.08 34.00 137.7 131.6 N-S Point 34.00 34.00 70 70 N-S Line 34.00 34.08 128.3 128.3 N-S Line 34.08 34.08 128.3 128.3 N-S Point 34.08 34.08 88 88 N-S Line 34.08 35.08 102.8 102.8 N-S Line 35.08 46.08 75.8 75.8 N-S Point 46.08 46.08 83 83 N-S Line 46.08 52.58 114.1 119.2 N-S Line 52.58 59.00 119.2 114.1 N-S Point 59.00 59.00 354 354 N-S Line 59.00 59.08 27.2 27.1 N-S Line 59.08 60.08 27.1 27.1 14 WoodWorks® Shearwalls 2014-sl-stevens.wsw Feb. 4, 2014 17:03:44 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 Toads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a Toad factor of 0.70 and redundancy factor to seismic Toads before distributing them to the shearlines. 15 WoodWorks® Shearwalls 2014-s 1-stevens.wsw Feb. 4, 2014 17:03:44 SHEAR RESULTS Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads North -South Shearlines W Gp For Dir H/W-Cub Int Ext ASD Shear Force [pit] V [ibs]_ vmax v Int Allowable Shear [plf] Ext Co C Total V [Ws] Crit. Resp. Line 1 Level 1 Lnl, Levl 1 Both 1.0 471 13.2 13.2 364 1.00 S 364 12984 0.04 Line 2 Level 2 Ln2, Lev2 1 Both 1.0 698 22.9 22.9 364 1.00 S 364 11102 0.06 Level 1 Ln2, Levl 2 Both 1.0 2338 - 271.3 686 0.84 S 579 7278 0.47 Wall 2-2 2 Both 1.0 2124 321.4 271.3 686 0.84 579 4534 0.47 Wall 2-1 2 Both 1.0 213 53.3 53.3 686 1.00 686 2744 0.08 Line 3 Level 2 Ln3, Lev2 1 Both 1.0 1074 95.4 95.4 364 1.00 S 364 4095 0.26 Level 1 Ln3, Levl 1 Both 1.0 2590 - 117.6 364 1.00 S 364 9919 0.32 Wall 3-2 1 Both 1.0 709 63.0 63.0 364 1.00 364 4095 0.17 Wall 3-1 1 Both 1.0 1881 117.6 117.6 364 1.00 364 5824 0.32 Line4 Level 2 Ln4, Lev2 1 Both 1.0 818 90.9 90.9 364 1.00 S 364 3276 0.25 Level 1 Ln4, Levl Line 5 2 Both 1.0 2001 285.9 285.9 686 1.00 S 686 4802 0.42 Level 2 Ln5, Lev2 Level 1 1 Both 1.0 409 27.0 23.4 364 0.86 S 315 5506 0.07 Ln5, Levi 1 Both 1.0 1054 45.4 45.4 364 1.00 S 364 10738 0.12 East-West W For HIW-Cub ASD Shear Force [pit] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V pbs] vmax v Int Ext Co C Total V [Ibs] Resp. Line A Level 1 LnA, Levl Line B 1 Both 1.0 149 38.3 38.3 364 1.00 S 364 1457 0.11 LnB, Levl Line C 1 Both 1.0 510 135.5 135.5 364 1.00 S 364 1485 0.37 LnC, Levl Line D 2 Both 1.0 2522 517.1 517.1 686 1.00 S 686 3375 0.75 Level 2 LnD, Lev2 Line E 1 Both 1.0 216 12.0 10.3 364 0.85 S 311 6550 0.03 LnE, Lev2 Line F 1 Both 1.0 1363 116.8 116.8 364 1.00 S 364 4248 0.32 Level 1 LnF, Levl Line G 1 Both 1.0 4044 134.8 134.8 364 1.00 S 364 11466 0.37 LnG, Levl Line H 3 Both 1.0 1559 214.5 173.2 532 0.81 S 430 3867 0.40 Level 2 LnH, Lev2 Level 1 1 Both 1.0 932 56.2 44.4 364 0.79 S 287 6035 0.15 LnH, Levl 1 Both 1.0 1417 112.5 67.5 364 0.60 S 218 4586 0.31 • Unless otherwise noted, the value in the table for a sheariine is the one for wall on the line with the critical design response. W Gp - Wall group as listed in Sheathing and Framing Materials tables. For Dir - Direction of wind force along shearline. H/W-Cub - Fibreboard height -to -width factor from SDPWS table 4.3.4 note 3, or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by the wall, total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. 16 WoodWorks® Shearwalls 2014-s1-stevens.wsw Feb. 4, 2014 17:03:44 11 Total - Combined unit shear capacity inc. perforation factor. V — For wall: combined shear capacity. For shearline: sum of all wall capacities on line. Crit Resp — Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. 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 2014-s1-stevens.wsw Feb. 4, 2014 17:03:44 HOLD-DOWN DESIGN ( flexible wind design Level 1 Line- Wall Positn Location [ft] X Y Load Case Shear Tensile ASD Holddown Force [Ibs] Dead Uplift Cmb'd Cap Hold-down [Ibs] Crit Resp. Line 1 1-1 L End 0.00 4.13 Min 119 1113 1-1 R End 0.00 39.55 Min 119 1113 Line 2 2-1 L End 14.08 0.12 Min 480 265 215 STHD10 2940 0.07 2-1 R End 14.08 3.88 Min 480 265 215 STHD10 2940 0.07 V Elem 14.00 16.13 Min 248 404 Refer to upper level 2 L Op 1 14.00 17.87 Min 23 23 2 R Op 2 14.00 20.13 Min 40 40 2 L Op 2 14.00 23.38 Min 40 40 2 R Op 3 14.00 25.63 Min 165 165 2-2 L End 14.00 39.80 Min 2442 253 2348 STHD14RJ 3815 0.62 2-2 L Op 1 14.00 40.55 Min 34 34 STHD14RJ 3815 0.01 2-2 R Op 1 14.00 43.80 Min 34 34 STHD14RJ 3815 0.01 2-2 R End 14.00 50.38 Min 2690 657 2033 STHD14RJ 3815 0.53 Line 3 3-1 L End 34.08 0.12 Min 1058 686 372 STHD10 2940 0.13 3-1 R End 34.08 15.88 Min 1058 686 372 STHD10 2940 0.13 3-2 L End 34.00 16.13 Min 1331 1331 STHD10RJ 3145 0.42 3-2 R End 34.00 27.13 Min 1331 1331 STHD1ORJ 3145 0.42 Line 4 4-1 L End 46.08 9.13 Min 2573 410 2163 STHD10RJ 3145 0.69 4-1 R End 46.08 15.88 Min 2573 410 2163 STHD10RJ 3145 0.69 V Elem 46.08 16.13 Min 727 105 622 Refer to upper level V Elem 46.08 24.88 Min 727 105 622 Refer to upper level Line 5 5-1 L End 59.00 9.13 Min 408 675 V Elem 59.00 25.13 Min 236 298 Refer to upper level 5-1 L Op 1 59.00 25.38 Min 409 966 27 5-1 R Op 1 59.00 37.62 Min 211 612 27 5-1 R End 59.00 50.38 Min 447 603 Line A A-1 L End 14.21 0.00 Min 525 23 502 STHD10 2940 0.17 A-1 L Op 1 15.96 0.00 Min 525 247 36 315 STHD10 2940 0.11 A-1 R Op 1 32.21 0.00 Min 387 247 36 176 STHD10 2940 0.06 A-1 R End 33.96 0.00 Min 387 23 363 STHD10 2940 0.12 Line B B-1 L End 0.12 4.00 Min 1160 23 1137 STHD10 2940 0.39 B-1 L Op 1 1.88 4.00 Min 1160 163 23 1020 STHD10 2940 0.35 B-1 R Op 1 12.13 4.00 Min 1963 164 23 1822 STHD10 2940 0.62 B-1 R End 13.96 4.00 Min 1963 24 1939 STHD10 2940 0.66 Line C C-1 L End 46.21 9.00 Min 5295 5295 HDUS-SDS2. 5645 0.94 C-1 L Op 1 48.46 9.00 Min 5295 18 18 5295 HDU5-SDS2. 5645 0.94 C-1 R Op 1 56.71 9.00 Min 5207 18 18 5207 HDU5-SDS2. 5645 0.92 C-1 R End 58.88 9.00 Min 5207 5207 HDU5-SDS2. 5645 0.92 Line D V Elem 14.13 16.00 Min 82 2377 Refer to upper level D L Op 1 24.88 16.00 Min 66 66 D R Op 2 30.13 16.00 Min 36 36 D L Op 2 35.88 16.00 Min 36 36 D R Op 3 40.12 16.00 Min 13 13 D L Op 3 41.96 16.00 Min 13 13 D R Op 4 44.21 16.00 Min 12 12 V Elem 45.96 16.00 Min 82 2377 Refer to upper level Line E V Elem 46.21 25.00 Min 934 705 638 Refer to upper level E L Op 1 52.96 25.00 Min 409 409 E R Op 2 54.46 25.00 Min 273 273 V Elem 58.88 25.00 Min 934 705 502 Refer to upper level Line F F-1 L End 0.12 27.25 Min 1213 1213 STHD10RJ 3145 0.39 F-1 L Op 1 29.88 27.25 Min 1213 1213 STHD10RJ 3145 0.39 Line G G-1 L End 0.12 39.67 Min 2136 164 1973 STHD10RJ 3145 0.63 G-1 R End 13.88 39.67 Min 2136 164 1973 STHD10RJ 3145 0.63 Line H H-1 L End 14.13 50.50 Min 962 6801 H-1 L Op 4 16.88 50.50 Min , 50 50 STHD10RJ 3145 0.02 H-1 R Op 4 23.13 50.50 Min 6 6 STHD10RJ 3145 0.00 H-1 L Op 4 26.88 50.50 Min 163 163 STHD10RJ 3145 0.05 18 WoodWorks® Shearwalls 2014-s 1-stevens.wsw Feb. 4, 2014 17:03:44 HOLD-DOWN DESIGN ( flexible wind design, continued) H-1 H-1 H-1 H-1 H-1 H-1 R Op 4 L Op 4 R Op 4 L Op 4 R Op 4 R End 33.13 34.88 41.13 47.63 53.88 58.88 50.50 50.50 50.50 50.50 50.50 50.50 Min Min Min Min Min Min 118 44 125 16 12 962 7450 118 44 125 16 12 STHD10RJ STHD1ORJ STHD10RJ STHD10RJ STHD10RJ 3145 3145 3145 3145 3145 0.04 0.01 0.04 0.01 0.00 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force [Ibs] Cap Crit Wall Positn X Y Case Shear Dead Uplift Cmb'd Hold-down [Ibs] Resp. Line 2 2-1 L End 14.00 16.13 Min 248 404 2-1 R End 14.00 50.38 Min 248 404 Line 3 3-1 L End 34.00 16.13 Min 763 763 CS16 1705 0.45 3-1 R End 34.00 27.13 Min 763 763 CS16 1705 0.45 Line 4 4-1 L End 46.08 16.13 Min 727 105 622 CS16 1705 0.36 4-1 R End 46.08 24.88 Min 727 105 622 CS16 1705 0.36 Line 5 5-1 L End 59.00 25.13 Min 236 298 5-1 R End 59.00 50.38 Min 236 298 Line D D-1 L End 14.13 16.00 Min 82 2377 D-1 R End 45.96 16.00 Min 82 2377 Line E E-1 L End 46.21 25.00 Min 934 705 229 CS16 1705 0.13 E-1 R End 58.88 25.00 Min 934 705 229 CS16 1705 0.13 Line H H-1 L End 14.13 50.50 Min 355 3261 H-1 R End 58.88 50.50 Min 355 2901 Legena: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not of wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward comer(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5 / 28.4.4) Hold-down Forces: Shear - Wind shear overturning component, based on shearline force, includes perforation factor Co, factored for ASD by 0.60 Dead - Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60 Cmb'd - Sum of ASD factored overtuming, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load Notes: Refer to Shear Results table for perforation factors Co. 19 WoodWorks® Shearwalls 2014-s1-stevens.wsw Feb. 4, 2014 17:03:44 DRAG STRUT FORCES ( flexible wind design) Level 1 Line - Wall Position on Wall or Opening Location [ft] Load X Y Case Drag Strut Force ribs] -> <- Line 2 2-1 Right Wall End 14.08 4.00 1 2-2 Left Wall End 14.00 39.67 1 2-2 Left Opening 1 14.00 40.67 1 2-2 Right Opening 1 14.00 43.67 1 Line 3 3-2 Right Wall End 34.00 27.25 1 Line 4 4-1 Right Wall End 46.08 16.00 1 Line 5 5-1 Left Opening 1 59.00 25.50 1 5-1 Right Opening 1 59.00 37.50 1 Line A A-1 Left Opening 1 16.08 0.00 1 A-1 Right Opening 1 32.08 0.00 1 Line B B-1 Left Opening 1 2.00 4.00 1 B-1 Right Opening 1 12.00 4.00 1 B-1 Right Wall End 14.08 4.00 1 Line C C-1 Left Opening 1 48.58 9.00 1 C-1 Right Opening 1 56.58 9.00 1 Line F F-1 Left Opening 1 30.00 27.25 1 Line G G-1 Left Opening 1 3.50 39.67 1 G-1 Right Opening 1 8.50 39.67 1 G-1 Right Wall End 14.00 39.67 1 Line H H-1 Left Opening 1 17.00 50.50 1 H-1 Right Opening 1 23.00 50.50 1 H-1 Left Opening 2 27.00 50.50 1 H-1 Right Opening 2 33.00 50.50 1 H-1 Left Opening 3 35.00 50.50 1 H-1 Right Opening 3 41.00 50.50 1 H-1 Right Opening 4 53.75 50.50 1 28 28 1623 1623 1348 1348 1487 1487 1193 1193 1664 1664 330 330 25 25 57 57 62 62 198 198 48 48 299 299 805 805 757 757 1988 1988 636 636 473 473 1472 1472 180 180 135 135 105 105 210 210 90 90 405 405 315 315 Level 2 Line - Wall Position on Wall or Opening Location [ft] Load X Y Case Line 2 2-1 Left Opening 1 14.00 18.00 1 2-1 Right Opening 1 14.00 20.00 1 2-1 Left Opening 2 14.00 23.50 1 2-1 Right Opening 2 14.00 25.50 1 Line 3 3-1 Right Wall End 34.00 27.25 1 Line 4 4-1 Right Wall End 46.08 25.00 1 Line 5 5-1 Left Opening 1 59.00 . 26.25 1 5-1 Right Opening 1 59.00 30.25 1 5-1 Left Opening 2 59.00 35.83 1 5-1 Right Opening 2 59.00 37.83 1 5-1 Left Opening 3 59.00 47.00 1 5-1 Right Opening 3 59.00 49.00 1 Line D D-1 Left Opening 1 25.00 16.00 1 D-1 Right Opening 1 30.00 16.00 1 D-1 Left Opening 2 36.00 16.00 1 D-1 Right Opening 2 40.00 16.00 1 D-1 Left Opening 3 42.08 16.00 1 D-1 Right Opening 3 44.08 16.00 1 Line E E-1 Left Wall End 46.08 25.00 1 E-1 Left Opening 1 53.08 25.00 1 E-1 Right Opening 1 54.33 25.00 1 Line H H-1 Left Opening 1 18.00 50.50 1 Drag Strut Force [ibs] -> <- 5 5 35 35 26 26 66 66 723 723 605 605 11 11 64 64 16 16 53 53 24 24 13 13 45 45 6 6 31 31 1 1 8 8 8 8 972 972 366 366 404 404 120 120 20 WoodWorks® Shearwails 2014-1-stevens.wsw Feb. 4, 2014 17:03:44 DRAG STRUT FORCES ( flexible wind design, continued) H-1 Right Opening 1 H-1 Left Opening 2 H-1 Right Opening 2 H-1 Left Opening 3 H-1 Right Opening 3 H-1 Left Opening 4 H-1 Right Opening 4 24.00 50.50 1 32.00 50.50 1 38.00 50.50 1 44.00 50.50 1 50.00 50.50 1 50.50 50.50 1 56.50 50.50 1 37 37 202 202 45 45 225 225 67 67 82 82 75 75 Legend: Line -Wall - Sheadine and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise comer; Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force, includes perforation factor Co. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 21 WoodWorks® Shearwalls 2014-s1-stevens.wsw Feb. 4, 2014 17:03:44 DEFLECTION ( flexible wind design Wall, segment W Gp Dir Srf v pif b ft h ft Bending A Defl sq.in in Shear Defl in Vn Ibs Nail slip en in Defl in Hold Defl in Total Defl in Level 1 Line 1 1 1-1 Both Ext 22.0 35.67 9.00 16.5 .000 .002 11 .000 .000 0.01 0.01 Line 2 2 2-1 Both Ext 97.4 4.00 9.00 16.5 .006 .010 24 .000 .000 0.35 0.37 2-2 Both Ext 530.5 7.83 9.00 16.5 .017 .057 133 .012 .079 0.18 0.33 Line 3 1 3-1 Both Ext 196.0 16.00 9.00 16.5 .003 .021 98 .005 .032 0.09 0.14 3-2 Both 1 105.0 11.25 9.00 16.5 .002 .011 53 .001 .005 0.13 0.14 Line 4 2 4-1 Both Ext 476.5 7.00 9.00 16.5 .017 .051 119 .008 .057 0.20 0.33 Line 5 1 5-1,1 S->N Ext 75.6 16.50 9.00 16.5 .001 .008 38 .000 .002 0.02 0.03 N->S Ext 75.7 16.50 9.00 16.5 .001 .008 38 .000 .002 0.02 0.03 5-1,2 Both Ext 39.1 13.00 9.00 16.5 .001 .004 20 .000 .000 0.03 0.03 Line A 1 A-1,1 Both Ext 60.1 2.00 9.00 16.5 .008 .006 30 .000 .001 0.71 0.72 A-1,2 Both Ext 63.9 2.00 9.00 16.5 .008 .007 32 .000 .001 0.71 0.72 Line B 1 B-1,1 Both Ext 189.8 2.00 9.00 16.5 .024 .020 95 .004 .029 0.71 0.78 8-1,2 Both Ext 225.8 2.08 9.00 16.5 .027 .024 113 .007 .048 0.68 0.78 Line C 2 C-1,1 Both Ext 861.8 2.50 9.00 16.5 .087 .093 215 .050 .340 0.55 1.07 C-1,2 Both Ext 846.4 2.42 9.00 16.5 .088 .091 212 .048 .322 0.57 1.07 Line F 1 F-1,1 Both 1 224.7 30.00 9.00 16.5 .002 .024 112 .007 .048 0.05 0.12 F-1,2 Both 1 0.0 1.50 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Line G 3 G-1 Both Ext 357.5 9.00 9.00 16.5 .010 .039 119 .008 .057 0.16 0.26 Line H 1 H-1 Both Ext 187.4 21.00 9.00 16.5 .002 .020 94 .004 .028 0.07 0.12 Wall, segment W Gp Dir Srf v b h Bending A Defl Shear Defl Vn Nail slip en Defl Hold Defl Total Defl pif ft ft sq.in in in Ibs in in in in Level 2 Line 2 1 2-1 Both Ext 38.1 30.50 8.00 16.5 .000 .004 19 .000 .000 0.01 0.01 Line 3 1 3-1 Both 1 159.0 11.25 8.00 16.5 .003 .015 80 .002 .015 0.12 0.15 Line 4 1 4-1 Both Ext 151.5 9.00 8.00 16.5 .003 .015 76 .002 .013 0.15 0.18 Line 5 1 5-1 Both Ext 45.1 17.50 8.00 16.5 .000 .004 23 .000 .000 0.02 0.02 Line D 1 D-1 Both Ext 20.0 21.08 8.00 16.5 .000 .002 10 .000 .000 0.02 0.02 Line E 1 E-1 Both Ext 194.7 11.67 8.00 16.5 .003 .019 97 .005 .027 0.11 0.16 Line H 1 H-1 Both Ext 93.7 21.00 8.00 16.5 .001 .009 47 .001 .003 0.02 0.03 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B W Gp - Wall design group, refer to Sheathing and Framing Materials Dir- Force direction Sit- Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - Unfactored (strength -level) shear force per unit foot on wall segment = ASD force / 0.60 b - Width of wall segment between openings h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / Gt ; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table Nail slip = 0.75 h x en; en - From SDPWS Table C4.2.2D; Vn - Unfactored shear force per nail along panel edge Hold - Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total deft = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1 22 WoodWorks® Shearwalls 2014-s1-stevens.wsw Feb. 4, 2014 17:03:44 HOLD-DOWN DISPLACEMENT ( flexible wind des gn) Wall, segment Dir Hold- down Uplift force Ibs Elong /Disp Manuf Add in in da in Slippage Pf Ibs da in Shrink da in Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1 Both STHD10 -1471 .000* .000 0.000 - - 0.000 0.04 0.04 0.01 Line 2 2-1 Both STHD10 402 .117* .000 0.117 - - 0.000 0.04 0.16 0.35 2-2 Both STHD14RJ 1337 .118* .000 0.118 - - 0.000 0.04 0.16 0.18 Line 3 3-1 Both STHD10 734 .117* .000 0.117 - - 0.000 0.04 0.16 0.09 3-2 Both STHD10RJ 2218 .117* .000 0.117 - - 0.000 0.04 0.16 0.13 Line 4 4-1 Both STHD10RJ 3674 .117* .000 0.117 - - 0.000 0.04 0.16 0.20 Line 5 5-1,1 S->N STHD10RJ -332 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 N->S STHD10RJ -597 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 5-1,2 S->N STHD10RJ -363 .000* .000 0.000 - - 0.000 0.04 0.04 0.03 N->S STHD10RJ -159 .000* .000 0.000 - - 0.000 0.04 0.04 0.03 Line A A-1,1 W->E STHD10 841 .117* .000 0.117 - - 0.000 0.04 0.16 0.71 E->W STHD10 566 .117* .000 0.117 - - 0.000 0.04 0.16 0.71 A-1,2 W->E STHD10 335 .117* .000 0.117 - - 0.000 0.04 0.16 0.71 E->W STHD10 609 .117* .000 0.117 - - 0.000 0.04 0.16 0.71 Line B B-1,1 W->E STHD10 1899 .117* .000 0.117 - - 0.000 0.04 0.16 0.71 E->W STHD10 1727 .117* .000 0.117 - - 0.000 0.04 0.16 0.71 B-1,2 W->E STHD10 3064 .117* .000 0.117 - - 0.000 0.04 0.16 0.68 E->W STHD10 3235 .117* .000 0.117 - - 0.000 0.04 0.16 0.68 Line C C-1,1 W->E HDUS-SDS 8824 .114* .000 0.114 - - 0.000 0.04 0.15 0.55 E->W HDUS-SDS 8827 .114* .000 0.114 - - 0.000 0.04 0.15 0.55 C-1,2 W->E HDU5-SDS 8681 .114* .000 0.114 - - 0.000 0.04 0.15 0.57 E->W HDU5-SDS 8678 .114* .000 0.114 - - 0.000 0.04 0.15 0.57 Line F F-1,1 Both STHD10RJ 2022 .117* .000 0.117 - - 0.000 0.04 0.16 0.05 F-1,2 Both STHD10RJ 0 .000* .000 0.000 - - 0.000 0.00 0.00 0.00 Line G G-1 Both STHD10RJ 3315 .117* .000 0.117 - - 0.000 0.04 0.16 0.16 Line H H-1 W->E STHD10RJ 20 .117* .000 0.117 - - 0.000 0.04 0.16 0.07 E->W STHD10RJ 27 .117* .000 0.117 - - 0.000 0.04 0.16 0.07 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl Ibs in in in Ibs in in in in in Level 2 Line 2 2-1 Both CS16 -192 .000* .000 0.000 - - 0.000 0.04 0.04 0.01 Line 3 3-1 Both CS16 1272 .125* .000 0.125 - - 0.000 0.04 0.16 0.12 Line 4 4-1 Both CS16 1054 .125* .000 0.125 - - 0.000 0.04 0.16 0.15 Line 5 5-1 Both CS16 -54 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 Line D D-1 Both CS16 -3429 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 Line E E-1 Both CS16 499 .125* .000 0.125 - - 0.000 0.04 0.16 0.11 Line H H-1 W->E CS16 -4300 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 E->W CS16 -3759 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 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 overtuming, dead and wind uplift da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. 23 WoodWorks® Shearwalls 2014-s1-stevens.wsw Feb. 4, 2014 17:03:44 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 DA1.5) (NDS 10.3.6) ; D = bolt diameter Nails: = en, fromSDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (19% fabrication — 10% in-service moisture contents) x Ls Ls = Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra — 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl — Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table 24 WoodWorks® Shearwalls 2014-sl-stevens.wsw Feb. 4, 2014 17:03:44 COMPONENTS AND CLADDING by SHEARLINE Wind Suction Design Line North -South Shearlines Lev Grp Sheathing [psfj Force Cap Force/ Cap Force End Fastener Withdrawal [Ibs] Cap Force/Cap Int End Int Service Cond Factors Temp Moist 1 1 1 17.4 178.7 0.10 23.2 21.3 105.5 0.22 0.20 1.00 1.00 2 1 2 17.4 178.7 0.10 23.2 21.3 105.5 0.22 0.20 1.00 1.00 2 1 17.4 178.7 0.10 23.2 21.3 105.5 0.22 0.20 1.00 1.00 3 1 1 17.4 178.7 0.10 0.0 0.0 0.0 1.00 1.00 4 1 2 17.4 178.7 0.10 23.2 21.3 105.5 0.22 0.20 1.00 1.00 2 1 17.4 178.7 0.10 23.2 21.3 105.5 0.22 0.20 1.00 1.00 5 1 1 17.4 178.7 0.10 23.2 21.3 105.5 0.22 0.20 1.00 1.00 2 1 17.4 178.7 0.10 23.2 21.3 105.5 0.22 0.20 1.00 1.00 East-West Sheathing [psf] Fastener Withdrawal Ube] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 17.9 178.7 0.10 23.2 21.3 105.5 0.22 0.20 1.00 1.00 B 1 1 17.4 178.7 0.10 23.2 21.3 105.5 0.22 0.20 1.00 1.00 C 1 2 17.4 178.7 0.10 23.2 21.3 105.5 0.22 0.20 1.00 1.00 D 1 17.4 178.7 0.10 23.2 21.3 105.5 0.22 0.20 1.00 1.00 2 1 17.4 178.7 0.10 23.2 21.3 105.5 0.22 0.20 1.00 1.00 E 2 1 17.4 178.7 0.10 23.2 21.3 105.5 0.22 0.20 1.00 1.00 G 1 3 17.4 178.7 0.10 23.2 21.3 105.5 0.22 0.20 1.00 1.00 H 1 1 17.4 178.7 0.10 23.2 21.3 105.5 0.22 0.20 1.00 1.00 2 1 17.4 178.7 0.10 23.2 21.3 105.5 0.22 0.20 1.00 1.00 egeno: Grp - Wall Design Group ( results for all design groups for rigid, flexible design listed for each wall ) Sheathing: Force - C&C end zone exterior pressures using negative (suction) coefficient in ASCE 7 Figure 30.4-1 added to interior pressure using coefficients from Table 26.11-1 Cap - Out -of -plane capacity of exterior sheathing from SDPWS Table 3.21, factored for ASD and load duration, and assuming continuous over 2 spans Fastener Withdrawal: Force - Force tributary to each nail in end zone and interior zone Cap - Factored withdrawal capacity of individual nail according to NDS 11.2-3 `WARNING - Nail withdrawal design capacity is exceeded. 25 WoodWorks® Shearwails 2014-s1-stevens.wsw Feb. 4, 2014 17:03:44 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass [Ws] Area [sq.ft] Story Shear [Ibs] E-W N-S Diaphragm Force Fpx [Ibs] E-W N-S 2 30276 1436.2 6730 6730 6730 6730 1 66262 2463.3 8122 8122 13252 13252 All 96538 - 14852 14852 - - Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear — Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 1.00; Ev = 0.200 D unfactored; 0.140 D factored; total dead load factor: 0.6 - 0.140 = 0.460 tension, 1.0 + 0.140 = 1.140 compression. 26 WoodWorks® Shearwalls 2014-sl-stevens.wsw Feb. 4, 2014 17:03:44 SHEAR RESULTS ( flexible seismic design North -South Shearlines W Gp For Dir HIW-Cub Int Ext ASD Shear Force [plf] V [ibs] vmax v Int Allowable Shear [plf] Ext Co C Total V ribs] Crit. Resp. Line 1 Level 1 Ln1, Levl 1 Both 1.0 787 22.1 22.1 260 1.00 S 260 9274 0.08 Line 2 Level 2 Ln2, Lev2 1 Both 1.0 1304 42.8 42.8 260 1.00 S 260 7930 0.16 Level 1 Ln2, Levl 2 Both 1.0 3116 - 351.8 490 0.84 S 414 5199 0.85 Wall 2-2 2 Both 1.0 2755 416.8 351.8 490 0.84 414 3239 0.85 Wall 2-1 2 Both 1.0 361 90.3 90.3 490 1.00 490 1960 0.18 Line 3 Level 2 Ln3, Lev2 1 Both 1.0 1430 127.1 127.1 260 1.00 S 260 2925 0.49 Level 1 Ln3, Levl 1 Both 1.0 2815 - 132.4 260 1.00 S 260 7085 0.51 Wall 3-2 1 Both 1.0 698 62.0 62.0 260 1.00 260 2925 0.24 Wall 3-1 1 Both 1.0 2118 132.4 132.4 260 1.00 260 4160 0.51 Line 4 Level 2 Ln4, Lev2 1 Both 1.0 1238 137.6 137.6 260 1.00 S 260 2340 0.53 Level 1 Ln4, Levl 2 Both 1.0 2144 306.3 306.3 490 1.00 S 490 3430 0.63 Line 5 Level 2 Ln5, Lev2 1 Both 1.0 739 48.8 42.2 260 0.86 S 225 3933 0.19 Level 1 Ln5, Levl 1 S->N 1.0 1535 58.4 58.4 260 1.00 S 260 7670 0.22 1 N->S 1.0 1535 82.0 82.0 260 1.00 S 260 7670 0.32 East-West W For H/W-Cub ASD Shear Force [pit] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V jlbs] vmax v Int Ext Co C Total V [Ibs] Resp. Line A Level 1 LnA, Levl 1 Both 1.0 254 64.6 64.6 260 1.00 S 260 1041 0.25 Line B LnB, Levl 1 Both 1.0 410 119.8 119.8 260 1.00 S 260 1061 0.46 Line C LnC, Levl 2 Both 1.0 2168 449.0 449.0 490 1.00 S 490 2411 0.92 Line D Level 2 LnD, Lev2 1 Both 1.0 672 37.3 31.9 260 0.85 S 222 4679 0.14 Line E LnE, Lev2 1 Both 1.0 2121 181.8 181.8 260 1.00 S 260 3034 0.70 Line F Level 1 LnF, Levl 1 Both 1.0 3937 131.2 131.2 260 1.00 S 260 8190 0.50 Line G LnG, Levl 3 Both 1.0 1031 141.8 114.6 380 0.81 S 307 2762 0.37 Line H Level 2 LnH, Lev2 1 Both 1.0 1918 115.7 91.3 260 0.79 S 205 4311 0.44 Level 1 LnH, Levl 1 Both 1.0 2597 206.1 123.6 260 0.60 S 156 3276 0.79 Legend: Unless otherwise noted, the value in the fable for a shearline is the one for wall on the line with the critical design response. W Gp - Wall group as listed in Sheathing and Framing Materials tables. For Dir - Direction of seismic force along shearline. H/W-Cub - Height -to -width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by the wall, total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined unit shear capacity inc. perforation factor. V - For wall: combined shear capacity. For shearline: sum of all wall capacities on line. Crit Resp - Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. 27 WoodWorks® Shearwalls 2014-s1-stevens.wsw Feb. 4, 2014 17:03:44 I 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. 28 WoodWorks® Shearwalls 2014-s1-stevens.wsw Feb. 4, 2014 17:03:44 HOLD-DOWN DESIGN ( flexible seismic design) Level 1 Line- Location [ft] Wall Posit'n X Y Tensile ASD Holddown Force ribs] Shear Dead Ev Cmb'd Cap Crit Hold-down [Ibs] Resp. Line 1 1-1 L End 0.00 4.13 1-1 R End 0.00 39.55 Line 2 2-1 L End 14.08 0.12 2-1 R End 14.08 3.88 ✓ Elem 14.00 16.13 2 L Op 1 14.00 17.87 2 R Op 2 14.00 20.13 2 L Op 2 14.00 23.38 2 R Op 3 14.00 25.63 2 L Op 3 14.00 39.80 2-1 I Op 3 14.00 40.55 2-1 I Op 3 14.00 43.80 2-2 R End 14.00 50.38 Line 3 3-1 L End 34.08 0.12 3-1 R End 34.08 15.88 3-2 L End 34.00 16.13 3-2 R End 34.00 27.13 Line4 4-1 L End 46.08 9.13 4-1 R End 46.08 15.88 ✓ Elem 46.08 16.13 ✓ Elem 46.08 24.88 Line 5 5-1 L End 59.00 9.13 ✓ Elem 59.00 25.13 5-1 I Op 2 59.00 25.38 5-1 I Op 2 59.00 37.62 5-1 R End 59.00 50.38 Line A A-1 L End 14.21 0.00 A-1 L Op 1 15.96 0.00 A-1 R Op 1 32.21 0.00 A-1 R End 33.96 0.00 Line B B-1 L End 0.12 4.00 B-1 L Op 1 1.88 4.00 B-1 R Op 1 12.13 4.00 B-1 R End 13.96 4.00 Line C C-1 L End 46.21 9.00 C-1 L Op 1 48.46 9.00 C-1 R Op 1 56.71 9.00 C-1 R End 58.88 9.00 Line D D R Op 1 14.13 16.00 D L Op 1 24.88 16.00 D R Op 2 30.13 16.00 D L Op 2 35.88 16.00 D R Op 3 40.12 16.00 D L Op 3 41.96 16.00 D R Op 4 44.21 16.00 ✓ Elem 45.96 16.00 Line E E R Op 1 46.21 25.00 E L Op 1 52.96 25.00 E R Op 2 54.46 25.00 ✓ Elem 58.88 25.00 Line F F-1 L End 0.12 27.25 F-1 L Op 1 29.88 27.25 Line G G-1 L End 0.12 39.67 G-1 R End 13.88 39.67 Line H H-1 L End 14.13 50.50 H-1 I Op 1 16.88 50.50 H-1 I Op 1 23.13 50.50 H-1 I Op 2 26.88 50.50 199 1113 199 1113 813 265 62 609 813 265 62 609 463 404 94 197 43 43 75 75 75 75 308 308 3166 253 59 3270 64 64 64 64 3630 657 153 3126 1191 686 160 665 1191 686 160 665 1575 1575 1575 1575 2756 410 96 2442 2756 410 96 2442 1101 105 25 1020 1101 105 25 1020 525 675 158 8 426 298 70 197 738 966 225 134 396 612 143 98 551 603 141 89 907 23 5 889 907 247 58 718 651 247 58 462 651 23 5 633 818 23 5 800 818 163 38 693 1736 164 38 1610 1736 24 6 1717 4597 4597 4597 18 4 4583 4429 18 4 4415 4429 4429 255 2377 205 205 112 112 112 112 39 39 39 39 37 37 255 2377 1454 705 165 1550 636 636 424 424 1454 705 165 1338 1181 1181 1181 1181 1413 164 38 1287 1413 164 38 1287 1843 6801 104 104 12 12 335 335 STHD10 2940 STHD10 2940 Refer to upper level 0.21 0.21 STHD14RJ 3815 0.86 STHD14RJ 3815 0.82 STHD10 2940 0.23 STHD10 2940 0.23 STHD1ORJ 3145 0.50 STHD1ORJ 3145 0.50 STHD1ORJ 3145 0.78 STHD1ORJ 3145 0.78 Refer to upper level Refer to upper level STHD1ORJ 3145 0.00 Refer to upper level STHD1ORJ 3145 0.03 STHD1ORJ 3145 0.03 STHD10 2940 0.30 STHD10 2940 0.24 STHD10 2940 0.16 STHD10 2940 0.22 STHD10 2940 0.27 STHD10 2940 0.24 STHD10 2940 0.55 STHD10 2940 0.58 HDU5-SDS2. 5645 0.81 HDU5-SDS2. 5645 0.81 HDU5-SDS2. 5645 0.78 HDU5-SDS2. 5645 0.78 Refer to upper level Refer to upper level Refer to upper level Refer to upper level STHD1ORJ STHD1ORJ STHD1ORJ STHD1ORJ 3145 3145 3145 3145 0.38 0.38 0.41 0.41 29 WoodWorks® Shearwalls 2014-s1-stevens.wsw Feb. 4, 2014 17:03:44 HOLD-DOWN DESIGN ( flexible seismic design, continued) H-1 H-1 H-1 H-1 H-1 H-1 I Op 2 I Op 3 I Op 3 I Op 4 I Op 4 R End 33.13 34.88 41.13 47.63 53.88 58.88 50.50 50.50 50.50 50.50 50.50 50.50 243 90 257 34 24 1843 7450 243 90 257 34 24 Level 2 Tensile ASD Line- Location [ft] Holddown Force [Ibs] Cap Crit Wall Postt'n X Y Shear Dead Ev Cmb'd Hold-down [Ibs] Resp. Line 2 2-1 L End 14.00 16.13 463 404 94 154 CS16 1705 0.09 2-1 R End 14.00 50.38 463 404 94 154 CS16 1705 0.09 Line 3 3-1 L End 34.00 16.13 1017 1017 CS16 1705 0.60 3-1 R End 34.00 27.13 1017 1017 CS16 1705 0.60 Line 4 4-1 L End 46.08 16.13 1101 105 25 1020 CS16 1705 0.60 4-1 R End 46.08 24.88 1101 105 25 1020 CS16 1705 0.60 Line 5 5-1 L End 59.00 25.13 426 298 70 197 CS16 1705 0.12 5-1 R End 59.00 50.38 426 298 70 197 CS16 1705 0.12 Line D 0-1 L End 14.13 16.00 255 2377 D-1 R End 45.96 16.00 255 2377 Line E E-1 L End 46.21 25.00 1454 705 165 913 CS16 1705 0.54 E-1 R End 58.88 25.00 1454 705 165 913 CS16 1705 0.54 Line H H-1 L End 14.13 50.50 731 3261 H-1 R End 58.88 50.50 731 2901 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear- Seismic shear overturning component, factored for ASD by 0.7, includes perforation factor Co. Dead - Dead load resisting component, factored for ASD by 0.60 Ev - Vertical seismic load effect from ASCE 712.4.2.2 =-0.2Sds x ASD seismic factor x unfactored D = 0.233 x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of ASD-factored overtuming, 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 Toad effect Eh from ASCE 7 12.4.2. Uses Toad combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for perforation factors Co. Shearwalls does not check for either plan or vertical structural irregularities. 30 WoodWorks® Shearwalls 2014-s1-stevens.wsw Feb. 4, 2014 17:03:44 DRAG STRUT FORCES ( flexible seismic design) Level 1 Line- Wall Position on Wall or Opening Location (ft] X Y Drag Strut Force [Ms] -> <- Line 2 2-1 Right Wall End 14.08 4.00 114 114 2-2 Left Wall End 14.00 39.67 2086 2086 2-2 Left Opening 1 14.00 40.67 1731 1731 2-2 Right Opening 1 14.00 43.67 1916 1916 Line 3 3-2 Right Wall End 34.00 27.25 1296 1296 Line 4 4-1 Right Wall End 46.08 16.00 1782 1782 Line 5 5-1 Left Opening 1 59.00 25.50 353 743 5-1 Right Opening 1 59.00 37.50 91 300 Line A A-1 Left Opening 1 16.08 0.00 99 99 A-1 Right Opening 1 32.08 0.00 104 104 Line B B-1 Left Opening 1 2.00 4.00 137 137 B-1 Right Opening 1 12.00 4.00 16 16 B-1 Right Wall End 14.08 4.00 241 241 Line C C-1 Left Opening 1 48.58 9.00 703 703 C-1 Right Opening 1 56.58 9.00 639 639 Line F F-1 Left Opening 1 30.00 27.25 1935 1935 Line G G-1 Left Opening 1 3.50 39.67 421 421 G-1 Right Opening 1 8.50 39.67 313 313 G-1 Right Wall End 14.00 39.67 974 974 Line H H-1 Left Opening 1 17.00 50.50 330 330 H-1 Right Opening 1 23.00 50.50 247 247 H-1 Left Opening 2 27.00 50.50 192 192 H-1 Right Opening 2 33.00 50.50 385 385 H-1 Left Opening 3 35.00 50.50 165 165 H-1 Right Opening 3 41.00 50.50 742 742 H-1 Left Opening 4 47.75 50.50 0 0 H-1 Right Opening 4 53.75 50.50 577 577 Level 2 Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wall or Opening X Y -> <-- Line 2 2-1 Left Opening 1 14.00 18.00 10 10 2-1 Right Opening 1 14.00 20.00 66 66 2-1 Left Opening 2 14.00 23.50 48 48 2-1 Right Opening 2 14.00 25.50 124 124 Line 3 3-1. Right Wall End 34.00 27.25 963 963 Line 4 4-1 Right Wall End 46.08 25.00 915 915 Line 5 5-1 Left Opening 1 59.00 26.25 19 19 5-1 Right Opening 1 59.00 30.25 115 115 5-1 Left Opening 2 59.00 35.83 29 29 5-1 Right Opening 2 59.00 37.83 96 96 5-1 Left Opening 3 59.00 47.00 44 44 5-1 Right Opening 3 59.00 49.00 23 23 Line D D-1 Left Opening 1 25.00 16.00 141 141 D-1 Right Opening 1 30.00 16.00 18 18 D-1 Left Opening 2 36.00 16.00 95 95 D-1 Right Opening 2 40.00 16.00 3 3 D-1 Left Opening 3 42.08 16.00 24 24 D-1 Right Opening 3 44.08 16.00 26 26 Line E E-1 Left Wall End 46.08 25.00 1512 1512 E-1 Left Opening 1 53.08 25.00 570 570 E-1 Right Opening 1 54.33 25.00 629 629 Line H 31 WoodWorks® Shearwalls 2014-s 1-stevens.wsw Feb. 4, 2014 17:03:44 DRAG STRUT FORCES ( flexible seismic design, continued) H-1 Left Opening 1 H-1 Right Opening 1 H-1 Left Opening 2 H-1 Right Opening 2 H-1 Left Opening 3 H-1 Right Opening 3 H-1 Left Opening 4 H-1 Right Opening 4 18.00 24.00 32.00 38.00 44.00 50.00 50.50 56.50 50.50 50.50 50.50 50.50 50.50 50.50 50.50 50.50 247 247 77 77 416 416 93 93 463 463 139 139 170 170 154 154 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greater of Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 Includes perforation factor Co and redundancy factor rho. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 32 WoodWorks® Shearwalls 2014-s 1-stevens.wsw Feb. 4, 2014 17:03:44 DEFLECTION t flexible seismic design Wall, segment W Gp Dir Srf v pif b ft h ft Bending A Dell sq.in in Shear Dell in Vn Ibs Nail slip en in Defl in Hold Defl in Total Defl in Level 1 Line 1 1 1-1 Both Ext 31.5 35.67 9.00 16.5 .000 .003 16 .000 .000 0.01 0.01 Line 2 2 2-1 Both Ext 129.0 4.00 9.00 16.5 .008 .014 32 .000 .001 0.35 0.38 2-2 Both Ext 595.4 7.83 9.00 16.5 .019 .064 149 .017 .111 0.18 0.38 Line 3 1 3-1 Both Ext 189.1 16.00 9.00 16.5 .003 .020 95 .004 .028 0.09 0.14 3-2 Both 1 88.6 11.25 9.00 16.5 .002 .010 44 .000 .003 0.13 0.14 Line 4 2 4-1 Both Ext 437.5 7.00 9.00 16.5 .016 .047 109 .007 .044 0.20 0.31 Line 5 1 5-1,1 S->N Ext 113.2 16.50 9.00 16.5 .002 .012 57 .001 .006 0.09 0.11 N->S Ext 116.6 16.50 9.00 16.5 .002 .013 58 .001 .007 0.09 0.11 5-1,2 S->N Ext 25.0 13.00 9.00 16.5 .000 .003 12 .000 .000 0.03 0.03 N->S Ext 20.7 13.00 9.00 16.5 .000 .002 10 .000 .000 0.11 0.11 Line A 1 A-1,1 Both Ext 88.9 2.00 9.00 16.5 .011 .010 44 .000 .003 0.71 0.73 A-1,2 Both Ext 92.2 2.00 9.00 16.5 .012 .010 46 .000 .003 0.71 0.73 Line B 1 B-1,1 Both Ext 114.7 2.00 9.00 16.5 .014 .012 57 .001 .006 0.71 0.74 B-1,2 Both Ext 171.2 2.08 9.00 16.5 .021 .018 86 .003 .021 0.68 0.74 LineC 2 C-1,1 Both Ext 641.4 2.50 9.00 16.5 .065 .069 160 .021 .139 0.55 0.83 C-1,2 Both Ext 617.2 2.42 9.00 16.5 .064 .067 154 .018 .124 0.57 0.83 Line F 1 F-1,1 Both 1 187.5 30.00 9.00 16.5 .002 .020 94 .004 .028 0.05 0.10 F-1,2 Both 1 0.0 1.50 9.00 16.5 .000 .000 0 .000 .000 0.00 0.00 Line G 3 G-1 Both Ext 202.6 9.00 9.00 16.5 .006 .022 68 .002 .010 0.16 0.19 Line H 1 H-1 Both Ext 294.4 21.00 9.00 16.5 .004 .032 147 .016 .108 0.00 0.14 Wall, segment W Gp Dir Srf v b h Bending A Defl Shear Defl Vn Nail slip en Defl Hold Defl Total Defl pif ft ft sq.in in in Ibs in in in in Level 2 Line 2 1 2-1 Both Ext 61.1 30.50 8.00 16.5 .000 .006 31 .000 .001 0.04 0.05 Line 3 1 3-1 Both 1 181.6 11.25 8.00 16.5 .003 .017 91 .004 .022 0.12 0.16 Line 4 1 4-1 Both Ext 196.5 9.00 8.00 16.5 .004 .019 98 .005 .028 0.15 0.20 Line 5 1 5-1 Both Ext 69.8 17.50 8.00 16.5 .001 .007 35 .000 .001 0.08 0.08 Line D 1 D-1 Both Ext 53.4 21.08 8.00 16.5 .000 .005 27 .000 .001 0.02 0.02 Line E 1 E-1 Both Ext 259.7 11.67 8.00 16.5 .004 .025 130 .011 .066 0.11 0.21 Line H 1 11-1 Both Ext 165.2 21.00 8.00 16.5 .001 .016 83 .003 .017 0.02 0.05 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B W Gp - Wall design group, refer to Sheathing and Framing Materials Dir - Force direction Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - Unfactored (strength -level) shear force per unit foot on wall segment = ASD force/0.70 b - Width of wall segment between openings h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / Gt; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table Nail slip = 0.75 h x en; en - From SDPWS Table C4.2.2D; Vn - Unfactored shear force per nail along panel edge Hold - Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total deft = Deflection from bending + shear + nail slip + hold-down, as per SDPWS C4.3.2-1 33 WoodWorks® Shearwalls HOLD-DOWN DISPLACEMENT ( flexible seismic design 2014-s1-stevens.wsw Feb. 4, 2014 17:03:44 1 i Wall, segment Dir Hold- down Uplift force Ibs Elong /Disp Manuf Add in in da in Slippage Pf Ibs da in Shrink da in Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1 Both STHD10 -1015 .000* .000 0.000 - - 0.000 0.04 0.04 0.01 Line 2 2-1 Both STHD10 851 .117* .000 0.117 - - 0.000 0.04 0.16 0.35 2-2 S->N STHD14RJ 4653 .118* .000 0.118 - - 0.000 0.04 0.16 0.18 N->S STHD14RJ 4419 .118* .000 0.118 - - 0.000 0.04 0.16 0.18 Line 3 3-1 Both STHD10 901 .117* .000 0.117 - - 0.000 0.04 0.16 0.09 3-2 Both STHD10RJ 2250 .117* .000 0.117 - - 0.000 0.04 0.16 0.13 Line 4 4-1 Both STHD1ORJ 3460 .117* .000 0.117 - - 0.000 0.04 0.16 0.20 Line 5 5-1,1 S->N STHD10RJ -37 .117* .000 0.117 - - 0.000 0.04 0.16 0.09 N->S STHD10RJ 123 .117* .000 0.117 - - 0.000 0.04 0.16 0.09 5-1,2 S->N STHD10RJ 97 .000* .000 0.000 - - 0.000 0.04 0.04 0.03 N->S STHD10RJ 85 .117* .000 0.117 - - 0.000 0.04 0.16 0.11 Line A A-1,1 W->E STHD10 1269 .117* .000 0.117 - - 0.000 0.04 0.16 0.71 E->W STHD10 1008 .117* .000 0.117 - - 0.000 0.04 0.16 0.71 A-1,2 W->E STHD10 642 .117* .000 0.117 - - 0.000 0.04 0.16 0.71 E->W STHD10 903 .117* .000 0.117 - - 0.000 0.04 0.16 0.71 Line B B-1,1 W->E STHD10 1141 .117* .000 0.117 - - 0.000 0.04 0.16 0.71 E->W STHD10 978 .117* .000 0.117 - - 0.000 0.04 0.16 0.71 B-1,2 W->E STHD10 2289 .117* .000 0.117 - - 0.000 0.04 0.16 0.68 E->W STHD10 2452 .117* .000 0.117 - - 0.000 0.04 0.16 0.68 Line C C-1,1 W->E HDU5-SDS 6568 .114* .000 0.114 - - 0.000 0.04 0.15 0.55 E->W HDU5-SDS 6546 .114* .000 0.114 - - 0.000 0.04 0.15 0.55 C-1,2 W->E HDU5-SDS 6307 .114* .000 0.114 - - 0.000 0.04 0.15 0.57 E->W HDU5-SDS 6328 .114* .000 0.114 - - 0.000 0.04 0.15 0.57 Line F F-1,1 Both STHD10RJ 1687 .117* .000 0.117 - - 0.000 0.04 0.16 0.05 F-1,2 Both STHD10RJ 2 .000* .000 0.000 - - 0.000 0.00 0.00 0.00 Line G G-1 Both STHD10RJ 1827 .117* .000 0.117 - - 0.000 0.04 0.16 0.16 Line H H-1 W->E STHD10RJ -5301 .000* .000 0.000 - - 0.000 0.00 0.00 0.00 E->W STHD10RJ -6058 .000* .000 0.000 - - 0.000 0.00 0.00 0.00 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl Ibs in in in Ibs in in in in in Level 2 Line 2 2-1 Both CS16 191 .125* .000 0.125 - - 0.000 0.04 0.16 0.04 Line 3 3-1 Both CS16 1452 .125* .000 0.125 - - 0.000 0.04 0.16 0.12 Line 4 4-1 Both CS16 1449 .125* .000 0.125 - - 0.000 0.04 0.16 0.15 Line 5 5-1 Both CS16 261 .125* .000 0.125 - - 0.000 0.04 0.16 0.08 Line D D-1 Both CS16 -2409 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 Line E E-1 Both CS16 1254 .125* .000 0.125 - - 0.000 0.04 0.16 0.11 Line H H-1 W->E CS16 -2761 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 E->W CS16 -2340 .000* .000 0.000 - - 0.000 0.04 0.04 0.02 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B Dir - Force direction Uplift force (P) -Strength-level accumulated hold-down tension force from overturning, dead and wind uplift da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with " = (ASD uplift force /ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. 34 WoodWorks® Shearwalls 2014-s 1-stevens. wsw Feb. 4, 2014 17:03:44 Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / ( Ab x Es ); Ab — bolt cross -sectional area; Es = steel modulus = 29000000 psi; L = Lb — Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage — Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = Unfactored uplift force P / number of fasteners Bolts: = Pf/ (270,000 D^1.5) (NDS 10.3.6) ; D = bolt diameter Nails: = en, fromSDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (19% fabrication — 10% in-service moisture contents) x Ls Ls = Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra — 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl — Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height b = segment length between openings; h,b values in Deflection table 35 WoodWorks® Shearwalls 2014-s1-stevens.wsw Feb. 4, 2014 17:03:44 STORY DRIFT ( flexible seismic design) Level Dir Wall height ft Max dxe Line Actual Story Drift (in) Max Center dx of Mass C of M dxe C of M dx hsx ft Allowable Story Drift Delta a Ratio in Max C of M 1 9.00 9.83 2.70 N->S 0.38 2 1.51 28.37 0.21 0.83 0.56 0.31 S->N 0.38 2 1.51 28.37 0.21 0.83 0.56 0.31 E->W 0.83 C 3.31 24.59 0.20 0.81 1.23* 0.30 W->E 0.83 C 3.31 24.59 0.20 0.81 1.23* 0.30 2 8.00 8.00 2.40 N->S 0.20 4 0.79 21.56 0.09 0.37 0.33 0.15 S->N 0.20 4 0.79 21.56 0.09 0.37 0.33 0.15 E->W 0.21 E 0.83 18.10 0.06 0.26 0.35 0.11 W->E 0.21 E 0.83 18.10 0.06 0.26 0.35 0.11 ASCE 7 Eqn. 12.8-15: dx = dxe x Cd / le Deflection amplification factor Cd from Table 12.2-1 = 4.0 (E-W), 4.0 (N-S) Importance factor le = 1.00 Legend: Max dxe - Largest deflection for any shearline on level in this direction; refer to Deflections table Line - Shearline with largest deflection hsx - Story height in ASCE Table 12.12-1 = Height of walls plus joist depth between this level and the one above. Max dx - Largest amplified deflection on level in this direction using ASCE 7 Eq'n 12.8-15 C of M dxe - Deflection at the center of mass of this level; from interpolating deflections at adjacent shearlines. C of M dx - Amplified deflection at center of mass using Eq'n 12.8-15. Does not include differences between top and bottom diaphragm deflection. Delta a = Allowable story drift on this level from ASCE 7 Table 12.12-1 Ratio - Proportion of allowable storey drift experienced, on this level in this direction. Notes: *FAILURE - Story drift on this level is greater than maximum allowed by ASCE 7 Table 12.12-1. Maximum of all shearlines used to satisfy flexible diaphragm assumption in 12.3.1.1. 36 WoodWorks® Shearwalls 2014-s1-stevens.wsw Feb. 4, 2014 17:03:44 1 37 1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 2014-s1-stevens.wsw Level 2 of 2 184.1 - 156 5 oa s•-• R 9:o 121 5 133.0 WoodWorks® Shearwalls 10.1 Feb. 4, 2014 14:10:19 \A"."." 1918 H-1 2121 c') 672 S.XX.AXICICAS.A,NAA 10-47 523 D-1 sAAAA 123 5 7. 60 E-1 SAAAAAXA AA) •06 t_ 2903)0 97 3 55.0' 50.0' 45.0' x 40.0' s, LO 35.0' 30.0' 25.0' 344 20.0' 15.0' 1115 5.0' 0.0' 5.0' 10.0' 15.0' 20.0' 25.0' 30.0' 35.040.0' 45.0' 50.0' 55.0' 60.0' — Factored shearline force (Ibs) III Unfactored applied shear load (pif) b• Factored holddown force (Ibs) 0-0 Unfactored dead load (plf,lbs) • C Compression force exists —II Applied point load or discontinuous shearline force (lbs) • Vertical element required Loads Shown: Qe; Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 1.0. 10.0' 0.0' -5.0' Oca:,Te Seecied wal4s Red = Failur WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN 2014-s1-stevens.wsw Level 1 of 2 t) co N. 0 CO r L) N 1031 G-1 3937 M 197 rn m Xxx < 2597 tc) < N YYYX v< F-1 co 9 N 254 22 WoodWorks® Shearwalls 10.1 Feb. 4, 2014 14:10:19 55.0' 50.0' 45.0' 40.0' 35.0' 30.0' 25.0' 20.0' 15.0' 10.0' 5.0' 0.0' -5.0' A-1 128.0 - 139.5137.- 125.2 137 7 131.6 166.4 - 167.2 x x H-1 1 2.8 128.'826.328.3 < x x x x x x < x x XX D-1 75.8 an (0 2168c-1 183mow- 354 2 7,2' 114.1 -119129.2-114.1 217.1 -10.0' -15.0' -20.0' -10.0' -5.0' 0.0' 5.0' 10.0' 15.0' 20.0' 25.0' 30.0' 35.0' 40.0' 45.0' 50.0' 55.0' 60.0' --- Factored shearline force (lbs) t t 3 Unfactored applied shear load (plf) • Factored holddown force (lbs) ®--f Unfactored dead load (plf,lbs) • C Compression force exists ----Jj Applied point load or discontinuous shearline force (lbs) it Vertical element required Loads Shown: Qe; Forces: 0.7E + 0.6D; E = pQe + 0.2 Sds 0; p(NS) = 1.0: p(EW) = 1.0; Sds = 1.0. fir_ <u e ecie:o =. elt(s; Red = Failur Project: 2014-S2-STEVENS Location: FRONT PORCH ROOF BEAM Roof Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 7.25 IN x 6.67 FT #2 - Hem -Fir - Dry Use Section Adequate By: 251.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN U2771 Dead Load 0.02 in Total Load 0.05 IN U1564 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A Live Load 313 Ib 313 Ib Dead Load 241 Ib 241 Ib Total Load 554 Ib 554 Ib Bearing Length 0.39 in 0.39 in BEAM DATA Span Length 6.7 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 8 :12 Roof Duration Factor 1.15 MATERIAL. PROPERTIES #2 - Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. 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 E_min = 470 ksi E_min' = 470 ksi Fc -1= 405 psi Fc -1' = 405 psi Controlling Moment: 924 ft-lb 3.335 ft from left support Created by combining all dead and live loads. Controlling Shear: -454 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Reo'd Provided Section Modulus: 8.72 in3 30.66 in3 Area (Shear): 3.95 in2 25.38 in2 Moment of Inertia (deflection): 12.79 in4 111.15 in4 Moment: 924 ft-lb 3247 ft-lb Shear: -454 Ib 2918 Ib StruCalc Version 8.0.113.0 2/6/2014 10:40:10 AM page //of LOADING DIAGRAM 6.67 ft B ROOF LOADING Side One: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 2.5 ft Side Two: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 1.3 ft Wall Load: WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 6.67 ft Beam Self Weight: BSW = 5 pif Beam Uniform Live Load: wL = 94 pif Beam Uniform Dead Load: wD_adj = 72 pff Total Uniform Load: wT = 166 plf Project: 2014-S2-STEVENS Location: UPPER ROOF BEAM AT FRONT DOOR Combination Roof And Floor Beam 12009 International Building Code(2005 NDS)] 1.5INx 11.25 INx 1.25 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 2038.3% 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/360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 112 Ib 112 Ib Dead Load 106 Ib 106 Ib Total Load 218 Ib 218 Ib Bearing Length 0.23 in 0.23 in BEAM DATA Center Span Length 1.25 ft Unbraced Length -Top 0 ft Roof Pitch 8 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. --to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1035 psi Cd=1.15 CF=1.00 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi E_min = 580 ksi E_min' = 580 ksi Fc - -- = 625 psi Fc - -L = 625 psi Controlling Moment: 68 ft-Ib 0.625 ft from left support Created by combining all dead and live loads. Controlling Shear: -109 Ib At a distance d from support. Created by combining all dead and live Toads. Comparisons with required sections: Req'd Provided Section Modulus: 0.79 in3 31.64 in3 Area (Shear): 0.79 in2 16.88 in2 Moment of Inertia (deflection): 0.19 in4 177.98 in4 Moment: 68 ft-lb 2729 ft-lb Shear: -109 Ib 2329 Ib StruCalc Version 8.0.113.0 2/6/2014 10:40:03 AM page /of LOADING DIAGRAM -B 1.25 ft ROOF LOADING Side 1 Side 2 Roof Live Load RLL = Roof Dead Load RDL = Roof Tributary Width RTW = FLOOR LOADING 25 psf 15 psf 1 ft Side 1 25 psf 15 psf 4 ft Side 2 Floor Live Load FLL = Floor Dead Load FDL = Floor Tributary Wdth FTW = Wall Load WALL = 40 psf 15 psf 0.7 ft 56 40 psf 15 psf 0.7 ft plf BEAM LOADING wL-roof = wD-roof = wL-floor = wD-floor = BSW = wL = wD = wT = wT-cont = 125 plf 90 plf 54 plf 20 plf 4 plf 179 plf 170 plf 348 plf 348 plf 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: Project: 2014-S 2-STE V E N S Location: ROOF BEAM AT ENTRY/LIVING ROOM Roof Beam [2009 international Building Code(2005 NDS)) 3.5IN x 11.25 IN x 8.5 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 89.7% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.04 IN L/2886 Dead Load 0.04 in Total Load 0.07 IN L/1412 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live Load 850 Ib 850 Ib Dead Load 887 Ib 887 Ib Total Load 1737 Ib 1737 Ib Bearing Length 0.79 in 0.79 in BEAM DATA Span Length Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 8 :12 Roof Duration Factor 1.15 8.5 ft MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Base Values Fb = 900 psi Fb` = 1139 psi Cd=1.15 CF=1.10 Adjusted Shear Stress: Fv = 180 psi Fv' = 207 psi Cd=1.15 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min` = 580 ksi Comp. -I- to Grain: Fc - -t- = 625 psi Fc -1-' = 625 psi Controlling Moment: 3692 ft-Ib 4.25 ft from left support Created by combining all dead and live loads. Controlling Shear: -1355 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 38.91 in3 73.83 in3 Area (Shear): 9.82 in2. 39.38 in2 Moment of Inertia (deflection): 52.94 in4 415.28 in4 Moment: 3692 ft-Ib 7004 ft-lb Shear: -1355 Ib 5434 Ib 14245 59th Avenue South Tukwila, WA 98168 StruCalc Version 8.0.113.0 2/6/2014 10:40:1 page /of LOADING DIAGRAM 8.5ft ROOF LOADING 25 psf 15 psf 6 ft 25 psf 15 psf 2 ft 56 pif Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Side Two: Roof Live Load: LL = Roof Dead Load: DL = Tributary Wdth: TW = Wall Load: WALL = SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Beam Self Weight: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Ladj = 8.5 ft BSW = 9 plf wL = 200 pif wD_adj = 209 pif wT = 409 plf Project: 2014-S2-STEVENS Location: ROOF RAFTERS OVER LIVING ROOM Roof Rafter [2009 International Building Code(2005 NOS)] 1.5INx 11.25INx7.0FT(6+1)@240.C. #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 729.7% Controlling Factor: Moment DEFLECTIONS Center Right Live Load 0.01 IN L/MAX 0.00 IN 2UMAX Dead Load 0.00 in 0.00 in Total Load 0.01 IN U6995 0.00 IN 2U1nflnity Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 RAFTER REACTIONS LOADS REACTIONS Upper Live Load @ A 75 plf 150 Ib Upper Dead Load @ A 53 plf 105 Ib Upper Total Load @ A 128 plf 255 Ib Lower Live Load @ B 102 plf 204 Ib Lower Dead Load og B 74 plf 147 Ib Lower Total Load @ B 176 plf 351 Ib RAFTER SUPPORT DATA A B Bearing Length 0.27 in 0.37 in RAFTER DATA Interior Eave Span Length 6 ft 1 ft Rafter Pitch 8 :12 Roof sheathing applied to top of joists -top of rafters fully braced. Roof Duration Factor 1.15 Peak Notch Depth 0.00 Base Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. -1- to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1190 psi Cd=1.15 CF=1.00 Cr-1.15 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E_min = 580 ksi Fc -1= 625 psi Controlling Moment: 378 ft-Ib 2.937 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads Controlling Shear: -165 Ib At a distance d from right support of span 2 (Center Created by combining all dead loads and live Toads Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Req'd 3.81 in3 1.2 in2 4.58 in4 378 ft-Ib -165 Ib E' = E_min' = Fc--- = 1600 ksi 580 ksi 625 psi on span(s) 2 Span) on span(s) 2, 3 Provided 31.64 in3 16.88 in2 177.98 in4 3138 ft-Ib 2329 Ib StruCalc Version 8.0.113.0 2/6/2014 10:40:12 AM age 0 LOADING DIAGRAM Eft It/1999999 ft 1 RAFTER LOADING Uniform Roof Loading Roof Live Load: LL = Roof Dead Load: DL = Slope Adjusted Spans And Loads Interior Span: L-adj = Eave Span: L-Eave-adj = Rafter Live Load: wL-adj = Eave Live Load: wL-Eave-adj = Rafter Dead Load: wD-adj = Rafter Total Load: wT-adj = Eave Total Load: wT-Eave-adj = 25 psf 15 psf 7.21 1.2 35 35 25 60 60 ft ft plf plf plf plf plf Project: 2014-S2-STEVENS Location: RIDGE BEAM IN LIVING ROOM Roof Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 13.5 IN x 17.5 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 138.0% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.25 IN U857 Dead Load 0.19 in Total Load 0.44 IN U479 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A Live Load 1313 Ib 1313 Ib Dead Load 1036 Ib 1036 Ib Total Load 2349 Ib 2349 Ib Bearing Length 1.03 in 1.03 in BEAM DATA Span Length 17.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 8 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES 24F-V4 - Visually Graded Westem Species Base Values Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2760 psi Cd=1.15 Shear Stress: Fv = 265 psi Fv' = 305 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Comp. 1 to Grain: Fc -1= 650 psi Fc - = 650 psi Bending Stress: Adjusted Controlling Moment: 10275 ft-lb 8.75 ft from left support Created by combining all dead and live Toads. Controlling Shear: -2067 Ib At a distance d from support. Created by combining all dead and live Toads. Comparisons with required sections: Read Provided Section Modulus: 44.67 in3 106.31 in3 Area (Shear): 10.17 in2 47.25 in2 Moment of Inertia (deflection): 269.68 in4 717.61 in4 Moment: 10275 ft-Ib 24452 ft-Ib Shear:-2067 Ib 9600 Ib StruCalc Version 8.0.113.0 2/6/201410:40:11 AM page /of LOADING DIAGRAM —Ai— 17.5ft —i ROOF LOADING Side One: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 3 ft Side Two: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 3 ft Wall Load: WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 17.5 ft Beam Self Weight: BSW = 10 plf Beam Uniform Live Load: wL = 150 plf Beam Uniform Dead Load: wD_adj = 118 plf Total Uniform Load: wT = 268 plf Project: 2014-S2-STEVENS Location: SECOND FLOOR FLOOR JOIST Floor Joist [2009 International Building Code(2005 NDS)] 1.5INx11.25INx16.67FT @160.C. #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 17.8% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.24 IN U846 Dead Load 0.06 in Total Load 0.30 IN U676 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 445 Ib 445 Ib 111 Ib 111 Ib 556 Ib 556 Ib 0.59 in 0.59 in BEAM DATA Center Span Length 16.67 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. 1 to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1035 psi Cd=1.00 CF=1.00 Cr=1.15 Fv = 180 psi Cd=1.00 E = 1600 ksi E_min = 580 ksi Fc-1= 625 psi Fv' = 180 psi E' = 1600 ksi E_min' = 580 ksi Fc -1-' = 625 psi Controlling Moment: 2316 ft-lb 8.34 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -500 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live Toads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 26.85 in3 31.64 in3 Area (Shear): 4.17 in2 16.88 in2 Moment of Inertia (deflection): 104.21 jn4 244.76 jn4 Moment: 2316 ft-Ib 2729 ft-Ib Shear: -500 Ib 2025 Ib Decking Information Plywood Thickness: T = 3/4 in Plywood Is Glued: Moment of Inertia Calculations For Glued Floor: Joist Area: A joist = 16.88 IN2 Plywood Area: A -ply = 2.08 IN2 Section Centroid: C = 6 IN ABOVE BASE Moment of Inertia (deflection): I -comb = 245 IN4 14245 59th Avenue South Tukwila, WA 98168 StruCalc Version 8.0.113.0 2/6/2014 10:40:04 AM page /of LOADING DIAGRAM 16.67 ft JOIST LOADING Uniform Floor Loading Center Live Load LL = 40 psf Dead Load DL = 10 psf Total Load TL = 50 psf TL Adj. For Joist Spacing wT = 66.7 plf Project: 2014-S2-STEVENS Location: UPPER FLOOR BEDROOM WINDOW HDR Roof Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 9.25 IN x 6.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 35.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.05 IN U1540 Dead Load 0.03 in Total Load 0.08 IN U926 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1444 Ib 1444 Ib 957 Ib 957 lb 2400 Ib 2400 Ib 1.69 in 1.69 in BEAM DATA Span Length 6 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: Min. Mod. of Elasticity: Comp. 1 to Grain: Base Values Fb = 850 psi Cd=1.15 CF=1.20 Fv = 150 psi Cd=1.15 E = 1300 ksi E_min = 470 ksi Fc -1= 405 psi Controlling Moment: 3600 ft-Ib 3.0 ft from left support Created by combining all dead and live Toads. Controlling Shear: 1824 Ib At a distance d from support. Created by combining all dead and live loads. Fb' = Fv' = Adjusted 1173 psi E' = E_min' = Fc-1'= 173 psi 1300 ksi 470 ksi 405 psi Comparisons with required sections: Req'd Provided Section Modulus: 36.83 in3 49.91 in3 Area (Shear): 15.86 in2 32.38 in2 Moment of Inertia (deflection): 44.86 in4 230.84 in4 Moment: 3600 ft-Ib 4879 ft-Ib Shear: 1824 lb 3723 Ib StruCalc Version 8.0.113.0 2/6/201410:40:09 AM Page of LOADING DIAGRAM _w f 4— 6ft — El - ROOF LOADING Side One: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 17.3 ft Side Two: Roof Live Load: LL = 25 psf Roof Dead Load: DL = 15 psf Tributary Width: TW = 2 ft Wall Load: WALL = 0 pif SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 6 ft Beam Self Weight: BSW= 6 pif Beam Uniform Live Load: wL = 481 pif Beam Uniform Dead Load: wD_adj = 319 pif Total Uniform Load: wT = 800 plf Project: 2014-S2-STEVENS Location: UPPER FLOOR BEAM AT FRONT DOOR Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NOS)] (2)1.5INx11.25INx12.0FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 82.0% Controlling Factor: Moment 14245 59th Avenue South Tukwila, WA 98168 StruCalc Version 8.0.113.0 2J6/2014 10:40:07 AM page /ot CAUTIONS * Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center Live Load 0.07 IN L/2104 Dead Load 0.05 in Total Load 0.11 IN U1259 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 567 Ib 301 Ib 353 Ib 228 lb 920 Ib 530 Ib 0.49 in 0.28 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 12 ft 0 ft 12 ft 1.00 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. -t to Grain: Base Values Fb = 900 psi Cd=1.00 CF=1.00 Fv = 180 psi Cd=1.00 E = 1600 ksi E_min = 580 ksi Fc - -1-= 625 psi Adjusted Fb' = 900 psi Fv° = 180 psi E' = 1600 ksi E_min' = 580 ksi Fc - L' = 625 psi Controlling Moment: 2607 ft-Ib 5.64 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 784 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus. Area (Shear): Moment of Inertia (deflection): Moment: Shear: Req'd Provided 34.76 in3 63.28 in3 6.53 in2 33.75 in2 67.86 in4 355.96 in4 2607 ft-Ib 4746 ft-lb 784 Ib 4050 Ib UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 0 plf 0 plf 7 plf 7 pif POINT LOADS - CENTER SPAN Load Number One Live Load 112 Ib Dead Load 106 Ib Location 7.38 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load 62.5 plf Left Dead Load 37.5 plf Right Live Load 62.5 pif Right Dead Load 37.5 plf Load Start 0 ft Load End 7.38 ft Load Length 7.38 ft 40 plf 15 plf 40 pif 15 plf Oft 7.38 ft 7.38 ft • Project: 2014-S2-STEVENS Location: UPPER FLOOR BEAM OVER PANTRY Uniformly Loaded Floor Beam 12009 international Building Code(2005 NDS)] 3.5 IN x 11.25 IN x 5.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 183.8% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN U5749 Dead Load 0.00 in Total Load 0.01 IN U4129 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1233 Ib 1233 Ib 484 1b 484 Ib 1717 Ib 1717 Ib 0.78 in 0.78 in BEAM DATA Span Length Unbraced Length -Top Floor Duration Factor Notch Depth Center 5 ft 0 ft 1.00 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. 1 to Grain: Base Values Fb = 900 psi Cd=1.00 CF=1.10 Fv = 180 psi Cd=1.00 E = 1600 ksi E_min = 580 ksi Fc -1= 625 psi Controlling Moment: 2146 ft-lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 1099 Ib At a distance d from support. Created by combining all dead and live loads. Fb' = Fv' = Adjusted 990 psi E' = E_min' = Fc-1'= 180 psi 1600 ksi 580 ksi 625 psi Comparisons with required sections: Req'd Provided Section Modulus: 26.01 in3 73.83 in3 Area (Shear): 9.16 in2 39.38 in2 Moment of Inertia (deflection): 26 in4 415.28 in4 Moment: 2146 ft-Ib 6091 ft-Ib Shear: 1099 lb 4725 Ib Bruce S. MacVeigh, P.E. 14245 59th Avenue South Tukwila, WA 98168 StruCalc Version 8.0.113.0 2/6/2014 10:40:13 AM age of LOADING DIAGRAM Sft FLOOR LOADING FLL = FDL = FTW = WALL = Side 1 pif Side 2 Floor Live Load Floor Dead Load Floor Tributary Width Wall Load 40 psf 15 psf 3.9 ft 0 40 psf 15 psf 8.4 ft BEAM LOADING wL = wD = BSW = wT = 493 plf 185 pif 9 pif 687 plf Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: Project: 2014-S2-STEVENS Location: WINDOW HDR. IN BEDROOM #5 Roof Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 5.5 IN x 5.0 FT #2 - Hem -Fir - Dry Use Section Adequate By: 594.6% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN U5384 Dead Load 0.01 in Total Load 0.02 IN U3127 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS A Live Load 125 Ib 125 Ib Dead Load 90 Ib 90 Ib Total Load 215 Ib 215 Ib Bearing Length 0.15 in 0.15 in j3EAM 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: Min. Mod. 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 E_min = 470 ksi E_min' = 470 ksi Fc -1= 405 psi Fc -1-' = 405 psi Controlling Moment: 269 ft-lb 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 176 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 2.54 in3 17.65 in3 Area (Shear): 1.53 in2 19.25 in2 Moment of Inertia (deflection): 2.79 in4 48.53 in4 Moment: 269 ft-lb 1869 ft-Ib Shear: 176 Ib 2214 Ib 14245 59th Avenue South Tukwila, WA 98168 StruCalc Version 8.0.113.0 2/6/201410:40:09 AM age /of LOADING DIAGRAM 55. ROOF LOADING 25 psf 15 psf 1 ft 25 psf 15 psf 1 ft 0 plf Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Wdth: TW= Side Two: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Wall Load: WALL = 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 = 4 plf wL = 50 plf wD_adj = 36 plf wT = 86 plf Project: 2014-S2-STEVENS Location: UPPER FLOOR BEAM @ ENTRY HALLWAY Uniformly Loaded Floor Beam [2009 International Building Code(2005 NDS)] ( 2 ) 1.5 IN x 11.25 IN x 5.67 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 429.8% Controlling Factor: Moment StruCalc Version 8.0.113.0 2/6/201410:40:12 AM page a/ CAUTIONS ' Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.01 IN UMAX Dead Load 0.00 in Total Load 0.01 IN U7476 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A 8 Live Load 445 Ib 445 Ib Dead Load 187 Ib 187 Ib Total Load 632 Ib 632 Ib Bearing Length 0.34 in 0.34 in BEAM DATA Center Span Length 5.67 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 5.67 a MATERIAL PROPERTIES FLOOR LOADING #2 - Douglas -Fir -Larch Base Values Adjusted Side 1 Side 2 Floor Live Load FLL = 40 psf 0 psf Floor Dead Load FDL = 15 psf 0 psf Floor Tributary Wdth FTW = 3.9 ft 0 ft Wall Load WALL = 0 plf Bending Stress: Fb = 900 psi Fb' = 900 psi Cd=1.00 CF=1.00 Shear Stress: Fv = 180 psi Fv' = 180 psi Cd-1.00 Modulus of Elasticity: E = 1600 ksi E' = 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Comp. 1 to Grain: Fc - 1 = 625 psi Fc -1' = 625 psi Controlling Moment: 896 ft-Ib BEAM LOADING Beam Total Live Load: wL = 157 plf Beam Total Dead Load: wD = 59 plf Beam Self Weight: BSW = 7 plf Total Maximum Load: wT = 223 plf 2.835 It from left support Created by combining all dead and live loads. Controlling Shear: -430 Ib At a distance d from support. Created by combining all dead and live Toads. Comparisons with required sections: Req'd Provided Section Modulus: 11.94 in3 63.28 in3 Area (Shear): 3.58 in2 33.75 in2 Moment of Inertia (deflection): 12.06 in4 355.96 in4 Moment: 896 ft-Ib 4746 ft-Ib Shear: -430 Ib 4050 Ib Project: 2014-S2-STEVENS Location: UPPER FLOOR BEAM @ KITCHEN/DINING ROOM Uniformly Loaded Floor Beam [2009 International Building Code(2005 NDS)j 3.51N x 7.25 IN x 5.08 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 35.6% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.04 IN U1467 Dead Load 0.02 in Total Load 0.06 IN U1058 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 1253 Ib 1253 Ib Dead Load 484 Ib 484 Ib Total Load 1736 Ib 1736 Ib Bearing Length 0.79 in 0.79 in BEAM DATA Center Span Length 5.08 ft Unbraced Length -Top 0 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. 1 to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1170 psi Cd=1.00 CF=1.30 Fv = 180 psi Fv' = 180 psi Cd=1.00 E = 1600 ksi E' = 1600 ksi E_min = 580 ksi E_min' = 580 ksi Fc - l = 625 psi Fc - -t-' = 625 psi Controlling Moment: 2205 ft-Ib 2.54 ft from left support Created by combining all dead and live loads. Controlling Shear:-1354 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 22.62 in3 30.66 in3 Area (Shear): 11.29 in2 25.38 in2 Moment of Inertia (deflection): 27.27 in4 111.15 in4 Moment: 2205 ft-Ib 2989 ft-Ib Shear:-1354 Ib 3045 Ib StruCalc Version 8.0.113.0 2/6/201410:40:12 AM ge LOADING DIAGRAM 5.08ft FLOOR LOADING FLL = FDL = FTW = WALL = Side 1 pif Side 2 Floor Live Load Floor Dead Load Floor Tributary Width Wall Load 40 psf 15 psf 6.1 ft 0 40 psf 15 psf 6.3 ft BEAM LOADING wL = wD = BSW = wT = 493 pif 185 plf 6 pif 684 pif Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: Project: 2014-S2-STEVENS Location: UPPER FLOOR BEAM IN GARAGE Combination Roof And Floor Beam [2009 International Building Code(2005 NOS)] 5.125 IN x 21.0 IN x 19.08FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 44.4% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.32 IN L/723 Dead Load 0.21 in Total Load 0.53 IN L/434 Live Load Deflection Criteria: L1360 Total Load Deflection Criteria: L/240 REACTIONS A B Live Load 7215 Ib 7215 Ib Dead Load 4790 Ib 4790 Ib Total Load 12005 Ib 12005 Ib Bearing Length 3.60 in 3.60 in BEAM DATA Span Length 19.08 Unbraced Length -Top 0 Roof Pitch 5 :12 Floor Duration Factor 1.00 Roof Duration Factor 1.15 Camber Adj. Factor 1.5 Camber Required 0.32 Notch Depth 0.00 Center ft ft MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.15 Cv=0.95 Shear Stress: Fv = 265 psi Cd=1.15 Modulus of Elasticity: E = Min. Mod. of Elasticity: E_min = Comp. 1 to Grain: Fc - L = Bending Stress: Adjusted Controlled by: Fb' = 2635 psi Fv' = 305 psi 1800 ksi E' = 1800 ksi 930 ksi E_min' = 930 ksi 650 psi Fc - 1 ` = 650 psi Controlling Moment: 57264 ft-Ib 9.54 ft from left support Created by combining all dead and live Toads. Controlling Shear: -9844 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 260.79 in3 376.69 in3 Area (Shear): 48.45 in2 107.63 in2 Moment of Inertia (deflection): 2184.85 in4 3955.22 in4 Moment: 57264 ft-lb 82712 ft-Ib Shear:-9844 Ib 21866 lb 14245 59th Avenue South Tukwila, WA 98168 StruCalc Version 8.0.113.0 2/6/2014 10:40:02 AM page /of LOADING DIAGRAM 19.08ft ROOF LOADING Side 1 Side 2 Roof Live Load RLL = Roof Dead Load RDL = Roof Tributary Width RTW = FLOOR LOADING 25 psf 15 psf 17.3 ft Side 1 25 psf 15 psf 3 ft Side 2 Floor Live Load FLL = Floor Dead Load FDL = Floor Tributary Width FTW = Wall Load WALL = 40 psf 15 psf 5.3 ft 56 40 psf 15 psf 1 ft plf BEAM LOADING wL-roof = wD-roof = wL-floor = wD-floor = BSW = wL = wD = wT = wT-cont = 506 plf 329 plf 250 plf 94 pif 23 plf 756 plf 502 pif 1258 plf 1258 plf 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: Project: 2014-S2-STEVENS Location: UPPER FLOOR BEAM/ ROOF BEAM IN GARAGE Combination Roof And Floor Beam [2009 International Building Code(2005 NDS)] 5.5INx11.5INx10.5FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 57.8% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.07 IN U1701 Dead Load 0.07 in Total Load 0.14 IN L/893 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A B Live Load 1289 Ib 1289 Ib Dead Load 1165 Ib 1165 Ib Total Load 2454 Ib 2454 Ib Bearing Length 0.71 in 0.71 in BEAM DATA Center Span Length 10.5 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 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. -1- to Grain: Base Values Fb = 875 psi Fb' = 1006 psi Cd=1.15 CF=1.00 Fv = 170 psi Fv' = 196 psi Cd=1.15 E = 1300 ksi E' = 1300 ksi E_min = 470 ksi E_min' = 470 ksi Fc - = 625 psi Fc - --' = 625 psi Controlling Moment: 6443 ft-Ib 5.25 ft from left support Created by combining all dead and live loads. Controlling Shear: -2013 Ib At a distance d from support. Created by combining all dead and live loads. Adjusted Comparisons with required sections: Req'd Provided Section Modulus: 76.83 in3 121.23 in3 Area (Shear): 15.44 in2 63.25 in2 Moment of Inertia (deflection): 187.3 in4 697.07 in4 Moment: 6443 ft-lb 10166 ft-lb Shear:-2013 Ib 8244 Ib 14245 59th Avenue South Tukwila, WA 98168 StruCalc Version 8.0.113.0 2/6/2014 10:40:03 AM page LOADING DIAGRAM 10.5ft ROOF LOADING Side 1 Side 2 Roof Live Load RLL = Roof Dead Load RDL = Roof Tributary Width RTW = FLOOR LOADING 25 psf 15 psf 6.8 ft Side 1 25 psf 15 psf 2 ft Side 2 Floor Live Load FLL = Floor Dead Load FDL = Floor Tributary Width FTW = Wall Load WALL = 40 psf 15 psf 0.7 ft 56 0 psf 0 psf 0 ft pif BEAM LOADING wL-roof = wD-roof = wL-floor = wD-floor = BSW = wL = wD = wT = wT-cont = 219 plf 142 pif 27 plf 10 plf 14 plf 246 plf 222 plf 467 pif 467 plf 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: Project: 2014-S2-STEVENS Location: DOOR HDR TO LAUNDRY ROOM & GARAGE Uniformly Loaded Floor Beam 12009 International Building Code(2005 NDS)] 3.5 IN x 5.5 IN x 3.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 147.5% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN L/3436 Dead Load 0.00 in Total Load 0.01 IN L/2482 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 670 Ib 670 Ib Dead Load 257 Ib 257 Ib Total Load 927 Ib 927 Ib Bearing Length 0.42 in 0.42 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 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. 1 to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1170 psi Cd=1.00 CF=1.30 Fv = 180 psi Fv' = 180 psi Cd=1.00 E = 1600 ksi E' = 1600 ksi E_min = 580 ksi E_min' = 580 ksi Fc - = 625 psi Fc -1' = 625 psi Controlling Moment: 695 ft-Ib 1.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 649 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 7.13 in3 17.65 in3 Area (Shear): 5.41 in2 19.25 in2 Moment of Inertia (deflection): 5.08 in4 48.53 in4 Moment: 695 ft-lb 1720 ft-Ib Shear: 649 Ib 2310 Ib 14245 59th Avenue South Tukwila, WA 98168 StruCalc Version 8.0.113.0 2/6/2014 10:40:13 AM page /of LOADING DIAGRAM aft FLOOR LOADING FLL = FDL = FTW = WALL = Side 1 pif Side 2 Floor Live Load Floor Dead Load Floor Tributary Width Wall Load 40 psf 15 psf 8.4 ft 0 40 psf 15 psf 2.8 ft BEAM LOADING wL = wD = BSW = wT = 446 pif 167 pif 4 pif 618 plf Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: Project: 2014-S2-STEVENS Location: FRONT DOOR HDR Roof Beam [2009 International Building Code(2005 NDS)j 3.5 IN x 9.25 IN x 5.5 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 59.4% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN U2461 Dead Load 0.02 in Total Load 0.05 IN U1382 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length A B 1323 Ib 1323 Ib 1034 Ib 1034 Ib 2357 Ib 2357 Ib 1.08 in 1.08 in BEAM DATA Span Length 5.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. 1-to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1242 psi Cd=1.15 CF=1.20 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi E_min = 580 ksi E_min' = 580 ksi Fc - = 625 psi Fc - = 625 psi Controlling Moment: 3241 ft-Ib 2.75 ft from left support Created by combining all dead and live loads. Controlling Shear: 1697 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 31.31 in3 49.91 in3 Area (Shear): 12.3 in2 32.38 in2 Moment of Inertia (deflection): 30.07 in4 230.84 in4 Moment: 3241 ft-lb 5166 ft-lb Shear: 1697 Ib 4468 Ib StruCalc Version 8.0.113.0 2/6/2014 10:40:10 AM page /of LOADING DIAGRAM A 5.5 ft ROOF LOADING Side One: Roof Live Load: Roof Dead Load: Tributary Width: Side Two: Roof Live Load: Roof Dead Load: Tributary Width: Wall Load: LL = DL = TW = LL = DL = TW= WALL = 25 psf 15 psf 17.3 ft 25 psf 15 psf 2 ft 56 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5.5 ft Beam Self Weight: BSW= 7 plf Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: wL = 481 plf wD_adj = 376 plf wT = 857 plf Project: 2014-S2-STEVENS Location: FIRST FLOOR FLOOR JOIST Floor Joist [2009 International Building Code(2005 NDS)j 1.5INx9.25INx8.5FT @ 160.C. #2- Douglas -Fir -Larch - Dry Use Section Adequate By: 206.4% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.04 IN L/2578 Dead Load 0.01 in Total Load 0.05 IN U1875 Live Load Deflection Criteria: LI360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 227 Ib 227 Ib Dead Load 85 Ib 85 Ib Total Load 312 Ib 312 Ib Bearing Length 0.33 in 0.33 in BEAM DATA Center Span Length 8.5 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Floor sheathing applied to top of joists -top of joists fully braced. Floor Duration Factor 1.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. -I-to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1139 psi Cd=1.00 CF=1.10 Cr=1.15 Fv = 180 psi Fv' = 180 psi Cd=1.00 E = 1600 ksi E' = 1600 ksi E_min = 580 ksi E_min' = 580 ksi Fc -1= 625 psi Fc - -I-' = 625 psi Controlling Moment: 662 ft-Ib 4.25 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -256 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 6.98 in3 21.39 in3 Area (Shear): 2.13 in2 13.88 in2 Moment of Inertia (deflection): 13.82 in4 98.93 in4 Moment: 662 ft-lb 2029 ft-lb Shear: -256 Ib 1665 Ib Mak Bruce S. MacVeigh, P.E. 14245 59th Avenue South Tukwila, WA 98168 StruCalc Version 8.0.113.0 2/6/2014 10:40:04 AM page /of LOADING DIAGRAM 8.5 ft JOIST LOADING Uniform Floor Loading Center Live Load LL = 40 psf Dead Load DL = 15 psf Total Load TL = 55 psf TL Adj. For Joist Spacing wT = 73.3 plf Project: 2014-S2-STEVENS Location: LIVING ROOM WALL BEAM Multi -Span Roof Beam [2009 International Building Code(2005 NOS)] 5.5 IN x 7.5 IN x 6.0 FT (4 + 2 ) #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 921.5% Controlling Factor: Moment DEFLECTIONS Center Right Live Load 0.00 IN UMAX 0.01 IN 2U9522 Dead Load 0.00 in 0.00 in Total Load 0.00 IN UMAX 0.01 IN 2L/7798 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A Live Load 200 Ib 450 Ib Dead Load 122 Ib 365 Ib Total Load 322 Ib 815 Ib Bearing Length 0.09 in 0.24 in BEAM DATA Center Right Span Length 4 ft 2 ft Unbraced Length -Top 0 ft 0 ft Unbraced Length -Bottom 4 ft 2 ft Roof Pitch 8 :12 Roof Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES 1#2 - Douglas -Fir -Larch Bending Stress: Base Values Adjusted Fb = 750 psi Fb' = 861 psi Cd=1.15 CI=1.00 CF=1.00 Shear Stress: Fv = 170 psi Fv' = 196 psi Cd=1.15 Modulus of Elasticity: E = 1300 ksi E' = 1300 ksi Min. Mod. of Elasticity: E_min = 470 ksi E_min' = 470 ksi Comp. 1to Grain: Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: -362 ft-Ib Over right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Controlling Shear: -344 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2, 3 Comparisons with required sections: Req'd Provided Section Modulus: 5.05 in3 51.56 in3 Area (Shear): 2.64 Mn2 41.25 in2 Moment of Inertia (deflection): 4.87 in4 193.36 in4 Moment: -362 ft-Ib 3699 ft-lb Shear: -344 Ib 5376 Ib StruCalc Version 8.0.113.0 2/6/201410:40:08 AM page of LOADING DIAGRAM � -4— 1 Oft 2ft ROOF LOADING Center Right Roof Live Load RLL = Roof Dead Load RDL = Roof Tributary WMdth Side One TW1 = Roof Tributary Width Side Two TW2 = Wall Load WALL = 25 psf 15 psf 3 ft 1 ft 0 plf 25 psf 15 psf 3 ft 1 ft 0 plf BEAM LOADING Center Right Total Live Load Total Dead Load (Adjusted for Roof Pitch) Beam Self Weight Total Load 100 plf 72 plf 9 plf 181 plf 100 plf 72 plf 9 Of 181 plf Project: 2014-S2-STEVENS Location: GARAGE DOOR HDR Roof Beam [2009 International Building Code(2005 NDS)] 5.5 IN x 11.5 IN x 16.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 131.1 % Controlling Factor: Moment DeFLECTIONS Center Live Load 0.12 IN U1573 Dead Load 0.10 in Total Load 0.22 IN U859 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A Live Load 600 Ib 600 Ib Dead Load 500 Ib 500 Ib Total Load 1100 Ib 1100 Ib Bearing Length 0.32 in 0.32 in REAM DATA Span Length 16 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 0 ft Roof Pitch 5 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. Ito Grain: Base Values Adjusted Fb = 875 psi Fb' = 1006 psi Cd=1.15 CF=1.00 Fv = 170 psi Fv' = 196 psi Cd=1.15 E = 1300 ksi E' = 1300 ksi E_min = 470 ksi E_min' = 470 ksi Fc -1= 625 psi Fc -1' = 625 psi Controlling Moment: 4399 ft-Ib 8.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 990 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Redd Provided Section Modulus: 52.46 in3 121.23 in3 Area (Shear): 7.59 in2 63.25 in2 Moment of Inertia (deflection): 146.15 in4 697.07 in4 Moment: 4399 ft-Ib 10166 ft-Ib Shear: 990 Ib 8244 Ib StruCalc Version 8.0.113.0 2/6/2014 10:40:10 AM page LOADING DIAGRAM 16ft ROOF LOADING 25 psf 15 psf 2 ft 25 psf 15 psf 1 ft 0 plf 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 = SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Beam Self Weight: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Ladj = 16 ft BSW = 14 pif wL = 75 pif wD_adj = 62 pif wT = 137 pif Project: 2014-S2-STEVENS Location: LOWER WINDOW HDR. ON BACK WALL Combination Roof And Floor Beam [2009 International Budding Code(2005 NDS)1 3.5IN x 11.25 IN x 6.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 18.2% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.04 IN U2015 Dead Load 0.02 in Total Load 0.06 IN U1246 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 2443 Ib 2443 Ib Dead Load 1507 Ib 1507 lb Total Load 3950 Ib 3950 Ib Bearing Length 1.81 in 1.81 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 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. 1 to Grain: Base Values Fb = 900 psi Fb' = 1139 psi Cd=1.15 CF=1.10 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E° = 1600 ksi E_min = 580 ksi E_min' = 580 ksi Fc -1- = 625 psi Fc - 1-° = 625 psi Controlling Moment: 5925 ft-Ib 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -2765 Ib At a distance d from support. Created by combining all dead and live loads. Adjusted Comparisons with required sections: Req'd Provided Section Modulus: 62.45 in3 73.83 in3 Area (Shear): 20.04 in2 39.38 in2 Moment of Inertia (deflection): 79.98 in4 415.28 in4 Moment: 5925 ft-Ib 7004 ft-Ib Shear -2765 Ib 5434 Ib 14245 59th Avenue South Tukwila, WA 98168 StruCalc Version 8.0.113.0 2/6/2014 10:40:02 AM page LOADING DIAGRAM B 6ft ROOF LOADING Side 1 Side 2 Roof Live Load RLL = Roof Dead Load RDL = Roof Tributary Width RTW = FLOOR LOADING 25 psf 15 psf 17.3 ft Side 1 25 psf 15 psf 2 ft Side 2 Floor Live Load FLL = Floor Dead Load FDL = Floor Tributary Width FTW = Wall Load WALL = 40 psf 15 psf 8.3 ft 56 0 psf 0 psf 0 ft plf BEAM LOADING wL-roof = wD-roof = wL-floor = wD-floor = BSW = wL = wD = wT = wT-cont = 481 pif 313 plf 333 plf 125 plf 9 plf 814 plf 502 plf 1317 plf 1317 pif 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: Project: 2014-S2-STEVENS Location: FLOOR BEAM @ DINING ROOM POP OUT Combination Roof And Floor Beam [2009 International Building Code(2005 NDS)j 3.5INx 11.25 IN x 12.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 111.6% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.05 IN U2671 Dead Load 0.08 in Total Load 0.13 IN L/1115 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 461 Ib 461 Ib Dead Load 643 Ib 643 Ib Total Load 1103 Ib 1103 lb Bearing Length 0.50 in 0.50 in BEAM DATA Center Span Length 12 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 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. to Grain: Base Values Adjusted Fb = 900 psi Fb' = 1139 psi Cd=1.15 CF=1.10 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E' = 1600 ksi E min = 580 ksi E_min' = 580 ksi Fc - 1- = 625 psi Fc -1-' = 625 psi Controlling Moment: 3310 ft-Ib 6.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 949 Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 34.89 in3 73.83 in3 Area (Shear): 6.88 in2 39.38 in2 Moment of Inertia (deflection): 89.35 in4 415.28 in4 Moment 3310 ft-Ib 7004 ft-Ib Shear 949 Ib 5434 Ib 14245 59th Avenue South Tukwila, WA 98168 StruCalc Version 8.0.113.0 2/6/2014 10.40.02 AM page /of LOADING DIAGRAM 12 ft _.. - ---_ - - -.-—--------- ROOF LOADING Side 1 Side 2 Roof Live Load RLL = Roof Dead Load RDL = Roof Tributary Width RTW = FLOOR LOADING 25 psf 15 psf 1 ft Side 1_ 40 psf 15 psf 0.7 ft 56 25 psf 15 psf 1 ft Side 2 0 psf 0 psf 0 ft plf Floor Live Load FLL = Floor Dead Load FDL = Floor Tributary Wdth FTW = Wall Load WALL = BEAM LOADING wL-roof = wD-roof = wL-floor = wD-floor = BSW = wL = wD = wT = wT-cont = 50 plf 33 pif 27 pif 10 plf 9 pif 77 plf 107 pif 184 plf 184 plf 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: Project: 2014-S2-STEVENS Location: LIVING ROOM WINDOW HDR Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 9.25 IN x 4.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 90.1 % Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN U5861 Dead Load 0.01 in Total Load 0.01 IN U3252 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A B 657 Ib 657 Ib 532 Ib 532 Ib 1189 Ib 1189 lb 0.54 in 0.54 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 4 ft 0 ft 4 ft 1.00 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. to Grain: Base Values Fb = 900 psi Cd=1.00 CF=1.20 Fv = 180 psi Cd=1.00 E = 1600 ksi E_min = 580 ksi Fc -1= 625 psi Fb' = Fv' = Adjusted 1080 psi E' = E_min' = Fc - = 180 psi 1600 ksi 580 ksi 625 psi Controlling Moment: 2363 ft-Ib 2.0 Ft from left support of span 2 (Center Span) Created by combining all dead bads and live Toads on span(s) 2 Controlling Shear: -1183 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead Toads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 26.26 in3 49.91 in3 Area (Shear): 9.86 in2 32.38 in2 Moment of Inertia (deflection): 17.04 in4 230.84 in4 Moment: 2363 ft-Ib 4492 ft-Ib Shear:-1183 Ib 3885 Ib Bruce S. MacVeigh, P.E. 14245 59th Avenue South Tukwila, WA 98168 StruCalc Version 8.0.113.0 2/6/2014 10:40:07 AM page of LOADING DIAGRAM i -ik- Oft -5 UNIFORM LOADS Center Uniform Live Load 0 pif Uniform Dead Load 0 pif Beam Self Weight 7 plf Total Uniform Load 7 plf POINT LOADS - CENTER SPAN Load Number One Live Load 1313 Ib Dead Load 1036 Ib Location 2 ft Project: 2014-S2-STEVENS Location: FLOOR BEAM AT DININD/L1VING ROOM Multi -Loaded Multi -Span Beam 12009 International Building Code(2005 NDS)J 5.5 IN x 12.0IN x 6.67 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 204.7% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.03 IN LJ2908 Dead Load 0.02 in Total Load 0.04 IN L/1796 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS A Live Load 2505 Ib 2602 lb Dead Load 1478 lb 1554 Ib Total Load 3983 Ib 4156 Ib Bearing Length 1.11 in 1.16 in BEAM DATA Cente Span Length 6.67 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 6.67 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1.5 Camber Required 0.03 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 Visually Graded Western Species Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb= 2400 psi Cd=1.00 Shear Stress: Fv = 265 psi Fv' = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Min_ Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Comp. -I- to Grain: Fc - = 650 psi Fc - = 650 psi Controlling Moment: 8665 ft-lb 3.6 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -3345 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Req'd Provided Section Modulus: 43.32 in3 132 in3 Area (Shear): 18.93 in2 66 in2 Moment of Inertia (deflection). 105.85 in4 792 in4 Moment: 8665 ft-Ib 26400 ft-Ib Shear: -3345 lb 11660 lb Bruce S. MacVeigh, P.E. 14245 59th Avenue South Tukwila, WA 98168 StruCalc Version 8.0.113.0 2/6/2014 10 40 08 AM rage I of LOADING DIAGRAM 1 TR2 Tr: 1 . 6.67 ft : UNIFORM LOADS Center Uniform Live Load 0 pif Uniform Dead Load 0 plf Beam Self Weight 14 plf Total Uniform Load 14 pif POINT LOADS - CENTER SPAN Load Number One Live Load 1313 Ib Dead Load 1036 Ib Location 3.58 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load 318.8 pif 250 pif Left Dead Load 191.3 pif 93.8 plf Right Live Load 318.75p1f 250 pif Right Dead Load 191.25 pif 93.75 pif Load Start 0 ft 0 ft Load End 6.67 ft 6.67 ft Load Length 6.67 ft 6.67 ft Project: 2014-S2-STEVENS Location: CRAWL SPACE FLOOR BEAM-#1 Uniformly Loaded Floor Beam [2009 International Building Code(2005 NDS)] 3.5 IN x 9.25 IN x 6.41 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 86.3% Controlling Factor: Moment PEFLECTIONS Center Live Load 0.03 IN U2224 Dead Load 0.01 in Total Load 0.05 IN U1593 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS A Live Load 1078 Ib 1078 Ib Dead Load 427 Ib 427 Ib Total Load 1505 Ib 1505 Ib Bearing Length 0.69 in 0.69 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 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Min. Mod. of Elasticity: Comp. 1 to Grain: Base Values Adiusted Fb = 900 psi Fb' = 1080 psi Cd=1.00 CF=1.20 Fv = 180 psi Fv' = 180 psi Cd=1.00 E = 1600 ksi E' = 1600 ksi E_min = 580 ksi E_min' = 580 ksi Fc -1= 625 psi Fc - - - = 625 psi Controlling Moment: 2412 ft-lb 3.205 ft from left support Created by combining all dead and live loads. Controlling Shear:-1144Ib At a distance d from support. Created by combining all dead and live loads. Comparisons with required sections: Req'd Provided Section Modulus: 26.8 in3 49.91 in3 Area (Shear): 9.53 in2 32.38 in2 Moment of Inertia (deflection): 37.37 in4 230.84 in4 Moment: 2412 ft-Ib 4492 ft-Ib Shear:-1144 Ib 3885 Ib StruCalc Version 8.0.113.0 2/6/2014 10:40:14 AM page LOADING DIAGRAM 6.41 ft FLOOR LOADING FLL = FDL = FTW = WALL = Side 1 plf Side 2 Floor Live Load Floor Dead Load Floor Tributary Width Wall Load 40 psf 15 psf 4.3 ft 0 40 psf 15 psf 4.2 ft BEAM LOADING wL = wD = BSW = wT = 336 plf 126 plf 7 plf 470 plf Beam Total live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: Project: 2014-S2-STEVENS Location: CRAWL SPACE FLOOR BEAM #2 Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 3.51N x 9.251N x 6.0 FT #2 Douglas -Fir -Larch - Dry Use Section Adequate By: 30.0% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.04 IN L/1649 Dead Load 0.02 in Total Load 0.06 IN U1188 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length 1660 Ib 1660 Ib 643 lb 643 lb 2303 Ib 2303 Ib 1.05 in 1.05 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Notch Depth Center 6ft 0 ft 6ft 1 00 0 00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress Modulus of Elasticity: Min. Mod. of Elasticity: Comp. -L to Grain: Base Values Fb = 900 psi Fb' = 1080 psi Cd=1.00 CF=1.20 Fv = 180 psi Fv' = 180 psi Cd=1.00 E = 1600 ksi E= 1600 ksi E_min = 580 ksi Emin = 580 ksi Fc -1 = 625 psi Fc -1 = 625 psi Adjusted Controlling Moment: 3455 ft-Ib 3.0 Ft from left support of span 2 (Center Span) Created by combining at dead loads and live loads on span(s) 2 Controlling Shear: 1750 Ib At a distance d from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Req'd 38.38 in3 14.59 in2 50.4 in4 3455 ft-Ib 1750 lb Provided 49.91 in3 32.38 in2 230.84 in4 4492 ft-lb 3885 Ib Bruce S. MacVeigh, P.E. 14245 59th Avenue South Tukwila, WA 98168 StruCalc Version 8.0.113.0 2/6/2014 10A0-08 AM page al LOADING DIAGRAM rp2 6 ft - UNIFORM LOADS Center Uniform Uniform Beam Total Live Load 0 plf Dead Load 0 pif Self Weight 7 pif Uniform Load 7 pif TRAPEZOIDAL LOADS - CENTER SPAN Three 110 plf 41.3 plf 110 pif 41.25 pif Oft 6 ft 6 ft Four 160 pif 60 pif 160 plf 60 pif Oft 0 ft 0 ft Load Left Left Right Right Load Load Load Number One Two 333.2 plf 125 pif 333.2 pif 124.95 pif 0 ft 6ft 6 ft Live Load 110 plf Dead Load 41.3 pif Live Load 110 pif Dead Load 41.25 plf Start 0 ft End 6ft Length 6 ft a Project: 2014-S2-STEVENS Location: CONC PAD P-1 Footing [2009 International Building Code(2005 NDS)] Footing Size: 2.0 FT x 2.0 FT x 10.00 IN Reinforcement: #4 Bars @ 5.83 IN. O.C. ENV / (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: 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: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Min. Code Req'd Reinf. Flex. Members (ACI-10.5.1): Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. Qu = Qe = Areq = A= StruCalc Version 8.0.113.0 2/6/2014 10:40:04 AM 726 psf 1375 psf 2.11 sf 4.00 sf Bear = 4317 Ib Bear -A = 66300 Ib Vut = Vc1 = Bo = Vu2 = vc2-a = vc2-b = vc2-c = vc2 = Mu = Mn = 1034 Ib 11250 Ib 45 in 3376 Ib 49219 Ib 79688 Ib 42188 Ib 42188 Ib LOADING DIAGRAM 10 In 10 in 0 0 0 0 2ft 4 in --I F 2ft 3 in T 3 in L FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: Weight to resist uplift w/ 1.5 F.S.: PL = 2086 Ib PD = 816 Ib PT = 2902 Ib Pu = 4317 Ib U.R. = 322 Ib 12950 in -I 167925 in-Ib a = 0.62 in As(1) = 0.06 in2 As(2) = 0.75 in2 As-reqd = 0.75 in2 #4's @ 5.8 in. o.c. e/w (4) Min. As = 0.79 in2 Ld = Ld-sup = 15 in 9 in Project: 2014-S2-STEVENS Location: CONC PAD P-2 Footing [2009 International Building Code(2005 NOS)] Footing Size: 2.0 FT x 2.0 FT x 10.00 IN Reinforcement: #4 Bars @ 5.83 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: 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 = Effective Allowable Soil Bearing Pressure: Qe = Required Footing Area: Areq = Area Provided: A = Baseplate Bearing: Bearing Required: Bear = 6855 Ib Allowable Bearing: Bear -A = 66300 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 1642 Ib Allowable Beam Shear: Vc1 = 11250 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 45 in Punching Shear: Vu2 = 5361 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 = Nominal Moment Strength: Mn = Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.62 in Steel Required Based on Moment: As(1) = 0.09 in2 Min. Code Req'd Reinf. Flex. Members (ACI-10.5.1): As(2) = 0.75 in2 Controlling Reinforcing Steel: As-reqd = 0.75 in2 Selected Reinforcement: #4's @ 5.8 in. o.c. e/w (4) Min. Reinforcement Area Provided: As = 0.79 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 9 in Note: Plain concrete adequate for bending, therefore adequate development length not required. StruCalc Version 8.0.113.0 2/6/2014 10:40:05 AM page /of 1152 psf 1375 psf 3.35 sf 4.00 sf LOADING DIAGRAM 10 in 10 in { 6in O c) 2ft 4in n 0J 2ft 3 in 1 3 in L FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: Weight to resist uplift w/ 1.5 F.S.: PL = 3320 Ib PD = 1286 Ib PT = 4606 Ib Pu = 6855 Ib U.R. = 322 Ib 20566 in-I.3 167925 in-Ib • Project: 2014-S2-STEVENS Location: CONC PAD P-3 Footing [2009 Intemational Building Code(2005 NDS)] Footing Size: 2.5 FT x 2.5 FT x 10.00 IN Reinforcement: #4 Bars 5.88 IN. O.C. E/W / (5) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf Pc = 2500 psi Fy = 40000 psi c= 3 in FOOTING SIZE Width: Length: Depth: Effective Depth to Top Layer of Steel: W= 2.5 ft L= 2.5 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: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two Way Shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11-35): Allowable Punching Shear (ACI 11-36): Allowable Punching Shear (ACI 11-37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.62 in Steel Required Based on Moment: As(1) = 0.16 in2 Min. Code Req'd Reinf. Flex. Members (ACI-10.5.1): As(2) = 0.94 in2 Controlling Reinforcing Steel: As-reqd = 0.94 in2 Selected Reinforcement: #4's © 5.9 in. o.c. e/w (5) Min. Reinforcement Area Provided: As = 0.98 in2 Development Length Calculations: Development Length Required: Development Length Supplied: Note: Plain concrete adequate for bending, therefore adequate development length not required. StruCalc Version 8.0.113.0 2/6/2014 10:40:05 AM page o� Qu = 1012 psf Qe = 1375 psf Areq = 4.6 sf A= 6.25 sf Bear = 9409 Ib Bear -A = 66300 Ib Vu1 = 2744 Ib Vc1 = 14063 Ib Bo = 45 in Vu2 = 8096 Ib vc2-a = 49219 Ib vc2-b = 79688 Ib vc2-c = 42188 Ib vc2 = 42188 Ib LOADING DIAGRAM 10 in 10 in 1 6in 1 H n c� F 2.5 ft F-4in--1 L 2.5 ft 1 3 in 3 in FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: Weight to resist uplift w/ 1.5 F.S.: PL = 4553 Ib PD = 1770 Ib PT = 6323 Ib Pu = 9409 Ib U.R. = 503 Ib Mu = 35283 in -la Mn = 209907 in-Ib Ld = 15 in Ld-sup = 12 in 11 0 Project: 2014-S2-STEVENS Location: CONC PAD P-4 Footing [2009 International Building Code(2005 NDS)] Footing Size: 3.0 FT x 3.0 FT x 10.00 IN Reinforcement: #4 Bars @ 5.90 IN. O.C. EMI/ (6) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf Pc = 2500 psi Fy = 40000 psi c= 3 in FOOTING SIZE Width: Length: Depth: Effective Depth to Top Layer of Steel: W= 3ft L= 3 ft Depth = 10 in d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Wood m = 4 in n= 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: 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. Flex. Members (ACI-10.5.1): As(2) = Controlling Reinforcing Steel: As-reqd = Selected Reinforcement: #4's @ 5.9 in. o.c. e/w (6) Reinforcement Area Provided: As = Development Length Calculations: Development Length Required: Ld = Development Length Supplied: Ld-sup = Bruce S. MacVeigh, P.E. 14245 59th Avenue South Tukwila, WA 98168 StruCalc Version 8.0.113.0 2/6/2014 10:40:05 AM page /of 893 psf 1375 psf 5.85 sf 9.00 sf Bear = 11962 Ib Bear -A = 66300 Ib 3904 Ib 16875 Ib 45 in 10803 Ib 49219 Ib 79688 Ib 42188 Ib 42188 Ib 53831 in-Ib 251888 in-Ib 0.62 in 0.24 in2 1.13 in2 1.13 in2 Min. 1.18 in2 15 in 15 in LOADING DIAGRAM 10 in 10 in r 6 in -{ I I 3ft I--4in—I I 0 3ft 3 in 3 in FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: Weight to resist uplift w/ 1.5 F.S.: PL = 5786 lb PD = 2254 Ib PT = 8040 Ib Pu = 11962 lb U.R. = 725 lb • v• Project: 2014S2-STEVENS Location: CONC PAD P-5 Footing 12009 International Building Code(2005 NDS)] Footing Size: 3.0 FT x 3.0 FT x 10.00 IN Reinforcement: #4 Bars @ 5.90 IN. O.C. ENV / (6) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf Pc = 2500 psi Fy = 40000 psi c= 3 in FOOTING SIZE Width: Length: Depth: Effective Depth to Top Layer of Steel: W= 3ft L= 3 ft Depth = 10 in d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Wood m = 4 in n = 6 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = Effective Allowable Soil Bearing Pressure: Qe = Required Footing Area: Areq = Area Provided: A = Baseplate Bearing: Bearing Required: Bear = 13521 Ib Allowable Bearing: Bear -A = 66300 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 4413 Ib Allowable Beam Shear: Vc1 = 16875 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 45 in Punching Shear: Vu2 = 12211 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 = Nominal Moment Strength: Mn = Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.62 in Steel Required Based on Moment: As(1) = 0.27 in2 Min. Code Req'd Reinf. Flex. Members (ACI-10.5.1): As(2) = 1.13 in2 Controlling Reinforcing Steel: As-reqd = 1.13 in2 Selected Reinforcement: #4's t 5.9 in. o.c. e/w (6) Min. Reinforcement Area Provided: As = 1.18 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 15 in 14245 59th Avenue South Tukwila, WA 98168 StruCalc Version 8.0.113.0 2/6/2014 10:40:06 AM age //of 1022 psf 1375 psf 6.69 sf 9.00 sf LOADING DIAGRAM 10 in 10 in H-6in I I f' 3ft 1--4 in —I n n n 3ft 3 in 3 in FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: Weight to resist uplift w/ 1.5 F.S.: PL = 6211 Ib PD = 2986 Ib PT = 9197 Ib Pu = 13521 Ib U.R. = 725 Ib 60844 in -la 251888 in-Ib Project: 2014-S2-STEVENS Location: CONC PAD P-6 Footing 12009 International Building Code(2005 NOS)] Footing Size: 4.0 FT x 4.0 FT x 10.00 IN Reinforcement: #4 Bars @ 5.93 IN. O.C. E/W / (8) 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: Length: Depth: Effective Depth to Top Layer of Steel: W= 4ft L= 4 ft Depth = 10 in d = 6.25 in COLUMN AND BASEPLATE SIZE Column Type: Column Width: Column Depth: Wood m = 6 in n = 6 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: Bear -A = 99450 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 7674 Ib Allowable Beam Shear: Vc1 = 22500 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 49 in Punching Shear: Vu2 = 19401 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 68906 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 81563 Ib Allowable Punching Shear (ACI 11-37): vc2-c = 45938 Ib Controlling Allowable Punching Shear: vc2 = 45938 Ib Bending Calculations: Factored Moment: Mu = Nominal Moment Strength: Mn = Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.62 in Steel Required Based on Moment: As(1) = 0.56 in2 Min. Code Req'd Reinf. Flex. Members (ACI-10.5.1): As(2) = 1.50 in2 Controlling Reinforcing Steel: As-reqd = 1.50 in2 Selected Reinforcement: #4's @ 5.9 in. o.c. e/w (8) Min. Reinforcement Area Provided: As = 1.57 in2 Development Length Calculations: Development Length Required: Ld = 15 in Development Length Supplied: Ld-sup = 21 in 14245 59th Avenue South Tukwila, WA 98168 StruCalc Version 8.0.113.0 2/6/2014 10:40:06 AM page //of 904 psf 1375 psf 10.52 sf 16.00 sf Bear = 20752 Ib LOADING DIAGRAM T 10 in -- bin --I 4ft 3 in FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: Weight to resist uplift w/ 1.5 F.S.: PL = 8504 Ib PD = 5955 Ib PT = 14459 Ib Pu = 20752 Ib U.R. = 1289 Ib 124514 in -la 335851 in-Ib Project: 2014-S2-STEVENS Location: CONC PAD P-7 Footing 12009 International Building Code(2005 NDS)] Footing Size: 1.5 FT x 1.5 FT x 10.00 IN Reinforcement: #4 Bars @ 5.75 IN. O.C. ENV / (3) min. Section Footing Design Adequate FOOTING PROPERTIES Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Qs = 1500 psf Fc = 2500 psi Fy = 40000 psi c= 3 in FOOTING SIZE Width: Length: Depth: Effective Depth to Top Layer of Steel: W= 1.5 ft L = 1.5 ft Depth = 10 in 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 = 772 psf Effective Allowable Soil Bearing Pressure: Qe = 1375 psf Required Footing Area: Areq = 1.26 sf Area Provided: A = 2.25 sf Baseplate Bearing: Bearing Required: Bear = 2424 Ib Allowable Bearing: Bear -A = 44200 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 370 Ib Allowable Beam Shear: Vc1 = 8438 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 41 in Punching Shear: Vu2 = 1638 Ib Allowable Punching Shear (ACI 11-35): vc2-a = 57656 Ib Allowable Punching Shear (ACI 11-36): vc2-b = 77813 Ib Allowable Punching Shear (ACI 11-37): vc2-c = 38438 Ib Controlling Allowable Punching Shear: vc2 = 38438 Ib Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: a = 0.62 in Steel Required Based on Moment: As(1) = 0.02 in2 Min. Code Req'd Reiff. Flex. Members (ACI-10.5.1): As(2) = 0.56 in2 Controlling Reinforcing Steel: As-reqd = 0.56 in2 Selected Reinforcement: #4's @ 5.8 ino.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 = 6 in Note: Plain concrete adequate for bending, therefore adequate development length not required. 14245 59th Avenue South Tukwila, WA 98168 StruCalc Version 8.0.113.0 2/6/2014 10:40:07 AM FOOTING LOADING Live Load: Dead Load: Total Load: Ultimate Factored Load: Weight to resist uplift w/ 1.5 F.S.: PL = 850 Ib PD = 887 Ib PT = 1737 Ib Pu = 2424 Ib U.R.= 181 Ib Mu = 5455 in-Ib Mn = 125944 in-Ib City of Tukwila Department of Community Development April 29, 2015 SAN STEVENS PO BOX 46002 SEATTLE, WA 98146 RE: Correction Letter # lto Revision #1 COMBOSFR Permit Application Number D14-0066 STEVENS RESIDENCE - 13257 40 AVE S Dear SAN STEVENS, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING - R DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 1 1x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) All Structural Drawings and structural calculations sheets to be stamped (original signed wet stamp, not copied) by Washington State licensed architect, structural engineer or civil engineer. (BUILDING REVIEW NOTES) 1. The overall height of the wall shown on the plan to include site observation shows an overall surcharge on the lower wall ranging from 5 feet to 9 feet. This requires an engineer's design details with specifications for construction with the appropriate inspections for retaining wall construction. Design shall include cross section details that specify methods of back fill, footing drainage (where pipe drainage shall terminate) and footing specifications. Details shall specify type of materials for the wall construction with manufactures specifications for backfill to include installation specification for layers of geogrid. Inspections/observations for backfill and geogrid installations shall be provided. Engineer shall specify type of inspections and who shall provide those inspections. Retaining wall inspection reports shall be provided at building final. 2. The retaining wall construction with details was not included in the scope of work. A separate permit may be required or the scope of work of this permit shall also include the retaining wall construction. Additional fees may apply. Contact the permit center for additional information. As indicated above, the final inspections and reports shall be required prior to building final. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Finn Cnnthrontor Rnulounrii.Cuitofilnn • T„he,iIn Wnrhinotnn 0R1502 aPhnno 7/1Fi_d?1_?F7fl. Fnv7/1K_421_?FFS If you have any questions, I can be reached at 206-431-3655. Sincerely, Bill Rambo Permit Technician File No. D14-0066 6300.Snuthrenter RnulPvard ,Suite #101) • Tukwila Wnchinotnn 9R1RR • Phone 7f6-4?1-?67n • Fnr 2(16-4?1-3665 Jennifer Marshall From: Jennifer Marshall Sent: Friday, May 23, 2014 3:24 PM To: jim.stutz@homestreet.com' Subject: FW: D14-0066, Stevens Residence Attachments: SEN_AREAS_COVENANT.pdf; HOLD_HARMLESS.pdf From: Jennifer Marshall Sent: Friday, May 23, 2014 3:23 PM To: 'SANSTEVENS4@HOTMAIL.COM' Cc: 'jim.stuz@homestreet.com' Subject: D14-0066, Stevens Residence The permit D14-0066 for the Stevens Residence to be located at 13257 40 Ave S has received approval and is ready for issuance. There are just a few items that need to be taken care of prior to issuance. They are as follows: 1. Balance: The remaining permit fees of $7,531.88 must be paid. 2. Contractor: The company name of the general contractor must be provided. At the time of issuance their WA State Contractor's License as well as their City of Tukwila Business License will be verified. 3. Documents: Public Works has required that a Sensitive Area Hold Harmless Agreement be completed as well as an Indemnification and Hold Harmless. I have attached scanned copies of these documents. Please note that these must be signed an notarized. The Permit Center counter for permit issuance closes at 4:30 pm every day (including. today). We will not be open on this coming Monday in observance of Memorial Day but will open again at 7:30 on Tuesday, the 27th Jennifer Marshal( Permit Technician, City of Tukwila T: 206 431-3670, F: 206 431-3665 The City of opportunity, the community of choice. 1 truce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Office: 206-571-8794 City of Tukwila May 12, 2014 Attn: Moira Bradshaw/Planning Review Subject: Corrections per DCD Correction Letter #1 dated May 7, 2014/ Residential Site Plan, 13257 40th Avenue S., Tukwila, WA 98168 (PN: 734060-0943) (Permit #: D14-0066) Dear Ms. Bradshaw: The following responses are given in the order of the items in the above comment letter, copy attached for your ready reference. Thank you for the thoughtful comments. Planning Department - The earlier site plan provided a "Keystone" type retaining wall along the south property line and across the rear or west portion of the property. The top of wall elevation was based on a conservative "guess" of the property line elevations and some portions of the wall were shown as up to 5.3 feet high above lower surface grade. Engineering indicated the wall was stable and it was assumed that the permitting of the IBC designed wall would be included under the building permit. Information provided to us indicates that retaining walls over 4 feet in height as based upon height above lower surface grade must be 5 feet from property lines per Planning/Zoning criteria. You also reminded us that walls over 4 feet in height based on height above bottom of wall footing and which fall under the IBC and would require a separate permit. To resolve the situation we visited the site and found that the property line grades were estimated on the high side and that actual grades were lower. Based on the more accurate information we have redesigned the walls on the site plan so that they are only 3.4 feet high above lower surface grade and 3.9 feet high above bottom of wall footing. As such, the walls as now designed may be placed at the south property line without setback and will require no separate additional retaining wall permit. Thank you for your help. Please feel free to contact this office should you have any further questions. RECEIVED CITY OF TUKWILA Sincerely, b I+ QObb Bruce S. MacVeigh, P.E. CORRE ION Civil Engineer LTR# MAY 1 2 2014 PERMIT CENTER greertukhssite04/1397 City of Tukwila Department of Community Development May 2, 2014 SAN STEVENS PO BOX 46002 SEATTLE, WA 98146 RE: Application No. D14-0066 STEVENS RESIDENCE 1.3257 40 AVE S Dear SAN STEVENS: Jim Haggerton, Mayor Jack Pace, Director Permit application D14-0066 for the work proposed at STEVENS RESIDENCE (13257 40 AVE S) has not been issued by the City of Tukwila Permit Center. Per the International Building, Residential, and Mechanical Codes as well as the Uniform Plumbing Code and/or the National Electric Code, every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application is due to expire 06/28/2014. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is completed for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) Submit a written request for application extension (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that your permit is not issued, we do not receive your written request for extension, or your request is denied your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, er Marshall Technician File Vo: D14-0066 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development May 07, 2014 SAN STEVENS PO BOX 46002 SEATTLE, WA 98146 RE: Correction Letter # L COMBOSFR Permit Application Number D14-0066 STEVENS RESIDENCE - 13257 40 AVE S Dear SAN STEVENS, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING DEPARTMENT: Moira Bradshaw at 206-431-3651 if you have questions regarding these comments. • The retaining wall on the south property line must be setback the required 5 foot side yard distance because it is over four feet in height. • A separate permit is required for the wall if it is over 4 feet. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a' Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-433-7165. Sincgrely, mg Jenm r Mars al Permi Techni i. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 ruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Office: 206-571-8794 April 22, 2014 City of Tukwila Attn: Residential Plans Review Subject: Corrections per Consolidated Comment Letter dated March 31, 2014/ Residential Site Plan, 13257 40th Avenue S., Tukwila, WA 98168 (PN: 734060-0943) (Permit #: D14-0066) Dear Sir: The following responses are given in the order of the items in the above comment letter. Thank you for the thoughtful comments and ideas. Building Department - These comments are addressed separately by the building designer. Planning Department - The building height question has been addressed in the revised building plans and in the revisions to the Site Plan submitted with this letter. There is a large fir tree (est. 12" dia.) in the northeast corner. There are no plans to remove it. Should utilities interfere with the tree location, their routing will be adjusted. A smaller fir tree (est. 8-10" dia.) is located near the south property line about one quarter of the distance in from the right-of-way. This one will have to be removed due to the driveway and house location. All other vegetation on the site is minor. Note that the ground cover on the sloped area at the rear of the site above the proposed retaining wall will likely be retained, or at the owner's option fully landscaped with full ground cover vegetation. Public Works Department - We have revised the site plan to show the new water service connection to the street main, as well as the sidesewer connection to the sewer main. The gas service and wired utilities will be coordinated with the service providers with their input during the early stages of building construction. Any right-of-way work will be permitted, possibly with separate permits if necessary, at that time. We have revised the frontage storm drainage system per your suggestio RECEIVED which appears to be a good one. �1TY OF TU K W I LA CORRECTION b11-1%. 006)4 APR 2 3 2014 PERMIT CENTER We have shown an additional 5 foot wide a.c. paved shoulder across the frontage, with the middle new catch basin accepting water from the road side. We would like the field inspector to coordinate the details of this with the contractor directly since this is very much a non-standard situation. This strip may be considered sidewalk and will be marked per your suggestion to indicate a walkway area. The owner will coordinate the Traffic Concurrency Certificate, the Transportation Impact Fee and the Bill of Sale for right-of-way improvements (with the help of this office). Any and all work in the right-of-way will be under permit which will be coordinated by the owner and contractor with the City prior to any work in the right-of-way. This office will provide assistance as needed in preparing for the application(s). It is understood that an application for right-of-way work shown on the revised site plan is required specifically. Please feel free to contact this office should you have any questions. Sincerely, Bruce S. MacVeigh, P.E. Civil Engineer greertukhssite03/1397 City of Tukwila Department of Community Development March 31, 2014 SAN STEVENS PO BOX 46002 SEATTLE, WA 98146 RE: Correction Letter # 1 COMBOSFR Permit Application Number D14-0066 STEVENS RESIDENCE - 13257 40 AVE S Dear SAN STEVENS, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (BUILDING REVIEW NOTES) 1. The buildings foundation plan shows a flat crawl space. However the site plan and elevations show a sloping lot with approximately 4 to 6 feet of slope. In this case the foundation would be stepped at certain locations and creating a deeper crawl space. Identify where the foundation shall be sloped with details for that stepped foundation or specify a deeper crawl space. Also on the north elevation the finished grade is not consistent with the south elevation. Show the finished grade to be consistent with the site plan and topographical sloping elevation points indicated on the site plan. 2. Specify or show where the attic access shall be provided for the different attic spaces. Specify weather stripping and insulation for the access doors. PLANNING DEPARTMENT: Moira Bradshaw at 206-431-3651 if you have questions regarding these comments. • Height limit is 30 feet not 35 feet. Height is measured from average ground plane to mid -point on a pitched roof. Please provide a table showing the average ground plan for each side of the building and the point of the average on the elevation so that we may scale off the measureable height. Elevation points should be approximately every 10 feet on the north and south sides where there is a change in elevations. Identify which trees on the site are to be preserved. There is a large fir in the northeast corner that looks like it is in the right of way. There is a limit of 4 significant trees that may be removed without acquiring a tree removal permit. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • DATE: March 28, 2014 PROJECT: Stevens (SFR) 13257 40th Ave. South TL no. 734060-0943 1st Review Comments PERMIT NO: D14-0066 PLAN REVIEWER: Contact David McPherson at (206) 431-2448, if you have any questions/comments regarding the following comments. David.McPherson@TukwilaWA.gov 6300.Snuthrantar Rnulavard .Suits #100 • Tukwila Wn.chinotnn 98/RR • Phnna 206-431-367n • Far 2n6-431-3665 1. Revise site plan to include (1) show and label water main within 40th Ave. south (2) label new 1" water meter (3) show and label I" water service line connection to existing water main within 40th Ave. South (4) show and label any pavement cuts within 40th Ave. South (5) show & label on plan sheet any proposed power and other utilities (gas, cable, telephone, etc.) as applicable. 2. Construct storm drainage system within 40th Ave. South per red -lined plan sheets. Storm drainage pipe within 40th Ave. South shall be 18-inch. (see enclosed red -lined plan sheets) 3. City recommends constructing sidewalk adjacent to property within 40th Ave. South. 4. Provide a completed Traffic Concurrency Certificate Application for this Building permit prior to Building permit issuance. Test Fee based on one single family residence is $300.00. (see enclosed application) 5. A Transportation Impact Fee applies to this permit. Transportation Impact Fee based on one single family residence in Zone 3 is $1,013.88; due at issuance of this Building Permit. 6. Owner shall sign with Notary, a Bill of Sale and Material List as part of this Building Permit. Bill of Sale will be recorded at King County, after Mayor signs the document. Public Works will prepare document for signature. Owner shall pay recording cost as part of this Building permit. 7. Work within the 40th Ave. South Public right-of-way requires a Street Use permit as part of this Building permit. Bonding, insurance, and a Hold Harmless Agreement for work within the Public Right -of -Way are required. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at 206-431-3655. Sincerely, C Bill Rambo Permit Technician File No. D14-0066 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 r • #,94 Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical co, "' 14245 59t Ave. S. Tukwila, WA 98168 Office: 206-571-8794 r February 28, 2014 City of Tukwila Attn: Building Official/Field Inspector Subject: Drainage Assessment, Residential Site Plan 13257 40th Avenue S., Tukwila, WA 98168 (PN: 734060-0943) Dear Sir: REVIEWED FpR CODE APPROVED ROVED MAY 21 2014 BUILD of Tukwila NMI, ft MAR 03 2014 TUKWiu-► PUBLIC WORKS This evaluation is provided to give the basis for the residential drainage plan for the above site. The site is undeveloped. It consists of a relatively level upper portion about 6 to 8 feet above it frontage road, with a fairly steep downslope of about 1.5:1 to the road level. A similar slope exists along its north side where the neighboring site was cut when the house was constructed there several years ago. About 2 to 4 feet of non-structural fill from the work on the north site was placed on the upper area to level its surface somewhat. The site vegetation consists of several trees of 8 to 12" diameter, and a general Tight brush. The following information provides the basis for the chosen Perforated Tightline Connection (KCSWM Manual, Appendix C) to the existing frontage ditch along its east side: 1. Soils were not suitable for on -site infiltration being clay -based. 2. On -site dispersion is not feasible due to site slopes and limited areas for the required vegetated flow paths. 3. A general review of the downstream flows from the site found no areas of capacity or erosion problems. 4. The topography of the site and availability of the frontage ditch works well with the use of the Perforated Tightline Connection. Attached are soil logs and a list of basic information about the site. Please feel free to contact this office should you have any questions. Sincerely, Bruce S. MacVeigh, P.E. Civil Engineer RECEIVED CITY OF TUKWILA FEB � 8 2014 PERMIT CENTER greertukhssite02/1397 b11-1.-- Oc9(b EXPIRES: 4/24//j I 28teff1/4 SOIL LOGS Soil Log 1 0-60"+ Soil Log 2 0-24" 24-60"+ Soil Log 3 0-36" 36-72"+ Soil Log 4 0-36" 36-60"+ Soil Log 5 0-6" 6-42"+ 11 NOV 13 Operator: Paul Cooper Silty loam w/ trace of clay (fill) Silty loam w/ trace of clay (fill) Sandy clay w/ slight mottling Silty loam w/ trace of clay (fill?) Coarse medium sand w/some silt Silty loam w/ trace of clay (fill?) Sandy clay w/trace of mottling Topsoil Sandy clay w/trace of mottling SOIL LOGS Soil Log 1 0-60"+ Soil Log 2 0-24" 24-60"+ Soil Log 3 0-36" 36-72"+ Soil Log 4 0-36" 36-60"+ Soil Log 5 0-6" 6-42"+ 11 NOV 13 Operator: Paul Cooper Silty loam w/ trace of clay (fill) Silty loam w/ trace of clay (fill) Sandy clay w/ slight mottling Silty loam w/ trace of day (fill?) Coarse medium sand w/some silt Silty loam w/ trace of clay (fill?) Sandy clay w/trace of mottling Topsoil Sandy clay w/trace of mottling IMPERVIOUS AREAS Existing 0 sf Proposed new residence Proposed new driveway/pad Total proposed 2,500 sf (approx.) 850 sf (approx.) 3,350 sf (approx.) Net new impervious area 3,350 sf 0.041 ac. EARTHWORK ESTIMATE Cut 300 cy Fill 50 cy Remove 250 cy Site Total 350 cy CLEARED/DISTURBED AREAS Lot area 7,659 sf 0.176 ac. Cleared/disturbed area 7,000 sf 0.161 ac. LOT COVERAGE 3,350 /7,659 = 43.7 percent CONSTRUCTION SCHEDULE 1. Mark clearing limits. 2. Install silt fence and stabilized construction entrance. 3. Perform rough grading. 4. Construct building. 5. Install underground utilities. 6. Remove construction entrance. 7. Install driveway/pad. 8. Perform fine grading and place topsoil. 9. Install lawn and landscaping. 10. Remove silt fence when groundcover established. PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0066 PROJECT NAME: STEVENS RESIDENCE SITE ADDRESS: 13257 40 AVE S Original Plan Submittal DATE: 05/27/15 Revision # X Response to Correction Letter # 1 X Revision # before Permit Issued after Permit Issued DEPARTMENTS: ion �— Building Di Public Works ❑ Fire Prevention Structural Planning Division Permit Coordinator • PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 05/28/15 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews) DUE DATE: 06/25/15 Approved with Conditions ❑ Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0066 PROJECT NAME: STEVENS RESIDENCE SITE ADDRESS: 13257 40 AVE S Original Plan Submittal Response to Correction Letter # X DATE: 04/21/15 Revision # before Permit Issued Revision # 1 after Permit Issued DEPARTMENTS: Biti Bulldi too( 4itt-te ng Division DATh Z2-►s' Public Works 111 Irnn (l/ 44A5mulii Fire Prevention lip Structural 002 lif L4 (5 Planning Division o Permit Coordinator • PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: 04/23/15 Structural Review Required DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required L (corrections entered in Reviews) DUE DATE: 05/21/15 Approved with Conditions ❑ Denied (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg — Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 Notation: PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0066 DATE: 05/12/14 PROJECT NAME: STEVENS RESIDENCE SITE ADDRESS: 13257 40 AVE S Original Plan Submittal X Response to Correction Letter # 2 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division Public Works ❑ Fire Prevention Structural Planning Division IN Permit Coordinator 111 PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 05/13/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) bth\ ckC / deek 2 -5040 DUE DATE: 06/10/14 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping 0 PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0066 DATE: 04/23/14 PROJECT NAME: STEVENS RESIDENCE SITE ADDRESS: 13257 40 AVE S Original Plan Submittal X Response to Correction Letter # 1 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: 1A-30` -" s g Buildin Division Vu&Works0\4/ i‘Ot Fire Prevention Structural El M11. Co Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 04/29/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved _ Approved with Conditions Corrections Required [2/ (corrections entered in Reviews) Denied (ie: Zoning Issues) DUE DATE: 05/27/14 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Ping PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D14-0066 DATE: 02/28/14 PROJECT NAME: STEVENS RESIDENCE SITE ADDRESS: 13257 40 AVE S X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Csoi VY O 19 -19 Building Division 1111 Public Works �^ �c- 3-(0-0H !As cow - ;a8-\1-\ • Fire Prevention 1N Planning Division Structural Permit Coordinator • PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) DATE: 03/04/14 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required n Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 04/01/14 n Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only {1 r CORRECTION LETTER MAILED: -- {"1 Departments issued corrections: Bldg Fire ❑ Ping PW Staff Initials: 12/18/2013 PROJECT NAME: J+ setS" I .e, PERMIT NO: �� j--�— ©D cc.K� SITE ADDRESS: '`�.S-7 40 ORIGINAL ISSUE DATE: REVISION LOG REVISION NO. DATE RECEIVED STAFF INIV�CI�LS ISSUED DATE STAFF INITIALS Aul- �- 41-1, ��'�� oft /I S Summary of Revision: Pp ` 1 v\Seet6^ Received REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: - Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us i REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D 14-0066 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ® Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Stevens Residence Project Address: 13257 40 Ave S Contact Person: 5 c 9 Phone Number: 2°6 — 95 — ftWEIVED CITY OFTUKWtA MAY 27 !015 PERMR CENTER Summary of Revision: AS 23C,,L7 &.' —P0/20 U//3ISs no"eA-Ce/ifJ47E `TEAS-.G/21517fE7-i79s dF Zosyncf "7Eb �A1LS_ iesG/2_7 D lSG S es # pa' le"rs ? xi S 7/2Uc-7 D � lAVAI . Sheet Number(s): Pi/4M SIII. IA '} F"eP" R7 (NE W) "Cloud" or highlight all areas of revision including date of revieo Received at the City of Tukwila Permit Center by: 'Entered in TRAKiT on 5 -7 --( \applications\Porms-applications on Iine\revision submittal Created: 8-13-2004 Reviced• Date: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: j (- ❑ Response to Incomplete Letter # 0 Response to Correction Letter # Revision # after Permit is Issued 0 Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: Contact Person: Summary of Revision: Phone Number: IA) (s A- - rot im CRY OF II acwiu APR 21N PERINICENTER Sheet Number(s): k "Cloud" or highlight all areas of revision includin: date o Received at the City of Tukwila Permit Center by: ,_ Entered in TRAKiT on "-i)-4 e to City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: // '1, V / Plan Check/Permit Number: ❑ Response to Incomplete Letter # Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: ,$ �: .5-74(/l5-/S ,P / Project Address: /3 Z (51-D Contact Person: /3%2I`<A" /de ' /4X/ /' F • Phone Number: Summary of Revision: Celt z6G- S77i-6?- ,1 eVI-5W Jj V y s 77 .0(-/C lz 7-A l/c-ir 4. LA/4146 4 /4 J7 �G l-icss 7- .0.v $;; / ff $ l/z RECEIVED 0 9 Zij? PiRtirr CORER Sheet Number(s): 4- 11" 2/ Z (1 s 7.5 "Cloud" or highlight all areas of revision including date of rev on Received at the City of Tukwila Permit Center by: Og— Entered in TRAKiT on 11 11 City of Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Ll I Z 31 ( -1 Plan Check/Permit Number: J) 0 0 6 k ❑ Response to Incomplete Letter # Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: I3257 / Ave, 5 :Ili k(�Ji Contact Person: L -eD V) fd �(r K1 hn-F Phone Number: 2 l Summary of (f-Q Reviinsiion:c��aeS MOWED 0(AAMT CelirEP Sheet Number(s): "Cloud" or highlight all areas of revision including date of revis on Received at the City of Tukwila Permit Center by: Entered in TRAKiT on y LA City of Tukwila r CERTIFICATE OF WATER AVAILABILITY Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov PERMIT NO.: Part A: To be completed by applicant Site address (attach map and le al description showing hydrant locationand size of main): 13 2. 51 Lt A-vr,•5,T1 wi:�� (Hi), '5? Owner Information Agent/Contact Person Name: Q ►/ t 1 `1`� /�tf �end r ; Name: 6k 1�1 �v--e t/ eS Address: Address: Phone: Phone: 0_66_ R 13_ , `S-2_5- za6_ g9-3� 4 _ This certificate is for the purposes of: Residential Building Permit Commercial/Industrial Building Permit ❑ Preliminary Plat ❑ Rezone ❑ Short Subdivision ❑ Other Estimated number of service connections and water meter size(s): Vehicular distance from nearest hydrant to the closest point of structure is ft. Area is served by (Water Utility District): WATER DISTRICT 125 Part B: To be completed by water utility district 1. The proposed project is within 2. Q No improvements required. 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: l L�/Cu1 i L� Ki Avg (City/County) '-// 4 (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 2./ (O 50 gpm at 20 psi residual for a duration of 2 hours at a velocity of 2.0 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. RECEIVED CITY O1= TUKWILA FEB 2 8 2014 PERMIT CENTER I hereby certify that the above information is true and correct. K t NC� C6 un:Tti IL) ATFR L) i ST R i CT • l2' Agenchone 20 6, 2 Z 9 5 y By f `at.`c. Ya.t.ae�-x.d Date EX piAe-s �z zy-t5) This certificate is not valid without Water District 125's attachment entitled "Attachment to Certificate of Water Availability" H:MpplicationslForms-Applications On Line\2011-05 Water Availability.doc Revised: May 2011 (onqj or Short Install. woe Attachment to Certificate of Water Availability King County Water District No. 125 The following terms and conditions apply to the attached Certificate of Availability ("Certificate") 1 This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the. City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or govemmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Applicant's Signature District Representative Date 2-% 2-4 'VI Pa _00 Date aZ - Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D14-0066 Grantor: San Stevens, an individual Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Along 40th Ave. South and adjacent to 13257 40th Ave. South. Abbreviated Work Description: Work within the City Right -of -Way for driveway access, storm drainage, utilities, 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 attomey'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 W this Z 7 day of OF, said individual have caused this instrument to be executed , 2014. STATE OF WASHINGTON) )ss. County of King ) Propert- ner / antor I certify that I know or have satisfactory evidence that San Steve appeared before me, and said individual acknowledged that tbey and acknowledged it to be their free and voluntary act for the use in this instrument. Notary Public SUM of W sNnNan AMANDA TASILE My Appointment Expires Aug 29, 2017 ame: s is the person who igned this instrument and purposes mentioned OTARY PUBLIC, in and for the State of Washington, residing at I &) ithictover h'cu-s' iUlcwilGs� NJ eiSiSSS My commission expires: DATED this GRANTEE: CITY of TUKW By: Print Name: Its: day of Bob Giberson Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) , 2014 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 .u_-(,we c -z.% Name: NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: .J- ♦3 WHEN RECORDED, RETURN TO: City Clerk City of Tukwila 6200 Southcenter Boulevard Tukwila, WA 98188 Grantor: San Stevens, an individual IIIIII�IIIIMIIIII 2Kiliar!226 0140611001737 Grantee: The City of Tukwila, a Washington municipal corporation Legal Description (Abbreviated): A Portion of the SE 'Aa of the NW 1/4, Sec. 15, T. 23 N., R. 4 E., WM. Full Legal Description: Riverside Interurban TRS Parcel D of City of Tukwila Boundary Line Adjustment Recording no. 20000501000123, being a Portion of S 1/4 of E ' of Tract 61 Riverside Interurban Tracts according to the Plat thereof recorded in Volume 10 of Plats, Page 74, in King County, Washington. Assessor's Tax Parcel ID Numbers: 734060-0943 SENSITIVE AREA COVENANT AND HOLD HARMLESS AGREEMENT This covenant and hold harmless agreement is entered into between San Stevens, an individual, ("Grantor), and the City of Tukwila, a Washington municipal corporation ("Grantee"). RECITALS WHEREAS, Grantor owns and has applied for necessary permits to develop certain real property (the "Property") legally described above. WHEREAS, a portion of the Property contains sensitive areas and the Property is adjacent to sensitive areas of potential geologic instability (potential slide areas). WHEREAS, as a condition of the issuance of short subdivision approval, land use permits, and/or construction permits for the Property, the Grantee required the Grantor to execute and record this "Sensitive Area Covenant and Hold Harmless Agreement" to hold the City of Tukwila harmless from all loss incurred as a result of any landslide or seismic activity, or soil disturbance. Page 1 of 4 WHEREAS, Grantor assumed this obligation in order to obtain said Building permit approval under Building permit no. D14-0066 for the Property. WHEREAS, Grantor has performed a geological reports and evaluations, prepared by Bruce S. MacVeigh, P.E., dated April 22, 2014. WHEREAS, the parties agree that this agreement constitutes an arms length, bargained - for agreement, which includes a waiver of liability that runs with the land for risks created by the proposed use of property because of the shape, composition, location or other characteristic unique to the Property sought to be developed. NOW, THEREFORE, the parties agree as follows: AGREEMENT 1. In consideration of Grantee issuing development permits, which constitutes good and valuable consideration, the receipt of which and the sufficiency of which the Grantor hereby acknowledges, the Grantor shall defend, indemnify, and hold the Grantee, its officers, officials, employees, agents, and assigns harmless from any and all claims, injuries, damages, losses, or suits, whether brought by grantor or third parties, including all legal costs and reasonable attorney fees, arising out of or in connection with any injuries or damages to persons or property caused in whole or in part by any landslide or seismic activity or soil disturbance on the Property, legally described above. 2. Grantor on its own behalf and on behalf of its heirs, successors and assigns hereby waives any right to assert any claim against the Grantee, its officers, officials, employees, agents, and assigns for any loss, or damage to people or property either on or off the site resulting from any landslide or seismic activity or soil disturbance on said Property by reason of or arising out of the issuance of the permit(s) by the City for development on said Property except only for such losses that may directly result from the sole negligence of the City. 3. Grantor will inform its successors and assigns of said Property that the Property is in an area of potential geologic instability (potential slide area), of the risks associated with development thereon, of any conditions or prohibitions on development imposed by the City of Tukwila, and of any features in this design which will require maintenance or modification to address anticipated soils changes. 5. Grantee's inspection or acceptance of any of the Grantor's construction or other work either during construction or when completed shall not be grounds to avoid any of these covenants of indemnification. 6. This covenant and hold harmless agreement shall be a covenant running with the land and the rights and obligations contained herein shall run with and burden the Property, including Page 2 of 4 each parcel comprising the Property and shall inure to the benefit of and be binding upon the Grantor and Grantee, their successors and assigns. IN WIT I SS W this? 7 day of OF, said individual has caused , 2014. y -Th is instrument to be executed Property Owner . AAuthorized Signature STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that San Stevens is the person who appeared before me, and said individual acknowledged that he/she signed this instrument and acknowledged it to be his/her free and voluntary act for the uses and purposes mentioned in this instrument. Dated 111.0,AA - :Appointment tanNotary NM AMANDA TABILE Expires Aug 29, 2017 State of wah Public in and for the State of Washington es' 'ng at W) atuicver Ali-r E T iAkw 1 la., \IV a '11 s$ My appointment expires (LW S+ 2CC; ,2O I i Page 3 of 4 day of , 2014. GRANTEE: CITY OF TUKWILA Attest/Authgnticated: City Clerk Approved As to Form: farLQC City Attorney STATE OF WASHINGTON ) ss. On this day of —73-11,;0 , 2014 , before me, the undersigned, a Notary Public in and for the State of Washington, duly commissioned and sworn, personally appeared Jim Haggerton, known to me to be the Mayor of CITY OF TUKWILA, the municipal corporation that executed the foregoing instrument, and acknowledged it to be the free and voluntary act of said municipal corporation, for the uses and purposes mentioned in this instrument, and on oath stated that he was authorized to execute said instrument. County of King WITNESS my hand and official seal hereto affixed the day and year above written. .-170,,siON 444 -.- f,(1-1_,„..,..09.0_10:111. - it, :bump fa,..., print n • � `I rz. NOTARY PUECCIC in and for the State of ashington, r siding t EetgP b of Page 4 of 4 "WOR1UNG SEWER TOWARD A BETTER EATIRW1fEN7" 3460 S 148th Suite 100 r j7 ./ - - Seattle, WA 98168 1- �'«, 'i t' 1 `7'TP' • Phone: (206) 242-3236 DISTRICT Fax: (206) 242-1527 CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential: $ 50.00 Commercial: $100.00 0 Certificate of Sewer Availability OR C Certificate of Sewer Non -Availability Part A: (To Be Completed By Applicant ) Purpose of Certificate: K Building Permit ❑ Preliminary Plat or PUD ❑ Short Division • Rezone ❑ Other Proposed Use: ❑ Commercial Residential Single Family ❑ Residential Multi -Family • Other Applicant's Name 515 en Phone Number -- -Lf57 Property Address or approximate location 132 L Avs, ax Lot Number 7 3 LFo600q c}3 Legal Description (Attach Map and legal Description if Necessary ); Part B: (To be Completed by Sewer Agency ) a. A Sewer Service will be provided by side sewer connection only to an existing K. size sewer 1 0 feet from the site and the sewer system has the capacity to serve the proposed use. OR • b. Sewer service will require an improvement to the sewer system of: • (1) feet of sewer trunk or lateral to reach the site; and/or • (2) The construction of a collection system on the site and/or ❑ (3) Other (describe) 2. Must be completed if 1. b above is checked a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR C b. The sewer system improvement will require a sewer comprehensive amendment. 3. a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District. OR 0 a. Annexation or BRB approval will be necessary to provide service. 4. Service is to the following; subject Permit $ a. District Connection Charges due prior to connection: GFC: $ SFC: $ Unit: $ Total $ (Subject to Change on January 1st) RECEIVE Either a King County/METRO Capacity Charge, SWSSD or Midway Sewer District ConneCjfy OF TU K Charge may be due upon connection to sewers. FEB 28.21 b. Easements: ❑ Required ❑ May be Required PERMIT CEN c. Other CAc,/13er ePhic,,min' -eel al f.m4 o1 C,OWnecf,vIn I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of. signature. • By 0 7, Title f$ ir�-€dof Date Z/Z9hoizil D WILA 14 ER bE'+OOb (9 ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that I have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature Date Ilitse tkblA Department of Natural Resources and Parks Wastewater Treatment Division King County Residential Sewer Use Certification Sewage Treatment Capacity Charge • To be completed for all new sewer connections, re- connections, or change of use of existing connections. • This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect. Please Print or Type ?2 7 4c'' Ave,. s Property Street Address ' —49M LP /1 A k- A. 925'/G 0 City State ZIP ')19- ()0(0@ Owner's Name 5-7 L'S4-l.S Owner's Mailing Address P©, 1 ca City State ZIP e Wi4 /4 G Owner's Phone Number (with Area Code) 20 6 r- ?sus 3 S12 S� Property Contact Phone Number (with Area Code) Party to be Billed (if different than Owner): 5-AP— Name Street Address For King County Use Only Account # No. of RCEs Monthly Rate 4425Legage;*— 4/4/ Sewer District / Agency Contact & Phone Number Date of Sewer Connection Side Sewer Permit Number Required: Property Tax Parcel Number 734 060 - c•43 Subdivision Name Subdivision Number Lot Number Block Number RECEIVED Building Name envoyi'f1onLA City State ZIP Residential Customer Plea c eck appropriate box: Equivalent (RCE) IPESingle-family (free standing, detached only) 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 = ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 = 1.6 2.4 3.2 If Multi -family, will units be sold individually? ❑ Yes ❑ No FEB 2 8 2014 0ERMVT CENTER Please report any demolitions of pre-existing building on this property. Credit for a demolition may be given under some circumstances. Demolition of pre-existing building? ❑ Yes EMQE Was building on Sanitary Sewer? ❑ Yes ❑ No/(///i Was Sewer connected before 2/1/90? ❑ Yes ❑ No Sewer disconnect date: f/4 Type of building demolished? Request to apply demolition credit to multiple buildings? ❑ Yes ❑ No /y/A If yes, will this property have a Homeowner's Association? ❑ Yes 6'No Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge is established annually by the Metropolitan King County Council as a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge is to recover costs of providing sewage treatment capacity for new sewer customers. All future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at 206-684-1740. I certify that the information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resubmission of pot er d data for determination of a revised capacity char e. 2 Si 1 �. Signature of Owner/Representative Print Name of Owner/Representative �A Date American Prestige Homes Inc Page 1 of 2 0 Washington State Department of Labor & Industries American Prestige Homes Inc Owner or tradesperson Stevens, San Y Principals Stevens, San Y, PRESIDENT WA UBI No. 603 377 564 PO Box 46002 SEATTLE, WA98145 206-853-4525 KING County Business type Corporation License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. AMERIPH864JD Effective — expiration 04/04/2014— 04/04/2016 Bond American Contractors Indem CO Bond account no. 100243404 $12,000.00 Received by L&I Effective date 04/04/2014 03/14/2014 Insurance Western Pacific Mutual Ins Co $1,000,000.00 Policy no. WPGL4600055714 Received by L&I Effective date 04/04/2014 03/24/2014 Expiration date 03/24/2015 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. Tax debts No tax debts during the previous 6 year period. License Violations No license violations during the previous 6 year period. https://secure.lni.wa.gov/verify/Detail.aspx?UBI=603377564&LIC=AMERIPH864JD&SAW= 05/27/2014