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Permit D15-0082 - BRC FAMILY LLC - NEW SINGLE FAMILY RESIDENCE
BRC FAMILY LLC 1411934 TH PL S D15-0082 } City of Tukwila • Department of Community Development • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.Rov COMBOSFR PERMIT Parcel No: 1523049320 Address: 14119 34TH PL S Project Name: BRC FAMILY LLC Owner: Name: ORCAS HOMES LLC Address: 813 THOMAS AVE SW, RENTON, WA, 98057 Contact Person: Name: BOB RESTER Address: PO BOX 731310, PUYALLUP, WA, 98375 Contractor: Name: BRC FAMILY LLC Address: PO BOX 731310, PUYALLUP, WA, 98373-3035 License No: BRCFAFL901QQ Lender: Name: AMERICAN CONTRACTORS INDEMNITY Address: 625 THE CITY DR S #305 , ORANGE, CA, 92868 DESCRIPTION OF WORK: Permit Number: D15-0082 Issue Date: 6/23/2015 Permit Expires On: 12/20/2015 Phone: Phone: Expiration Date: 11/18/2016 CONSTRUCTION OF A NEW 3296 SQ FT RESIDENCE WITH 618 SQ FT ATTACHED GARAGE AND 188 SQ FT COVERED DECK ON LOT C OF DUNBABIN SHORT PLAT 1-14-0037. PUBLIC WORKS ACTOVITIES INCLUDE EROSION CONTROL, STORM DRAINAGE,LAND ALTERING AND ACCESS DRIVEWAY. PROJECT ON VALLEY VIEW SEWER AND WD #125 WATER. Project Valuation: $443,934.82 Fees Collected: $11,838.20 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Occupancy per IBC: R-3 Electrical Service Provided by: Water District: Sewer District: Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: 2012 National Electrical Code: 2014 2012 WA Cities Electrical Code: 2014 2012 WAC 296-46B: 2014 2012 WA State Energy Code: 2012 2012 Volumes: Cut: 95 Fill: 0 Number: 0 Water Meter: No Permit Center Authorized Signature: rl w Date: !� I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit nd agree to the conditions attached to this permit. Signature: Date: �5 Print Name: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: 'BUILDING PERMIT CONDITIONS' 2: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not in accordance with the approved construction documents shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 5: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 9: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 10: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 11: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controls with the strapping. 12: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 13: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 14: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 15: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 16: ***MECHANICAL PERMIT CONDITIONS*** 17: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 18: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 19: Manufacturers installation instructions shall be available on the job site at the time of inspection. 20: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 21: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 22: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 23: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 24: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 25: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 26: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 27: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 28: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R-3. 29: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 30: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 31: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 32: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 33: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. 34: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 35: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments 36: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 37: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436). 38: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 39: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 40: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (City Ordinance #2435) 41: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 42: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 43: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. 44: ***PUBLIC WORKS PERMIT CONDITIONS*** 45: The applicant must call Public Works at (206) 433-0179 to schedule a mandatory preconstruction meeting with Public Works Inspector, Mr. Dave Stuckle. The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 46: Permit is valid between the weekday hours of 7:00 a.m. and 5:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 47: Work affecting traffic flows shall be closely coordinated with the Public Works Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 48: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 49: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify Public Works Inspector before 12:00 Noon on Friday preceding any weekend work. 50: Any material spilled onto any street shall be cleaned up immediately. 51: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 52: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 53: The Land Altering Permit Fee is based upon an estimated 95 cubic yards of cut and 0 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 54: From October 1 through April 30, cover any slopes and stockpiles that are 3H:IV or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 55: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 56: The house needs to have a fire sprinkler system installed. Applicant shall contact Water District #125 @ 206 242-9547 to obtain the water meter. Applicant shall obtain sanitary side sewer permit from Valley View Sewer District, Phone 206 242-3236. 57: ***PUBLIC WORKS PERMIT CONDITIONS*** 58: 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. 59: 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. 60: Any material spilled onto any street shall be cleaned up immediately. 61: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 62: Prior to backfill of pipe and final sign off, provide as -constructed plan sheet showing dimensions in relation to property line and house. 63: All conditions of Dunbabin Short Plat L14-0037 recorded under KC recording number 20150224900002 shall be met. There is a private drainage easement within adjacent lot D for the benefit of lot C of Dunbabin Short Plat. Lot C is responsible for maintenance. 64: The approx. 85 cu yards of excavated dirt shall be removed from the site, so existing lot drainage pattern will be maintained. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 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 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 5100 STREET USE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUK. A Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 hq://www.TukwilaWA.t ov Combination Permit No. D16 -no 3"Q Project No.: Date Application Accepted: Date Application Expires:I I (For o 1ce 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.: ) S^a3o L/% Sad Site ��r->1, PL -5 PROPERTY OWNER Name: Q F41 rn ' Address: P 0, .3 City: zoo State: Zip: CONTACT PERSON — person receiving all project communication Name: 4b e Address: P 6 • 0 City: State: Jva Zip:n23� 77 Phone: a S^ a� , p ax: S _ lJ Email: ob f%es r f GENERAL CONTRACTOR INFORMATION Company Name: Q ,; Address: O X City: Q > f State: Zip ;o37 Phone: Fax: Contr Reg No.: C6 OC L 0 p Date: ILX Tukwila Business License No.: ARCHITECT OF RECORD Company Name: e Nome Architect Name: P l ur Address: 1 71A �'► �, * 1 L s� ite, \l City: A // // State: J � Vti/ Zip: 937 [/ Phone: _ .8o 91) Fax- Email: ru rr ENGINEER OF RECORD Company Name: Engineer Name: �� Address: , A o City: State: Zip:9 p 7 Phone: A06_a0 _ 2241( ax: Email: e 1 LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: M r 1'4a CO Address:�S r"A6-iv 13/7s .3 eM- City: �rA Sfate:,f, Zip:. a 8 u �i H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-1 Ldocx Revised: August 2011 Page 1 of 4 bh PROJECT INFORMATION — Valuation of project (contractor's bid price): Scope of work (please provide detailed inform) DETAILED BUILDING INFORMMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement Is' floor .� 2° floor Garage carport ❑ Deck — covered 7uncovered ❑ Total square footage Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information - 206-575-4407. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED,AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ fuel type: ❑ electric X gas Y furnace tat btu appliance vent _ventilation fan connected to single duct thermostat appliance stove water heater (electric) emergency generator other mechanical equipment PLUMBING: ^^�� Value of plumbing/gas piping work $ 9640 � bathtub (or bath/shower combo) bidet clothes washer dishwasher floor drain _� shower lavatory (bathroom sink) sink 3 water closet water heater (gas) lawn sprinkler system gas piping outlets H:\Applications\Forms-Applications On Linc\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 Page 2 of 4 bh r [PUBLIC WORKS PERMIT 1N.F0Rh.__ _ f.ION — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ .. Tukwila ..Water District #125 ❑... Highline ❑ .. Renton ❑ .. Letter of water availability provided SEWER DISTRICT ❑ .. Tukwila .Valley View ❑... Renton ❑ .. Seattle ❑ .. Sewer use certificate ❑ ...Letter of sewer availability provided SEPTIC SYSTEM: ❑ .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ .. Civil Plans (Maximum Paper Size — 22" X 34") ❑ .. Technical Information Report (Storm Drainage) El ... Geotechnical Report ❑ ...Hold Harmless — (SAO) �. Bond [/. Insurance El ... Easement(s) ❑... Maintenance Agreement(s) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ .. Right -Of -Way Use - Potential disturbance❑...Con struction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. ❑ ❑ .. Total Cut Cubic Yards ❑... Work In Flood Zone ❑ .. Total Fill Cubic Yards ❑... Storm Drainage ❑ .. Sanitary Side Sewer [I ... Abandon Septic Tank ❑ ..Trench Excavation ❑ .. Cap or Remove Utilities El ... Curb Cut ❑ ..Utility Undergrounding ❑ .. Frontage Improvements El ... Pavement Cut ❑ .. Backflow Prevention - Fire Protection " ❑ .. Traffic Control ❑... Looped Fire Line Irrigation " Domestic Water " ❑ .. Permanent Water Meter Size ............... WO # ❑ .. Residential Fire Meter Size ........ I........ WO # ❑ .. Deduct Water Meter Size ..................... " ❑ .. Temporary Water Meter Size .............. WO # ❑ .. Sewer Main Extension .....................Public ❑ - or - Private ❑ ❑ .. Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ .. water ❑ .. sewer ❑ .. sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H_\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 Page 3 of 4 bh A PERMIT APPLICATION NOTES — �-._-,?LICABLE TO ALL PERMITS IN THIS A LICATION — .1 74 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 OWN�ET IZ ANT: h,< Signature: Date: '7 / (D Print Name: �(�OC(' ( 6 IU .) 1°S�� Day Telephone: a- S� R : ) I Mailing Address:P.O. % % Gt♦ ity r State Zip H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 Page 4 of 4 bh s BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME S PERMIT # - �C°' FautA� �LC..- If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 250 (l ) 2. Enter total construction cost for each improvement category: %l Mobilization" Erasion prevention 00 Water/Sewer/Surface Water 000 Road/Parking/Access p A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $ I `�_ (4) 5. Enter total excavation volume cubic yards Enter total fill volume cubic yards Use the following table to estimate the grading plan review fee. Use the Greater of the excavation and fill vnlnmec. JUN 16 2015 l'i; KVV1Lr, PUBLIC WORKS QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51--100 $23.50 101 —1.000 $37.00 1,001— 10,000 $49.25 10,001 — 100,000 $49.25 for l 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for ! 200,000, PLU5 $7.25 for each additional 10.000 or fraction thereof. GRADING Plan Review Fees (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $— 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 12/17/14 DE SCR I PTIONS ACCOUNTQUANTITY PAID PermitTRAK $8,721.63 D15-0082 Address: 14119 34TH PL S Apn: 1523049320 $8,721.63 DEVELOPMENT $4,370.65 PERMIT FEE 11000.322.100.00.00 0.00 $4,370.65 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,554.38 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $115.00 CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $115.00 GRADING PLAN REVIEW R000.345.830.00.00 0.00 $23.50 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $37.00 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $7.60 TECHNOLOGY FEE R000.322.900.04.00 0.00 $7.60 TOTAL FEES PAID BY RECEIPT: R5593 $8,721.63 Date Paid: Tuesday, June 23, 2015 Paid By: BRC FAMILY LLC Pay Method: CHECK 3278 Printed: Tuesday, June 23, 2015 11:15 AM 1 of 1 CT!"Ll SYSTEMS DESCRIPTIONS PermjjT-R,AdC ACCOUNT QUANTITY PAID $3,116.57 D15-0082 �dclr ss: 14119 34TH PL S Apn: 1523049320 $3,116.57 DE OPMENT $2,896.49 PERMIT FEE R000.322.100.00.00 0.00 $30.95 PLAN CHECK FEE R000.345.830.00.00 0.00 $2,861.04 WASHINGTON STATE SURCHARGE 13640.237.114 0.00 $4.50 TECHNOLOGY FEE $220.08 TECHNOLOGY FEE TOTAL4' R000.322.900.04.00 0.00 $220.08 Date Paid: Monday, April 06, 2015 Paid By: BRC FAMILY LLC Pay Method: CHECK 3088 Printed: Monday, April 06, 2015 8:20 AM 1 of 1 CTW SY57EM5 INSPECTION RECORD I C Retain a copy with permit �V �?Md� INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr OYl T ype/ Type of Ins e/n: p�V r �i2r Address: ��i Date Called: Special Instructions: f% Date Wanted: A rn Requester: Phone N�jg: Approved per applicable codes. LJ Corrections required prior to approval. U paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. M INSPECTION RECORD 1 Retain a copy with permit INSPECTION NO. PERM!T NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro' t: Type of Inspection: Address: l � _3L Date Called: pecial Instructions: Date Wanted: a m. Requester: Phone No: pproved per applicable codes. LJ Corrections required prior to approval. I paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. WN INSPECTION RECORD �1��8 Retain a copy with permit I INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje ,� C Type of Inspection: p� piu." Address: / iC Date Called: Special Instructions: Date Wanted: Requester: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. Inspector: 1I REINSPECTION FEE REQUIRED. Prior to next inspection, fee riust be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD� ��7 Retain a co with ermitIq INSPECTION NO. py p PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: � a Type gf Inspection: Address: � g � Date Cal S ecialInstructions! IF Date Wanted: a.m. p.m. Requester: Phone No: gAjV�rov,d per applicable codes. E-1 Corrections required prior to approval. COMMENTS: Inspector: IDate: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Galt to schedule reinspection. / 2 / INSPECTION RECORD �V Retain a copy with permit INSPECTION NO. PERNIiT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projec zV Type of pection: !P '¢ f Ad r , - Date Calve : Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: pproved per applicable codes. Corrections required prior to approval. �X_ LJ paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. / INSPECTION RECORD. ---� Retain a copy with permt INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (2.06) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: iepc F Type of pecti 7 Addre s: ) 1. f Date Called: Speaai Instructions: Date Wanted: a.m. p.m. Requester: Phone No: 24�p�proved per applicable codes. Corrections required prior to approval. LJ paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinsp ction. SRI -jL' l� INSPECTION RECORD��.��� Retain a copy with permit PECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proj%� onlam- Type of Inspec/ti S f 6i%i- Address: f /17 L-5 Date Called: Special instructions: �� Date Wanted: ` a.m. l Requester: I ' Phone No: ElApproved per applicable codes. Corrections required prior to approval. u REINSPECTION FEE REQUIRED. Prior to next inspection, tee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. / INSPECTION RECORD Retain a copy with permit INS CTION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 'J�' G� `( Type of In ®11 pection: a �5 Address'. /� l l-1 N 1, ce,-( 6 . Date Called: Special Instructions: �A Date Wted' l a.m. p.m. Requester: Phone No: Inspector: KC -- Date: o —6 /,S— El REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. l� INSPECTION RECORD I Retain a copy with permit )(%COE� N4RkfrION 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 PgeAct: Q Gail /� f P T�ype f Ins ection- t.4.cp!' Address: Date Caled: Special In tr ctions: Date nted: ` a.m. p.m. Re ue ter: p� 0 & -3 Phone No: z� � Z® 63i t Inspector: Date, REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. K INSPECTION RECORD Retain a copy with permit�- INSPrrTION 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 "i�p tc* r/ Pro'ey�t:_� ` Type of Inspectipn: A dr ss: �`; liq"� � �� e Date Called: Special Instructions: Date an't fd ` a.m. p.m. Requester: Phone No: Inspector: Date:j (-' �-- : �� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD gt5'6®5� 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 ProlType�rofICnspectip: l W .1 J — (� D Address: (� 4/1 q J 7 1 �� C' Sc0, Date Called: Special Instructions: Date Wanted // �` a.m. (�j ( _ p.m. Requester: Phone No: / E5 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD 2-] �11 ) I Retain a copy with permit p (s' �� I TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request line (206) 438-9350 Pro'Xc, j Type pftlnTectigp: i � Address: p� Date Called: Special Instructions: A� l" 1 Date W tl: r 0a.m. p.m. Requester: Phone No: Date;/��/ , REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD IN Retain a copy with permit I CTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr 'ect: A J� 7 � !"' Type f Inspection( �! I Address: Date Called: Special Instructions: ate W nted: a.m. _(a — (� p.m. rRe-qu _ ester: Phone No: Ilnspector: K/C. IDate:Cj_/A / r� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (ro) w INSPECTION RECORD Retain a copy with pertr�►it ISQ®�j INSPECTION N0. � 4 C- T N Lk OF TUKWILA BUILD N I N 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350ge K— Gq- PluFIC (1�� ' c ens F Ty e of Instec: n: K v v� Address� � � C, G� Date Ca d: Special Instructions: % Date Wanted: a.m. Requester 4 Phone No: Inspector: i�f Date —(o ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Calt to schedule reinspection. INSPECTION RECORD r7) Retain a copy with permit b 15 00 ECTION 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 Projgk_ i1 5-Frz Type„of Inspection Ac�dre�s: p�q� Date Cal Special Instructions: 1 Date Wanted: a.m. " /0 f,- p.m. Requester: Phone No: Inspector: Date:g_( a — J— REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I- r! INSPECTION RECORD 1�J Retain a copy with permit p©g R)SWCTION NO. PERMIT NO. CITY OE TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro'ect� �t % �! 1 Type GI(6e Addres� �Cc 31'`� �� Date Called: Special Instructions: Date me a.m. a p.m. Requester: Phone No: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. N113 INSPECTION RECORD �1SGUSZ �( Retain a copy with permit INSPECTION N0, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Qo6rs" 1"" Pro' eC IICC 1 , t Type f Ins echo S� Vl -- k Address: Date Called: P Special Instructions: /l,,n Date Wanted: a.m. 1?6--15-p.m. Requester: Phone No: ;5-3 720- 13:2-1 l l Approved per applicable codes. LJ Corrections required prior to approval. d/— Inspector: ��� Oat ZG-�S REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. a 3 INSPECTION RECORD Retain a copy with permit j))6 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr 'ect: IType C —Awi Ik of Inspection: Ad -dress: & }7 f / Date Called: SpecialInstructions: Date Wanted: a.m. p.m. Requester:" Phone No: Inspector: Dat�7 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD -� Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: ` l Type of Inspection: 104-ca "4 A dress: r % / IL7 gglti pls., Date Called: Special Instructions: Q Date Wanted: a.m. p.m. Requester: Phon No: Z5 ,�2; as 1-1 Approved per applicable codes. E Corrections required prior to approval. M ENTS: .`47 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 60: INSPECTION RECORD DO- G6p Retain a copy with permit SPE N N0. PERMIT No. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (2.06) 431-3670 Permit Inspection Request Line (206) 438-9350 'POOP ka 4, Project: T e of Inspectio 7 1slq 3 � f* (-Q-sa Oate Called: Special Instructions: � Ad Date Wanted: a.m. �''� �� p.m. Requester: Phone No: IInspector: � IDate: 7'/ 3 `/S- REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD MI5 Retain a copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Z, Type of Inspection: ti. Address: �/ / � �� � �/ � Suite #: L Contact Person: Special Instructions: Phone No.: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector!, *l' � 3 Date: I Hrs.: / . v ❑ $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD /q - S - 0 �7 t/' J Retain a copy with permit D) � - (--�o 5 2- INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Eg(f A I X Type of Inspection: /. Address: Contact Person: Suite #: L S . Special Instructions: Phone No.: . ..I- ® Approved per applicable codes. Corrections required prior to approval. COMMENTS: o i, A,1 v Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: ?7 4i?l r I Date: 9/9 // c— I Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. tsming Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 INSPECTION RECORD Retain a copy with permit r 1 INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: ( iM J Type of Inspection: Address:'f, S Suite #: Contact Person: Special Instructions: Phone No.: .Approved per applicable codes. Corrections required prior to approval. COMMENTS: A.) rol�- Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: ❑ $100.00 REINSPECTION FEE REQUIRED. 'You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. timing Aaaress Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 VOLUME PAGE �� ss City of Tukwila DUNBABIN SHORT PLAT s Depa1b;ent of Community Development (\% 6300Southt*nterBoulevard, Tukwila, WA98188 A PORTION OF THE SW 114 OF THE SW 1/4 OF Telephon -1206) 4313670 FAX (206) 431366S SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST SHORT PLAT NUMBER: L 14-0037 NONOTES (CONTINUED): ALL FUTURE HOMES SHALL HAVE A FIRE SPRINKLER SYSTEM INSTALLED. 5. OWNERS OF LOTS B, C 8 D SHALL OBTAIN SEPERATE PERMITS FOR POWER, 2. THIS SHORT PLAT CONTAINS A PRIVATE SEWER EASEMENT WITHIN LOT C TELECOMMUNICATIONS AND GAS SERVICE FOR THE BENEFIT OF THE OWNER OF LOT B OF THIS SHORT PLAT. LOT B OF THIS SHORT PLAT IS RESPONSIBLE FOR MAINTENANCE. 6. OWNERS OF LOTS B, C AND D SHALL OBTAIN SEPERATE SANITARY SEWER PERMITS FROM VALLEY VIEW WATER DISTRICT. _ 3. THIS SHORT PLAT CONTAINS A PRIVATE DRAINAGE EASEMENT WITHIN LOT D FOR THE BENEFIT OF THE OWNER OF LOT C OF THIS SHORT PLAT. LOT C OF 7. ALL WATER METERS AND LINES TO LOTS SHALL SUPPORT RESIDENTIAL FIRE THIS-WRT PLAT IS RESPONSIBLE FOR MAINTENANCE. SPRINKLER FLOW REQUIREMENTS. 4. OWNER$ OF LOTS B, C 8 D SHALL OBTAIN SEPERATE WATER SERVICE S. STEEP SLOPES ON PROPERTY. REFER TO HOLD HARMLESS- SENSITIVE AREA PERMITS FROM WATER DISTRICT #115. AGREEMENT, RECORDED UNFER KING COUNTY RECORDING NO. Z Q 1 ,�P�j�-gp9301..••• I •-'�8.. I ��.OS 10'PRIVATESEWER I t2 O ,6'L3op ',•:::1 „Ae,g�� 1,Ot, GEASEMENT KC REC LO,A00 O t ',�5'L N89°40'03"E 294.96' #20160209000063 ' CPO FOUND BRASS TACK IN LEAD IN .•.190.67 - 0 104.89' _N6332s / MONUMENT CASE \ S BSBL _ 1� 569.40'03'W 105.01 _ 3Q 1O(.y \ - 1 10' BSBL SET REBAR / 1 AND CAP/\\ _ \/) ' J m m m ny � � \ m � •• ' ` ::.:;"' m : LOT C LOT' B.. l o .. : 214119 34FH PL S • . -..• . • CO 1405033RDAVe1; b p (8,460SQ. FT.) f -1 BSBL 5'-B6BL L'6.95' ��• : �\ N89'40'03"E 1026T D=6 4'33" o �G .-. a� N89°40'03"E 160.00' / 166.11' 9.86' R=78.00' FOUND BRASS ) 5'BSBL •-....-• '^y.$SBL L TACKM NTCIN 1 L=35.50' \.-•. 10'SID)=WALK, STREET N PRIVATE D=19°30'16" MONUMENT CASE N.:•' LIGHTING, AND UTILITY 7 ;DhAINAGE -:EASEMENT �Ij I _ \ , EASEMENT PER KC- KC REC •9_1 RECORDING #2015p209D000f2" w I � $ #20140620000769 _ LOT A LOT D ood ' 14062 33RD AVE S 14125 34TH PL S w i N N m m S89-40-03-W TRACT EXISTING O (6,509 SQ. FT.) - I I 24, WILDWOOD COURT W E - HOUSE Z I I VOL 72, PG- 95 _ _ n 1.00'WIDE \e4''• 16SANITARYSEWER'��. \ \ 9� • 182EASEMENT KC I 6.RECORDING #201 0 20D00767 I v BSBL 125.00' m 98.78' 1 s89.40'o3•W I K ► GRAPHIC SCALE �9s°s N89°40'03'E 223.78' 24.00' V 10 0 10 20 40 �e _ _ 216.06= �y—�_:�:- _�_ —:-•- �_ 10'PVr-SEWER EASEMENT PER 11NCH 20 FT. \ - .— LOT30F TUKWIIA SHORT PLAT L12-018 PER KING COUNTY RECORDING NO. J— - TUSPLI2-018 = \ \ :' 201407159011801 " "- •.. BASIS OF BEARINGS TOTAL LOT tZE• ACCEPTED A PLAT BEARING OF N89°40103"E FOR S 141ST STREET BASED ON FOUND 36,949 SQUARE FEET' • .. MONUMENTS IN CASE. - - - I z GENERAL NOTES AVERAGE LOT WIDTHS: w LOT A = 65.50 FEET ti z ^ _ N 1. THIS SURVEY WAS COMPLETED BASED ON TITLE REPORT AS PROVIDED BY TICOR LOT B = 69.50 FEET \"�.7 TITLE COMPANY COMMITMENT NUMBER 6493485 DATED MAY 17, 2012 LOT C = 69.50 FEET _ z ' z o INSTRUMENTATION FOR THIS SURVEY WAS A 3-SECOND NIKON NIVO 5.0 TOTAL LOT D = 65.50 FEET I z O 0ea 2. STATION. PROCEDURES USED IN THIS SURVEY MEET OR EXCEED STANDARDS "- • • •-• ~m SET BY WAC 332-130-090. THE INFORMATION ON THIS MAP REPRESENTS THE RESULTS OF A SURVEY MADE _ "L 14-0037.•- 3. IN MAY 2012 AND CAN ONLY BE CONSIDERED AS INDICATING THE GENERAL m CONDITIONS EXISTING AT THAT TIME. : t OWNER(S):ORCAS HOMES, LLC 1y , 190l UTILITIES SHOWN ON THIS SURVEY ARE BASED UPON ABOVE GROUND BOB DUNBABIN, SR. `2� * `"sx ��y Site Sur..•veyn9, 4. OBSERVATIONS AND AS -BUILT PLANS WHERE AVAILABLE. ACTUAL LOCATIONS OF o �• �a`u ADDRESS: 813 THOMAS AVE SW - J , e UNDERGROUND UTILITIES MAY VARY AND UTILITIES NOT SHOWN ON THIS = ro www.sitesurveymapping.cam 21923 NE'45pFtt eet, Sammamish, WA 98074- Phone: 425,2984412 �C$ SURVEY MAY EXIST ON THIS SITE. RENTON, WA 98057 aN DRAWN BY DATE ; JOB NUMBER.-' �... (206) 5504363 e� 9p06� EFJ 12.30=7A14 12-134 = ••.- ALL MONUMENTS WERE LOCATED DURING THIS SURVEY UNLESS OTHERWISE 5. NOTED. 7�nL •9.2015 CHECKED BY TNW SCALE i"-20' SHEET ' OF " 2 UY.Citof Tukwila Ddpartin"tof Community Development 13300 Southeenter Boulevard, Tukwila, WA 98188 Telephone•006) 4313670 FAX (206) 4313665 SHORT PLAT" NOM.BER: L 14-0037 DUNBABIN SHORT PLAT A PORTION OF THE SW 1/4 OF THE SW 1/4 OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST LEGAL DESCRIPTION IOLDI ORIGINAL PARCEL NO. 1523049071 - VOLUME PAGE LOT 4 OF CITY OF TUKWILA SHORT PLAT NO. L12-018, AS RECORDED UNDER RECORDING NO. 20140715900001, RECORDS OF KING COUNTY, WASHINGTON. APPROVALS LEGAL DESCRIPTION (NEW1 LOT A: ING COUNTY FINANCE DIVISION DECLARATION' _ A PORTION OF LOT 4 OF CITY OF TUKWILA SHORT PLAT N0. L12-018, AS RECORDED UNDER RECORDING NO. 20140715900001, RECORDS OF KING COUNTY, WASHINGTON, SAID PORTION I certify that a arty taxes are paid and that a deposit has been made in s lent amount to pay the Know all Bien by these tireserd that:i re, the undersigned, owner(s) in fee simple oflhe land BEING NIbRE PHRTIGL0JIRLY DESCRIBED AS FOLLOWS; COMMENCING AT 7HE NORTHWEST taxes for the following that there are no delinquent special as ents certified to this office for WRNER OF SAID LOFT; THENCE, ALONG THE EAST MARGIN OF 33RD AVENUE SOUTH, herein described do hereby make:0 short subdivision thereof pursuant tQ RCW 58.1i;060 : ,;523°OB'12'E 75.39 FEET, TO THE POINT OF BEGINNING; THENCE, CONTINUING ALONG SAID EAST collection; and that all special as nts h any of the arty herein dedicated as streets, alleys, or for and ackndWledge that said subdivision shall not tie further dlvi6d in anj''nlanner within MARGIN S29°OB'12'E 47.84 FEET- THENCE CONTINUING ALONG SAID EAST MARGIN, S45°49'28"E other public use are paid in full. a period of five years, from date of record, without the filing.:of a final plat The undersigned 30.53 FEET MORE OR LESS,TO THE WOTH BOUNDARY OF SAID LOT 4; THENCE, ALONG SAID further declare this short plat to be the: graphic iepresent0tion of saidahort subdrvisiorv= •- - SOUTH BOUNIDARY, N89-6-03"E 125.00 FEET$THENOE N00022'03"E 65.51 FEET; THENCE Th and the same is made with the free Onsent and in accordance wit(r'the desire of -the - S89°40'03"Yf l6¢.6-f"T, TO THE POINT OFBEGINNIIdG:• owner(s). :. .• ;. TO A SIDEWALK. STREET LIGHTING MD UTILITYEASEMENT PER KING COUNTY In witness whereof we have set our hands and sears::. - .36BkC4 :-RECORDIIVV3_y0.20140620000769. -';' SUBJECT TO SANITARY.SEWEI" EASEMENT FER:KING COUNTY RECORDING NO. Name "^"�""� 20140620000767. STATE OF WASHINGTON County of King On this day personally appeared before me to me known to be the individual who executed the within and foregoing instrument and acknowledged that he/she signed the same as his/her voluntary act and deed for the uses and purposes therein mentioned. GIVEN under my hand and official seatthis (Oa' dayof�F , 20 I S n rrr''t ''� Namemissias comoned, €'N i + m�sc `auc%`Title: {V o1R-✓w .•.l t_l • �— "„° ""• tO c My appointment expires: � 1 � �) (o.... _... - - � 4"ISHINO LAND SURVEYOR'S CERTIFICATE Thomas N. Woldendorp, registered as a land surveyor bythe State of Washington, certify.•; that this plat is based on an actual survey of the land descrl66dhvein, conducted by me,'i• under my supervision; that the distances, courses and angles are showrrhereon correctly; and that monuments other than those monuments approved for setting at a later date, hnve been set and lot corners staked on the ground as depicted on the plat 3s06¢ AOl70RTION OF LOY 4.OF CITYISF TUKWILA:SHORT PLAT -NO. L12-018, AS RECORDED UNDER .RECORDING N0:20140715960001, RECORDS OF,KW6 COUNTY, WASHINGTON, STUD PORTION BEING MOREIiARTICULA L DESCRIBED AS FOLLOWS; BEGINNING AT THE NORTHWEST CORNER OF SAID LOT 4: THENCE, ALONG THE EAST MARGW-OF 33RD:AVENUE SO(tTH, S23°b8!WE 75.39 FEET; THENCE N89°40'0$:E 160.00 FEE -,-THENCE NOb22'03"E 69,¢0 FEET, MORE OR LESS, TO -THE NORTH.BOUNDAFZY OF SAID LOT 4; THENCE, ALONG SAIDNORTIj. - BOUNDARY, S89°4( I)3'IN-190,QY FEET, TO:THE POINTOF BEGINNING. SUBJECT TO A 10' SIDEWALK STREET LIGHTING AND UTILFI-YtASEMENT PER KING COUNTY RECORDING NO.20140620000769. C. TOGETHER WITH A PRIVATE SEWER EASEMENYOVER LOT C OE.GftY OF TUKWILA SHORT_PLAT L14-0037 AS RECORDED UNDER KING COUNTY RECORb wN& 20150209000063. LOT c: : ?: A PORTION OF LOT, 4 OF CITY OF TUKWILA SHORT PLAT NO. L12-018, AS RECORDED UNDER i RECORDING NO.20140715900001, RECORDS OF KING COUNTY, WASHINGTON, SAID PORTION:.; BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS; COMMENCING AT THE NORTHWEST r CORNER OF SAID LOT 4; THENCE, ALONG THE NORTH BOUNDARY OF SAID LOT 4, N89°40'03'E 190.07 FEET, TO THE POINT OF BEGINNING; THENCE, CONTINUING ALONG SAID NORTH BOUNDARY, N89'40'03"E 104.89 FEET; THENCE, CONTINUING ALONG SAID NORTH BOUNDARY, 863°3757'E 34.04 FEET, MORE OR LESS, TO THE WEST MARGIN OF 34TH PLACE SOUTH; THENCE, ALONG SAID WEST MARGIN, S26°2TO3"W 51.47 FEET, THENCE; CONTINUING ALONG SAID WEST MARGIN, ALONG A CURVE TO THE LEFT, HAVING A RADIUS OF 78.00 FEET, THROUGH A CENTRAL ANGLE OF 6°34'33" WITH A LENGTH OF 8.95 FEET; THENCE S89°4VG3'W 109.37 FEET; THENCE NOD°22'03"E 69.50 FEET,TO THE POINT OF BEGINNING. .SUBJECT TO A SANITARY SEWER EASEMENT PER KING COUNTY RECORDING NO. 20140620000767 SUBJFBYTO A PRIVATE SEWER EASEMENT -FOR THE BENEFIT OF LOT B OF CITY OF TUKWILA SHORT PLAT L144037,AS RECORDED UNDER KING COUNTY RECORDING NO.20150209000063. TOGETHER WITH A PRIVATE DRAINAGE EASEMENT OVER LOTQ'OF.CfTY OF TUKWILA SHORT FLAT L14Q0$7 AS RECORDED UNDER KING COUNTY RECORDING N0.2a150209000062. LOT D: A PORTION OF LOT 4 OF C17Y OF TUKW9C-0 SHORT PLAT -:NO. L12-018; AS RECORDED UNDi [T- :REGORDINGiC0.20140716900001, RECORDS OF KING -COUNTY, WASHINGTON, SAID PORTION,.•- BEIN MORE PARTICUUiRLY DESCRIBED AS FOLLOWS; COMMENCING AT THE NORTHWEST CORNER OF SAID LOT.'4; THENCE, AWO G-THE-NORTH BOUNDARY OF Sglb LOT 4, N89°4VOYE 294.96 FEET; THENCE,'OONTINUING ALONG SAID NORTH BOUNDARY, S63°32'57"E 34.04-FEET,. MORE OR LESS, TO THE WEST MARGIN OF34TH PLACE SOUTH; THENCE, ALONG -SAID WEST MARGIN, S26°2T03"W 51.47 FEET; THENCEj7dONTINUINGALONG SAID WEST MARGIN, ALONG;L CURVE TO THE LEFT, HAVING A RADIUS OF 78.00 FEET, THROUGH A CENTRAL ANGLE OF 6°3433" WITH A LENGTH OF 8.95 FEET, TO THE POWT.QF BEGINNING:THENC, CONTINUING ALON(fSAID CURVE TO THE LEFT, THROUGH A CENTRAL ANGLE OF 19'AV16°, HAVINC,'A LENGTH OF26.55 FEET; THENCE, CONTINUING ALONG SAID WEST MARGIN, 500°22'03V.39.52 FEET, TQ, .THE SOUTH BOUNDARY OF SAID LOT 4; THENCE, ALONG SAID sob-ri180UNDARY, S89°40'03-W 98.78- FEET; THENCE NOO°22'03'E 65.51 FEET; THENCE N89°40'03°E 103.26 FEET, TO THE.-PDINT OF BEGINNING; Treasurer Deputy King County Treasurer KING COUNTY ASSESSOR'S APPROVAL .Ixaminedand approved by the Department of Assessments this day off .• reAva , 20�/5 ..".'King Courtly Assessor' : Deputy Assessor Parcel Number(s)s L523049071 TUKWILA SHORT SUBDIVISION COMM&EE APRROVAL Rea+iewed and dpproved by:6e Short --Subdivision Committee and hereby certified for filing :_this dsy of 20�[� Cha erson, SF & Subd)vision Comffiiitee SUBJECT TO A SANITARY SEWER EASEMENT PER KING COUNTY RECORDING NO. 20140620000767. SUBJECT TO A PRIVATE DRAINAGE EASEMENT FOR THE BENEFIT OF LOT C OF CITY OF TUKWILA SHORT PLAT L14-0037 AS RECORDED UNDER KING COUNTY RECORDING NO. 20150209000062. ' pNpN SURVEY IN SW 1/4 OF SW 1/4 NNu III IN I I OWNER(S): ORCAS HOMES. LLC l9pt� OF SECTION 15 T. 23 N.,R.4 E., II�IIIII�IIII�I�GI�I II IIIIIIIIII�IIII�I I� BOB DUNBABIN, SR. IIIhII�I� ADDRESS: 813THOMASAVESW z 20150224900002 W.M., IN KING COUNTY, WASHINGTON REN70N, WA 98057 E ro PBG LLC SPn 143.00 PAGE-001 OF 002 VOL 320 PG 22B (206)550-4363 9eo se6ea ' VVVSSS sss KING4000N7Y30WQ1 �41'4L LA1m ,�� `11 R r1onG st 5 0 g61]61ns € �13, __ 2 ar- —N v, A-'- 5 a isams ,f••- .... \5.,1..SIW9 : S161N SY-. �^ car R��. � tf_� - 1 _` G 8A1 ��•_� VICINITY -MAR-.. Site Surveying, ww 1te—ymepping.com 21923 N6tuh S4eot, Samma,gish, WA 98074,'Phone:425.2$5-0412 DRAWN BY DATE .J6B NUMBER:':' EFJ 12.30=tO14 12-034 TNW Iawuc 1'=20' I ancc9 _ OF - -i i' 37 w w Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): ?..ems ARk Grantor/Borrower: Grantee/Beneficiary: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: v� wl /A , WA 9ed/69 Abbreviated Work Description: tu4, Nut) -21 NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right-of-way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right-of-way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. Page L of DATED this day of , 20/217�' GRANTOR: a limited liability corporation By: ILI z weft %B7y t4S Print Name: P—; 4No 0 MOf` r g�yqq , /•1 G�MIts.% o 0��C '� °illIM�a�a"` STATE OF WASHINGTON ) 4 - �4,A%GTOX4``����-' ' ss. COUNTY OF4#R46 RuAk'e ) On this day of \/ cul-e , 20 4 , before me a Notary Public in and for the State of Washington, personally appeared -D. i S , to me known to be the A of L-L , a limited liability corpora on that executed the foregoing in trument, and acknowledged it to be the free and voluntary act of said corporation, for the uses and purposes mentioned in this instrument, and on oath stated that he/she was authorized to execute said instrument. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above writton. Name: KIMV. MILLER NOTARY PUBLIC, in and for the State of Washington, residing atrs 2 My commission expires: /a 4 - / ::�- DATED this day of c,<h2 , 2015 GRANTEE: CITY of TUKWILA By: Print Name: Bob Giberson, P.E. Its: Public Works Director STATE OF WASHINGTON COUNTY OF KING On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. LAURIE A. WERLE NOTARY PUBLIC STATE OF WASHINGTON COMMISSION EXPIRES MAY 29, 2018 Name: kq �C. ,q-'c.ued -c- NOTARY PUBLIC, in and for the State of Washington, residing at My commission expires: Os W-g //, Page J of 3 Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Plan 3296 Rueppell This project will use the requirements of the Prescriptive Path below and incorporate the the minimum values listed. In addition, based on the size of the structure, the appropriate number of additional credits are checked as chosen by the permit applicant. Authorized Representative All Climate Zones R-Values U-Factors Fenestration U-Factor` n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGC"' n/a n/a Ceiling 49' 0.026 Wood Frame Wa111XI 21 int 0.056 Mass Wall R-Value' 21/21' 0.056 Floor 309 0.029 Below Grade Wall` k 10/15/21 int + TB 0.042 Slab° R-Value & Depth 10, 2 ft n/a *Table R402.1.1 and Table R402.1.3 Footnotes included on Page 2. Date Each dwelling unit in one and two-family dwellings and townhouses, as defined in Section 101.2 of the International Residential Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits: ❑1. Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. 02. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in #1 or #3, including additions over 750 square feet. ❑3. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. Table R406.2 Summary Option Descri tion Credit(s) 1a JEfficient Building Envelope 1a 0.5 1b Efficient Building Envelope 1b 1.0 1c Efficient Building Envelope 1c 2.0 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage Control and Efficient Ventilation 2b 1.0 2c Air Leakage Control and Efficient Ventilation 2c 1.5 3a High Efficiency HVAC 3a 0.5 3b High Efficiency HVAC 3b 1.0 3c High Efficiency HVAC 3c 2.0 3d High Efficiency HVAC 3d 1.0 4 High Efficiency HVAC Distribution System 1.0 5a Efficient Water Heating 0.5 5b Efficient Water Heating 1.5 61 Renewable Electric Energy 0.5 Total Credits *Please refer to Table R406.2 for complete option descriptions http://www.energv.wsu.edu/Documents/2012`/`2ORes%2OEnergv.pdf REViEWED FOR CODE COMPLIANCE APPROVED JUN 18 2015 City of Tukwila BUILDING DIVISION 11 El El 0 0.5 El El F±1 0.5 El El 0 0.5 *1200❑kwh 0.0 1.50 R E C EEW E0 CITY OF TUKWILA APR 0 6 2015 PERMIT CENTER aAc�-00ga r Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zones 1 through 3 where the SHGC for such skylights does not exceed 0.30. "10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. 6 There are no SHGC requirements in the Marine Zone. `Basement wall insulation is not required in warm -humid locations as defined by Figure R301.1 and Table R301.1. g Reserved. n First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+S" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R-value shall be permitted to be reduced by no more than R-3 in the locations where structural sheathing is used to maintain a consistent total sheathing thickness. ' The second R-value applies when more than half the insulation is on the interior of the mass wall. ' For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. ° Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as Decified in Section R402.1.3. ♦.3 Glazing Schedule Project Information Plan 3296 Vertical Glazing (Windows and glazed doors) Plan Component Glazing ID Description Ref. U-factor 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 0.30 M a� IM ON MI� ■ EN� INE ■ MINES i MI� ■ MENEN� Contact Information lRueppell R402.3.3 Exception (15 sq. ft. max.) Width Height Qt. Feet inch Feet inch MMEME ■©MM■ MMEME MMEME ■©■®E ■©■©E =©■©■ MMEWE MMEME M��®■j MMEMN ■MEMO MMEME ■©■©■ MMEME GN®E©■ MMEMM MM■©E MMEME MMEME ■MERE ■©■MM M©E©E MMEME MMEME M■■■■ =Mf' MO MMEME ■©■M■ UNM■MO IN MMEME MMEME MMEME MMEME ■MEN■ ■MEMO ■MEMO MMEME ■MEMO MMEME MMEME Sum of Area and UA Area Weighted U = UA/Area Glazing 548.5 164.55 0.30 At Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U-factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop -down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. kro ect information contact Information Plan 3296 Rueppell Heatinq System Type: 0 forted Air Furnace O Heat pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions Design Temperature Difference (AT) Tukwila 3T=Indoor(70degrees)- Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) 3,296 Average Ceiling Height Conditioned Volume Instructions Average Ceiling Height (ft) r 9.01 29,664 Glazing and Doors U-Factor X Area = UA Instructions 0.30 549 164.70 Insulation Attic U-Factor X Area = UA _ Instructions R49 0.026 1,954 50.80 Single Rafter or Joist Vaulted Ceilings U-Factor Area UA Instructions No Vaulted Callings in this protect. Above Grade Walls (seaFigure 1) U-Factor Area UA Instructions 0.056 2,858 160.05 Floors U-Factor Area UA .y Instructions R-30 � 0.029 1,954 56.67 Below GradeWalls(aooFlg.nap U-Factor Area UA Instructions _ , No Balm Grade Walls in this project. - W """ -_- Slab Below Grade (atteFigtae 1) F-Factor Lel_. th UA Instructions No Slab Below Grade in this Slab on Grade I—Figu�t)— F-Factor Length UA Instructions No gab an Grade in this project. - --- Location of Ducts Instructions -' Duct Leakage Coefficient Conditioned space 1.00 Sum of UA 432.22 Figure 1. above Grade �s 46 Envelope Heat Load 19,882 Btu/ Hour Sum of UA X;1T Air Leakage Heat Load Volu oX 0.8X�TX.016 14,737 Btu / Hour Building Design Heat Load 34,619 Btu / Hour Air Leakage +Envelope Heat Loss Building and Duct Heat Load 34,619 Btu / Hour Ducts in unconditioned space: Sum ofB,ilding Heat Loss X 1.10 Ducts in conditioned space: Sum ofBuilding Heat Loss X 1 Maximum Heat Equipment Output 48,467 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced As Furnace Building and Duct Heat Loss X 1.25I Heal Pump l� Ages Engineering, LLC A Geotechnical and Environmental Services, LLC P.O. Box 935 Purduup. WA. 98371 (253) 845-7000 www.agesengmeering.com PRELIMINARY GEOTECHNICAL REPORT FILE REVitWED FOR CODE COMPLIANCE APPROVED JUN 18 2015 City of Tukwila BUILDING DIVISION Dunbabin Residential 14062 — 33rd Avenue SE Tukwila, Washington Project NjqLiWED CITY OF TUKWILA JUN '0.4 2015 PERMIT CENTER Prepared For: BRCF c/o Bob Rester P. O. Box 731310 Puyallup, Washington 98375 CORRECTIDN LTR# 1 0- May 26, 2015 b i5' 0o2, Puyallup935 Ages Engineerin g LLC Puyallup, WA. 98371 , Main (253) 845-7000 A Geotechnical and Environmental Services LLC ww.ages�tgineering.cum May 26, 2015 Project No. A-234 BR.CF c/o Bob Rester P. O. Box 731310 Puyallup, WA. 98375 Subject: Preliminary Geotechnical Report Dunbabin Residential 14062 33`d Avenue SE Tukwila, Washington PN: 1523049071, 1523049319, 1523049320, and 1523049321 Dear Mr. Rester, As requested, we have conducted a preliminary geotechnical study for the subject. project. The attached report presents our findings and reconunendations for the geotechnical aspects of project design and construction. Our field exploration indicates the site is generally underlain with brownish -gray silty sand with gravel consistent with glacial till. We did not observe groundwater seepage in any of the test holes advanced on the site. In our opinion, the soil and groundwater conditions at the site are suitable for the planned development. The new structures can be supported on typical spread footing foundations bearing on the existing organic -free native soils or on structural fill placed above these soils. Detailed recommendations addressing these issues and other geotechnical design considerations are presented in the attached report. We trust the information presented is sufficient for your current needs. if you have any questions or require additional information, please call. Ages Engineering, LLC Page 1 253-845-7000 Respectfully Submitted, Ages Engineering, LLC Q p e KNA( P was e,� -o �o 3M17 R' -ISTIS Gti, ONAL rrXQIRES Bernard P. Knoll, II Principal BPK:bpk Project Ntunber: A-234 Project Name: Dunbabin Residential Date: May 26, 2015 Ages Engineering. LLC Page 2 253-845-7000 TABLE OF CONTENTS 1.0 PROJECT DESCRIPTION...................................................................1 2.0 SCOPE ....................... ...................................................................I 3.0 SITE CONDITIONS...........................................................................2 3.1 Surface.................................................................................2 3.2 Soils....................................................................................2 3.3 Mapped Soils.........................................................................3 3.4 Groundwater........................................................ . .................3 4.0 GEOLOGIC HAZARDS.....................................................................3 4.1 General.................................................................................3 4.2 Seismic.................................................................................4 4.3 Erosion.................................................................................4 5.0 CONCLUSIONS AND RECOMMENDATIONS .................................... .....4 5.1 General.................................................................................4 5.2 Site Preparation and Grading.......................................................5 5.3 Excavations .................................. .........................................6 5.4 Foundations............................................................................7 5.5 Slab -on -Grade Floors................................................................7 5.6 Lower level and Building Walls ...................................................8 5.7 Storm water...........................................................................9 5.8 Drainage.................................................................................9 6.0 ADDITIONAL SERVICES...................................................................9 7.0 LIMITATIONS..................................................................................10 Figures SiteVicinity Map...............................................................................Figure I Exploration Location Plan .....................................................................Figure 2 GeologicMap.................................................................................. Figure 3 Appendix Site Exploration.......................................................................... Appendix A Ages Engineering, LLC Page 1 253-945-7000 Preliminary Geotechnical Report Dunbabin Residential 14062 — 33`d Avenue SE Tukwila, Washington 1.0 PROJECT DESCRIPTION The project will consist of a residential development. We were provided with a topographic site plan showing the planned development on the site. Based on our review of the plan provided to us, we understand three new single-family residences will be constructed. The site is an assemblage of four residential lots. The existing single-family residence on the southwestern lot will remain and three new single-family residences will be constructed on the three remaining parcels. Access to the two western lots will be from 33 d Avenue S. located along the west side of the site. Access to the two eastern lots will be from 34t' Place S. located along the east side of the subject site. Finish site grades are currently not available. However, based on our experience with similar projects, we expect cuts and fills of up to 8.0 feet in depth will be necessary to construct the new residences. The development storm water will discharge off of the site to the existing City of Tukwila storm water system. Detailed development plans are currently not available. However, based on our experience with similar projects in the vicinity of the site, we expect the new residences will be two- to three-story wood -framed structures with either slab -on -grade main floors, or raised floors constructed over a crawl space. Foundation loads should be relatively light, in the range of 1 to 3 kips per lineal foot for bearing walls and up to 25 kips for isolated column footings. The conclusions and recommendations presented in this report are based on our understanding of the above stated site and the planned project design. features. If actual site conditions differ, the planned project design features are different than we expect, or if changes are made, we should review them in order to modify or supplement our conclusions and recommendations as necessary. 2.0 SCOPE On May 20, 2015, we advanced four hand -augured test holes to a maximum depth of 5.0 feet below surface grades. Using the information obtained from our subsurface exploration, we developed geotechnical design and construction recommendations for the project. Specifically this report addresses the following: • Reviewing the available geologic, hydrogeologic and geotechnical data for the site area, and conducting a geologic reconnaissance of the site area. • Addressing the appropriate geotechnical regulatory requirements for the planned site development, including a Geologic Hazard evaluation. Ages Engineering, LLC Page 1 253-845.7000 • Advancing four test holes in the planned new development area to a maximum depth of approximately 5.0 feet below surface grades. • Providing geotechnical recommendations for site grading including site preparation, subgrade preparation; fill placement criteria, suitability of on -site soils for use as structural fill, temporary and permanent cut and fill slopes, and drainage and erosion control measures. • Providing geotechnical recommendations for design and construction of new foundations and floor slabs, including allowable bearing capacity and estimates of settlement. • Providing geotechnical recommendations for lower level building or retaining walls, including backfill and drainage requirements, lateral design loads, and lateral resistance values. • Provide recommendations for the development storm water. • Providing recommendations for site drainage. It should be noted that our work does not include services related to environmental remediation or design and performance issues related to moisture intrusion through walls. An appropriate design professional or qualified contractor should be contacted to address these issues. 3.0 SITE CONDITIONS 3.1 Surface The subject site area is an assemblage of four residential lots located at 14062 — 33`d Avenue S. in Tukwila, Washington. The southwestern lot is currently occupied with a single-family residence. The three remaining lots are unoccupied. The site is bordered with residential lots to the north and south, 33`d Avenue South to the west, and 341h Place S. to the east. The location of the site is shown on the Site Vicinity Map provided in Figure 1. In general surface grades in the vicinity of the site slope down to the northeast at surface inclinations ranging from 10 to 35 percent. The southwestern portion of the site, where the existing single-family residence exists is relatively flat. Site vegetation consists of various medium-sized evergreen and deciduous trees with moderately thick underbrush. 3.2 Soils The soils we observed at the site generally consist of silty sand with gravel consistent with glacial till. We observed approximately 6 inches of topsoil in each of the test holes advanced on the site. Underlying the surfrcial topsoil, we encountered moist silty sand with gravel consistent with glacial till. In general the till was medium dense and weathered in the upper portions. The dense, unweathered glacial till was encountered at a depth of 2.0 feet below surface grades. Ages Engineering, LLC Page 2 253-845-7000 Figures A-1 through A-3 present more detailed descriptions of the subsurface conditions encountered in the test holes. The approximate test hole locations are shown on the Exploration Location Plan provided in Figure 2. 3.3 Mapped Soils According to The Geologic Map cif DesMoines- A Progress Report, by Kathy Goetz Troost, Derek B. Booth, Aaron P. Wisher, and Scott A. Shimel, the soils at the site are mapped as Vashon glacial till (Qvt). The glacial till was deposited during the Vashon stade of the Fraser Glaciation, approximately 12,000 to 15,000 years ago. The till was deposited underneath the advancing glacial ice and was consequently over -ridden by the glacial ice mass. The Vashon till, and all units under the till, will typically be found in a very dense condition where undisturbed. The near surface soils at the site have been disturbed by natural weathering processes that have occurred since their deposition. No springs or groundwater seepage was observed on the surface of the site at the time of our site visit. A copy of the Geologic Map for the subject site is provided in Figure 3. 3.4 Groundwater We did not encounter groundwater seepage in any of the test holes advanced on the site. However, we expect a seasonal perched water table that develops within the upper portions of the dense glacial till during the wet winter months. The groundwater levels and flow rates will fluctuate seasonally and typically reach their highest levels during and shortly following the wet winter months (October through May). 4.0 GEOLOGIC HAZARDS 4.1 General According to Section 18.45.120 in the City of Tukwila Municipal code defines geologically hazardous areas as follows: "areas of potential geologic instability are classified as follows: 1. Class 1 area, where landslide potential is low, and which slope is less than 15%; 2. Class 2 areas, where landslide potential is moderate, which slope is between 15% and 40%, and which are underlain by relatively permeable soils; 3. Class 3 areas, where landslide potential is high, which include areas sloping between 15% and 40%, and which are underlain by relatively impermeable soils or by bedrock, and which also include all areas sloping more steeply than 40%; 4. Class 4 areas, where landslide potential is very high, which include sloping areas with mappable zones of groundwater seepage, and which also include existing mappable landslide deposits regardless of slope". Based on the existing site grades shown on the topographic site plan provided to us ranging from 15 to 35 percent, the site has areas that are classified as "Class 2" - areas where the landslide potential is moderate. According to Section 18.45.120 (C) in the City of Tukwila Municipal Ages Engineering, LLC Page 3 253-845-7000 code, "each development proposal containing or threatened by an area of potential geologic instability Class 2 or higher shall be subject to a geotechnical report pursuant to the requirements of TMC Chapter 18.45.040 C, and 18.45.060. The geotechnical report shall analyze and make recommendations on the need for and width of any setbacks or buffers necessary to achieve the goals and requirements of TMC Chapter. 18.45. Development proposals shall then include the buffer distances as defined within the geotechnical report". Based on our study, the site is underlain with dense to very dense silty sand with gravel consistent with glacial till that will exhibit a high shear strength and low compressibility, even in a steeply sloping environment. Due to the existence of dense, relatively impenneable glacial till underlying the site, it is our opinion that the site is inherently stable and no buffers or setbacks are necessary to protect the site and adjacent properties from the Class 2 potential geologic instability designation. 4.2 Seismic The state of Washington has adopted the 2003 International Building Code (IBC). Based on the soil conditions encountered and the local geology, per chapter 16 of the 2003 (IBC) site class "C', can be used in structural design. This correlates to Soil Profile Type Sc in the 1997 Uniform Building Code (UBC). This is based on the inferred range of SPT (Standard Penetration Test) blow counts for the upper 100 feet of the site relative to hand excavation progress and probing with a 1/2-inch diameter steel probe rod. The presence of glacially consolidated soil conditions were assumed to be representative for the site conditions beyond the depths explored. 4.3_ Erosion Temporary Erosion and Sediment Control (TESC) measures must be in place prior to and maintained during construction activity at the site. In our opinion, the potential for erosion is not a limiting factor in site development. Erosion hazards can be mitigated by applying Best Management Practices (BMPs) outlined in the Washington State Department of Ecology's (Ecology) Stormwater Management Manual for Western Washington. Temporary Erosion and Sediment Control (TESC) measures, as required by the City of Tukwila, should be in place prior to the start of construction activities at the site. 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 General Based on our study, in our opinion, soil and groundwater conditions at the site are suitable for the proposed development. The new structures can be supported on conventional spread footings bearing on the existing organic -free native site soils, or on structural fill placed above these existing soils. Floor slabs and pavements should be similarly supported. The native soils encountered at the site contain a high enough percentage of fines (silt and clay - size particles) that will make them difficult to compact as structural fill when too wet. Ages Engineering, LLC Page 4 253-845-7000 Accordingly, the ability to use the soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions at the time of construction. If grading activities will take place during the winter season, the owner should be prepared to import free -draining granular material for use as structural fill and backfill. The following sections provide detailed recommendations regarding these issues and other geotechnical design considerations. These recommendations should be incorporated into the final design drawings and construction specifications. 5.2 Site Preuaration and Gradine To prepare the site for construction, all vegetation, organic surface soils, and other deleterious materials including any existing structures, foundations or abandoned utility lines should be stripped and removed from the new development areas. Organic topsoil will not be suitable for use as structural fill, but may be used for limited depths in non-structural areas. Once clearing and stripping operations are complete, cut and fill operations can be initiated to establish desired grades. In order to achieve proper compaction of structural fill, and to provide adequate foundation and floor slab support, the native subgrade must be in a stable condition. Prior to placing structural fill, and to prepare the foundation subgrade, all exposed surfaces should be compacted with heavy vibratory compaction equipment to determine if any isolated soft and yielding areas are present. If excessively soft or yielding areas are present, and cannot be stabilized in place by compaction, they should be cut to firm bearing soil and filled to grade with structural fill. If the depth to remove the unsuitable soil is excessive, using a geotextile fabric can be considered, such as Mirafi HP270 or an approved equivalent, in conjunction with structural fill. In general, a minimum of 18-inches of clean, granular structural fill over the geotextile fabric should establish a stable bearing surface. A representative of Ages Engineering, LLC should observe the foundation subgrade compaction operations to verify that stable subgrades are achieved for support of structural elements. Our study indicates the native surface soils encountered at the site contain a sufficient enough percentage of fines (silt and clay -size particles) that will make them difficult to compact as structural fill when too wet. Accordingly, the ability to use the soils from site excavations as structural fill will depend on their moisture content and the prevailing weather conditions at the time of construction. If grading activities are planned during the wet winter months, or the on - site soils become too wet to achieve adequate compaction, the owner should be prepared to import a wet -weather structural fill. For wet weather structural fill, we recommend importing a granular soil that meets the following gradation requirements: Ages Engineering, LLC Page 5 253-845-7(ft U. S. Sieve Size Percent Passing 6 inches 100 No. 4 75 maximum No. 200 5 maximum* * Based on The 14 etch fraction Prior to use, Ages Engineering, LLC should examine and test all materials to be imported to the site for use as structural fill. Structural fill should be placed in uniform loose layers not exceeding 12 inches and compacted to a minimum of 95 percent of the soils' laboratory maximum dry density as determined by American Society for Testing and Materials (ASTM) Test Designation D-1557 (Modified Proctor). The moisture content of the soil at the time of compaction should be within two percent of its optimum, as determined by this same ASTM standard. In non-structural areas, the degree of compaction can be reduced to 90 percent. 5.4 Excavations All excavations at the site associated with confined spaces, such as utility trenches and lower level building and retaining walls, must be completed in accordance with local, state, and/or federal requirements. Based on current Washington State Safety and Health Administration (WSHA) regulations, the existing near -surface fill and medium dense weathered glacial till soils observed in the upper portions of the site would be classified as Type C soils. The deeper dense, unweathered glacial till soils would be classified as Type A soils. According to WSHA, for temporary excavations of less than 20 feet in depth, the side slopes in Type C soils should be laid back at a slope inclination of 1.5:1 (Horizontal: Vertical) or flatter from the toe to the crest of the slope and the side slopes in Type A soils should be laid back at a slope inclination of 0.75:1 (Horizontal: Vertical) or flatter from the toe to the crest of the slope. All exposed slope faces should be covered with a durable reinforced plastic membrane during construction to prevent slope raveling and rutting during periods of precipitation. These guidelines assume that all surface loads are kept at a minimum distance of at least one half the depth of the cut away from the top of the excavation slope and that significant seepage is not present on the slope face. Flatter cut slopes will be necessary where significant raveling or seepage occurs, or if construction materials will be stockpiled along the slope crest. If these safe temporary slope inclinations cannot be achieved due to property line constraints, shoring may be necessary. This information is provided solely for the benefit of the owner and other design consultants, and should not be construed to imply that Ages Engineering, LLC assumes responsibility for job site safety. It is,understood that job site safety is the sole responsibility of the project contractor. Ages Engineering, LLC Page 6 253-845-7M) 5.5 Foundations The new residential foundations may be supported on conventional spread footing foundations bearing on the competent native organic -free soils or on structural fills placed above these native soils. Foundation subgrades should be prepared as recotrunended in the "Site Preparation and Grading" section of this report. Perimeter foundations exposed to the weather should bear at a minimum depth of 1.5 feet below final exterior grades for frost protection. Interior foundations can be constructed at any convenient depth below the floor slab. We recommend designing new foundations for a net allowable bearing capacity of 2,500 pounds per square foot (psf). For short-term loads, such as wind and seismic, a one-third increase in this allowable capacity can be used. With the anticipated loads and this bearing stress applied, building settlements should be less than one-half inch total and one -quarter inch differential. For designing foundations to resist lateral loads, a base friction coefficient of 0.35 can be used. Passive earth pressures acting on the sides of the footings can also be considered. We recommend calculating this lateral resistance using an equivalent fluid weight of 350 pounds per cubic foot (pef). We recommend not including the upper 12 inches of soil in this computation because it can be affected by weather or disturbed by future grading activity. This value assumes the foundations will be constructed neat against competent soil and backfilled with structural fill, as described in the "Site Preparation and Grading" section of this report. The values recommended include a safety factor of 1.5. Foundation Parameter Summary Description *Design Value Net Allowable Bearing Capacity 2,500 psf Friction Coefficient 0.35 Lateral Resistance 350 pcf 'Details regarding die use of these parameters are provided in the section above, 5.6 Slab -On -Grade Slab -on -grade floors should be supported on subgrades prepared as recommended in the "Site Preparation and Grading" section of this report. Immediately below the floor slab, we recommend placing a four -inch thick capillary break layer of clean, free -draining, coarse sand or fine gravel that has less than three percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slabs. The drainage material should be placed in one lift and compacted to a firm and unyielding condition. The capillary break layer will not prevent moisture intrusion through the slab caused by water vapor transmission. Where moisture by vapor transmission is undesirable, such as covered floor Ages Engineering, LLC Page 7 253-845-7000 areas, a common practice is to place a durable plastic membrane on the capillary break layer and then cover the membrane with a layer of clean sand or fine gravel to protect it from damage during construction, and aid in uniform curing of the concrete slab. It should be noted that if the sand or gravel layer overlying the membrane is saturated prior to pouring the slab, it will not assist in uniform curing of the slab, and may serve as a water supply for moisture transmission through the slab and affecting floor coverings. Additionally, if the sand is too dry, it can effectively drain the fresh concrete, thereby lowering its strength. Therefore, in our opinion, covering the membrane with a layer of sand or gravel should be avoided. 5.7 Lower Level and Building Walls The magnitude of earth pressure development on below -grade walls, such as basement or retaining walls, will greatly depend on the quality of the wall backfill and the wall drainage. We recommend placing and compacting wall backfill as structural fill. Wall backfill below structurally loaded areas, such as pavements or floor slabs, should be compacted to a minimum of 95 percent of its maximum dry density, as determined by AST. Test Designation D-1557 (Modified Proctor). In unimproved areas, the relative compaction can be reduced to 90 percent. To guard against hydrostatic pressure development, drainage must be installed behind the wall. We recommend that wall drainage consist of a minimum 1.2 inches of clean sand and/or gravel with less than three percent fines placed against the back of the wall. In addition, a drainage collector system consisting of 4-inch perforated PVC pipe should be placed behind the wall to provide an outlet for any accumulated water. The drains should be provided with cleanouts at easily accessible locations. These cleanouts should be serviced at least once every year. The wall drainage material should be capped at the ground surface with 1-foot of relatively impermeable soil to prevent surface intrusion into the drainage zone. Alternatively, the 12-inch. wide drainage layer placed against the back of the wall can be replaced with a Mirafi GIOON Drainage Board, or an approved equivalent. If drainage board is used, the 4-inch perforated PVCpipe should be covered with at least 12 inches of clean washed gravel and the drainage board should be hydraulically connected to drainpipe and surrounding gravel. With wall backfill placed and compacted as recommended and the wall drainage properly installed, unrestrained walls can be designed for an active earth pressure equivalent to a fluid weighing 35 pcf For restrained walls, an additional uniform Iateral pressure of 100 psf should be included. These values assume a horizontal backfill condition and that no other surcharge loading, such as traffic, sloping embankments, or adjacent buildings, will act on the wall. If such conditions exist, then the imposed loading must be included in the wall design. Friction at the base of the wall foundation and passive earth pressure will provide resistance to these lateral loads. Values for these parameters are provided in the "Foundations" section of this report. Ages Engineering, LLC Page g 253-945-7000 Lower Level Building and Retaining Wall Parameter Summary Description Condition *Design Value Earth Pressure Unrestrained 35 pcf Earth Pressure Restrained Additional 100 psf Earth Pressure Surcharge Dependant upon magnitude *Details regarding the use of these parameters are provided in the section above. 5.8 Storm Water Due to the existence of dense relatively impermeable glacial till soils in the upper portions of the site, infiltration of the development storm water will not be feasible. The storm water collected in the roof and foundation drains should discharge off of the site to the existing City of Tukwila storm water system adjacent the site. 5.9 Site Drainaee .Surface, Final exterior grades should promote free and positive drainage away from the building area. All ground surfaces, pavements, and sidewalks should be sloped away from the structure. We recommend providing a gradient of at least three percent for a minimum distance of ten feet from the building perimeter, except in paved locations. In paved locations, a minimum gradient of one percent should be provided, unless provisions are included for collection and disposal of surface water adjacent to the structure. Subsurface, We recommend installing a continuous drain along the lower outside edge of the perimeter building foundation. The foundation drain should be tightlined to an approved point of controlled discharge. The roof drain should not be connected to the footing drains unless a backflow device will be installed, or an adequate gradient will prevent backflow into the footing drains. Subsurface drains must be laid with a gradient sufficient to promote positive flow to the point of discharge. All drains should be provided with cleanouts at easily accessible locations. These cleanouts should be serviced at least once every year. 6.0 ADDITIONAL SERVICES Ages Engineering, LLC should review the final project designs and specifications in order to verify that earthwork and foundation recommendations have been properly interpreted and incorporated into project design. If changes are made in the loads, grades, locations, configura- tions or types of facilities to be constructed, the conclusions and recommendations presented in this report may not be fully applicable. If such changes are made, we should be given the opportunity to review our recommendations and provide written modifications or verifications, as necessary. Ages Engineering. LLC Page 9 253-945-7000 We should also provide geotechnical services during construction to observe compliance with our design concepts, specifications, and recommendations. This will allow for expedient design changes if subsurface conditions differ from those anticipated prior to the start of construction. 7.0 LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. No other warranty, expressed or implied, is made. This report is the copyrighted property of Ages Engineering, LLC and is intended for the exclusive use of BRCF, Mr. Bob Rester and their authorized representatives for use in the design, permitting, and construction portions of this project. The analysis and recommendations presented in this report are based on data obtained from others and our site explorations, and should not be construed as a warranty of the subsurface conditions. Variations in subsurface conditions are possible. The nature and extent of which may not become evident until the time of construction. If variations appear evident, Ages Engineering, LLC should be requested to reevaluate the recommendations in this report prior to proceeding with construction. A contingency for unanticipated subsurface conditions should be included in the budget and schedule. Sufficient monitoring, testing and consultation should be provided by our firm during construction to confirm that the conditions encountered are consistent with those indicated during our exploration. to provide recommendations for design changes should the conditions revealed during the work differ from those anticipated, and to evaluate whether earthwork and foundation installation activities comply with contract plans and specifications. The scope of our services does not include services related to environmental remediation and construction safety precautions. Our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in our report for consideration in design. Ages Engineering, LLC Page 10 25.1-845-7000 VIC •. Y. t JYIZ:. ftR2+H CKYN �:.. AN ks c .� •.cvvrF. 5.-at� 9,yi v:nyv! 3 ..44,I, q Sot . s Sid , . Sat _ } 113 2000 test 500 to Approximate Site Location Ages Engineering, LLC site vicinity Map P. U. Box 935 Dunbabin Residential Nyauup, WA. 98371 14062 — 33`d Avenue SE Main (253) 845-7000 Tukwila, Washington www.agesatgioeering.aim Project No.: A-234 May 2015 Figure 1 1 1 , 1 t r u: TP-1 �'- LOT 2 TP s i'� te.�� s�. er • CI P-3 B LOT 1 L^T I I 1'fit TP-2 f mil. 1 . (a KEY: APPROXIMATE LOCATION OF TEST PITS TP 1 Ages Engineering, LLC P. 0. Box 935 Puyallup, WA.98371 Main (253)845-7000 www.agesengineering.cixn Exploration Location Plan Dunbabin Residential 14062 — 33Td Avenue SE Tukwila, Washington Approximate Site Location Ages Engineering, LLC P. O. Box 935 Puyallup. WA. 98371 Main (253) 845-7000 ww%v.ng,-. ngineering.crnn J Qvr �\ 1 apt Qvt � Qvt Geologic Map Dunbabin Residential 14062 — 33rd Avenue SE Tukwila, Washington Project No.: A-234 I May 2015 1 Figure 3 APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING Dunbabin Residential Tukwila, Washington On May 20, 2015, we explored subsurface conditions at the site by excavating 4 hand -augured test holes to a maximum depth of 5.0 feet below surface grades. The approximate test hole locations are shown on Figure 2. The test hole logs are presented on Figures A-2 and A-3. A geotechnical engineer from our office conducted the field exploration, maintained a log of each test hole, classified the soils encountered, collected representative soil samples, and observed pertinent site features. All soil samples were visually classified in accordance with the Unified Soil Classification System (USCS) described on Figure A-1. Representative soil samples obtained from the test holes were placed .in sealed containers and taken to our laboratory for further examination and testing. The moisture content of each sample was measured and is reported on the test hole logs. Project No. 234 UNIFIED SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP SYMBOL GROUP NAME GRAVEL GW Well -Graded GRAVEL WITH GP Poorly -Graded GRAVEL GRAVEL < 5 % FINES GRAVEL GW-GM Well -Graded GRAVEL with silt GW-GC Well -Graded GRAVEL with clay COARSE More than 50% Of Coarse Fraction Retained on WITH BETWEEN 5 AND 15 % FINES GP -GM Poorly -Graded GRAVEL with silt GP -GC Poorly -Graded GRAVEL with clay GRAINED SOILS No. 4 Sieve GRAVEL WITH > IS % GM Silty GRAVEL GC Clayey GRAVEL FINES SAND SW Well -Graded SAND WITH SP Poorly -Graded SAND More than 50% Retained on SAND < 5 %, FINES SAND SW-SM Well -Graded SAND with silt No. 200 Sieve SW -SC Well -Graded SAND with clay More than 50% Of Coarse Fraction Passes WITH BETWEEN SAND 15 % FINES SP-SM Poorlv-Graded SAND with silt SP-SC Poorly -Graded SAND with clay No. 4 Sieve SAND WITH > 15 ors FINES SM Silty SAND SC Clayey SAND FINE ML Inorganic SILT with low plasticity GRAINED t Liquid Limit Less than it CL Lean inorganic CLAY with low plasticity u SOILS SILT AND OL Organic SILT with low plasticity CLAY MH Elastic inorganic SILT with moderate to high plasticity More than 5(1% Passes Liquid LimitjjFinorganic 50 or more CLAY with moderate to high plasticity No. 200 Sieve _ nic SILT or CLAY with moderate to high plasticity HIGHLY ORGANIC SOILS PEAT NOTES: (I) Soil descriptions are based on visual field and laboratory observations using the classification methods described in ASTM D-2488. Where laboratory data are available, classifications are in accordance with ASTM D-2487. (2) Solid lines between soil descriptions indicate a change in the interpreted geologic unit. Dashed lines indicate stratigraphic change within the unit. (3) Fines are material passing the U.S. No. 200 Sieve. Ages Engineering, P. O. Box 9-15 Puyallup, WA. 98371 Main (253) 845-700t) w-A,w.agesengineeruig.com L LC Unified Soil Classification System (USCS) Dunbabin Residential 14062 — 33rd Avenue SE Tukwila, Washington Project No.: A-234 May 201 S Figure A-1 r 4• 1 35 Ages Engineering, LLC Purallllur `WA. 99371 Office (253) 845-7000 Test Hole TH-1 n.aTr: May 20, 2015 l cwcrn BY: BPK f LEV: Depth Soil Description Notes (feet) M% I Other 0 Reddish -brown silty SAND with gravel. slightly cemented. medium dense, hoist. (SM) (Weathered Glacial Till) Brownish -gray silty SAND with gravel, moderately cemented, dense,moist. (SM) (Glacial Till) 5 Test Hole terminated at a depth of 4.0 feet below surface grades. No groundwater seepage encountered. 10 Test Hole TH-2 DATE May 20, 2015.t_oOGM RY: BPK t=LFV: Depth Soil Description Notes (fit) _ M% I Other 0 G inches TOPSOIL Reddish-browm silty SAND with gavel, slightly ceer►e cd, medium dense, moist. (SM) ( Weathered Glacial Till) 5 10 Brownish -gray silty SAND with gravel, moderately cemented, dense,moist. (SM) (Glacial Till) Test Hole terminated at a depth of 5.0 feet below surface grades. No groundwater seepage encountered. Figure A-2 r,;«�xo.: A-234 n - .. P.O. Box 935 Ages Engineering, LLC Puyallup. WA . 98171 Office (253) 345-7000 Test Hole TH-3 DATE: May 20, 2015 LOGGED BY. BPK ELEV: Depth Soil Description. Notes feet Ma/C Other 0 6 inches TO OIL Reddish -brown silty SAND with gravel, slightly cemented, medium dense, moist. (SM) (Weathered Glacial Till) Brownish -gray silty SAND with gravel, moderately cemented, dense,moist. (SM) (Glacial Till) 5 t Hole terminated at a depth of 5.0 feet below surface grades. groundwater seepage encountered. to Test Hole TH4 DATE: May 20, 2015 LOGGED BY: BPK EUV: Depth Soil Description Notes (feet) M% I Other 0 6 inches TOPSOIL Reddish -brown silty SAND with gravel, slightly cemented, medium dense, moist. (SM) (Weathered Glacial Till) 5 10 Brownish -gray silty SAND with gravel, moderately cemented, dense,moist. (SM) (Glacial Till) est Hole terminated at a depth of 5.0 feet below surface grades. to groundwater seepage encountered. Figure A-3 rroje,Y.o.: A-234 Client: STRUCTURAL CALCULATIONS for the PROPOSED RUEPPELL, INC. PLAN 3296-A March 30, 2015 BRC Family LLC Site: Short: Plat # L 14-0037 Tax Parcel # 1523049071 Lot C, 14119 34th PI S Tukwila, WA Calculated bv: +'(tVfLVVED FOR CODE COMPLIANCE APPROVED JUN 18 2015 w City of Tukwila BUILDING DIVISION Eric L. Rice, PE ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 Phone: (206) 200-8764 Email: elreng330,gmail. com RECEIVED CITY OF TUKWILA JUN `4 2015 PERMIT CENTER CORRECTON LTR# AL DID-00�62 ELR Engineerine 1915 Dayton Ave NE Renton, WA 98056 phone: (206) 200-8764 email: elreng33@gmail.com Scope of Work: Project: BRC Family LLC - Plan 3296-A Job No. 3296ARU120048 Figured by:ELR Checked by: Date: 3/30/2015 Sheet: 2 ELR Engineering was asked to provide permit submittal structural calculations for the proposed Plan 3296-A for BRC Family LLC. These calculations are a re -use of previously done calculations for Plan 3296-A. These calculations are for the specific site stated on the cover sheet. Our structural engineering information is shown in the "Construction Sketches" section of these calculations as well as on the permit submittal S-sheets. The information in this report conforms to the 2012 International Building Code as amended by the local jurisdiction. Questions should be addressed to the undersigned. Eric L. Rice, PE ELR Engineering a I. z O H Q W J W ry Q W ry Z O ry I z O Q W J W S C� 19-4 z O Q W J W F— LL— J :ELR Engineering 1915 Dayton Ave NE Renton, WA 98056 phone: (206)200-8764 email: elreng33@gmail.com Vertical Calculations 1 V 0 R T E- MEMBER REPORT Roof, R15 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 2' 6" t 1 t o a o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF load: Combination (Pattern) Member Reaction (Ibs) 2228 @ 2' 4 1/2" 6563 (3.00") Passed (34%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1565 @ 101/4" 3502 Passed (45%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1852 @ 1' 3" 3438 Passed (54%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.005 @ 1' 3 1/16" 0.075 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.008 @ 1' 3 1/16" 0.112 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) uenecuon crnena: LL (yaw) ana I L (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 2' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - HF 3.00" 3.00" Im" 827 1154 1981 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 920 1308 2228 None Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1 - Uniform (PSF) 1' 3" to 2' 6" 21' 15.0 25.0 2 - Point (lb) 1' 3" N/A 1112 1430 Linked from: R14, Su 2 3 - Uniform (PLF) 0 to 1' 3" N/A 180.5 300.5 Unked from: R41 Su 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.00m) Accessories (Rim Board, BlocMng Panels and Squash Blocks) are not designed try this software. Use of this software Is not intended to drevmvent the need for a design professional as determined by the authority having judsdicdon. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are thlyd-party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support information have been provided by Rueppedl Home Design Forte Software Operator Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 3296-A (206) 200.8764 Pierce County, WA eireng33@gmail.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 4 SUSTAINABLE FORESTRY INITIATIVE 11/24/2014 9:26:53 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 34 of 44 r -fl, F O R T E' MEMBER REPORT Roof, R16 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 PASSED 0 Overall Length: 5' 3" 5' 0 0 p All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 550 @ 0 3281(1.50") Passed (17%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 427 @ 7" 2657 Passed (16%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 721 @ 2' 7 1/2" 1979 Passed (36%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.028 @ 2' 7 1/2" 0.175 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.046 @ 2' 7 1/2" 0.262 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Bracing (Lu): All compression edges (top and bottom) must be traced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 214 336 550 None 2- Trimmer -HF 1.50" 1.50" 1.50" 214 336 1 550 None Tributary Dead snow Loads Location Width (0.90) (1.15) comments 1 - Uniform (PLF) 0 to 5' 3" N/A 76.5 128.0 Linked from: R2, Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support Information have been provided by Rueppell Home Design Forte Software Operator Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 3296-A (206) 200-8764 Pierce County, WA elreng33@gmaii.com System : Wall Member Type: Header Building Use : Residential Building Code : IBC Design Methodology : ASD T SUSTAINABLE FORESTRY INITIATIVE 11/24/2014 9:26:53 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 35 of 44 F 0 R T E a MEMBER REPORT Roof, R17 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED 0 Overall Length: 5' 3" 5' 0 a o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.:Drawing is Concenh jai Design Results Actual CA Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2222 @ 0 3281 (1.50") Passed (68%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1605 @ 8 3/4" 3502 Passed (46%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2916 @ 2' 7 1/2" 3438 Passed (85%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.050 @ 2' 7 1/2" 0.175 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) • raflu�Nnn i.Irn.i�• i i n loco. .,..w 0.081 @ 2' 7 1/2" r , 0.262 Passed (U774) 1.0 D + 1.0 S (All Spans) Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bradng is required to achieve member stability, Applicable calculations are based on NDS 2005 methodoiogy. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead snow Total 1 -Trimmer- HF 1.50" 1.50" 1S0" 844 1378 J 2222 No, 2 - Trimmer - HF 1.50" 1.50" 1.50" 844 1378 2222 None Loads Location Tributary Width Dead (0.90) !25.0 ts jSrK)W 1 - Unffonn (PSF) 0 to 5' 3" 21' 15.0 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocldng Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support Information have been provided by Rueppell Home Design Forte Software Operator Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 3296-A (206) 200-8764 Pierce County, WA elreng33@gmail.com System: wall Member Type: Header Building Use: Residential Building Code: IBC Design Methodology : ASD (tS) SUSTAINABLE FORESTRY INITIATIVE 11/24/2014 9:26:54 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 36 of 44 MEMBER REPORT Roof, R18 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 PASSED 0 Overall Length: 4' 3" 4' 0 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results AtWal @ Location Allowed Result LDF Load: Combination (pattern) Member Reaction (Ibs) 1795 @ 0 3281(1.50") Passed (55%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1303 @ 7" 2657 Passed (49%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1908 @ 2' 1 1/2" 1979 Passed (96%) 1.15 1.0 D + 1.0 5 (All Spans) Live Load Defl. (in) 0.050 @ 2' 1 1/2" 0.142 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.080 @ 2' 1 1/2" 0.213 Passed (L/638) - 1.0 D + 1.0 S (All Spans) uenecoon mrena: u. (L/6bo) ano I L (yt9u). Bracing (Lu): All compression edges (top and bottom) must be (raced at 4' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead snow Total 1- Trimmer - HF 1.50" 1.50" 1.50" 680 1116 1746 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 680 1116 1796 None Loads Location Tributary Width Dead (a.") snow (1.15) Comments 1 - Uniform (PSF) 0 to 4' 3" 21' 15.0 25.0 Snow Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.00m) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having judsdictlon. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support Information have been provided by Rueppell Home Design Forte Software Operator Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 3296-A (206) 200-8764 Pierce County, WA eireng33@gmail.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology: ASD (ls) SUSTAINABLE FORESTRY INITIATIVE 11/24/2014 9:26:54 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 37 of 44 a F 0 R T E' MEMBER REPORT Roof, R19 1 pieoe(s) 4 x 6 Douglas Fir -Larch No. 2 PASSED 0 Overall Length: 5' V Q 6 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 599 @ 0 3281(1.50") Passed (18%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 477 @ 7" 2657 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 860 @ 2' 10 1/2" 1979 Passed (43%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.040 @ 2' 10 1/2" 0.192 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.066 @ 2' 10 1/2" 0.287 Passed (L/999+) 1.0 D + 1.0 S (All Spans) UO10.UUI1 U-1d. LL tL/}OV) 0rU I L kWZ-tU). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead I Snow I Total 1-Trimmer -HF 1.50" 1.50" 1S0" 233 365 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 2331598 365 598 None Loads Location Tributary Width Dead (0.90) Snow (1.15) comments 1 - Uniform (PSF) 0 to 5' 9" 511. 15.0 25.0 Snow Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbM.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support Information have been provided by Rueppell Home Design System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 4 SUSTAINABLE FORESTRY INmATIVE Forte software Operator 11 /24/2014 9:26:54 AM Forte v4.6, Design Engine: V6.1.1.5 3296 A-1.4TE Page 38 of 44 Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 32WA (206) 200-8764 Pierce County, WA elreng33@gmail.com a- 1F 0 R T E " MEMBER REPORT Roof, R20 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 PASSED 0 Overall Length: 6' 3" 6• 0 0 9 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF wad: Combination (Patten,) Member Reaction (Ibs) 495 @ 0 3281(1.50") Passed (15%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 403 @ 7" 2657 Passed (15%) 1.15 1.0 D + 1.0 S (All Spans) Moment (R-Ibs) 773 @ 3' 1 1/2" 1979 Passed (39%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.042 @ 3' 1 1/2" 0.208 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.070 @ 3' 1 1/2" 0.313 Passed (L/999+) 1.0 D + 1.0 S (All Spans) Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing wads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1- Trimmer - HF 1.50" 1.50" 1.50" 195 300 495 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 195 300 495 None Tributary Dead snow Loads Location Width (0.90) (1.15) Comments 1 - Uniform (PLF) 0 to 6' 3" N/A 57.5 96.0 Unked from: R3, Su 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support information have been provided by Rueppell Home Design Forte Software Operator Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 3296-A (206) 200-8764 Pierce County, WA elreng33@gmail.com System : Wall Member Type: Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 11/24/2014 9:26:55 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 40 of 44 0 R T E MEMBER REPORT 2F, 2F1 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC PASSED Overall Length: 5' 6" 19 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result 1DF Load: Combination (Pattern) Member Reaction (Ibs) 135 @ 3 1/2" 911(1.59') Passed (15%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 83 @ 1' 2 3/4" 1688 Passed (5%) 1.00 1.0 D + 1.0 L (All Spans) Moment (R-Ibs) 164 @ 2' 8 1/2" 2577 Passed (6%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.002 @ 2' 8 1/2" 0.097 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.003 @ 2' 8 1/2" 1 0.242 1 Passed (U999+) 1.0 D + 1.0 L (All Spans) TJ-Prop" Rating N/A I N/A - - uenecbon artena: LL (L/ow) ano I L t1[/2411). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 1 1/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% Increase In the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and Joist was considered in analysis. Supports Bearing toads to Supports (Ibs) Accessories Total Available Required dead Live Total 1 - Hanger on 11 1/4" OF beam 3.50" Hanger, 15W 43 108 151 See rote , 2 - Stud wall - HF 5.50" 4.25" 1.50" 45 112 157 1 1/4" Rim Board • Kim uuara is assumes to carry air Ioaas appnea anreLUy aDove it, oypassi g tyre Member being aesignea. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • , See Connector grid below for additional Information and/or requirements. System: floor Member Type: Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails face Nags Member Nails Accessories 1 - Face Mount Hanger W210 mica- N/A 10.10d common 6-10d x 1-1/2 Dead Floor live Loads Location spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 5' 6" 16" 12.0 30.0 Residential - Ong Areas Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design bads, dimensions and support Information have been provided by Rueppell Home Design Forte Software Operator Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 3296-A (206) 200-8764 Pierce County, WA elreng33@gmail.com 0 SUSTAINABLE FORESTRY INITIATIVE 11/24/2014 9:26:45 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 2 of 44 s 0 R T E >s MEMBER REPORT 2F, 2F2 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC PASSED Overall Length: 1T a I 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drewing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 457 @ 3 1/2" 911(1.50") Passed (50%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 405 @ 1' 2 3/4" 1688 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Moment (R-Ibs) 1867 @ 8' 5 1/2" 2577 Passed (72%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.277 @ 8' 5 1/2" 0.327 Passed (L/708) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 1 0.388 @ 8' 5 1/2" 1 0.817 Passed (L/506) 1.0 D + 1.0 L (All Spans) T)-Pro'" Rating IN/A I N/A - - Deflection criteria: LL (L/600) and TL (L/240). Bradng (Lu): All compression edges (top and bottom) must be braced at 5' 8 5/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. A 15% increase In the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered In analysis. Supports Bearing Loads to supports (Ibs) Accessories Total Available Required Dead Roar e Total 1 - Hanger on 11 1/4" GLB beam 3.50" Hanger' 1S0" 135 338 473 See note 2 - Stud wall - HF 5.50" 4.25" 1.S0" 137 342 479 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. System : Floor Member Type; Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Connector: Simpson Strong -Tie Connectors support Model Seat Length Top Nails Face Nails t�nber Nails Amrssories 1- Face Mount Hanger LU210 1.50" N/A 10-10d common 6-10d x 1-1/2 Dead floor Live Loads Location spacing (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 17 16" 12.0 30.0 1 Resrtl�tial - SleepingAreas Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having judsdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support information have been provided by Rueppell Home Design Forte Software Operator Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 3296-A (206) 200-8764 Pierce County, WA eireng33@gmail.com 1 SUSTAINABLE FORESTRY INITIATIVE 11/24/2014 9:26:45 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 3 of 44 a F 0 R T E* MEMBER REPORT 2F, 2F3 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC PASSED Overall Length: 14' 2" 0 - I 1a' r 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontai.;DraMna is Concentual Design Results Actual @ Location Allowed Result LDF toad: Combination (pattern) Member Reaction (Ibs) 386 @ 2 1/2" 1367 (2.25") Passed (28%) 1.01 + 1.0 L (All Spans) Shear (Ibs) 323 @ 1' 2 3/4" 1688 Passed (19%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft Ibs) 1292 @ 7' 2577 Passed (50%) 1.00 1.01 + 1.0 L (All Spans) Live Load Defl. (in) 0.132 @ 7' 0.272 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.185 @ 7' 0.679 Passed (L/879) 1.0 D + 1.0 L (All Spans) T]-Pro•" Rating N/A N/A • D"PrHnn r iMrla• 1 I /1 1AnA% -A T It 11AAN Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 5 13/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. A 15% Increase In the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and Joist was considered in analysis. SUPI1o11tS Bearing Loads to Supporbs (Ibs) Accessories Total Available Required Dead Floor Live Total 1 -Stud wall - HF 3.50" 2.25" 1.50" 112 280 392 1 114" Rim Board 2 - Stud wall - HF • Rim Ftmrrl Ic acnt rl t...y.,.. �u I...,A.. 5.50" 4.25" 1.50" 115 287 402 1 1/4" Rim Board --_.-. vumo, w yp=.Y.@ . Loads Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 14' 2" 16" 12.0 30.0 Residential - Sleeping Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.00m) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certiFled to sustainable forestry standards. The product applicator, Input design loads, dimensions and support Information have been provided by Rueppell Home Design Forte Software Operator Job Notes Eric L. Rice, PE ELR Engineering Mahan Community Development (206) 200-8764 Plan 3296-A Pierce County, WA elreng33@gmail.com System : Floor Member Type : Joist Building Use: Residential Building Code : IBC Design Methodology : ASD Y SUSTAINABLE FORESTRY INITIATIVE 11/24/2014 9:26:45 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 4 of 44 "F O R T E 3 MEMBER REPORT 2F, 2F4 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC PASSED 0 Overall Length: 5' 10" f. I f f� 5' 10" L } 0 o a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Agowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 158 @ 2 1/2" 1367 (2.25") Passed (12%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 94 @ V 2 3/4" 1688 Passed (6%) 1.00 1.0 D + 1.0 L (All Spans) Moment (R-Ibs) 205 @ 2' 11" 2577 Passed (8%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.003 @ 2' 11" 0.108 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 1 0.005 @ 2' 11" 1 0.271 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-Pro- Rating N/A N/A Bracing (Lu): All compression edges (top and bottom) must be traced at 5' 7 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. A 15% Increase In the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. Supports Bearing Loads m supports (Ibs) Aries Total Available Required Dead ROW Uve Total 1 - Stud wall - HF 3.50" 2.25" 1.50" 47 117 164 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1.50" 47 117 164 1 1/4" Rim Board —.., _..._--- _I ..................' .. w.. vFy y m o,C —'rg ut:ogreu. Loads Location Spacing Dead (0.90) tow Live (1.00) rLn rtls 1 - Uniform (PSF) 0 W 5' 10" 16" 12.0 30.0 ResidertWl - ng Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support Information have been provided by Rueppell Home Design Forte Software Operator Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 32WA (206) 200-8764 Pierce County, WA elreng33@9mail.com System : Floor Member Type: Joist Building Use: Residential Building Code: IBC Design Methodology : ASD Y SUSTAINABLE FORESTRY INITIATIVE 11/24/2014 9:26:46 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 5 of 44 0'� 4 R T E MEMBER REPORT 2F, 2F5 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC PASSED 0 t: Overall Length: 13' 2" 13' 2" 0 L 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 449 @ 2 1/2" 1367 (2.25") Passed (33%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 371 @ 1' 2 3/4" 1688 Passed (22%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1409 @ 6' 7" 2577 Passed (55%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.137 @ 6' 7" 0.255 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.178 @ 6' 7" 0.637 Passed (L/859) 1.0 D + 1.0 L (All Spans) TJ-Pro'" Rating N/A N/A voca.w uncna. IL tyaau/ dnu i L kycYVi. Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 5 7/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral tracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Live Total 1 - Stud wall - HF 3.50" 2.25" 1.50" 105 351 456 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1.50" 105 351 456 1 1/4" Rim Board • nrnr Dadra rs dssumrw Lo carry an Klaus apprteo airecay above It, bypassing the member being designed. Loads Location spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 13' 2" 16" 12.0 40.0 Residattial - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having judsdicbon. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support information have been provided by Rueppell Home Design Forte Software Operator Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 3296-A (206) 200-8764 Pierce County, WA elreng33@gmail.com System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD T SUSTAINABLE FORESTRY INITIATIVE 11/24/2014 9:26:46 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A--1.4TE Page 6 of 44 i 0 R T E MEMBER REPORT 2F, 2F6 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC PASSED 0 Overall Length: 17' 8" L _; 1T B" 0 a o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 480 @ 3" 911 (1,50") Passed (53%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) . 427 @ 1' 2 1/4" 1688 Passed (25%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2053 @ 8' 9 3/4" 2577 Passed (80%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Defl. (in) 0.335 @ 8' 9 3/4" 0.343 Passed (L/614) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.468 @ 8' 9 3/4" 0.856 Passed (L/439) 1.0 D + 1.0 L (All Spans) TJ-Pro"m Rating N/A N/A uenecron cnEena: LL (L/buu) ano I L (LIZ41J). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 10 13/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% Increase In the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered In analysis. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead t We Total 1 - Hanger on 11 1/4" HF beam 3.00" Hanger' 150" 141 353 494 See note' 2 -Hanger on 11 1/4" GIB beam 3.50" Hanger' 1.50" 142 354 496 See note' • A[ ndnger supports, me i oral ueanng dimension is equal W me wiam or Uie matenai trrat is supporting the hanger • ' See Connector grid below for additional information and/or requirements. System : Floor Member Type: Joist Building Use : Residential Building Code : IBC Design Methodology : Aso Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger W210 1.50" N/A 10-10d common 6-10d x 1-1/2 2 - Face Mount Hanger W210 1.50" N/A 10.10d oxnmon 6-10d x 1-1/2 Loads Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 -Uniform (PSF) 0 to 17 8" 16" 12.0 30.0 Residentiat - ng Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woDdbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support Information have been provided by Rueppell Home Design Forte Software Operator Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 3296-A (206) 200.8764 Pierce County, WA elreng33@gmail.com QSUSTAINABLE FORESTRY INITIATIVE 11/24/2014 9:26:46 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 7 of 44 wif OR T E ' MEMBER REPORT 2F, 2F7 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC PASSED Overall Length: 17 2" 0 12' 2- 0 Q All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontai.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 322 @ 11' 10 1/2" 911 (1.50") Passed (35%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 270 @ 10' 11 1/4" 1688 Passed (16%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 926 @ 6' 1 1/2" 2577 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.068 @ 6' 1 1/2" 0.230 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.095 @ 6' 1 1/2" 0.575 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-Pro'" Rating N/A N/A ICJ'-- — \L/UYUI dI IU - kW—uh Bracing (Lu): All compression edges (top and bottom) must be braced at 11' 9 1/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. A 15% Increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered In analysis. Supports Bearing Loads to supports (Ibs) Accessories Total Available Required Dead We Total 1- Stud wall - HF 5.50" 4.25" 1.50" 98 245 343 1 114" Rim Board 2 - Hanger on 11 1/4" GLB beam 3.50" Hanger3 150" 97 242 339 See rote - ,, ,..o - u�u,,,w w w, , r au --o dpp— uirecuy dLxpm r4 uypa5Ang uiL niemw oeing aestgneci. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. System : floor Member Type: Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 2 - Face Mount Hanger LU210 1.50" N/A 10-10d common 6-30d x 1-1/2 Loads Location Spacing Dead (0.90) Floor Live (Loo) Comments 1 - Uniform (PSF) 0 to 12' 2" 16" 12.0 30.0 Residential - wing Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.corn) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compadble with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support Information have been provided by Rueppell Home Design Forte Software Operator Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 3296-A (206) 200-8764 Pierce County, WA elreng33@gmail.com 1 SUSTAINABLE FORESTRY INMATNE 11/24/2014 9:26:46 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 8 of 44 ®®� MEMBER REPORT 2F, 2F8 w&F■ a 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC PASSED Overall Length: 14' 8" + I f + D �. 14' 8" eL a 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Locatwn ' Allowea Result LDF. Load:'C66&na tll)atbern)' Member Reaction (Ibs) 392 @ 3 1/2" 911 (1.50") Passed (43%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 340 @ 1' 2 3/4" 1688 Passed (20%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1372 @ 7' 3 1/2" 2577 Passed (53%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.149 @ 7' 3 1/2" 0.280 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.209 @ 73 1/2" 1 0.700 Passed (L/803) 1.0 D + 1.0 L (All Spans) TJ-ProTm Rating N/A I N/A - u 11MUvu interne: LL \L)ouU) ana I L tL/L4u). Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 9 1/8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. Supports Bearing" Loodst6Sun1130rt5'(Ibs) Accessories Total' Available p Floor, We ,. Live Total 1 - Hanger on 11 1/4" DF beam 3.50" Hanger' 1.50" 117 292 409 See note 2 - Stud wall - HF 5.50" 4.25" 1.50" 118 295 413 1 1/4" Rim Board n"n —u n eswn- w terry au I us eppimu ulrec ry aouve rr, oypaSsing me member Defrig Designee. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 3 See Connector grid below for additional information and/or requirements. System: floor Member Type: Joist Building Use : Residenbal Building Code : IBC Design Methodology: ASD Conner m shiripson_5ttorig=Ter Connectors` Suppoit Nye! Seat Length Top Nar7s rye Na;ls Membeir'Naris : ' Aoolssori� 1 - Face Mount Hanger LU210 1.50" N/A 10-10d common 6-10d x 1-112 loads Lunation Spacing Dead (0.90) ' Flnc' Live (140) Comments 1 - Uniform (PSF) 0 to 14' 8" 16" 12.0 30.0 Residential - Sleeping Areas Weyerhaeuser Notes , . Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyefiaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppeli Home Design Forte Software Operator Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 3296-A (206) 200-8764 Pierce County, WA elreng33@gmail.com (Z� SUSTAINABLE FORESTRY INITIATIVE 11/24/2014 9:26:47 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 9 of 44 F O R T E rr MEMBER REPORT 2F, 2F9 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC PASSED Overall Length: 10' 10" I ' L 10.10" L' L D 9 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LOF Load: Combination (pattern) Member Reaction (Ibs) 363 @ 10' 7 1/2" 1367 (2.25") Passed (27%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 285 @ 1' 4 3/4" 1688 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 911 @ 56" 2577 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.057 @ 5' 6" 0.205 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.074 @ TV 0.512 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ-Pro" Rating N/A N/A Bracing (Lu): Ail compression edges (top and bottom) must be braced at 10' 7 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% Increase in the moment capadty has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered in analysis. Supports Bearing Loads to Supports (Ibs) Acoessories Total Available Required Dead Floor Total i - Stud wall - HF 5.50" 4.25" 1.50" 88 293 381 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1.50" 85 284 369 1 1/4" Rim Board - __ —___� �.., .... ............ ......,r .,w.c ry veywJ u,c u,nnus uary vagrep. Loads Location Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 19 10" 16" 12.0 40.0 Restdenbal - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software Refer to current Weyerhaeuser literature for Installation details. (www.woodbywymn) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support Information have been provided by Rueppell Home Design Forte Software Operator Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 3296-A (206) 200-8764 Pierce County, WA elreng33@gmail.com System : Floor Member Type: Joist Building Use : Residential Building Code : IBC Design Methodology: ASD Y SUSTAINABLE FORESTRY INITIATIVE 11/24/2014 9:26:47 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 10 of 44 FO R T E' MEMBER REPORT 2F, 2F10 " 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC PASSED Overall Length: 16' 8" L. L 1& 8, I, a Q All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawina is Conceptual Design Results Actual @ Location Allowed Result LDF toad: Combination (Pattern) Member Reaction (Ibs) Shear (Ibs) 678 @ 4 1/2" 389 @ 1' 4 3/4" 2582 (4.25") 1688 Passed (26%) Passed (23%) 1.00 1.0 D + 0.75 L + 0.75 S (All Spans) 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1773 @ 8' 4" 2577 Passed (69%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.250 @ 8' 4" 0.318 Passed (L/765) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.350 @ 8' 4" 0.796 Passed (L/546) 1.0 D + 1.0 L (All Spans) T)-ProT" Rating N/A N/A Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 1 5/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bradng Is required to achieve member stability. A 15% Increase In the moment capacity has been added to aocount for repetitive member usage. Applicable calculations are based on NOS 2005 methodology. No composite action between deck and joist was considered In analysis. Supports Bearing Loads to supports (tbs) Accessories Total Available Required Dead � Snow Total 1 - Beam - GLB 5.50" 4.25" 1.50" 374 333 222 929 1 1/4" Rim Board 2 - Stud wall - HF 5.50" 4.25" 1.50" 133 333 - 466 1 1/4" Rim Board Loads Location spacing Dead (0.90) Floor 1 rVe (l.00) snow (l.is) Comments 1 - Uniform (PSF) 0 to 16' 8" 16" 12.0 30.0 F dential - Sluing Areas 2 -Point (PLF) 2 3/4" 16" 81.0 - _ 3 - Point (PLF) 2 3/4" 16" 64.0 106.0 4 - Point (PLF) 0 16" 35.5 60 S Linked from: 21`13, Su 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.corn) Accessorles (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to drcumvent the need for a design professional as determined try the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support information have been provided by Rueppell Home Design Forte Software Operator Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 3296-A (206) 200-8764 Pierce County, WA elreng33@gmail.00m System : floor Member Type: Joist Building Use : Residential Building Code : IBC Design Methodology : ASO [Cj) SUSTAINABLE FORESTRY INITIATIVE 11 /24/2014 9:26:47 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 11 of 44 O R T E A MEMBER REPORT 2F, 2F11 1 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC A PASSED 0 II II 11 11 TV Overall Length: 18' 2" 16.8• 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 436 @ 17' 11 1/2" 1367 (2.25") Passed (32%) -- 1.0 D + 1.0 L (Alt Spans) Shear (Ibs) 417 @ 2' 10 3/4" 1688 Passed (25%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1654 @ 10' 3 1/4" 2577 Passed (64%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.270 @ 9' 10 1/8" 0.325 Passed (L/722) 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.330 @ 10' 1 0.811 1 Passed (L/590) 1.0 D + 1.0 L (Alt Spans) TJ-Prol" Rating N/A I N/A - - UCI1-11 UIL 1d: LL LL/OVV) d11n IL LL/LYV). Overhang deflection criteria: LL (2L/600) and TL (21-1240). Bradng (Lu): All compression edges (top and bottom) must be braced at 6' 8 1/211 o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are lased on NDS 2005 methodology. No composite action between deck and Joist was considered in analysis. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead lour Live snow Total 1 - Beam - GLB 5.50" S.50" 1.50" 420 397 243 1060 Blowing 2 - Beam - DF 3.50" 2.25" 1.50" 109 333 -21 442/-21 1 1/4" Rim Board null oLalu n d Ullrc LU Larry d11 1VdUS dppllea nlrecuy aOOVe n, OypaSSIrtg Rhe member Deng designed. • Blocking Panels are assumed to carry no loads applied directly above then and the full bad is applied to the member being designed. Loads Location spacing Dead (0.90) Floor Live (1.00) Snow (1.1S) comments 1 - Uniform (PSF) 0 to 18' 2" 16" 12.0 30.0 Residential - Sleeping Areas 2 - Point (PLF) 2 3/4" 16" 81.0 - 3 - Point (PLF) 2 3/4" 16" 75.0 125.0 4 - Point (PLF) 0 16" 23.0 41.0 Unked from: 2F13A, Su 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support information have been provided by Rueppell Home Design Forte Software Operator Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 3296-A (206) 200-8764 Pierce County, WA elreng33@gmaiLoom System : Floor Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASO 4 SUSTAINABLE FORESTRY INITIATIVE 11/24/2014 9:26:47 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 12 of 44 0 R T E ' MEMBER REPORT 2F, 2F13A PASSED 1 piece(s) 2 x 6 Hem -Fir No. 2@ 24" OC 0 Overall Length: 4'S' i= �. T 3 6• 0 0 9 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Vattern) Member Reaction (Ibs) 118 @ 4' 4 1/2" 911 (1.50") Passed (13%) -- 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 97 @ 1' 9" 949 Passed (10%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 87 @ 2' 10 13/16" 921 Passed (9%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.004 @ 2' 9 7/16" 0.108 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.006 @ 2' 9 5/8" 0.161 Passed (U999+) -- 1.0 D + 1.0 S (Alt Spans) Overhang deflection criteria: LL (2L/360) and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to supports cabs) Accessories Total Available Required Dead srww Total 1 - Stud wall - HF 3.50" 3.50" 1.50" 89 148 237 Blocking 2 - Hanger on 5 1/2" HF beam 1.50" Hanger' 1.50" 46 82 128 See note 1 .-...,,.....y . '1'-— — „r — — -WN uur .—C u¢ 11 drw me FUH foau is apprlea ro me mernDerDeing designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. System : Roof Member Type : Joist Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 Connector: Simpson Strong -Tie Connectors Support IModel Seat Length Top Nails Face Nails Member Nails Accessories 2 - Face Mount Hanger I Connector not found N/A N/A N/A N/A Loads Location spacing Dead (0.90) snow (1.15) Comments 1 - Uniform (PSF) 0 to 4' 6" 24" 15.0 25.0 Sr1ow Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell Home Design Forte Software Operator Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 3296-A (206) 200-8764 Pierce County, WA elreng33@gmail.com (� SUSTAINABLE FORESTRY INITIATIVE 11/24/2014 9:26:48 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 13 of 44 O F O R T E a MEMBER REPORT 2F, 2F13 j 1 piece(s) 2 x 6 Hem -Fir No. 2@ 24" OC PASSED Overall Length: IT 0 I.V 5' 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed (Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 182 @ 5' 10 1/2" 911 (1.50") Passed (20%) -- 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 152 @ 1' 9" 949 Passed (16%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 206 @ 3' 7 1/4" 921 Passed (22%) 1.15 1.0 D + 1.0 S (Alt Spans) Live load Defl. (in) 0.019 @ T 6 5/16" 0.158 Passed (L/999+) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.030 @ 3' 6 7/16" 0.236 Passed (L/999+) 1.0 D + 1.0 S (Alt Spans) - uc 1-11 unand: LL ty30U) dnU r L t4[9U). Overhang deflection criteria: LL (2L/360) and TL (2L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 10 1/2" o/c unless detailed otherwise. Proper attachment and poslboning of lateral bracing is required to achieve member stability. A 15% increase In the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to supports (ibs) Accessories Total Available Required Dead Snow Total 1 - Stud wall - HF 3.50" 3.50" 1.5W 109 182 291 Blocking 2 - Hanger on 5 1/2" HF beam 1.50" Hangerl 1.50" 71 121 192 See note r -- tires I-- arc dawmeU a carry no KXM dppinee 01recoy aoove tnen and the tuu load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the with of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. System : Roof Member Type: Joist Building Use : Residenbal Building Code: IBC Design Methodology : ASD Member Pitch: 0/12 Connector: Simpson Strong -Tie Connectors Support I Model Seat Length Top Nails Face Nails Member Nails Accessories 2- Face Mount Hanger I Connector rat found N/A N/A N/A N/A Loads Location spacing Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 6' 24" 15.0 25.0 Snow Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed try this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support Information have been provided by Rueppell Home Design Forte Software Operator Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 3296-A (206) 200-8764 Pierce County, WA elreng33@gmail.com l SUSTAINABLE FORESTRY INITIATIVE 11/24/2014 9:26:48 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 14 of 44 w&F 0 R T E a MEMBER REPORT 2F, 2F14 1 piece(s) 2 x 8 Hem -Fir No. 2@ 24" OC PASSED Overall Length: 11' r „ jl �, 1a C •I r a 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction ((bs) 385 @ 1 1/2" 911 (TiFF Passed (42%) -- 1.0 D + 1.0 S (Alt Spans) Shear (Ibs) 337 @ 8 3/4" 1251 Passed (27%) 1.15 1.0 D + 1.0 S (Alt Spans) Moment (Ft-Ibs) 929 @ 4' 11 5/16" 1477 Passed (63%) 1.15 1.0 D + 1.0 S (Alt Spans) Live Load Defl. (in) 0.160 @ 4' 11 3/4" 0.324 Passed (L/729) 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 0.254 @ 4' it 11/16" 0.486 Passed (V459) 1.0 D + 1.0 S (Alt Spans) Deflection Criteria: U. (l/360) and TL (L/240). Overhang deflection criteria: LL (2L/360) and TL (2L/240). Bradng (Lu): All compression edges (top and bottom) must be braced at 8' 7 7/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% Increase In the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to supports (lbs) Accessories Total Available Required Dead snow Total 1 - Hanger on 7 1/4" HF beam 1.50" Hanger' 1.50" 148 248 396 See note' 2 - Beam - DF 3.50" 3.50" 1.50" 182 304 4% Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional Information and/or requirements. System : Roof Member Type: Joist Building Use: Residential Building Code : IBC Design Methodology: ASD Member Pitch: 0/12 Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger Connector not found N/A N/A N/A N/A Loads Location Spacing Dead (0.90) Sr1ow (1.15) Comments 1 - Uniform (PSF) 0 to 11' 24" 15.0 25.0 Snow Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to dreumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support Information have been provided by Rueppell Home Design Forte Software Operator Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 3296-A (206) 200-8764 Pierce County, WA eireng33@gmail.com l SUSTAINABLE FORESTRY INMTNE 11/24/2014 9:26:48 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 15 of 44 / "i";F 0 R T E R MEMBER REPORT 2F, 2F15 1 piece(s) 3.1/2" x 11 1/4" 2.0E Parallam@ PSL PASSED Overall Length: 11' 8" f I L 11'8' LJ 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.:Drawing is cnnrprrthhal Design Results Actual @ Location Allowed Rewtt LOF Load: Combination (Patttem) Member Reaction (Its) 5312 @ 4" 6024 (4.25") Passed (88%) — 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2192 @ V 4 3/4" 7613 Passed (29%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 7556 @ 5' 11" 17970 Passed (42%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Deft. (in) 0.158 @ 5' 11" 0.223 Passed (L/851) — 1.0 D + 1.0 L (Alf Spans) Total Load Dell. (in) • DPfIEYY m mt-i • I I n /rJhnl .M 0.226 @ 5' 11" m rt -, 0.558 Passed (L/592) — 1.0 D + 1.0 L (All Spans) Bracing (Lu): All compression edges (top and bottom) must be braced at 11' 51/2" o/c unless detailed otherwise. NOW attachment and positioning of lateral bracing is required to achieve member stability. $UPpOrtS Bearing Loads to SuAPo+ts Qbs) Accessories Total Available Required Dead Floor Live snow Total 1-Stud wall - HF 5.50" 4.2S" 3.75" 2241 1997 2152 6390 1 1/4" Rim Board 2 - Stud wall - HF • Rim Board Ic accumm m r-a_ u 3.50" i- a:M..,.. 2.25" --_ : 1.93" =______ ... 846 _ . . 1941 . - - - 2787 1 1/4" Rim Board Tributary Dead floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments 1 - Uniform (PLF) 0 to il' B" N/A 32.3 81.0 Linked from: 2F1, SuPport 1 2 - Uniform (PLF) 0 to 11' 8" N/A 102.8 256.5 Linked from: 2F2, Support 2 3 - Point (Ib) 2 3/4" N/A 672 1123 Linked from: R5, Su 2 4 - Point (lb) 2 3/4" N/A 699 1029 Linked from: R21, support 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is Compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell Home Design Forte Software Operator Job Notes Eric L. Rice, PE ELR Engineering Mahan Community Development (206) 200-8764 Plan 3296-A Pierce County, WA elreng33@gmail.00m Sys6rm : Floor Member Type: Flush Beam Building Use : Residential Building Code: IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE 11/24/2014 9:26:49 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 16 of 44 0 F 0 R T E" MEMBER REPORT 2F, 2F17 1 piece(s) 3 1/2" x 11 1/4" 2,0E Parallam0 PSL Overall Length:11' D o I a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 3456 @ 10' 10" 5709 (2.25") Passed (61%) — 1.0 D + 1.0 L (All Spans) Shear (Ibs) 2724 @ 1' 4 3/4" 7613 Passed (36%) 1.00 1.0 D + 1.0 L (AII Spans) Moment (Ft-Ibs) 8965 @ 5' 7" 17970 Passed (50%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.173 @ 5' 7" 0.350 Passed (L/727) — 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 1 0.240 @ 5' 7" 0.525 Passed (L/524) I — 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): Ail compression edges (top and bottom) must be braced at 10' 91/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing toads to Supports (tbs) Accessories Total Available Required Dead I� snow Total 1 - Column - HF 5.50" 4.25" 1.50" 1014 2617 -88 3631/-88 1 1/4" Rim Board 2 - Column - HF 3.50" 2.25" 1.50" 983 2539 -85 3522/-85 1 1/4" Rim Board • KIM tsoaro is assumes to carry air roans appnrea anrectry, aDove it, Bypassing tyre memtler Deng designed. Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) comments 1 - Uniform (PLF) 0 to 11' N/A 87.8 219.0 - Unked from: 2F8, support 1 2 - Uniform (PLF) 0 to 11' N/A 81.8 249.8 -15.8 Linked from: 21`11, Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support Information have been provided by Rueppell Home Design PASSED System : Floor Member Type : Flush Beam Building Use: Residential Building Code: IBC Design Methodology: ASD 0 SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 11/24/2014 9:26:49 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 18 of 44 ,lob Notes Eric L. Rice, PE Mahan Community Development ELF? Engineering Plan 3296-A (206) 200.8764 Pierce County, WA elreng33@gmail.00m i � j +k , ` ` F O Q T c" MEMBER REPORT 2F, 2F18 PASSED 2 piece(s) 2 x 12 Hem -Fir No. 2 0 Overall Length: 6' 10" I' I I. 5 110' fo 1 20 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (pattern) Member Reaction (Ibs) 1185 @ 3" 1823 (1.50") Passed (65%) -- 1.0 D + 1.0 L (Ail Spans) Shear (Ibs) 829 @ 1' 2 1/4" 3375 Passed (25%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1851 @ T 4 1/2" 4482 Passed (41%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.020 @ T 4 1/2" 0.125 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.028 @ 3' 4 1/2" 0.313 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 5 3/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Bs) Accessories Total Available Required Dead FkPor Total 1 - Hanger on 11 1/4" HF beam 3.00" Hanger' 1.50" 384 894 1278 See rote I 2 - Stud wall - HF 5.50" 4.25" 1.50" 394 916 1310 1 1/4- Rim Board .._.. _�._ ._ _...................... � .... ....,..� .,�.�..�.. ..,.cwr aw•c �y urNavny ure ngllOel WIg UC9grrep. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional infer matlon and/or requirements. System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Connector. Simpson Strong -Tie Connectors Support Model Seat Length Top NaiB Face Nails Member Nails Accessories 1 - Face Mount Hanger U210 2 2.f10" N/A 14 lOd common 6-10d common Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PLF) 0 to 6' 10" N/A 105.8 264.8 Linked from: 2F6, 1 Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.oem) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support Information have been provided by Rueppell Home Design Forte Software Operator Job Notes Eric L. Rice, PE Mahan Community Devetoprnent ELR Engineering Plan 329&A (206) 200-8764 Pierce County, WA elreng33@gmail.com 4 SUSTAINABLE FORESTRY INITIATIVE 11/24/2014 9:26:49 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 19 of 44 F" F O R T E" MEMBER REPORT 2F, 2F19-1 ", 1 piece(s) 5 1/2" x 16 1/2" 24F-V4 DF Glulam PASSED Overall Length: 21' 6" 21' s' 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 8265 @ 2" 12513 (3.50") Passed (66%) 1.0 D + 0.75 W + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 5579 @ 19' 10" 16033 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 33593 @ 11' 9/16" 47970 Passed (70%) 1.00 1.0 D + 1.0 L (All Spans) Neg Moment (Ft-Ibs) -6168 @ 10' 4" 60952 Passed (10%) 1.60 0.6 D + 1.0 W (uplift) (All Spans) Live Load Defl. (in) 0.484 @ 10' 10" 0.706 Passed (L/525) 1.0 D - 0.525 E + 0.75 L + 0.75 S (All S ns Total Load Defl. (in) 0.879 @ 10' 9 3/4" 1.058 Passed (L/289) 1.0 D - 0.525 E + 0.75 L + 0.75 S (All S ans Deflection citeda: LL (L/360) and T. (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 21' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 0.96 that was calculated using length L = 21' 2". Critical negative moment adjusted by a volume factor of 0.99 that was calculated using length L = 15' 8 9/16". -887 Ibs uplift at support 2". Strapping or other restraint may be required. The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam Is assumed to have Its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer. Applicable calculations are based on NDS 2005 methodology. System : floor Member Type: Drop Beam Building Use : Residenbal Building Code : IBC Design Methodology : ASD Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Roar snow Wind Seismic Total 1 - Column - HF 3.59" 3.50" 231" 4337 2822 1835 50/ 786J-786 104360/ 276 Bbddrg 2 - Column - HF 3.50" 3.50" 2.16" 3553 3084 1921 -1546 1786/-786 9344/-2332 Blocking • Blocking Panels are assumed to carry no loads applied directly above then and the full bad Is applied to the member being designed. Loads Location Tributary Width Dead (0.90) Floor Live (L00) snow (1.15) Wind (1.60) Seismic (1.60) Comments 1 -Point (lb) 5 1/2" N/A 2518 3412 2 - Point (lb) 3' N/A -2518 -3412 3 - Point (Ib) 8' N/A 2518 3412 4 - Point (Ib) 10' 4" N/A - -2518 -3412 5 - Point (Ib) 5 1/2" N/A 1000 - - 6 - Uniform (PLF) 0 to 10' 4" N/A 280.5 249.8 166.5 Linked from: 21`10, Support 1 7 - Uniform (PLF) 10' 4" to 21' 6" N/A 315.0 297.8 182.3 Linked from: 2F11, Support 1 Notes taeuser wan -ants that the sang of its products will be in aoo=Wnoe with Weyerhaeuser product design criteria and published design values. taeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. voodbywy.ocm) Accessories (Rim Board, Bbddng Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to rent the need for a design professional as determined by the authority having jurisdiction. The designer of record, bulkier or framer is responsible to that this calculation is compatible with the overall project. Products manufactured at Weyerfiaeuser facilities are third -party certified to sustainable r standards. product application, Input design loads, dimensions and support information have been provided by Rueppell Home Design Forte Software Operator Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 3296-A (206) 200-8764 Pierce County, WA elreng33@gmail.com 0 SUSTAINABLE FORESTRY INITIATIVE 11/24/2014 9:26:50 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 20 of 44 i ' MEMBER REPORT 2F, 2F19-2 �'F O R T E 1 piece(s) 5 1/2" x 16 1/2" 24F-V4 DF Glulam PASSED Overall Length: 21' 6" 21'6* 10 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Concephial Design Results Actual @ Location Allowed Result LDF I Load: Combination (pattern) Member Reaction (Ibs) 9229 @ 2" 12513 (3.50") Passed (74%) 1.0 D - 0.525 E + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 5592 @ 19' 10" 16033 Passed (35%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 33735 @ 11' 5/16" 47970 Passed (70%) 1.00 1.0 D + 1.0 L (Ali Spans) Neg Moment (Ft-Ibs) -2723 @ 8' 61559 Passed (4%) 1.60 0.6 D + 1.0 W (uplift) (All Spans) Live Load Defl. (in) 0.488 @ 10' 10" 0.706 Passed (L/520) 1.0 D + 0.75 W + 0.75 L + 0.75 S (All Spansl Total Load Defl.(in) 0.887 @ 30' 9 11/16" 1.058 Passed (L/286) 1.0 D + 0.75 W + 0.75 L + 0.75 S (All S ns Deflection cYlteHa: LL (L/360) and TL (V240). Bradng (Lu): All compression edges (top and bottom) must be traced at 21' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 0.96 that was calculated using length L = 21' 2". Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 6' 7 15/16". -875 Ibs uplift at support 2". Strapping or other restraint may be required. The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam Is assumed to have Its strong laminations at the bottom of the beam, Install with proper side up as Indicated by the manufacturer. Applicable calculations are based on NDS 2005 methodology. System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC Design Methodology: ASD Bearing Loads to supports (Ibs) Supports Accessories Total Available Required Dead snow Wind seisrnk Total 1 - Column - HF 3.50" 3.50" 2.58" 5324 728n 1835 -4069 786/-786 10767/-Bkcl6ng 48552 - Column - HF 3.50" 3.50" 2.17" 356 1921 5�� 786/-786 9938/-1753 Bbcking a. c c»u„,a w C- r , N ,voub dyyiuv uirfzuy drove Uienn and me Tull Icao IS applied to the member lnerig designed. Loads Location Tributary Width Dead (0.90) Floor Live (Loo) Snow (Lis) Wind (L60) Seismic (1.60) Comments 1 - Point (lb) 5 1/2" N/A -2518 -3412 2 - Point (lb) 3' N/A 2518 3412 3 - Point (lb) 8' N/A -2518 -3412 4 - Point (lb) 10' 4" N/A - 2518 3412 5 - Point (lb) 5 1/2" N/A 2000 6 - Uniform (PLF) 0 to 10' 4" N/A 280.5 249.8 166.5 Unked from: 2F10, Su 1 7 - Uniform (PLF) 10' 4" to 21' 6" N/A 315.0 297.8 182.3 Unked from: 21`11, Su 1 Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.00m) Accessories (Rim Board, Bloddng Panels and Squash Blodcs) are not designed by this software use of this Software is not intended to circumvent the need for a design professional as determined by the autirority having jurisdiction. The designer of record, bulkier or harrier is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. product application, Input design loads, dimensions and support information have been provided by Rueppell Horne Design Forte Software Operator Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 3296-A (206) 200.8764 Pierce County, WA eireng33@gmail.com SUSTAINABLE FORESTRY INITIATIVE 11/24/2014 9:26:50 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 21 of 44 a F 0 R T E A MEMBER REPORT 2F, 2F20 2 piece(s) 2 x 12 Hem -Fir No. 2 PASSED Overall Length_ 16' 6' 16 6' 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawirig is Conceptual Design Results Actual @ Location Allowed Result LDF toad: Combination (Pattern) Member Reaction (Ibs) 1210 @ 1 1/2" 3645 (3.00") Passed (33%) -- 1.0 D + 1.0 S (Ail Spans) Shear (Ibs) 1027 @ 1' 2 1/4" 3881 Passed (26%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4604 @ 7' 10 5/16" 5155 Passed (89%) 1.15 1.0 D + 1.0 S (All Spans) Uve Load Defl. (in) 0.277 @ 8' 2 3/16" 0.542 Passed (L/703) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.473 @ 8' 2 1/4" 0.813 Passed (L/412) 1.0 D + 1.0 S (All Spans) -1-11 umend: a tyaov) dna r h. ty[vu). Bradng (Lu): All compression edges (top and bottom) must be braced at 5' 10 3/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Dearing toads to Supports {Ibs) Accessories Total Available Required Dead snow Total 1 - Column - HF 3.00" 3.00" 1.50" 498 713 1211 Blocking 2 - Column - HF 3.00" 3.00" 1.50" 456 642 1098 Blocking 11Y - arc dawimv w carry rw rums dpphrea ohreary aoove alem ano me nal load is appiied to the member bang designed. Tributary Dead Snow Loads Location tWrdth (0.90) (1..1.5) comments 1 -Uniform (PLF) 0 to 7' 10" N/A 54.5 91.0 Unked from: 21`13, SuDoort 1 2 - Uniform (PLF) 7 10" to 16 6" N/A 44.5 74.0 Unked from: 2F13A, 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Acoessodes (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell Home Design System : floor Member Type: Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD i SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 11/24/2014 9:26:50 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 22 of 44 Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 3296-A (206) 200-8764 Pierce County, WA e1reng33@gmail.com Y IF 0 R T E a MEMBER REPORT 2F, 2F21 2 piece(s) 2 x 12 Hem -Fir No. 2 PASSED D - _ I Overall Length: 18' 8' 1T a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Locatron Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2200 @ 5' 8" 4253 (3.50") Passed (52%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1475 @ 6' 9" 3375 Passed (44%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) -2783 @ 5' 8" 4482 Passed (62%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.052 @ 11' 7" 0.257 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.114 @ 12' 0.642 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) uenecuun amen: cc tyouu) ano I c tyt9u). Bracing (Lu): All compression edges (top and bottom) must be traced at 14' 2 7/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. -341 Ibs uplift at support 3/4". Strapping or other restraint may be required. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to supports (Ibs) Accessories total Available Requaea Dead Fhw Live Total 1 - Stud wall - HF 3.50" 2.25" 1.50" -99 -241 -340 1 1/4" Rlm Board 2 - Stud wall - HF 3.50" 3.50" 1.81" 1188 1012 2200 None 3 - Stud wall - HF 3.50" 2.25" 1.50" 3S8 123 481 1 1/4" Rim Board " ruin ouaru rs dswmea 10 carry an roans appnea onecuy aoove t4 oypassntg Dne mernDer Deing oeslgned. Tributary Dead Floor Uve Loads Location widen (0.90) (1.00) comments 1 - Uniform (PSF) 0 to 18' 8" 8' 1" 6.0 - 2 - Point (lb) 8' 11" N/A 384 894 Unked from: 2F18, Su 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support Information have been provided by Rueppell Hone Design System : floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE Forte software Operator 11/24/2014 9:26:50 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 23 of 44 Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 3296•A (206) 200-8764 Pierce County, WA elreng33@gmail.com 1 9' ® R 7 MEMBER REPORT 2F, 2F23 1 piece(s) 4 x 10 Douglas Fir -larch No. 2 PASSED Overall Length_ 4' 6" + 1D + 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawinq is Conceotual Design Results Actual @ Logtian Allowed R It LDF toad: Combinati. (Pattern) Member Reaction (Ibs) Shear (Ibs) 1412 @ 1 1/2" 1404 @ 1' 1/4" 6563 (3.00") 3885 Passed (22%) Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2980 @ 2' 3" 4492 Passed (66%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.015 @ 2' 3" 0.142 Passed (V999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.021 @ 2' 3" 0.213 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Bradng (Lu): All compression edges (top and bottom) must be braced at 4' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to supports (Ibs) Accessories Total Available Required Dead Floor Total 1 - Trimmer - HF 3.00" 3.00" 1S0" 441 971 1412 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 441 971 1412 None Tributary Dead Floor Live Loads locution Width (o.90) (i.Do) Comments 1 -Point (lb) 2' 3" N/A 846 1941 Unked from: 21`15, Support 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disdaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Sboddng Panels and Squash Blocks) are not designed try this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support information have been provided by Rueppell Home Design Forte Software Operator Job Notes Eric L. Rice, PE ELR Engineering Mahan Community Development (206) 200-8764 Plan 3296•A Pierce County, WA e1reng33@gmail.com System: Wall Member Type: Header Building Use: Residential Building Cade : IBC Design Methodology : Aso S SUSTAINABLE FORESTRY INITIATIVE 11/24/2014 9:26:51 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 25 of 44 t �:� O R T E a MEMBER REPORT 2F, 2F24 1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam PASSED Overall Length_ 19' 6" 0 r ' 1 V 6" o a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2506 @ 4" 19663 (5.50") Passed (13%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2163 @ 1' 4" 11733 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 11396 @ 9' 9" 23244 Passed (49%) 1.15 1.0 D + 1.0 5 (All Spans) Live Load Defl. (in) 0.451 @ 9' 9" 0.628 Passed (L/502) TO D + 1.0 S (All Spans) Total Load Defl. (in) 0.762 @ 9' 9" 0.942 Passed (L/297) 1.0 D + 1.0 S (All Spans) Bracing (Lu): All compression edges (top and bottom) must be braced at 19' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 18' 10". The effects of positive or negative camber have not been accounted for when calculating deflection. The specified glulam is assumed to have Its strong laminations at the bottom of the beam. Install with proper side up as Indicated by the manufacturer. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to supports (Ibs) Accessories Total Available Required beadJ!1482 mw Total 1 - Column - HF 5.50" 5.50" 1.50" 1024 2506 Bbddng 2 - Column - HF 5.50" 5.50" 1.50" 1024482 2506 Blo idng -.--.- , ...... ,.. _ ..,,, r ,, ", - aw. ur --- -ICIII 4110 uIe run IOW is appnea lc the Member beng designed. Tributary Dead snow Loads Location Width (0.90) (1.15) I Comments 1 - Uniform (PLF) 0 to 19' 6" N/A 91.0 152.0 Unked from: 2F14, Su 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodb,ywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Produce manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support information have been provided by Rueppell Home Design Forte Software Operator Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 3296-A (206) 200-8764 Pierce County, WA elreng33@gmail.com System : Floor Member Type: Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD 1 SUSTAINABLE FORESTRY INITIATIVE 11/24/2014 9:26:51 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 26 of 44 i w F 0 R T E R MEMBER REPORT 2F, 2F25 1 piece(s) 4 x 12 Douglas Fir -Larch No. 2 PASSED 0 Overall Length: 8' 6" a, a o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Result LOF Load: Combination (Pattern) Member Reaction (Ibs) 3051 @ 1 1/2" 6563 (3.00") Passed (46%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2199 @ 1' 2 1/4" 5434 Passed (40%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 6108 @ 4' 3" 7004 Passed (87%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.059 @ 4' 3" 0.275 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.113 @ 4' 3" 0.412 Passed (U87 1) - 1.0 D + 0.75 L + 0.75 S (All Spans) .. 1 un uncnd. a 14J0V/ dnu IL tVt-fud. Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead � Snow Total 1- Trimmer - HF 3.00" 3.00" 1.50" 1449 1077 1058 3584 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 1449 1077 1058 3584 None Loads Location Tributary Width Dead (0.90) Floor Live (1.00) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 8' 6" S. 15.0 25.0 R2 2 - Uniform (PSF) 0 to 8' 6" 811. 10.0 - 3 - Uniform (PLF) 0 to 8' 6" N/A 74.0 - 124.0 Lmked from: 21`14, SUDDOrt 1 4 - Uniform (PLF) 0 to 8' 6" NIA 1 1013 1 253.5 1 - Linked from: 2F2, Support 1 Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.corm) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support Information have been provided by Rueppell Home Design Forte Software Operator Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 3296-A (206) 200-8764 Pierce County, WA elreng33@gmail.com Sysban : Wall Member Type: Header Building Use : Residential Building Code : IBC Design Methodology: ASD 1 SUSTAINABLE FORESTRY INITIATIVE 11/24/2014 9:26:51 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 27 of 44 6&F 0 R T E' MEMBER REPORT 2F, 2F16-112214 " 1 piece(s) 3 1/2" x 11 1/4"' 2.0E Parallam® PSL PASSED Overall Length: 24' 2" o t i o _ 1 _ 6' T 4" l 1U' 10" (�� All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Resuft LDF I Load: Combination (Pattern) Member Reaction (Ibs) 7414 @ 13' 4" 8881(3.50") Passed (83%) — 1.0 D + 1.0 L (Adj Spans) Shear (lbs) 3242 @ 14' 5" 7613 Passed (430/6) 1.00 1.0 D + 1.0 L (Adj Spans) Moment (Ft-lbs) -6862 @ 13' 4" 17970 Passed (38%) 1.00 1.0 D + 1.0 L (Adj Spans) Live Load Defl. (in) 0.109 @ 18' 11 1/2" 0.350 Passed (L/999+) — 1.0 D + 1.0 L (AR Spans) Total Load Defl. (in) 1 0.150 @ 19' 1/16" 0.525 Passed (L/843) I — 1.0 D + 1.0 L (Alt Spans) vc.,ccu , u tyJWr PI,U IL (y GYVf. Bracing (Lu): All compression edges (top and bottom) must be braced at 23' 11 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Loads to supports Qbs) Accessories Total Available Required Dead oor pLivee Total 1 - Stud wall - HF 3.00" 1.75" 1.50" 267 871/-251 1138/-251 1 1/4" Rim Board 1 2 - Column - DF 3.50" 3.50" 1.70" 1084 3386 4470 None 3 - Column - HF 3.50" 3.50" 2.92" 2186 5227 7413 None 4 - Stud wail - HF 5.50" 4.25" 2.02" 846 20831-59 2929/-59 1 114" Rim Board w La„ y au — ayy,wu ulrewy awve i4 uypassng me rnernoer oang oestgned. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Point (lb) 5.8. N/A 38 128 2 - Uniform (PLF) 0 to 24' 2" N/A 1013 2535 Unked fmm' 2F2' 1 3 - Uniform (PLF) 5' 8" to 13' 4" N/A 106.5 265.5 United from: 2F6, Support 2 4 - Uniform (PLF) 13' 4" to 24' 2" N/A 72.8 181.5 Linked from: 217, 2 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software Is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support information have been provided by Rueppell Home Design System : Floor Member Type: Flush Beam Building Use : Residential Building Code: IBC Design Methodology : Aso 1 SUSTAINABLE FORESTRY INITIATIVE Forte software Operator 11/24/2014 9:26:52 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 28 of 44 ,fob Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 32915-A (206) 200-8764 Pierce County, WA elreng33@gmaii.com i f O R E s MEMBER REPORT 2F, 2F15-112214 i piece(s) 3 1/2" x 11 1/4" 2.0E Parallam0 PSL PASSED Overall Length: 11' 4" 11' 4" a o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 5246 @ 4" 6024 (4.25") Passed (87%) — 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2111 @ 1' 4 3/4" 7613 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 7112 @ 5' 9" 17970 Passed (40%) 1.00 1.0 D + 1.0 L (All Spans) Uve Load Defl. (in) 0.140 @ 5' 9" 0.217 Passed (1.1926) — 1.0 D + 1.0 L (All Spans) Total Load Defl.(in) 0.202 @ 5' 9" 0.542 Passed (L/645) - 1.0 D + 1.0 L (All Spans) uenernon OPIUM: LL tybW) anc IL (LIM). Bmdng (Lu): All compression edges (top and bottom) must be braced at 11' 1 1/2" o/c unless detailed otherwise. Roper attacirment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Loads to supports (ibs) Accessories Total Available Required Dead Floor o a Li snow Total 1 - Stud wall - HF 5.50" 4.25" 3.70" 2217 1941 2152 6310 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1.87' 821 1884 2705 1 1/4" Rim Board • mill o w is assumes w carry an luaus appmeu ulrecay aOOve n, oypasSmg me mermier being oesigned. Tributary Dead Floor Live snow Loads Location Width (0.90) (1.00) (L.is) Comments 1 - Uniform (PLF) 0 to 11' 4" N/A 32.3 81.0 Unked from: 2F1, support 1 2 - Uniform (PLF) 0 to 11' 4" N/A 102.8 256.5 Unked from: 2F2, Support 2 3 - Point (lb) 2 3/4" N/A 672 - 1123 Linked from: R5, Support 2 4 -Point (lb) 2 3/4" N/A 699 1029 Linked from: R21, 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having Jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation Is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are thfrd-party certified to sustainable forestry standards. The product application, input design loads, dimensions and support Information have been provided by Rueppeli Home Design System : Floor Member Type : Hush Beam Building Use: Residential Building Code : IBC Design Methodology: ASD 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 11 /24/2014 9:26:52 AM Forte v4.6, Design Engine: V6.1.1.5 3291S A-1.4TE Page 29 of 44 Job Notes Eric L. Rice, PE Mahan Community Development ELR Engineering Plan 3296-A (206) 200-8764 Pierce County, WA elreng33@gmail.com Fk`CFORTE" MEMBER REPORT 1F, 1F2 2 piece(s) 2 x 10 Hem -Fir No. 2 PASSED Overall Length: 14' 2" D D I I 1 11 11 r 6.7 3/4' 5' 61/4' 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drav ing is Conceptual Design Results Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 3103 @ 8' 7 3/4" 4253 (3.50") Passed (73%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1578 @ 7' 8 3/4" 2775 Passed (57%) 1.00 1.0 D + 1.0 L (All Spans) Moment (R-lbs) -2285 @ 8' 7 3/4" 3333 Passed (69%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.047 @ 4' 6 5/16" 0.170 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Dell. (in) 0.062 @ 4' 5 7/8" 0.424 Passed (L/999+) -- 1.0 D + 1.0 L (Aft Spans) VCII0.WI1 UnC1W LL 1L/UW) a11U I L LL/LVU/. • Bracing (Lu): All compression edges (top and bottom) must be braced at 13' 10 9/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Applicable calculations are based on Nos 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead � Total 1 - stud wall - HF 3.50" 3.50" 1.50" 130 346/-51 476/-51 Blocking 2 - Stud wall - HF 3.50" 3.50" 2.55" 962 2141 3103 Blocking 3 - Plate on concrete - HF 5.50" 4.25" 1.50" 116 482/-214 598/-214 1 1 1/4" Rim Board • Nlrl ouaru p dyuineu W carry de macs dpplleo Ulrecay Alcove tr, oypassng me InernDel Deing oesIgned. • Blocking Panels are assumed to carry no loads applied directly above them and the full bad is applied to the member being deigned. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 14' 2" 1' 4" 12.0 40.0 Reskiential - Living Areas 2 - Point (lb) 10' 10" N/A 441 971 United from: 21`23, Su 2 3 - Point (lb) 6' 6" N/A 441 971 Linked from: 21`23, SUDDOrt 1 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design viteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyeriweuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, bulider or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, input design loads, dimensions and support Information have been provided by Rueppell Home Design System : Floor Member Type: Flush Beam Building Use : Residential Building fade : IBC Design Methodology: ASD 1 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 11/24/2014 9:26:56 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 43 of 44 Job Notes Eric L. Rice, PE Mahan CommunityDevelopment opment ELR Engineering Plan 3296-A (206) 200-8764 Pierce County, WA elreng33@gmail.com a F O R T E -' MEMBER REPORT 1F, 1F3 1 piece(s) 2 x 10 Hem -Fir No. 2 @ 16" OC PASSED 0 Overall Length: 13' 2" L " 13' 2" I 0 0 a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Design Results Actual @ Location Allowed Rewlt LDF Load: Combination (pattern) Member Reaction (Ibs) Shear (Ibs) 456 @ 2 1/2" 383 @ 1' 3/4" 2126 (3.50") 1388 Passed (21%) Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1409 @ 6' 7" 1917 Passed (74%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.247 @ 6' 7" 0.255 Passed (L/621) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.321 @ 6' 7" 1 0.637 1 Passed (L/477) 1.0 D + 1.0 L (All Spans) T]-Pror" Rating N/A N/A Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bradng is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS 2005 methodology. No composite action between deck and joist was considered In analysis. Supports Bring Loads to Supports (Ibs) Accessories Total Available Required Dead Aloorr Total 1- Stud wall - HF 3.50" 3.50" 1.50" 105 351 456 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 105 351 456 Blocking -- — — , •_ .-...... ,.,, ......� •.....r ---, �.-,, w � u, lull M R apixpw w uie menDerDemg deSlgngL Loads Location spacing Dead (0.90) Fi00rLive (1.00) Comments 1 - Uniform (PSF) 0 to 13' 2" 16" 12.0 40.0 1Residential - Living Arms Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of Its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to drourave t the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support Information have been provided by Rueppell Home Design Forte Software Operator Job Notes Eric L. Rice, PE Mahan Community Deveioprnent ELR Engineering Plan 3296-A (206) 200-8764 Pierce County, WA elreng33@gmail.com System : Floor Member Type : Joist Building Use: Residential Building Code : IBC Design Methodology : ASO 1 SUSTAINABLE FORESTRY INITIATIVE 11/24/2014 9:26:56 AM Forte v4.6, Design Engine: V6.1.1.5 3296-A-1.4TE Page 44 of 44 ELR En ineering 1915 Dayton Ave NE Renton, WA 98056 phone: (206)200-8764 email: elreng33@gmail.com Lateral Calculations < IN ry Q ry z � CD o w o O U Z< U � w n w cry O w O w O O rl� z N Ln Q d- ry O Ln N U N O � O wf—F-= f= U=� O II LLJ Q II w O II 0 Q w Q ry C D w cn_,�—,wCr) EL'R Engineering 1915 Dayton Ave NE Renton, WA 98056 Phone: (206) 200-8764 Email: elreng33@gmail.com ASCE Seismic Base Shear Project Title: Engineer: ELR Project Descr. Project ID: Printed: 24 NOV 2014, 9:22AM INC.19n2014, Build:6.14.11.18, Ver.6.14.11.18 Seismic load design values Risk Category Calculations per ASCE 7-10 Risk Category of Building or Other Structure: "ll" : All Buildings and other structures except those listed as Category 1,111, and IV ASCE 7-10, Page 2, Table 1.5-1 Seismic Importance Factor = 1 ASCE 7-10, Page 5, Table 1.5-2 USER DEFINED Ground Motion ASCE 7-10 11.4.1 Max. Ground Motions, 5% Damping: SS = 1.50 g, 0.2 sec response S 1 = 0.60 g, 1.0 sec response Site Class, Site Coeff. and Design Category Site Classification "D": Shear Wave Velocity 600 to 1,200 ftfsec = D ASCE 7-10 Table 20.3-1 Site Coefficients Fa & Fv Fa = 1.00 ASCE 7-10 Table 11.4-1 & 11.4-2 (using straight-line interpolation from table values) Fv = 1.50 Maximum Considered Earthquake Acceleration S MS = Fa' Ss = 1.500 ASCE 7-10 Eq. 71.4-7 S M1 = Fv' S1 = 0.9w ASCE 7-10 Eq. 11.4-2 Design Spectral Acceleration S DS MS = S ' 2l3 = 1.000 ASCE 7-10 Eq. 71.4-3 S D1= S M1" 213 = 0,600 ASCE 7-10 Eq. 11.4-4 Seismic Design Category = D ASCE 7-10 Table 11.6-1 & -2 Resisting System ASCE7-10 Table 12.2-1 Basic Seismic Force Resisting System ... Bearing Wall Systems Light -framed walls sheathed w/wood structural panels rated for shear resistance or steel sheets. Response Modification Coefficient " R' = 6.50 Building height limits: System Overstrength Factor " Wo " = 2.50 Category "A & B" Limit No Limit Deflection Amplification Factor " Cd " = 4 Category "C' Limit No Limit Category"D" Limit Limit = 65 NOTE! See ASCE 7-10 for all applicable footnotes. Category "E" Limit limit = 65 Category "F" Limit: Limit = 65 Redundancy Factor ASCE7-70 Section 12.3.4 Seismic Design Category of D, E, or F therefore Redundancy Factor " p " =1.3 Lateral Force Procedure ASCE 7-70 Section 12.8.2 Equivalent Lateral Force Procedure The "Equivalent Lateral Force Procedure" is being used accordingto o the provisions of ASCE 7-10 128 Determine Building Period use ASCE 12.8-7 Structure Type for Building Period Calculation : All Other Structural Systems " Ct " value = 0.020 " hn " : Height from base to highest level = 30.50 ft " x "value = 0.75 " Ta " Approximate fundemental period using Eq. 12.8-7 : Ta = Ct' (hn " x) = 0.260 sec "TL" : Long -period transition period per ASCE 7-10 Maps 22-12 -> 22-16 6.000 sec Building Period " Ta " Calculated from Approximate Method selected = 0.260 sec " Cs " Response Coefficient ASCE 7-70 Section 12.8.1.1 S Dig: Short Period Design Spectral Response = 1.000 From Eq. 12.8-2, Preliminary Cs = 0.154 " R " : Response Modification Factor = 6.50 From Eq. 12.8-3 & 12.8A , Cs need not exceed = 0.356 " I " : Seismic Importance Factor = 1 From Eq. 12.8-5 & 12.8-6, Cs not be less than = 0.046 Cs: Seismic Response Coefficient = = 0.1538 EUR Engineering 1915 Dayton Ave NE Renton, WA 98056 Phone: (206) 200-8764 Email: elreng33@gmail.com ASCE Seismic Base Shear Project Title: Engineer: ELR Project ID: Project Descr: Printed: 24 NOV 2014, 9:22AM C:\Userslelreng33\Dropbox\ELRENG-1\1_ELR-1\2014\1_RUEP-1\Cients\MAHANC-1\3296-A-1\3296a.ec6 ENERCALC, INC.1983-2014. Build:6.14.11.18. Ver.6.14.11.18 Seismic Base Shear ASCE 7-10 Section 12.8.1 Cs = 0.1538 from 12.8.1.1 W ( see Sum Wi below) = 94.10 k Seismic Base Shear V = Cs' W = 14.48 k Vertical Distribution of Seismic Forces ASCE 7-70 Section 12.8.3 " k " : hx exponent based on Ta = 1.00 Table of building Weights by Floor Level... Level # Wi : Weight Hi: Height (Wi * Hi) A Cvx Fx=Cvx * V Sum Story Shear Sum Story Moment 2 43.10 1 51.00 20.50 11.58 883.55 0.5994 590.58 0.4006 8.68 5.80 8.68 0.00 14.48 77.40 Sum Wi = 94.10 k Sum Wi * Hi = 1,474.13 k-ft Total Base Shear = 14.48 k Base Moment = 245.0 k-ft Diaphragm Forces : Seismic Design Category "B" to " F" ASCE 7-10 12.10,1.1 Level # Wi Fi Sum Fi Sum Wi Fpx 2 43.10 8.68 8.68 43.10 8.68 1 51.00 5.80 14.48 94.10 10.20 Wpx ........................ Weight at level of diaphragm and other structure elements attached to it. Fi .......................... Design Lateral Force applied at the level. Sum Fi ...................... Sum of'Lat. Force" of current level plus all levels above MIN Req'd Force @ Level ........ 0.20 * Sce * I * Wpx MAX Req'd Force @ Level ....... 0.40 * SDs * 1 * Wpx Fpx : Design Force @ Level ...... Wpx * SUM(x->n) Fi / SUM(x->n) wi, x = Current level, n = Top Level F-1 [---------WOodWorks@) Shearwalls— -- SOFTWARE FOR WOOD DESIGN 3296-A FT.wsw WoodWorksg) Shearwalls 10.31 Nov. 24, 2014 08:44:20 Level 2 of 2 64' H-1 F-1 J�— E-1 U 60' 56' 52' 48' 44' 40' 36' 32' 28' 24' 20' 16' 12' 8' 4' 01 -4- -8' OrangEo--- Selecte4l wall(s) 8' 12' 16' 20' 24' 28' 32' 36' 40' 44' 48' 52' 3296-A FT.wsw Level 1 of 2 WOOdWOrks@ ShearwallS -_ SOFTWARE FOR WOOD DESIGN Woodworks® Shearwalls 10.31 Nov. 24, 2014 08:44:20 .�-----ems- K-1 ---- ----w�� N . t6 1 J-1 l r i;co {l w I r�, t Ali c- c-2r� ` ; —_---- -- - 60' 56' 52' 48' 44' 40' 36' 32' 28' 24' 20' 16' 12' 8' 4' 0' -4' -8' -12' Orange = Selected w4H(s) 8' 12' 16' 20' 24' 28' 32' 36' 40' 44' 48' Woodworks® Shearwalls SOFTWARE FOR WOOD DESIGN Woodworks® Shearwalls 10.31 3296-A FT.wsw Project Information COMPANY AND PROJECT INFORMATION Company Project ELR Engineering Mahan Community Devlopment 1915 Dayton Ave NE Plan 3296-A Renton, WA 98056 Pierce County, WA DESIGN SETTINGS Nov. 24, 2014 08:44:59 Design Code Wind Standard Seismic Standard IBC 2012/AWC SDPWS 2008 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations Building Code Capacity Modification For Design (ASD) For Deflection (Strength) Wind Seismic 0.70 Seismic + 0.60 Dead 1.00 Seismic + 0.90 Dead 1.00 1.00 0.60 Wind + 0.60 Dead 1.00 Wind + 0.90 Dead Service Conditions and Load Duration Max Shearwall Offset [it] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) - - - 0.50 0.83 Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 Ignore non -wood -panel shear resistance contribution... Collector forces based on.. Wind Seismic Hold-downs Applied loads when comb'd w/ wood panels Always Drag struts Applied loads Shearwall Relative Rigidity: wall capacity Design Shearwall Force/Length: Based on wall rigidity/length SITE INFORMATION Wind Seismic ASCE 7-10 Directional (All heights) ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 110mph Exposure Exposure B EnC10SUfe Enclosed Min Wind Loads: Walls 16 psf Risk Category Structure Type Building System Design Category Category II Irregular Bearing Wall D - All others Roofs 8 psf Site Class D Topographic Information [it] Shape Height Length Spectral S1:0.600g Response Acceleration Ss:1.500g - - - Site Location: - Fundamental Period T Used Approximate Ta Maximum T E-W 0.181s 0.181s 0.253s NS 0.181s 0.181s 0.253s Elev: 100ft Avg Air density: 0.0763 lb/cu ft Rigid building - Static analysis Case 2 E-W loads N-S loads Response Factor R 6.50 6.50 Eccentricity (%) 15 15 Fa• 1.00 Fv: 1.50 Loaded at 75% Woodworks® Shearwalls 3296-A FT.wsw Nov. 24, 2014 08:44:59 1 Structural Data STORY INFORMATION Story Floor/Ceiling Wall Elev [111 Depth in Height ft Ceiling 20.50 10.0 Level 11.58 10.0 8.08 Levels 1.67 12.0 9.08 Foundation 0.67 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Id Sk Notes in in Ibs/in in in 1 Ext Struct Sh OSB 24/16 0.438 3 Vert 83500 8d Nail N 3 12 Y 1,2,3 2 Both Struct Sh OSB 24/16 0.438 - 3 Vert 83500 8d Nail N 3 12 Y 1,2,3 3 Ext Struct ShOSB 24/16 0.438 - 3 Vert 83500 8d Nail N 6 12 Y 1,3 4 Ext Struct ShOSB 24/16 0.438 - 3 Vert 83500 8d Nail N 4 12 Y 1,2,3 !_GI,GI l4. Grp - Wall Design Group number, used to reference wall in other tables Surf - Exterior or interior surface when applied to exterior wall Ratng - Span rating, see SDPWS Table C4.2.2.2C Thick - Nominal panel thickness GU - Gypsum underlay thickness Ply - Number of plies (or layers) in construction of plywood sheets Or - Orientation of longer dimension of sheathing panels Gvtv - Shear stiffness in Ib/in. of depth from SDPWS Tables C4.2.2A-B Type - Fastener type from SDP INS 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 forgypsum sheathing, Box -box nail; Casing -casing nail, Roof- roofing nail; Screw - drywall screw Size - Common, box, and casing nails: refer to SDPWS Table A 1 (casing sizes = box sizes). 118"Gauges: 11 ga = 0.120"x 1-3/4"(gypsum sheathing, 25/32"fiberboard), 1-112"(lath & plaster, 1/2"fiberboard); 13 ga plasterboard = 0.92"x Cooler or gypsum wallboard nail: 5d = .086"x 1-518 6d = .092"x 1-718 8d =. I 13"x 2-3/8 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4"long. 518" 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: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Grp Species Grade b in d in Spcg in SG E PsiA6 Standard Wall 1 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 W3 1 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 2 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 2w3 3 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 w6 3 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 4 1 Hem -Fir Stud 1 1.50 5.50 16 1 0.43 1.20 ��V�" ,. Wall Grp - Wall Design Group b - Stud breadth (thickness) d - Stud depth (width) Spcg - Maximum on -centre spacing of studs for design, actual spacing may be less. SG - Specific gravity E - Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. WoodWorks@ Shearwalls 3296-A FT.wsw Nov. 24, 2014 08:44:59 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwaiis have sufficient design capacity. Wind Shear Loads, Rigid Diaphragm All shearwalis have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalis have sufficient design capacity. Seismic Loads, Rigid Diaphragm All shearwails have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Wind Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift (NBC 4.1.8.13 (3)). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.22D). WoodWorks® Shearwalls _-3296-A FT.wsw _ Nov. 24, 2014 08:44:59 See design for force transfer Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads around opening By inspection, OK to substitute SHEAR RESULTS A /� PF24 panels at garage N-S W For HMI -Cub ASD Shear Force [pll] Allowable Shear [plf] Crit. Shearlines Gp Dir nt Ext V Ibs Max v 14 Ext Co C Total Vfibs] Res . Line 1 Level 2 Lnl, Lev2 3 S->N 1.0 2153 - 67.6 339 1.00 S 339 10776 0.20 3 N->S 1.0 2138 - 67. 339 1.00 S 339 10776 0.20 Wall 1-3 3 S->N 1.0 1122 67.6 67 339 1.00 339 5614 0.20 3 N->S 1.0 1114 67.2 6 .2 339 1.00 339 5614 0.20 Wall 1-1 3 S->N 1.0 1031 67.6 .6 339 1.00 339 5162 0.20 3 N->S 1.0 1024 67.2 7.2 339 1.00 339 5162 0.20 Level 1 Lnl, Levl 3 S->N 1.0 4142 142.8 142.8 339 1.00 S 339 9817 0.42 3 N->S 1.0 4141 142.8 142.8 339 1.00 S 339 9817 0.42 Line 8 Level 2 Ln8, Lev2 3 S->N .0 2081 93. 93.9 339 1.00 S 339 7504 0.28 3 N->S 1 0 2041 92 1 92.1 339 1.00 S 339 7504 0.27 Level 1 Ln8, Levl 3 S->N 1. 4080 1 5.5 115.5 339 1.00 S 339 11961 0.34 3 N->S 1. 4014 13.6 113.6 339 1.00 S 339 11961 0.34 E-W W For HMI -Cub ASD Sobar Force [pill Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total Vfibs] Res . Line B Level 1 LnB, Levl 1 Both 1.0 260 - 47.3 638 1.00 S 638 3509 0.07 Wall B-1 1 Both 1.0 47.3 47.3 638 1.00 638 1754 0.07 Wall B-3 1 Both 1.0 1 130 47.3 47.3 638 1.00 638 1754 0.07 Line C Level 2 LnC, Lev2 3 Both 1.0 195 40.4 40.4 339 1.00 S 339 1636 0.12 Level 1 LnC, Levl 2 W->E 1.0 1.0 2631 - 493.2 638 638 1.00 A 1276 6805 0.39 2 E->W 1.0 1.0 2663 - 499.3 638 638 1.00 A 1276 6805 0.39 Wall C-3 2 W->E 1.0 1.0 1315 493.2 493.2 638 638 1.00 1276 3403 0.39 2 E->W 1.0 1.0 1331 499.3 499.3 638 638 1.00 1276 3403 0.39 Wall C-1 2 W->E 1.0 1.0 1315 493.2 493.2 638 638 1.00 1276 3403 0.39 2 E->W 1.0 1.0 1331 499.3 499.3 638 638 1.00 1276 3403 0.39 Line E Level 2 LnE, Lev2 1 Both 1.0 1191 223.3 223.3 638 1.00 S 638 3403 0.35 Line H LnH, Lev2 3 Both 1.0 2394 199.5 199.5 339 1.00 S 339 4062 0.59 Level 1 LnH, Levl 4 W->E 1.0 4897 408.1 408.1 495 1.00 S 495 5937 0.82 4 E->W 1.0 4975 414.6 414.6 495 1.00 S 495 5937 0.84 Line J Level 2 LnJ, Lev2 3 Both 1.0 1317 109.7 109.7 339 1.00 S 339 4062 0.32 Level 1 LnJ, Levl 4 W->E 1.0 2785 278.5 278.5 495 1.00 S 495 4948 0.56 4 E->W 1.0 2793 279.3 279.3 495 1.00 S 495 4948 0.56 Line K Level 2 LnK, Lev2 3 Both 1.0 155 16.3 16.3 339 1.00 S 339 3216 0.05 Level 1 LnK, Levl 3 Both 1.0 406 36.9 36.9 339 1.00 S 339 3724 0.11 Legenu: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "^" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. H/W--Cub - Fibreboard height -to -width factor from SDP WS table 4.3.4 note 3, or Unblocked structural wood panel factor Cub from SDP INS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall. force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. WoodWorks® Shearwalls 3296-A FT:wsw Nov. 24, 2014 08:44:59 v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment Int - Unit shear capacity of interior sheathing, Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int, and ext unit shear capacity inc. perforation factor. V — For wall: Sum of combined shear capacities for all segments on wall. For shearline: sum of all wall capacities on line. Crit Resp — Critical response = W1 otal = design shear force/unit shear capacity for critical segment on wall or shearline. "S"indicates that the seismic design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPW S 4.3.6.4.2,4. WoodWorks® Shearwalls 3296-A FT.wsw Nov. 24, 2014 08:44:59 nvL-u-uuvvn uroium t nexime vnna aesign) Level 1 Tensile ASD Line- Location [ft] Load Holddown Force pbs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down Ibs Res . Line 1 1-1 L End 0.00 5.52 1 2238 2106 131 2x sill w/ 1500 0.09 1-1 L Op 1 0.00 10.82 1 1605 1507 99 2x sill w/ 1500 0.07 1-1 R Op 1 0.00 14.52 1 1645 1353 292 2x sill w/ 1500 0.19 1-1 L Op 2 0.00 18.90 1 2188 3682 1-1 R Op 2 0.00 25.61 1 1420 3444 V Elem 0.00 36.23 1 1169 Refer to upper level 1-1 L Op 3 0.00 36.82 1 1505 2748 V Elem 0.00 36.94 1 630 1199 Refer to upper level 1-1 R Op 3 0.00 42.02 1 1605 1758 1-1 L Op 4 0.00 47.32 1 1605 1758 1-1 R Op 4 0.00 52.52 1 920 V Elem 0.00 52.81 1 625 1366 Refer to upper level Line 8 8-1 L End 40.00 3.52 1 1168 5914 V Elem 40.00 7.02 1 864 1602 Refer to upper,level V Elem 40.00 28.48 1 848 1603 Refer to upper level V Elem 40.00 29.19 2121 Refer to upper level 8-1 R End 40.00 38.15 1 1149 5915 8-2 L End 40.00 38.85 1 3293 8-2 R End 40.00 57.82 5414 Line B B-1 L End 18.85 3.17 1 632 460 171 STHD14/14R 3815 0.04 B-1 R End 20.90 3.17 1 632 460 171 STHD14/14R 3815 0.04 B-2 L End 21.60 3.17 2678 B-2 R End 36.90 3.17 2678 B-3 L End 37.60 3.17 1 632 460 171 STHD14/14R 3815 0.04 B-3 R End 39.65 3.17 1 632 460 171 STHD14/14R 3815 0.04 Line C C-1 L End 0.35 5.17 1 7168 621 6547 HD9B 8435 0.78 V Elem 2.06 5.17 1 510 765 Refer to upper level C-1 R End 2.31 5.17 1 6739 446 6293 HD9B 8435 0.75 C-2 L End 3.02 5.17 1 1283 C-2 R End 9.98 5.17 1 1283 C-3 L End 10.69 5.17 1 6658 446 6212 HD9B 8435 0.74 V Elem 10.94 5.17 1 510 765 Refer to upper level C-3 R End 12.65 5.17 1 7249 621 6628 HD9B 8435 0.79 Line E V Elem 18.85 8.17 1 2711 193 2518 Refer to upper level V Elem 20.81 8.17 1 2711 554 2157 Refer to upper level V Elem 26.52 8.17 1 2711 554 2157 Refer to upper level V Elem 28.48 8.17 1 2711 192 2519 Refer to upper level Line H H-1 L End 0.35 28.67 1 6189 1422 4767 MSTC66 5840 0.82 H-1 R End 11.65 28.67 1 6257 1422 4835 MSTC66 5840 0.83 Line J J-1 L End 0.35 53.17 1 4312 1276 3035 STHD14/14R 3815 0.80 V Elem 4.56 53.17 1 1143 789 353 Refer to upper level J-1 L Op 1 5.15 53.17 1 2875 2523 352 STHD14/14R 3815 0.09 J-1 R Op 1 13.85 53.17 1 4060 2775 1286 STHD14/14R 3815 0.34 J-1 R End 17.65 53.17 1 4373 1265 3107 STHD14/14R 3815 0.81 Line K K-1 L End 18.35 58.17 1 664 804 K-1 L Op 1 20.40 58.17 1 617 2370 K-1 R Op 1 27.10 58.17 1 377 2211 K-1 L Op 2 31.56 58.17 1 379 2029 K-1 R Op 2 37.27 58.17 1 601 2273 K-1 R End 39.65 58.17 1 646 860 Leve12 Tensile ASD Line- Location [ft] Load Holddown Force pbs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down Obs] Res Line 1 . 1-1 L End 0.00 5.52 1 632 1102 1-1 R End 0.00 20.06 1 628 1103 1-2 L End 0.00 20.77 1 1169 1-2 R End 0.00 36.23 1 1169 1-3 L End 0.00 36.94 1 630 1199 1-3 R End 0.00 52.81 1 625 1199 Line 8 8-1 L End 40.00 7.02 1 864 1602 6 1 WoodWorks® Shearwalls 3296-A FT.wsw Nov. 24, 2014 08:44:59 MVLU-UUWN DESIGN ( flexible wind design, continued) 8-1 R End 40.00 28.48 1 848 1603 8-2 L End 40.00 29.19 2121 8-2 R End 40.00 57.82 2121 Line C C-1 L End 0.35 5.17 1 510 175 335 MSTC40 2650 0.13 C-1 L Op 1 2.06 5.17 1 510 765 C-1 R Op 1 10.94 5.17 1 510 765 C-1 R End 12.65 5.17 1 510 175 335 MSTC40 2650 0.13 Line E E-1 L End 18.85 8.17 1 2711 193 2518 STHD14/14R 3815 0.66 E-1 L Op 1 20.81 8.17 1 2711 554 2157 MSTC66B3 3820 0.56 E-1 R Op 1 26.52 8.17 1 2711 554 2157 MSTC66B3 3820 0.56 E-1 R End 28.48 8.17 1 2711 192 2519 STHD14/14R 3815 0.66 Line H H-1 L End 0.35 28.67 1 1890 749 1141 MSTC40 2650 0.43 H-1 R End 11.65 28.67 1 1890 749 1141 MSTC40 2650 0.43 Line J J-1 L End 0.35 53.17 1 1143 355 787 2x sill w/ 1500 0.52 J-1 L Op 1 4.56 53.17 1 1143 789 353 2x sill w/ 1500 0.24 J-1 R Op 1 11.27 53.17 1 1087 946 141 2x sill w/ 1500 0.09 J-1 R End 17.65 53.17 1 1087 512 575 2x sill w/ 1500 0.38 Line K K-1 L End 18.35 58.17 1 171 343 K-1 L Op 1 22.40 58.17 1 171 1247 K-1 R Op 1 35.60 58.17 1 171 1247 K-1 R End 39.65 58.17 1 171 343 Legend. Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit n - Position of stud that hold-down is attached to: V Elem - Vertical element. column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward comer(s) and Case A or B from Fig_ 28.4-1 ASCE 7 Minimum loads (27.1.5 /28.4.4) Hold-down Forces: Shear- Wind shear overturning component, based on sheariine force, includes perforation factor Co, factored for ASD by 0.60 Dead- Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component factored for ASD by 0.60 Cmb'd - Sum of ASD factored overturning, dead and uplift 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. 7 LWoodWorks® Shearwalls_ _ 329s_A Fr.wsw Nov_24, 201408:44:59I DRAG STRUT FORCES ( flexible wind design) Level 1 Drag Strut Line- Position on Wall Location [ft] Load Force pbs] Wall or Opening X Y Case ---> <_ Line 1 1-1 Left Opening 1 0.00 11.17 1 339 339 1-1 Right Opening 1 0.00 14.17 1 80 80 1-1 Left Opening 2 0.00 19.25 1 368 368 1-1 Right Opening 2 0.00 25.25 1 150 150 1-1 Left Opening 3 0.00 37.17 1 523 523 1-1 Right Opening 3 0.00 41.67 1 135 135 1-1 Left Opening 4 0.00 47.67 1 474 474 Line 8 8-1 Right Wall End 40.00 38.50 1 1459 1436 Line B B-1 Left Wall End 18.50 3.17 1 72 72 B-1 Right Wall End 21.25 3.17 1 34 34 B-3 Left Wall End 37.25 3.17 1 106 106 Line C C-1 Right Wall End 2.67 5.17 1 1140 1154 C-3 Left Wall End 10.33 5.17 1 636 643 C-3 Right Wall End 13.00 5.17 1 1776 1797 Line H H-1 Right Wall End 12.00 28.67 1 3428 3482 Line J J-1 Left Opening 1 5.50 53.17 1 1149 1152 J-1 Right Opening 1 13.50 53.17 1 592 593 J-1 Right Wall End 18.00 53.17 1 1532 1536 Line K K-1 Left Opening 1 20.75 58.17 1 51 51 K-1 Right Opening 1 26.75 58.17 1 60 60 K-1 Left Opening 2 31.92 58.17 1 35 35 K-1 Right Opening 2 36.92 58.17 1 57 57 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force [lbs] Wall or Opening X Y Case ---> <--- Line 1 1-1 Right Wall End 0.00 20.42 1 347 345 1-3 Left Wall End 0.00 36.58 1 378 375 Line 8 8-1 Right Wall End 40.00 28.83 1 1185 1163 Line C C-1 Left Opening 1 2.42 5.17 1 61 61 C-1 Right Opening 1 10.58 5.17 1 61 61 Line E E-1 Left Opening 1 21.17 8.17 1 448 448 E-1 Right Opening 1 26.17 8.17 1 171 171 E-1 Right Wall End 28.83 8.17 1 619 619 Line H H-1 Right Wall End 12.00 28.67 1 1676 1676 Line J J-1 Left Opening 1 4.92 53.17 1 378 378 J-1 Right Opening 1 10.92 53.17 1 180 180 J-1 Right Wall End 18.00 53.17 1 724 724 Line K K-1 Left Opening 1 22.75 58.17 1 44 44 K-1 Right Opening 1 35.25 58.17 1 44 44 Legeno: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case t or 2 ASCE 7 Low-rise corner, Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force, 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 LWoodWorks® Shearwalls 3296-A FT.wsw Nov. 24, 2014 08:44 59_ Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Area fibs] .ft Story Shear [lbs] E-W N-S Diaphragm Force Fpx fibs] E-W N-S 2 43126 1954.8 8924 8924 8924 8924 1 50991 2124.0 5556 5556 10198 10198 All 94117 — 14480 14480 — — c egena: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear — Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - tnfactored 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. WoodWorks® Shearwalls 3296-A FT.wsw Nov. 24, 2014 08:44:59 1 SHEAR RESULTS ( flexible seismic design) By inspection, OK to substitute PF24 panels at garage N-S W For H/W-Cub ASD Shear Force [pl Allowable Shear [plf] Crit. Shearlines G Dir int Ext V fibs]vmax v int Ext Co C Total V Ibs Re . Line 1 Level 2 Lnl, Lev2 3 Both 1.0 3056/43.9 96.0 242 1.00 S 242 7697 0.40 Wall 1-3 3 Both 1.0 159296.0 242 1.00 242 4010 0.40 Wall 1-1 3 Both 1.0 146496.0 242 1.00 242 3687 0.40 Level 1 Lnl, Levl 3 Both 1.0 5016 173.0 242 1.00 S 242 7012 0.72 Line 8 Level 2 Ln8, Lev2 3 Both 1.0 3190143.9 242 1.00 S 242 5360 0.60 Level1 Ln8, Levl 3 Both 1.0 5120 144.9 242 1.00 S 242 8544 0.60 E-W W For H/W-Cub ASD r Force [pif] Allowable Shear [plf] crit. Shearlines Gp Dir int Ext Vfibs] vmax v int Ext Co C Total V Pbs] Res . Line B Level 1 LnB, Levl 1 Both .61 325 - 59.1 276 1.00 S 276 1518 0.21 Wall B-1 1 Both .61 rTM 59.1 59.1 276 1.00 276 759 0.21 Wall B-3 1 Both .61 59.1 59.1 276 1.00 276 759 0.21 Line C Level 2 LnC, Lev2 3 Both .60 345 71.4 71.4 145 1.00 S 145 699 0.49 Level 1 LnC, Levl 2^ Both .59 .59 2734 - 512.7 268 268 1.00 A 535 2855 0.96 Wall C-3 2^ Both .59 .59 13\264.5 12.7 268 268 1.00 535 1428 0.96 Wall C-1 2^ Both .59 .59 1312.7 268 268 1.00 535 1428 0.96 Line E Level 2 LnE, Lev2 1^ Both .66 15293.2 301 1.00 S 301 1604 0.97 Line H LnH, Lev2 3^ Both 1.0 23198.3 242 1.00 S 242 2902 0.82 Level 1 LnH, Levl 4^ Both 1.0 3821.2 353 1.00 S 353 4241 0.91 Line J Level 2 LnJ, Lev2 3 Both 1.0 164.0 242 1.00 S 242 2902 0.55 Level 1 LnJ, Levl 4 Both .99 2664 5 350 1.00 S 350 3503 0.76 Line K Level 2 LnK, Lev2 3 Both 1.0 350 36.8 36.8 242 1.00 S 242 2297 0.15 Level 1 LnK, Levl 3 Both .61 577 52.4 52.4 146 1.00 S 146 1611 0.36 -Uu",.. Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows ass fated Standard Wall. "^"means that this wall is critical for all walls in the Standard Wall group. 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 pane actor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segmen on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co 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 o any segment Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and her t-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. See design for fon Total -Combined int. and ext. unit shear capacity inc. perforation factor. transfer around 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. opening "W" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 10 Woodworks® Shearwalls 3296-A Ff.wsw Nov. 24, 2014 08:44:59 HOLD-DOWN DESIGN ( flexible seismic design) Level 1 Tensile ASD Line- Location [ft] Holddown Force [Ibs] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-downFibs] Res Line 1 . 1-1 1-1 L End 0.00 5.52 2842 2106 492 1227 2x sill w/ 1500 0.82 L Op 1 0.00 10.82 1944 1507 352 789 2x sill w/ 1500 0.53 1-1 R Op 1 0.00 14.52 1992 1353 316 955 2x sill w/ 1500 0.64 1-1 L Op 2 0.00 18.90 2769 3682 1-1 R Op 2 0.00 25.61 1702 3444 V Elem 0.00 36.23 1169 Refer to upper level 1-1 L Op 3 0.00 36.82 1823 2748 1-1 V Elem R 0.00 36.94 894 1199 Refer to upper level 1-1 Op 3 0.00 42.02 1944 1758 410 597 2x sill w/ 1500 0.40 L Op 4 0.00 47.32 1944 1758 410 597 2x sill w/ 1500 0.40 1-1 R Op 4 0.00 52.52 920 Line 8 V Elem 0.00 52.81 894 1366 Refer to upper level 8-1 L End 40.00 3.52 1466 5914 V Elem 40.00 7.02 1325 1602 374 97 Refer to upper level V Elem 40.00 28.48 1325 1603 374 .97 Refer to upper level 8-1 V Elem 40.00 29.19 2121 Refer to upper level R End 40.00 38.15 1466 5915 8-2 L End 40.00 38.85 3293 8-2 R End 40.00 57.82 5414 Line B B-1 B-1 L End 18.85 3.17 789 460 107 436 STHD14/14R 3815 0.11 B-2 R End L End 20.90 21.60 3.17 3.17 789 460 107 436 STHD14/14R 3815 0.11 B-2 R End 36.90 3.17 2678 2678 B-3 B-3 L End 37.60 3.17 789 460 107 436 STHD14/14R 3815 0.11 Line C R End 39.65 3.17 789 460 107 436 STHD14/14R 3815 0.11 C-1 L End 0.35 5.17 7822 621 145 7346 HD9B 8435 0.87 C-1 V Elem 2.06 5.17 901 765 179 314 Refer to upper level C-2 R End 2.31 5.17 6921 446 104 6579 HD9B 8435 0.78 L End 3.02 5.17 1283 C-2 R End 9.98 5.17 1.283 C-3 L End 10.69 5.17 6921 446 104 6579 HD9B 8435 0.78 C-3 V Elem 10.94 5.17 901 765 179 314 Refer to upper level Line E R End 12.65 5.17 7822 621 145 7346 HD9B 8435 0.87 V Elem 18.85 8.17 3559 193 45 3411 Refer to upper level V Elem 20.81 8.17 3559 554 129 3134 Refer to upper level V Elem 26.52 8.17 3559 554 129 3134 Refer to upper level Line H V Elem 28.48 8.17 3559 192 45 3412 Refer to upper level H-1 H-1 L End 0.35 28.67 5262 1422 332 4172 MSTC66 5840 0.71 Line J R End 11.65 28.67 5262 1422 332 4172 MSTC66 5840 0.71 J-1 L End 0.35 53.17 4405 1276 298 3427 STHD14/14R 3815 0.90 J-1 V Elem L Op 1 4.56 5.15 53.17 1396 789 184 791 Refer to upper level J-1 R Op 1 13.85 53.17 53.17 2639 2523 589 705 STHD14/14R 3815 0.18 J-1 R End 17.65 53.17 4069 4439 2775 647 1942 STHD14/14R 3815 0.51 Line K 1265 295 3469 STHD14/14R 3815 0.91 K-1 K-1 L End L Op 1 18.35 20.40 58.17 58.17 1086 804 188 470 STHD14/14R 3815 0.12 K-1 R Op 1 27.10 58.17 980 497 2370 2211 K-1 L Op 2 31.56 58.17 501 2029 K-1 R Op 2 37.27 58.17 959 2273 K-1 R End 39.65 58.17 1061 860 201 402 STHD14/14R 3815 0.11 Level 2 Tensile ASD Line- Location [ft] Holddown Force [Ibs] Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down Cap lbs Crit Line 1 Res . 1-1 1-1 L End 0.00 5.52 897 1102 257 52 2x sill w/ 1500 0.03 1-2 R End 0.00 20.06 897 1103 257 52 2x sill w/ 1500 0.03 L End 0.00 20.77 1169 1-2 R End 0.00 36.23 1169 1-3 L End 0.00 36.94 894 1199 1-3 R End 0.00 52.81 894 1199 Line 8 8-1 L End 40.00 7.02 1 1325 1602 374 97 1 2x sill w/ 1500 0.06 11 WoodWorks® Shearwalls 3296-A FT.wsw Nov. 24, 2014 08:44:59 HOLD-DOWN DESIGN ( flexible seismic design, continued) 8-1 R End 40.00 28.48 1325 1603 374 97 2x sill w/ 1500 0.06 8-2 L End 40.00 29.19 2121 8-2 R End 40.00 57.82 2121 Line C C-1 L End 0.35 5.17 901 175 41 767 MSTC40 2650 0.29 C-1 L Op 1 2.06 5.17 901 765 179 314 MSTC40 2650 0.12 C-1 R Op 1 10.94 5.17 901 765 179 314 MSTC40 2650 0.12 C-1 R End 12.65 5.17 901 175 41 767 MSTC40 2650 0.29 Line E E-1 L End 18.85 8.17 3559 193 45 3411 STHD14/14R 3815 0.89 E-1 L Op 1 20.81 8.17 3559 554 129 3134 MSTC66B3 3820 0.82 E-1 R Op 1 26.52 8.17 3559 554 129 3134 MSTC66B3 3820 0.82 E-1 R End 28.48 8.17 3559 192 45 3412 STHD14/14R 3815 0.89 Line H H-1 L End 0.35 28.67 1878 749 175 1304 MSTC40 2650 0.49 H-1 R End 11.65 28.67 1878 749 175 1304 MSTC40 2650 0.49 Line J J-1 L End 0.35 53.17 1396 355 83 1123 2x sill w/ 1500 0.75 J-1 L Op 1 4.56 53.17 1396 789 184 791 2x sill w/ 1500 0.53 J-1 R Op 1 11.27 53.17 1327 946 221 602 2x sill w/ 1500 0.40 J-1 R End 17.65 53.17 1327 512 119 935 2x sill w/ 1500 0.62 Line K K-1 L End 18.35 58.17 386 343 80 122 2x sill w/ 1500 0.08 K-1 L Op 1 22.40 58.17 386 1247 K-1 R Op 1 35.60 58.17 386 1247 K-1 R End 39.65 58.17 386 343 80 122 2x sill w/ 1500 0.08 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit n - Position of stud that hold -clown 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 overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force/Allowable ASD tension load Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.61) + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for perforation factors Co. Shearwalls does not check for either plan or vertical structural irregularities. 12 �WoodWorks® Shearwalls _ _ 3296-A Fr.wsw Nov_24, 2014 08:44:59 DRAG STRUT FORCES ( flexible seismic design) Level 1 Drag Strut Line- Position on Wall Location [ft] Force pbs] wall or Opening X Y ---> <--- Line 1 1-1 Left Opening 1 0.00 11.17 411 411 1-1 Right Opening 1 0.00 14.17 97 97 1-1 Left Opening 2 0.00 19.25 445 445 1-1 Right Opening 2 0.00 25.25 182 182 1-1 Left Opening 3 0.00 37.17 634 634 1-1 Right Opening 3 0.00 41.67 164 164 1-1 Left Opening 4 0.00 47.67 574 574 Line 8 8-1 Right Wall End 40.00 38.50 1831 1831 Line B B-1 Left Wall End 18.50 3.17 89 89 B-1 Right Wall End 21.25 3.17 43 43 B-3 Left Wall End 37.25 3.17 132 132 Line C C-1 Right Wall End 2.67 5.17 1185 1185 C-3 Left Wall End 10.33 5.17 661 661 C-3 Right Wall End 13.00 5.17 1846 1846 Line H H-1 Right Wall End 12.00 28.67 2698 2698 Line J J-1 Left Opening 1 5.50 53.17 1091 1091 J-1 Right Opening 1 13.50 53.17 562 562 J-1 Right Wall End 18.00 53.17 1455 1455 Line K K-1 Left Opening 1 20.75 58.17 72 72 K-1 Right Opening 1 26.75 58.17 85 85 K-1 Left Opening 2 31.92 58.17 50 50 K-1 Right Opening 2 36.92 58.17 81 81 Level 2 Drag Strut Line- Position on Wall Location [ft] Force [lbs] wall or Opening X Y --> <--- Line 1 1-1 Right Wall End 0.00 20.42 616 616 1-3 Left Wall End 0.00 36.58 670 670 Line 8 8-1 Right Wall End 40.00 28.83 2272 2272 Line C C-1 Left Opening 1 2.42 5.17 136 136 C-1 Right Opening 1 10.58 5.17 136 136 Line E E-1 Left Opening 1 21.17 8.17 735 735 E-1 Right Opening 1 26.17 8.17 280 280 E-1 Right Wall End 28.83 8.17 1015 1015 Line H H-1 Right Wall End 12.00 28.67 2082 2082 Line J J-1 Left Opening 1 4.92 53.17 577 577 J-1 Right Opening 1 10.92 53.17 275 275 J-1 Right Wall End 18.00 53.17 1106 1106 Line K K-1 Left Opening 1 22.75 58.17 124 124 K-1 Right Opening 1 35.25 58.17 124 124 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 Fox 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 13 1915 Dayton Ave NE Project : Mahan/3296-A Renton, WA 98056 Shearwall ID : Main Floor Plan - Grid C PAGE: DESIGN BY: ELR IPUT DATA tTERAL FORCE: Vd� Wiru(o.6W) =; 2664 pouts 205 pit °RVICE LOADS) Vcaa SBSMC (.7pCe) =I 2735 ponds 261 pit MENSIONS: L�= 2.42 0, LZ 8.16 ft, L, = 2.42 fl &L9=2ftmin H� I 2 ft. Hz=; 6 ft, Fy= 1A83 'it VG STUD SECTION 2 pcs, b = 15 -in, h = 55 in NEL GRADE (o or 1) = 1 ,<=Sheathm_garid Single -Floor _ NIMUM NOMINAL PANEL THICKNESS = 19132 'in OSe1pLy,i OSB )MMON NAIL SIZE (0=6d, 1=8d, 2=10d) 2 10d 'ECIFIC GRAVITY OF FRAMING MEMBERS 0.43 fERSTRENGTH FACTOR (Do) _ L_ 25 , Sos Co = 4 ESIGN SUMMARY 1=1 1 BLOCKED 19/32 SHEATHING, EACH SIDE, WITH 10dCOMMON NAILS ',W2> @3InO.C.BOUNDARY&ALL EDGES/ 12inO.C.FIELD, 5/8 in DIA, x 10 in LONG ANCHOR BOLTS 21 in O.C. Apply Do per 12.3.3.3? 1 N_ THE HOLD-DOWN FORCES: TL= 1.65 k T - 1.65 1 THE MAX STRAP FORCE: F = 4.01 k USE SIMPSON CMS u anv THE SHEAR WALL DEFLECTION: 6S = 1.401 in <Defle lion is inelastic - seisnuc YSIS OVERALL ASPECT RATIO h/I= 0.7 3.5 and < 2 SHEAR PIER ASPECT RATIO h/I - 2S < 35 and > 2 SIMPSON HOLD-DOWN FORCES OF FREE -BODY INDIVIDUAL PANELS OF WALL ARE GIVEN BY FOLLOWING FIGURES AND TABLES AS \\ V/2 1 S 11 L1 L2 L3 _ L _" fTL TR ASSUME INFLFCDQLI POINT AT MIDDI F nc WINDOW LI 1-2/2 1-2/2 L3 F1 F2 F2 I F3 _ F4 I 2 F4 I 3 F4 F5 F6 F7 I FS F9 Flo Fit F12 F5 _ F8 5 6 FS F8 I F13 F14 FS F8 N_ 7 FF8 F5 I F15 F16 F17 F16 FS _ F21 I 1 O f19 [ F21 F2F21t 2 8 I 0 = 9 F2P21 1 + F23 F23 F24 TL FREE -BODY INDIADUAL PANFLS OF wAi ITR x cont'd INDIVIDUAL PANEL W (ft) H (it) MAX SHEAR STRESS (pit) NO. FORCE ilbl) NO. FORCE (Ibl) 1 2.42 1.08 -957 F1 -2316 F13 1065 2 4.08 1.08 983 F2 4012 F14 1065 3 4.08 1.08 983 F3 -2316 F15 3166 4 2.42 1.08 -957 F4 1065 F16 2102 5 2.42 3.00 701 F5 1695 F17 2102 6 2.42 3.00 701 F6 4012 F18 3166 7 2.42 3.00 701 F7 4012 F19 2660 8 2.42 3.00 701 FB 1695 F20 2660 9 2.42 2.00 -399 F9 -1037 F21 1304 10 4.08 2.00 652 F10 2102 F22 -965 11 4.08 2.00 652 F11 2102 F23 2660 12 2.42 2.00 -399 F12 -1037 F24 -965 =UNIT SHEAR FORCE 2W2 > 1 983 pl, Sides Diaphragm Required, the Max Nail Spacing = 3 ' in ) cucea reoermr=c- Panel Grade Common N. Min. Penetration (in) Min. Thickness (in) I Bbcked Nail Spacing Boundary & All Edges 1 6 4 3 1 2 Sheathing g and Single-4Fbor 10d 1 1/2 19/32 1 316 1 474 1 618 1 809 mute: I ne matcaiea snear numoers nave oven reouceo Dy the specmc gravity tactor. SPACING OF 5/8" DIA ANCHOR BOLT S = 21--in oc in a 3x rmtdsifl S 17_ _ in oc in a 2x mxisill TNF Hrm n-nnwnt r-narFa- vda Wall Seismic Overturning Resisting Safety Net Uplift Hold-n at mid -story bs Moments ft-bs Moments ft-bs Factors DS SIMPSON SEISMIC 261 30796 Left 20365 OAS Tt.= 1648 Right 20365 0.46 164WIND 205 24197 Lett 20365 0.60 ��TR 921 Pi t 20365 0.60 921 Se,sw = 8vh3/EAb + vh/1000Ga + hAa/b Where: vo=• 0415-pF L. 242 ft A=�. 16.50 Wirtz h =1 6.00 'ft Ga = ; _ 66 , klpslln NG STUD CAPACITY (REFERENCE CALCULATION ON WOOD COLUMN SPREADSHI E = 1300000 psi Co = 1.60 F� = 1300 psi A= 1650 in2 CF= 1.10 F�= 614 psi Cn= 027 Techincal References: 1. "National Design Specification, NDS", 2012 Edition, AF&AP. 0.350 ; in E 7300000,psi Da 071 ,in =l -' > f� = 287 psi Safisfacto I1915 Daylon Ave NE Renton, WA98D56 Wood Column Design B INPUT DATA MEMBER TYPE: 3 GEOMETRY DATA: HEIGHT UNBRACED LENGTH LOAD DATA: DEADLOAD W IND/EQ LOAD TOTAL LATERAL LOAD x-x Project: MahanI3296-A Shearwall ID : Main Floor Plan- Grid C Oat. • 11/20/14 1 POST 2 WALL STUD 3 IKING STUD PAGE: DESIGN BY: ELR DESIGN SUMMARY USE: 2 - 2" x 6" HEM -FIR No. 2 1. CHECK VERTICAL ADS: fc < Fc' ? h = 9.08 it 287 psi < 614 psi ak - Le (b) = 3.03 it Le (h) = 9.08 It 2 CHECK BENDING LOADS: fb < Ft; ? 693 psi < 1768 psi ok 1567 Ibs 3166 Ibs z 4733 Ibs 3. CHECK INTERACTION: l(F. 16 psf 85 pif �, M= 873 ft-Ibs V= 384 Ibs 0.912 < 1 ok LOAD DURATION ( 1, 2, 3, 4, 5, or 6) 5 WIND/SEISMIC LOAD DESIGN CRITERIA: SECTION 2 pcs, B= 2 in H = 6 in SPECIES (1 = HF, 2 = DFL) 1 HEM -FIR GRADE (1,2,3,4,5,or6) 4 No.2 WET/DRYUSE? (I-DRY,2=WET) 1 DRY INCISED? (1=NO, 2=YES) 1 NO IALYSIS COLUMN BASIC DESIGN STRESSES: COMPRESSIVE STRESS FBI = 1300 ps MODULUS OF ELASTICITY E = 1300000 ksi BENDING STRESS (X-Axis) Fbx = ice` Ps BENDING STRESS (Y-A)is) Ftty = 850 ps SHEAR STRESS (X-A)is) Fv= 150 ps COLUMN PROPERTIES: COLUMN SECTION Y-Dir dy= 5.50 in X-Dir dx= 1.50 in AREA A = 16.5 in' SECTION PROPERTIES Abt. xx Sx = 15.13 in' Ix = 41.59 in' Abt yy Sy = 4.13 in' LENGTH -DEPTH RATIO Le (b) / dx = 242 Le(h)/dy= 19.6 ADJUSTMENT FACTORS: Fbx Fby Fc I Fv E 8 E�, DURATION FACTOR CD 1.60 1.60 1.60 1.60 1.00 MOISTURE FACTOR CM 1.00 1.00 1.00 1.00 1.00 TEMPERATURE FAC- Ct 1.00 1.00 1.00 1.00 1.00 INCISING FACTOR Ci 1.00 1.00 1.00 1.00 1.00 SIZE FACTOR CF 1.30 1.30 1.10 1.00 1.00 FLAT USE FACTOR CfD 1.15 COLUMN STABILITY Cp REPETITIVE MEMBEF Cr 1.00 BEAM STABILITY CL 1.00 ADJUSTED PROPERTIES: MODULUS OF ELASTICITY BENDING STRESS (X-Axis) BENDING STRESS (Y-A)is) ACTUALSTRESSES: AXIAL STRESS BENDING STRESSES 0.268 1.00 1.00 E'= 1300000 ksi Fbx = 1768 psi Fby = 2033 psi fc = 287 psi fbx = 693 psi 4. CHECK SHEAR LOADS: t < F, ? 35 psi < 240 psi ok 5. DEFLECTION A=5wM/(384EI)+2.4v&/(Ebd)= 0.000 in (, h/437567 ) COLUMN PARAMETER C = 0.80 MODULUS OF ELASTICITY E',jn = 470 ksi CRITICAL EULER BUCKLING VALUES FcE = 659 IPsi Fc* = 2288 '1psi AXIAL STRESS SHEAR STRESS SHEAR STRESS Fc' = 614 psi Fv = 240 psi tv = 35 psi ELR Eneineering 1915 Dayton Ave NE Renton, WA 98056 phone: (206)200-8764 email: elreng33@gmail.com Construction Sketches GENERAL STRUCTURAL NOTES (Unless Noted Otherwise) CODES AND SPECIFICATIONS 1. International Building Code - 2012 edition with local jurisdiction amendments as applicable 2. ASCE / SEI 7-10 Minimum Design Loads for Buildings and Other Structures 3. AF&PA NDS-12 / SPDWS 2008 / WFCM 2012 National Design Specification for Wood Construction / Special Design Provisions for Wind & Seismic / Wood Frame Construction Manual for One and Two Family Dwellings 4. ACI 318-11 Building Code Requirements for Structural Concrete 5. AISC 360-10 / 341-10 Specification for Structural Steel Buildings / Seismic Design Manual 6. AWS D1.1 / D1.1 M:2006 / Structural Welding Code -Steel 7. TMS 402-11 / ACI 530-11 / ASCE 5-11 Building Code Requirements for Masonry Structures DESIGN CRITERIA 1. Wind - Risk category = II, Basic wind speed (V) = 110 mph, Wind directionality factor = 0.85, Exposure category = B, Topographic factor Kzt = 1.00, Gust effect factor = 0.85, Enclosure classification = Enclosed, Internal pressure coefficient(GCpi) = t 0.18 2. Seismic - Risk category = II, Seismic importance factor (le) = 1.00, Site Class = D, SS = 1.500, S, = 0.600, Sps = 1.000, Sp1 = 0.600, Seismic Design Category = D, Basic seismic -force -resisting system = A.15 per ASCE 7-10 Table 12.2-1, Seismic response coefficient (CS) = 0.154 (orthogonal 1) & 0.154 (orthogonal 2), Response modification factor (R) = 6.5 (orthogonal 1) & 6.5 (orthogonal 2), Design procedure used = Equivalent Lateral Force Procedure 3. Roof - Dead: 15 psf Live: 20 psf Snow: 25 psf 4. Floor - Dead: 12 psf Live: 40 psf 5. Soils - Vertical bearing pressure (capacity): 1500 psf Lateral bearing pressure (capacity): 150 psf/ft of depth (up to 2250 psf max.) Coefficient of friction (capacity): 0.25 (multiplied by dead load) Active design lateral load: 40 psf/ft of depth At -rest design lateral load: 60 psf/ft of depth STRUCTURAL OBSERVATION 1. Structural observation is required only when specifically designated as being required by the registered design professional or the building official. SOIL CONSTRUCTION 1. Extend footings to undisturbed soil or fill compacted to 95% Modified Proctor (ASTM D1557). All construction on fill soils shall be reviewed by a registered geotechnical engineer. All footings shall be 18 inches minimum below adjacent finish grade. It is the contractor's responsibility to verify that the site soils provide the minimum vertical bearing pressure capacity stated above. PIPE PILES 1. Pipe shall conform to ASTM A53 Grade B. Unless noted otherwise, pipe is not required to be galvanized. 2. Pipe shall be driven to refusal and tested (as required) per Geotechnical Engineer's requirements. REINFORCED CONCRETE 1. fc = 2500 psi at 28 days for footings, slabs and walls. Min 5'h sacks of cement per cubic yard of concrete and maximum of 6-3/4 gallons of water per 94 lb. sack of cement. 2. Maximum aggregate size is 7/8". Maximum slump = 4 inches. 3. All concrete shall be air entrained 4% to 6%. 4. Mixing and placement of all concrete shall be in accordance with the IBC and ACI 318. Proportions of aggregate to cement shall be such as to produce a dense, workable mix which can be placed without segregation or excess free surface water. Provide 3/4 inch chamfer on all exposed concrete edges unless otherwise indicated on architectural drawings. 5. No special inspection is required. 6. Vibrate all concrete walls. Segregation of materials shall be prevented. REINFORCING STEEL 1. Concrete reinforcement shall be detailed, fabricated and placed in accordance with ACI 318. 2' Reinforcing steel shall be grade 40 minimum and deformed billet steel conforming to ASTM A615. 3. Welded wire mesh shall conform to ASTM A185. 4. Reinforcing steel shall be accurately placed and adequately secured in position. The following protection for reinforcement shall be provided: Min Cover Cast against and permanently exposed to earth - 3" Exposed to earth or weather - 1.5" for #5 bar and smaller & 2" for #6 bar and larger Slabs and walls at interior face - 1.5" 5. Lap continuous reinforcing bars 32 bar diameters (V-6" min) in concrete. Corner bars consisting of 32 bar diameter (V-6" min) bend shall be provided for all horizontal reinforcement. Lap welded wire mesh edges 1.5 mesh minimum. This criteria applies unless noted otherwise. RETAINING WALLS 1. Concrete floor slabs to be poured and cured and floor framing above shall be complete before backfilling behind retaining walls. TIMBER 1. Unless noted otherwise, all sawn lumber shall be kiln dried and graded/marked in conformance with WCLIB standard grading for west coast lumber. Lumber shall meet the following minimum criteria: 4x and larger - DF #2 (Fb=875 psi) 3x and smaller - SPF #2 (Fb=875 psi) or HF #2 (Fb=850 psi) 2. Wall studs shall be: 2x4 HF at 16" oc - interior walls 2x6 HF at 16" oc - exterior walls 3. Provide 4x6 DF2 header over openings not noted otherwise. Provide (1)2x trimmer and (1)2x king header support for clear spans 5'-0" or less. Provide (2)2x trimmer and (1)2x king header support for clear spans exceeding 5'-0". 4. Provide solid blocking in floor space under all posts and wall members connected to holdowns. Orient blocking such that wood grain in blocking is oriented vertically. 5. Provide double floorjoists under all partition walls parallel to floor joists and along the perimeter of all diaphragm openings. 6. Provide double blocking between floor joists under all partition walls perpendicular to floor joists. WOOD CONNECTORS, FASTENERS AND PRESSURE TREATED WOOD 1. All wood connectors shall be Simpson or approved equal. 2. All nails shall be common wire nails unless noted otherwise. 3. All nailing shall meet the minimum nailing requirements of Table 2304.9.1 of the International Building Code. 4. All wood in contact with ground or concrete to be pressure -treated with a wood preservative. S. Wood used above ground shall be pressure treated in accordance with AWPA U1 for the following conditions: • Joists, girders, and subfloors that are closer than 18" to exposed ground in crawl spaces or unexcavated areas located within the perimeter of the building foundation. • Wood framing including sheathing that rest on exterior foundation walls and are less than 8 inches from exposed earth. • Sleepers, sills, ledgers, posts and columns in direct contact with concrete or masonry. 6. All field -cut ends, notches, and drilled holes of preservative -treated wood shall be treated, for use category UC4A per AWPA U1-07, in the field using a 9.08% Copper Naphthenate (CuN) solution such as "End cut Solution" (Cunapsol-1) in accordance with the directions of the product manufacturer. 7. All wood connectors and associated steel fasteners (except anchor bolts and holdown anchors, 1/2" diameter and larger) in contact with any preservative -treated wood shall conform to one of the following corrosion protection configuration options: a) All wood connectors and associated steel fasteners shall be Type 303, 304, 306 or 316 stainless steel when actual wood preservative retention levels exceed the following levels: Treatment Retention level (pcfl ACQ (Alkaline Copper Quat) Greater than 0.40 MCQ (Micronized Copper Quat) Greater than 0.34 CA-B (Copper Azole) Greater than 0.21 CA-C & MCA (Copper Azole & Azole Biocide) Greater than 0.15 NCA-C (Azole Biocide) Greater than 0.14 1 b) When actual wood preservative retention levels do not exceed the levels in 4.a) above, all wood connectors and fasteners shall, at a minimum, be hot -dipped galvanized by one of the following methods: ■ Continuous hot -dipped galvanizing per ASTM A653, type G185. ■ Batch or Post hot -dipped galvanizing per ASTM 123 for individual connectors and as per ASTM A153 for fasteners. Fasteners, other than nails, timber rivets, wood screws and lag screws, may be hot -dipped galvanized as per ASTM B695, Class S5 minimum. c) Plain carbon steel fasteners in SBX/DOT and zinc borate preservative treated wood in an interior, dry environment shall be permitted. 8. Do not mix stainless steel and hot -dipped galvanized wood connectors and fasteners. 9. All anchor bolts shall be as specified in the general notes on the shearwall schedule. 10. Where a connector strap connects two wood members, install one half of the total required nails or bolts in each member. 11. All bolts in wood members shall conform to ASTM A307. 12. Provide standard cut washers under the head of all bolts and lag screws bearing on wood. ANCHORAGE 1. All anchor bolts and holdown bolts embedded in concrete or masonry shall be A307 unless noted otherwise. Expansion bolts into concrete not otherwise specified shall be Simpson STRONG -BOLT 2 Wedge Anchor. Install in accordance with ICC ESR-1771, including minimum embedment depth requirements. NAI LS 1. Nailing of wood framed members to be in accordance with IBC 2012 table 2304.9.1 unless otherwise noted. Connection designs are based on "Common Wire" nails with the following properties: Penny Weight Diameter (Inches) Length (Inches) 8d 0.131 2-1/2 10d 0.148 3 16d 1 0.162 3-1/2 20d 1 0.192 4 SHEARWALLS 1. All shearwall plywood nailing and anchors shall be as detailed on the drawings and noted in the shearwall schedule. All exterior walls shall be sheathed with 7/16" APA rated sheathing (24/16) - blocked - with minimum nailing 0.131" diameter x 2.5" nails @ 6" OC edges/12" oc field unless noted otherwise. 2. All headers shall have strap connectors to the top plate each end when the header interrupts the continuous (2)2x top plate. Use (1)Simpson MSTA24 connector each end unless noted otherwise. 3. All shearwall holdowns shall be as noted on the plans and shall be Simpson or approved equal. 4. All holdown anchors shall be installed as shown on plans and as per manufacturer's requirements. Holdown anchors may be wet -set or drilled and epoxied (Simpson "SET" epoxy or approved equal) with prior approval from the Engineer of Record. Provide the full embedment into concrete as stated on the plans. FLOOR AND ROOF DIAPHRAGMS 1. Apply 23/32" APA rated Sturd-I-Floor(24" oc) nailed to floor framing members with 0.148" diameter x 3" nails at 6" OC at all supported edges and at 12" OC at interior supports unless noted otherwise on the plans. Offset panel joints between parallel adjacent runs of sheathing. 2. Apply 7/16" APA rated sheath i ng(24/1 6) nailed to roof framing members with 0.131" diameter x 2.5" nails at 6" OC at supported edges and at 12" OC at interior supports unless noted otherwise on the plans. Offset panel joints between parallel adjacent runs of sheathing. 3. Blocking of interior edges is not required unless noted otherwise on the plans. BUILT-UP WOOD COLUMNS 1. All columns not specified or otherwise noted on the plans shall be (2)2x studs gangnailed with 0.148" dia. x 3.25" nails at 6" oc - staggered. 2. All columns supporting girder trusses or beams shall be (3)2x studs gangnailed with 0.148" dia. x 3.25" nails at 6" oc - staggered. MANUFACTURED WOOD TRUSSES 1. Trusses shall be designed, fabricated, and installed in accordance with the "Design Specifications for Light Metal Plate Connected Wood Trusses" by the Truss Plate Institute. 2. All trusses shall be designed and stamped by a professional engineer licensed in the State of Washington. 3. Roof trusses shall be fabricated of Douglas Fir -Larch or Hem -Fir. 4. All mechanical connectors shall be IBC approved. 5. Submit design calculations, shop drawings and installation drawings stamped by a licensed engineer of all trusses to the owner's representative for review and Building Department approval. 6. Truss members and components shall not be cut, notched, drilled, spliced or otherwise altered in any way without written approval of the registered design professional. 7. Where trusses align with shearwalls, a special truss shall be provided that has been designed to transfer the load between the roof sheathing and the shearwall below. This truss shall be designed to transfer a minimum of 100 plf along the full length of the truss. 8. All temporary and permanent bracing required for the stability of the truss under gravity loads and in -plane wind or seismic loads shall be designed by the truss engineer. Any bracing loads transferred to the main building system shall be identified and submitted to the engineer of record for review. PARALLEL STRAND LUMBER (PSL) 1. Parallel strand lumber shall be manufactured as per NER-292 and meet the requirements of ASTM D2559 - Fb=2900 psi, E=2.OE6 psi. LAMINATED VENEER LUMBER (LVL) 1. Laminated veneer lumber shall be Doug Fir meeting the requirements of ASTM D2559 - Fb=2600 psi, E=2.OE6 psi. 2. For top loaded multiple member beams only, fasten with two rows of 0.148" diameter x 3" nails at 12" OC. Use three rows of 0.148" diameter x 3" nails for beams with depths of 14" or more. 3. Provide full depth blocking for lateral support at bearing points. GLUED LAMINATED WOOD MEMBERS (GLB) 1. Glued laminated wood beams shall be Douglas Fir, kiln -dried, stress grade combination 24F-V4 (Fb=2400 psi, E=1.8E6 psi) unless otherwise noted on the plans. 2. Fabrication shall be in conformance with current applicable ANSUAITC A190.1 and ASTM D3737. 3. AITC stamp and certification required on each and every member. WOOD HOISTS 1. Joists by Truss Joists/MacMillan or approved equal. 2. Joists to be erected in accordance with the plans and any Manufacturers drawings and installation drawings. 3. Construction loads in excess of the design loads are not permitted. 4. Provide erection bracing until sheathing material has been installed. 5. See manufacturer's references for limitations on the cutting of webs and/or flanges. STEEL CONSTRUCTION 1. Structural steel shall be ASTM A992 (wide flange shapes) or A53-Grade B (pipe) or A36 (other shapes and plate) unless noted otherwise. 2. All fabrication and erection shall comply with AISC specifications and codes. 3. All welding shall be as shown on the drawings and in accordance with AWS and AISC standards. Welding shall be performed by WABO certified welders using E70XX electrodes. Only pre -qualified welds (as defined by AWS) shall be used. MASONRY 1. Construction shall meet the requirements of IBC Chapter 21. 2. Special inspection is not required. 3. All concrete block masonry shall be laid up in running bond and shall have a minimum compressive strength of fm = 1500 psi, using Type "S" mortar, fc = 1800 psi. 4. All cells containing reinforcing bars shall be filled with concrete grout with an fc = 2000 psi in maximum lifts of 4'-0". 5. Bond beams with two #5 horizontally shall be provided at all floor and roof elevations and at the top of the wall. 6. Provide a lintel beam with two #5 horizontally over all openings and extend these two bars 2'-0" past the opening at each side or as far as possible and hook. 7. Provide two #5 vertically for the full story height of the wall at wall ends, intersections, corners and at each side of all openings unless otherwise shown. 8. Dowels to masonry walls shall be embedded a minimum of V-6" or hooked into the supporting structure and of the same size and spacing as the vertical wall reinforcing. 9. Provide corner bars to match the horizontal walls reinforcing at all wall intersections. 10. Reinforcing steel shall be specified under "REINFORCING STEEL". Lap all reinforcing bars 40 bar diameters with a minimum of V-6" ' �1. Masonry walls shall be reinforced as shown on the plans and details and if not shown, shall have (1) #5 @ 48" OC horizontally and (1) #5 @ 48" OC vertically. 12. Embed anchor bolts a minimum of 5". GENERAL CONSTRUCTION 1. All materials, workmanship, design, and construction shall conform to the project drawings, specifications, and the International Building Code. 2. Structural drawings shall be used in conjunction with architectural drawings for bidding and construction. Contractor shall verify dimensions and conditions for compatibility and shall notify the architect of any discrepancies prior to construction. Discrepancies: The contractor shall inform the engineer in writing, during the bidding period, of any and all discrepancies or omissions noted on the drawings and specifications or of any variations needed in order to conform to codes, rules and regulations. Upon receipt of such information, the engineer will send written instructions to all concerned. Any such discrepancy, omission, or variation not reported shall be the responsibility of the contractor. 3. The contractor shall provide temporary bracing as required until all permanent framing and connections have been completed. 4. The contractor shall coordinate with the building department for all permits and building department required inspections. 5. Do not scale drawings. Use only written dimensions. 6. Drawings indicate general and typical details of construction. Where conditions are not specifically indicated but are of similar character to details shown, similar details of construction shall be used, subject to review and approval by the architect and the structural engineer. 7. Contractor initiated changes shall be submitted in writing to the architect and structural engineer for approval prior to fabrication or construction. 8. All structural systems which are to be composed of field erected components shall be supervised by the supplier during manufacturing, delivery, handling, storage, and erection in accordance with instructions prepared by the supplier. 9. Contractor shall be responsible for all safety precautions and the methods, techniques, sequences, or procedures required to perform the work. 10. Shop drawing review: Dimensions and quantities are not reviewed by the engineer of record, therefore, must be reviewed by the contractor. 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FOR SPANS OVER 1W_r USE 2gr NFiM ALL CONNEC71ONS 70 SPEND AND/ OR VOM BY 7MM MANUFACNRER. NOM ALL SOW SAMN BEAMS 70 BE OF/2 OR BEM �22' UPPER FLOOR UPPER FLOOR FRAMING PLAN ALL CONNECTIONS M SPEanED AND/ OR WRIRED BY JOIST YANUFACTIM. NOTE: ALL SOLD SAYM BEANS 70 BE DF#2 OR KM . MAIN FLOOR /4•mr-o• 4, „► ,'-, 1rxt8'xT2' THU F001ING W/(2)]4 EACH WAY - PBGG u L �i J ^�-� o H �P✓ ' 1 bJ O g,� c N — NOTE: FOUNDATION VENTS TO BE MIN. OF 3'-0' FROM CORNERS PER R408.2 ---------------- — — — — — — — -- S� -- \—Irov— I N ti off LAIA—---- ----- ---- _------- ---J m r----------------------------------------- ---� I N I PONY WALL-20 AT 16' OC ON 1Y I WIDE x 10' TROC FOOTING W/(2)/4 ofp5 I LONCRDINAL I W' d•' ' j1 Il i (TYP, U.N.O.)xj i a n NI I 1 L-------------- -----------_______ _______J -- I �n I •I N r--:—.------------------- ------------------------ 24 x24 xI0' IHICIL FOOTING 28'x2Tl'x10' THICL FOOTING I W/(3N4 EACH MAY-PB44 �pg5 W/(3)/4 EACH WAY-PB44 I I I S'-10' �, ' S - 10'-10'1%w I 2 m � I I o � ! r ------------� m � M SD-1 I r------ --- --- L J— — -- — I o I 9 -L_J-- I THIH7QIN FOOTING LOCALLY TO MAINTAIN Y COVER TO HOLDOWN I %a ANCHOR I I I I BLOCKING $o 3 mm ! I I 1 .�`� - m 1 e I 3I I — — — — — — — — — — — — ----- I I I I -B B'-0' j I I I----�— I ------ I N I j wa I IA011-11 96-I I I I co I 1 Te I I o o I I 4' CONC. SLAB 0/ 4' COMP. FILL I MF I I L------------- — _----J I SLOPED 3' TOWARD DOOR I I r— — — — — — — — — --- -------I I I o1� " I I I �0 I I H n I Tn I I 3e I I I s I 1 1 I I I L - — — — — — — — — ---� 1 3Yx32"xt2* twat FOOTING — ------- J 1 I W/(3)f4 EACH WAY I I in 1 !� T' --- ----------------- 1 I L mu in �✓ I I �--------��* � FOUNDATION / FRAMING PLAN i 4 -1 -0 ALL CONNECTIONS TO SPECIFIED AND/ OR VBtF1ED BY JOIST YAKIIFACIURER. NOTE: ALL SOLD SAMN BEAMS TO BE OF/2 OR BETTER City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director May 01, 2015 BOB RESTER PO BOX 731310 PUYALLUP, WA 98375 RE: Correction Letter # 1 COMBOSFR Permit Application Number D15-0082 BRC FAMILY LLC - 1002 39TH AVE SW Dear BOB RESTER, 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 11xl7 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. Plans and any related documents produced by a design professional or engineer shall be wet stamped and signed (not copied signatures). Provide plans signed and stamped by design professionals. 2. Please provide a Geotechnical soils report of the site provided by a registered geotechnical engineer. Evaluation shall include load -bearing values of site soils for footings and provide recommendations for a footing drainage system including separate recommendations for down spout drainage system. Engineering calculations for footing soils load bearing specifications shall be consistent with the geo-tech report. 3. Provide additional plan details to identify a footing drain or a crawl space water discharge system. Show roof drainage system or downspouts on the site plan. Include a specific detail on the details page with specifications for footing drain construction. The footing discharge system will generally be separate from the roof drain system. Refer to the geotechnical engineers report provided for any recommendations. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the basement or crawl space. (IRC R405.1, R408.6) 4. Revise labeled elevations to be identified as North, East, South and West. On the elevation pages, show grade slope details to be consistent with any existing or proposed site slopes or finish grade. Elevations shall specify average grade plane dimensions. If applicable, show stepped foundations. 5. Specify the type of assumed fireplace out back of the house outside porch. 6. I could not find the overhang length of the roof as indicated in the engineer's detail. Provide the dimensions of the overhang. Over hang with gutter shall not exceed 24 inches into required setbacks. 7. Provide specifications for type of Whole -house mechanical ventilation system that will be used for this residence. Current energy codes now require inspections for energy efficiency, duct testing etc. Provide notes on the plan requirements as specified in WSEC. (IRC M1507.3 with WSA & Washington State Energy Code R401.1) 6300.Cnuthrvntvr Rrnilavnrd .6iito #1nn • Tij";iln Wnahinotnn OR1RR a Phnno 'J06_d31_3F70 a Fnr 7nA_d31_g665 8. Provide cross section framing details for the soffits shown in the various rooms provided with soffits 9. Provide specifications for the attic containing appliances shall be provided with an opening and a clear and unobstructed passageway large enough to allow removal of the largest appliance. (IRC M1305.1.3) 10. It would be helpful for the inspectors and plan review if the copy right lettering, if possible, was a little more transparent to provide more clarity for reading the plans. 11. Outdoor combustion air shall be provided for gas appliances located in the garage. Show combustion air opening(s) with sizes specified in the garage. (IRC G2407.6 & IMC 304.6) FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • Provide a certificate of water availability from King County Water District # 125. PLANNING DEPARTMENT: Carol Lumb at 206-431-3661 if you have questions regarding these comments. • The minimum roof pitch is 5:12 - the roof over the covered porch in the rear is 4:12. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. 1. Subject property is lot C of Dunbabin Short Plat L14-0037 recorded under KC recording # 20150224900002. Due to presence of steep slopes applicant shall execute with notary attached Sensitive Area Hold Harmless Agreement. 2. Applicant shall execute with notary Hold Harmless Agreement for work inside the City Right of Way. Both forms are attached. 3. Your site plan shall be the same size as the rest of the plans (24" x 36"). 4. Due to steep slopes on property site plan shall be prepared by a WA state licensed professional engineer. Applicant shall contact Dunbabin Plat engineer of record, Mr. Han Phan, P.E., phone 206-229-6422 to prepare the site plan. 4. Original plat design calls for construction of new infiltration trench at the SE corner of the property which is now in conflict with your proposed driveway. You might need to use different house plan with driveway toward north side as it was originally designed. 5. Show existing and proposed contour elevations, finished floor elevations, driveway slope and spot elevations. State earthwork quantities: cu yards of cut and cu yards of fill. Will any dirt be exported off the site? If yes state the amount of yardage to be exported. 5. Site plan shall show C/L of 34th PI S and edge of roadway pavement since_the east end portion of proposed driveway will be inside the City Right of Way. Footprint of the house shall be moved slightly to the east to make the driveway longer, so cars park in the driveway will not overhang to the Right -of -Way if in the future sidewalk is constructed along 34th Place S. 6. On your site plan please show all the utility service lines: storm drainage, sanitary sewer, water, power/telecommunications. 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. If you have any questions, I can be reached at 206-433-7165. Sincerely, Rachelle Ripley Permit Technician File No. D15-0082 6.30n,Snuthcenter Rmdpvard. SultP #100 • Tukwila Wn.sh.in.ntnn 9R188 • Phnne 206-437-3670 • Fay 2n6-437-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0082 DATE: 6/8/15 PROJECT NAME: BRC FAMILY LLC SITE ADDRESS: 14119 34 PL S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: AAV&��"1S Building Division Public Works PRELIMINARY REVIEW: Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Corrections Required ❑ (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Fire Prevention Structural ❑ Planning Division Permit Coordinator ❑ DATE: 6/9/15 Structural Review Required ❑ DATE: DUE DATE: 7/7/15 Approved with Conditions Denied El (ie: Zoning Issues) DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 PERMIT COORD COPY. PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0082 DATE: 4-6-15 PROJECT NAME: BRC FAMILY LLC SITE ADDRESS: 14119 34 PL S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: A-S Corn- Building Division S low4"0., I itblic Works Alt tg�v +- t3-K Fire Prevention IN Structural ❑ &p j EoW 444--6 Planning Division Am Permit Coordinator 0 PRELIMINARY REVIEW: DATE: 4-7-2015 Not Applicable ❑ Structural Review Required ❑ (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 5-5-15 Approved ❑ Approved with Conditions ❑ Corrections Required 01" Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Fire Ping PW Staff Initials: V42- 12/1812013 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: hqp://www.Tukwi]aWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: b / 9 S-- Plan ChecWPermit Number: D 15-0082 ❑ Response to Incomplete Letter # ® Response to Correction Letter # l ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: BRC FAMILY LLC Project Address: 1002 39TH AVE SW Contact Person: �D �t"���r Phone Number: cl0 — 831 Qviurnirnary nF Rnvicinn• ) JUN :0 4 2015 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision si Received at the City of Tukwila Permit Center by: W Entered in TRAKiT on UN-U W:U'ermit Center\TemplatesU'ornis\Rcvision Submittal Form.doc Revised: March 2014 City of Tukwila Department of Community DeveJ 6300 Southcenter Boulevard, Suite # 100 Tukwila, Washington 98199 Phone: 206-431-3670 Web site: ho://www.TukwilaWA.gov I'Part A: To be completed by applicant _ Site address (attach mag and le al description showing hydrant location and size of main): / 91l 9 39 P) :� . -r� k J_ , ,1 r_ C.LA-'TMCATE OF WATER I - AVAILABILITY PERMIT NO.- Owner Information 'Agent/Contact Person Narne:gik A m ; 1 , Name: r, Address: 00 3 th �W Address Phone: 251, a" 3 1 Phone: oZ 6 a Q— This certificate is for the purposes of. ► Residential Building Permit. ❑ Preliminary Plat ❑ Commercial/Industrial Building Permit ❑ Rezone Estimated number of service connections and water meter size(s): / P V ehicular distance from nearest hydrant to the closest point of structure is Area is served by (Water Utility District): l; i n r L C3u nT v ']-:P'r Part B: To be completed by water utility district 1. The proposed project is within _ 2. o improvements required. ❑ Short Subdivision ❑ Other Date 3. The improvements required to upgrade the water system to bring it into compliance with the utilities, comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: (Use seMrale sheer if mom 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 /, �450t'erfll�rl� residual for a duration of 2 hours at a velocity of 1. C1 fps as documented by the attached calculations. 4li1/ OF TUKWILA S. Water availability: ✓❑Acceptable service can be.provided to this project JUN 0 A 2015 ❑ 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 , C ®R R E CT MO PERMIT CENTER LTR# I hereby certify that the above information is true and correct. - IZ5 Agency honeon) r5�7 By By Date CLcs.V y, Attachment to Certificate of Water Availability Bing County Water District No. 125 The following ten-ns and conditions apply to the attached Certificate of Availability ("Certificate") This Certificate of Water Availability Is valid only for the real property referenced herein for the sole purpose of submission to the. City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. _ 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. r Applicant's Signature Date District Representative A— Date RECEIVED 0"ORNE MN CITY OF TUKWILA LTR# JUN 0 4 2015 PERMIT -CENTER DIy�pD� BRC FAMILY LLC Page 1 of 2 Home. Inicio en I?8panol Contact. Safety C) Washington State Department of Labor & Industries BRC FAMILY LLC Owner or tradesperson Principals RILEY, MERRITT ANN, PARTNER/MEMBER MORRISON, LORI DEE, PARTNER/MEMBER RILEY, WILLIAM JOSEPH, PARTNER/MEMBER RILEY, ALTHEA VERA, PARTNER/MEMBER Doing business as BRC FAMILY LLC WA UBI No. 602 863 429 License Search L•&I � � ' � _ A-'L Index Help TNIy Secure I. &I Claims & Insurance Workplace Rights Trades & Licensing PO BOX 731310 PUYALLUP, WA98373-0060 253-881-3035 PIERCE County Business type Limited Liability Company Verify the contractor's active registration / license / certification (depending on trade) and any past violations. ConsContrac ................truction..................................................tor...... Active. Meets current requirements. License specialties GENERAL License no. BRCFAFL9010Q Effective — expiration 11/18/2010-11118/2016 Bond ................. American Contractors Indem CO $12,000.00 Bond account no. 100144304 Received by L&I Effective date 11 /18/2010 11101 /2010 Expiration date Until Canceled Insurance ........................ Wesco Insurance Co $1,000,000.00 Policy no. WPP101971203 Received by L&I Effective date 11/03/2014 11 /18/2013 Expiration date 11/18/2015 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits againsf the bond or savings accounts during the previous 6 year period. https:Hsecure.Ini.wa.gov/verify/Detail.aspx?UBI=602863429&LIC=BRCFAFL901 QQ&SAW= 6/23/2015 U Jr fJ. y ., t>.. _ .J J _ _ SS SS 5S 6 O - ,., r_ s/ I ss s� — �1 ��--3`-/� .\ s� / \o / //� / /i . / I I 1 , \ , , ,,< r�Y l I . can I .�..�.� 1 w ' � � • . / .: LLl v v - .,� _ � � ,. � - 1 I v v l � l ,l lv l I v w l �;y, _ SEE DETRIL 1 M CATCH BASIN L J - 'ROOF DRAIN S B o I TU z HOUSE. RIM=343.10 �111 I C A Q�'ll IiI C\/i% .. .. V1ry J �/ cs, O /. :AcceptC t70 _ I Crt standards. arice <is sub act' to errors Lo' / omissions which do not authorize violations of \. PLANNING AP 'ROVED. - a o / - \ adoresponsibility Q _ I tad standards or ordinances The � A / \ o z_ _. , - NO changes Can b@ ade.tOah@S@ f r the ade ua o c� of the desi rests totally with the �, cn Q �_ � � y 0 to o i .- � \ • '.. -. / -,------------------ : _ • o ,� _ E 172.31 N N89 40 03 - - I -c>3- M - _ � . N I 1 _ I _ _ TRAC A _, WILD OOD COURT WIDE Ian WI h s t out a r �% pp Piannm Divisi pP vai from #h@ n //''��D _ :, . _ .... ,. ... , ,.._. -_ RE\fl>,WED F OR _ _ COI: E.COt�P COMPLIANCE APPROVED .. gn . Add t o s, deletions or revisions to these ;.... desi er. i n W,.. __ ._.>... drawnn after thi date will void this ac n ...--. _:... is s t s c to ice : ,.. _ eP ,_;,__... and will r v,..: e wire a resubmittal of revised drawn .__. . q .rroypovedB1.00 fosubse uent a .. ._ a.._. o I-o s= .. r, _ Ln _. JUG18 2015 >:acceptance Final acce tance is sub act to field ins eetion by the Public Works utilitiesinspectors �- wDat@ ,--I O N Z Z , . _.. ,-. - _, ._..._._ UJIDam y_.. .. . _ BUILDING ILDIN ,. SEND LE NOTES _CONSTRUCTION 0 PROPERTY LINE PROP 1 CONSTRUCT GRAVEL STRIP 28 L X 2 W X 2 D PER DETAIL 3 THIS SHEET. o i o B.S.B.L 2 0 D FOOTING INFILTRATION TR ENCH PER CONSTRUCT 2 W x 10 L x 2 00 ( ) Q i - 2 DETAIL HI SHEET. THIS 0 — — RIGHT OF WAY LINE 3 V 0.00 . INSTALL 8 LF 4 SOLID PVC /o '. A @ O - RIGHT OF WAYCENTERLINE 4 0 YARD DRAIN OR CB , - o =--`----- , ADJACENT PROPERTY LINE A - - 75 IEE-337.40 -: RIM 340.00 IQ W 33 0 ) 4 PVC DOWNSPOUT DRAIN LINE EXISTINGGROUND , / . BACKFILL z zFI FINISH GRADE... m m � - _ FOUNDATION o >- mF 0 o CORRECTION ;. — U z• .,. ...::. . LLJ a a U REVISION .. ... .. R h c� c an es sh It co . � a be m ;PROV D 12 MIN COVERAGE o - - / R 1.00 0. _ E 5 INSTALL 5 LF 4 SOLID P 00 G DRAIN COLLECTO / , _,. , _......, .. _ . _ . _ .... csf, �rork w 1� �1 EXISTING EASEMENT LINE @ ..: . ,.:., Ithout rl .. , . _ .... _...... , _ .. _...... _ _ p pp oval of f _ OF DRAIN WITHCLEAN1 1/2 3/4 i)ii1�.La B /, ulldin ,. Dlvlslon.: ,. l P fj r _ . � . )� . � , _ / , WASHED ROCK - ...... .. n fi n Q'ia WIII e �J X.: re Ulre a n�w. l / / -, an . , 4 submittal,: .. .. ... z .. , ., .... E E PAVEMENT � :. �,. ttal .. 4 CONCR T r, RETA NING WA � Y / , > J r> J r m Inc> o .., ..... .... 1 ude Gdd.tl . ( onal I� A z,.._ . . ES � .. n revlP / TRIP — 0 GRAVEL S ���r ��. _...�Jy �.�h`_ .M...._-- � ) �. Building height/ F - nre aired when. wall .J .v T 9 qexceeds 4 / // _ :.;.feet from - - _ r bottom of footin , , :retains a surcharge � ,( a �. , > FILTER FABRIC .JiJ. .J(,: horizontally , � .. .. .. PROPOSED RESIDENCE within 4 feet,of the wall the site .J: , Y contains: or /.. > > .. ,. r � a .....t�., �.�.. f�.:._ .. MI�ZAFI 1 OOX OR EQUIVALENT t ( ) 4 J Is ad acenf to a sensitive ...� _ > w . a sitive area mcludin stee sloe � / . � >r ,�J ,. >7 kJ J _ 9 s, as p , WRAP WASHED ROCK ENTIRELY - tC'>.,. .• .. - .. _ - -- -- -- --� PROPOSE D INFILTRATION lR CH ,, _ `e � � f r a J.. _ _ , / f , ...tf. x.. . ..._ , .. RECEIVED :defined 8.45. Deslega Washin to IIcnsad WITH FILTER FABRIC (TYP pofesslonal en I r.shall be re required r f 9 retainin CITY F Tf1KWILA o walls. over 4 feet with a `surchar e. Comet wall ModuIarboc ormasonW Wall 2015 Is(Geotec nlcai report mee required). >� �RNER SET _ _ ; roslon prevention andPermit must include i n for: } , J{ . , _ '. -: :. )✓r`J��x. J � ,4 RIGID PERFORATED PVC PIPE PE E RAIT CENTERpermanentst blllzatlonofdlsturbed`solL Contact Publlc P N EL. _ ' L. (10) BIRD BLOCKS MA� AI (±L (5) BI I(o' OVERHANG I (4.) RE) � RE) (2) BIRD (5 (TYP.) 2' g CKS BL C S LOCKS 1100 I ----- Eli oD. I m o ----- ---- J L (4) BIRD .2' OW BIRD BLOCKS BLOCKS SOUTH ELEVATION =Y` v`I , l� I. — — o D.S. IRO OF FL AN D.S. = DOWNSPOUT WE� CAFSTONE R9052ZB DRIP EDGE: x - �r ��i w ►°N WEATN�RR 515TANT - DRIP EDGE SHALL BE PROVIDE17�AT EAVES AND GABLES OF SHINGx p � cAF W�LAi GOOFS' ADJACENT PIECES OF DRIP'EDGE SHALL BE OVERLAPPED A MINIMUM MORTAR 5ETTINC�3EDOF 2 $ l51 mm) y E� 2X& DBL FL;ATE a a .INCHES . fi' �ppRIP EDGES SHALL PXtEND A MINIMUM OF 025 INCH 6 4 mm) BELOW THE ROOT: 2X6 FRAMING a 0 SN AtNING AND`1=XtENI7 UP TNT R©OF DECK 4 MINIMUM'OF 2 INCHES (51 mm). ` v SyEATHI�G R,. M DRIP EDGESr�NALL BE MECHANICALLY FASTENED TO THE ROo>'-DECK AT A a MAXIMUM OF I2� INCHES `(305 mm) O.G. WITH FASTENERS AS� SPECIFIED IN SECTION k qtt�� RR RE515Tmi o RRI R UNDERLAI'MENT B ALL BE INSTALLED OVER THE DRIP EDGE ALONG EAVES MOf2TAR 5ETTINC, BED AND UNDER THE UND*AYMENT ON GABLES MORTAR JOINT UNLESS`SPECIFIED DIFFERENTLY,15Y THE SHINGLE MANUFACTURER, SHINGLES TU DUc�NO. `ARE PERM(T7ED TO BE FLUSH'WItH THE DRIP EDGE. �h g- BUILDINGS SHALL HAVE APPROVED AD1 45-5 NUMBERS PLACED IN A POSITION THAT IS PLAINLY LEGIBLE AND VISIBLE FROM THE STREET OR o � ROAD FRONTING THE PROPER TI�ESE NUMBERS SHALL BE A MINIMUM OF r • SHEATHING 4' HIGH WITH A MINIMUM 6TROKE WIDTH OF viz' WWgAttNNRR �EvI$TANT Fwk B�RRI R �MORTAR 5ETTING BEDS_ 9 CULTURED STONE t MORTAR JOINT'- 1 `' r 2X STUD WALL ....r. r o INSULATION (WHERE OCCUR5) x v 4 x VTO�1�1`;`i�;=x�Yh�TI�N I ♦ice I x IC TRIM 44 I'REVEAL HARDI-SIDING EL. 343' 1/4'- V-0' EXISTING GRADE NOfRTH ELEVATION 30 YR. ARCHITECTURAL COMPOSITION ROOFING IL ROCK VENEER PER MANUFACTURER NOTE: FDN WALLS TO EXTEND A MIN. OF 4' ABOVE THE ADJACENT FINISHED GRADE FOR WALLS FINISHED W/ VENEER. PER DETAIL A/A-I 8' LAP SIDING EAST ELEVATION 'A' /-- EL. 341' 4' METAL GUTTER ON Ix8' IRS FASCIA STUCCO BD z O Z N t LL U W L s� WU �� 4 gin! s W��G$ LLm7 gl�N}}rn O� f O Z hog! Z w L gg . or- LL O g o w L f o eLL !0 U W � aNLaf LLo �� C ywL�i a rnaF� Z � � aQ�= i•• O O� g LL LL N K W . , Q 1Lt�il O_ w , Do wwm F-�� pa' 00 W �N O�OU �j Gop ; FFZw LLppzz,, N UU��(�(YY LL�yy¢QOO O C = W m a W W W Uu1LU = 20- C9Z11I LL fA zWaW,o z,- i UU:�� NNmJ�2 W W F fC � L 3 W C Ilj 0100 W81 % NOHR 2a226 WZz fl� tgq 1-UOm& 0: (0 KO W U C CL CL ry 'Ar� r 0 N (9 0) .> 0- 0 �, RECEIVED V CITY OF TUKWILA JUN 0A 2015 PERMIT CENTER Ix4' RS TRIM O LO I'll FOR N 00 REVIEWED 0 CODE COMPLIANCE 1 _I C0 IN — APPROVED (,� a) 0 m JUN 18 2015 E r � � m N V M � —I CO E 340' M , O LO city of Tukwila `. , 0 4--1 \ 0 > % CV BUILDING DIVISION —I cu d' Ct3 � �> 0 COMMON — m 0 m a) LTF,0- Z -� O o� 0 n 11 si ff A -A A-3 40'-0" 20'-6" 19'-ro° 4'-3" _ro" OPEN DECK RAIL TO CODE REQ. am MET,-% `e%A 1 &.1 \-/�e I �&.- I Y I I `lVt U II 10 a 19'6x 0'0 A \ , U i \ O NOOK MiNi-SUITE I _ i0'6xi0'0 I 10'2xil'0 I� 9O PROVIDE FURRINGI ®� AS NECESSARY I 8 SOFFIT DN. 6 6 4 4I_ 16 -0 2 -0 OO I D/W I DIRECT VENT - — — —RdS — — — I I ( FAMILY FIREPLACEGAS O Ii ZERO CLEARANCE V.T.O. 0 v.T.o. \ 5 a RANGE/ Um 10BATN ( OPEN SINK I I 100 CFM 0 o v.T.o. JJ 5 O KITCHEN I 10'2xi5'0 N 6 00 LU UJH C I 62 I r 1 IMPACT BARRIEROL (x I Q REF CIA ENE= C5304.6 (IMC 304.1) m CFM Zo Appliances located in private garages and O carports shall be installed with a minimum��j I I _ ®� LOCATE clearance of 6 Feet = I I 5ETUIEEN JO►STS — — — — (182e mm) above the / O ►� I I I I r — - — — — Floor. 62 PED. 2 I I I I I I I �F�IO N I I I IDNINCz�`r PROVIDE 3-CAi�13/8' SOLID w I I I 1214SIN�S-OP CORE SELF -CIO 10'0x14'2 FIRE DOOR' I I 01, 1%� / ..ar 10'-0' 5'-3° 21-2'2'-9" Z 6' I I y 6 MIL. POLY OR APPROVED VAPOR — — — — — —I I i„ ,`"�' RETARDER WITH JOINTS LAPPED NOT r I MORE THAN 6' REG�UIRED BETWEEN SLAB - i L < _ SOFFit, DN_�o' AND PREPARED EARTH PER N IRC R50623 GARAGE IT FOY 20'640'2 �t U �\ ------------------ r $/a TYPE 'X' GYP. BD. is CLG. _ r — 1i2' GWB. ® ALL WALLS N I DUCTS THROUGH WALL OR CEILING FOMMON TO HOUSE MIN. 26 GA. STEEL NO DUCT OPENINGS IN GARAGE I I � I 16/0x8/0 O.N. SECTIONAL OVERHEAD GARAGE DOOR �2'=8 2x12 FRAMING: 2x12 FRAMING2'-10" y; y; -0" 20'-0" An' -nil (0INN , SOFFIT DN 6' 3 STUDY i 12'Ox10'O T _ x Y 1 Ull L — — — AM 3 2 1 MAIN FLOOR PLAN - INN. m I 11 FLOOR PLAN CALCULATION5 MAIN FLOOR: 1,453 S.F. UPPER FLOOR: 1,843 S.F. TOTAL * FTG. (HEATED): 3,2966 5 MIN. AIR EXCHANGE CEILING FANS PER PLAN I/4'=1'-0' INTER CONNECTED ONNEGT p WITH BATTERIA' BACKUP E(IG240-1.6.2 (304.(o.2) One -permanent -opening method, c O ET One permanent opening, commencing within 12 inches (305 mm) of the top of the enclosure, shall be provided. The appliance shall have clearances of at least i inch (25 mm) From the sides and back and 6 inches (152 mm) From the Front of the appliance. The opening shall directly communicate with the outdoors or through a vertical or horizontal duct to the outdoors, or spaces that Freely communicate with the outdoors and shall have a minimum Free area of 1 scluare inch per 3,000 Btu/h (134 mm2/kW) of the total input rating of all appliances located in the enclosure and not less than the sum of the areas of all vent connectors in the space. 0 I Z p Z °aJ ¢ wco 0 8 FZ �aZ p 2 O O Z w a 0 Z :; � Z g$ Boa g fnLL�g a ,ZQ0ITu (8�1i1 s OLL�U }p aNu�o z UZ�+� I=- nM w 2 'L N SRC K O O Z w N LL} ai ww1"p H a Q7d SuNi�V 0 w W= w l= o 0m �U W0421 O Ua1- I=- zoo' o WWo}b Vs_W�Wl�Wu z ¢ W � � � m Z 0 -gME. U U tll? .zpdja O W w K p a °dLU0 z Op$ S O 2� 2 au�Wl 0 �d( = M F_Uo0W p 2 wwwo W O U COMPOSITION ROOF 30# FELT EA, COURSE SEE SHEAR WALL SCHEDULE FOR SNEATNING REQ. MANUFACTURED TRUSSES (OR 2XRAFTERS 4 CLG. JSTSJ R-4S ELEG, RESIST. INSULATION BLOWN -IN R-38 ELEC. RESIST. AT SINGLE RAFTER / VAULT /z' GYPSUM BD. CEILING /' v�'-f 'e� (T. IOCKS ?X SOLID BL G (5tA- H fQy) : ,I. GUTTER ON 5/48 FASCIA SIDING (SEE ELEVATIONS) 151 BLDG. PAPER (OR TYVEK) SEE SHEAR WALL SCHEDULE FOR SHEATHING REQ. 2X6 STUDS a 16' O.C. R-21 ELEC, RESIST. AT EXT. WALLS I/Z' GYPSUM BD. JOISTS FLOOR FINISH 3/4' T4G SUB FLOOR FL. JOISTS (SEE PLAN) '/2' GYPSUM BD CEILING FLOOR FINISH 3/4' T4G SUB FLOOR FL. JOISTS (SEE PLAN) R-30 ELEC. RESIST. INSULATION AT CRAWLSPACE 6 MIL BLACK 'VISQUEEN' \ /\\/\ x 2X6 P.T. MUDSILL WITH %'� A.B. Q 12' O.C. AT NON -SHEAR WALLS U.N.O. (SEE SHEAR WALL SCHEDULE FOR ALL OTHERS) / (MIN. OF 2 PER PLATE - 4 lU/IN 12' OF ANY CORNER) MIN. 7' EMBEDMENT 4' ROOF DRAIN RIGID, NON -PERFORATED DISCHARGED TO AN APPROVED INFILTRATION SYSTEM TYPICAL WALL SECTION ILLUMINATION NOTES: PER IRC SECTION 303b, R3115.1 ALL INTERIOR AND EXTERIOR STAIRUAYS SHALL BE PROVIDED WITH A MEANS TO ILLUMINATE THE STAIR INCLUDING: LANDIWIS 4 TREADS. INTERIOR STAIRIAYS SHALL BE PROVIDED WITH AN ARTIFICIAL LIGHT SOURCE LOCATED IN THE IMMEDIATE VICINITY OF THE LANDING OF THE STAIRWAY. EXTERIOR STAIR)AYS SHALL BE PROVIDED WITH A LIGHT SOURCE LOCATED N THE IMMEDIATE VICINITY OF THE TOP OF THE LANDING OF THE STAIRWAY. LIGHTING CONTROLS SHALL BE ACCESSIBLE AT THE TOP t BOTTOM OF EACH STAIRWAY WITHOUT TRAVERSING ANY STEPS. NOTES: 4 OR MORE R15M TO HAVE At LEAST ONE HANDRAIL RINJING CONTINUOUS THROUGH FULL LENGTH OF STAIR 34' MIN. HT, 33' MAX. HT. END SHALL RETURN TO WALL OR NEWEL POST OR VOLUTE. HANDRAIL MUST BE STRONG ENOUGH TO RESIST A 200 LB. PT. LOAD. IN ANY DIRECTION. HANDRAIL TO BE F'RE ON ON AT LEAST ONE SIDE OF STAIR HANDGRIP PORTION OF HANDRAILS SHALL HAVE CIRCULAR CROSS SECTION ' OF 11/4' MN. 4 234' MAX. EDGES SHALL HAVE A MIN. RADIUS OF 1/6'. MALL IN. R NEARED GUARDRAILS TO BE 36' 4 lY J o:7 a � � a sv T'/4' MAX RISER HT. I� 10" IN. TREAD DEPTH m �! GUARD 4 STAIR REQUIREMENTS VAPOR 15ARRII=R HANDRAILS WITH A CIRCULAR CROSS SECTION SHALL HAVE AN OUTSIDE DIAMETER OF AT LEAST 11/4 INCHES (32 MM) AND NOT GREATER THAN 2 INCHES (51 MM). IF THE HANDRAIL IS NOT CIRCULAR It SHALL HAVE A PERIMETER DIMENSION OF AT LEAST 4 INCHES (102 MM) AND NOT GREATER THAN 61/4 INCHES (160 MM) WITH A MAXIMUM CROSS SECTION OF DIMENSION OF 21/4 INCHES(571 MM). NOSNG MIN. '/4' MAX 11/4' REQUIRED ON STAIRS w/ SOLID RISERS 3/4' PLYWOOD FLR SHEATHING JOIST 2x6 CRIPPLE STUDS e 24' o1c HU6210-2 HANGER (3) 2x12 STRINGERS (I ROOMING PER PLAN JOISTS PER PLAN t] SECTION A-A- NOTIEH: GRADE SHALL FALL FROM FOUNDATION A MINIMUM OF 6 INCHES WITHIN THE FIRST 10 FEET. R-10 RIGIp— INSULATION SIDING PER PLAN ti THING 3UI35HEATHING LADING PER PLAN z-FLASHING ACCENT TRIM - I' CLEARANCE 1/4' =1'-0' c RECEIVED CITY OF TUKWILA JUN 0 4 2015 PERMIT CENTER SECTION B-B NOTE: GRADE SHALL FALL FROM FOUNDATION A MINIMUM OF 6 INCHES WITHIN THE FIRST 10 FEET. 0 g Gz Z z og a ��N < ~w� 5 PH �oo e F N O �Q1z U'L 0 Z Z� W ¢ oZ oo 6 IL 0 O Z Z U 2 ILL 9 a w� a� o B 2 U O w -ar•• u y ai�a O� 8oF xz 3: 0 0 0 A a LL �d�xo mPO 3' w w www�1° w d TAI"' o Xa 0 »W 0�w 0o W W�pW O N�O a0 W�- FHF 0 OFm�=UUNI- �p LL U) (L azWW � F Jawg 0 Zw2S ~ W , uy3�c7 F-� O R V W mU?777///N111 Z "0�00 W d 2 0 xR � W W °27d�� dUdWy xF WZzp$ppp°W�o2 F U O N LL N K O � O O Q` 0 NO 00 m N c1qU � -jM z Cu �. M 0 o p • • cv 0 0 .. c: ' ' (U tCS a (t� N 0 n Z ) a,o� o o- �� .. � 4 i ,k r 2 $ p .' p utt �j 2012 IRC R403.1.6 FOUNDATION ANCHORAGE: WOOD SOLE PLATES AT ALL EXTERIOR WALLS ON MONOLITHIC SLABS, WOOD SOLE PLATES OF BRACED WALL PANELS AT BUILDING INTERIORS ON MONOLITHIC SLABS AND ALL WOOD SILL PLATES SHALL BE ANCHORED TO THE FOUNDATION WITH ANCHOR BOLTS SPACED A MAXIMUM OF 6 FEET ON CENTER BOLTS SHALL BE AT LEAST lie INCH IN DIAMETER AND SHALL EXTEND A MINIMUM OF 7 INCHES INTO CONCRETE OR GROUTED CELLS OF CONCRETE MASONRY UNITS. A NUT AND WASHER SHALL BE TIGHTENED ON EACH ANCHOR BOLT. THERE SHALL BE A MINIMUM OF TWO BOLTS PER PLATE SECTION WITH ONE BOLT LOCATED NOT MORE THAN 12 INCHES OR LESS THAN SEVEN BOLT DIAMETERS FROM EACH END OF THE PLATE SECTION. INTERIOR BEARING WALL SOLE PLATES ON MONOLITHIC SLAB FOUNDATION THAT ARE NOT PART OF A BRACED WALL PANEL SHALL BE POSITIVELY ANCHORED WITH APPROVED FASTENERS. CONCRETE NOTE: CONCRETE SHALL HAVE MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF f �, AS SHOWN IN TABLE 4022. CONCRETE SUBJECT TO MODERATE OR SEVERE WEATHERING AS INDICATED IN TABLE R3012 (1) SHALL BE AIR ENTRAINED AS SPECIFIED IN TABLE 4022. FLASHING NOTE 2012 IRC SECTION R103B: APPROVED CORROSION -RESISTANT FLASHING SHALL BE APPLIED SHINGLE -FASHION IN A MANNER TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. SELF ADHERED MEMBRANES USED AS FLASHING SHALL COMPLY. WITH AAMA 111. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH. APPROVED CORROSION -RESISTANT FLASHINGS SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: I. EXTERIOR WINDOW AND DOOR OPENINGS. FLASHING AT EXTERIOR WINDOW AND DOOR OPENINGS SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH OR TO THE WATER RESISTIVE BARRIER FOR SUBSEQUENT DRAINAGE. 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR STUCCO WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO COPINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOD OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRIM. 5. WHERE EXTERIOR PORCHES, DECKS OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD -FRAME CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILT-IN GUTTERS. IRC 1'11502.5 PROTECTION REQUIRED: PROTECTIVE SHIELD PLATES SHALL BE PLACED WHERE NAILS OR SCREWS FROM FINISH OR OTHER WORK ARE LIKELY TO PENETRATE THE CLOTHES DRYER EXHAUST DUCT. SHIELD PLATES SHALL BE PLACED ON THE FINISHED FACE OF ALL FRAMING MEMBERS WHERE THERE 15 LESS THAN 11/4' BETWEEN THE DUCT AND THE FINISHED FACE OF THE FRAMING MEMBERS. PROTECTIVE SHIELD PLATES SHALL BE CONSTRUCTED OF STEEL, SHALL HAVE A MINIMUM THICKNESS OF 0.062 INCH AND SHALL EXTEND A MINIMUM OF 2 INCHES ABOVE SOLE PLATES AND BELOW TOP PLATES. EGRESS NOTES: PER IRC R310.1 BASEMENTS, HABITABLE ATTICS AND EVERY SLEEPING ROOM SHALL HAVE AT LEAST ONE OPERABLE EMERGENCY ESCAPE AND RESCUE OPENING. WHERE BASEMENTS CONTAIN ONE OR MORE SLEEPING ROOMS, EMERGENCY EGRESS AND RESCUE OPENINGS SHALL BE REQUIRED IN EACH SLEEPING ROOM. WHERE EMERGENCY ESCAPE AND RESCUE OPENINGS ARE PROVIDED THEY SHALL HAVE A SILL HEIGHT OF NOT MORE THAN 44 INCHES ABOVE THE FLOOR, RANGE HOODS SHALL DISCHARGE TO THE OUTDOORS THROUGH A SINGLE -WALL DUCT. THE DUCT SERVING THE HOOD SHALL HAVE A SMOOTH INTERIOR SURFACE, SHALL BE AIR TIGHT AND SHALL BE EQUIPPED WITH A BACKDRAFT DAMPER DUCTS SERVING RANGE HOODS SHALL NOT TERMINATE IN AN ATTIC OR CRAWL SPACE OR AREAS INSIDE THE BUILDING. EXCEPTION: WHERE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND WHERE MECHANICAL OR NATURAL VENTILATION IS OTHERWISE PROVIDED, LISTED AND LABELED DUCTLESS RANGE HOODS SHALL NOT BE REQUIRED TO DISCHARGE TO THE OUTDOORS. 2012 IRC 1'11601.1 DUCT SESIGN: DUCT SYSTEMS SERVING HEATING, COOLING, AND VENTILATION EQUIPMENT SHALL BE FABRICATED IN ACCORDANCE WITH THE PROVISIONS OF THIS SECTION AND ACCA MANUAL D OR OTHER APPROVED METHODS. 2012 WSEC SECTION R403: R403.1.1 PROGRAMMABLE THERMOSTAT. WHERE THE PRIMARY HEATING SYSTEM IS A FORCED -AIR FURNACE, AT LEAST ONE THERMOSTAT PER DWELLING UNIT SHALL BE CAPABLE OF CONTROLLING THE HEATING AND COOLING SYSTEM ON A DAILY SCHEDULE TO MAINTAIN DIFFERENT TEMPERATURE SET POINTS AT DIFFERENT TIMES OF THE DAY. THE THERMOSTAT SHALL ALLOW FOR, AT A MINIMUM, A 5-2 PROGRAMMABLE SCHEDULE (WEEKDAYS/WEEKENDS) AND BE CAPABLE OF PROVIDING AT LEAST TWO PROGRAMMABLE SETBACK PERIODS PER DAY. THIS THERMOSTAT SHALL INCLUDE THE CAPABILITY TO SET BACK OR TEMPORARILY OPERATE THE SYSTEM TO MAINTAIN ZONE TEMPERATURES DOWN TO 55°F (13°C) OR UP TO 85°F (29°C). THE THERMOSTAT SHALL INITIALLY BE PROGRAMMED WITH A HEATING TEMPERATURE SET POINT NO HIGHER THAN 10°F (21°C) AND A COOLING TEMPERATURE SET POINT NO LOWER THAN 18°P (260C). THE THERMOSTAT AND/OR CONTROL SYSTEM SHALL HAVE AN ADJUSTABLE DEADBAND OF NOT LESS THAN IO°F. EXCEPTIONS: 1. SYSTEMS CONTROLLED BY AN OCCUPANT SENSOR THAT IS CAPABLE OF SHUTTING THE SYSTEM OFF WHEN NO OCCUPANT IS SENSED FOR A PERIOD OF UP TO THIRTY MINUTES. 2. SYSTEMS CONTROLLED SOLELY BY A MANUALLY OPERATED TIMER CAPABLE OF OPERATING THE SYSTEM FOR NO MORE THAN TWO HOURS. R4032 DUCTS. DUCTS AND AIR HANDLERS SHALL BE IN ACCORDANCE WITH SECTIONS R4032.1 THROUGH R40323. R4032.1 INSULATION (PRESCRIPTIVE). DUCTS SHALL BE INSULATED TO A MINIMUM OF R-8. EXCEPTION: DUCTS OR PORTIONS THEREOF LOCATED COMPLETELY INSIDE THE BUILDING THERMAL ENVELOPE. DUCTS LOCATED IN CRAWL SPACES DO NOT QUALIFY FOR THIS EXCEPTION. R40322 SEALING (MANDATORY). DUCTS, AIR HANDLERS, AND FILTER BOXES SHALL BE SEALED. JOINTS AND SEAMS SHALL COMPLY WITH EITHER THE INTERNATIONAL MECHANICAL CODE OR INTERNATIONAL RESIDENTIAL CODE, AS APPLICABLE. EXCEPTIONS: I. AIR -IMPERMEABLE SPRAY FOAM PRODUCTS SHALL BE PERMITTED TO BE APPLIED WITHOUT ADDITIONAL JOINT SEALS. 2. WHERE A DUCT CONNECTION IS MADE THAT IS PARTIALLY INACCESSIBLE, THREE SCREWS OR RIVETS SHALL BE EQUALLY SPACED ON THE EXPOSED PORTION OF THE JOINT SO AS TO PREVENT A HINGE EFFECT. 3. CONTINUOUSLY WELDED AND LOCKING -TYPE LONGITUDINAL JOINTS AND SEAMS IN DUCTS OPERATING AT STATIC PRESSURES LESS THAN 2 INCHES OF WATER COLUMN (500 PA) PRESSURE CLASSIFICATION SHALL NOT REQUIRE ADDITIONAL CLOSURE SYSTEMS. 2012 IRC R310.1.1 MINIMUM OPENING AREA ALL EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL HAVE A MINIMUM NET CLEAR OPENING OF 5.1 SQUARE FEET. DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH WSU RS-33, USING THE EXCEPTION: GRADE FLOOR OPENINGS SHALL HAVE A MINIMUM NET CLEAR MAXIMUM DUCT LEAKAGE RATES SPECIFIED. DUCT TIGHTNESS SHALL BE VERIFIED OPENING OF 5 SQUARE FEET. BY EITHER OF THE FOLLOWING: 2012 IRC R310.12 MINIMUM OPENING HEIGHT I. POSTCONSTRUCTION TEST: TOTAL LEAKAGE SHALL BE LESS THAN OR THE MINIMUM NET CLEAR OPENINGS HEIGHT SHALL BE 24 INCHES. EQUAL TO 4 CFM (1133 L/MIN) PER 100 SQUARE FEET (929 M2) OF CONDITIONED FLOOR AREA WHEN TESTED AT A PRESSURE DIFFERENTIAL OF 2012 IRC R310.13 MINIMUM OPENING WIDTH 0.1 INCHES Wax. (25 PA) ACROSS THE ENTIRE SYSTEM, INCLUDING THE THE MINIMUM NET CLEAR OPENING WIDTH SHALL BE 20 INCHES. MANUFACTURER'S AIR HANDLER ENCLOSURE. ALL REGISTER BOOTS SHALL BE TAPED OR OTHERWISE SEALED DURING THE TEST. LEAKAGE TO 2012 IRC R310.1.4 OPERATIONAL CONSTRAINTS OUTDOORS SHALL BE LESS THAN OR EQUAL TO 4 CFM (1333 L/MIN) PER 100 EMERGENCY ESCAPE AND RESCUE OPENINGS SHALL BE OPERATIONAL FROM THE SQUARE FEET OF CONDITIONED FLOOR AREA. INSIDE OF THE ROOM WITHOUT THE USE OF KEYS, TOOLS, OR SPECIAL KNOWLEDGE. 2. ROUGH -IN TEST: TOTAL LEAKAGE SHALL BE LESS THAN OR EQUAL TO 4 CFM WINDOW NOTES: IN DWELLING UNITS, WHERE THE OPENING OF AN OPERABLE WINDOW 15 LOCATED MORE THAN 12 INCHES ABOVE THE FINISHED GRADE OR SURFACE BELOW, THE LOWEST PART OF THE CLEAR OPENING OF THE WINDOW SHALL BE A MINIMUM OF 24 INCHES ABOVE THE FINISHED FLOOR OF THE ROOM IN WHICH THE WINDOW IS LOCATED. OPERABLE SECTIONS OF WINDOWS SHALL NOT PERMIT OPENINGS THAT ALLOW PASSAGE OF A 4 INCH DIAMETER SPHERE WHERE SUCH OPENINGS ARE LOCATED WITHIN 24 INCHES OF THE FINISHED FLOOR EXCEPTIONS: I. WINDOWS WHO'S OPENINGS WILL NOT ALLOW A 4 INCH SPHERE TO PASS THROUGH THE OPENING WHEN THE OPENING IS IN ITS LARGEST POSITION, 2. OPENINGS THAT ARE PROVIDED WITH WINDOW FALL PREVENTION DEVICES THAT COMPLY WITH SECTION R6123. 3. OPENINGS THAT ARE PROVIDED WITH FALL PREVENTION DEVICES THAT COMPLY WITH ASTM F 20130. 4. WINDOWS THAT ARE PROVIDED WITH OPENING LIMITING DEVICES THAT COMPLY WITH SECTION R612A. (1133 L/MIN) PER 100 SQUARE FEET (929 M2) OF CONDITIONED FLOOR AREA WHEN TESTED AT A PRESSURE DIFFERENTIAL OF 0.1 INCHES W:Ca. (25 PA) ACROSS THE SYSTEM, INCLUDING THE MANUFACTURER'S AIR HANDLER ENCLOSURE. ALL REGISTERS SHALL BE TAPED OR OTHERWISE SEALED DURING THE TEST. IF THE AIR HANDLER IS NOT INSTALLED AT THE TIME OF THE TEST, TOTAL LEAKAGE SHALL BE LESS THAN OR EQUAL TO 3 CFM (85 L/MIN) PER 100 SQUARE FEET (929 M2) OF CONDITIONED FLOOR AREA. EXCEPTION: THE TOTAL LEAKAGE TEST 15 NOT REQUIRED FOR DUCTS AND AIR HANDLERS LOCATED ENTIRELY WITHIN THE BUILDING THERMAL ENVELOPE. DUCTS LOCATED CRAWL SPACES DO NOT QUALIFY FOR THIS EXCEPTION. R40322.1 SEALED AIR HANDLER AIR HANDLERS SHALL HAVE A MANUFACTURER'S DESIGNATION FOR AN AIR LEAKAGE OF NO MORE THAN 2 PERCENT OF THE DESIGN AIR FLOW RATE WE TESTED IN ACCORDANCE WITH ASHRAE 1133. R40323 BUILDING CAVITIES (MANDATORY). BUILDING FRAMING CAVITIES SHALL NOT BE USED AS DUCTS OR PLENUMS. INSTALLATION OF DUCTS IN EXTERIOR WALLS, FLOORS OR CEILINGS SHALL R404.1: LIGHTING EQUIPMENT (MANDATORY). A MINIMUM OF 15 PERCENT OF PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE HIGH-EFFICANCY LAMPS. R404.1.1: LIGHTING EQUIPMENT (MANDATORY). FUEL GAS LIGHTING SYSTEMS SHALL NOT HAVE CONTINUOUSLY BURNING PILOT LIGHTS 2012 IRC M1502.45 GEN LENGTH IDENTIFICATION: WHERE THE EXHAUST DUCT IS CONCEALED WITHIN THE BUILDING CONSTUCTION, THE EQUIVALENT LENGTH OF THE EXHAUST DUCT SHALL BE IDENTIFIED ON A PERMANENT LABEL OR TAG. THE LABEL OR TAG SHAL BE LOCATED WITHIN fo FEET OF THE EXHAUST DUCT CONNECTION. PER WAC 1506.2: CONTINUOUSLY OPERATING EXHAUST VENTILATION SYSTEMS SHALL PROVIDE THE MINIMUM FLOW RATE OF 15 CFM BASED ON SQUARE FOOTAGE OF HOUSE AND NUMBER OF BEDROOMS. IRC M1502.4B DRYER EXHAUST DUCT LENGTH IN CONCEALED CONSTRUCTION REQUIRES EQUIVALENT LENGTH TO BE POSTED WITHIN 6' OF THE DUCT CONNECTION PROTECT DUCT PER IRC M1502.5 PROVIDE COMBUSTION AIR OPENING GAS FURNACE OPTION PER IRC G2401.6.2 R302.12 DRAFTSTOPPING: IN COMBUSTIBLE CONSTRUCTION WHERE THERE IS USABLE SPACE BOTH ABOVE AND BELOW THE CONCEALED SPACE OF A FLOOR/CEILING ASSEMBLY, DRAFTSTOPS SHALL BE INSTALLED SO THAT THE AREA OF THE CONCEALED SPACE DOES NOT EXCEED 1,000 SQUARE FEET, DRAFTSTOPPING SHALL DIVIDE THE CONCEALED SPACE INTO APPROXIMATELY EQUAL AREAS. WHERE THE ASSEMBLY IS ENCLOSED BY A FLOOR MEMBRANE ABOVE AND A CEILING MEMBRANE BELOW, DRAFTSTOPPING SHALL BE PROVIDED IN FLOOR/CEILING ASSEMBLIES UNDER THE FOLLOWING CIRCUMSTANCES: I. CEILING IS SUSPENDED UNDER THE FLOOR FRAMING, 2. FLOOR FRAMING IS CONSTRUCTED OF TRUSS -TYPE OPEN -WEB OR PERFORATED MEMBERS. R302.12.1 MATERIALS.DRAFTSTOPPING MATERIALS SHALL NOT BE LESS THAN )'GYPSUM BOARD, J' WOOD STRUCTURAL PANELS OR OTHER APPROVED MATERIALS ADEQUATELY SUPPORTED. DRAFTSTOPPING SHALL BE INSTALLED PARALLEL TO THE FLOOR FRAMING MEMBER UNLESS OTHERWISE .APPROVED BY THE BUILDING OFFICIAL. THE INTEGRITY OF THE DRAFTSTOPS SHALL BE MAINTAINED. ROOF GENERAL NOTES: A CONTRACTOR SHALL PROVIDE ATTIC VENTILATION AS PER CODE 13. PROVIDE FLASHING a ALL VALLEYS, PITCH CHANGES AND AT VERTICAL PLANES. C. PROVIDE FLASHING AND COUNTER FLASHING AT 0411 NEYS A MIN. OF V ABOVE ROOF SHEATHING 4 CRICKETS AS SHOWd. D. RAFTERS WILL BEAR DIRECTLY ON TRUSSES OR BLOCKING BETWEEN THE TRUSSES. E. HEADERS TO BE A MINIMUM OF 410 DM UNO. F. PROVIDE DOUBLE FELT UNDERLAYMENT FOR COMPOSITION ROOFING. (TYP) FOR SLOPES UNDER 4:12 G. UNDERLAYMENT SHALL 13E APPLIED IN SHINGLE FASHION, PARALLEL TO AND STARTING FROM THE EAVE 4 LAPPED 2, FASTENED SUFFICIENTLY TO HOLD IN PLACE, END LAPS SHALL BE OFFSET BY 6 FEET. VENTILATION CALCULATIONS 4 REQUIREMENTS RM62: THE TOTAL NET FREE VENTILATING AREA SHALL NOT BE LESS THAN g16 OF THE AREA OF THE SPACE VENTILATED EXCEPT THAT REDUCTION OF THE TOTAL AREA TO jo IS PE1 ITTED PROVIDED THAT AT LEAST 5M AND NOT MORE THAN 80%° OF THE REQUIRED VENTILATING AREA IS PROVIDED BY VENTILATORS LOCATED IN THE UPPER PORTION OF THE SPACE TO BE VENTILATED AT LEAST 3 FEET ABOVE THE SAVE OR CORNICE VENTS WITH THE BALANCE OF THE REQUIRED VENTILATION PROVIDED BY EAVE OR CORNICE VENTS, VENTILATION GENERAL NOTES: A ROOFS TALLER THAN 3' WILL USE BIRD BLOCKING AND AF50 VENTS AS REQUIRED. B. ROOFS SHORTER THAN 3' WILL USE BIRD BLOCKING AS REQUIRED. MAIN ROOF CALCULATION5: 1,913 SQ FT ATTIC AREA / 150 m 13.15 SQ FT. OF VENTILATION REQUIRED (1,894 SQ INCHES) UPPER TING PROVIDED Y A130 T5 (50 SQ. IN T) ROOF YEN PR DED B ROOF YEN PER VENT) 1034 SQ IN x 50% = S41 SQ IN. RQUIR2EA. PROVIDE (19) Af50 ROOF VENTS = 950 SQ. IN. LOWER ROCF VENTING PROVIDED BY BIRDBLOCKING: (4) 2' DIA HOLES (3.14' EA) _ (125 SQ. NCHESJ AND WITH Al*50 ROOF VENTS (50 SQ IN. PER VENT) 1,894 SQ R x 5M. = 941 SQ IN. REQUIRED. PROVIDE (38) BIRD -BLOCKS -- 415 SQ IN. a FRONT 4 REAR OF HOUSE AND NOT WITHIN 2' OF THE SIDES. AND PROVIDE (10) AF50 ROOF VENTS -. WO SQ. IN. GARAGE ROOF/ENTRY ROOF CALCULATIONS: 155 $a FT ATTIC AREA / 150 . 1.21$a FT. OF VENTILATION REQUIRED (182 SQ INCHES) LOWER ROOF VENTING PROVIDED BY BIRD BLOCKING: (4) 2' DIA HOLES (3.14' EA) _ (125 SQ INCHES) 182 SQ R SQ IN. REQUIRED. PROVIDE (5) BIRD BLOCKS -- 101.5 SQ R a FRONT AND NOT WITHIN 2' OF THE SIDE. QUIRED ENERGY CREDITS: 2a AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION. HIGH EFFICIENCY WHOLE HOUSE PAN AND FINAL AIR LEAKAGE TEST TO BE @42 AIR EXCHANGES PER HOUR MAX. 3a HIGH EFFICIENCY HVAC EQUIPMENT. GAS, PROPANE OR OIL -FIRED WITH MIN. APUE OF cJ5% OR BETTER 5b EFFICIENT WATER HEATING. WATER HEATING SYSTEM SHALL INCLUDE THE FOLLOWING: GAS/PROPANE/OIL MIN. EF 0B2 FIRE BLOCKING NOTES: PER IRC SECTION R602B FIRE BLOCKING SHALL BE PROVIDED IN ACCORDANCE WITH SECTION R302.11 SECTION R302.1: CONSTRUCTION, PROJECTIONS, OPENINGS AND PENETRATIONS OF EXTERI R WALLS OF DWELLINGS AND ACCESSORY BUILDINGS SHALL COMPLY WIT TABLE 302.1 EXCEPTIONS: I. WALLS, PROJECTIONS, OPENINGS OR PENETRATIONS IN WALLS PERP TO THE LINE USED TO DETERMINE THE FIRE SEPARATION DISTANCE. 2. WALLS OF DWELLINGS AND ACCESSORY STRUCTURES LOCATED ON LOT. 3. DETACHED TOOL SHEDS AND STORAGE SHEDS, PLAYHOUSES AND STRUCTURES EXEMPTED FROM PERMITS ARE NOT REQUIRED TO PROV PROTECTION BASED ON LOCATION ON THE LOT. PROJECTIONS BEYOI EXTERIOR WALL SHALL NOT EXTEND OVER THE LOT LINE. 4. DETACHED GARAGES ACCESSORY TO A DWELLING LOCATED WITH A LOT LINE ARE PERMITTED TO HAVE ROOF EAVE PROJECTIONS NOT 4 INCHES. 5. FOUNDATION VENTS INSTALLED IN COMPLIANCE WITH THIS CODE ARE PEWITTED. / CUEAR WALL THE FEET OF KEEDING 2012 IRC R806.1 VENTILATION: ENCLOSED ATTICS AND ENCLOSED RAFTER SPACES FORMED WHE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF POOP RAFTERS SH LL HAVE CROSS VENTILATION FOR EACH SEPERATE SPACE BY VENTILATING PENINGS PROTECTED AGAINST THE ENTRANCE OF RAIN OR SNOW. VENTILATIO OPENINGS SHALL HAVE A LEAST DIMENSION OF �' MINIMUM AND 1/4' MAXIMIUM. TILATION OPENINGS HAVING A LEAST DIMENSION LARGER THAN 1/4' SHALL BE PR IDED WITH CORROSION -RESISTANT WIRE CLOTH SCREENING, HARDWARE CLOTH R SIMILAR MATERIAL WITH OPENINGS HAVING A LEAST DIMENSION OF �' NIMUM AND 1/4' MAXIMUM. OPENINGS IN ROOF FRAMING MEMBERS SHALL CO ORM TO THE REQUIREMENTS OF SECTION R802.1 SECTION 313.12 RATPROOPING: 313.12.1: STRAINER PLATES ON DRAIN INLET55HALL BE DESIGNED AND STALLED SO THAT NO OPENING IS GREATER THAN j INCH IN THE LEAST DIMENSIO . 313.12.2: METER BOXES SHALL BE CONSTRUCTED IN SUCH A MANNER AT RATS CANNOT ENTER A BUILDING BY FOLLOWING THE SERVICE PIPES FRO THE BOX INTO THE BUILDING. 313.123: IN OR OM BUILDINGS WHERE OPENINGS HAVE BEEN MADE N WALLS, FLOORS, OR CEILINGS FOR THE PASSAGE OF PIPES, SUCH OPENIN S SHALL BE CLOSED AND PROTECTED BY THE INSTALLATION OF APPROVED TAL COLLARS SCURELY FASTENED TO THE ADJOINING STRUCTURE. 313.12.4: TUB WASTE OPENINGS IN FRAMED CONSTRUCTION TO CRAWL PACES AT OR BELOW THE FIRST FLOOR SHALL BE PROTECTED BY THE INSTALL ON OF APPROVED METAL COLLARS OR METAL SCREEN SECURELY FASTENED THE ADJOINING STRUCTURE WITH NO OPENING GREATER THAN INCH IN THE EAST DIMENSION. WSEC R4013 CERTIFICATE (MANDATORY). A PERMANENT CERTIFICATE SHALL BE COMPLETED AND POSTED ON OR WITHIN THREE FEET OF THE ELECTRICAL DISTRIBUTION PANEL BY THE BUILD R OR REGISTERED DESIGN PROFESSIONAL. THE CERTIFICATE SHALL BE CO PLETED BY THE BUILDER OR REGISTERED DESIGN PROFESSIONAL AND SHALL OT COVER OR OBSTRUCT THE VISIBILITY OF THE CIRCUIT DIRECTORY LAB SERVICE DISCONNECT LABEL OR OTHER REQUIRED LABELS. THE CERTIFI TE SHALL LIST THE PREDOMINANT R-VALUES OF INSULATION INSTALLED IN OR O CEILING/ROOF, WALL5, FOUNDATION (SLAB, BELOW -GRADE WALL, AND/OR PLO ) AND DUCTS OUTSIDE CONDITIONED SPACESt U-FACTORS FOR FENESTRATION AND THE SOLAR HEAT GAIN COEFFICIENT (SHGC) OF FENESTRATION, AND THE RE LTS FROM ANY REQUIRED DUCT SYSTEM AND BUILDING ENVELOPE AIR LEA TESTING DONE ON THE BUILDING. WHERE THERE 15 MORE THAN ONE VALUE OR EACH COMPONENT, THE CERTIFICATE SHALL LIST THE VALUE COVERING TH LARGEST AREA. THE CERTIFICATE SHALL L15T THE TYPES AND EFPICIENCIE OF HEATING, COOLING AND SERVICE WATER HEATING EQUIPMENT. WHERE A GAS -FIRED UNVENTED ROOM HEATER, ELECTRIC FURNACE, OR BASEBOARD ELECTRIC HEATER IS INSTALLED IN THE RESIDENCE, THE CERTIFICATE SHALL L 'GAS -FIRED UNVI=NTED ROOM HEATER,' 'ELECTRIC FURNACE' OR 'BASEBOARD ELECTRIC HEATER,' AS APPROPRIATE. AN EFFICIENCY SHALL NOT BE LISTED FO GAS -FIRED UNVENTED ROOM HEATERS, ELECTRIC FURNACES OR ELECTRIC BASEBOARD HEATERS. FOUNDATION VENT CALCULATIONS 6'xl6' SCREENED FOUNDATION TO BE A MINIMUM OF V-0' FROM THE CORNERS PER IRC R 4082 VENTS = 50 SQ. FT. 1,453/300 = 424 SQ. FT. VENTILATION -OR- 10 VENTS TABLE 1507.3.3(1) CONTINUOUS WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM AIRFLOW RATE REQUIREMENTS Number of Bedrooms Dwellingg Unit Floor Area 0-1 1 2-3 1 4-5 1 6-7 1 >7 (sq. ft.) Airflow in CFM < 1500 30 45 60 75 90 1501-3000 45 60 75 90 105 3001-4500 60 75 90 105 120 4501-6000 75 90 105 120 135 6001-7500 90 105 1 120 135 150 > 75M . 105 1 120 1 135 t15;_1 165 TABLE 1507.3.3 2 INTERMITTENT WHOLE -HOUSE MECHANICAL VENTILATION RATE FACTORS Run -Time Percentage In Each 4-HourSegment 25% 33% 1 60% 66% 751% 100% Factor 4 3 2 1.5 1.3 1.0 Minimum Required Exhaust Rates Table M1507.4 Area to be Vented Ventilation Rates 16tchens 100 cfm Intermittent or 25 cfm contimuously Bathroom / Laundry / Similar 50 cfm Intermittent or areas 20 cfm contimuously PLANS SHALL COMPLY WITH WSEC SECTION R402, BUILDING THERMAL ENVELOPE. BLOWER DOOR TESTING R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air change per hour. Testing shall be conducted with a blower door at a pressure of .2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of th results of the test shall be signed by the party conducting the test d provided to the code offictial. Testing shall be performed at any time a er creation of all penetrations of the building thermal envelope. Once visua inspection has confirmed sealing (see Table R402.4.1.1), operable windows and doors manufactured by small business shall be permitted to be sealed off at the frame prior to the test. Blower door test: 4.0 ACH or less PLANS SHALL COMPLY WITH WSEC SECTION R403, SYSTEMS. With the selection of energy credit 2a, Mechanical system to have hig efficiency motor. PLANS SHALL COMPLY WITH WSEC SECTION R403, SYSTEMS. WSEC Section R403.2.2 Sealing. Ducts shall be leak tested in accordance with WSU RS-33, using the maximum duct leakage rates specified. Duct tightness shall be verified by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm per 100 square feet of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. across the entire system including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. Leakage to outdoors shall be less than or equal to 4 cfm per 100 square feet of conditioned floor area. WSEC Section R403.4.2 Hot water pipe insulation . (Prescriptive). Insulation for hot water pipe shall have a minimum thermal resistance (R-value) of R-4. WSEC Section R403.4.3 Electric water heater insulation . All electric water heaters in unheated spaces or on concrete floors shall be placed on an incompressible, insulated surface with a minimum thermal resistance or R-10. PLANS SHALL COMPLY WITH WSEC SECTION R404, ELECTRICAL POWER AND LIGHTING SYSTEMS. WSEC Section R404.1 Lighting equipment (Mandatory) . A minimum of 75 percent of permanently installed lamps in lighting fixtures shall be high -efficacy lamps. PLANS SHALL COMPLY WITH WSEC SECTION R406, ADDITIONAL ENERGY EFFICIENCY REQUIREMENTS. FURNACE FAN Fans used for whole house ventilation req. ESM motor. All enclosed Utility Rooms to have 100 s.R. transfer grill. WSEC Section R406.1 Scope. This section establishes options for additional criteria to be met for one and two family dwellings and townhouses, as defined in section 101.2 of the International Residential Code to demonstrate compliance with this code. WSEC Section R406.2 Additional energy efficiency requirements (Mandatory). Each dwelling unit in one and two family dwellings and townhouses, as defined in Section 101.2 of the International Residential < Code shall comply with sufficient options from Table R406.2 so as to achieve the following minimum number of credits. WHOLE HOUSE VENTILATION SYSTEM. A mechanical venilation system, including fans, controls, and ducts, which replaces, by direct or indirect means, air from the habitable rooms with outdoor air. WHOLE HOUSE VENTILATION REQUIREMENTS: 100 cfm fan standard on each home. 1500-3000 s.f. 2-3 bedroom = 60 cfm (min, outdoor airflow rate) Fractional on -time = 0.7, Cycle Time (hours) 24 = 0.90, 60cfm/(0.90 x .7) = 95 cfm (per ASHRAE 62-2-2007, Addendum b) Outdoor air shall be supplied to all habitable rooms (at flow rates calculated per IRC Section M1507.3.5) through the forced air system ducts using the following method: FRESH AIR INLET DUCT SHALL COMPLY WITH THE FOLLOWING: a) Be sized according to WSEC Section M1508.3 b) Be ducted from the exterior and connected to the return air stream, at a point within four feet upstream of the forced air handler and shall not be connected directly into the forced air unit cabinet. c) Be equipped with a motorized damper connected to the automatic ventilation control as specified in WSEC Section 1508.5.2 and the required air flow rate shall be verified by field testing with a flow hood or a flow measuring station. d) Be insulated to a minumum R-4 when located within heated areas. e) Be connected to filtration device, and be readlily accessible for maintenance and replacement. The filter shall have a minimum efficiency rating (MERV) of at least 6. WSEC SECTION R401.3 RESIDENTIAL ENERGY EFFICIENCY A permanent certificate shall be completed and posted on or within three feet of the electrical distribution panel by the builder or registered design professional. The certificate shall be completed by the builder or registered design professional and shall not cover or obstruct the visibility of the circuit directory label, service disconnect label or other required labels. The certificate shall list the predominant R-values of insulation installed in or on ceiling/roof, walls, foundation (slab, below -grade, and/or floor) and ducts outside conditioned spaces: U-factors for fenestration, and the results from any required duct system and building envelope air leakage testing done on the building. where there is more than one value for each component, the certificate shall list the value covering the largest area. the certificate shall list the types and efficiencies of heating, cooling and service water heating equipment. where a gas -fired unvented room heater, electric furnace, or baseboard ` electric heater is installed in the residence, the certificate shall list "gas -fired unvented room heater,"electric furnace" or "baseboard electric heater," as appropriate. An efficiency shall not be listed for gas -fired unvented room heaters, electric furnaces or electric baseboard heaters. 1 REV EWER FOR RECEIVED I iPLIANCE CITY'TUK APPRGygD JUN 0 4 2015 0 9 i U a W o0 �`;f} 10 ao 0° O pp�� o OO Z oob o Om�Z p'�1Zatn yilo LLO Z8 �O�jZ Zw OWpa got3� �o H6 0." fl 809H U j yy { (W7 y}y2!- 0�d(�'�=,00oO a�5o Nz 0:) O Zo N(T.Tn�yywgLLt � =3 �g OOwSO icoUO }7� 08 a UUF�U' ww LL OO a0 mot f H� F p O }gyp= U �u�"{1O� m J 2 UtU��Fu-1 (Wna S= F w w KK4 R Z Z O N LLp ° W 21ZOI' O� u�wl�w Hmul z~ -�wa� W y F�; m ' 0 0 N O O W ° G1Z:0, V! J W. -�ZLL Z � W 3Mom ° y a ((�]] W Z Q Z 2 O pW9 R ao� d�-t�o °F Nsgg,p� a: a: o ffl-� QsQppQ=-po�� 2 /=-U O92 ? A u LO it k T_ p Q O 0 00 Cif J o 0-) E ILn .. m cv U � ��co +� �- cULo CY) o z o p .. N J d � (Q O W . 0- Oak yx 3,„ w t, u� �u JUN 18 2015 City of Tukwila BUILDING DIVISION GENERAL STRUCTURAL NOTES (Unless noted otherwise on plans and details) CODES AND SPECIFICATIONS 1. International Building Code - 2012 edition with local jurisdiction amendments as applicable 2. ASCE / SEI 7-10 Minimum Design Loads for Buildings and Other Structures 3. AF&PA NDS-12 / SPDWS 2008 / WFCM 2012 National Design Specification for Wood Construction / Special Design Provisions for Wind & Seismic / Wood Frame Construction Manual for One and Two Family Dwellings 4. ACI 318-11 Building Code Requirements for Structural Concrete 5. AISC 360-10 / 341-10 Specification for Structural Steel Buildings / Seismic Design Manual 6. AWS D1.1 / D1.1M:2006 / Structural Welding Code -Steel 7. TMS 402-11 / ACI 530-11 / ASCE 5-11 Building Code Requirements for Masonry Structures DESIGN CRITERIA . Wind Risk category II, Basic wind speed (V) = 110 mph, Wind directionality factor = 0.85 , Exposurecategory = B, Topographic factor Kzt=,1.00, Gust effect factor = 0.85, Enclosure classification =Enclosed, Internal pressure coefficient (GCpi) = ± 0.18 2. Seismic - Risk category = II, Seismic importance factor (Ie) = 1.00, Site Class = D. Ss = 1.500, S1 = 0.600, SDS = 1.000, SDl = 0.600, Seismic Design Category = D, Basic seismic -force -resisting system = A.15 per ASCE 7-10 Table 12.2-1, Seismic response coefficient (CS) = 0.154 (orthogonal 1) & 0.154 (orthogonal 2), Response modification factor (R) = 6.5 (orthogonal 1) & 6.5 (orthogonal 2), Design procedure used = Equivalent Lateral Force Procedure 3. Roof Dead: 17 psf, Live: 20 psf, Snow: 25 psf 4. Floor - Dead: 12 psf, Live: 30 psf (sleeping areas), 40 psf (elsewhere except stairs) 5. Soils - Vertical bearing pressure (capacity): 1500 psf Lateral bearing pressure (capacity): 150 psf/ft of depth (up to 2250 psf max.) Coefficient of friction (capacity): 0.25 (multiplied by dead load) Active design lateral load: 40 psf/ft of depth At -rest design lateral load: 60 psf/ft of depth STRUCTURAL OBSERVATION 1. Structural o servation is required only when specifically designated as being required by the registered design professional or the building official. SOIL CONSTRUCTION 1. Extend footings to undisturbed soil or fill compacted to 95% Modified Proctor (ASTM D1557). All construction on fill soils shall be reviewed by a registered geotechnical engineer. All footings shall be 18 inches minimum below adjacent finish grade. It is the contractor's responsibility to verify that the site soils provide the minimum vertical bearing pressure capacity stated above. PIPE PILES 1. Pipe s all conform to ASTM A53 Grade B. Unless noted otherwise, pipe is not required to be galvanized. 2. Pipe shall be driven to refusal and tested (as required) per Geotechnical Engineer's requirements. REINFORCED CONCRETE c = 2500 psi at 28 days for footings, slabs and walls. Min 5-1-� sacks of cement per cubic yard of concrete and maximum of 6-3/4 gallons of water per 94 lb. sack of cement. 2. Maximum aggregate size is 7/8". Maximum slump = 4 inches. 3. All concrete shall be air entrained - 5% minimum / 7% maximum (percent by volume of concrete). 4. Mixing and placement of all concrete shall be in accordance with the IBC and ACI 318. Proportions of aggregate to cement shall be such as to produce a dense, workable mix which can be placed without segregation or excess free surface water. Provide 3/4 inch chamfer on all exposed concrete edges unless otherwise indicated on architectural drawings'. 5. No special inspection is required. 6. Vibrate all concrete walls. Segregation of materials shall be prevented. REINFORCING STEEL I. -Concrete rein orcement shall be detailed, fabricated and placed in accordance with ACI 318. 2. Reinforcing steel shall be grade 40 minimum and deformed billet steel conforming to ASTM A615. 3. Welded wire mesh shall conform to ASTM A185. 4. Reinforcing steel shall be accurately placed and adequately secured in position. The following protection for reinforcement shall be provided: Min Cover Cast against and permanently exposed to earth - 3H Exposed to earth or weather - 1.5" for #5 bar and smaller 2" for #6 bar and larger Slabs and walls at interior face - 1.5" 5. Lap continuous reinforcing bars 32 bar diameters (1'-6" min) in concrete. Corner bars consisting of 32 bar diameter (1'-6" min) bend shall be provided for all horizontal reinforcement. Lap welded wire mesh edges 1.5 mesh minimum. This criteria applies unless noted otherwise. RETAINING WALLS . Concrete floor slabs to be poured and cured and floor framing above shall be complete before backfilling behind retaining walls. TIMBER 1. Un Tess noted otherwise, all sawn lumber shall be kiln dried and graded/marked in conformance with WCLIB standard grading for west coast lumber. Lumber shall meet the following minimum criteria: 4x and larger: DF #2 (Fb=875 psi) 3x and smaller: SPF #2 (Fb=875 psi) or HF #2 (Fb=850 psi) 2. Wall studs shall be: 2x4 HF at 16" oc - interior walls 2x6 HF at 16" oc - exterior walls 3. Provide 4x6 DF2 header over openings not noted otherwise. Provide (1)2x trimmer and (1)2x king header support for clear spans 5'-0" or less. Provide (2)2x trimmer and (1)2x king header support for clear spans exceeding 5'-0". 4. Provide solid blocking in floor space under all posts and wall members connected to holdowns. Orient blocking such that wood grain in blocking is oriented vertically. 5. Provide double floor joists under all partition walls parallel to floor joists and along the perimeter of all diaphragm openings. 6. Provide double blocking between floor joists under all partition walls perpendicular to floor joists. WOOD CONNECTORS, FASTENERS AND PRESSURE TREATED WOOD 1. All wood connectors shall e Simpson or approved equal. 2. All nails shall be common wire nails unless noted otherwise. 3. All nailing shall meet the minimum nailing requirements of Table 2304.9.1 of the International Building Code. 4. All wood in contact with ground or concrete to be pressure -treated with a wood preservative. 5. Wood used above ground shall be pressure treated in accordance with AWPA U1 for the following conditions: a) Joists, girders, and subfloors that are closer than 18" to exposed ground in crawl spaces or unexcavated areas located within the perimeter of the building foundation. b) Wood framing including sheathing that rest on exterior foundation walls and are less than 8 inches8. from exposed earth. c) Sleepers, sills, ledgers, posts and columns in direct contact with concrete or masonry. 6`. All field -cut ends, notches, and drilled holes of preservative -treated wood shall be treated, for use category UC4A per AWPA U1-07, in the field using a 9.08% Copper Naphthenate (CuN) solution such as "End cut Solution" (Cunapsol-1) in accordance with the directions of the product manufacturer. 7. All wood connectors and associated steel fasteners (except anchor bolts and holdown anchors, 1/2" diameter and larger) in contact with any preservative -treated wood shall conform to one of the following corrosion protection configuration options: a) All wood connectors and associated steel fasteners shall be Type 303, 304, 306 or 316 stainless steel when actual wood preservative retention levels exceed the following levels: Treatment Retention level (pcf) AC(Alkaline Copper Quat) Greater than 0.40 MCQ (Micronized Copper Quat) Greater than 0.34 CA-B (Copper Azole) Greater than 0.21 CA-C & MCA (Copper Azole & Azole Biocide) Greater than 0.15 pCA-C (Azole Biocide) Greater than 0.14 b) When actual wood preservative retention levels do not exceed the levels in 4.a) above, all wood connectors and fasteners shall, at a minimum, be hot -dipped galvanized by one of the following methods: i) Continuous hot -dipped galvanizing per ASTM A653, type G185. ii) Batch or post hot -dipped galvanizing per ASTM 123 for individual connectors and as per ASTM A153 for fasteners. Fasteners, other than nails, timber rivets, wood screws and lag screws, may be hot -dipped galvanized as per ASTM B695, Class 55 minimum. c) Plain carbon steel fasteners in SBX/DOT and Zinc Borate preservative treated wood in an interior, dry environment shall be permitted. 8. Do not mix stainless steel and hot -dipped galvanized wood connectors and fasteners. 9. All anchor bolts shall be as specified in the general notes on the shearwall schedule. 10. Where a connector strap connects two wood members, install one half of the total required nails or bolts in each member. 11. All bolts in wood members shall conform to ASTM A307. 12. Provide standard cut washers under the head of all bolts and lag screws bearing on wood. ANCHORAGE .AArl anchor bolts and holdown bolts embedded in concrete or masonry shall be A307 unless noted otherwise. expansion bolts into concrete not otherwise specified shall be Simpson Strong -Bolt 2 wedge anchor. Install in accordance with ICC ESR-1771, including minimum embedment depth requirements. NAILS I. Nailing of wood framed members to be in accordance with IBC 2012 Table 2304.9.1 unless otherwise noted. Connection designs are based on "Common Wire". nails with the following properties: Penny weight Diameter (inches) Length (inches) 10d 0.148 3 16d 0.162 3-1/2 20d 0.192 4 SHEARWALLS 1. All shearwall plywood nailing and anchors shall be as detailed on the drawings.and noted in the shearwall schedule. All exterior walls shall be sheathed with 7/16" APA rated sheathing (24/16) - blocked - with minimum nailing 0.131" diameter x 2.5" nails @ 6" oc edges/12" oc field unless noted otherwise. 2. All headers shall have strap connectors to the top plate each end when the header interrupts the continuous (2)2x top plate. Use (1) Simpson MSTA24 connector each end unless noted otherwise. 3. All shearwall holdowns shall be as noted on the plans and shall be Simpson or approved equal. 4. All holdown anchors shall be installed as shown on plans and as per manufacturer's requirements. Holdown anchors may be wet -set or drilled and epoxied (Simpson "SET" epoxy or approved equal) with prior approval from the engineer of record. Provide the full embedment into concrete as stated on the plans. FLOOR AND ROOF DIAPHRAGMS 1. Apply " APA rated-Sturd-I-Floor(24" oc) nailed to floor framing members with 0.148" diameter x 3" nails at 6" OC at all supported edges and at 12" OC at interior supports unless noted otherwise on the plans. Offset panel joints between parallel adjacent runs of sheathing. 2. Apply 7/16" APA rated sheathing(24/16) nailed to roof framing members with 0.131" diameter x 2.5" nails at 6" OC at supported edges and at 12" OC at interior supports unless noted otherwise on the plans. Offset panel joints between parallel adjacent runs of sheathing. 3. Blocking of interior edges is not required unless noted otherwise on the plans. BUILT-UP WOOD COLUMNS 1. All columns not specified or otherwise noted on the plans shall be (2)2x studs gang fastened per standard detail. 2. All columns not specified or otherwise noted on the plans supporting girder trusses or beams shall be (3)2x studs gang fastened per standard detail. MANUFACTURED WOOD TRUSSES 1. Trusses shall.be designed, fabricated, and installed in accordance with the "Design Specifications for Light Metal Plate Connected Wood Trusses" by the Truss Plate Institute. 2. All trusses shall be designed and stamped by a professional engineer licensed in the State of Washington. 3. Roof trusses shall be fabricated of Douglas Fir -Larch or Hem -Fir. connectors shall be IBC a 4. All mechanicalpproved. shop drawings and installation drawings stamped b a licensed engineer 5. Submit design calculations,p g g p y g of all trusses to the owner's representative for review and Building Department approval. 6. Truss members and components shall not be cut, notched, drilled, spliced or otherwise altered in any way without written approval of the registered design professional. 7. Where trusses align with shearwalls, a special truss shall be provided that has been designed to transfer the load between the roof sheathing and the shearwall below. This truss shall be designed to transfer a minimum of 100 plf along the full length of the truss. 8. All temporary and permanent bracing required for the stability of the truss under gravity loads and in -plane wind or seismic loads shall be designed by the truss engineer. Any bracing loads transferred to the main building system shall be identified and submitted to the engineer of record for review. PARALLEL STRAND LUMBER (PSL) . Parallel strand um er shall be manufactured as per NER-292 and meet the requirements of ASTM D2559 - Fb=2900 psi, E=2.2E6 psi for beams and Fb=2400 psi, E=1.8E6 psi for columns. LAMINATED VENEER LUMBER (LVL) . Laminated veneer lumber shall be Doug Fir meeting the requirements of ASTM D2559 - Fb=2600 psi, E=2.OE6 psi. 2. For top loaded multiple member beams only, fasten with two rows of 0.148" diameter x 3" nails at 12" OC. Use three rows of 0.148" diameter x 3" nails for beams with depths of 14" or more. 3. Provide full depth blocking for lateral support at bearing points. LAMINATED STRAND LUMBER (LSL) . Laminated strand lumber s all be manufactured as per NER-292 and meet the requirements of ASTM D2559 - Fb=2325 psi, E=1.55E6 psi for beams and Fb=1700 psi, E=1.3E6 psi for beams/columns and Fb=1900 psi, E=1.3E6 psi for planks. GLUED LAMINATED WOOD MEMBERS (GLB) 1. Glued aminate wood beams shall be Douglas Fir, kiln -dried, stress grade combination 24F-V4 (Fb=2400 psi, E=1.8E6 psi) unless otherwise noted on the plans. 2. Fabrication shall be in conformance with current applicable ANSI/AITC A190.1 and ASTM D3737. 3. AITC stamp and certification required on each and every member. WOOD I -JOISTS . Joists y Truss Joists/MacMillan or approved equal. 2. Joists to be erected in accordance with the plans and any Manufacturers drawings and installation drawings. 3. Construction loads in excess of the design loads are not permitted. 4. Provide erection bracing until sheathing material has been installed. 5. See manufacturer's references for limitations on the cutting of webs and/or flanges. STEEL CONSTRUCTION . Structural steel shall be ASTM A992 (wide flange shapes) or A53-Grade B (pipe) or A36 (other shapes and plate) unless noted otherwise. 2. All fabrication and erection shall comply with AISC specifications and codes. 3. All welding shall be as shown on the drawings and in accordance with AWS and AISC standards. Welding shall be performed by WABO certified welders using E70XX electrodes. Only pre -qualified welds (as defined by AWS) shall be used. MASONRY 1. Construction shall meet the requirements of IBC Chapter 21. 2. Special inspection is not required. 3. All concrete block masonry shall be laid up in running bond and shall have a minimum compressive strength of f'm = 1500 psi, using Type "S" mortar, f ' c = 1800 psi. 4. All cells containing reinforcing bars shall be filled with concrete grout with an f'c = 2000 psi in maximum lifts of 4'-011. 5. Bond beams with two #5 horizontally shall be provided at all floor and roof elevations and at the top of the wall. 6. Provide a lintel beam with two #5 horizontally over all openings and extend these two bars 2'-0" past the opening at each side or as far as possible and hook. 7. Provide two #5 vertically for the full story height of the wall at wall ends, intersections, corners and at each side of all openings unless otherwise shown. 8. Dowels to masonry walls shall be embedded a minimum of l'-6" or hooked into the supporting structure and of the same size and spacing as the vertical wall reinforcing. 9. Provide corner bars to match the horizontal walls reinforcing at all wall intersections. 10. Reinforcing steel shall be specified under "REINFORCING STEEL". Lap all reinforcing bars 40 bar diameters with a minimum of 1'-6 11. Masonry walls shall be reinforced as shown on the plans and details and if not shown, shall have (1)#5 at 48" OC horizontally and (1) #5 @ 48" OC vertically. 12. Embed anchor bolts a minimum of 5". GENERAL CONSTRUCTION 1. All materials, workmanship, design, and construction shall conform to the project drawings, specifications, and the International Building Code. 2. Structural drawings shall be used in conjunction with architectural drawings for bidding and construction. Contractor shall verify dimensions and conditions for compatibility and shall notify the architect of any discrepancies prior to construction. Discrepancies: The contractor shall inform the engineer in writing, during the bidding period, of any and all discrepancies or omissions noted on the drawings and specifications or of any variations needed in order to conform to codes, rules and regulations. Upon receipt of such information, the engineer will send written instructions to all concerned. Any such discrepancy, omission, or variation not reported shall be the responsibility of the contractor. 3. The contractor shall provide temporary bracing as required until all permanent framing and connections have been completed 4. The contractor shall coordinate with the building department for all permits and building department required inspections. 5. Do not scale drawings. Use only written dimensions. 6. Drawings indicate general and typical details of construction. Where conditions are not specifically indicated but are of similar character to details shown, similar details of construction shall be used, subject to review and approval by the architect and the structural engineer. 7. Contractor initiated changes shall be submitted in writing to the architect and structural engineer for approval prior to fabrication or construction. 8. All structural systems which are to be composed of field erected components shall be supervised by the supplier during manufacturing, delivery, handling, storage, and erection in accordance with instructions prepared by the supplier. 9. Contractor shall be responsible for all safety precautions and the methods, techniques, sequences, or procedures required to perform the work. 10. Shop drawing review: Dimensions and quantities are not reviewed by the engineer of record, therefore, must be reviewed by the contractor. Contractor shall review and stamp all shop drawings prior to submitting for review by the engineer of record. Submissions shall include a reproducible and one copy. Reproducible will be marked and returned. Re -submittals of previously submitted shop drawings shall have all changes clouded and dated with a sequential revision number. Contractor shall review and stamp all revised and resubmitted shop drawings prior to submittal and review by the engineer of record. In. the event of conflict between the shop drawings and design drawings/specifications, the design drawings/specifications shall control and be followed. Shearwall Schedule [ (1) ( 2) ( 3) ( 7) (13) ] , , , , Bottom Bottom Bottom Anchor Mark No. Edge Field Framing member plate Bottom P late nail P late when Anchor bolt spacing- To p Top plate Vseismic Vwind (plf, per Sheathing sides Fastenerfastener fastener at when plate spacing directly bolt 2x plate connector (plf, +40%, plan (ply/OSB) sheathed size spacing spacing adjoining g directly nail in on dia. plate/ connector (9,15) spacing p g ASD, ASD, (14) panels on size each concrete (8) 3x (11,15) (12)) (12)) wood(10) row (4,5) plate W6 7/16" 1 0.131" dia.x 6" 12" 2x 2x 0.148" dia, x (1) row 2x or 1/2„ 47"(2x) A35 or 30" 242 339 2.5" 3.25- 8" 3x 48"(3x) LTP4 W4 7/16" 1 0.131" dia.x 4" 12" 2x 2x 0.148" dia. x (1) row 2x or 1/2„ 33"(2x) A35 or 21" 348 487 2.5" 3.25.1 6" 3x 40"(3x) LTP4 W3 7/16" 1 0.131" dia.x 3" 12" 3x(5) 2x 0.148" dia. x (1) row 2x or 1/211 25"(2x) A35 or 16" 452 633 2.5" 3.25° 4„ 3x 31"(3x) LTP4 W2 7/16" 1 0.131" dia.x 2" 12" 3x(5) 2x 0.148" dia. x (2) rows 7" 2x or 1/2" 1911(2x) A35 or 12" 594 832 2.5" 3.25-, (6) 3x 23" (3x) LTP4 0.131" 0.148" (3) A35 2W3 7/16" 2 dia.x 3" 12" 3x(5) 2x dia. x rows 6" 3x 1/2" 15"(3x) or 8" 1266 2.5" 3.25° (6) LTP4 LTP4 0.148" 0.148" (3) A35 or 2W2 19/32" 2 dia.x 2" 12" 3x 2x dia. x rows 4" 3x 1/2" 9"(3x) LTP4 4" 1620 2268 3" 3.25° (6) General notes (unless noted otherwise): 1) Wall stud framing is assumed to be SPF or Hem -Fir 2x at 16" oc. 2) All panel edges are to be supported by framing members (studs, plates and blocking). 3) Panels may be installed with long axis vertical or horizontal. 4) (2)2x and 3x bottom plates are to be connected to wall studs with (2)20d end nails per stud. 5) (2)2x material can be used in lieu of 3x material provided the (2)2x is gang nailed as per the shearwall bottom plate nailing. 6) Where bottom plate attachment specifies (2) or more rows of nails, provide double rim or double joist or double blocking to receive the nails. 7) Unless noted otherwise, provide 2x treated mudsill with 1/2" diameter anchor bolts at 48" oc and located within 4" to 12" from the cut end of the sill plate. Provide a minimum of two anchor bolts per mudsill section. 8) Provide 0.229" x3'1 x3" plate washers at all anchor bolts in 2x4/3x4 mudsills and 0.2291' x3 x4-1/2 plate washers at all anchor bolts in 2x6/3x6 mudsills. The distance from the inside face of any structural sheathing to the nearest edge of the nearest plate washer shall not exceed 1/2". Embed anchor bolts 7 inches minimum into concrete. Minimum anchor bolt concrete edge distance (perp. to mudsill) is 1-3/4". Minimum anchor bolt concrete end distance (parallel to mudsill) is 811. 9) Use 0.131 x 1-1/2" long nails if connector is in contact with framing. use 0.131 x 2-1/2" long nails if connector is installed over sheathing. 10) No adjoining panel joints permitted to occur on either side of the bottom plate. 11) Spacing shown assumes top plate connectors are installed on one side of wall. If installed on both sides of wall, required spacing can be doubled. 12) Table above shows ASD allowable unit shear capacity. LRFD factored unit shear resistance is calculated by multiplying asd values above by 1.6. 13) Shearwalls designated as FTAO (force transfer around openings) or perforated require sheathing and shear nailing above and below all openings for the full extent of the shearwall. 14) Shearwall edge nailing is required along full height of all holdown posts. At built-up holdown posts, provide edge naling into all laminations. 15) LTP41s and/or A35's are not required at the top of .the shear wall when/where the shear wall is sheathed on one side only and•when/where the sheathing extends continuously upwards and/or downwards such that any and all horizontal panel joints land on the rim joist. 7-'�V rE1fVEDF )R�ODE COIVIPLI X a APPROVED JUN 18 2015 City of Tulki,la BUILDING QIVISION RECEIVED CITY OF TUKWILA JUN 0 4 2015 PERMIT CENTER 0 z NO O 0 6 LL N Z 2 Z S N �Z} Gok d 5 ~8va ° 1E82 a Z o � LL E O 0 `0 � Z c� a z oo �Z°Z�W ag O YNZ W� ZI dLLjNW}Q >-aN�. Ow o8 � ?a Oµ qc U ° OZ Wmu�LL ° IL toing s ZZ = 0002 oa (30 o�>. OWT =3 LLo wwN0`tl ���K 4 g �LL o 00 W N Z ° 0 V N g DD } � ww°P W W a O}m0 yWs ,?&U 6a2 z�o"tiWW 9 �wWw Za2wac� wZ�R3 y�-W e �j �Z OmU81N °�°O Wd �z 00j���i" ;jg =m� ao0 '� too d��m� °xF ysot8mO �13a: 0 1=--UONLL IX. 0 ¢5¢pa¢?aoQ44� T All N r LO N r O Ill.- 00 � r CO E- o 0 N < � r V- W � 0 CAN OQ ..N • '� .0 - -0) . . . . . . . . . . . . . . . . . . . U, a� a 9t rY 81-6" t (2)CMSTGIroxl3'-0" HORZ. STRAPS PER 8/6D-I 8 16 SD -I t-IA IN FLOO 1 r.n 2 Sp -I I m CO 40' - 0' 40 20 -&' 40 IS'xl8'xl2' THICK FOOTING Wll2?4 EACH WAY - P566 r I L J „J/ L - cn 0 NOTE: FOUNDATION VENTS TO BE MIN. — — — — — — OF 3'_0' FROM CORNERS PER R406.2 s w �— — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — r--- �-------------------------- -----------------, N PONY WALL-2x4 At 16' OC ON 12' AVM WIDE x 10' THICK FOOTING W/(2)04 }N LONGITUDINAL (TYP, UN.O.) 00 r'7 psi X(lk�0 M Ur la 0 Mu 28'x2VAO' THICK FOOTING ''x ' K FOOTING ------------- 24x2400THIC W93?4 EACH WAY-PB44 W/(3)04 EACH WAY-PB44 tt t 1I-411� O ✓'-loll 101-101 6' �------------p<'CO I I (KCa N G THICKEN FOOTING LOCALLY TO O MAINTAIN 3 COVER TO HOLDOWN I ANCHO% 00 Da IXII ------ — _ I 411 "4 I N------------ CLI All I0,-lo! A &l-o' 1, 111-0' o � I -------�- pc O N Ur vo x I I J-1I:1 .9M00 14. \0 aAJz .0H00 14. 5;100C1 Q5RAWOT "E QE190Jz m I L — — — — — I I �� Qj�• —--------------� Igo\p F------ --------------1 L o----rZ �ti I I `'-"57< N I m L J L I J 32'x32'xl2' THICK FOOTING 0�� I L — — — — — — — — — — - W/(3,'4 EACH WAY I I Q \q ------ ------------ --- ---------------- ------ F-!j I I q CO I N REVE D FOR CODE COMPLIANCE APP 1 0VED JUG L 8 2015 (RECEIVED CITY OF TUIKWILA NEC 250.52 Grounding Electrodes. I City®. -i ul ila 0 2015 A concrete encased. grounding electrode is required EUILDIN DIVISIONJUN in all new concrete footings. The electrode shall 20 feet of lh" or larger 2 I - -12 10 - 311 I ' 12 21- 2' 41- 211 21- 2' PERMIT; CENTER consist of at least reinforcement bar or Bare copper conductor not 201-011 smaller than 4 AWG, and shall be located 401-0' horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. FOUNDATION / FfRAIING.;,FLAN 20 foot rebar shall be one continuous piece IDENTIFY LOT LINES. Lot lines shall be established tied alongside any vicinity footing rebar and shall 1/4' -1'-0' wall foundation near ALL CONNECTIONS TO SPECIFIED AND/ OR VERIP15D BY JOIST MANUFACTURER. on site and made visible to verify distance of building setbacks the from lot lines, protrude S" min. above top of NOTE: ALL SOLID SAWN BEAMS TO BE DF+'2 OR BETTER at time of footing/foundation inspection; prior to pouring location of power panel.) concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and i measured from the buildings finish face or corner of the I / building nearest the property line and not necessarily measured from the exterior foundation. 0 o 0 t og2 '�pj I- T �N� I z } a WO U � °RE N�05 � I 2g 8 $o��s w ? a F ig O B a. 8 8X � U� to; W Z CWMEM (vm4�� L"LL 2.p� Z o u.Q ¢ 2Z i 4 N[ '-Wig wwWrn'e `rKo =I w3 O-I--Z O O ` } Ng N UUF Za 0Mo O� Iic Om°mUV gW EWWu OFW wIH 2wo-}MW MD y VIcc J QW WZ�3sZ° W m Q T oW (L N N J V Ej pao W d a111 wo,1�-IZu (i om� 1 �� o y0082 =02�K &IIIUW;Q4�..iE0 �d 5= 42I < 1-UOfgLL �WSu. �N KO W OJ r� t> 5' �r z 1A NLO d- o c0 O N ti N O 00 O � � Ln � N 0Q ..N ■ CO O 0 �.- C (U �U? C: -0 4E5 > CC O 0 CU a) = 22' U16 I I �;p— — - -— - — GCS lU3 ,lry-�1. 6e3 10' - 4" �Q%ryj �� + 0 -f- cR� Uf=f Ef FLOOIR 1/4' =1' -0' r" it MANUFACTURED, PRE-ENGINEERED ROOF TRUSSES (TYP, 5Y OTHERS) 6 5.5x10.5 24F-Y4 DF/DF GL5 e o MANUFACTURED TRU55E5 e 24' O.C, (TYP.) (U.ND.) 4x6 DF2 4x6 DF2 � fL d =3 I X �� _ iNL 3.5425 2.0E P5L 4x12-DF2—- — - 61 O dl @ +V, 4 U c, Q O - L---- ---i -A O 10 =3 5D-I 4 w ►- � U 0 O N - 4x6 DF2 � r3 Q0� l WFO CONT. 3.54.25 2.0E PSL —777 � U -27 Wcn [K 3�+6 o ��+6 I I os m N os I I w 3.5x11.25 2.0E PSL O D N 4x6 DF2 = I I ?J� X I O �S � O sr w� +g U NII (2)2x12 HF2 Aj N O \ / } OII CO x 3 x11.25 2.0E P5L l \ / II \ / / IN + 6 SD-1 I �. - - - QOroLL os�I �D 4DF2 I I 55x165 24F-Y4 OF/DF GLB — — — — — — — — �C I I L - - - - - - cs -- --- J ------------ SOLID SLO NG CANTILEVE — _� - ,,(i� I 4x6 DF2 5D-2 + ° I i CONT.(2)2x12 HF2 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 18 2015 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUN 04 2015 PERMIT; CENTER 3 4<U V"ON a3^ t ILII, r ^ v p � obi CH7 ,¢tV ti �� S i3 o o ° ,CL W F gO �¢z Zg,z F� > !! =O W F LLoo �8 kk ,fit ao zd F 8z � 0a" W N 901Z oob( ma��� a c o`3 vNcgw ag IL CO ffl c gS� � ~ ?a 69 HH OZZ gna C Ba $�ZM�00m mo�u W n n W LL t" mcp�i3Zgp� LLQ52 OZ t NYC F=-°OF0 LLN -W `�o w3 �>J W y N M "POP F p a i d OOW N WO 0�}'- c ui4 i y S UUF ww� �pp�77 8 2 alZ w� G y��a3 Sa° c�F JaW Ww°x �i off' UWp, °u z 0 F In = W F R, �J�ZZm a. d66 WZ�cm�mo R: HW:W �oxu�i Sd�$$Q�$ G 54 Al f� 1v MANUFACTURED, PRE-ENGINEERED ROOF TRU55E5 (TYP, BY OTHERS) LOWER ROOF DIAPHRAGM BOUNDARY ROOF FRAMING FLAN 1/4' =1'-0' NOTE: ALL OVERFRAME TO BE 2x6' HF+2 FOR SPANS UP TO 10'-0', FOR SPANS OVER 10'-0' USE 2& HM. ALL CONNECTIONS TO SPECIFIED AND/ OR VERIFIED BY TRUSS MANUFACTURER NOTE: ALL SOLID SAUN BEAMS TO BE DF"2 OR BETTER REVi'EWED FOR CODE COMPLIANCE APPROVED JUN 18 2015 City of 1 ukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA .JUN 0 4 2015 PERMIT CENTER z O z or �O u �! o� o �zy z 9 a 08�J se O _n O N pp Z a y zz�Tj Yd 7F (0 Z O Q p ago a �a °G fa ag z a oca 8 ' g Zw O g o uO O IH-h O Ng C�ea U o z� �� a zd�0 NZ (: =jwmm= F- 0, 110 u. OoW WW W co Lu 3. 24 W NNop W08 5� U. K Q J K 2 LU W W a• �jW W Itu W tl,' !x-Lau 1=-ate �p� U vF' p L'O Cr, pp-&� c�z gga LLN F OW Z~ zWoj���_ 00 6 POE �-mT z >a- LL JQ W a V W szo 2 F- 0 0 'R O LL '-0 U w Z {{{0'����� J Z� O N QW C j Z WQ LL.ppp�,, IUL W ff-AA FV F- F z Za� a z m W °� W W Ed.� xF QoR, W Z"0 p�, ;yO�O eSe��mQ�tq� W I-00 V)9i. K�NKOLu _.� Q CU C N CL CL t 0 N O CL 0 BEARING WALL (WHERE OCCURS) ANCHOR BOLTS AND MUDSILL SHEATHING PER PLAN/GEN. PER SHEARWALL SCHEDULE (TYP) SHEATHING PER SHEAR WALL SILL NAILING PER SHEAR WALL "W6" NOTES SCHEDULE SCHED.-USE SILL NAILING AS A MINIMUM (TYP, U.N.O.) BLOCKING PER JOIST 1x4 x 12" EA. SIDE w/(4)0.148" MANUFACTURER WHERE #4 AT 24" OC SH HI ER SH WALL BEARING. WALL OCCURS DIA•x3" EA. MEMBER (16 NAILS TOTAL) 8 VERT. (TYP) 2x STUD WALL PER PLAN DIAPHRAGM BOUNDARY NAILING DULE PROVIDE 0.148" DIA.x3" @ x S WALL PLAN SW EDGE NAILING PER SW SCHED. 6" OC (TYP, U.N.O.) DGE NG PER SW SCHED. PROVIDE "W6" NAILING (U.N.O.) R 6" NAILING (U.N.O.) FLOOR SHEATHING NAILS (TYP) $ TYP @ 4"oc SHEATHING PER PLAN/GEN. BEAM PER PLAN W/ S.O.G. PER PLAN S.O.G. PER PLAN NOTES P.T. 4x4 POST MIN. 1" AIR SPACE ENDS :• . #4 AT 24" OC-HORZ. •: , SPLICE SHEATHING SPLICE SHEATHING P644 OR (2)A34 � TO CONCRETE � N � v _ _ _ N � _ _ _ (2) BARS MIN. .`'' SW EDGE NAILING PER SW SCHED. BLOCKING PER JOIST MANUFACTURER SW EDGE NAILING PER SW SCHED. (2) #4 CONT. CONT. STRIP FOOTING TOP/BOTT. (TYP) °. U 0. PROVIDE W6 NAILING .N. (U.N.O.) REQT'S PROVIDE W6 NAILING (U.N.O.) 90 LB. FELT ED. EO. #4 AT 24" OC #4 AT 24" OC HORZ.. VERT. ' �^ FLOOR JOISTS PER PLAN _ _ FLOOR JOISTS PER PLANS `° _ — — 8.' ' — — — — MAX SLOPE PER ° —III—III—III—III GEOTECHNICAL — _ ° • ° a; FLOOR JOISTS PER PLAN III=III=11H11=fIE I1=ram,. I=T=Tf(=111 1T( r(i=Tfl-� I — — — — — - --_-_-_- - . I 1=1 I I=III III III I I1=III RIM BOARD PER JOIST MANUFACTURER REQTS. ,T_,T_„_ IImIII,Tlllmlll 11 REcoMMENDATIOIvs 1Tf= JOIST BLOCKING 48" O.C. I T=1I1=1T1- I I -I i f A35 CLIPS M (2)#4-LONG. (2)#4-LONG. 12" (BLOCKING ONLY REQUIRED -III= III-� -1TI III_ h1� AT 30" OC a" (�,P)L 4U.N07 , WHEN UNBLALANCED BACKFILL EXCEEDS 24") DISTANCE FROM #4 AT 24" OC-TRANSVERSE SLOPE PER GEOTECHNICAL (TYP) RECOMMENDATIONS (A) CRAWL SPACE (8) SLAB -ON -GRADE X) TNICKENED EDGE FLOOR JOIST INTERIOR? SUPPORT OUND�TION UJ�LL D T�,ILS FLOOR J015T PARALLEL � 5LA5 DETAIL i��i�P�NDICUL�4R a RIM D�T,41L C>�NTIL�Y�R 1=LOOR J015TS D�T�41L AT FLOOD? JOISTS DETAIL 1 2 3 � � N.T.S. N.T.S. N.T.S. N.T.S. N.T.5, ROOF DIAPHRAGM NAILING PER ROOF DIAPHRAGM NAILING PER PANEL JOINT (WHERE OCCURS) N GEN. NOTES(U.N.O.) GEN. NOTES(U.N.O.) HOEDOWN PER ROOF SHEATHING PER GEN. NOTES C.3 PLAN(WHERE o OCCURS) a w_ 171 C ULL DEPTH 2X BLOCKING GABLE END R00 FRAMING (2) ROWS 0 1 8" DIA.x3 AT 16" PANEL JOINT (WHERE OCCURS) STUDS PER PLAN FRAMING CLIP PER SCHED OC IN EACH OW CONNECTORS PER SW SCHED. . (2)2X MIN. OPTIONAL FOR ONE SIDED SYS H1-EVERY RAFTER/TRUSS REQ'D FOR TWO SIDED SW'S 0.148° DIA.x3 AT 8° OC MATCH TOP OF WALL w 2X4(MIN) HF2 AT 16" EDGE NAILING PER SW SCHED.-TYP HOLDOWN ABOVE EDGE NAILING PER ROOF TRUSSES ABOVE (SIMILAR TO BELOW) OC-TYP(U.N.O.) SW SCHED.-TYP HORZ. BLOCKING PER SW PANEL JOINT (WHERE OCCURS) U HORZ. PANEL JOINT (WHERE SCHED.-TYP PLAN OVER SHEATHING CONNECTOR PER MATCH SW EDGE CONNECTOR PER SW SCHED.-TYP MATCH SW EDGE NAILING-TYP NAILING-TYP OCCURS) BOTTOM PLATE NAILING PER SW BLOCK ALL HORZ. PANEL JOINTS SW SCHED.-TYP 2X LOCKING-16" OC SCHED.-TYP PER SW SCHED.-TYP BOTTOM PLATE PER SW 2X BLOCKING 2X BLOCKING SCHED.-TYP FLOOR DIAPHRAGM NAILING PER BOUNDARY MEMBER PER 2X BLOCKING-TYP n GEN. NOTES(U.N.O.) PLAN-(2)2X MIN.-TYP EDGE NAILING PER SW SCHED. g FLOOR SHEATHING PERM SHEATHING EDGE LING BLOCKING TO RECEIVE STRAP NAILING-TYP GEN. NOTES-TYP SHEARWALL EXTENT PER PLAN PER SW PER SCHED. MATCH SW SILL TOP OF WALL SCHED. NAILING-TYP FLOOR JOISTS ABOVE HORZ. PANEL JOINT FRAMING MEMBERS PER (WHERE OCCURS) I 1 SW SCHED.-TYP SW PER PLAN J W Z Q PROVIDE (2)RIM WHERE 2 OR FIELD NAILING PER SW SCHED.-TYP >; CONT. STRAP PER PLAN o MORE ROWS OVER SHEATHING OF SILL NAILS ARE REQ'D-TYP HORZ. PANEL JOINT (WHERE OCCURS) w MUDSILL/ANCHOR BOLTS PER BLOCK ALL HORZ. PANEL JOINTS SHEATHING PER SW SCHED. a = GENERAL NOTES e SILL/SILL NAILING PER PROVIDE NAILING PER IBC ON SW SCHED.(U.N.O.) SW SCHED. Z TABLE 2304.9.1-TYP(U.N.O.) PANEL JOINT (WHERE OCCURS) SW PER PLAN o SILL NAILING HORZ. PANEL JOINT (WHERE OCCURS) EDGE NAILING PER PER SW SCHED. HOLDOWN PER PLAN BOTTOM OF WALL FLOOR JOISTS BELOW SW SILL NAILING-TYP fl XI SW SCHED.-TYP IF (WHERE OCCURS) ..'° HOLDOWN PER PLAN WHERE OCCURS HOLDOWN ANCHORAGE PER PLAN (2)2X BLOCKING DOUBLE FLOOR JOIST Yl fkft EDGE NAILING PER (WHERE OCCURS) SW SCHED.-TYP ` ° . PANEL JOINT (WHERE OCCURS) ANCHOR BOLTS PER PLAN SOLID BLOCK UNDER BOUNDARY EMBEDMENT PER PLAN ° < MEMBERS -MATCH BOUNDARY MEMBER SIZE-TYP FRAMING MEMBERS FRAMING MEMBERS . MUDSILL PER PLAN � " PERPENDICULAR PARALLEL ° a• '. , ANCHOR BOLTS PER PLAN HOLDOWN ANCHORAGE PER FRAMING PERPENDICULAR FRAMING PARALLEL PIAN(WHERE OCCURS) TYPICAL DETAIL OF SHEARWALL WITH TYPICAL SHEARWALL CONNECTIONS DET. UJ�4LL R�4MINC D T�41L5 -� TYfi�lc>4L SN �RUJ�4L1. D T>�IL S FORCE TRANSFER AROUND OPENING 9 TOP 4 50TTOM OF WALL N.T.S. N.T.S. N.T.S. N.T.5. BLOCKING PER JOIST E0.-TYP � - EQ.-TV SILL NAILING PER SHEAR WALL MANUFACTURER REQTS. SCHED.-USE "W6" SILL NAILING AT EVERY OTHER JOIST SPACE DIAPHRAGM NAILING -PROVIDE 0.148" 2 ROWS 0.148" DIA. x 3" AT 8" OC O MEMBER PER PLAN AS A MINIMUM (TYP, U.N•0•) DIA.x3" INTO ALL MEMBERS AT: IN EACH ROW FOR LENGTH OF SPLICE DIAPHRAGM BOUNDARY NAILING 6" OC - WHEN BEAM IS SINGLE PROVIDE 0.148" DIA.x3" AT MEMBER 6" OC (TYP, U.N.O.) SW EDGE NAILING PER SW SCHED. "W6" SHEATHING PER PLAN/GEN. PROVIDE (3) 0.148" DIA.x3" PER BLOCK SHEATHING PER PLAN/GEN. 12" OC - WHEN BEAM IS (2) MEMBER 18" OC - WHEN BEAM IS (3) MEMBER EE- LET -IN AS REQ'D PROVIDE NAILING (U.N.O.) NOTES NOTES 24" OC - WHEN BEAM IS (4) MEMBER OPTION -BOTTOM FLUSH RIM BOARD PER JOIST MANUFACTURER REQTS. ---- �•EVIt�WED RIM JOIST SHEATHING PER PLAN/GEN. F R NOTES TOP CHORD SPLICE C E COMPLI1 MEMBER PER PLAN DICE STRAP CONNECTOR PER m � SPLICE SHEATHING PPROVE � PLAN-TYP LTP4 at 3D" oc ' SW EDGE NAILING PER SW SCHED. BOTTOM CHORD SPLICE JUN 18 2015 JOISTS PER PLAN PROVIDE "W6" NAILING (U.N.O.) ALT. SPLICE LOCATION W/SHEAR WALL EDGE NAILING JOISTS PER PLAN (3) 0.148" DIA.x3" TOENAILS PER BLOCK JOISTS PER PLAN \_ " PTION-BOTTOM FLUSH POST PER PLAN-TYP REFERENCE GENERAL NOTES HANGERS PER CALCS. _ city ON SHEAR WALL SCHEDULE HEADER PER PLAN AS TO THE CONDITIONS THAT DROPPED BEAM PER PLAN ( LDING DIVISION MAY ALLOW THE FRAMING CLIPS 2x STUD WALL PER PLAN FLUSH BEAM PER 4'-0" MIN. BETWEEN SPLICES ---DOUBLE TOP PLATE-TYP MEMBER PER PLAN (SPLICE TO BE LOCATED @ CENTERLINE OF VERTICAL STUD, TYP.) TO BE OMITTED SHEATHING PER SHEAR WALL PLAN OPTION -TOP FLUSH -jz::::SCHEDULE CONT, TOP PLATE ' RECEIVED CITY OF TUKWIL CONNECTOR PER PLAN -WHERE OCCURS-TYP DETAILUI=PR FLOOR JOISTS JUN U 4 20�� (PERPENDICULAR S�IOWN, PARALLEL SIM.) DROPPED 5EAM DETAIL 1=LU5�I 5��4M D�T�41L TOE' i=L�4T� Si�LIC� D�T�IL 3 TYP.14 DRAG STUT CONNECTION DETAIL N.T.S. N.T.S. PERMIT CENTS N.T.S. J O `�r�.3 ibis rR 0 L g i dp CL z fi zUo 8lz LLp0 U.0D a � :1 z ({ a LLO m (7N �z- p� 9 0 zzb a� zw i Me =ot�S° Z_-L H f.. to;5HI5 �2 0 rz- i FW=-0 FQ°-L�i w o}}}oow LL yY w 3 LL d 0 ww e r--oe w7 za O U U W�� oo'�g }H H mLL N04&a gz$. wF WW � Q W� w a9u�g H m W� ��o z O WZNZ0 WE;. MON �W ws2ioNiz. W d N 4 Z Q Z O N}� a. Hfflp R Z Id N =F 0 z U. x 000 0 wp mo N r Lo (O 00 N 0 O 0 .. co � Q .. N '0 �> 0. 0... -) L1 L.l_ 0 tl i� Y 3 YVV4 � ij y. �� 44t �,,,•„r ufsL .e l pd } 1l ,n ui _SHEARWALL BOUNDARY MEMBER PER PLAN -SHEARWALL BOUNDARY MEMBER PER PLAN SW EDGE NAILING PER SW SCHED. RECEIVES EDGE NAILING RECEIVES EDGE NA PROVIDE "W6" NAILING (MIN., U.N.O.) SHEARWALL PER PLAN -WHERE OCCURS +I SHEARWALL PER PLAN -WHERE OCCURS HOLD DOWN PER NAILING PER SHEAR WALL SCHED. PROVIDE "W6" SILL HOLDOWN PER PLAN -WHERE HOLDOWN PER PLAN -WHERE OCCURS o PLAN (WHERE OCCURS) NAILING PER SHEAR WALL SCHED. PROVIDE "W6" SILL 2x8 NAILING (MIN., U.N.O.) OCCURS X SHEARWALL BOUNDARY MEMBER NAILING (MIN., U.N.O.) SOLID BLOCK UNDER BOUNDARY PER PLAN SOLID BLOCK UNDER BOUNDARY I ANCHORAGE PER HOLDOWN MEMBERS -MATCH BOUNDARY . MEMBERS -MATCH BOUNDARY MEMBER SIZE MANUFACTURER REOT'S MEMBER SIZE HOLDOWN PER PLAN WHERE OCCURS SW EDGE NAILING PER SW SCHED. SHEATHING PER SW SCHEDULE PROVIDE "W6" NAILING (MIN., U.N.O.) NAILING PER SHEAR WALL SCHED. PROVIDE "W6" SILL NAILING (MIN.,U.N.O.) HOEDOWN -MATCH ABOVE 2x STUD WALL PER PLAN 2x STUD WALL PER PLAN SHEARWALL BOUNDARY MEMBER PER PLAN SHEARWALL BOUNDARY MEMBER PER PLAN ANCHORAGE PER HOLDOWN HOLD DOWN PER SW EDGE NAILING PER SW SCHED, I -RECEIVES EDGE NAILING I SHEARWALL PER PLAN -WHERE RECEIVES EDGE NA G MANUFACTURER REQT'S :: PLAN (WHERE OCCURS) PROVIDE "W6" NAILING (MIN., U.N.O.) OCCURS o FRAMING MEMBER PER PLAN SW EDGE NAILING PER SW SCHED. NAILING PER SHEAR WALL SCHED. "W6" NAILING PER SHEAR WALL HOLDOWN PER PLAN -WHERE SHEARWALL PER PLAN -WHERE OCCURS PROVIDE EDGE NAILING PROVIDE "W6" SILL NAILING MIN., U.N.O.) ( SCHED. PROVIDE "W6" SILL g OCCURS PROVIDE 3"X3"XO.229" PLATE WASHER (MIN., U.N.O.) NAILING (MIN., U.N.O.) HOLDOWN PER PLAN -WHERE OCCURS SOLID BLOCK UNDER BOUNDARY ANCHORAGE PER HOEDOWN PER PLAN -WHERE OCCURS 6 MEMBERS -MATCH BOUNDARY MEMBER SIZE PLAN -THREADED COUPLERS ARE PERMITTED e (A) IiD T1'P HOLDOWN (B) STRAP TYPE NOLDOII�! - SIM. 2x STUD WALL PER PLAN ° • PROVIDE 3"X3" XO.229" PLATE SOLID BLOCK UNDER BOUNDARY MEMBERS -MATCH BOUNDARY 2x STUD WALL PER PLAN WASHER/DOUBLE NUT(WHERE MEMBER SIZE SHEATHING PER SHEATHING PER '' ' "� ANCHOR IS WET -SET) p ` :, .. •, 4 SHEAR WALL SCHEDULE SHEAR WALL SCHEDULE (1)#4 CONT. REBAR REQ'D TYPICAL POLpOWN T1'E'IC�4L �IOLpOUJN CONNECTION pET�IL T�I'i=IC�4L-IOLDOUJN CONNECTION pET�IL E�41„t CONNECTION pET�41L CORNER AND INTERSECTION FRAMING TYPICAL DETAIL ,� ,� 1 g N.t.S. TOP PLATE PER PLAN DIAPHRAGM NAILING A35 CLIPS AT 30" OC EXTENT OF HEADER WITH 2 PANELS PROVIDE 0.148" DIA.x3" AT 6" OC (TYP, U.N.O.) CRIPPLES @ 16" O.C. SHEATHING PER PLAN/GEN. SHEATHING PER PLAN EXTENT OF HEADER WITH 1 PANEL BLOCKING PER JOIST NOTES DIAPHRAGM BOUNDARY NAILING MANUFACTURER REQT'S PROVIDE 0.131' DIA.x2.5" AT CONT. MEMBER PER PLAN 6" OC (TYP, U.N.O.) (2)2X12 HF2 (MIN.) (2)ROWS 0.148" DIA. X 3" AT 3" OC-TOP PLATE SEE ROOF FRAMING PLANFOR TAIL LENGTH R.O. WIDTH (TYP) 2'-0" MIN., TO HDR (TYP) 18'-0" MAX. TRUSSES PER PLAN (1)2x KING STUD (SCISSOR WHERE OCCURS) HEADER PER PLAN (WHERE OCCURS) H1 CLIP EA. TRUSS (2)2x TRIMMER STUD REQ'D JOISTS PER PLAN CONT. TOP PLATE 2x FULL DEPTH BLOCKING •1 1 I I I°I I°1 °1°I I•I I•I° HEADER PER PLAN WHEN CLEAR SPAN EXCEEDS (SPLICE PER DETAIL 13/SD1) NAIL BUILT-UP MEMBERS 5'-0" 2x STUD WALL PER PLAN 7_x STUD WALL PER PLAN • ° W/(2)ROWS 0.148" DIA.x3" CONT. TOP PLATE AT 12" OC IN EACH ROW (SPLICE PER DETAIL 13/SDI) SHEATHING PER HEADER PER PLAN SHEAR WALL (WHERE OCCURS) SHEATHING PER SCHEDULE SHEAR WALL SCHEDULE I, LSTA18-OPPOSITE SHEATHING EXTERIOR HEADER TYPICAL DETAIL 1 C•+ INTERIOR i-IE�4pER T�I'PIC�4L pET�IL 2 ROOF EAVE TYPICAL DETAIL 21 I• I I I I 0.131" DIA. X 2.5" AT 3" OC I.,_I� GRID PATTERN -SHEATHING TO I ALL SUPPORTING FRAMING-TYP I.1 �• LUI 1°1 1 J 1 1 �� N.t,S. ° 1 (2)2X4 MIN. NAILING PER PLAN FOR NAILING PER PLAN FOR • 1 • ° ° ° ° 1 ° FULL STUD HEIGHT FULL STUD HEIGHT I i I SHEATHED GABLE END TRUSS LAST STUD IN SW LAST STUD IN SW DIAPHRAGM BOUNDARY NAILING SHEARWALL PER PLAN-TYP WHERHOLDEN PER OCCURS2X LDOWN PER PLAN BLOCKING(IF NEEDED) I -- OVERFRAMING PROVIDE 0.131" DIA.x2.5" AT 6" OC (TYP, U.N.O.) DIAPHRAGM O RY NAILI SHEATHING PER PLAN/GEN. NOTES WEDGE NAILING-TYP HERE OCCURS PER TRUSS MFR. PROVIDE 1" D .5" 6" OC U ) SHEARWALL PER PLAN-TYP W EDGE NAILING-TYP ° _ _ _ I ° I • - - - PANEL JOINT(IF NEEDED) ••1•• 1 I o , ABUTTING CONDITION -PLAN RNER N-PLAN ° �•• SHEATHING PER PLAN/GEN. 2x 1 @ 4'-O"oc • 3 ° za .•1.• /e (/o) SHEATHING -MIN. ••I•• Alk NOTES 2x4 BRACING @ 8'-D"oc PLAN NAILINAILING NSTUD R ••I•• ° PER SW SCHED. w/(1)A34 EACH END "W6" FULL EIGHT ~� I I • (• 'I • "L" PROVIDE NAILING (U.N.O.) ° I. ••�•• LSTHD8 • �• 5THD14 TRUSSES PER PLAN (2) ROWS 0.148" DIA.x3" AT 16" OC IN EACH ROW •�• I•I •�• (2)#4 VERT. HOOK BARS TRUSSES PER PLAN HEADER PER PLAN °i °�• • ( REQ'D PER PANEL HANGER PER GIRDER TRUSS PER TRUSS MANF. (WHERE OCCURS) SW EDGE NAILING-TYP FOLDOWN ANCHORAGE °�° I•I °�° •I I I (1)2X BOTTOM PLATE & TRUSS MANF. CONT. TOP .PLATE 2x STUD WALL PER PLAN FER PLAN -WHERE OCCURS ° (1)2X TREATED MUDSILL 1 (SPLICE PER DETAIL 13/SD1 SHEATHING PER SW EDGE NAILIN I JL SHEAR WALL SCHEDULE 1 T.O.C. T.O.C. 8 AN 4. p ° �[A. W1/ WASHERBOLT 0 b d• e ¢ ° 0 d 0. a ... •e .0 2 (/�)� fic'001=IRpER/TRU55 CONNECTION pET�41L //'/�'{}�J ROOF C�4E3LE pET�41L 2 TYi�IC,4L I-IOLpOU1N CONNECTION pET�41L °. d: d , ... ° $. °d ° n. 1 (�✓ 4. - - < A. N da DIAPHRAGM BOUNDARY NAILING MIN. (1)#4 CONT. LONG. IN CONT. 8" WIDE STEMWALL. LAP BARS 2x4 LEDGER W/(3)0.148" DIA.x3" 15" MIN. 2x4 BLOCKING INTO ALL STUDS (16" OC) MIN. (1)#4 LOCATED WITHIN 3" TO 5" BELOW THE T.O,C. (TYP) SHEATHING PER PLAN/GEN. 2x4 BLOCKING DIAPHRAGM BOUNDARY NAILING PROVIDE 0.131" DIA•x2.5" AT MIN. (1)#4 CONT. LONG. TOP AND BOTTOM IN FOOTING. LAP BARS NOTES. 6" OC (TYP, U.N.O.) 15" MIN. SILL NAILING PER SHEAR WALL CONTINUOUS 12" WIDE CONCRETE FOOTING �EViEWED TP "dt= FOR CODE COMPLIANCE DIAPHRAGM BOUNDARY NAILING PROVIDE 0.131" DIA.x2.5" AT SCHED.-USE "W6" SILL NAILING 2x4 LEDGER W/(3)0.148" DIA.x3" AS A MINIMUM (TYP, U.N.O.) INTO ALL STUDS (16" OC) 6" OC (TYP, U•N.O.) MIN "L" MAX "H" MAX "P" MAX DEFLECTION @ "P" APPROVED DIAPHRAGM BOUNDARY NAILING 16 8'-0" 791# 0.33 inches 2x4 BLOCKING PROVIDE 0.148" DIA.x3" AT >PF16 16" 9'-0" 686# 0.39 inches JUN 18 2015 H1 CLIP EA. TRUSS 6" OC (TYP, U.N.O,) 16" 10'-0" 581# 0.44 inches SHEATHING PER PLAN/GEN. SW EDGE NAILING PER SW SCHED. 24" 8'-0" 1558# 0.38 inches NOTES PROVIDE "W6" NAILING (U.N.O.) >PF24 24" 9'-0" 1302# 0.45 inches CI>� 0'I Tukwila 24" 10'-0' 1046# 0.51 inches BUILDING DIVISION MONO OR JACK TRUSSES PER 1. TABULATED CAPACITY (MAX "P") VALUES ARE PER PANEL. PLAN - HOLD BACK TOTAL BRACED LINE CAPACITY IS MAX"P" X # PANELS IN THE FRAME. TOP CHORD FOR 2x FULL DEPTH MONO OR JACK TRUSSES 2. MAX "P" VALUES MAY BE MULTIPLIED BY, 1.4 FOR WIND DESIGN. LEDGER BLOCKING JOISTS PER PLAN PER PLAN - HOLD BACK 3. WHEN STORY DRIFT IS NOT A CONSIDERATION, MAX "P" VALUES TOP CHORD FOR LEDGER MAY BE MULTIPLIED BY 1.15. 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