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Permit D15-0285 - SHAWGO RESIDENCE - NEW SINGLE FAMILY RESIDENCE
SHAWGO SHORT PLAT LOT 2 1443146 AVE S D15-0285 City of Tukwila • Department of Community Development • 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov COMBOSFR PERMIT Parcel No: 0040000409 Permit Number: D15-0285 Address: 1443146TH AVE S Issue Date: 2/8/2016 Permit Expires On: 8/6/2016 Project Name: SHAWGO SHORT PLAT - LOT 2 Owner: Name: SHAWGO MICHAEL DENNIS+SUSAN Address: 14437 46TH AVE S , TUKWILA, WA, 98168 Contact Person: Name: SUE SHAWGO Phone: (253) 350-5910 Address: 14437 46TH AVE S , TUKWILA, WA, 98168 Contractor: Name: AFFIDAVIT - SUSAN SHAWGO Phone: Address: License No: Expiration Date: Lender: Name: SUE SHAWGO Address: 14437 46TH AVE S , TUKWILA, WA, 98168 DESCRIPTION OF WORK: NEW SFR - 5003 SF DWELLING SPACE, 1339 SF GARAGE Project Valuation: $685,716.66 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: Fees Collected: $14,633.55 Occupancy per IBC: R-3 Water District: Sewer District: Current Codes adopted by the City of Tukwila: International Building Code Edition: 2012 National Electrical Code: 2014 International Residential Code Edition: 2012 WA Cities Electrical Code: 2014 International Mechanical Code Edition: 2012 WAC 296-466: 2014 Uniform Plumbing Code Edition: 2012 WA State Energy Code: 2012 International Fuel Gas Code: 2012 Public Works Activities: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Volumes: Cut: 0 Fill: 0 Number: 0 Storm Drainage: Street Use: Water Main Extension: Water Meter: No (k�Permit Center Authorized Signature: 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 r ulating construction or the performance of work. I am authorized to sign and obtain this development per i q an�d� ag e t the conditions attached to this permit. Signature: WLIn`� Date: Print Name: SuSar ��� O tl' 1�a 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: 'PUBLIC WORKS PERMIT CONDITIONS' 2: 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. 3: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public. Works Inspector for any work after 5:00 p.m. and weekends. 4: 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. 5: Any material spilled onto any street shall be cleaned up immediately. 6: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 7: 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. 8: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 9: 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. 10: Prior to Public Works Final for this Building Permit Owner/Applicant shall complete all work under Public Works permit no. PW14-0123. Coordinate with Public Works Inspector. 11: `BUILDING PERMIT CONDITIONS' 12: 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. 13: 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. 14: 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. 15: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 16: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 17: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 18: All wood to remain in placed concrete shall be treated wood. 19: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 20: 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. 21: 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. 22: 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. 23: 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). 24: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 25: 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. 26: 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. 27: `MECHANICAL PERMIT CONDITIONS' 28: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 29: 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. 30: Manufacturers installation instructions shall be available on the job site at the time of inspection. 31: 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. 32: 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. 33: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 34: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 35: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 36: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 37: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 38: 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. 39: 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. 40: 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. 41: 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. 42: 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. 43: 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. 44: 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. 45: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 46: 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 47: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2436) 48: 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). 50: 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) 51: 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) 52: Maximum grade for all projects is 15% with a cross slope no greater than 5%. (City Ordinance #2435) 49: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 53: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 54: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 5180 BACKFLOW - FIRE 1700 BUILDING FINAL" 0301 CONCRETE SLAB 0610 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 0502 LATH & GYPSUM 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKI .A Community Development Department • Public Works Department • Permit Center 6300 Southcenter Blvd., Suite 100 " Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. U9.0205 Project No.: i Date Application Accepted: Date Application Expires: (For ojfce 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 V OI y JVio f+ pk4 Lot r, King Co Assessor's Tax No.: Site Address: 14431 46th Ave S Tukwila, WA 98168 PROPERTY OWNER Name: Mike and Sue Shawgo Address: 14437 46th Ave S City: Tukwila State: WA Zip: 98168 CONTACT PERSON — person receiving all project communication Name: Sue Shawgo Address: 14437 46th Ave S City: Tukwila State: WA Zip: 98168 Phone: (253) 350-59t0 Fax: Email: srshawgo@comcast.net GENERAL CONTRACTOR INFORMATION Company Name: Owner Builder Address: 14437 46th Ave S City: Tukwila State: WA Zip: 98168 Phone: (253) 350-5910 Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: Square Peg Round Hole Architect Name: Roper Hartley Address: 3697 N Legacy Woods Ave City: Meridian State: ID Zip: 83642 Phone: (208) 284-9880 Fax: Email: rpr_haftley@msn.com ENGINEER OF RECORD Company Name: Hodge Engineering Inc Engineer Name: John Hodge Address: 2615 Jahn Ave. NW City: Gig Harbor State: WA Zip: 98335 Phone: (253) 857-7055 Fax: (253) 857-7599 Email: john@hodgeengineering.com LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Self Funded Address: 14437 46th Ave S City: Tukwila State: WA Zip: 98168 H:\Applications\Forms-Applications the Line\2011 Applications\Combination Permit Application Revised 8-9-1 Ldocx .. . . ... �.. si....- 1 ..{'A PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 350,000.00 Scope of work (please provide detailed information): New construction single family home. 4 car garage, 2 story, 5 bedroom, 4 bath DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 1, floor 2,232 2 nd floor 2,771 Garage m carport ❑ 1,339 Deck — covered ❑ uncovered ❑ Total square footage 6,342 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 at 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 $ 29,480.00 2 furnace <100k btu 2 thermostat emergency generator 1 appliance vent 1 wood/gas stove fuel type. ❑ electric JZ gas 1 ventilation fan connected to single duct water heater (electric) other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 11,900.00 2 bathtub (or bath/shower combo) bidet 2 clothes washer 2 dishwasher floor drain 2 shower 6 lavatory (bathroom sink) 2 sink water closet 2 water heater (gas) 1 lawn sprinkler system 8 gas piping outlets H:Wpplications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 9-9-11.docx Revised: August 2011 Page 2 of 4 bh PUBLIC WORKS PERMIT INFORMA t'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 m ... Water District # 125 ❑ .. Highline ❑ .. Renton m ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila 0... Valley View ❑ .. Renton ❑ .. Seattle ❑ ...Sewer use certificate 0... 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): m ...Civil Plans (Maximum Paper Size — 22" X 3411) m ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ... Hold Harmless -- (SAO) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ... Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ...Right -Of -Way Use - Potential disturbance ❑ .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. ❑ m ...Total Cut 300 Cubic Yards ❑ .. Work In Flood Zone ❑ ...Total Fill Cubic Yards ❑ .. Storm Drainage m ...Sanitary Side Sewer ❑ .. Abandon Septic Tank ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ ...Traffic Control ❑ .. Looped Fire Line ...Permanent Water Meter Size ............... WO # ❑ ...Residential Fire Meter Size ................. WO # ❑ ...Deduct Water Meter Size .................... " ❑ ...Temporary Water Meter Size .............. WO # ❑ ...Sewer Main Extension ..................... Public m - or - Private ❑ ❑ .. Trench Excavation m .. Utility Undergrounding m .. Backflow Prevention - Fire Protection " Irrigation " Domestic Water " ❑... Water Main Extension Public m - 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 REFUNDBILLING: Name: Day Telephone: Mailing Address: City State Zip H:WpplicationslForms-Applications On Line\2011 ApplicationsTombination Permit Application Revised 5-9-1 l.do" Revised: August 2011 Page 3 of 4 bh 1 PERMIT APPLICATION NOTES — At,-LICABLE TO ALL PERMITS IN THIS APrLICATION — 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. Date: 10Qa&�^ NO Day Telephone:.��� �- XJ Mailing Address: H:Wpplications\Forms-Applications On Line\2011 ApplicationsTombination Permit Application Revised 8-9.1 I.do" Revised: August 2011 Page 4 of 4 bh DESCRIPTIONS PermitTRAK ACCOUNTQUANTITY PAID $10,598.15 D15-0285 Address: 1443146TH AVE S Apn: 0040000409 $10,598.15 DEVELOPMENT $6,212.80 PERMIT FEE R000.322.100.00.00 0.00 $6,208.30 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $4.50 IMPACT FEE $2,348.00 FIRE R304.345.852.00.00 0.00 $922.00 PARK R104.345.851.00.00 0.00 $1,426.00 MECHANICAL $189.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $189.00 PLUMBING $252.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $252.00 PUBLIC WORKS $1,263.88 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $332.47 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT:$10,598.15 R000.322.900.04.00 0.00 $332.47 Date Paid: Monday, February 08, 2016 Paid By: SUSAN SHAWGO Pay Method: CHECK 7636 Printed: Monday, February 08, 2016 1:31 PM 1 of 1 RWSYSTEMS Date Paid: Tuesday, November 03, 2015 Paid By: SHAWGO MICHAEL DENNIS+SUSAN Pay Method: CHECK 7589 Printed: Tuesday, November 03, 2015 10:58 AM 1 of 1 CPWSY57EM5 INSPECTION RECORD _ Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-36 4111 Permit Inspection Request Line (206) 438-9350 Project: � T of Inspection: •T 11-biA6r ��A C._ Address: % � Ahir S Date Called: Special Instructions: I -or a.m Date Want712-h L 7 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. INSPECTION RECORD VIC 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: Ty a of Inspection: Address: /'o3l Date Called: Special Instructions: Date Wanted: a Requester: Phone No: INApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: ,L.1/� Date*Q 31,q-7r�i REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Z2 Retain a copy with permit IN37FCTION 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 t: S 'S'S&P-7- QA1- Type of Inspection: Address: i ,q31 G F S Date Called: Special Instructions: j 2 Date Wante F30m. Iqf "7 p.m. lRequestet: Phone No: Approved per applicable codes. a Corrections required prior to approval. j COMMENTS: JIMAJIUAL Ins L L U3 9-E S-' I rz ( b ljo—r k)S; AfG- t� Y. ey-w - >cw -na-vS - Gov6 T 6ArACe L�IC L eAr iSSIArc, P A)6 - A7 sOke Axe3S. rise ZAVMe S IInspector/ h) A, 1 IDate: l'/-7// 7 ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cat[ to schedule reinspection. 2� 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 Pro'ect: Bt &a Al r I� Typ f Inspectipn: r l e"4 (t A( ress: & f-A- 01 Date Called: Special Instructions: Date Wanted: a. 3 -3--- 1` .m. Requester: kqylo Phone No: -35Os Inspector: Date: 13 �z 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 INSPE ON 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: �a 5�r I %� T� / Type of Inspe7�- V_ U�./k?ZFI�! Address: 41 G S Date Called: Special Instructions: ZVI 2 Date Wan ed a.m. % m. Requester Phone No: Approved per applicable codes. Corrections required prior to approval. I paid at 6300 Southcenter Blvd., Suite 100. Calt to schedule reinspection. INSPECTION RECORD Retain a copy with permit IRSftTTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type�gflp+rpection: I Af &- Ad ress: M 1% Date Called: Special Instructions: Date Wanted a.m. P- Requester: Phone No: 40 Approved per applicable codes. Corrections required prior to approval. `-I paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection. INSPECTION RECORD 1 � Retain a copy with permit F INSP ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: "YPf' T T e of Insp ction: l'G-7 11r& S �� Address: // K CP� zlk—ir S Date CalAd: Special Instructions: U/�tJL Zor z C_6 Date Wanted, a.m. �l P. Reuester. q C;/J9t/IS Phone No: 26-1- ® Approved per applicable codes. 11 Corrections required prior to approval. u paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT ? I TION N0. N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: T Type of Inspection: ALL Q1 Address: Date Called: Special Instructions: Date Want V- 6 A a.m P.M. Requester: Phone No: Approved per applicable codes. in Corrections required prior to approval. COMMENTS: f t A,lf& JAJ 0 l-r Z S-Si C, J 5 mlg- We 14)M 6&t( Ux C �/ i IInspector: � k,4 (uate: P ����� REINSPECTION FEE REQUIRED. Prior to next inspecti6n. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. j INSPECTION RECORD 1->g- ^ 02� Retain a copy with permit INSP 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 fzftG11 2- Project: Type of In�wtion: a Address: ` Date Called: /y43 — -S Special Instructions: LdT Date Want / Ut Requester i fit0�1 S Phone No: Zs� Z3c) - �}�l Approved per applicable codes. [A Corrections required prior to approval. COMMENTS: ta4U- PW)4113 ?;? /-AJ J-rc �� fcal �.l �,t iir�c'1 s l r D d- Inspector: Date: 1 L IADA�J it 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 5' 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 t. C� PLAT Type of Inspection: - W 11 g rq-Ai 1 CA L.. Address: Date Called: Special Instructions: Date Want d: �� m. V / 7 p.m. Request r: Phone No: Approved per applicable codes. L, Corrections required prior to approval. ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Y l Retain a copy with permit I����oz INS P ION 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: Ty e of Ins ection: Address: 1#41 0 Date Calred: Special Instructions: .m Date W91�Lw Request r: Phone No: Approved per applicable codes. LJ Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ') INSPECTION RECORD V Z Retain a copy with permit IN TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: m6cA 46012 6 Ff Address: 143 1 Date Called: Special Instructions: j-Z Date Wante�� l� .m. ? p.m. �1—equesterl- IPhone No: Approved per applicable codes. a Corrections required prior to approval. COMMENTS: Inspector: AAA Date: n �� 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 ® ' i�] INSPIE7TION 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: (� T— l f'A-r Type of Inspection: &A�l/f6- Address: Date Called: Special Instructions: , ^1� Date WaVV—X_; .m. Request r: Phone No: ERApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Dater / Eh� r ❑ REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD G 05- Retain a copy with permit IN ION N0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-93 I' ;, Project: 45)466 Type Inspection: Address: Date Called: Special Instructions: 2 Z07- yy Date W�n� a.m. p.m. Reque er: Phone No: Approved per applicable codes. 11 Corrections required prior to approval. Inspector: Date:1)'11116 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 '©S 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: O f.�41' T��gge of Inspection: Y�t1 4 I AA6- Address: s Date Called: Special Instructions: .m Date Wan YA?116 p.m. Requester: Phone No: 4Appmved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: m ❑ 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 , 01? 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: c4T TY?5 of Inspection: KOk&4IAI PI'MIRI/X, Address: /U41 771 Date Called: Special Instructions: A)f � : Date Wajg'�Z-16p.m. Requester: Phone No: Approved per applicable codes. L� Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid'at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit �lS OLDS" 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: .S go P-T— L,4T Type of Inspection: 14&hl4CAe Address: /y43 1 41'✓E S Date Called: Special Instructions: d: a.m. EPhone Approved per applicable codes. L.� Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. r01 INSPECTION RECORD c lip Retain a copy with permit INS ON 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: ® Typ;� of I pr ions:hawA 41( L'IR Adjrgsq Z ( /� JZ�+ t /' Date Called: Special Instructions: Dase Wanted: ,a.m. (U Z l lb p.m. Requester: �. �� W'4 k S Phone No: ` Z-36 _ q / ® Approved per applicable codes. 1 Corrections required prior to approval. ns pector: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD o I Retain a copy with permit Zv-� 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: fL 4j 6- Type of Insp ction: �b A dress: L� f ro Date Called: Special nstructions: 444 AA Vw1 Date Wanted: a.m. c —//i `.((6' p.m. Requester: Phone No: (InspectoC./ � � Iua(���� REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cal( to schedule reinspection. INSPECTION RECORD Retain a copy with permit IP ECTION N0. e PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: Type of Inspection: Addres e I6, Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: linspector: , /'� (Date: � _ � C) _' REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. M INSPECTION LRECORD 3 Retain a copy with permit S Ol 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: (� � G� W Type of Inspect}on* � Address: ' ��✓� (a J Date Called: Spe ial Instructions: Al Date Wanted. y a.m. p.m. Requester: Phone No: Inspector Date REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (;V) INSPECTION RECORD Prf�Qz�S Retain a copy with permit IN TION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 . Permit Inspection Request Line (206) 438-9350 Pro' ct: / Al K Type of insp tio+n: Add ess: W 3 q /ef0. Date Called: Special Instructions: .� Date Want a.m. -O- p.m. _ Requester: Phone No: )Inspector: , 1Date3 /C REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD L /V Retain a co with permit copy ��r✓ ID 2,83- INJPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request tine (206) 438-9350 Project: �.2 Type of In pection: To ress: Iq q3( !q^Je--So t Date Called: Special Instructions: 'A �r1 D e Wanted: a.m. — �-- p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. YM ��_ ► � � ' ' � ' ,� :ter, �� a VAX, nspector: te: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD i ilk -0? W5- Retaina copy with permit INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: .� N Type of Inspection: f-7 q-I Address: / y fi,, Suite #: / q-(� &C S . Contact Person: Special Instructions: Phone No.: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: -Occupancy Type: Inspector: e�f,�. Date: Hrs.: $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 J INSPECTION NUMBER 1-7 INSPECTION RECORD Retain a copy with permit N _ 07 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: Type of Inspection: ,. Address: r-ti. Contact Person: Suite #: Special Instructions: Phone No.: Im Approved per applicable codes. Corrections required prior to approval. COMMENTS: a 47 L (Z 47-J6 r� s tit v 5� 13r��� Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: `r7n 5 /-t-- I Date: 3 /�J/I -.3— 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 j) / 5 — a � rl Retain a copy with permit A- S — i ' r-- INSPECTION NUMBER PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: l Type of Inspection: Address: ) U K >' q6 S Suite #: Contact P4rson: Special Instructions: Phone No.: iK Approved per applicable codes. Corrections required prior to approval. COMMENTS: 01C 7-0 CC Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector:,& A;-1 <—Z-- I Date: y'/��%j,6 I Hrs.: t $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. minng AaaresS Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 3/14/14 T.F.D. Form F.P. 113 f INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 206-575-4407 Project: '1a Type of Inspection: Cfl 0--Ur Address: J�q 3 Y q64�A-- 'S Contact Person: Suite #: Special Instructions: Phone No.: Approved per applicable codes. ® Corrections required prior to approval. i COMMENTS: I r� c A%rdot Q pi)nqa, l Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: i Inspector: 9, ��I Date: ,�'///3//,b 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 DAILY FIELD REPORT -. PROJECT NO.: SelfBuilderServiceslnc.S46thAve 5007 Pacific Hwy E. Ste 16 REPORT DATE: Tuesday, March 15, 2016 REPORT NO.: 1 Fife, Washington 98424 GR FIELD REP.: DRT Office: (253) 896-1011 Fax: (253) 896-2633 PERMIT No.: PROJECT NAME/LOCATION 14437 SOUTH 46TH AVENUE, TUKWILA, WASHINGTON Areas of less than 1" embedment with 1/2" steel "T"- probe (till) Areas of 6" - 1' embedment with 1/2" steel "T"-probe saturated soils RECH CITY OF TUKWILA MAR 18 2016 PERMIT CENTER fig if Ar,eu / be uwtaLnd o tr OV4 r - ezed ejb&[4 iv Lw- re*wd LIMITATIONS: This report is considered preliminary and subject to change upon review by our project manager. The information contained herein is provided solely for our client and should not be transmitted to a third party without the full written permission of GeoResources, LLC. This report presents opinion formed as a result of our observations of activities relating to engineering geology and geotechnical engineering. The GeoResources, LLC field representative is present on site solely to observe the field activities of the contractor identified and keep our client informed of the progress and quality of the work. The contractor is solely responsible for its means, methods, sequences, construction site safety, quality of work, and adherence to the contract documents. We rely on the contractor to comply with the plans and specifications throughout the duration of this project irrespective of the presence of our representative. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site safety. GeoResources, LLC is not a licensed surveyor and is not responsible for line and /or grade. initial/date) I WRITTEN BY (initial/date) I Page 2 of 3 DAILY FIELD REPORT -. PROJECT NO.: SelfBuilderServiceslnc.S46thAve 5007 Pacific Hwy E. Ste 16 REPORT DATE: Tuesday, March 15, 2016 REPORT NO.: 1 Fife, Washington 98424 g GR FIELD REP.: DRT Office: (253) 896-1011 Fax: (253) 896-2633 PERMIT NO.: PROJECT NAME/LOCATION 14437 SOUTH 46TH AVENUE, TUKWILA, WASHINGTON LIMITATIONS: This report is considered preliminary and subject to change upon review by our project manager. The information REVIEWED M initial/date) contained herein is provided solely for our client and should not be transmitted to a third party without the full written permission of GeoResources,LLC. This report presents opinion formed as a result of our observations of activities relating to engineering geology and geotechnical engineering. The GeoResources, LLC field representative is present on site solely to observe the field activities of the contractor Identified and keep our client informed of the progress and qualify of the work. The contractor is solely responsible for WRI EN Y (initialtdate) Its means, methods, sequences, construction site safety, quality of work, and adherence to the contract documents. We rely on the 40 contractor to comply with the plans and specifications throughout the duration of this project irrespective of the presence of our representative. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site safety. GeoResources, LLC is not a licensed surveyor and is not responsible for line and VIE /or grade. Page 3 Of 3 DAILY FIELD REPORT .o PROJECT NO.: SelfBuilderServiceslnc.S46thAve 5007 Pacific Hwy E. Ste 16 REPORT DATE: Tuesday, March 15, 2016 REPORT NO.: 1 Fife, Washington 98424 GR FIELD REP.: DRT Office: (253) 896-1011 Fax: (253) 896-2633 PERMIT No.: PROJECT NAME/LOCATION 14437 SOUTH 46T" AVENUE, TUKWILA, WASHINGTON REPORT SUBMITTED TO: CONTRACTOR NAME AND CONTACT: WEATHER & TEMP. Mostly Cloudy, 40's CLIENT Self Builder Services, Inc. General cc Dennis Lee SUBCONTRACTORS FOR GEOTECHNICAL CONSTRUCTION TIMES OF SITE VISITS: Earthwork From 8:30 To 10:00 From To From To General I A GeoResources representative arrived on site at the request of Mr. Dennis Lee with Self Builder Services, Inc. to observe the excavation for the foundation elements at the site. We observed the foundation subgrade soil across the site. The subgrade soils appeared to be native tan/light brown silty SAND with gravel and occasional cobbles in a dense and moist condition (till) and light brown silty sand with some gravel in a saturated and loose condition. Standing water was observed in portions of the site including the excavated footing areas. We recommend subgrade beneath foundation elements be dry before pouring footings. We tested the subgrade at random locations with a'h-inch steel T-probe and observed less than 1 inch of penetration in areas of till, indicating a very dense condition, and 6" —12" of Bearing penetration in areas of over -optimum moisture soils. We recommend the over -optimum soil areas Capacity be over -excavated to the dense till or the footing areas be widened to 24-in in these areas, see attached plan. We also observed a large cobble directly beneath the footing in the west garage area. We recommend this cobble be removed and backfilled with structural fill or over poured with concrete.. Based on our observations, it is our opinion that the subgrade observed today is suitable to support 2,000 psf in bearing provided the recommendations provided are followed. Should the subgrade become saturated or disturbed prior to the pour, the disturbed soil should be removed and replaced per the project plans. A site plan is included on page 2. A picture of the site during our visit is included on page 3. LIMITATIONS: This report is considered preliminary and subject to change upon review by our project manager. The information REVIEW P initial/date) contained herein is provided solely for our client and should not be transmitted to a third party without the full written permission of GeoResources, LLC. This report presents opinion formed as a result of our observations of activities relating to engineering geology and geotechnical engineering. The GeoResources, LLC field representative is present on site solely to observe the field activities of the contractor identified and keep our client informed of the progress and quality of the work. The contractor is solely responsible for RITTEN BY (initiaVdate) its means, methods, sequences, construction site safety, quality of work, and adherence to the contract documents. We rely on the contractor to comply with the plans and specifications throughout the duration of this project irrespective of the presence of our representative. Our work does not include supervision or direction of the actual work of the contractor, his employees or agents. Our firm will not be responsible for job or site safety. GeoResources, LLC is not a licensed surveyor and is not responsible for line and /or grade. Page 1 of 3 aC'41. 4 Whole house Mechanical ventilation to comply with building requirements F I L "'T Panasonic FV-15VQ5 WhisperCeiling 150 CFM Ceiling Mounted Fan, White The Panasonic FV-15VQ5 WhisperCeiling 150 CFM fan features a totally enclosed condenser motor and a double -tapered, dolphin shaped bladed blower wheel to quietly move air. Panasonic fans use a wide blower wheel that move a large amount of air at reduced RPMs, so they are quiet enough that you might not even know they're on. Since a .1-Inch water gauge is an unrealistic amount of static pressure when installed, our fans have been rated at 0.25-Inch water gauge, the industry standard for performance measurement for ASHRAE, Energy Star, LEED for homes, and HVI. With a .3 sone level and rated 150 cubic feet per minute, this fan is designed to give you continuous, trouble -free operation for many years due to its high -quality components and permanently lubricated motors which wear at a slower pace. Also, since heat is always detrimental to motor life (the cooler the environment, the longer the motor will last), we designed the electrical configuration of this model's condenser motor to allow it to operate at lower temperatures, increasing the life of the motor and bearings. And, the fan housing is made of heavy -gauge zinc galvanized steel and painted to protect it from rust. This Energy Star qualified fan has a built-in damper to prevent back draft, which helps to prevent outside air from coming through the fan. The Panasonic FV-15VQ5 WhisperCeiling 150 CFM Ceiling Mounted Fan is covered by a manufacturer warranty for period of three years from the date of the original purchase and is sold one item per package. Product Information: Size: 150 CFM Technical Details: Part Number APPA15VQ5 Item Weight 13 pounds Product Dimensions 14.9 x 15.8 x 13 inches Item model number FV-15VQ5 Size 150 CFM Voltage 120 volts Wattage 28.40 Amperage Capacity 0.24 A Air Flow Capacity 150 CFM Certification: Energy Star Rated REVIEWED FOR — CODE COMPLIANCE APPROVED FEB 0 5 2016 City of Tukwila BUILDING DIVISION CORRECTION RECEIVED L TR# CITY OF TRWILA JAN 22 2016 t)15--0xe5 PERMIT CENTER Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 Washington State Ener-gy Code MSEC) 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. Proiect Information Contact Information Heating System Type: @ All other systems CHeat Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions Design Temperature Difference (AT) Tukwila ♦ AT = Indoor (70 degrees) - Outdoor Design Temp Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Skylights Instructions Insulation Attic Instructions Rd9 �I r� '► Single Rafter or Joist Vaulted Ceitin s� Instructions Select R-Value Above Grade Walls (see Figure 1) _ Instructions R-21Intermediate Floors Instructions R-38 Below Grade Walls rase Figure v Instructions rr'r'�e""eren"n' Select R-value ♦ Slab Below Grade rase Fioure u Instructions r�rrrrrr Select conditioning Slab on Grade rasa Route 1) Instructions Select R-Value Location of Ducts Instructions Gcon;dioned Space Figure 1. Above Grade 46 RECr.iVED CITY OF TUKWILA Conditioned Volume NOV 0 3 2015 U-Factor 47,278 PERMIT CENTER X Area = UA 0.30 180.68 U-Factor X Area = UA 0.50 7.00 U-Factor X Area = UA 0.026 72.05 REVIEWED FOR U-Factor X Area UA CODE COMPLIANCE No selection - APPROYED U-Factor X Area UA FFEB0 5 2016 0.056 317.07 U-Factor X Area UA 0.025 55.80 City of Tukwila u-Factor x Area uA BUILDING DIVISION No selection _ F-factor X Len th UA No selection — F-Factor X Lenath UA No selection Sum of UA Duct Leakage Coefficient 1.10 632.59 Envelope Heat Load 29,099 Btu / Hour Sum of UA X AT Air Leakage Heat Load 23,488 Btu / Hour volumex 0.exerx.018 Building Design Heat Load 52,587 Btu / Hour Air Leakage + Envelope Heat Loss Building and Duct Heat Load 57,846 Btu / Hour Ducts In unconditioned space: Sum of Building Heat Loss X 1. 10 Ducts In conditioned space: Sum of Buflddng Heat Loss X 1 Maximum Heat Equipment Output 80,984 Btu / Hour Building and Duct Heat Loss X 1.40 for Forced Air Furnace Building and Duct Heat Loss X 1.25 for Heat Pump Dt� - n0`q (07/0l/13) Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information Single family home- Shawgo Mike and Sue Shawgo 14431 46th Ave S 14437 46th Ave S Tukwila, Wa 98168 Tukwila, Wa 98168 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-Valuea U-Factoe Fenestration U-Factorb n/a 0.30 Skylight U-Factor n/a 0.50 Glazed Fenestration SHGCb,e n/a n/a Ceiling 40 0.026 Wood Frame Wall,,'`.' 21 int 0.056 Mass Wall R-Value' 21/21" 0.056 Floor 309 0.029 Below Grade Wall"" 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. I Date RECEi yrErrx CITY OF TUKWILA NOV 0 3 2015 PERMIT CENTER 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: 01. Small Dwelling Unit: 0.5 points Dwelling units less than 1500 square feet in conditioned floor area with less than 300 square feet of fenestration area. Additions to existing building that are less than 750 square feet of heated floor area. ❑2. Medium Dwelling Unit: 1.5 points All dwelling units that are not included in #1 or #3, including additions over 750 square feet. 03. Large Dwelling Unit: 2.5 points Dwelling units exceeding 5000 square feet of conditioned floor area. ❑4. Dwelling unit other than one and two-family dwellings and townhouses: Exempt As defined in Section 101.2 of the International Residential Code Table R406.2 Summary Option Description Credit(s) la Efficient Building Envelope 1a 0.5 lb Efficient Building Envelope lb 1.0 1c Efficient Building Envelope 1c 2.0 2a Air Leakage Control and Efficient Ventilation 2a 0.5 2b Air Leakage 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 6 Renewable Electric Energy 0.5 11 *1200 h Total Credits "Please refer to Table R406.2 for complete option descriptions http:Hwww.energy.wsu.edu/Documents/Table 406 2 Energy Credits 2012 WSEC.pdf FOR CODE COM FEB 0 5 City of TuW18 BUILDING DIVISION 2.0 0.5 0.5 0.5 0.0 3.50 CJ e L For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. 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. 1110/15/21.+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. e There are no SHGC requirements in the Marine Zone. f Basement wall insulation is not required in warm -humid locations as defined by Figure R301.1 and Table R301.1. ' Reserved. h First value is cavity insulation, second is continuous insulation or insulated siding, so "13.+5" 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. i For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. I Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Nonfenestration U-factors shall be obtained from measurement, calculation or an approved source or as in Section R402.1.3. Window, Skylight and Door Schedule U IL li Project Information Contact Information Single family home- Shawgo Mike and Sue Shawgo 14431 46th Ave S 14437 46th Ave S Tukwila, Wa 98168 Tukwila, Wa 98168 Ref. U-factor Exempt Swinging Door (24 sq. ft. max.) == —d Exempt Glazed Fenestration (15 sq. ft. max.) Vertical Fenestration (Windows and doors) Component Description Ref. U-factor Mark 1 Fixed Milqarc 0.30 Mark 2 Fixed Mil ar 0.30 Mark 3 Fixed Mil ar 0.30 Mark 4 Fixed Arched Top Mit ar 0.30 Mark 5 Fixed Mil ar 0.30 Mark 6 Fixed Arched Top Mil ar 0.30 Mark 7 Fixed Milqarc 0.30 Mark 8 Csmnt Mil ar 0.30 Mark 9 Fixed Milqarc 0.30 Mark 10 Csmnt Egress Mil ar 0.30 Mark 11 Fixed Mil ar 0.30 Mark 12 Csmnt Egress Mil ar 0.30 Mark 13 Fixed Milqarc 0.30 Mark14 Fixed Mil ar 0.30 Mark15 Fixed Arched Mil ar 0.30 Mark 16 12 inch Vnt Slider Mil ar 0.30 Mark 17 SHEgress Mil ar 0.30 Mark 18 Fixed Mil ar 0.30 DOORS Mark 001 slf closing Jeld 0.30 Mark 002 Double Jeld 0.30 Mark 003 Glass Jeld 0.30 Mark 004 Glass Jeld 0.30 Width Height Qt. Feet Inch Feet Inch Width Height Qt. Feet Inch Feet Inch ®MEMO] ©©Olmni =MEMO REMEME =MEMO =MEMO M©E®W MMOME =MEMO =MEMO =MEMO NEMENNO SEMEMO REMEMO =MEMO M©EMN =MEMO IEMEMO INMENNO =MEMO =MEMO !MEMO EIMEMO =ME-■ =MEMO NEMENN■ -MEMO RE' CODi fi F1 Cif BUIL[ CIS' Area UA 1 / 1 11 11 111 Area UA ,,r�e 0' c 14C II .1. „ii. M 1 •1 / 1 a 11 ®M� . 1: •1 / 11 11 111 11 111 :1 11 111 11 1/1 11 111 11 111 11 111 11 111 E J A CORREGIUry lb � U � PERMIT CENTER LTR#-A� J Overhead Glazing (Skylights) Component Sum of Vertical Fenestration Area and UA Vertical Fenestration Area Weighted U = UA/Area Het. U-factor 0.50 Width Height Qt. Feet Inch Feet Inc' Sum of Overhead Glazing Area and UA Overhead Glazing Area Weighted U = UA/Area Total Sum of Fenestration Area and UA (for heating system sizing calculations) 684.11 205.24 0.30 Area UA 14.01 7.00 0.50 698.1 212.24 2012 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING FOR: MIKE & SUE SHAWGO PLAN: SHAWGO RESIDENCE SITE CRITERIA DESIGN WIND WIND (IBC)SEISMIC SOIL RISK ROOF SNOW SPEED EXPOSURE DESIGN PROFILE CATEGORY LOAD (MPH) CATEGORY 25 PSF 110 MPH B D D II SLOPE SPECIAL SITE GEOTECH SEISMIC SEISMIC APPROX PER CONDITIONS REPORT PER SPECTRAL SPECTRAL ELEVATION OWNER PER OWNER OWNER RESPONSE Sl RESPONSE Ss <15% I NONE NONE 0.555g 1.483g 290 FT. SITE: 1443146TH AVE SOUTH TUKWILA, WA 98168 TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW:65506632 SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY John Hodge, RE 26151ahnAm PLW. Sub E.6 Gig Harbor,WA 98335 Phom (253) 857-7055 Fax (253) 857--7599 PROJECT NUMBER 150415 DATE 7.28.15 RECEIVED CITY OF TUKWILA NOV 0 3 2015 PERMIT CENTER NAL STAMP MUST RED TO BE VALID wPrRlGwrttm NODGE EWjNEEFaW% Z DO NOT ACCEPT FM PEW'UT MLEB® AN ORIGMAL RED REAL DO NOT ACCEPT COPY 1 of 80 TABLE OF CONTENTS Projectand Site Information........................................................................................................... - Engineering Methods Explanation (2012 IBC Lateral and Gravity Engineering Calculations Package For Plans Examiner) - Satellite Image of Building Site and Surrounding Area - Wind Speed Determination - Applied Technology Council - Seismic' Spectral Response - USGS Design Maps Summary Report - Snow Load Calculation (with Normalized Ground Snow Load Chart if Over 30 psf) LateralAnalysis............................................................................................................................... Woodvio`rksG Shearwall Lateral Analysis - Layout and Uplift by Floor Project.Lateral Information - Design Settings and Site Information Design Summary - Shear Wall Design and Hold Downs Shear Results for Wind - Critical Response Summary Shear Results for Seismic - Critical Response Summary Simpson Strong Wall Design Criteria and Anchorage Calculations (if specified) Plan Specific Lateral Items GravityLoad Analysis..................................................................................................................... - ForteG Job Summary Report - List of Beams and Headers - Member Reports — Individual Beams and Headers - Post Capacities Tables - Toe Nail — Rim to Top Plate Connection - Toe Nail — Joist to Top�Platp Connection - Typical Top Plate Splice Calculation - Plan Specific Gravity Items Foundation.............................................:......................................................................................... - 1500 PSF Reinforced Concrete Pad Calculations Continuous Concrete Footing with, Stem Point Load Engineering - Plan Specific Foundation Items , � c ' 2012 International Building Code (IBC) 2 of 80 Hodge engineering mc. 2012 IBC Lateral and Gravity Engineering Calculations Package For Plans Examiner This engineering calculations package contains the lateral and gravity load engineering as noted in the engineering scope. All engineered load bearing structural members are shown on the full size engineering sheets. The enclosed engineering calculations document the analysis used. The engineering calculations are not required to be referenced for construction. These calculations are to demonstrate to the Plans Examiner that the engineering was completed following the 2012 IBC. The cover sheet of the engineering specifies the engineering scope as lateral and gravity load engineering. LATERAL ENGINEERING: Lateral engineering involves determining what the seismic and wind loads are according to ASCE 7-10, applying these loads to the structure, and determining the design of the lateral structural elements to resist these loads. These structural elements are sheathing, nailing, holdowns, and connections between loaded members and shear resisting elements. Lateral load modeling was completed with Wood Works Design Office 10 (www.woodworks- software.com 800-844-1275). Wood Works was developed in conjunction with the American Forest & Paper Association. The AF&PA is the same professional organization that produces the National Design Specification (NDS) for Wood Construction, the Allowable Stress Design (ASD) manual for engineered wood construction, Wood Frame Construction Manual (WFCM) for one -and two-family dwellings, and the Load and Resistance Factor Design (LFRD) manual for engineered wood construction. Seismic: Seismic load engineering follows the ASCE 7-10 equivalent lateral force procedure. Per ASCE 7 the analysis consists of the application of equivalent static lateral forces to a linear mathematical model of the structure. The total forces applied in each direction are the total base shear. Refer to ASCE 7-10 for a description of this procedure. The engineering calculations include a USGS determination of the seismic spectral response accelerations. These numbers, S, and Ss, are used in the lateral model to determine seismic loading to the shearwalls. Woodworks Design Office was used to make the linear mathematical model. Wind: Wind load engineering follows the ASCE 7-10 general analytic method for all buildings. The wind loading is determined from the wind exposure and wind speed. This loading is applied to surfaces of the structure as modeled. Total loadings for each shear line, wall line, and full height shearwall are determined. Required shear strength for each shearwall is calculated then sheathing and nailing patterns are chosen to resist design loads. Holdowns are applied where the nailing of the sheathing to the mudsill or lower floor is not adequate to resist shear panel overturning. GRAVITY LOAD ENGINEERING: Gravity loads from snow, structure, occupants, etc. meeting the requirements of the 2012 IBC have been traced through the structure. See the legend on the engineering sheets showing how the point and line loads are depicted. All loads are supported and traced through the structure. Load supporting members have been numbered and calculated. Calculations for each beam are included. Loads to the foundation or soil have reinforced footings where required. 3 of 80 b(LU'LU'10 -,earcn Kesuts ra iviap t '+AJ. �...� . yr1� � (t�-'►cr�iliiTT,_ _�-,_.1rr l l •{�,]!11X' t)zz 2Z2" Vg (J =4 Home Related Resources Sponsors About ATC Contact Search Results Latitude: 47.4730 Longitude:-122.2767 ASCE 7-10 Wind Speeds (3-sec peak gust MPH*): Risk Category I: 100 Risk Category II: 110 Risk Category III -IV: 115 MRI** 10 Year: 72 MRI** 25 Year: 79 MRI** 50 Year: 85 MRI** 100 Year: 91 ASCE 7-05: 85 ASCE 7-93: 70 `MPH(Miles per hour) *MRI Mean Recurrence Interval (years) Users should consult with local building officials to determine If there are community -specific wind speed requirements that govern. [a Download a PDF of vour results t—t Print your res Canada At RERTA I c: r, earF^ts SASKATCHEWAN r�iulr NORT ,IA: o ti'OTON MONTANA OAKO' SOUT H l.. ! ✓ s. DaKo' I itANC% WYOMINO NF8R NEVADA United Sta San Francisco UTAH COLORADO Kr 0 OAl IFORNIA OLas Vegas � 0 Los Angeles A,Map data ©2015 Google, INEGI WIND SPEED WEB SITE DISCLAIMER: While the information presented on this web site is believed to be correct, ATC assumes no responsibility or liability for its accuracy. The material presented in the wind speed report should not be used or relied upon for any specific application without competent examination and verification of its accuracy, suitability and applicability by engineers or other licensed professionals. ATC does not intend that the use of this information replace the sound judgment of such competent professionals, having experience and knowledge in the field of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the wind speed report provided by this web site. Users of the information from this web site assume all liability arising from such use. Use of the output of this web site does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site(s) described by latitude/longitude location in the wind speed report. Sponsored by the ATC Endowment Fund - Applied Technology Council - 201 Redwood Shores Parkway, Suite 240 - Redwood City, California 94065 • (650) 595-1542 4 of 80 Nin•f.\uin.ic ncc+a �fnn,irrvl nrnfinnav n}+n'hintirni=nrvn nnnlm�IRui oui_nrrinldLirl_'IfV2.rlon_'I fLl ofih r4o W..,?nd7 77R,-AN.ri c4 natn IM l yra a i 5 uesign rot aps atlmmary itepon 2QI min Design Maps Summary Report User -Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.472980N, 122.27673°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 5000in k A � II ",O a neon Su en 0 Tu -Wl /j �(�j N O R T H � co 1s7 aMEflICA co i mapqulest � 02015 N Quest °' Sotrt� data ® 15 "Up 0 MapQuest USGS-Provided Output Ss = 1.483 g Sh,s = 1,483 g Sps = 0.988 g S1 = 0.555 g S,,11 = 0.832 g SDI = 0.555 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCER Response Spectrum 1.65 1.50 1.35 1.20 1.05 0.90 y 0.75 0.60- 0. 4 5 0.30 0.15 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) Design Response Spectrum 1.10 1.00 0.90 0.90 0.70 C� 0.60 y 0.50 0.40-- 0. 30 - F_\ 0.20 0.10 0.00 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. 5 of 80 Fifn•!!dnvl_onrlhr���4o nr,�enc nr•�,h/oeinmm�ncfi q+b��mm��r nhn NamrJsl=minim olkldi+oWf=47dT707R10n rvi+j,_'2777R77Kei#c-I.c.=gAtr:eL-n.f--,-nY 1ft ' L LM - 5=t'4t7tr1-5t � �^ S 1n�f ��s4—St a LC� i 5 (P I S-1-4'4th=St cif I 1 ` 437 46th Av,e, S m ar- d{ 5 1r46th-St f S 14 th—St Cll _ L , CP C' 41' f¢J 0• t? Hodge g g en ineerin inc. Snow Loading Calculation Site: 14437 4611 Ave S Tukwila, WA Plan: Shawgo Residence Job: 150415 Following: - Snow Load Analysis for Washington; Second Edition by the Structural Engineers Association of Washington - WABO/SEAW White Paper #8 "Guidelines for Determining Snow Loads in Washington State" available on www.seaw.org/publications - ASCE 7-10 Chapter 7 Snow Loads Ground Snow Load pe:. (ASEC 7-10 7.2 Extreme value statistical analysis using 2% annual probability of being exceeded) Normalized ground snow load (NGSL) = 0.050 Elevation = 310 ft. Ground snow load = NGSL x elevation = 0.050 * 310 = 15.5 psf = pg Roof Snow Load pf: ASCE 7-10 7.3 Flat roof snow load pf = 0.7CeCtlpg ASCE 7-10 7.3.1 Ce is the exposure factor = 1.0 for partially exposed structure (table 7.2) ASCE 7-10 7.3.2 Ct is the thermal factor = 1.0 for heated residences (table 7.3) ASCE 7-10 7.3.3 1 is the importance factor = 1.0 for residences ASCE 7-10 7.4 Sloped roof snow loads - no roof slope reduction Cs taken ASCE 7-10 7.6 Trussed roof or slope exceeding 7:12 — no unbalanced snow loading pf = 0.7CeCtlpg =0.7* 1.0* 1.0* 1.0* 15.5psf =11psf Minimum roof snow load 25 psf. "Snow load to be approved by the authority having jurisdiction..." ASCE 7-10 7.2 e Hodge Engineering, Inc. John E. Hodge P. E. 2615 Jahn Ave NW Ste. E5 Gig Harbor, W-1� Fax fl�5 0 033` (253) 857-7e55 ,{` 53) 557-7599 0 ❑ WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw Level 1 of 2 0' WoodWorks® Shearwalls 10.31 June 26, 2015 12:02:37 70' 65' 60' 55' 4j11 N _. co - � 45' D23 N,�y R~ E-1 �6^ E-2 ^�6 40' �o 35' v ^^0 L ,9 1 �6 C-2587 G D-2 � . ........ 473....... C-1...........----• 1_�� � O .�� C 3 �� 25 r• ,�� 20' 15, ii 5' 567 9� 89� A_1 .............. 161 0. �.. -5' _ -10, -15' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' 85' 90' 95' 100' Factored shearline force (Ibs) U-{ Unfactored applied shear load (plf) Factored holddown force (Ibs) Unfactored dead load (plf,lbs) • C Compression force exists Applied point load or discontinuous shearline force (Ibs) ■ Vertical element required Loads Shown: Qe; Forces: 0.7E + 0.61D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 0.99. Orange = Selected wall(s) 8 of 80 [—] I WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw WoodWorks® Shearwalls 10.31 June 25, 2015 12:02:37 Level 2 of 2 70' S 65'. G 3 G-1 . _ SG� N N N ' 60' N -� F-2 �� 55' oy N 50, oy 2807 F-1 tx`t� c0 45' 2896 E99 s99 19 E 2 OO 9G90 4 S099Oa 35 416 1� My 30' ,o� o1?oQ C-1 oF"0 ^�C-23 o�0Ire ^ rL r11739 �25' iM m 1 20' _-... N 15' q 10' 5' ., ............ 0' -5' .......... 10' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' 85' 90' 95' 100' Factored shearline force (Ibs) Unfactored applied shear load (plf) Factored holddown force (Ibs) Unfactored dead load (plf,lbs) • C Compression force exists Applied point load or discontinuous shearline force (Ibs) ■ Vertical element required Loads Shown: Qe; Forces: 0.7E + 0.61D; E = pQe + 0.2 Sds D; p(NS) = 1.0; p(EW) = 1.0; Sds = 0.99. Orange = Selected wall(s) 9 of 80 WoodWorksO Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 10.31 LATERAL ANALYSIS.wsw Project Information COMPANY AND PROJECT INFORMATION Company Project HODGE ENGINEERING 2615 JAHN AVE NW SUITE E5 GIG HARBOR, WA 98335 (253)-857-7055 nFRIC.N RFTTINr;R Jun. 25, 201512:40:31 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 1.00 Seismic 1.00 1.00 0.60 Wind 1.00 Wind Service Conditions and Load Duration Max Shearwall Offset [ft] Duration Temperature Moisture Content Plan Elevation Factor Range Fabrication Service (within story) (between stories) 1.60 T<=100F 19% 10°s 6.00 5.00 Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - - - Ignore non -wood -panel shear resistance contribution... Collector forces based on... Wind Seismic Hold-downs Applied loads Never when comb' d w/ wood panels Drag struts Applied loads Shearwall Relative Rigidity: Wall capacity Design Shearwall Force/Length: Based on wall rigidity/length RITE INFORMATION -------- ----------- Wind Seismic ASCE 7-10 Directional (All heights) ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 110mph Risk Category Category II - All others Exposure Exposure B Structure Type Regular Enclosure Enclosed Building System Bearing Wall Min Wind Loads: Walls 16 psf Design Category D Roofs 8 psf Site Class D Topographic Information [ft] Spectral Response Acceleration Shape Height Length S1:0.555g Ss:1.483g Fundamental Period E-W N-S - - - Site Location: - T Used Approximate Ta 0. 181s 0. 181s 0.181s 0. 181s Elev: Oft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Maximum T 0.253s 0.253s 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 0 10 of 80 Woodworks® Shearwalls LATERAL ANALYSIS.wsw Jun. 25, 201512:40:31 Structural Data STORY INFORMATION Hold-down Story Floor/Ceiling Wall Length subject to Bolt Elev ft Depth in Height ft shrinkage in length in Ceiling 21.50 0.0 Level 12.50 10.0 9.00 14.0 14.5 Level 3.00 10.0 9.00 14.0 14.5 Foundation 2.00 RI.00K and ROOF INFORMATION Block Roof Panels Dimensions ft Face Type Sloe Overhang ft Block 2 Story E-W Ridge Location X,Y = 24.00 39.00 North Side 18.5 1.00 Extent X,Y= 54.00 29.00 South Side 18.5 1.00 Ridge Y Location, Offset 53.50 0.00 East Hip 30.0 0.50 Ridge Elevation, Height 26.50 5.00 West Hip 30.0 0.50 Block 2 2 Story N-S Ridge Location X,Y = 0.50 24.50 North Hip 18.5 1.00 Extent X,Y = 24.00 27.50 South Gable 90.0 1.00 Ridge X Location, Offset 12.00 0.00 East Side 18.5 1.00 Ridge Elevation, Height 25.50 4.00 West Side 18.5 1.00 Block 3 2 Story N-S Ridge Location X,Y = 77.50 38.50 North Gable 90.0 1.00 Extent X,Y = 12.50 18.00 South Joined 18.5 1.00 Ridge X Location, Offset 84.00 0.00 East side 18.5 1.00 Ridge Elevation, Height 24.00 2.00 West side 18.5 1.00 Block 4 2 Story N-S Ridge Location X,Y = 74.50 16.50 North Joined 161.5 1.00 Extent X,Y = 21.00 22.50 South Gable 90.0 1.00 Ridge X Location, Offset 84.50 0.00 East side 18.5 1.00 Ridge Elevation, Height 25.00 3.50 West Side 18.5 1.00 Block 5 1 Story E-W Ridge Location X,Y = 74.50 1.00 North Side 90.0 1.00 Extent X,Y = 21.50 15.50 South Side 7.0 1.00 Ridge Y Location, Offset 16.50 8.00 East Gable 90.0 1.00 Ridge Elevation, Height 23.50 2.00 West Gable 90.0 1.00 Block 6 1 Story E-W Ridge Location X,Y = 47.50 31.00 North Side 90.0 1.00 Extent X,Y = 25.50 8 .00 South Side 7.0 1.00 Ridge Y Location, Offset 39.00 4.00 East Gable 90.0 1.00 Ridge Elevation, Height 22.50 1.00 West Gable 90.0 1.00 11 of 80 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Jun. 25, 201512:40:31 I RI-IFATWINC: MATFRIAI S by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Df Eg Fd Bk Notes in in Ibs/in in in 1 Ext Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 6 12 Y 1,3 Legend: Grp — Wall Design Group number, used to reference wall in other tables Sun`— Exterior or interior surface when applied to exterior wall Ratng — Span rating, see SDPWS Table C4.2.2.2C Thick — Nominal panel thickness GU - Gypsum underlay thickness Ply — Number of plies (or layers) in construction of plywood sheets Or — Orientation of longer dimension of sheathing panels Gvtv — Shear stiffness in Iblin. of depth from SDPWS Tables C4.2.2A-B Type — Fastener type from SDPWS Tables 4.3A-D: Nail — common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing — casing nail; Roof — roofing nail; Screw — drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120"x 1-314" (gypsum sheathing, 25132" fiberboard), 1-112" (lath & plaster, 112" fiberboard); 13 ga plasterboard = 0.92"x 118". Cooler or gypsum wallboard nail: 5d = .086" x 1-5/8'; 6d = .092" x 1-7/8" 8d =. 113" x 2-3/8" 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-114"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. 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. CDAMIIJr] MATPRIAI R and QTANnARn WAI I by WAI L GROUP Wall Grp Species Grade b d Spcg in in in SG E Standard Wall pSIA6 1 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 Legend: Wall Grp — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spcg — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E — Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 12 of 80 Woodworks® Shearwalls LATERAL ANALYSIS.wsw Jun. 25, 201512:40:31 SHEARI INE WALL and OPENING MMEMMNS North -south Shearlines Type Wall Group Location X ft Extent [ftj Start End Length Ift] FHS [ftj Wind Seismic Height ft Line 1 Level 2 Line 1 Seg 1 0.00 24.50 52.00 27.50 23.50 23.50 9.00 Wall 1-1 Seg 1 0.00 24.50 52.00 27.50 23.50 23.50 - Opening 1 - - 39.50 43.50 4.00 - - 3.00 Lovell Line 1 Seg 1 0.00 24.50 52.00 27.50 27.50 27.50 9.00 Wall 1-1 Seg 1 0.00 24.50 52.00 27.50 27.50 27.50 - Line 2 Level 2 Line 2 Seg 1 24.00 24.50 66.50 42.00 29.00 29.00 9.00 Wall 2-2 Seg 1 23.50 52.00 66.50 14.50 14.50 14.50 - Wall 2-1 Seg 1 24.00 24.50 39.00 14.50 14.50 14.50 - Level 1 Line 2 Seg 1 23.50 24.50 66.50 42.00 34.50 34.50 9.00 Wall 2-3 Seg 1 23.50 52.00 66.50 14.50 14.50 14.50 - Wall 2-2 Seg 1 24.00 38.75 46.50 7.75 7.75 7.75 - Wall 2-1 Seg 1 24.00 24.50 38.75 14.25 12.25 12.25 - Opening 1 - - 28.75 30.75 2.00 - - 3.00 Line 3 Level 2 Line 3 NSW 46.50 30.25 68.00 37.75 0.00 0.00 9.00 Wall 3-2 NSW 46.50 66.50 68.00 1.50 0.00 0.00 - Wall 3-1 NSW 47.00 36.25 39.00 2.75 0.00 0.00 - Level 1 Line 3 NSW 46.50 30.25 68.00 37.75 0.00 0.00 9.00 Wall 3-2 NSW 47.00 66.50 68.00 1.50 0.00 0.00 - Wall 3-1 NSW 47.00 30.25 38.75 8.50 0.00 0.00 - Line 4 Level 2 Line 4 NSW 63.50 29.25 68.00 38.75 0.00 0.00 9.00 Wall 4-1 NSW 64.50 36.25 39.00 2.75 0.00 0.00 - Wall 4-2 NSW 69.00 66.50 68.00 1.50 0.00 0.00 - Level 1 Line 4 NSW 63.50 29.25 68.00 38.75 0.00 0.00 9.00 Wall 4-1 NSW 63.50 29.25 30.25 1.00 0.00 0.00 - Line 5 Level 2 Line 5 Seg 1 75.50 24.50 66.50 42.00 24.25 24.25 9.00 Wall 5-1 Seg 1 74.00 24.50 39.00 14.50 14.50 14.50 - Wall 5-2 Seg 1 77.50 56.75 66.50 9.75 9.75 9.75 - Level 1 Line 5 Seg 1 75.00 0.00 68.00 68.00 38.50 38.50 9.00 Wall 5-1 Seg 1 74.00 0.00 29.25 29.25 29.25 29.25 - Wall 5-2 Seg 1 77.50 56.75 68.00 11.25 9.25 9.25 - Opening 1 - - 61.25 63.25 2.00 - - 3.00 Line 6 Level 2 Line 6 Seg 1 89.50 16.00 56.75 40.75 8.50 8.50 9.00 Wall 6-1 Seg 1 87.50 16.00 24.50 8.50 8.50 8.50 - Wall 6-2 Seg 1 90.50 39.00 56.75 17.75 0.00 0.00 - Opening 1 - - 40.50 43.50 3.00 - - 3.00 Opening 2 - - 44.50 51.25 6.75 - - 3.00 Opening 3 - - 52.50 56.25 3.75 - - 3.00 Lovell Line 6 Seg 1 90.50 0.00 56.75 56.75 0.00 0.00 9.00 Wall 6-1 Seg 1 90.50 33.50 56.75 23.25 0.00 0.00 - Opening 1 - - 35.25 39.25 4.00 - - 3.00 Opening 2 - - 40.50 43.50 3.00 - - 3.00 Opening 3 - - 44.50 50.75 6.25 - - 3.00 Opening 4 - - 52.50 55.00 2.50 - - 3.00 Line 7 Level 2 Line 7 Seg 1 96.00 16.00 39.00 23.00 18.00 18.00 9.00 Wall 7-1 Seg 1 96.00 16.00 39.00 23.00 18.00 18.00 - Opening 1 - - 25.75 30.75 5.00 - - 3.00 Lovell Line 7 Seg 1 96.00 0.00 33.50 33.50 27.00 27.00 9.00 Wall 7-1 Seg 1 96.00 0.00 33.50 33.50 27.00 27.00 - Opening 1 - - 8.00 10.00 2.00 - - 3.00 Opening 2 - I - 25.50 30.00 4.50 - - 1 3.00 4 13 of 80 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Jun. 25, 2015 12:40:31 I -QWF:ARI IMF WAI 1 anrd nPFNINr, nimFNSinNS frnnfinupol East -west Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group Y ft Start End ft Wind Seismic ft Line A Level 1 Line A Seg 1 0.00 73.75 96.00 22.25 6.25 6.25 9.00 Wall A-1 Seg 1 0.00 73.75 96.00 22.25 6.25 6.25 - opening 1 - - 76.75 92.75 16.00 - - 3.00 Line B Leve12 Line B Seg 1 16.00 87.50 96.00 8.50 0.00 0.00 9.00 Wall B-1 Seg 1 16.00 87.50 96.00 8.50 0.00 0.00 - Opening 1 - - 89.25 91.25 2.00 - - 3.00 Opening 2 - - 92.50 94.50 2.00 - - 3.00 Line C Leve12 Line C Seg 1 24.50 0.00 24.00 24.00 16.00 16.00 9.00 Wall C-1 Seg 1 24.50 0.00 24.00 24.00 16.00 16.00 - Opening 1 - - 4.75 8.75 4.00 - - 3.00 Opening 2 - - 15.75 19.75 4.00 - - 3.00 Wall C-2 NSW 24.50 73.75 87.50 13.75 0.00 0.00 - Level 1 Line C Seg 1 25.50 0.00 96.00 96.00 16.75 16.75 9.00 Wall C-3 Seg 1 24.50 79.50 90.50 11.00 11.00 11.00 - Wall C-1 Seg 1 24.50 0.00 23.75 23.75 5.75 5.75 - Opening 1 - - 3.00 21.00 18.00 - - 3.00 Wall C-2 Seg 1 29.50 63.25 73.75 10.50 0.00 0.00 - Opening 1 - - 65.00 73.00 8.00 - - 3.00 Line D Level 1 Line D Seg 1 30.50 46.75 96.00 49.25 6.50 6.50 9.00 Wall D-1 Seg 1 30.50 46.75 63.25 16.50 6.50 6.50 - Opening 1 - - 49.75 59.75 10.00 - - 3.00 Wall D-2 NSW 33.50 90.25 96.00 5.75 0.00 0.00 - Line E Leve12 Line E Seg 1 38.00 0.00 96.00 96.00 39.50 39.50 9.00 Wall E-2 Seg 1 36.50 46.75 64.25 17.50 11.25 11.25 - Opening 1 - - 50.50 54.75 4.25 - - 3.00 Opening 2 - - 58.25 60.25 2.00 - - 3.00 Wall E-1 Seg 1 39.00 24.00 46.75 22.75 13.00 13.00 - Opening 1 - - 24.75 27.25 2.50 - - 3.00 Opening 2 - - 36.00 42.50 6.50 - - 3.00 Wall E-4 Seg 1 39.00 90.25 96.00 5.75 5.75 5.75 - Wall E-3 Seg 1 39.00 64.25 73.75 9.50 9.50 9.50 - Level 1 Line E Seg 1 39.00 0.00 90.25 90.25 29.75 29.75 9.00 Wall E-1 Seg 1 39.00 23.75 46.75 23.00 14.00 14.00 - Opening 1 - - 37.75 45.00 7.25 - - 3.00 Wall E-2 Seg 1 39.00 74.50 90.25 15.75 15.75 15.75 - Line F Leve12 Line F Seg 1 53.50 0.00 90.25 90.25 36.25 36.25 9.00 Wall F-1 Seg 1 52.00 0.00 23.50 23.50 23.50 23.50 - Wall F-2 Seg 1 57.00 77.50 90.25 12.75 12.75 12.75 - Level 1 Line F Seg 1 53.50 0.00 90.25 90.25 24.25 24.25 9.00 Wall F-1 Seg 1 52.00 0.00 23.50 23.50 18.00 18.00 - Opening 1 - - 2.50 5.50 3.00 - - 3.00 Wall F-2 Seg 1 57.00 77.50 90.25 12.75 6.25 6.25 - opening 1 - - 80.50 83.50 3.00 - - 3.00 Opening 2 - - 84.00 87.00 3.00 - - 3.00 Line G Leve12 Line G Seg 1 67.00 23.50 77.50 54.00 19.75 19.75 9.00 Wall G-3 Seg 1 66.50 69.00 77.50 8.50 0.00 0.00 - Opening 1 - - 69.75 71.50 1.75 - - 3.00 Opening 2 - - 73.50 75.50 2.00 - - 3.00 Wall G-1 Seg 1 66.50 23.50 46.50 23.00 15.50 15.50 - Opening 1 - - 26.25 29.25 3.00 - - 3.00 Opening 2 - - 42.00 44.00 2.00 - - 3.00 Wall G-2 Seg 1 68.00 46.50 69.00 22.50 4.25 4.25 1 - 14 of 80 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Jun. 25, 201512:40:31 I SHEARLINE, WALL and OPENING DIMENSIONS (continued) Opening 1 - - 48.75 52.25 3.50 - - 3.00 Opening 2 - - 54.00 56.75 2.75 - - 3.00 Opening 3 - - 58.50 61.50 3.00 - - 3.00 Opening 4 - - 65.75 67.75 2.00 - - 3.00 Level 1 Line G Seg 1 67.50 23.50 77.50 54.00 26.25 26.25 9.00 Wall G-1 Seg 1 66.50 23.50 46.75 23.25 8.25 8.25 - Opening 1 - - 25.50 28.00 2.50 - - 3.00 Opening 2 - - 28.50 31.00 2.50 - - 3.00 Opening 3 - - 31.50 34.00 2.50 - - 3.00 Opening 4 - - 39.50 41.50 2.00 - - 3.00 Opening 5 - - 42.00 44.00 2.00 - - 3.00 Wall G-2 Seg 1 68.00 46.75 77.50 30.75 18.00 18.00 - Opening 1 - - 52.50 55.50 3.00 - - 3.00 Opening 2 - - 56.00 59.00 3.00 - - 3.00 Opening 3 - - 67.00 69.00 2.00 - - 3.00 Opening 4 - - 73.25 75.25 2.00 - - 3.00 Legend Type - Seg = segmented, Prf = perforated, NSW = non-shearwall Location - dimension perpendicular to wall FHS - length of full -height sheathing used to resist shear force Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall 6 15 of 80 I Woodworks® ShearWalls LATERAL ANALYSIS.wsw Jun. 25, 2015 12:40:31 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out -of -plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift (NBC 4.1.8.13 (3)). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D). 7 16 of 80 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Jun. 25, 201512:40:31 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads CNFAR RFRI II TA N-S W For H/W-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line 1 Level 2 Lnl, Lev2 1 S->N 1.0 893 38.0 38.0 339 1.00 S 339 7955 0.11 1 N->S 1.0 689 29.3 29.3 339 1.00 S 339 7955 0.09 Level 1 Lnl, Levl 1 S->N 1.0 1850 67.3 67.3 339 1.00 S 339 9309 0.20 1 N->S 1.0 1503 54.6 54.6 339 1.00 S 339 9309 0.16 Line 2 Level 2 Ln2, Lev2 1 S->N 1.0 2644 - 91.2 339 1.00 S 339 9817 0.27 1 N->S 1.0 2392 - 82.5 339 1.00 S 339 9817 0.24 Wall 2-2 1 S->N 1.0 1322 91.2 91.2 339 1.00 339 4909 0.27 1 N->S 1.0 1196 82.5 82.5 339 1.00 339 4909 0.24 Wall 2-1 1 S->N 1.0 1322 91.2 91.2 339 1.00 339 4909 0.27 1 N->S 1.0 1196 82.5 82.5 339 1.00 339 4909 0.24 Level 1 Ln2, Levl 1 S->N 1.0 6133 - 177.8 339 1.00 S 339 11679 0.53 1 N->S 1.0 5757 - 166.9 339 1.00 S 339 11679 0.49 Wall 2-3 1 S->N 1.0 2578 177.8 177.8 339 1.00 339 4909 0.53 1 N->S 1.0 2420 166.9 166.9 339 1.00 339 4909 0.49 Wall 2-2 1 S->N 1.0 1378 177.8 177.8 339 1.00 339 2624 0.53 1 N->S 1.0 1293 166.9 166.9 339 1.00 339 2624 0.49 Wall 2-1 1 S->N 1.0 2178 177.8 177.8 339 1.00 339 4147 0.53 1 N->S 1.0 2044 166.9 166.9 339 1.00 339 4147 0.49 Line 5 Level 2 LnS, Lev2 1 S->N 1.0 2237 - 92.2 339 1.00 S 339 8209 0.27 1 N->S 1.0 2219 - 91.5 339 1.00 S 339 8209 0.27 Wall 5-1 1 S->N 1.0 1338 92.2 92.2 339 1.00 339 4909 0.27 1 N->S 1.0 1327 91.5 91.5 339 1.00 339 4909 0.27 Wall 5-2 1 S->N 1.0 899 92.2 92.2 339 1.00 339 3301 0.27 1 N->S 1.0 892 91.5 91.5 339 1.00 339 3301 0.27 Level 1 LnS, Levl 1 Both 1.0 6857 - 178.1 339 1.00 S 339 13033 0.53 Wall 5-1 1 Both 1.0 5210 178.1 178.1 339 1.00 339 9902 0.53 Wall 5-2 1 Both 1.0 1648 178.1 178.1 339 1.00 339 3131 0.53 Line 6 Level 2 Ln6, Lev2 1 S->N 1.0 696 - 81.9 339 1.00 S 339 2877 0.24 1 N->S 1.0 664 - 78.1 339 1.00 S 339 2877 0.23 Wall 6-1 1 S->N 1.0 696 81.9 81.9 339 1.00 339 2877 0.24 1 N->S 1.0 664 78.1 78.1 339 1.00 339 2877 0.23 Wall 6-2 1 Both 1.0 0 339 1.00 339 - - Line 7 Ln7, Lev2 1 S->N 1.0 176 9.8 9.8 339 1.00 S 339 6093 0.03 1 N->S 1.0 172 9.5 9.5 339 1.00 S 339 6093 0.03 Level 1 Ln7, Levl 1 Both 1.0 2213 82.0 82.0 339 1.00 S 339 9140 0.24 E-W W For H/W-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines G Dir Int Ext V Ibs Max v Int Ext Co C Total V Ibs Res . Line A Level 1 LnA, Levl 1 Both 1.0 813 130.1 130.1 339 1.00 S 339 2116 0.38 Line C Level 2 LnC, Lev2 1 Both 1.0 1422 88.9 88.9 339 1.00 S 339 5416 0.26 Level 1 LnC, Levl 1 Both 1.0 3013 - 179.9 339 1.00 S 339 5670 0.53 Wall C-3 1 Both 1.0 1979 179.9 179.9 339 1.00 339 3724 0.53 Wall C-1 1 Both 1.0 1034 179.9 179.9 339 1.00 339 1946 0.53 Wall C-2 1 Both 1.0 0 339 1.00 339 - - Line D LnD, Levl 1 Both 1.0 1285 197.6 197.6 339 1.00 S 339 2200 0.58 Line E Level 2 17 of 80 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Jun. 25, 201512:40:31 R14PAR RFAI11 TA I flaYihle wind dasinn_ continued) LnE, Lev2 1 Both 1.0 1649 - 41.8 339 1.00 S 339 13372 0.12 Wall E-2 1 Both 1.0 470 41.8 41.8 339 1.00 339 3808 0.12 Wall E-1 1 Both 1.0 574 41.8 41.8 339 1.00 339 4401 0.12 Wall E-4 1 Both 1.0 240 41.8 41.8 339 1.00 339 1946 0.12 Wall E-3 1 Both 1.0 397 41.8 41.8 339 1.00 339 3216 0.12 Level 1 LnE, Levi 1 Both 1.0 3291 - 110.6 339 1.00 S 339 10071 0.33 Wall E-1 1 Both 1.0 1742 110.6 110.6 339 1.00 339 4739 0.33 Wall E-2 1 Both 1.0 1742 110.6 110.6 339 1.00 339 5332 0.33 Line F Level 2 LnF, Lev2 1 Both 1.0 1148 - 31.7 339 1.00 S 339 12271 0.09 Wall F-1 1 Both 1.0 744 31.7 31.7 339 1.00 339 7955 0.09 Wall F-2 1 Both 1.0 404 31.7 31.7 339 1.00 339 4316 0.09 Level 1 LnF, Levl 1 Both 1.0 2425 - 100.0 339 1.00 S 339 8209 0.30 Wall F-1 1 Both 1.0 2050 100.0 100.0 339 1.00 339 6093 0.30 Wall F-2 1 Both 1.0 675 100.0 100.0 339 1.00 339 2116 0.30 Line G Level 2 LnG, Lev2 1 Both 1.0 439 - 22.2 339 1.00 S 339 6686 0.07 Wall G-3 1 Both 1.0 0 339 1.00 339 - - Wall G-1 1 Both 1.0 400 22.2 22.2 339 1.00 339 5247 0.07 Wall G-2 1 Both 1.0 250 22.2 22.2 339 1.00 339 1439 0.07 Level 1 LnG, Levl 1 Both 1.0 1112 - 42.4 339 1.00 S 339 8886 0.13 Wall G-1 1 Both 1.0 498 42.4 42.4 339 1.00 339 2793 0.13 Wall G-2 1 Both 1.0 879 42.4 42.4 339 1.00 339 6093 0.13 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. H/W--Cub - Fibreboard height -to -width factor from SDPWS table 4.3.4 note 3, or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int and ext unit shear capacity inc. perforation factor. V - For wall. Sum of combined shear capacities for all segments on wall. For shearline: sum of all wall capacities on line. Crit Resp - Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or 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 SDPWS 4.3.6.4.2,4. 18 of 80 Woodworks® ShearWalls LATERAL ANALYSIS.wsw Jun. 25, 201512:40:31 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Ibs Area s .ft Story E-W Shear jibs] N-S Diaphragm E-W Force Fpx [Ibs] N-S 2 63109 2841.5 12583 12583 12583 12583 1 62165 3496.0 6472 6472 12292 12292 All 125273 - 19054 19054 - - Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear— Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Input by user (overriding calculated value). Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.99; Ev = 0.198 D unfactored; 0.138 D factored; total dead load factor: 0.6 - 0.138 = 0.462 tension, 1.0 + 0.138 = 1.138 compression. 10 19 of 80 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Jun. 25, 2015 12:40:31 QHEAR RES II TS I flaYihla-Pigmir- dacianl N-S W For HM-Cub ASD Shear Force [plf] Allowable Shear [pit] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line 1 Level 2 Ln1, Lev2 1 Both 1.0 1085 46.2 46.2 242 1.00 S 242 5682 0.19 Level 1 Lnl, Levl 1 Both 1.0 1544 56.1 56.1 242 1.00 S 242 6650 0.23 Line 2 Level 2 Ln2, Lev2 1 Both 1.0 3177 - 109.5 242 1.00 S 242 7012 0.45 Wall 2-2 1 Both 1.0 1588 109.5 109.5 242 1.00 242 3506 0.45 Wall 2-1 1 Both 1.0 1588 109.5 109.5 242 1.00 242 3506 0.45 Level 1 Ln2, Levl 1 Both 1.0 4483 - 132.5 242 1.00 S 242 8342 0.55 Wall 2-3 1 Both 1.0 1922 132.5 132.5 242 1.00 242 3506 0.55 Wall 2-2 1 Both 1.0 1027 132.5 132.5 242 1.00 242 1874 0.55 Wall 2-1 1 Both .94 1534 125.2 125.2 228 1.00 228 2797 0.55 Line 5 Level 2 Ln5, Lev2 1 Both 1.0 3075 - 126.8 242 1.00 S 242 5864 0.52 Wall 5-1 1 Both 1.0 1839 126.8 126.8 242 1.00 242 3506 0.52 Wall 5-2 1 Both 1.0 1236 126.8 126.8 242 1.00 242 2358 0.52 Level 1 Ln5, Levl 1 Both 1.0 5443 - 141.4 242 1.00 S 242 9309 0.58 Wall 5-1 1 Both 1.0 4135 141.4 141.4 242 1.00 242 7073 0.58 Wall 5-2 1 Both 1.0 1308 141.4 141.4 242 1.00 242 2237 0.58 Line 6 Level 2 Ln6, Lev2 1 Both 1.0 1130 - 132.9 242 1.00 S 242 2055 0.55 Wall 6-1 1 Both 1.0 1130 132.9 132.9 242 1.00 242 2055 0.55 Wall 6-2 1 Both 1.0 0 242 1.00 242 - - Line 7 Ln7, Lev2 1 Both 1.0 341 19.0 19.0 242 1.00 S 242 4352 0.08 Level 1 Ln7, Levl 1 Both .78 1869 69.2 69.2 188 1.00 S 188 5078 0.37 E-W W For HM-Cub ASD Shear Force [plf] Allowable Shear [plf] Crit. Shearlines Gp Dir Int Ext V Ibs vmax v Int Ext Co C Total V Ibs Res . Line A Level 1 LnA, Levl 1 Both .67 567 90.7 90.7 161 1.00 S 161 1008 0.56 Line C Level 2 LnC, Lev2 1 Both .94 1739 108.7 108.7 228 1.00 S 228 3654 0.48 Level 1 LnC, Levl 1" Both 1.0 2473 - 170.4 242 1.00 S 242 4050 0.70 Wall C-3 1A Both 1.0 1875 170.4 170.4 242 1.00 242 2660 0.70 Wall C-1 1A Both .61 599 104.1 104.1 148 1.00 148 850 0.70 Wall C-2 1A Both 1.0 0 242 1.00 242 - - Line D LnD, Levl 1 Both .67 587 90.4 90.4 161 1.00 S 161 1048 0.56 Line E Level 2 LnE, Lev2 1 Both 1.0 2896 - 79.8 242 1.00 S 242 9551 0.33 Wall E-2 1 Both .78 699 62.1 62.1 188 1.00 188 2116 0.33 Wall E-1 1 Both .94 1037 75.4 75.4 228 1.00 228 2969 0.33 Wall E-4 1 Both 1.0 459 79.8 79.8 242 1.00 242 1390 0.33 Wall E-3 1 Both 1.0 758 79.8 79.8 242 1.00 242 2297 0.33 Level 1 LnE, Levl 1 Both 1.0 4023 - 135.2 242 1.00 S 242 7194 0.56 Wall E-1 1 Both 1.0 2130 135.2 135.2 242 1.00 242 3385 0.56 Wall E-2 1 Both 1.0 2130 135.2 135.2 242 1.00 242 3808 0.56 Line F Level 2 LnF, Lev2 1 Both 1.0 2807 - 77.4 242 1.00 S 242 8765 0.32 Wall F-1 1 Both 1.0 1820 77.4 77.4 242 1.00 242 5682 0.32 Wall F-2 1 Both 1.0 987 77.4 77.4 242 1.00 242 3083 0.32 Level 1 LnF, Levl 1 Both 1.0 3736 - 168.6 242 1.00 S 242 5864 0.70 Wall F-1 1 Both 1.0 3455 168.6 168.6 242 1.00 242 4352 0.70 Wall F-2 1 1 Both .67 758 112.4 112.4 161 1.00 161 1008 0.70 11 20 of 80 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Jun. 25, 201512:40:31 I SHEAR RESULTS I flexible seismic desian. continued) Line G Level 2 LnG, Lev2 1 Both 1.0 1366 - 95.7 242 1.00 S 242 4776 0.40 Wall G-3 1 Both 1.0 0 242 1.00 242 - - Wall G-1 1 Both .61 1114 61.9 61.9 148 1.00 148 2290 0.42 Wall G-2 1 Both .94 1076 95.7 95.7 228 1.00 228 971 0.42 Level 1 LnG, Levl 1 Both 1.0 1952 - 83.7 242 1.00 S 242 6347 0.35 Wall G-1 1 Both .61 636 54.1 54.1 148 1.00 148 1219 0.37 Wall G-2 1 Both .94 1736 83.7 83.7 228 1.00 228 4111 0.37 Legend: Unless otherwise noted, the value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir — Direction of seismic force along shearline. HIV -Cub — Height -to -width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2 for critical segment on wall. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined int and ext. unit shear capacity inc. perforation factor. V — For wall.- combined shear capacity. For shearline: sum of all wall capacities on line. Crit Resp — Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. "W" indicates that the wind design criterion was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 12 21 of 80 �ooWOfICS® SitearwallS LATERAL ANALYSIS.wsw Jun. 25, 2015 12:40:31 13 22 of 80 it F O R T E M JOB SUMMARY REPORT BEAMCA-1.4TE Oii ROOF FRAMING Member Name Results Current Solution Comments Rl Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 R2 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 R3 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 R4 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 R5 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 R6 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 R7 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 R8 Passed 1 Piece(s) 3 1/2" x 12" 24F-V4 DF Glulam R9 Passed 1 Piece(s) 6 x 8 Douglas Fir -Larch No. 2 R10 Passed 1 Piece(s) 6 x 8 Douglas Fir -Larch No. 2 Rl l Passed 1 Piece(s) 6 x 8 Douglas Fir -Larch No. 2 R12 Passed 1 Piece(s) 4 x 12 Douglas Fir -Larch No. 2 02: UPPER FLOORTRAMING `.; :. T ` r j Member Name Results Current Solution Comments U1 Passed 1 Piece(s) 3 1/2" x 12" 24F-V4 DF Glulam U2 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 U3 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 U4 Passed 1 Piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL U5 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 U6 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 U7 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 U8 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 U9 Passed 1 Piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL U10 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 Ull Passed 1 Piece(s) 3 1/2" x 9 1/2" 24F-V4 DF Glulam U12 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 U13 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 U14 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 U15 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 U16 Passed 1 Piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL U17 Passed 1 Piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL U18 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 U19 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 U20 Passed i Piece(s) 5 1/2" x 15" 24F-V4 DF Glulam U21 Passed 1 Piece(s) 4 x 10 Douglas Fir -Larch No. 2 U22 Passed 2 Piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL U23 Passed 1 Piece(s) 4 x 10 Douglas Fir -Larch No. 2 U24 Passed 1 Piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam U25 Passed 1 Piece(s) 3 1/2" x 9 1/2" 24F-V4 DF Glulam U26 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 U27 Passed 1 Piece(s) 1 3/4" x 11 7/8" 2.0E Microllam@ LVL U28 Passed 1 Piece(s) 5 1/2" x 16 1/2" 24F-V4 DF Glulam U29 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 U30 Passed 1 Piece(s) 4 x 10 Douglas Fir -Larch No. 2 63:MAIN FLOOR FRAMING Member Name Results Current Solution Comments M1 Passed I 1 Piece(s) 4 x 6 Douglas Fir -Larch No. 2 Forte Software Operator I Job Notes Jesse Routley Hodoe Engineering (253)857-7055 jesse@liodgeengineeHng.com 7/28/2015 9:32:51 AM Forte v4.6, Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 1 of 45 23 of 80 a c L O R T " MEMBER REPORT ROOF FRAMING, R1 r ` 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 4' 3" 0 0 4' ' a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Desi 111`,RESUitS , ,=°. * °.Actual. @ Location,,. Allowed'>; Result ._ LDF_1 Load: Combination (Pattern) Member Reaction (Ibs) 269 @ 0 3281 (1.50") Passed (8%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 176 @ 8 3/4" 3502 Passed (5%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 285 @ 2' 1 1/2" 3438 Passed (8%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.003 @ 2' 1 1/2" 0.142 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.005 @ 2' 1 1/2" 1 0.213 1 Passed (U999+) -- 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (1.1360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced 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. a,... $UppOrtS ..`, Bearing Loads to Supports (Ibs) Accessories ;Total Available`. _Required - Dead' Snow 'Total: 1 - Trimmer - HF 1.50" 1.50" 1.50" 109 159 268 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 109 '59 268 None s ' Tributary Dead Snow Loads Location ,/ Width ., - _-(0.90) (1.15) Comments . 1 - Uniform (PSF) 0 to 4' 3" 3' 15.0 25.0 Residential - Living Areas 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 otter 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 Forte Software Operator Forte Software Operator Job Notes Jesse Routley Hodge Engineering (253) 857-7055 jesse@hodgeengineer ng.cam System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : Aso 4 SUSTAINABLE FORESTRY INnIATIVE 7/28/2015 9:32:51 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 2 of 45 24 of 80 MEMBER REPORT ROOF FRAMING, R2 PASSED F O R T E "' 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 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 Actual ®location Allowed Result' LDF Load: Combination (Pattern) Member Reaction (Ibs) 1161 @ 0 3281 (1.50") Passed (35%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 763 @ 8 3/4" 3502 Passed (22%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1234 @ 2' 1 1/2" 3438 Passed (36%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.014 @ 2' 1 1/2" 0.142 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.023 @ 2' 1 1/2" 1 0.213 Passed (L/999+) -- 1 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (1.1240). Bracing (Lu): All compression edges (top and bottom) must be braced 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" 444 717 1161 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 444 717 1161 None Tributary Dead Snow Loads Location Width (0.90) (1.1s) Comments 1 - Uniform (PSF) 0 to 4' 3" 13' 6" 15.0 25.0 Residential - 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 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 Forte Software Operator Forte Software Operator Job Notes Jesse Roulley Hodge Engineering (253) 857-7055 jesse@hodgeengineentig.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology: Aso 0 SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:32:52 AM Forte v4.6, Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 3 of 45 25 of 80 a F O R T E" MEMBER REPORT ROOF FRAMING, R3 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASStD Overall Length: 3' Y 0 0 3' 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 LDP Load: Combination (Pattern) Member Reaction (Ibs) 1018 @ 0 3281 (1.50") Passed (31%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 561 @ 8 3/4" 3502 Passed (16%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 827 @ 1' 7 1/2" 3438 Passed (24%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.005 @ 1' 7 1/2" 0.108 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.009 @ 1' 7 1/2" 1 0.162 1 Passed (L/999+) -- 1 1.0 D + 1.0 S (All Spans) Deflection criteria: U. (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 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" 388 630 1018 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 388 630 1018 None Loads Location Tributary Width - Dead (0.90) Snow (1.1S) Comments 1 - Uniform (PSF) 0 to 3' 3" 15' 6" 15.0 25.0 Residential - Living Areas Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteda 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 Porte Software Operator System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD l SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 7/28/2015 9:32:52 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 4 of 45 26 of 80 Job Notes Jesse Rouiley Hodge Engineering (253)857-7055 jesse@tiodgeengineering.com F 0 R T E e MEMBER REPORT ROOF FRAMING, R4 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 Overall Length: 2' 3" 0 0 1 a' a o 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) 705 @ 0 3281 (1.50") Passed (21%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 248 @ 8 3/4" 3502 Passed (7%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 396 @ 1' 1 1/2" 3438 Passed (12%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.001 @ 1' 1 1/2" 0.075 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.002 @ V 1 1/2" 1 0.112 Passed (L/999+) I -- 1 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (1.1360) and TL (IJ240). Bracing (Lu): All compression edges (top and bottom) must be braced at 2' 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 toads to Supports (Ibs) Accessories Total Available Required Dead Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 269 436 705 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 269 436 705 None Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 2' 3" 15' 6" 15.0 25.0 Residential - 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 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 Forte Software Operator Forte Software Operator Job Notes Jesse Routley Hodge Engineering (253) 657-7055 jesse@hodgeengineehng, com PASSED System : Wall Member Type : Header Building Use : Residential Building code : IBC Design Methodology : ASD (Zy SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:32:52 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 5 of 45 27 of 80 F O R T E" MEMBER REPORT ROOF FRAMING, R5 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASStD 0 Overall Length: 3' 3" 3' 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 . Allowed Result LDF, I Load: Combination (Pattern) Member Reaction (Ibs) 1050 @ 0 3281 (1.50") Passed (32%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 579 @ 8 3/4" 3502 Passed (17%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 853 @ 1' 7 1/2" 3438 Passed (25%) 1.15 1.0 D + 1.0 S (All Spans) Live Load DeFl. (in) 0.006 @ 1' 7 1/2" 0.108 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load DeFl. (in) 0.009 @ 1' 7 1/2" 1 0.162 1 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 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 - HIP 1.50" 1.50" 1.50" 400 650 1050 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 400 650 1050 None Tributary Dead Snow Loads Location." Width (0.90) (1.15) Comments 1 -Uniform (PSF) 0 to 3' 3" 16' 15.0 25.0 Residential - Uving 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 Forte Software Operator Forte Software Operator Job Notes Jesse Roulley Hodge Engineering (253)857-7055 jesse@tiodgeengineedng.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASO 4 SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:32:52 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 6 of 45 28 of 80 r," ` MEMBER REPORT ROOF FRAMING, R6 PASSED F O R T E 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 4' 3" a' 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 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 949 @ 0 3281 (1.50") Passed (29%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 623 @ 8 3/4" 3502 Passed (18%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1008 @ 2' 1 1/2" 3438 Passed (29%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.011 @ 2' 1 1/2" 0.142 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.018 @ 2' 1 1/2" 0.213 1 Passed (L/999+) -- 1 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (1-/240). Bracing (Lu): All compression edges (top and bottom) must be braced 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 NOS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Snow Total ' I - Trimmer - HF 1.50" 1.50" 1.50" 364 584 948 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 364 584 948 None Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1 -Uniform (PSF) 0 to 4' 3" 11' 15.0 25.0 Areas Residential - Living 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 Forte Software Operator Forte Software Operator Job Notes Jesse Routley Hodge Engineering (253)857-7055 jesse@hodgeengineering com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASO 1 SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:32:53 AM Forte v4.6, Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 7 of 45 29 of 80 F 0 R T E a MEMBER REPORT ROOF FRAMING, R7 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 4' 9" 0 4-6- o a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontaI.;Drawing is Conceptual Desi n Results . Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1298 @ 0 3281(1.50") Passed (40%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 899 @ 8 3/4" 3502 Passed (26%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 1541 @ 2' 4 1/2" 3438 Passed (45%) 1.15 1.0 D + 1.0 S (Ail Spans) Live Load Defl. (in) 0.022 @ 2' 4 1/2" 0.158 Passed (U999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.035 @ 2' 4 1/2" 1 0.237 Passed (L/999+) I -- 1 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 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 Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 496 802 1298 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 496 802 1298 None Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 4' 9" 13' 6" 15.0 25.0 Areas Residential - Uving 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 Forte Software Operator Forte Software Operator Job Notes Jesse Roulley Hodge Engineering (253)857-7055 jesse@hodgeengineedng.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASO iA SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:32:53 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 8 of 45 30 of 80 F 0 R T E e MEMBER REPORT ROOF FRAMING, R8 1 piece(s) 3 1/2" x 12" 24F-V4 DF Glulam 0 Overall Length: 16' 9" 1 16' 3" b 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) 3268 @ 1 1/2" 6825 (3.00") Passed (48%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 2780 @ 1' 3" 8533 Passed (33%) 1.15 1.0 D + 1.0 S (All Spans) Pos Moment (Ft-Ibs) 13279 @ 8' 4 1/2" 19320 Passed (69%) 1.15 1.0 D + 1.0 S (All Spans) Live Load DER. (in) 0.437 @ 8' 4 1/2" 0.550 Passed (L/454) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.717 @ 8' 4 1/2" 1 0.825 1 Passed (L/276) - 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (1.1360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 16 9" 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 = 16' 6". 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 NOS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required 1 Dead Snow I Total 1- Trimmer - HF 3.00" 3.00" 1.50" 1279 1989 3268 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 1279 1989 3268 None Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 16' 9" 9' 6" 15.0 25.0 Areas Residential - Uving 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 Forte Software Operator Forte Software Operator Job Notes Jesse Roulley Hodge Engineering (253)857-7055 jesseCDhodgee ng ineed ng. com PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASO 0 SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:32:53 AM Forte v4.6, Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 9 of 45 31 of 80 0 F 0 R T E n MEMBER REPORT ROOF FRAMING, R9 1 piece(s) 6 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 9' 2" 0 8' 3" a o 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) 1606 @ 4" 12251 (5.50") Passed (13%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1227 @ 1' i" 5376 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3165 @ 4' 7" 3705 Passed (85%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.099 @ 4' 7" 0.283 Passed (U999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.164 @ 4' 7" 0.425 1 Passed (U623) - 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 2" 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>7ot51d Bearing _:. Loads to .Supports. (Ibs) . , Accessories , Available Required : Dead Snow Total 1 - Stud wall - HF 5.50" 5.50" 1.50" 632 974 1606 Blocking 2 - Stud wall - HF 5.50" 5.50" 1.50" 632 974 1606 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the tull load is applied to the memoer Deing oeslgned. Loads Location •> Tributary Width Dead (0.90) Snow (1.15) Comments 1 - Uniform (PSF) 0 to 9' 2" 8' V 15.0 25.0 Roof 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 Forte Software Operator Forte Software Operator Job Notes Jesse Roulley Hodge Engineering (253)857-7055 jesse@hodgeengineedng.com System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : Aso Member Pitch: 0/12 (2}) SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:32:53 AM Forte v4.6.. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 10 of 45 32 of 80 'ad F 0 R T E ' MEMBER REPORT ROOF FRAMING, R10 1 piece(s) 6 x 8 Douglas Fir -Larch No. 2 Overall Length: 14' 2" 0 0 r r r r 13' 3• 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: dombinat9on (Pattern) Member Reaction (Ibs) 924 @ 4" 12251 (5.50") Passed (8%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 783 @ 1' 1" 5376 Passed (15%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2972 @ 7' 1" 3705 Passed (80%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.223 @ 7' 1" 0.450 Passed (L/727) 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.388 @ 7' 1" 1 0.675 1 Passed (1-/418) 1.0 D + 1.0 S (All Spans) • Deflection criteria: LL (1-1360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 14' 2" 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 Snow - Total 1 - Stud wall - HF 5.50" 5.50" 1.50" 393 531 924 Blocking 2 - Stud wall - HF 5.50" 5.50" 1.50" 393 531 924 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead " Snow s r Loads Location Width (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 14' 2" 3' 15.0 25.0 Roof 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 Forte Software Operator Forte Software Operator Job Notes Jesse Roulley Hodge Engineering (253)857-7055 j esse@ hodgee ng i neeh ng. corn PASSED System : Roof Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : Aso Member Pitch: 0/12 SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:32:54 AM Forte v4.6, Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 11 of 45 33 of 80 E F 0 R T E 2 MEMBER REPORT ROOF FRAMING, R11 1 piece(s) 6 x 8 Douglas Fir -Larch No. 2 PASSED 0 Overall Length: 10' 11" 10' 0 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontaI.;Drawing is Conceptual De51 n Results .,:Actual Cd Location_ : Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1161 @ 10' 7" 12251 (5.50") Passed (9%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 868 @ 9' 10" 5376 Passed (16%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2325 @ 5' 11 1/8" 3705 Passed (63%) 1.15 1.0 D + 1.0 S (All Spans) Live Load DeFl. (in) 0.102 @ 5' 6 15/16" 0.342 Passed (L1999+) -- 1.0 D + 1.0 S (All Spans) Total Load DeFl. (in) 0.174 @ 5' 6 7/8" 0.512 1 Passed (L/709) -- 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (1.1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 11" 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 - Stud wall - HF 5.50" 5.50" 1.50" 319 437 756 Blocking 2 - Stud wall - HF 5.50" 5.50" 1.50" 471 690 1161 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. Loads ; ," Location Tributary Width Dead , (0.90) ` Snow (1.15) Comments 1 - Tapered (PSF) 0 to 10, 11" 1' 6" to 6' 9" 15.0 25.0 Roof Weyerfiaeuser.'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 Forte Software Operator Forte Software Operator Job Notes Jesse Roulley Hodge Engineering (253)857.7055 jesse@hodgeengineedtig.com System : Roof Member Type: Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Member Pitch: 0/12 4 SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:32:54 AM Forte v4.6. Design Engine: V6.1.1.5 SEAMCA-1.4TE Page 12 of 45 34 of 80 r�;'1 F 0 R T E x MEMBER REPORT ROOF FRAMING, R12 1 piece(s) 4 x 12 Douglas Fir -Larch No. 2 0 Overall Length: 13' 6" 13' 1 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 Actual a Location Allowed Result LDF Load: Combination (Pattern) , Member Reaction (Ibs) 1282 @ 1 1/2" 6563 (3.00") Passed (20%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1057 @ 1' 2 1/4" 5434 Passed (19%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4169 @ 6' 9" 7004 Passed (60%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.117 @ 6' 9" 0.442 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.198 @ 6' 9" 0.663 Passed (L/802) - 1.0 D + 1.0 S (All Spans) Deflection cr teda: U. (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 13' 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 I Required Dead Snow Total 1 - Trimmer - HF 3.00" 3.00" 1.50" 523 759 1282 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 523 759 1282 None Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments 1 - Uniform (PSF) 0 to 13' 6" 4' 6" 15.0 25.0 Residential - 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 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 cerbfied to sustainable forestry standards. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : Aso 1 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 7/28/2015 9:32:54 AM Forte v4.6, Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 13 Of 45 35 of 80 Job Notes Jesse Routley Hodge Engineering (253)857-7055 jesse@hodgeengineedrig.com l F 0 R T E " MEMBER REPORT UPPER FLOOR FRAMING, Ul 1 piece(s) 3 1/2" x 12" 24F-V4 DF Glulam PASSED Overall Length: 19' 1 18' 6" 97 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 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2421 @ 1 1/2" 6825 (3.00") Passed (35%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2102 @ 1' 3" 8533 Passed (25%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-Ibs) 11197 @ 9' 6" 19320 Passed (58%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl.(in) 0.295 @ 9' 6" 0.625 Passed (L/763) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.781 @ 9' 6" 0.938 Passed (U288) 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection aiteria: U. (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 19' 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' 9". 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 NOS 2005 methodology. Supports pP Bearing Loads to supports (Ibs) Accessories Total Available R squired Dead Floor Live Snow Total 1- Trimmer- HF 3.00" 3.00" 1.50" 1506 507 713 2726 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 1506 507 713 2726 None Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments 1 - Uniform (PSF) 0 to 19, 1' 10.0 40.0 Residential Residential -living Areas 2 - Uniform (PLF) 0 to 19, N/A 90.0 - Residential - Living Areas 3 - Uniform (PSF) 0 to 19' 3' 15.0 25.0 Residential - Uving 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 fadlfties are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notes Jesse Routley Hodge Engineering (253)857-7055 jesse@hodgeengineedng.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASO l SUSTAINABLE FORESTRY INITIATM 7/28/2015 9:32:54 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 14 of 45 36 of 80 F 0 R T E 2 MEMBER REPORT UPPER FLOOR FRAMING, U2 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 2' 3" 2' 0 0 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) 1161 @ 0 3281 (1.50") Passed (35%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 356 @ 8 3/4" 3045 Passed (12%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 569 @ 1' 1 1/2" 2989 Passed (19%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.002 @ 1' 1 1/2" 0.075 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.003 @ 1' 1 1/2" 1 0.112 Passed (L/999+) -- 1 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: U. (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 2' 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 Floor Live Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 471 540 380 1391 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 471 540 380 1391 None Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments 1 - Uniform (PSF) 0 to 2' 3" 12' 10.0 40.0 Residential - Living Areas 2 - Uniform (PLF) 0 to 2' 3" N/A 90.0 - Residential - Living Areas 3 - Uniform (PSF) 0 to 2' 3" 13' 6" 15.0 25.0 Residential - Living 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 loads, dimensions and support information have been provided by Forte Software Operator Forte Software Operator Job Notes Jesse Routley Hodge Engineering (253)857-7055 jessetDhodgeengineenng corn PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : Aso l SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:32:55 AM Forte v4.6, Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 15 of 45 37 of 80 0 F 0 R T E r MEMBER REPORT UPPER FLOOR FRAMING, U3 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 3' 6" 0 0 3, 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 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 439 @ 1 1/2" 6563 (3.00") Passed (7%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 225 @ 10 1/4" 3502 Passed (6%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 331 @ 1' 9" 3438 Passed (10%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.001 @ 1' 9" 0.108 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Dell. (in) 0.004 @ 1' 9" 0.162 Passed (L/999+) I -- 1 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/360) and TL (1-1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 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 Liv1 Snow Total - Trimmer - HF 3.00" 3.00" 1.50" 271 93 131 495 None 2 - Trimmer - HF 3.00" 3.00" 1.50" 271 93 131 495 None Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments 1 - Uniform (PSF) 0 to 3' 6" 1' 4" 10.0 40.0 - Residential - Living Areas 2 - Uniform (PLF) 0 to 3' 6" N/A 90.0 - Residential - Living Areas 3 - Uniform (PSF) 0 to 3' 6" 3' 15.0 25.0 Residential - 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 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 Forte Software Operator System : Wall Member Type : Header Building Use : Residential Building Cale : IBC Design Methodology : ASD l SUSTAINABLE FORESTRY INITIATM Forte Software Operator 7/28/2015 9:32:55 AM Forte v4.6, Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 16 of 45 38 of 80 Job Notes Jesse Routley Hodge Engineering (253)857-7055 jesse@hodgeengineedng.com f ` MEMBER REPORT UPPER FLOOR FRAMING, U4 F O R T E 1 piece(s) 13/4" x 11 7/8" 2.0E Microllam® LVL Overall Length: 4' 7" 0 0 4' 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 0 Location :Allowed- ` ` Result LDF LoaA. Combination (Pattern)" Member Reaction (Ibs) 505 @ 2" 1595 (2.25") Passed (32%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 233 @ 1' 3 3/8" 3948 Passed (6%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 521 @ 2' 3 1/2" 8924 Passed (6%) 1.00 1.0 D + 1.0 L (All Spans) Live Load DeFl. (in) 0.005 @ 2' 3 1/2" 0.106 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Total Load DeFl. (in) 0.006 @ 2' 3 1/2" 1 0.213 1 Passed (U999+) - 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (V480) and TL (L1240). 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. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead " Floor Live Total F. 1 - Stud wall - HF 3.50" 2.25" 1.50" 116 413 529 1 1/4" Rim Board 2 - Stud wall - HF 3.50" 2.25" 1.50" 116 413 529 1 1/4" Rim Board • Rim Hoard is assumed to carry all bads applied directly above it, bypassing the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 4' 7" 4' 6" 10.0 40.0 Residential - 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 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 Forte Software Operator Forte Software Operator Job Notes Jesse Roulley Hodge Engineering (253)857.7055 jesse@hodgeengineedng.com PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : Aso (ZSJ SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:32:55 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 17 of 45 39 of 80 PASSED WF-WA F 0 R T E MEMBER REPORT UPPER FLOOR FRAMING, U5 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 3' 3" I 3' 0 a o All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontaI.;Drawing is Conceptual DeM - n Results ,, x ~,Actual @ Location, -,-,',:Allowed •Resuu LDF toad: Combination (Pattern) Member Reaction (Ibs) 444 @ 3' 3" 3281 (1.50") Passed (14%) 1.0 D + 1.0 L (All Spans) Shear (Ibs) 391 @ 2' 6 1/4" 3045 Passed (13%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 498 @ 2' 2989 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.003 @ 1' 7 7/8" 0.108 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.004 @ 1' 7 7/8" 0.162 1 Passed (U999+) I -- 1 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 3" 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 , Floor Live . Total ° 1 - Trimmer - HF 1.50" 1.50" 1.50" 77 246 323 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 103 341 444 None Tributary : Dead Floor Live 1, > Loads,; ,: A. --Location ,. Width' (0.90) ?;' 4.66) Comments' 1 - Uniform (PSF) 0 to 3' 3" V 4" 10.0 40.0 Residential - Uving Areas 2 -Point (lb) 2' N/A 116 413 Unked from: U4, Su rt 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 Forte Software Operator System : Wall Member Type : Header Building Use : Residential Building Cade : IBC Design Methodology : ASD t2}) SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 7/28/2015 9:32:55 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 18 Of 45 40 of 80 Job Notes Jesse Rouiley Hodge Engineering (253)857-7055 jesse@hodgeengineehng.com F 0 R T E " MEMBER REPORT UPPER FLOOR FRAMING, U6 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 Overall Length: 3' 3" E 1 -- --� o 3' 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) 1528 @ T 3" 3281 (1.50") Passed (47%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1038 @ 2' 6 1/4" 3045 Passed (34%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 1386 @ 1' 11 3/16" 2989 Passed (46%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.010 @ 1' 7 5/8" 0.108 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0,014 @ 1' 7 9/16" 0.162 1 Passed (L/999+) -- 1 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (U360) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 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 Floor Live Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 482 952 165 1599 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 440 1088 144 1672 None Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments 1 - Uniform (PSF) 2' to 3' 3" 1' 4" 10.0 40.0 Residential - Living Areas 2 - Uniform (PSF) 0 to 3' 3" 12' 10.0 40.0 _ Residential - Living Areas 3 - Uniform (PLF) 0 to 2' N/A 90.0 _ Residential - Living Areas 4 - Uniform (PSF) 0 to 2' 3' 15.0 25.0 Residential - Living Areas 5 - Point (lb) 2' N/A 116 413 Linked from: U4, Support 1 6 - Point (lb) 2' N/A 109 - 159 Unked from: R1, Su rt 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.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 Forte Software Operator Forte Software Operator Job Notes Jesse Routley Hodge Engineering (253)857-7055 jesse@hodgeengineedng.com PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : Aso l SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:32:56 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 19 of 45 41 of 80 E F 0 R T E e MEMBER REPORT UPPER FLOOR FRAMING, U7 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 4' 3" 0 0 4' 0 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) 492 @ 0 3281 (1.50") Passed (15%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 323 @ 8 3/4" 3045 Passed (11%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 523 @ 2' 1 1/2" 2989 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Live Load DeFl. (in) 0.007 @ 2' 1 1/2" 0.142 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load DeFl. (in) 0.010 @ 2' 1 1/2" 1 0.213 1 Passed (U999+) -- 1 1.0 D + 1.0 L (All Spans) Deflection criteria: U. (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced 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. SulPPorts Bearing Loads to Supports (Ibs) Accessories Total Available . Required Dead Floor Live Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 109 383 492 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 109 383 492 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 4' 3" 4' 6" 10.0 40.0 Residential - Uving 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 Forte Software Operator Forte Software Operator Job Notes Jesse Roulley Hodge Engineering (253) 857-7055 jesse@hodgeengineedng.com System : Wall Member Type : Header Building Use : Residential Building Code : 18C Design Methodology : ASD (Z}) SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:32:56 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 20 of 45 42 of 80 �l F 0 R T E a MEMBER REPORT UPPER FLOOR FRAMING, U8 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 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 Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1289 @ 0 3281 (1.50") Passed (39%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 846 @ 8 3/4" 3045 Passed (28%) ' 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 1369 @ 2' 1 1/2" 2989 Passed (46%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.020 @ 2' 1 1/2" 0,142 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.025 @ 2' 1 1/2" 1 0.213 Passed (U999+) -- 1 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced 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 Floor Live Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 269 1020 1289 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 269 1020 1289 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments t - Uniform (PSF) 0 to 4' 3" 12' 10.0 40.0 Reside Areasntial - Living 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 Forte Software Operator PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : Aso S SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 7/28/2015 9:32:56 AM Forte v4.6, Design Engine: V6.1.1.5 BEAMCA-1 ATE Page 21 Of 45 43 of 80 Job Notes Jesse Routley Hodge Engineering (253)857-7055 Jesse@hodgeengineedng.com 0 F 0 R T E" MEMBER REPORT UPPER FLOOR FRAMING, U9 1 piece(s) 13/4" x 11 7/8" 2.0E Microllam® LVL PASSED Overall Length: 6' 7" 0 0 rs 6' 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) 1994 @ 2" 2481 (3.50") Passed (80%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 1218 @ 1' 3 3/8" 3948 Passed (31%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-lbs) 2958 @ 3' 3 1/2" 8924 Passed (33%) 1.00 1.0 D + 1.0 L (All Spans) Live Load DeFl. (in) 0.047 @ 3' 3 1/2" 0.156 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load DeFl. (in) 0.059 @ 3' 3 1/2" 1 0.313 1 Passed (L/999+) -- 1 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/480) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. SuPPorts ' Bearing Loads to Supports (Ibs) Accessories Total Available: Required Dead Floor Live Total 1 - Stud wall - HF 3.50" 3.50" 2.81" 414 1580 1994 Blocking 2 - Stud wall - HF 3.50" 3.50" 2.81" 414 1580 1994 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the memder Deing oesigneo. Tributary . Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 6' 7" 12' 10.0 40.0 Areas Residential - Living 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 Forte Software Operator System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : Aso (23J SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 7/28/2015 9:32:57 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 22 of 45 44 of 80 Job Notes Jesse Roulley Hodge Engineering (253)857-7055 jesse@hodgeengineedng.com �"—J F O R T E " MEMBER REPORT UPPER FLOOR FRAMING, U10 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 3' 2' 9' 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 0 Location Allowed Result , LDF Load: Combination (Pattern) Member Reaction (Ibs) 910 @ 0 3281 (1.50") Passed (28%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 467 @ 8 3/4" 3045 Passed (15%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 682 @ 1' 6" 2989 Passed (23%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.005 @ 1' 6" 0.100 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.006 @ 1' 6" 0.150 Passed (L/999+) I -- 1 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (1.1360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 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 Floor Live Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 190 720 910 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 190 720 910 None Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 3' 12' 10.0 40.0 Areas Residential - Living 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 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 Forte Software Operator Forte Software Operator Job Notes Jesse Roulley Hodge Engineering (253) 857-7055 jesse@hodgeengineenng.com PASSED System : Wail Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 4 SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:32:57 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 23 of 45 45 of 80 a F 0 R T E r MEMBER REPORT UPPER FLOOR FRAMING, U11 1 piece(s) 3 1/2" x 9 1/2" 24F-V4 DF Glulam PASSED 0 Overall Length: 8' 6" 8' 0 o a 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) 3745 @ 1 1/2" 6825 (3.00") Passed (55%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2827 @ 1' 1/2" 6755 Passed (42%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-Ibs) 7497 @ 4' 3" 12109 Passed (62%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.112 @ 4' 3" 0.275 Passed (U880) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.204 @ 4' 3" 1 0.412 1 Passed (U485) 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): Ali 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. Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 8' 3". 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. kj Supports ar . • .. r Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor, Live Snow. Total. 1 - Trimmer - HF 3.00" 3.00" 1.65" 1681 1105 1647 4433 None 2 - Trimmer - HF 3.00" 3.00" 1.65" 1681 1105 1647 4433 None Tributary Dead Floor Live Snow Loads Location Width (0.90), (1.00) (1.15) Comments 1 - Uniform (PSF) 0 to 8' 6" 6' 6" 10.0 40.0 Residential - Uving Areas 2 - Uniform (PLF) 0 to 8' 6" N/A 90.0 Residential - Living Areas 3 - Uniform (PSF) 0 to 8' 6" 15' 6" 15.0 25.0 Residential - Uving 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 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 Forte Software Operator Forte Software Operator Job Notes Jesse Routley Hodge Engineering (253)857-7055 jesse@hocigeengineedng.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : Aso (Z� SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:32:57 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 24 of 45 46 of 80 rat F 0 R T E e MEMBER REPORT UPPER FLOOR FRAMING, U12 PASSED 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 2' 9" 2' 6" 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) 1404 @ 0 3281 (1.50") Passed (43%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 548 @ 8 3/4" 3502 Passed (16%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 599 @ 9 5/16" 3438 Passed (17%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load DeFl. (in) 0.003 @ 1' 3 3/4" 0.092 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load DeFl. (in) 0.004 @ 1' 3 11/16" 1 0.138 1 Passed (U999+) -- 1 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/360) and TL (1.1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 2' 9" 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 Floor Live Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 576 413 692 1681 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 197 413 132 742 None Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments 1 - Uniform (PSF) 0 to 2' 9" 7' V 10.0 40.0 Residential - Uving Areas 2 - Uniform (PLF) 0 to 6" N/A 90.0 - Residential - Living Areas 3 - Uniform (PSF) 0 to 6" 15' 6" 15.0 25.0 Residential - Living Areas 4 - Point (lb) 6" N/A 388 630 Unked from: R3, Surtoort 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 -patty certified to sustainable forestry standards. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : Aso l SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 7/28/2015 9:32:57 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 25 Of 45 47 of 80 Job Notes Jesse Roulley Hodge Engineering (253)657-7055 Jesse@hodgeengineering.com F 0 R T E r MEMBER REPORT UPPER FLOOR FRAMING, U13 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 2' 9" 0 2' s- 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontaI.;Drawing is Conceptual Desi' n'-Results 't_7 Y; Actual @ Location ' Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 1690 @ 0 3281 (1.50") Passed (51%) 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 999 @ 8 3/4" 3502 Passed (29%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 1055 @ 1' 2 13/16" 3438 Passed (31%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load DeFl. (in) 0.005 @ 1' 4" 0.092 Passed (U999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load DeFl. (in) 0.008 @ 1' 4" 0.138 Passed (U999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 2' 9" 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 Floor Live Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 726 413 872 2011 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 611 413 630 1654 None Tributary Dead Floor Live Snow Loads > Location Width (0.90) (1.00) (1.15), Comments 1 - Uniform (PSF) 0 to 2' 9" TV 10.0 40.0 Residential - Living Areas 2 - Uniform (PLF) 6" to 2' 9" N/A 90.0 Residential - Living Areas 3 - Uniform (PSF) 6" to 2' 9" 15' 6" 1 15.0 25.0 Residential - Living Areas 4 - Point (lb) 6" N/A 388 630 Unked from: R3, 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 Forte Software Operator Forte Software Operator Job Notes Jesse Roulley Hodge Engineering (253) 857-7055 jesse@hodgeengineedng.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : Aso 0, SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:32:58 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 26 of 45 48 of 80 F 0 R T E e MEMBER REPORT UPPER FLOOR FRAMING, U14 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 Overall Length: 2' 9" 0 2. 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) 1264 @ 0 3281 (1.50") Passed (39%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 594 @ 8 3/4" 3502 Passed (17%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 869 @ V 4 1/2" 3438 Passed (25%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load DER. (in) 0.004 @ 1' 4 1/2" 0.092 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load DeFl. (in) 0.007 @ 1' 4 1/2" 0.138 Passed (L/999+) I -- 1 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 2' 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 Floor Live Snow Total i - Trimmer - HF 1.50" 1.50" 1.50" 555 413 533 1501 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 555 413 533 1 1501 None Tributary '- Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) ' Comments 1 - Uniform (PSF) 0 to 2' 9" 7' 6" 10.0 40.0 Residential - Living Areas 2 - Uniform (PLF) 0 to 2' 9" N/A 90.0 - - Residential - Living Areas 3 - Uniform (PSF) 0 to 2' 9" 15' 6" 15.0 25.0 Residential - 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 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 fadlitles are third -party certified to sustainable forestry standards. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD l SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 7/28/2015 9:32:58 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 27 of 45 49 of 80 Job Notes Jesse Routley Hodge Engineering (253) 857-7055 jesse@hodgeengineering.com EgF O R T E ". MEMBER REPORT UPPER FLOOR FRAMING, U15 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED Overall Length: 3' 3" 0 0 3' 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 I Load: Combination (Pattern) Member Reaction (Ibs) 1558 @ 0 3281 (1.50") Passed (47%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 930 @ 8 3/4" 3502 Passed (27%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 1275 @ 1' 3" 3438 Passed (37%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load DeFl. (in) 0.007 @ 1' 7" 0.108 Passed (U999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load DeFl. (in) 0.012 @ 1' 6 15/16" 1 0.162 1 Passed (U999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/360) and TL (U240). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 3" 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 Floor Live Snow Total 1- Trimmer - HF 1.50" 1.50" 1.50" 681 366 804 1851 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 335 366 346 1047 None Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments 1 - Uniform (PSF) 0 to 3' 3" 5' 7 1/2" 10.0 40.0 Residential - Living Areas 2 - Uniform (PLF) 0 to V 3" N/A 90.0 - - Residential - Living Areas 3 - Uniform (PSF) 0 to 1' 3" 16' 15.0 25.0 Residential - Uving Areas 4 - Point (lb) 1' 3" N/A 400 650 Unked from: R5, 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 Forte Software Operator Forte Software Operator Job Notes Jesse Roulley Hodge Engineering (253)857-7055 jesse@hoclgeengineedng.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASO 0 SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:32:58 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 28 of 45 50 of 80 f r " MEMBER REPORT UPPER FLOOR FRAMING, U16 � F O R T E 1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL Overall Length: 8' 8 12" 0 0 8' 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) 3367 @ 3" 3367 (2.57") Passed (100%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2547 @ 1' 2 7/8" 4541 Passed (56%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 6840 @ 4' 3 3/4" 10263 Passed (67%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl.(in) 0.110 @ 4' 3 3/4" 0.203 Passed (L/883) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.204 @ 4' 3 3/4" 1 0.406 1 Passed (U477) 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/480) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 2 11/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Hanger on 11 7/8" HF beam 3.00" Hanger' 2.57" 1641 906 1671 4218 See note 1 2 - Stud wall - HF 5.50" 5.50" 5.14" 1674 923 1703 4300 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 • r See Connector grid below for additional Information and/or requirements. PASSED System : Floor Member Type : Flush Beam 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 HUS1.81/10 3.00" N/A 30-10d common 10-10d common Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments 1 - Uniform (PSF) 0 to 8' 8 1/2" 5' 3" 10.0 40.0 Residential - Living Areas 2 - Uniform (PLF) 0 to 8' 8 1/2" N/A 90.0 _ Residential - Living Areas 3 - Uniform (PSF) 0 to 8' 8 1/2" 15' V 15.0 25.0 Residential - 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 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 Forte Software Operator Forte Software Operator Job Notes Jesse Routley Hodoe Engineering (253)657-7055 Jesse@hodgeengineed ng. com T SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:32:59 AM Forte v4.6, Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 29 of 45 51 of 80 EgF O R T E 2 MEMBER REPORT UPPER FLOOR FRAMING, U17 1 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL PASSED Overall Length: 11' 6" + 1 + O 0 I ' 1o's• 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 I Load: Combination (Pattern) Member Reaction (Ibs) 3852 @ 11' 2" 3898 (5.50") Passed (99%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 2813 @ 10' 5/8" 4541 Passed (62%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 3350 @ 10' 3" 10263 Passed (33%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load DeFl. (in) 0.084 @ 6' 1 13/16" 0.275 Passed (U999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Der. (in) 0.145 @ 6' 2 5/16" 0.550 Passed (L/908) -- 1.0 D + 0.75 L + 0.75 S (All Spans) • Defection criteria: LL (L/480) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 11' 4 3/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1- Beam - HF 3.50" 2.25" 1.50" 249 378 142 769 1 1/4" Rim Board 2 - Stud wall - HF 5.50" 5.50" 5.44" 1779 1142 1623 4544 Blocking • Rim Board is assumed to carry all roads applied directly above It, Dypassing me member Deing aesigneo. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments 1 - Uniform (PSF) 0 to 11' 6" V 4" 10.0 40.0 Residential - Living Areas 2 - Uniform (PLF) 10' 3" to 11' 6" N/A 90.0 - Residential - Living Areas 3 - Uniform (PSF) 10' 3" to I V 6" 3' 15.0 - 25.0 Residential -Uving Areas 4 - Point (lb) 10' 3" N/A 1641 906 1671 Linked from: Support I 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 Forte Software Operator Forte Software Operator Job Notes Jesse Routley Hodge Engineering (253)857.7055 jesse@hodgeengineedng.com System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD 4 SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:32:59 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 30 of 45 52 of 80 F O R T E " MEMBER REPORT UPPER FLOOR FRAMING, U18 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 Overall Length: 2' 6" 0 2- 11 0 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 I Load: Combination -(Pattern) Member Reaction (Ibs) 3496 @ 2' 4 1/2" 6563 (3.00") Passed (53%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1087 @ 1' 7 3/4" 3502 Passed (31%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 1302 @ 2' 3438 Passed (38%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.003 @ 1' 3 7/8" 0.075 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.005 @ 1' 3 7/8" 1 0.112 1 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (1./360) and TL (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 Floor Live Snow Total 1 - Trimmer - HF 3.00" 3.00" 1.50" 484 465 272 1221 None 2- Trimmer- HF 3.00" 3.00" 1.60" 1619 1127 1376 4122 None Tributary Dead 1 'Floor -Live ` Snow Loads Location Width (0.90) (1.00) (1.15) Comments r 1 - Uniform (PSF) 0 to 2' T 7 1/2" 10.0 40.0 Residential - Living Areas 2 - Uniform (PLF) 0 to 2' N/A 90.0 Residential - Living Areas 3 - Uniform (PSF) 2' to 2' 6" 2' 15.0 25.0 Residential - Living Areas 4 - Point (lb) 2' N/A 1779 1142 1623 Unked from: U17, SuDoort 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 Forte Software Operator PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASO l SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 7/28/2015 9:32:59 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 31 of 45 53 of 80 Job Notes Jesse Roulley Hodge Engineering (253)857-7055 jesse(mhodgeengineering.com F 0 R T E Q MEMBER REPORT UPPER FLOOR FRAMING, U19 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 PASSED 0 Overall Length: 3' 3" 3• I 0 0 0 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) 408 @ 0 3281 (1.50") Passed (12%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 225 @ 8 3/4" 3502 Passed (6%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 331 @ 1' 7 1/2" 3438 Passed (10%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.001 @ 1' 7 1/2" 0.108 Passed (U999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.004 @ 1' 7 1/2" 0.162 Passed (L/999+) I -- 1 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: U. (1./360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 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 Floor Live Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 251 87 122 460 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 251 87 122 460 None Tributary, Dead Floor Live Snow Loads " Location . Width (0.90) `, �(1.00) '(1.15) Comments` 1 - Uniform (PSF) 0 to 3' 3" V 4" 10.0 40.0 Residential - Living Areas 2 - Uniform (PLF) 0 to 3' 3" N/A 90.0 Residential - Living Areas 3 •Uniform (PSF) 0 to 3' 3" 3' 15.0 25.0 Residential - Uving 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 Forte Software Operator System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 0 SUSTAINABLE FORESTRY INITIATIVE Forte software Operator 7/28/2015 9:32:59 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 32 of 45 54 of 80 Job Notes Jesse Roulley Hodge Engineering (253)857-7055 jesse@hodgeengineering,com � MEMBER REPORT UPPER FLOOR FRAMING, U20 �/� F O R T E 1 piece(s) 5 1/2" x 15" 24F-V4 DF Glulam a Overall Length: 18' 8" I 1 T 9" 1 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) 7568 @ 4" 9467 (4.25") Passed (80%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 6253 @ 1' 8 1/2" 14575 Passed (43%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 33212 @ 9' 2 3/4" 40678 Passed (82%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.543 @ 9' 4" 0.600 Passed (L./398) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.696 @ 9' 4" 0.900 Passed (U311) - 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (L/360) and TL (1.1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 18' 5 1/2" 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 0.99 that was calculated using length L = 18'. 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 Nos 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live - Total 1 - Stud wall - HF 5.50" 4.25" 3.40" 1678 5973 7651 1 1/4" Rim Board 2 - Stud wall - HF 5.50" 4.25" 3.40" 1678 5973 7651 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform (PSF) 0 to 18' 8" 16' 10.0 40.0 Areas Residental - Living 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 Forte Software Operator Forte Software Operator Job Notes Jesse Roulley Hodge Engineering (253) 657-7055 j es se Q.hodgee ng ineering. com PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : Aso 4 SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:33:00 AM Forte v4.6, Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 33 of 45 55 of 80 F 0 R T E 2 MEMBER REPORT UPPER FLOOR FRAMING, U21 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 PASSED d Overall Length: 6' 3" 6' 0 a a All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual Desl r1 Results, : c . Actual @ Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2539 @ 0 3281 (1.50") Passed (77%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 1811 @ 10 3/4" 4468 Passed (41%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 3968 @ 3' 1 1/2" 5166 Passed (77%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl.(in) 0.043 @ 3' 1 1/2" 0.208 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.076 @ 3' 1 1/2" 1 0.313 1 Passed (U993) - 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (V360) and TL (1.1240). 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 Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 1080 1125 820 3025 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 1080 1125 820 3025 None Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments t - Uniform (PSF) 0 to 6' 3" 9' 10.0 40.0 Residential - Living Areas 2 - Uniform (PLF) 0 to 6' 3" N/A 90.0 Residential - Uving Areas 3 - Uniform (PSF) 0 to 6' 3" 10' 6" 15.0 25.0 Residential - 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 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 Forte Software Operator Forte Software Operator Job Notes Jesse Routley Hodge Engineering (253)857-7055 jesse@hodgeengineedng.com System : Wail Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD l SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:33:00 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 34 of 45 56 of 80 i, F O R T E MEMBER REPORT UPPER FLOOR FRAMING, U22 2 piece(s) 1 3/4" x 11 7/8" 2.0E Microllam® LVL 0 Overall Length: 10' 11" 10, 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 Actual 0location' ' Allowed Result . , LDF 'Loth: Combination (Pattern) Member Reaction (Ibs) 5723 @ 4" 6024 (4.25") Passed (95%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 4287 @ V 5 3/8" 9081 Passed (47%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft-Ibs) 14039 @ 5' 5 1/2" 20525 Passed (68%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load DeFl. (in) 0.177 @ 5' 5 1/2" 0.256 Passed (U697) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load DeFl. (in) 0.311 @ T 5 1/2" 0.512 Passed (L/396) - 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/480) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 10' 7 7/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. Supports Bearing Loads to Supports (Ibs) s` Acc, sorles Total Available Required Dead"Floor Live Snow Total ° 1 - Stud wall - HF 5.50" 4.25" 4.04" 2518 1965 2456 6939 1 1/4" Rim Board 2 - Stud wall - HF 5.50" 4.25" 4.04" 2518 1965 2456 6939 1 1/4" Rim Board • Rim Board Is assumed to carry all bads applied directly above it, bypassing the member being designed. Tributary Dead Floor Live Snow - Loads Location Width (0.90) (1.00) (1.15) comments. 1 - Uniform (PSF) 0 to 10' 11" 9' 10.0 40.0 Residential - Living Areas 2 - Uniform (PLF) 0 to 10, 11" N/A 90.0 - - Residential - Living Areas 3 - Uniform (PSF) 0 to 10, 11" 16' 15.0 - 25.0 Residential - Uving Areas 4 - Uniform (PSF) 0 to 10, 11" 2' 15.0 25.0 Residential - 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 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 Forte Software Operator PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology: ASD 1 SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 7/28/2015 9:33:00 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 35 of 45 57 of 80 Job Notes Jesse Routley Hodge Engineering (253)857-7055 Jesse@hodgeengineedng.com C O R T C " MEMBER REPORT UPPER FLOOR FRAMING, U23 �I r I� ` 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 PASSED 0 Overall Length: 4' T 6" H 0 0 O All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.; Drawing is Conceptual Desl ,Results ' '-,' 11 Actual @ Location: Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 2653 @ 1 1/2" 6563 (3.00") Passed (40%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1784 @ 1' 1/4" 4468 Passed (40%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 3278 @ 2' 5166 Passed (63%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Dell. (in) 0.006 @ 2' 0.125 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.020 @ 2' 0.188 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 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. 4a Bearing Loads to Supports (Ibs) Supports 4 W Accessories Total iAvailable'S Required Dead : FI°°r ; Snow': Total Vao n3.00" Live' 1- Trimmer- HF 3.00" 1.50" 1728 107 925 2760 None 2 - Trimmer - HF 3.00" 3.00" 1 1.50" 1728 107 925 2760 None Tributary Dead Floor Live Snow LOa(tS Location Width (0.90) �. <(1.00) (1.is) Comments,: Comments, - Uniform (PSF) 0 to 4' 1' 4" 10.0 40.0 - Residential - Living Areas 2 - Uniform (PSF) 0 to 4' 5' 15.0 - 25.0 Residential - Uving Areas 3 - Point (lb) 2' N/A 1900 T03 4 - Uniform (PLF) 0 to 4' N/A 90.0 A=ntial - Living 5 •Uniform (PSF) 0 to 4' 13' 6" 15.0 25.0 Residential -Uving Areas .WeyerhaeuserNotes 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 Forte Software Operator Forte Software Operator Job Notes Jesse Routley Hodge Engineering (253)857.7055 jesse@hodgeengineedng.com System: Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASO (ZjJ SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:33:00 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 36 of 45 58 of 80 F O R T E MEMBER REPORT UPPER FLOOR FRAMING, U24 1 piece(s) 5 1/2" x 13 1/2" 24F-V4 DF Glulam 0 Overall Length: 17' 5" I 16' 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 0 Location Allowed Result LDF Load: Combination (Pattern) - Member Reaction (Ibs) 6286 @ 4" 9467 (4.25") Passed (66%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 5152 @ 1' 7" 13118 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-lbs) 25357 @ 8' 7 1/4" 33413 Passed (76%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl.(in) 0.373 @ 8' 8 1/2" 0.419 Passed (L/539) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.637 @ 8' 8 1/2" 1 0.837 1 Passed (U315) - 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/480) and TL (LJ240). Bracing (Lu): All compression edges (top and bottom) must be braced at 17' 2 1/2" 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 = 16' 9". 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 Dead Floor Live Snow Total I - Stud wall - HF 5.50" 4.25" 2.82" 2637 3658 1306 7601 1 1/4" Rim Board 2 - Stud wall - HF 5.50" 4.25" 2.82" 2637 3658 1306 7601 1 1/4" Rim Board • Rim Board Is assumed to carry all bads applied directly above it, bypassing the member being designed. Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments 1 - Uniform (PSF) 0 to 17' 5" 10' 6" 10.0 40.0 Residential - Living Areas 2 - Uniform (PLF) 0 to 17' 5" N/A 90.0 - Residential - Living Areas 3 - Uniform (PSF) 0 to 17' 5" 3' 15.0 25.0 Residential - Uving Areas 4 - Uniform (PSF) 0 to 17' 5" 3' 15.0 25.0 Residential - 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 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 Forte Software Operator Forte Software Operator Job Notes Jesse Roulley Hodge Engineering (253)657-7055 jesse@hodgeengineenng.com PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Cale : IBC Design Methodology : ASD 4 SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:33:01 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 37 of 45 59 of 80 PASSED rl F 0 R T E " MEMBER REPORT UPPER FLOOR FRAMING, U25 1 piece(s) 3 1/2" x 9 1/2" 24F-V4 DF Glulam Overall Length: 5' 6" 0 0 5' 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) 5123 @ 5' 4 1/2" 6825 (3.00") Passed (75%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 4781 @ 4' 5 1/2" 5874 Passed (81%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft-Ibs) 6638 @ 4' 10529 Passed (63%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Dell. (in) 0.034 @ 2' 11 7/8" 0.175 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.058 @ 2' 11 13/16" 1 0.262 1 Passed (U999+) -- 1 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 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 = 5' 3". 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 NOS 2005 methodology. Supports Bearing Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Trimmer - HF 3.00" 3.00" 1.50" 855 968 548 2371 None 2 - Trimmer - HF 3.00" 3.00" 2.25" 2192 2757 1152 6101 None Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments 1 - Uniform (PSF) 0 to 4' 3' 15.0 25.0 Residential -Uving Areas 2 - Uniform (PSF) 4' to 5' 3" 1' 4" 10.0 40.0 - Residential - Living Areas 3 - Uniform (PLF) 4' to S' 3" N/A 90.0 Residential - Living Areas 4 - Uniform (PSF) 4' to 5' 3" 3' 15.0 25.0 Residential -Uving Areas 5 - Point (lb) 4' N/A 2637 3658 1306 Unked from: U24, Support1 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 Forte Software Operator Forte Software Operator Job Notes Jesse Routley Hodge Engineering (253)857.7055 jesse@hodgeengineedng.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD Y SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:33:01 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 38 of 45 60 of 80 f/1 F 0 R T E " MEMBER REPORT UPPER FLOOR FRAMING, U26 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 3' Z. 9- 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 Desi n Results tom. 't nccual c� �ocataon a 4` +^Allovved :1- .'w'-wiv` Y t Result ��k'.t"� ." LDF= .R/'au'W a.,::r:• •�...: ¢,tr.rp'•,A' ,Load Co mbination_,(Pattern Member Reaction (Ibs) 1112 @ 0 3281 (1.50") Passed (34%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 572 @ 8 3/4" 3045 Passed (19%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 834 @ 1' 6" 2989 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.005 @ V 6" 0.100 Passed (U999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.008 @ 1' 6" 1 0.150 1 Passed (L/999+) -- 1 1.0 D + 1.0 L (All Spans) Deflection criteria: LL (1-1360) and TL (V240). Bracing (Lu): All compression edges (top and bottom) must be braced at 3' 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. Beating Loads to Supports (Ibs) c Supports e Aaessoynes^+` `� Total r Available *<.., Required �aor.. itDeadTotaf Floor b ...., .., .. :Y _ .. .. 1 - Trimmer - HF 1.50" 1.50" 1.50" 392 720 113 1225 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 392 720 113 1225 None Tributary Dead Floor Live Snow x rLL`4w 61T,y4 Loads Lowtiony Width(1.00)a,y(115) {yid. ,s Comments.»:*y 1 -Uniform (PSF) 0 to 3' 12' 10.0 40.0 Residential - Living Areas 2 - Uniform (PLF) 0 to 3' N/A 90.0 - - Residential - Living Areas 3 - Uniform (PSF) 0 to 3' 3' 15.0 25.0 Residential - 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 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 Forte Software Operator PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : Aso l SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 7/28/2015 9:33:01 AM Forte v4.6, Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 39 of 45 61 of 80 Job Notes Jesse Roulley Hodge Engineering (253)$57.7055 jesse@hodgeengineering.com PASSED F 0 R T E " MEMBER REPORT UPPER FLOOR FRAMING, U27 1 piece(s) 13/4" x 11 7/8" 2.0E Microllam® LVL 0 Overall Length: 8' 8" I T 9' 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,. ' Allowed .. Result LOF load: Combination (Pattern) Member Reaction (Ibs) 2162 @ 5 1/2" 2162 (1.65") Passed (100%) 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1619 @ 1' 5 3/8" 4541 Passed (36%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 4256 @ 4' 4 3/4" 10263 Passed (41%) 1.15 1.0 D + 1.0 S (All Spans) Live Load DeFl. (in) 0.061 @ 4' 4 3/4" 0.197 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl.(in) 0.121 @ 4' 4 3/4" 0.394 1 Passed (1-/782) - 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (L/480) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 8' 1 1/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. Supports Bearing loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Snow Total 1- Hanger on 117/8" HF beam 5.50" Hanger' 1.65" 1202 234 1209 2645 See note 2 - Stud wall - HF 5.50" 4.25" 3.23" 1170 228 1174 2572 1 1/4" Rim Board • Rim Board is assumed to tarty all loads applied directly above it, bypassing the member being oesignea. • At hanger supports, the Total Bearing dimension Is equal to the width of the material that is supporting the hanger • r See Connector grid below for additional information and/or requirements. System : Floor Member Type : Flush Beam 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 HUS1.81/10 3.00" N/A 30-10d common 10-10d common Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments 1 - Uniform (PSF) 0 to 8' 8" 1' 4" 10.0 40.0 Residential - Living Areas 2 - Uniform (PLF) 0 to 8' 8" N/A 90.0 - Residential - Living Areas 3 - Uniform (PSF) 0 to 8' 8" 11' 15.0 25.0 Residential - LivingAreas 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 Forte Software Operator Forte Software Operator Job Notes Jesse Routley Hodge Engineering (2531857-7055 jesse@hodgeengineedng.com 4 SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:33:01 AM Forte v4.6, Design Engine: V6.1.1.5 SEAMCA-1.4TE Page 40 of 45 62 of 80 (1 F 0 R T E MEMBER REPORT UPPER FLOOR FRAMING, U28 1 piece(s) 5 1/2" x 16 1/2" 24F-V4 DF Glulam 0 Overall Length: 22' 21' 1- t 0 0 E 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) 6474 @ 5 1/2" 6474 (1.81") Passed (100%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 7149 @ 20' 2" 18437 Passed (39%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Pos Moment (Ft-Ibs) 44422 @ 13' 1/2" 55155 Passed (81%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Dell. (in) 0.496 @ 11' 3 9/16" 0.530 Passed (1-/513) 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.918 @ 11' 4 5/16" 1.060 Passed (1-/277) 1.0 D + 0.75 L + 0.75 S (All Spans) Deflection criteria: LL (L/480) and TL (U240). Bracing (Lu): All compression edges (top and bottom) must be braced at 21' 5 1/4" 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 1/2". 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. SupportsTotal Bearing Loads to Supports (Ibs) Accessories Available Required Dead ' Floor ` Live Snow`y Total.. I. - Hanger on 16 1/2" HF beam 5.50" Hanger' 1.81" 2899 1971 3070 7940 See note' 2 - Stud wall - HF 5.50" 4.25" 3.72" 3966 2003 3834 9803 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 • ' See Connector grid below for additional Information and/or requirements. PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : Aso Connector: Simpson Strom -Tie Connectors Support Model at Length Top Nails Face Nails Member Nails Accessories - 36-SDS self -drilling 24-SDS self -drilling 1 - Face Mount Hanger HGU5.62 (H1=15) 5.25" N/A wood screw 0.242 dia. wood screw 0.242 dia. x212" x212" Tributary ` , Dead Floor Live Snow 4 "%"t 'a"' Loads Location Width (0.96)'- (1.00) (1AS) Comments, ; 1 - Uniform (PSF) 0 to 22' 4' 3" 10.0 40.0 - Residential - Uving Areas 2 - Uniform (PSF) 0 to 22' 8' 3" 15.0 - 25.0 Residential - Living Areas 3 - Uniform (PLF) 13' 6" to 22' N/A 90.0 - Residential - Living Areas 4 - Uniform (PSF) 13' 6" to 22' 3' 15.0 - 25.0 Residential - Living Areas 5 - Point (Ib) 13' 6" N/A 1202 234 1209 Linked from: U27, Support 1 6 - Point (Ib) 13' 6" N/A 393 531 Su Linked from: R10, rt 2 Forte Software operator 7/28/2015 9:33:02 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 41 of 45 63 of 80 Job Notes Jesse Routley Hodge Engineering (253)657.7055 jesse@hodgeengineedng.com Notes (Z�J SUSTAINABLE FORESTRY INITIATIVE +' 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 Forte Software Operator Forte Software Operator Job Notes Jesse Roulley Hodge Engineering (253)&57-7055 jesse@liodgeengineering.com 7/28/2015 9:33:02 AM Forte v4.6.. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 42 of 45 64 of 80 r �--dl F 0 R T E r MEMBER REPORT UPPER FLOOR FRAMING, U29 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 Overall Length: 2' 3" 1 0 1 2' 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) 1312 @ 0 3281 (1.50") Passed (40%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 490 @ 8 3/4" 3502 Passed (14%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 575 @ 6" 3438 Passed (17%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.001 @ 1' 5/8" 0.075 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.002 @ 1' 11/16" 0.112 Passed (U999+) -- 1 1.0 D + 1.0 S (All Spans) Deflection criteria: LL (U360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 2' 3" 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 Floor Live Snow Total 1 - Trimmer - HF 1.50" 1.50" 1.50" 538 78 774 1390 None 2 - Trimmer - HF 1.50" 1.50" 1.50" 149 62 197 408 None Tributary Dead Floor Live Snow Loads Location Width (0.90) (1.00) (1.15) Comments 1 - Uniform (PSF) 0 to 2' 3" 1' 4" 10.0 40.0 Residential - Living Areas 2 - Uniform (PLF) 0 to 6" N/A 90.0 40.0 Residential - Living Areas 3 - Uniform (PSF) 0 to 6" 13' 6" 15.0 - 25.0 Residential - Living Areas 4 - Point 0b) 6" N/A 496 802 Linked from: R7, Support 1 Weyerhaeuser Notes Weyerhaeuser wan -ants 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 forte Software Operator PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : Aso l SUSTAINABLE FORESTRY INITIATIVE Forte Software operator 7/28/2015 9:33:02 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 43 of 45 65 of 80 Job Notes Jesse Routley Hodge Engineering (253) 857-7055 Jesse@hodgeengineering com F 0 R T E ¢ MEMBER REPORT UPPER FLOOR FRAMING, U30 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 PASSED 0 Overall Length: 6' 5" r'c 5.6- 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 I Load: Combination (Pattern) Member Reaction (Ibs) 2090 @ 4" 7796 (5.50") Passed (27%) -- 1.0 D + 1.0 S (All Spans) Shear (Ibs) 1289 @ 1' 2 3/4" 4468 Passed (29%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft-Ibs) 2693 @ 3' 2 1/2" 5166 Passed (52%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.022 @ 3' 2 1/2" 0.192 Passed (U999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.043 @ 3' 2 1/2 0.287 1 Passed (U999+) -- 1.0 D + 1.0 S (All Spans) Deflection criteria: ILL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 5" 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 Floor. Live Snow Total 1 - Stud wall - HFJ 5.50" 5.50" 1.50" 1008 171 1083 2262 Blocking 2 - Stud wall - HF 5.50" 5.50" 1.50" 1008 171 1083 2262 Blocking • Blocking Panels are assumed to carry no loads applied directly aoove mem ano the Tull Joao is appilea to me member oeing oesigneu. Tributary Dead Floor Live Snow Loads '. Location Width (0.9o) (1.00) (1.15) Comments 1 - Uniform (PSF) 0 to 6' 5" 1' 4" 10.0 40.0 Residential - Living Areas Residential - Living 2 - Uniform (PLF) 0 to 6' 5" N/A 90.0 Areas 3 - Uniform (PSF) 0 to 6' S" 13' 6" 15.0 25.0 Residential - 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 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 Forte Software Operator System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : Aso 4 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 7/28/2015 9:33:02 AM Forte v4.6. Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 44 of 45 66 of 80 .lob Notes Jesse Routley Hodge Engineering (253)857.7055 jesse@hodgeengineehng.com 1 �A F 0 R T E @ MEMBER REPORT MAIN FLOOR FRAMING, M1 PASSED 1 piece(s) 4 x 6 Douglas Fir -Larch No. 2 Overall Length: 4' 7" 0 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) 813 @ 2" 4961 (3.50") Passed (16%) -- 1.0 D + 1.0 L (All Spans) Shear (Ibs) 547 @ 9" 2310 Passed (24%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 801 @ 2' 3 1/2" 1720 Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.026 @ 2' 3 1/2" 0.142 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.034 @ 2' 3 1/2" 1 0.213 1 Passed (L/999+) -- 1 1.0 D + 1.0 L (All Spans) • Deflection criteria: U. (1-1360) and TL (1.1240). Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 7" 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 r Live Total 1 - Stud wall - HF 3.50" 3.50" 1.50" 172 642 814 Blocking 2 - Stud wall - HF 3.50" 3.50" 1.50" 172 642 814 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full ioaa is appoeo to me member Demg aesignea. Tributary Dead _ Floor Live Loads location Width (0.90) (1.00) comments t - Uniform (PSF) 0 to 4' 7" 7' 10.0 40.0 Residential - 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 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 Forte Software Operator Forte Software Operator Job Notes Jesse Routley Hodge Engineering (253)857-7055 j es se(phodgeengineeri ng. corn System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASO 0 SUSTAINABLE FORESTRY INITIATIVE 7/28/2015 9:33:03 AM Forte v4.6, Design Engine: V6.1.1.5 BEAMCA-1.4TE Page 45 of 45 67 of 80 Post Capacities • t - PM Dw Post Allowable Compression Loads for Douglas -Fir -Larch roll over images below to see laroer rrnage 4 HD3B Vertical FiTi4 Ven:icel Inexdlauor ktsttatation is Typ -d M, FiDU VOrteml SD32 lnstanation 4�.^teflation Framing Lumber Perp to Grain, Pcl Compression Capacity Parallel to Grain, Pc (100) Compression Capacity Parallel 10 Grain, Pc (160) Sire Grade Nominal Top Plate Height (it.) Nominal Top Plate Height (It.) 8 9 10 11 12 8 9 10 11 12 2x4 12 3280 3170 2565 2105 1755 1485 3345 2665 2170 1795 1510 3x4 12 5470 5285 4275 3510 2930 2475 5570 4440 3615 2995 2520 2.2x4 d2 6565 6340 5130 4215 3515 2970 6685 5330 4335 _ 3590 3020 4-Inch 4x4 12 7655 7395 5985 4915 41GO 3465 7800 6215 5060 4190 3525 Wall 3.2x4 12 9845 9510 7695 6320 5270 4455 10030 7995 6505 5393 4535 4x6 12 12030 11540 9360 7700 6425 5430 12215 9745 7935 6575 5535 4x8 12 15860 15090 12270 10105 8440 7140 16035 12805 10435 8650 7285 4x10 92 20235 19080 15555 12835 10730 9085 20365 16285 13280 1f015 9280 2x6 12 5155 8970 7940 6935 6025 5235 11030 9230 7740 6535 5575 3x6 12 8595 14945 13235 115M 10040 8725 18385 15380 12895 10895 _ 9290 2.24 12 1 10315 1 17935 15885 .13875 12050 10470 22060 18455 15475 13075 11145 6-Inch 4x6 #2 12030 20925 18530 16185 14060 12215 25735 21530 18055 15255 13005 Wall 3.2x6 l2 15470 26905 23825 20810 18075 15705 33090 27685 23215 196t0 16720 6x6 I1 18905 25260 23500 21505 19415 17375 34255 30035 26025 22475 19450 6x8 31 25780 34450 32045 29320 26475 23690 46715 40955 35485 . 30645 26520 Post Allowable Compression Loads for Mem-Fir Framing Lumber Perp to Grain, Pcl Compression Capacity Parallel to Grain, Pc (100) Compression Capacity Parallel to Grain, Pc (160) Size Grade Nominal Top Plate Height (It.) Nominal Top Plate Height (ft.) 8 9 10 11 1 12 8 9 10 T 11 1 12 2x4 E2 2125 2630 2i15 1730 1435 1210 2745 2180 1770 1465 1230 3x4 12 3545 4385 3525 2880 2395 2020 4570 3630 2950 2440 1 2050 4-Inch 2.2x4 12 4255 5260 4230 3460 2875 2425 5485 4355 3540 2925 2460 Wall 4x4 12 4960 6140 4935 4035 3355 2830 6400 5085 4125 3415 1 2870 3.2x4M126380 7890 6340 5185 4310 3635 8230 6535 5305 4390 3690 4.2x4 8505 10525 8455 6915 5750 4850 10970 8715 7075 5855 4920 2x6 3340 7950 6880 5905 5065 4365 9385 7735 6425 5395 4580 3x6 5570 13250 11470 9840 8440 7270 15640 12890 10710 8995 7635 6 Inch 159M 13765 11810 10130 8725 18765 15470 12850 10790 9165 wau2.2x66685 3-2x610025 23955 20645 17715 15195 13090 2815023205 19275 16185 13745 4.2x613365 31805 27525 23620 20260 17455 37535 30935 25700 21585 18325 1. The e0owsb a (AM loads are based on the 2012 National Design Specification for Wood Constnrctlon (NDS) including the March 2013 Addendum, for lumber with a moisture content of 19% or leas. 2. Post heights are based on standard precut stud heights and associated top plate heights. For Douglas Fir, wall height is nominal height plus 314' (Cat fomia stud height). For all other species, wall height, a nominal height plus 1 1/8'. Effectwe post Lengths, le, are the actual wall height a minus the thickness of 3-2x dates (4 12'). 3. Shaded values are limited by the Perpendicular to Grain bearing capacity, Pc_, when posts beer on wood NO plates. Where posts and NA plates are different species, Designer she-1 krnt allowable load to the lower of the post capacity or the perpendicular to grain capacity for each species used. 4. Perpendicular to grain allowable bads do not include the NDS Bearing Area Factor, Cb. For posts whose bearing area is not closer than 3' from the end of a 34 plate, the Pc_ values may be multiplied by Cb. rT (In.) 1.5 2.5 3 3.5 —4.5 5.5 26z6_ T = Bearing Length (Dos thickness) Cb ' 1,25 r 1.15 I.*; 1.11 ' 1.08 : 1.07 , 1 Ob = Bearing Area Factor per NDS 3.10.4 5. Anowabie tenslon loads are based on net section assuming hole size equal to bolt diameter plus 1/16' With the hole drilled on the 312' face of post for a 4-inch wall and on the 5 12' face of post for a 6-inch wal. Tension loads have been mcreased for wind or seisrdc loading with no further increase allowed. Reduce where other beds govern. 6 Values do not consider combined axial and out -of -plane lending. 7. Bolt diameter'None" indicates full cross section. 68 of 80 - lemw I� PROJECT : Rim to Top Plate Connection PAGE: 1 of 1 `ill a CLIENT: Typical Floor to Floor Connection DESIGN BY: JEH Nnlltng"Iml mC JOB NO.: detail calc DATE: 2012 IBC REVIEW BY: JEH Toe -Nail Connection Design Based on NDS 2005 INPUT DATA & DESIGN SUMMARY NAIL TYPE( O=Common Wire, 1=Box, 2=Sinker) 0 Common Wire Nail NAIL PENNY -WEIGHT ( 6d, 7d, 8d, 1Od, 12d, 16d, 20d, 30d, 40d, 50d, 60d ) 16d LUMBER SPECIES (O=Douglas Fir -Larch, 1=Douglas Fir-Larch(N), 2 Hem-Fir(N), G=0.46 2=Hem-Fir(N), 3=Hem-Fir, 4=Spruce-Pine-Fir) LOAD DURATION FACTOR ( Tab 2.3.2, NDS 2005, Page 8) CO = 1.6 WET SERVICE FACTOR ( Tab 10.3.3, NDS 2005, Page 58) CM = 1.0 TEMPERATURE FACTOR ( Tab 10.3.4, NDS 2005, Page 58) Ct = 1.0 THE ALLOWABLE LATERAL DESIGN VALUE FOR THE TOE -NAIL = 166 Ibf ANALYSIS TOE -NAIL FACTOR ( Sec 11.5.4.2, NDS 05, Page 78 ) Ctn = 0.83 NAIL LENGTH L = 3 1/2 in THE SIDE MEMBER THICKNESS IS TAKEN TO BE EQUAL TO is = L / 3 = 1 1/6 in THE PENETRATION OF THE NAIL INTO THE MAIN MEMBER p = L(cos30°) -ts = 1.86 in NAIL DIAMETER D = 0.162 in THE PENETRATION FACTOR (Note 3, Tab 11N. NDS 2005, Page 97) Cd = 1.00 THE NOMINAL DESIGN VALUE FOR SINGLE SHEAR IS TABULATED IN NDS 2005 TABLE 11N, PAGE 97, AS Z = 125 Ibf THE ALLOWABLE LATERAL DESIGN VALUE FOR THE TOE -NAIL IS Z' = ZCDC'MC'tC'dCtn = Tvnical Nail Dimansinnc (AnnpndiY 1_d_ NDS 2005. Pane- 1671 166 Ibf Type Penny -Weight 6d 7d 8d 10d 12d 16d 20d 30d 40d 50d 60d Length 2 2 1/4 2 1/2 3 3 1/4 3 1/2 4 4 1/2 5 5 1/2 6 common Diameter 0.113 0.113 0.131 0.148 0.148 0.162 0.192 0.207 0.225 0.244 0.263 Head 0.266 0.266 1 0.281 0.312 0.312 0.344 0.406 0.438 0.469 0.500 1 0.531 Length 2 21/4 21/2 3 31/4 31/2 4 41/2 5 Box Diameter 0.099 0.099 0.113 0.128 0.128 0.135 0.148 0.148 0.162 Head 0.266 0.266 0.297 0.312 0.312 0.344 0.375 0.375 1 0.406 Length 1 7/8 8 1/8 2 3/8 2 7/8 3 1/8 3 1/4 3 3/4 4 1/4 4 3/4 5 3/4 Sinker Diameter 0.092 0.099 0.113 0.120 0.135 0.148 0.177 0.192 0.207 0.244 Head 0.234 0.250 0.266 0.281 0.312 0.344 0.375 0.406 0.438 0.500 Technical References: 1. "National Design Specification, NDS', 2005 Edition, AF&AP, AWC, 2005. 2. Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001. 69 of 80 41 HodPROJECT: Joist to Top Plate Connection PAGE: 1 of 1 CLIENT: Typical Floor to Floor Connection DESIGN BY: JEH tnt1cn991tnr1 tzic JOB NO : detail calc DATE: 2012 IBC REVIEW BY: JEH Toe -Nail Connection Design Based on NDS 2006 INPUT DATA & DESIGN SUMMARY NAIL TYPE ( O=Common Wire, 1=Box, 2=Sinker) 0 Common Wire Nail NAIL PENNY -WEIGHT ( 6d, 7d, 8d, 10d, 12d, 16d, 20d, 30d, 40d, 50d, 60d) 8d LUMBER SPECIES ( O=Douglas Fir -Larch, 1=Douglas Fir-Larch(N), 2 Hem-Fir(N), G=0.46 2=Hem-Fir(N), 3=Hem-Fir, 4=Spruce-Pine-Fir) LOAD DURATION FACTOR ( Tab 2.3.2, NDS 2005, Page 8) CD = 1.6 WET SERVICE FACTOR ( Tab 10.3.3, NDS 2005, Page 58) CM = 1.0 TEMPERATURE FACTOR ( Tab 10.3.4, NDS 2005, Page 58) Ct = 1.0 THE ALLOWABLE LATERAL DESIGN VALUE FOR THE TOE -NAIL = 106 Ibf ANALYSIS TOE -NAIL FACTOR ( Sec 11.5.4.2, NDS 05, Page 78) Ctn = 0.83 NAIL LENGTH L = 2 1/2 In THE SIDE MEMBER THICKNESS IS TAKEN TO BE EQUAL TO is = L / 3 = 5/6 in THE PENETRATION OF THE NAIL INTO THE MAIN MEMBER p = L(cos30°) -ts = 1.33 In NAIL DIAMETER D = 0.131 In THE PENETRATION FACTOR (Note 3, Tab 11N, NDS 2005, Page 97) Cd = 1.00 THE NOMINAL DESIGN VALUE FOR SINGLE SHEAR IS TABULATED IN NDS 2005 TABLE 11N, PAGE 97, AS Z = 80 Ibf THE ALLOWABLE LATERAL DESIGN VALUE FOR THE TOE -NAIL IS Z' = ZC'DC'MCtC'dCtn = T.mirml Mmil Dimcncinnc 1AnnpnrliY I d_ NDS 2005. Pane 1671 106 Ibf Type Penny -Weight 6d 7d 8d 10d 12d 16d 20d I 30d 40d 50d 60d Length 2 2 1/4 2 1/2 3 3 1/4 3 1/2 4 4 1/2 5 5 1/2 6 Common Diameter 0.113 0.113 0.131 0.148 0.148 0.162 0.192 0.207 0,225 0.244 0.263 Head 0.266 1 0.266 0.281 0.312 0.312 0.344 0.406 0.438 0.469 0.500 0.531 Length 2 21/4 21/2 3 31/4 31/2 4 41/2 5 Box Diameter 0.099 0.099 0.113 0.128 0.128 0.135 0.148 0.148 0.162 Head 0.266 0.266 0.297 0.312 0.312 0.344 0.375 0.375 0.406 Length 1 7/8 8 1/8 2 3/8 2 7/8 3 1/8 3 1/4 3 3/4 4 1/4 4 3/4 5 3/4 Sinker Diameter 0.092 0.099 T0.113 0.120 0.135 0.148 0.177 0.192 0.207 0.244 Head 0.234 0.250 0.266 1 0.281 0.312 1 0.344 0.375 0.406 0.438 0.500 Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF&AP, AWC, 2005. 2. Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001. 70 of 80 IR PROJECT: Typical Top Plate Splice Calculation PAGE: 1 of 1 ZnginEeN,tg Inc CLIENT: Residential DESIGN BY: JEH JOB NO.: DATE: 2012 IBC REVIEW BY: JEH Top Plate Connection Desian Based on NDS 2005 JT DATA & DESIGN SUMMARY HRAGM CHORD FORCE RESISTED BY THE TOP PLATE T = C = TYPE ( O=Common Wire, 1=Box, 2=Sinker ) PENNY -WEIGHT ( 12d, 16d, 20d ) 3ER TYPE ( O=Douglas Fir -Larch, 1=Douglas Fir-Larch(N), 2=Hem-Fir(N), 3=Hem-Fir, 4=Spruce-Pine-Fir) 3ER GRADE ( O=Select Structural, 1=No.1 & Btr, 2=No.1, 3=No.2, 4=No.3, 5=Stud, 6=Construction, 7=Standard, 8=Utility) PLATE SIZE Double 2 x ) DURATION FACTOR ( Tab 2.3.2, NDS 2005, Page 8) CD = SERVICE FACTOR ( Tab 10.3.3, NDS 2005, Page 58) CM = 'ERATURE FACTOR ( Tab 10.3.4, NDS 2005, Page 58) Ct = 1.5 k 0 Common Wire Nail 16d 3 Hem -Fir, G=0.43 2 No.1 6 No.1, Hem -Fir, G=0.43 1.6 1.0 1.0 USE 2 ROWS 4 -16d NAILS @ 2-1/2 in o.c., EACH SIDE. (SIMPSON STRAP NOT REQUIRED.) 2-1/2- MIN SIMPSON STRAP T T 48" MIN ANALYSIS DESIGN VALUE FOR TENSION (Tab 4A, NDS 2005 SUPP, Page 32) Ft = 625 psi AREA OF CROSS SECTION FOR ONE 2 x 6 MEMBER A = 8.25 in SIZE FACTOR (Tab 4A, NDS 2005 SUPP, Page 30) CF = 1.30 ALLOWABLE TENSION CAPACITY FOR ONE 2 x 6 ONLY T' = AFtCDCMCtCF = 10.73 k > T, SIMPSON STRAP NOT REQUIRED. NAIL LENGTH L = 3 1/2 In SIDE MEMBER THICKNESS is = 1 1/2 in THE PENETRATION OF THE NAIL INTO THE MAIN MEMBER p = 1.99 In NAIL DIAMETER D = 0.162 In THE PENETRATION FACTOR (Note 3, Tab 11N, NDS 2005, Page 97) Cd = 1.00 THE NOMINAL DESIGN VALUE FOR SINGLE SHEAR IS TABULATED IN NDS 2005 TABLE 11 N, PAGE 97, AS Z = 122 Ibf EE E ALLOWABLE LATERAL DESIGN VALUE FOR THE ONE NAIL ISZCDCMCtCd 195 Ibf —_—Z' = NUMBER OF NAILS REQUIRED IS n = T / Z' 7.7 8 Nails USE 2 ROWS 4 -16d NAILS @ 2-1/2 in o.c., EACH SIDE. Technical References: 1. "National Design Specification, NDS", 2005 Edition, AF&AP, AWC, 2005. 2. Alan Williams: "Structural Engineering Reference Manual", Professional Publications, Inc, 2001. 71 of 80 . X OHodge en ineerin inc. � g 1500 PSF Reinforced Concrete Footing Pad Calculation Calculating the bearing capacity of reinforced concrete footing pads is more than dividing the design load by the soil bearing capacity. The designer also has to take into account flexure, 1-way shear, and 2-way punching of the concrete pad. The best designed most economical concrete footing pad will maximize all design factors. Governing Failure Mode: For a given design load and soil bearing capacity there are four main failure modes that control design. 1. Soil bearing will be controlled by the size of the pad 2. Flexure is controlled by pad thickness and reinforcement 3. 1-way shear is controlled by pad thickness 4. 2-way punching is controlled by pad thickness and reinforcement Governing Load Case: Each of the four failure modes of a reinforced concrete pad also has a governing load combination in LRFD depending on load type. For example treating the design load as a 100% dead load ignores that the governing load combination for 2-way punching is 1.41D only when dead load is applied without other loading. The governing load combination is 1.20D + 0.50L + 1.6S when a large snow load is used. Notice that snow loading has a distinctly larger effect on footing pad capacity. Conclusion: The correctly designed reinforced concrete pad has more design information than the correct length and width to meet soil bearing capacity. The pad will also have the correct thickness and reinforcement to maximize the capacity of the pad to be most cost effective. I have calculated the bearing capacity of footing pads sized 24" to 72" in 6" increments for 1500 psf soils with a larger snow loading. These calculation are attached. When the capacity of the footing pad is exceeded by the design loading the next larger pad has been -specified. Hodge Engineering, Inc. John I . Hodge P. E, 26.i ;Jahn .A e NW Ste. E5 Gig HM'bal•, 7080 ` ( 253) 557-70.55 Fax (253) 857-7599 14xye Enpmairq Iz. Pged Tkle'. 2000 PSF Soil - Concrete Fooling C kdatron 2615 John Ara NW ES EnQin<x' John Hodge q 10: P' tnatl Footil Gq Haber. WA PneclDevx: Isdaol Camrae Faotirgs. pdN kedm gee 251ffi1-7055 J n`k' r: 1'j ,Pe General Footing -- ra••cww�ao-sw-�F ��a,4 vwx;xn�'i DesapiM 2e lwlmp. I. and Coda RdMeoes Cakulation per AC'116.11. IBC 2012, CBC 2013, ASCE 7.10 Load Comehati.nS Used : ASCE7.10 General Information Material PropeHrec Pc C-SeM,kel."i, 2,50 ks tyty Rma Yield Ec'. Co'de Ea'alodk Mod,kS 600 on = 3.127.0 ks Cawrae0'dy 165.0Ind 9 Values Fl- = 090 Shea 0.750 AnalYsie Setting, Min Sled %Bentiq Reid. Min Allow%Tarp Reid, 0.001 SO Mh. aenaNnp Sefrn Feao Mh. 9dind sdy F'o = 10:1 1.0:1 Pod R9" In, Sal RSae Yea Use N v4 to dAbAi, r'rens O SMas : Yes AtltlP Sl N la Soil Pr.- No P Use ),NAi cut laaaSiNY. manBshea No Dimensions WidhperehNI XXArS 2.0n Levi, erdld 1122 Aso 20h F-%TN,k- = 80in Petlemd dmeavrs... M pad. to XX Avv pHze:gpeidld to 2Z Ax6 1. rya enlno to Ento d Cmaete, n I Bean o(f.q 10m Bars redid ro X-X Airs NA dears 20 RdNaaq Ba Sae • A 4 8,opanod to Z Z AXrs Nurrt%r of Bars 2.0 RdNaag Ba S. p 4 BndridN DhUlbu00n Cask IAa 15.4.4a Direction Rep,Ag Claa Soennon Na tl Bars reaired.111 Me Na tl Bars rm,J mch s dzone Ni Soil DeWo I VOaleu� A INi5ee0ea'np By FadrO We4M 1.50 kC SoilPs Ronn-P Skdrq) SaLCdq'de F,ow Coon. = 25No ptl 0.30 I'Sesbasedn kd'vvqq Daah Fcakq ose dylhbekw Msalaa - Albxabl per bolddepH fl kd e Iaes5ve:'SAI wnen lading bais balav n Teases mead of WON dal dmSkn ulo,Abea Sae=w kd ofdnl= wmen maximum blpha Oolh is ge k9 n D Lr L S w E H P'. Cdumn Lood = 2.50 3.0 k OB:Ovabrden - kd ...... ................. ...... .......... ......... ......... -.. Mkx k n MII • k.n Vx y.x k Hal", noneah2,lnc "o."e: 2000 PSF Sad-Co'NeF n ppC kdmrons HO g,M 2615aty WNW ES EnIlinPSW J,AaNJCe Pq'10 Pan m Fapa .. Gq Haber WA Rgecl De': JohnH Cava. Fodirgs pa kedm 253857.70`% J 1. r� 1 , .. ........__.... ....._..._ J General Footing Fxacu Np.lOrlim .4 ve 1u.4 Desaplian. 30' Wdq 1500v1 Cod.Ra/- Calculation. Par ACI 318-11. IBC 2012, CBC 2013, ASCE 7.10 Load =hatiom Ured : ASCE 7.10 General Information Material PI.P.itie. Soil OeciBn Values Yc-.C-en, 2B day S'", 2.SO ks Alia eSal Bear:ry 1.50 of Iyy: Raw Yi 600 ko Irani Beairg BB Fodirq Weigh) No E<: C-.o�kMadAn 3.122.0 k9 Sal Passve Res'aW (kr Song) - 2500 pd CavaeD-y 145.0 pd SoXorvde Fddion Coed. = 0.30 Values Flaae • 0.90 shear 0,750 Incrryses pacednbdNo,Dlenlp0 aih FooiDON Min Sed%Be kV RM = Alkweryde ere e'ee2 per W d"I= 0.0kd Mm ABow%Tory Reid. = 0001tm when footmi bee u below = 0.0n Mh. OvnanYg safer, F'a = 1.0:1 Min Song Wen Fads 1.0.1 Increases W""Akbmpplaldmasdn Pbd RD Wl to Sol Rasa. Yea Ahoebe prSae Pease per fod of deo• 0.0 kd UseN wla ddarry, rrmrns8sheas Yea wicn marimum bXrharedh is genera O.OA Ad, Pededd VA la Sell Raab. No Ike pededd w la I'lY. mom Bshear : No Dimensions wen erdlel. XX aN 250S z Lergm paI&d to LZ Axis • 2,501 Fading TNdmes 100 in i Pehsld dmennono . X pv: erdldlo Xx Ass OOIn pz'eraldtoz-ZAxa Do, � oag Eyed Camel.. 30m i si Relnforoing 2 4 Bars erafld lO XX Pxe lLrrtadBers 4.A Redackq ear sae • tl 4 ears rardld m 2-z Atis Nanfo, eB. 4.4 Re.Maag B. San N 4 •.•••^ •.••'•' Bndwidth Noland" Ohrck (AG t54.4.2j Direction RONidrg Ckaa Sepereucn Na N Bale reairetlwnnn zme Na A Bars readMnmch skedzare Na Applied Loads D S W E H P:Cdumn_ 30 00 0.0 5.So Do 0.0 O.OI, 08:Ovobcden 00 00 0.0 0.0 0.0 00 Doke ........_... _...._... .. ........... ......- _._...-....... __ My 00 oo ao 6.6 00 00 OOk-A MII 0.0 0.0 00 0.0 0.0 0.0 OOkM1 V. 00 00 00 00 00 00 .1 Vx 0.0 00 .0 0.0 0.0 0.0 00 .01, -........_ _-.-... lE ,Inc. P Tee Hodge oRd 2000 PSF Sop- Gamete Footing Celadab_ Hod ,n Gq Hahn Ave NW ES Ergma- Gg HarOa, WA Prgeq Oascr'. oMHC IstldedCaude P 10'. P 1d 1Facar died FaXiyspdn food, `r g 2 7-7056 • I General Footing - EHERA.d Wp, Irl13NABAFr.I r. er..Ma.x Oesooion: ,."21 Cnhp.ISOOmn DRIGNSUAl MAWNo ran Appird Ozpadq ow•dnp La4d Nngatltln PASS 09813 Sal Oeairq 14nkd 1.50 kd -DIS-H Ancu LZ'cis PAS: Ne 0vdl-,ax-X OOk41 00kn hk Ovdlamq PAS: Na Ornan'rg-Z Z 0.0 k-n 00k-n No Ovemmkq PASS N. Bww-X-X O.Ok OOk No Slidrg PASS Na Sbdrg-Z-z 00k 00k NO Slok9 PASS W. UISA .0k OOk No Wfi PASS 02274 11--(.X) 09750 k-n 41B8 k1 .1200.0.50L0EOSa1.mH PASS 02174 Z,b 1'X) 09750 k-fl 4288 kh .1203.0.5AL•I.WS.1.60H P 5 02274 XFlense(•Z) 09750In 4288k-h at 20 50L•I ODSa1WH PASS 02274 XFla hz) 0975D k-n 429E kA .120.0.`.AL•I.B05•I.PoIJ PASS 0.2b trry Shear (.X) 1959.Psi 75.0 ps .1.= 4)50L•1.r6.1.DH PAS: 02456 1WBy sheen X) 18417 to MOO psi •121D•0.50LaI,OMI.6DH PASS 0. MID I -way Snryr(•Z) 19.50 psi MO psi al450La1.63S-1,6DH PASS 02456 Iveysleer(Z) 18417 psi 750 ps •121D•O.50L•I� I,EDH PASS O4992 2we,Puadn 74.880 re, 150.0 oa •12DD•0.5OL•1 ODSa16JH Hodge ErldrXcdy,bm Pined iee: 2615Jdln Ave NW ES Engheer 1000PSF SoiConaete Falnrl�C I Ian JOMHaye ,MID Pod Lcad Fade Gg Harbo, WA Prged Ozsa IsdaalCalcrae FoourgepaN kadn9 r' "... 1a1111W ` 0C ' 253ffi7 7055 ....... ....... ............ ....... .. General Footing ......... -, -. fl4•c eacAc,ct"0 d'ie,4�. Desoplbn: 3O b.rnp1500 mil GS4Nl SUMMARY MA Patio pen" OMltle (blvrdrglArd OarelMan 1-09873 Sal Beairg IOn kd 1.50 kd .O.S-H ebo122 a¢ PASS Na 0- nkg X.X 00kn OOkfi No Ovalan'rq PASS Na OvMMnkq ZZ 00kJi 00 kA No0vnoniq PASS Ne :`olXX Sri,00k No short; PASS tie Show Z-Z 00k OOk No Stidnp PA. No Uprm OOk OOk No Win PA55 OWZ ZI-(•X) 1.5=`0 k-fl 9.538 k-n .120D•0501..te a160H vSS OI825 ZFlavre(-X) 1.5501, 9538 kn •1.210.050L.1WS•1.O7H PASS 01S25 XFleeda(•Z) 1.550 k-fl 95381 •1210-0`.ALa1 m5.1.WH PASS 0.1625 XFlekae(-Z) 1,550 k-A 953E kn :12Y0.0.`AL.f.WSat.mN PAS S 02193 1-way Shoo 15.746 ro 750 psi .12DQ5DL•1.WSaf.WN PAS: 02� twrey Shmr(-X) 15746 psi 750 ps •1210.0'A•f.8]Sat.mll PASS 02Y99 1-way Shear (.ZI 15.746 ei F.O psi .1.AD•0.51.1 Q7$•1.�lI PASS 0'MM PASS 03389 1-way SM1mr FZ) 2wey Fuming 15.748 ps 59.821 ei F.O psi 150.0 psi •120.0.50L•1.WS•1.WH a12XJa0.50La1.LUS•1.WH 73 of 80 I k Hoye Ergreeiy. lnc. Rgea irle. 2000 PSF Sol Cornele Footing CekUelwpo Ho g I Gig HehnAveNWES Enpeee onHmp sdlog PdM omfine Gip HaNa, WA Prem Dams. -,Hodge pant lmdre T7.7055 J e r• 2- General Footing rAd•cw.»uola�4rMaukz-FiEkdA nr,•,Fce 0map01 .,' is bobng' I500 mil 0.),Relan-se Calculation pm AC131&11, IBC 2012. CSC Load Conbhaton Uaed : ASCE 7.10 General lntonna0on W.6.1 Properties rc:C-28coy,ealph Iyy'. Rne Yieq Ec: Came Elesf Mantas Cantle Denny ro Values Flarua SAm AlMlysle Settings Min Sod%Berokg RdN. Min 0'en Tang Reid Mh. SWN Selg Sad Fedes o, nth. Fig W Saery Fefa = Am Fig tf b 9dl Rescue Use pew11a vooWfo, ,ol Pr. Arheas Am Forestal W fa Sol Rescue Use "o", M fadmillY. man 8 shae Dlmenslons WidhparNldlo X-XMn = 30fl Loopperald to Z Z Me • 30fl Fp.Sg TNdres = 12.0In 2013• ASCE 7-10 Soil Design Values 250 ks akraade Sal 1.50 kY S00 ksi In-.BdA,ng8y Faavg WeiQn = NA 3.122.0 kd Sal Pasdw: ReshamY (or Slow) 250.0 pd 145.0 I'dScAC-ee Fmion C.". 0.30 0.W 0.750 Ircrseses hesMm Md'mmpp Doh Fmirg Cea dgih Cebw Isuface O.Ofl akwaae ae55ue irnease Per fool ddeph 00W OOO1B0 wltn foolirg-is.1. 0.0n 1.0 1 1.0.1 Ircr�es msmdo bolkg del on-. Yea alowadeeg5ue ancere ltafm deep= 0.0 kd Yee whenmaxlmumkaglhprwidhieg1 n 0.0 f1 No No Pede5M1dnrd Surd .. pv:pe+eldaxx Ads 00in HPzeq.plIlm1dMwZ-zAS 00in f1�a D071mire 10 Eye d Canele.. O.O n sl Bonomalmhp = 3.0h Relntordng Pede5M1dnrd Surd .. pv:pe+eldaxx Ads 00in HPzeq.plIlm1dMwZ-zAS 00in f1�a D071mire 10 Eye d Canele.. O.O n sl Bonomalmhp = 3.0h Relntordng Bars yarns o )FX Avis Nw 01 M Rddadg Ba S¢e 4.0 A 4 Bars perms wza A� RdnfixdBars = Rdnbdq Be Sat • 4.4 A 4 Bdedwid0 Dstft'on Mitt (AC116.4.Q Dlmcfion RegAn" Cosa Swam Na A ears reloed Qho zone Na A 8ars repired m exh side cf zee Na 0 M L S W E H P'. Co -Loin 4.0 0.0 0.0 SO O.G 00 O0k OB'. 0-cen ..................0 �.__- 0.0 _0.0 00 00 00 00 ksi ..........-._ .. µn - 0.0 0.0 0.0 0.0 00 0.0 OOk.h µa 00 _ 00 .0.0 _. _0.0__, 00 0.0 0.0 kM1 V.x = 00 00 0.0 0.0 00 00 O.Ok V-z 0.0 0.0 0.0 00 Oo 00 0.0 Hinge Ergiremy.lnc. Proles TKI,, 2000 PSF Oil- Comte FactIq 9 Hodge 261H ,* NW ES Ellpnea Its Hodge Rgm ID PdM LoadFmk Gg Haba, WA Prgeci Dena Isdam Canoe Faangs-point loading General Footing - - ra"c'�'"fOp1N"D-`0041 vr.4.c`n'4 ermcalc ac.+mstm4 aw:auA Desvptldn. 42 beteg ISW mil CddeR.Wm- Celculatona pm ACI 31&11. IBC 2012, CBC 2013, ASCE 7-10 Load Lftinatione Uaed : ASCE 7-10 General Intordnatlon Mmenal Properties ryyc: Cmatle 2B day'Sv' Ec RCo nee Edsoc Mood. Conaee Dar4ry P Vdues Flexue = Sn a Amin $"I %nings Min Sleet%Benno RRdN. - MmAlbw%Temp Reid = M. Cvenunlfe Sdeo, = M. Fg.SI'dog SeeryF Seem Am Flg Wt r Sal Rescue Use revnfa Yefa Sal mavenseYeas Am ora YA la FedRescue the Pmma wtla YedXY. man6slea DI` a 5lodds WNh M,mldlo X.XM4 3.50M1 Lergln pdAdlo Z-Z Ads 3.SOM1 Furling Th- = 12.0 in Soil Deelgn Values 2 50 kd Akwdle Sal Beairy = 1.50 kd 60.0 ksi ImpOm BeeIre BY Fading NpipM = No 3.122.0 kY Sul Pe11. Ross-(b Slily) 2500 pd 145.0 Pd SoMCantle Fmlm Coofl • 0,30 O 90 0.750 Increases Casco a ksirrgg DMh Footing base nMh Cebw Isulace = O.OM1 abwdNa pesare immse Pm kdd del0.0 kY 000180 Menfadire Oeseh Cdov 00M1 1. o :1 Increaes Cesedm bong pan dmaSon alo Ala Prasslreimeese perrmaaa4= o.o kt yea Mren mefimum lmlghawidnhaeaen O.Ofl No No Pe@stdd"deora px. pddetlou Mir O.OIn ppxx�parallel to Z-Z Avis O.OIn HapM Re d dladi dCalade.. 30in g Relnfotdng Bars goals tax%Ms eW. Bars 5.4 Rdrdacig B. SCe p 4 Bars yrmtl l0 2-Z Anus NuniCerd Bars 5.G Ranfaarg Be So, A 4 Beldelddl Dismbution OAck (AG 16U.2) Dnttlidn R4cmen9 M. SmemMt Na ABersrmsyrm wAlinzae Na A Ban rep sedonnechsifadiae Na z x D U L S W E H PColumn Lon 6.50 00 D.0 10.0 0.0 00 O.Ok 08 0-den = 0.0 00 0,0 00 00 _ .00 OOks . ... __...___ ..... _ Mn o.o 0o G.o 00 o0 o.a 0.0kn µa __....._ 0:0-...,..__ _ 00 _ 0;0 _ _ 0.0 00. -....- 00 0.0 V.x = 00 0.0 0.0 00 OO1, k yaid OD .x 0.0 00 00 00 00 00 O.Ok -"'------- , L Hodge Ereireaire, Inc. Prgea Tnie 2000 PSF Sol Concrete Footing Ce cdeAons r 2615 Jain Ave NW ES Engineer Jain Hods Pmiea ID PoMLmdFood pant lmdg Hodge-253 a. Raga Descr. Isdalm Concrae Fool reS.r ....... 253857-705WA5 � tr• nt1 General Footing Fvi O'`"�Fr,1i0A11No-1i00O1M�I; wnk. a L" DEBRYJ SUAWRY A Me.- Men Appled OW-11 mvedrMLsn OdrlAnMon PASS agem Sul Beaire 1478 ktl Iwkd •0•S•H dnA Z-Z Avis P.:Na Ovmunkg-.A OO kS 00 kA Hoo-on g PASS No Ovmuni'g-22 001J1 0.0 wn Ho Ovmurnlg PA'S We Slidre X-X 00k 00k Ho snong PASS NA SIMre ZZ OOk OOk WSlidng PASS We Up'At OOk Ook Ho Upin PA95 02"1 ZFlexum(•X) 2.20kJl 104N kfi •111D-0WL•1.W5.1 WH PASS 02111 1111,(-X) 2.20 kd 10424 k.0 •1200.0.50L•1.W5.1 WH PASS 02111 XFonlre l•2) 2A kfi 10/2d k�l •1200d°.0L•1WS•1. PASS 02111 XFlexael Z) 2.20 k-M1 7042d kfl •1200.0.50L•1.W5.1.WH PASS 01811 t-way Shmr(•XI 13.580 pel 15.0 psi •110D•0.50.•1.WS•163H PASS 01811 i-way Shem (-X) 135Wpd Mods, •12OI)40L•16DS•160H PASS 01e11 1-way S=(•Z) 135W ps 75.0 psi •121104M_I.6DS•1.ON PASS 01811 1-way Shear (-Z) 13.SBD pal M0 Psi •1200.0.WLA 6OS•1.Ok1 PASS 0M24 2-way Pundlirg 513640 two Ps •I20ri•O.S.A6DS•1.WH n0• HoyeEngr,ei Inc. Prgm i'de. Jon, PSFSoi Concede Foosnp CeklAmiod o a515Jan Ave NW ES Enpneer: John Norge Pram lD. Poi L dFdopi Hal......_g•- Gg Harbor, WA Q. Oesa: Isdmm Cawnae F."Ns WMkedre as3857.7055 r• General Footing ne•cu nooaMe,a,+cnv. +m '. 13-01 n.41 bony-15W sd DMGNSU:VAl4RY Me.Rro ten Applld Owe" Qx_*pLyn OorrMimeon PAS' 09947 Sod Basing 1 492 kY 1 W kd •0•S•H sbaA Z Z axis PA59 Na 0venu XX 00k-n OO klI Na Oval og PASe Na Ovanunlg ZZ OO k" 0.0 k.n MOvenun'ng PASS do Slidre X. 00k 00k fJO Slidy PASS Na Slidre�Z.Z 00k 00k fo Zog PAS' Na Uail 00k 00k HoUpn PA53 0M71 ZFdoeel'x0 2975 kM1 I I A M kfi :1201) 0L•I6OS•16011 PASS 0.1,71 ZFkxvml X) 2975 k-n 11139 kh •120D•05 !60S•1 WH PASS 02671 XP.-l`Z) 2.1111At 111>9 k-n •1.2DD•050L•1.WS•1.60H PAS S 02571 %Fkevel Zl 2.975 kit 11139 k11 •12DD•0 WL•I 605.1 WH PASS 02379 1way Shea l'X) 17NOId nOW •12)D•050L•163S•160H PASS 023M 1way Sheerl X) 17Mod nopsi •12rX)•0`A•16rl WH PA 93 02379 1way Sneer l'Z) 17B40 pv M0 psi •12D•O.WL•1WS•1WH PASS () " lrlay St.:l�Z) 17B40 ps n pR •120D.0.50-N 6JS•163H PA95 0410I 2-Purmd 70.519 ps 1WOps •12W0.50L•1 WS• 163H 74 of 80 Pe@stdd"deora px. pddetlou Mir O.OIn ppxx�parallel to Z-Z Avis O.OIn HapM Re d dladi dCalade.. 30in g Relnfotdng Bars goals tax%Ms eW. Bars 5.4 Rdrdacig B. SCe p 4 Bars yrmtl l0 2-Z Anus NuniCerd Bars 5.G Ranfaarg Be So, A 4 Beldelddl Dismbution OAck (AG 16U.2) Dnttlidn R4cmen9 M. SmemMt Na ABersrmsyrm wAlinzae Na A Ban rep sedonnechsifadiae Na z x D U L S W E H PColumn Lon 6.50 00 D.0 10.0 0.0 00 O.Ok 08 0-den = 0.0 00 0,0 00 00 _ .00 OOks . ... __...___ ..... _ Mn o.o 0o G.o 00 o0 o.a 0.0kn µa __....._ 0:0-...,..__ _ 00 _ 0;0 _ _ 0.0 00. -....- 00 0.0 V.x = 00 0.0 0.0 00 OO1, k yaid OD .x 0.0 00 00 00 00 00 O.Ok -"'------- , L Hodge Ereireaire, Inc. Prgea Tnie 2000 PSF Sol Concrete Footing Ce cdeAons r 2615 Jain Ave NW ES Engineer Jain Hods Pmiea ID PoMLmdFood pant lmdg Hodge-253 a. Raga Descr. Isdalm Concrae Fool reS.r ....... 253857-705WA5 � tr• nt1 General Footing Fvi O'`"�Fr,1i0A11No-1i00O1M�I; wnk. a L" DEBRYJ SUAWRY A Me.- Men Appled OW-11 mvedrMLsn OdrlAnMon PASS agem Sul Beaire 1478 ktl Iwkd •0•S•H dnA Z-Z Avis P.:Na Ovmunkg-.A OO kS 00 kA Hoo-on g PASS No Ovmuni'g-22 001J1 0.0 wn Ho Ovmurnlg PA'S We Slidre X-X 00k 00k Ho snong PASS NA SIMre ZZ OOk OOk WSlidng PASS We Up'At OOk Ook Ho Upin PA95 02"1 ZFlexum(•X) 2.20kJl 104N kfi •111D-0WL•1.W5.1 WH PASS 02111 1111,(-X) 2.20 kd 10424 k.0 •1200.0.50L•1.W5.1 WH PASS 02111 XFonlre l•2) 2A kfi 10/2d k�l •1200d°.0L•1WS•1. PASS 02111 XFlexael Z) 2.20 k-M1 7042d kfl •1200.0.50L•1.W5.1.WH PASS 01811 t-way Shmr(•XI 13.580 pel 15.0 psi •110D•0.50.•1.WS•163H PASS 01811 i-way Shem (-X) 135Wpd Mods, •12OI)40L•16DS•160H PASS 01e11 1-way S=(•Z) 135W ps 75.0 psi •121104M_I.6DS•1.ON PASS 01811 1-way Shear (-Z) 13.SBD pal M0 Psi •1200.0.WLA 6OS•1.Ok1 PASS 0M24 2-way Pundlirg 513640 two Ps •I20ri•O.S.A6DS•1.WH n0• HoyeEngr,ei Inc. Prgm i'de. Jon, PSFSoi Concede Foosnp CeklAmiod o a515Jan Ave NW ES Enpneer: John Norge Pram lD. Poi L dFdopi Hal......_g•- Gg Harbor, WA Q. Oesa: Isdmm Cawnae F."Ns WMkedre as3857.7055 r• General Footing ne•cu nooaMe,a,+cnv. +m '. 13-01 n.41 bony-15W sd DMGNSU:VAl4RY Me.Rro ten Applld Owe" Qx_*pLyn OorrMimeon PAS' 09947 Sod Basing 1 492 kY 1 W kd •0•S•H sbaA Z Z axis PA59 Na 0venu XX 00k-n OO klI Na Oval og PASe Na Ovanunlg ZZ OO k" 0.0 k.n MOvenun'ng PASS do Slidre X. 00k 00k fJO Slidy PASS Na Slidre�Z.Z 00k 00k fo Zog PAS' Na Uail 00k 00k HoUpn PA53 0M71 ZFdoeel'x0 2975 kM1 I I A M kfi :1201) 0L•I6OS•16011 PASS 0.1,71 ZFkxvml X) 2975 k-n 11139 kh •120D•05 !60S•1 WH PASS 02671 XP.-l`Z) 2.1111At 111>9 k-n •1.2DD•050L•1.WS•1.60H PAS S 02571 %Fkevel Zl 2.975 kit 11139 k11 •12DD•0 WL•I 605.1 WH PASS 02379 1way Shea l'X) 17NOId nOW •12)D•050L•163S•160H PASS 023M 1way Sheerl X) 17Mod nopsi •12rX)•0`A•16rl WH PA 93 02379 1way Sneer l'Z) 17B40 pv M0 psi •12D•O.WL•1WS•1WH PASS () " lrlay St.:l�Z) 17B40 ps n pR •120D.0.50-N 6JS•163H PA95 0410I 2-Purmd 70.519 ps 1WOps •12W0.50L•1 WS• 163H 74 of 80 z x D U L S W E H PColumn Lon 6.50 00 D.0 10.0 0.0 00 O.Ok 08 0-den = 0.0 00 0,0 00 00 _ .00 OOks . ... __...___ ..... _ Mn o.o 0o G.o 00 o0 o.a 0.0kn µa __....._ 0:0-...,..__ _ 00 _ 0;0 _ _ 0.0 00. -....- 00 0.0 V.x = 00 0.0 0.0 00 OO1, k yaid OD .x 0.0 00 00 00 00 00 O.Ok -"'------- , L Hodge Ereireaire, Inc. Prgea Tnie 2000 PSF Sol Concrete Footing Ce cdeAons r 2615 Jain Ave NW ES Engineer Jain Hods Pmiea ID PoMLmdFood pant lmdg Hodge-253 a. Raga Descr. Isdalm Concrae Fool reS.r ....... 253857-705WA5 � tr• nt1 General Footing Fvi O'`"�Fr,1i0A11No-1i00O1M�I; wnk. a L" DEBRYJ SUAWRY A Me.- Men Appled OW-11 mvedrMLsn OdrlAnMon PASS agem Sul Beaire 1478 ktl Iwkd •0•S•H dnA Z-Z Avis P.:Na Ovmunkg-.A OO kS 00 kA Hoo-on g PASS No Ovmuni'g-22 001J1 0.0 wn Ho Ovmurnlg PA'S We Slidre X-X 00k 00k Ho snong PASS NA SIMre ZZ OOk OOk WSlidng PASS We Up'At OOk Ook Ho Upin PA95 02"1 ZFlexum(•X) 2.20kJl 104N kfi •111D-0WL•1.W5.1 WH PASS 02111 1111,(-X) 2.20 kd 10424 k.0 •1200.0.50L•1.W5.1 WH PASS 02111 XFonlre l•2) 2A kfi 10/2d k�l •1200d°.0L•1WS•1. PASS 02111 XFlexael Z) 2.20 k-M1 7042d kfl •1200.0.50L•1.W5.1.WH PASS 01811 t-way Shmr(•XI 13.580 pel 15.0 psi •110D•0.50.•1.WS•163H PASS 01811 i-way Shem (-X) 135Wpd Mods, •12OI)40L•16DS•160H PASS 01e11 1-way S=(•Z) 135W ps 75.0 psi •121104M_I.6DS•1.ON PASS 01811 1-way Shear (-Z) 13.SBD pal M0 Psi •1200.0.WLA 6OS•1.Ok1 PASS 0M24 2-way Pundlirg 513640 two Ps •I20ri•O.S.A6DS•1.WH n0• HoyeEngr,ei Inc. Prgm i'de. Jon, PSFSoi Concede Foosnp CeklAmiod o a515Jan Ave NW ES Enpneer: John Norge Pram lD. Poi L dFdopi Hal......_g•- Gg Harbor, WA Q. 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Jon, PSFSoi Concede Foosnp CeklAmiod o a515Jan Ave NW ES Enpneer: John Norge Pram lD. Poi L dFdopi Hal......_g•- Gg Harbor, WA Q. Oesa: Isdmm Cawnae F."Ns WMkedre as3857.7055 r• General Footing ne•cu nooaMe,a,+cnv. +m '. 13-01 n.41 bony-15W sd DMGNSU:VAl4RY Me.Rro ten Applld Owe" Qx_*pLyn OorrMimeon PAS' 09947 Sod Basing 1 492 kY 1 W kd •0•S•H sbaA Z Z axis PA59 Na 0venu XX 00k-n OO klI Na Oval og PASe Na Ovanunlg ZZ OO k" 0.0 k.n MOvenun'ng PASS do Slidre X. 00k 00k fJO Slidy PASS Na Slidre�Z.Z 00k 00k fo Zog PAS' Na Uail 00k 00k HoUpn PA53 0M71 ZFdoeel'x0 2975 kM1 I I A M kfi :1201) 0L•I6OS•16011 PASS 0.1,71 ZFkxvml X) 2975 k-n 11139 kh •120D•05 !60S•1 WH PASS 02671 XP.-l`Z) 2.1111At 111>9 k-n •1.2DD•050L•1.WS•1.60H PAS S 02571 %Fkevel Zl 2.975 kit 11139 k11 •12DD•0 WL•I 605.1 WH PASS 02379 1way Shea l'X) 17NOId nOW •12)D•050L•163S•160H PASS 023M 1way Sheerl X) 17Mod nopsi •12rX)•0`A•16rl WH PA 93 02379 1way Sneer l'Z) 17B40 pv M0 psi •12D•O.WL•1WS•1WH PASS () " lrlay St.:l�Z) 17B40 ps n pR •120D.0.50-N 6JS•163H PA95 0410I 2-Purmd 70.519 ps 1WOps •12W0.50L•1 WS• 163H 74 of 80 74 of 80 _. .. _ .. - ..... Hodge Ergnnereg, lrc. Ropw Tkle'. 2000 PSF Sol . Co., Fooh pp C pdalo 2515Jdm McNWE5 EAgir,ea Jdln Hodge Project l0. P hLped Fadil HOd�@Hogaha,WA Rgdpe amMCmaeFongs.0o mdg �jr 2`5385].7D55 . .. General Footing rw•ay.wxxao-Mc:1In`a�„r�9",,,`•OD, v,,; ,�"„ Desa0lxn �. „4r menu. Roo nl CadaRarasnpa CakuNtions Dar ACI 318-11, IBC 2012, CBC 2013. ASCE 7-10 Load C= sti n Used: ASCE 7.10 General Information Material PrOpeniea $oil Design Values rc:C-11s oolln.glh = 2.50 ke NlpwahleSABeenrg 1.50 odr Iyy: Rdse le 600 ksi Indease Besdry By Foolirg NpgM • No Ec. Came EMsk: Mod.4Us - 3.122 0 kd Sol Passe Resstam (b Sldw) 2W.0 od C-loaloy = 145.0 pd ShcCa eFr Caen 030 p VS- Fin- • 090 Shea 0.750 Imooses�saloo polityry Omlh Anaiyoie Selling. Footing hose dWhhepw dl oAlam 00fl Min Ss Is Beodrig ReiN. = Nb ,p. ekveax per ben ddadh 0.0 kd Min Now%Terry ReiN = 000180 wMnlodirg Wsis 6elaw ooh N. Nelanng Won, Feria 1.0:1 Min Slidig Sdery Fader • 1.0:1 Increees WsedoopdinppAndn,-ion Add FlpWfa Sd Ressee Yea AJ1wehleaeeaeircieeeper1akd dy,• O.OW Use no vA fa sdsikry.-Is 8 steal : Yes x9anrnaxlmvm Vro` 1hisgreder9 0.01t Add Pedesr Wlfa Sok Ressre NO Use Pededd wt fa gdMMy, man 8 syea : No Dimensions Wkahpsralldto X-XAxs • I" 2 LeVhpardld,oZZAris d.0H Fodirq TNdms 12.0 in pll edd drnasul5._ % px "AW to XX Axs Nil partlW to 2-Z Axs OOn Rdttr Cenleneso Edjedcaoele 00p j S Bonomdleding 3.0 in qq E RNnforclnR d 4 earsperYdmxx Aps 6.0 Rtida9ip Bar Sae 4 d Bars pa,tlltl Io LZ Am NUntadBsrs 6.G Radavq Ba B¢r p d 8ai 10 Distdhuton Chess (ACI 16.4.4Z Dlrecdon Ptt inrg Cosa Seedrenon Na n Bars loo o ownNn zone Na M BSnreaimf on each s. dzone Na D W L S w E H P'W-Wad 8.0 0.0 0.0 13.0 0.0 0.0 OD OB:O-oncen 0.0 0.0 0.0 0.0 00 0.0 OOkd .......... ........... ..._-.. ............ . _..._.._...__._-_. µla � 00 OO � 0.0 00 00 00 0.0 k-fl µa 0.0 0.0 00 O.0 0.0 0.0 ooO.h 00 00 0.0 00 00 0.0k 1, v-o.o 0.0 oo o0 0.0 0.0 0.0 o.Ok dodge Eryneehry. Inc Rojo Ile: 2000 PSF Sol- Concrete FoolppCkulMlo Hodge2615JehnAvetN2ES NgWDr JahnHWge RgatlD. P-raLOMFoaii Gig HarOa. WA Renal Des', hdd iCOrvae FedlryapaN badrg 25385]-7p55 General Footing cv plwc.ic lr,rssMy4�a9�ns.AVss.us�i Desapa,:1,'S9'Uoo'g 1500®1 CGdandW- CakNetions Isar ACI 318-11. IBC 2012. CBC 2013, Load C4rrt Uom Used : ASCE 7.10 General Information W1.0.1 Propa,ties ro Cax:rde A., sveriph Reoa Yied = Cava. Eb Mod,s Contra, Carsly = Values FkAv = Shea = MPlys is Seslings Min Sleet %&snip ReiN, Min Now%Tarp ReiN. Min. OvenannpS Redo, za = Min. Ftg W Briery Fader Adi Flp W la Shc Rescue Use PgvAla sf.S 111so 85Mars AGd P dese W1 fa Sol Rnsre the Pafesd vn la sad%Y.nvnB SMa Dimensions Widh p"Id,O kx Axe 4.50fl Lerythllertlld,OLZAm • 4.50fl F-,N TNd = 130in Pd nm dmnaias pk_pedWro MMS O.On pz'par WtoZZAA,o O.On m omdfaai�d Conaele.. oo. p B RelnforclnR Beapanntl,o X�XNvs Reloo,on Bars I. RddMd, sae a d Bars grand p Z2 Arrs NuaM dBars 7.0 RaNaag Bar Se, A 4 Bandwidf, WoiW€on Cdsok (AG 15 4.4.2) 0ireaiar Renaidrg Closesoon lim W. a Bars reasreOwilNn zan Na A Bars reair0lm eah spedzab Na Soil Design Va(ueA 2.SO kd W.0 ksi Nbwahle Soil a" Inaeam Seem By Foxing M01 150 kd 3,122.0 ken 1450 pd Sail Peso. Resst ro, Sldw) 5 t.Corgas Friction Cool( 2�oo Ixf 0.30 0W 0.]50 vg� Irveases Wsmm �DeWv misWaoo fuoag pass EDelrrx = OOfl 0.001B0 1.0 AnowaYeaesg wee ebse s pdd�ah wnen l0dirg Wxolslox O.O kd Don :' 11 I edxs pg Gm d Y Alo a ,food �. Vhorwd,W=eer9 kdeYee OOl NO No 0 Lr L 6 w E H P W-Load 9.0 0.0 0.0 18.0 0.0 00 O.Ok 06 Ovadxdsn • 0.0 0.0 oo 0.0 0.0 0.0 O.Okd M. 0.0 00 oo 00 OD 00 Ookfl µa 00 _. 00 0.0 0.0 00. -OD _._ OOkh Vx OO 00 0.0 00 00 00k do V�z DO 0.0 OO 0.0 0.0 00 OOk I E ojal Tine: 2000 PSF Sol- Conaele Fool Calculahons Hodge nPmo'na.E5 R np Gp Ha1XY. WA Rgeq OescF Isda dCawrtle Fodrg: grin badrg HodgeGVHloo.WA ES EngPrgWDr John oadedCHodge Pm ]10 PodLOeEFOMiI 25M57 AY.5 r • `• •...: :A[ General Footing n•cw.nnal�rorc°,°9raMm,4a+„ Ml- Delon.:'." lepomp 1500vi1 OEBIDNSUA/ANRYi YAIdIo Lsn Appdtl ow'" +i 9ilradlg t4•d0ondrldbn PASS 097M SOY Swing 1.45E kd 150 kd •0 H ehoA Z Z ns PASS We Ovenankg-X-X OO kdl 00 kfi No OWNTAg PA:: Na Ovm -Z-Z OOkA OO kdt NoO -q PA:S No Sldrg. XX OOk OOk No SNdm PASS Na Sldrg.Z.Z OOk OOk No Suring PAS: Na Up'ift OOk OOk No Ukvifl PARS 0.3255 ZFbkureX) (• 380N M1 11,674 kfl .1.270•160S•050W1 �11 PASS 3256 ZFWU.(-X) 3SOkfl 11.67A k-h .1M-103S•05M-1 WH PASS 13 A ""', 11Z1 3 W k fl 11.674 k11 •1210.160S•050W-163H PAS: 03255 xFWnre(-Z) MIA 11674 k41 •121D•19J3.0.`9N•1 ODH PASS 02371 Iray Shmr(•X) Vamps, m0 psi •1210450L•1.65.1.60H PAS1 02171 Tway Shear(-X) 22.284 pd 750pd n21D•0.5OL•1,65•1aDH PASa 0,71 I.Sy Shear(•Z) 22.254x 75.0 pd •110D•O.50L•16S•1.WH PASS OM71 I -way Sheer(-Z) 22.254 rel 75.0 psi •12DD 5OL•1.WS•1.O3H PASS 06705 2-way PunoNq 90074 psi 150.0 Ds •12D•050L•1,605.1.Sol Hodge Erpraeirg, Inc. Prqed Tile: 2615 Jahn Ave M E5 Elginea: 2000 PSF So i ConaNe FooM1np Cai leh Jan Hodge P,oKMID: PiMWad Foon j Gip Hahn, WA Rgecl Descr. Istlaed Cacrae Fee nge. grid loodrg H 253857-7055 General Footing--_ wr•ueA.•w.noroawc-wmr+ aosNc.lc.tasla rFlm Data 4 .vaua4 Dono0on:' 51 bolnp. IM-11 OE91GMSVA WRY Yrt RYo bn ApplM Or<4tlt/ GavrAnplAsd RllYlr•Ibn PASS 0W Sal Beasg 1.490 kd 150 kd •D•B•H a6al Z-Z axh PASS Na Ovmankg xX 00 kA 00 kfi No Ovm,mry PAS: Na oven.": Z-Z OO k11 00 kfi No Ovabrag PASS Na Slprg X-% OOk Ode WStdrg PASS Na Slidrg:ZZ O.Ok 001 too Skdng PAS: Na Up" OOk OOk No LpMI PA:: 0.3670 ZF...(•X) 4.950 kfl BASS kM1 •120D-0 50L•1.WS•1.6DH PASS 0.3670 ZFlnun(-X) 4. kM1 13488 kA •12DD45DL•iSOS•ISDH PAS: 0xm XF-e(•Z) 4,g0kfl 13 ASS kA •1211•O.5OL•1.�160W PAS: 03570 XFkalre(-Z) 1,950kfl 1348E kit •121D•O.5OL•1 OB3.1.1E3H PASS 03t96 1-way ,(•X) 23.222 ps 75.0 ps .121D•0.51.1.6OS•1.ODH PASS 030% 1-wAr Shmr(-X) 23 222 psi 750 poi •121D-0 50L•1WS•1.6711 PASS 03096 i� YShesr K) 23222 psi 750 ps •127D•050L•16J5.1 WH PAS: 03096 1-way Spear(-Z) 232220 n pd •121D.0.5OL•1WS•1" PASS 06336 2-way P.-N 95040 psi 1500 pd .12D.050L•1oOS•103H 75 of 80 ...1 HoV E,9,.M he PmjayTne 2000 PSFSol-Canaele Foofing Cekdellons Hodge126,SJnn Are MV ES EnYilea: des MC N4V l0 Paik LosO Faoq ; Gip Hann, WA noleq 0ao- Isabltlt.,e.t FOX,Ns'Wa b56r0 75)ffi7.7055 General Footing A. - �om"'Xeneioiv;, uF' Old. Gka D-Isar AG318.11• IBC 2012• CBC 2013. ASCE 7-10 Lwl Coa0M8gw Ue : ASCE Mo Omad Inform.tlon M.md.l PropbHm. $.,10eslgn W-S fc'tmode Z6dn stogA 00.0 k1 AMw%de Sol 1.50 ktl Iiyy R"You 00.0 kx Iree.r Be. MO - 7= No Eo'C.n.e ElWk Mooaa 3.122.0 k1 Sad Panty PatbnA lkx Skdry) I50.0 pd Con.eo.w, • 145.6 pd SpACmooe Fgpio, C.A 0.30 m Vnm Fk- 0.90 St.. 0.750 Imme Hel m bolYYpp Dedh W,.IYsb Snikhps FweOlarESef sol-X A Mn Seal 11 e.,a,q Pew. AkowwdrMb p'aLeg.urp.WdbSxF W Mn Akw%TerPRek/. 0,00180 xM1n WWhem.Ldw n M. O• 1-C S.W, FoW 1.0:1 Mg Sknnp Sd.y Faoo +.0:1 IMeabtatlm WaO pis,dm.akn Adtl F10 WI brSa n.aM. Y. Axoe>Dlepreaoe kneaep. Wddp• kN I/r lb. Io s70nn. mores S*om Vet etmmnm,nlmOna riahbOq.1 n Ad1PrJW Wt la SolP- No Use h29tlrlo.eNFl. mom8she. No Dimensions Nldhw.". JlA 5.Oh La00,pN bLZAos 5.On F"VTNd2e 1/.0b 1 _x PcpP dm.obq.. PalerralbxxAm R.w,.kd b22 bm In g Rms GnWcb dCogMa �^ EMe y M Bmm,d WFO 3.0g q Rdntofdn0 een p.rtl b xx bda 8.0 R&d.cmp 0. S. d mP...LZ Ad wmaB. 8.0 Rddoorp O. sm A / BnerYa DYNWIon Chck "15A.12) _. D+edw%*MCs sNel.ko, Ns 18ssr 30 Afmnfe N. . Ben rNA.amachiW dada N. D L, L 6 W E H P'CoknA d 10.0 23.0 hl 08:Osedcdm - Al.p k-n V. k V.7 k l HolOe Ealpi-mi. HodgeDlSJ EP,NgObdt Omo. MelSel- ConanF.,knP;:]N A.NES JI� PlLaea FW Gq , Col.de F0c4rys-D7a1 ke0,O D3667.7056 1Jn `C r1'I General Footing �•` agaru acW°0O�-'�trAG-'�`0v,; Dn.Okm:'. •, 72 kwq.ISW cn Cod. Rglr 7pM Gk U-WAG 318.11•IOC 2012' CBC 2013, ASCE 7-10 Lwd ComOkYOone Uwd : ASCE 7.10 oenerd lnbrmaoon M .'m Prop.tlas Soil 0-1,O V.I-. rc.Conee28m/sumph 2.50 R1 Nlw>ml>Shc Bt.kpw 1.50 w pp-R-TM Ee C-a-ModAq B0.0 R1 3.122.0 Iresr Bw'iO B/ i3O Weigl Sad Palm Rma-(b Skdnp) NO 250.0 ptl Co DmAy 1d5,DPd SotCorede FdemW 0.30 O VWm R. - 0.90 Sh. • 0.750 yQ®yOaMan bplkegODWh ArulahSe,INps Mn Sbd %BeriMpRei1 Mn Abx%TmO Rekf 0.00180 FodY,p Oas dSnDdw.l.n.m AIar70bp,e.n en®.,porW db$AF ,111gn Wlk7eaegtaw O.On 0.0 ktl O.Oh Mn. 01--Sd.7Feeo Mn. S" Eden Foe. 1.0:1 1.0 :1 lo>eam oaN m baaO d.n drrdmlon Add Ngmbw ne - Yee Albadeo inc WWddW- 0.0 Rd Us.no. to.-,Y. -,S.gss Yw W9,mebnml.VA.e m,b.e..r O.On Ana Rtle%tl W b So, PNe.re No Uses Peap.d Mb.kOrl. mo'nS den No OlmensloM %tlhpM Wb XAril eon L.On P.rdwzzA son F..mT +eon Ped.•nddendoq b Pk'I7.adbxxAm dm ookdi .b LZAd, ooin W C wob&pdco-. 00g Bopond Wkq 3.0. q !`+ Rdnlordn0 . B.:wr.labx.x Am .a Ems +1.0 R.W RdN.oioassae • 1 B.n lwrdb LZ Ada Ben 11.0 R*Io, rbil.ap ft sQ, d d BrWsk5 Wolf aF . Ch k Na 15.4.1 - - - 0.-%:N.V 0..S - N. .BMNrt kw.- N. I Bss,epAllledM alldf nbdiv. N. Applied Lod, 0 U l 6 W E H P: Connlnlooa I. 00 0.0 31.0 0.. 0.0 O.Ok OB W.d.bm 0.0 0.0 0.0 _ oo 00 �oo 0.0 0.01! µp _ 0.0 _ 0.0 oo 0.0 0.0 o.ObA µII 0.0 0.0 o0 -o.o - _ 00 0.0 -o.oR V. 0�0 -_00 0.0 OD O.o og V., 0.0 0.0 0.0 0.0 ONO 00 0.0k - No* Ergroeft.W Pbjed Ttle. 2d15 JAM. E ogee 2000 PSF 501. Conaete FoofiT Celadmws b om lbdp Pon aeE FoaY Hodge Cip NemoWA P,cmu Oao WA bddea Condeopr7s'Nnlm Fdry ter_ �:••,{ :AC. 253W-70% General Footing aAAcrc,c.,%1x„ke+rlu, w,w1 Orot- •', Wtomes 1570ra1 DE5XiY Bla11pRY Ye P1e Lm APp.a Okw+e ' musNn11w10xralXam PASS 09927 Sol Basin 1.489 kl 150w -0.5•H Opd Z Zma PASS m ow-m X.X 00 kA 00" Wo-A-V PASS Na 0n.,iv.Z-Z 11" 00 kA No0"-rO PASS N. SM",- on, OOk WSkdrO PASS m swrg.2-2 01, 00wwm PASS a. LWA OOk 00k No LtM PASS 03987 ZFlm.e(•)0 610 kA 15298kA •12D•1W5.050W1OOH PASS 03997 ZFl (J() 610 kA 15D8k4l •1200-I WS 50W'•1631 PASS 039U XFYNeI•A 610t 1529E kA •f DD•I605-0 WW1 WH PASS 0399 XFl ei-Z) fiIO kA 152E kA •12D•I.WS•050W1 WN Press 03122 i+r151a.1•A D/{1Pk 750w .,2D-051-160S.I.WH PASS 03122 ,-ve7 Shekl (J0 Dn. po 750po •12D-050.•f W$•1WN PA:b 03122 +«a She.(•Z) 2304" 750w •120D-05LL•IWS•163H PA6: OM22 iw.7 Srgs(.Z) D/14 pd 75001, •12M 51-LWS•1 WH PASS 06453 2-..7 Pndep 967Wm 1500 p. •12D-OSX-1 WS•1 WH Haag F onekmp, kc Nged Tat A--. Enpkme MH.O., 2000 PSF Sol -C-1h, F.&I C&Woft. AVn Hnpe maDGigPo wdcopb -HDdonele HodgeDISal WA Prged Ooo. Fo7.O5-PJn bedrp 2-51-7055 General Footing 7'e•`ut,•e ,%17n, ,wiuii Daad,m , ' f 72 bogp.l'AOG OESKINOWWRY YAnre d.n Appa o•Istn OasNn.IpOCmtlMw PASS 099M Son Oe.'ry 1199 kV 15D Ad .05.c.AZ-Zmb PASS m OW.l.mp-X-x 00 kA OOkA rboW.n,.m PASS m 0m."-ZZ no.00A 7bom.-V PAS: m SkIng -xX OOk 0 0 k WSk.9 PAS. m Stl,O-Z-Z Ilk OOk NoSkdry PA6: m LK70 0.k OOk NS Upon PAS 9 011/] ZFka e1•D BWkA DDaM -1ZD•1 W4.05OW-160H oASS 011q ZFkm.e l-X) B11 kA D778 RA •1.Dp•165.0 •AW, BON PAS: 01117 XIb 1e •Z) BW1A 207351:A -1Z0.1 WS•05OW-161H PASS 011/1 XFl.vel'A aWkA 20735 kA •120D•1 WS-05OW1 DON PA$: 03104 f.wq Shea(•%) 23276W 750w •1200-0WL-IWS•IWH PASS 031% f«ry Sh.(.X) D276 Fo 750 Am •12D-050.•IOS-IWH PA$b 03fOs 1wal Shea (-I) DZI6Im 750w -i ZJ0-050..1 WS•1 BOM PAS$ o3,0/ 1eMSres 1-Z) DD60 m .,2OD-050L•1 Or, CON PASS 013507 2+•7 nndnO :6910w ,500w •120AWL•II CON 76 of 80 ., f Hodge Engineering, Inc. Project Title: Concrete Footing Calculations 2615 Jahn Ave NW E5 Engineer: John Hodge Project ID: Gig Harbor, WA Protect Descr: General Concrete Footings - point loading Hod e253-857-7055 cn�in�c_ _nc Printed: B OCT 2013,12:57PM Concrete Beam File=c:lUsersU 1.E OHNHO'1�DOCUME-11ENERCA-11FOOTIN-C6 ENERCALC, INC.1983-2013, Build:6.13.8.31, Ver:6.13.8.31 Description : 16" Footing with 8" Stem Wall CODE REFERENCES Calculations per ACI 318-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: ASCE 7-02 Material Properties fc - 2.50 ksi Phi Values Flexure: 0.90 fr = fc1�2 ' 7.50 = 375.0 psi Shear: 0.750 y Density = 145.0 pof a 1 = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 40.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 Stirrup Bar Size # = # ksi 3 E - Main Rebar = 29,000.0 ksi Number of Resisting Legs Per Stirrup = 2 Load Combination ASCE 7-02 8"wx16"h Span=5.0 ft Cross Section & Reinforcing Details Inverted Tee Section, Stem Width = 8.0 in, Total Height =18.0 in, Top Flange Width =16.0 in, Flange Thickness = 8.0 in Span #1 Reinforcing.... 244 at 3.0 in from Bottom, from 0.0 to 6.0 ft in this span 144 at 3.0 in from Top, from 0.0 to 6.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0150, S = 0.030 ksf, Tributary Width = 15.0 ft, (Roof) Uniform Load: D = 0.010, L = 0.040 ksf, Tributary Width = 8.0 ft, (Floor) Point Load: D = 1.50, S = 7.0 k a@ 3.0 ft DESIGN SUMMARY _ �_ _ _ • Maximum Bending Stress Ratio 0.731 : 1 Maximum Deflection I Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.002 in Ratio = 24606 Mu: Applied 19.338 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Mn ' Phi: Allowable 26.452 k-ft Max Downward Total Deflection 0.003 in Ratio = 19489 Load Combination +1.20D+0.50L+1.60S Max Upward Total Deflection 0.000 in Ratio = 999 <180 Location of maximum on span 3.000ft Span # where maximum occurs Span # 1 I Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 6.087 7.788 D Only 1.362 1.663 L Only 0.800 0.800 S Only 3.925 5.325 L+S 4.725 6.125 D+L 2.162 2.463 D+S 5.287 6.988 D+L+S 6.087 7.788 Shear Stirrup Requirements Between 0.00 to 3.58 ft, PhiVc12 < Vu - PhiVc, Req'd Vs = Not Reqd 11.5.6.1, use stirrups spaced at 0.000 in Between 3.59 to 4.99 ft, PhiVc < Vu, Req'd Vs=1.615, use stirrups spaced at 7.000 in 77 of 80 Maximum Forces & Stresses for Load Combinations 14 .' Hodge Engineering, Inc. Project Title: Concrete Footing Calculations 2615 Jahn Ave NW E5 Engineer: John Hodge Project ID: Gig Harbor, WA Project Descr: General Concrete Footings - point loading Hod e 253-857-7055 cng1ncc-_nc- inC, Printed: 9OCT2013, 12:57PM Concrete Beam File=cAUsersUOHNHO-11DOCUME-11ENERCA-11FOOTIN-1.EC6 ENERCALC, INC.1983-2013. Build:6.13.8.31, Ver:6.13.8.31 Description : 16" Footing with 8" Stem Wall Load Combination Location (ft) Bending Stress Results (k-ft) Segment Length Span # in Span Mu : Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 5.000 19.34 26.45 0.73 +1.40D Span # 1 1 5.000 3.80 26.45 0.14 +1.20D+0.50Lr+1.60 L+1.60H Span # 1 1 5.000 4.79 26.45 0.18 +120 D+1.60 L+O.50 S+1.60 H Span # 1 1 5.000 9,67 26.45 0.37 +1.20D+1.60Lr+0.50L Span # 1 1 5.000 3.74 26.45 0.14 +1.20D+1.60Lr+0.80W Span # 1 1 5.000 3.26 26.45 0.12 +1.20D+0.50L+1.60S Span # 1 1 5.000 19.34 26.45 0.73 +1.20D+1.60S+0.80W Span # 1 1 5.000 18.86 26.45 0.71 +1.20 D+0.50 Lr+0.50 L+1.60 W Span # 1 1 5,000 3.74 26.45 0.14 +1.20 D+0.50 L+0. 50 S+1.60 W Span # 1 1 5.000 8.61 26.45 0.33 +1.20D+0.50L+0.20S+E Span # 1 1 5.000 5.69 26.45 0.22 +0.90D+1.60W+1.60H Span # 1 1 5.000 2.44 26.45 0.09 +0.90D+E+1.60H Span # 1 1 5.000 2.44 26.45 0.09 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. -" DO Location in Span Load Combination Max. "+" Dell Location in Span D+L+S 1 0.0031 2.650 0.0000 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi`Vc Comment Phi'Vs Phi"Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+0.50L+1.60S 1 0.00 15.00 8.31 8.31 0.00 1.00 8.93 PhiVc/2 < Vu <= Not Reqd 1 8.9 0.0 0.0 +1.20D+0.50L+1.60S 1 0.01 15.00 8.30 8.30 0.09 1.00 9.30 PhiVc/2 <Vu <= Not Regd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.02 15.00 8.29 8.29 0.18 1.00 9.30 PhiVc/2 < Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.03 15.00 8.27 8.27 0.28 1.00 9.30 PhiVc/2 < Vu <= Not Regd 1 9.3 0.0 0.0 +1.20D40.50L+1.60S 1 0.04 15.00 8.26 8.26 0.37 1.00 9.30 PhiVc/2 < Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.06 15.00 8.25 8.25 0.46 1.00 9.30 PhiVc12 < Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.07 15.00 8.23 8.23 0.55 1.00 9.30 PhiVc12 < Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.08 15.00 8.22 8.22 0.64 1.00 9.30 PhiVc/2 < Vu <= Not Regd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.09 15.00 8.20 8.20 0.73 1.00 9.30 PhiVc/2 < Vu <= Not Regd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.10 15.00 8.19 8.19 0.83 1.00 9.30 PhiVc/2 < Vu - Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.11 15.00 8.18 8.18 0.92 1.00 9.30 PhiVc/2 < Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.12 15.00 8.16 8.16 1.01 1.00 9.30 PhiVc/2 <Vu <= Not Regd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.13 15.00 8.15 8.15 1.10 1.00 9.30 PhiVc12 < Vu <= Not Regd 1 9.3 0.0 0.0 +120D+0.50L+1.60S 1 0.14 15.00 8.14 8.14 1.19 1.00 9.30 PhiVc/2 < Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.16 15.00 8.12 8.12 1.28 1.00 9.30 PhiVc/2 < Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.17 15.00 8.11 8.11 1.37 1.00 9.30 PhiVc/2 < Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.18 15.00 8.09 8.09 1.46 1.00 9.30 PhiVc/2 < Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.19 15.00 8.08 8.08 1.55 1.00 9.30 PhiVc/2 < Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.20 15.00 8.07 8.07 1.64 1.00 9.30 PhiVc/2 < Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.21 15.00 8.05 8.05 1.73 1.00 9.30 PhiVc/2 < Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.22 15.00 8.04 8.04 1.82 1.00 9.30 PhiVc/2 < Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.23 15.00 8.02 8.02 1.91 1.00 9.30 PhiVc/2 < Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D40.50L+1.60S 1 0.24 15.00 8.01 8.01 2.00 1.00 9.30 PhiVc/2 < Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.26 15.00 8.00 8.00 2.08 1.00 9.30 PhiVc/2 < Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.27 15.00 7.98 7.98 2.17 1.00 9.30 PhiVc/2 < Vu <= Not Reqd 1 9.3 0.0 0.0 +1.20D+0.50L+1.60S 1 0.28 15.00 7.97 7.97 2.26 1.00 9.30 PhiVc/2 < Vu <= Not Reqd 1 9.3 0.0 0.0 +120D+0.50L+1.60S 1 0.29 15.00 7.96 7.96 2.35 1.00 9.30 PhiVc/2 < Vu <= Not Reqd 1 N of 8(b.0 0.0 Hodge Engineering, Inc. Project Title: Concrete Footing Calculations 2615 Jahn Ave NW E5 Engineer: John Hodge Project ID: Gig Harbor, WA Project Descr: General Concrete Footings - point loading - Hod e253-857-705, cn�inCc__nq inC,. Printed: 9 OCT 2013. 1:02PM Concrete Beam File=c:\UsersUOHNHO-11DOCUME-11ENERCA-11FOOTIN-1.EC6 ENERCALC, INC.1983-2013, Build:6.13.8.31, Ver.6.13.8.31 Description : 16" Footing with 8" Stem Wall - extra reinforcement CODE REFERENCES Calculations per ACI 318-05, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: ASCE 7-02 Material Properties fc * 2.50 ksi Phi Values Flexure: fr = fc1�2 7.50 = 375.0 psi Shear: yf Density = 145.0 pcf 131 = k LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups fy - Main Rebar = 60.0 ksi E - Stirrups = 29 Stirrup Bar Size # = # E - Main Rebar = 29,000.0 ksi Number of Resisting Legs Per Stirrup = Load Combination ASCE 7-02 8"wX1S"h Span=5.0 ft Cross Section 8r Reinforcing Details Inverted Tee Section, Stem Width = 8.0 in, Total Height =18.0 in, Top Flange Width = 16.0 in, Flange Thickness = 8.0 in Span #1 Reinforcing.... 344 at 3.0 in from Bottom, from 0.0 to 6.0 ft in this span 144 at 3.0 in from Top, from 0.0 to 6.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Load for Span Number 1 Uniform Load: D = 0.0150, S = 0.030 ksf, Tributary Width = 15.0 ft, (Roof) Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 8.0 ft, (Floor) Point Load: D=4.0, S=9.0kP3.0ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.709: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.004 in Ratio = 16489 Mu: Applied 26.778 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Mn ' Phi: Allowable 37.781 k-ft Max Downward Total Deflection 0.005 in Ratio = 12209 Load Combination +1.20D+0.50L+1.60S Max Upward Total Deflection 0.000 in Ratio = 999 <180 Location of maximum on span 3.000ft Span # where maximum occurs Span # 1 Vertical Reactions - Unfactored Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 7.887 10.488 D Only 2.362 3.163 L Only 0.800 0.800 S Only 4.725 6.525 L+S 5.525 7.325 D+L 3.162 3.963 D+S 7.087 9.688 D+L+S 7.887 10.488 Shear Stirrup Requirements Between 0.00 to 0.89 ft, PhiVc < Vu, Req'd Vs = 0.01241, use stirrups spaced at 7.000 in Between 0.90 to 3.00 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Not Regd 11.5.6.1, use stirrups spaced at 0.000 in Between 3.01 to 4.99 ft, PhiVc < Vu, Req'd Vs = 5.710, use stirrups spaced at 7.000 in 79 of 80 --,W - Hodge Engineering, Inc. Project Title: Concrete Footing Calculations 2615 Jahn Ave NW E5 Engineer: John Hodge Project ID: Gig Harbor, WA Protect Descr: General Concrete Footings - point loading Hod ei 253-857-7055 Cng _- :nnc,i u l �in�C C 1 Printed:90CT2013, 1:02PM File = c:\UsersVOHNHO-1\DOCUME-1\ENERCA-1\FOOTIN-1.EC6 Concrete Beam ENERCALC, INC. 1983-2013,Build:6.13.8.31,Ver:6.13.8.31 Description : 16" Footing with 8" Stem Wall - extra reinforcement Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Length Span # in Span Mu: Max phi"Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 5.000 26.78 37.78 0.71 +1.40D Span # 1 1 5.000 8.00 37.78 0.21 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 5.000 8.39 37.78 0.22 +1.20 D+1.60 L+0. 50 S+1.60 H Span # 1 1 5.000 14.47 37.78 0.38 +1.20D+1.60Lr+0.50L Span # 1 1 5.000 7.34 37.78 0A9 +1.20D+1.60Lr+0.80W Span # 1 1 5.000 6.86 37.78 0.18 +1.20D+0.50L+1.60S Span # 1 1 5.000 26.78 37.78 0.71 +1.20D+1.60S+0.80W Span # 1 1 5.000 26.30 37.78 0.70 +1.20D+0.50Lr+0.50L+1.60W Span # 1 1 5.000 7.34 37.78 0.19 +1.20D+0.50L+0.50S+1.60W Span # 1 1 5.000 13.41 37.78 0.36 +1.20D+0.50L+0.20S+E Span # 1 1 5.000 9.77 37.78 0.26 +0.90D+1.60W+1.60H Span # 1 1 5.000 5.14 37.78 0.14 +0.90D+E+1.60H Span # 1 1 5.000 5.14 37.78 0.14 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. =" De8 Location in Span Load Combination Max. "+" DO Location in Span D+L+S 1 0.0049 2.750 0.0000 0.000 Detailed Shear Information Span Distance 'd' Vu (k) Mu d'Vu/Mu Phi'Vc Comment Phi'Vs Phi'Vn Spacing (in) Load Combination Number (ft) (in) Actual Design (k-ft) (k) (k) (k) Req'd Suggest +1.20D+0.50L+1.60S 1 0.00 15.00 10.79 10.79 0.00 1.00 8.93 PhiVc < Vu 1.870 23.1 7.5 7.0 +1.20D+0.50L+1.60S 1 0.01 15.00 10.78 10.78 0.12 1.00 9.68 PhiVc <Vu 1.106 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.02 15.00 10.77 10.77 0.24 1.00 9.68 PhiVc < Vu 1.092 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.03 15.00 10.75 10.75 0.36 1.00 9.68 PhiVc < Vu 1.078 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.04 15.00 10.74 10.74 0.48 1.00 9.68 PhiVc < Vu 1.065 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.06 15.00 10.73 10.73 0.60 1.00 9.68 PhiVc < Vu 1.051 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.07 15.00 10.71 10.71 0.72 1.00 9.68 PhiVc < Vu 1.037 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.08 15.00 10.70 10.70 0.84 1.00 9.68 PhiVc < Vu 1.023 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.09 15.00 10.68 10.68 0.95 1.00 9.68 PhiVc < Vu 1.009 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.10 15.00 10.67 10.67 1.07 1.00 9.68 PhiVc < Vu 0.9954 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.11 15.00 10.66 10.66 1.19 1.00 9.68 PhiVc < Vu 0.9815 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.12 15.00 10.64 10.64 1.31 1.00 9.68 PhiVc < Vu 0.9677 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.13 15.00 10,63 10.63 1.43 1.00 9.68 PhiVc < Vu 0.9538 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.14 15.00 10.61 10.61 1.55 1.00 9.68 PhiVc < Vu 0.940 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.16 15.00 10.60 10.60 1.66 1.00 9.68 PhiVc < Vu 0.9261 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.17 15.00 10.59 10.59 1.78 1.00 9.68 PhiVc < Vu 0.9123 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.18 15.00 10.57 10.57 1.90 1.00 9.68 PhiVc < Vu 0.8985 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.19 15.00 10.56 10.56 2.02 1.00 9.68 PhiVc < Vu 0.8846 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.20 15.00 10.55 10.55 2.13 1.00 9.68 PhiVc < Vu 0.8708 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.21 15.00 10.53 10.53 2.25 1.00 9.68 PhiVc < Vu 0.8569 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.22 15.00 10.52 10.52 2.37 1.00 9.68 PhiVc < Vu 0.8431 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.23 15.00 10.50 10.50 2.48 1.00 9.68 PhiVc < Vu 0.8292 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.24 15.00 10.49 10.49 2.60 1.00 9.68 PhiVc < Vu 0.8154 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.26 15.00 10.48 10.48 2.72 1.00 9.68 PhiVc < Vu 0.8015 23.8 7.5 7.0 +1.201)+0.50L+1.60S 1 0.27 15.00 10.46 10.46 2.83 1.00 9.68 PhiVc < Vu 0.7877 23.8 7.5 7.0 +1.20D+0.50L+1.60S 1 0.28 15.00 10.45 10.45 2.95 1.00 9.68 PhiVc < Vu 0.7739 AQ of 8Dl.5 7.0 J. C. Mc DONNELL ENGINEERING, P.C. Consulting Civil Engineers 6608-216TH Street SW, Ste: 306 Mountlake Terrace, WA. 98043 DRAINAGE ANALYSIS REPORT FORFIL "-7 SHAWGO RESIDENCE SITE ADDRESS: 14437 46th Ave. S. Tukwila, WA 98168 TAX ID: 0040000405 DATE: September 23, 2014 REVISED: May 5, 2015 PREPARED BY: J.C. McDonnell Engineering, P.C. 6608 - 216th Street SW, Suite 306 Mountlake Terrace, WA. 98043 (425) 744-0916 (Office) (425) 744-0946 (Fax) LAND SURVEYOR: Centre Pointe Consultants, Inc., P.S. 14209 29th Street E. Sumner, WA. 98390 (253) 813-1901 KEVIEVVED FOR CODE COMPLIANCE APPROVED FEB 0 5 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 0 3 2015 PERMIT CENTER `-n,q y G, 7o l S iJlS 02zl (OFF) 425 744-0916 (CELL) 425 359-2717 (FA)Q 425 744-0946 04/28/2015 Shawgo Residence TABLE OF CONTENTS TAB# CHAPTER 1. PROJECT OVERVIEW 2. 2001 DOE STORMWATER MANUAL COMPLIANCE LIST OF APPENDICES 04/28/2015 Shawgo Residence 1. PROJECT OVERVIEW Existing Site Conditions The Shawgo Residence is part of the Shawgo Preliminary Short Plat project located in the Thorndyke neighborhood on the east side of 46th Avenue S. between S. 144th Street and S. 146th Street, just south of Foster High School. The City of Tukwila Comprehensive Plan identifies zoning for this site as LDR (Low -Density Residential). The front portion of the project (Lot 1) contains a remodeled single-family residence built in 1941 and a stand-alone garage. What will be Lot 2 currently contains two sheds and a chicken coop and is otherwise covered with grass, blackberries, grapes, a few fruit and other deciduous trees. Generally, the front portion of the site is maintained and the back portion overgrown. Some photos from 2013 are included in this report. The overall site is generally flag -shaped, approximately 25,052 square feet in size and has an overall impervious footprint of approximately 4,670 square feet. The site slopes from west to east from its highest elevation of approximately 310 along the east property line to elevation 294 at 46th Avenue S. The slope of the site generally breaks at the proposed Lotl-Lot 2 boundary with Lot 1 sloped at generally 8% and Lot 2 sloped at generally 4%. The west end of the site is at the apex of the local topography with properties to the west at the same elevation (310 +/-). Adjacent properties to the north and south are generally at the same elevations (310-294) and maintain the same general slope characteristics as this site. There is no evidence that this site is impacted from flows originating from or conveying through neighboring properties or that flows from this site are impacting neighboring properties. There are no visible drainage improvements on the project site. Existing drainage runoff from the site appears to be overland sheet flow to 46th Avenue S. Drainage from the site is currently collected in 46th Avenue S. via catchbasins and conveyed north in an underground piped conveyance system. This system flows north for approx. 300 feet where it combines with another underground conveyance system flowing east in S. 144th Street, down the hill toward 51 st Avenue S. Visual inspection of this system from the site to S. 144th Street found it to be generally well -maintained and in good operational condition. No evidence of erosion, built-up debris, or recent flooding was evident along the path of this conveyance. Per the city's on-line Sensitive Areas Map, this site does not contain any streams or wetlands or their associated buffers. This site also does not lie within any recognized landslide hazard area, although a handful of small and very localized areas of level 2 hazard are peppered throughout the general area, including a single spot of approximately 300-400 square feet indicated along the south side of the west portion of the site. Level 2 is defined as "moderate landslide potential with slopes between 15% - 40% and underlain with relatively permeable soils." Physical inspection did not reveal anything remarkable in this particular section of the site. The boundary and topographic survey prepared for 04/28/2015 Shawgo Residence this short plat also did not indicate anything that would lead someone to conclude that there any steep slopes in this area of the site. This area of the site does not create or contribute any surface flows that would impact neighboring properties. It also lies within the envelope of proposed development for the new residence and as such, will likely be completely modified. Proposed Site Conditions The proposed Shawgo Short Plat will create one additional lot within the perimeter of the above described existing lot: Lot 1 (existing residence) will be approximately 9,665 square feet with a final overall impervious footprint of 3,780 square feet (existing house and driveway). The existing house has an impervious footprint of 1270sf. The existing garage 400sf and existing driveway 2110sf. The garage and driveway on Lot 1 will be removed and replaced with a new 16-foot wide driveway (approx. 2,059 square feet) that will serve both lots. The garage will not be replaced. The overall developed surface breakdown for Lot 1 is: • 3,329 square feet of impervious surface (Ex. house and replaced driveway) • 6,336 square feet of pervious surface Lot 2 (new residence) will be approximately 15,387 square feet with an overall impervious footprint of approximately 8,005 square feet ( 3,907 square feet for new residence measured at roofline, 1,272 square feet courtyard / patio, 183 square feet of walkways and 2,643 square feet of pervious driveway). The existing sheds and chicken coop located on what will be Lot 2 have combined impervious footprint of approximately 890 square feet and will be removed as part of construction. The overall developed surface breakdown for Lot 2 is therefore: • 890 square feet of replaced impervious surface • 7,115 square feet of new impervious surface (including driveway) • 7,382 square feet of pervious surface Per earlier discussions with the city of Tukwila, drainage design for this project has been prepared in accordance with Small Project Drainage Plan Specifications as outlined in Appendix C of the 2009 King County Surface Water Design Manual. Mitigation of New Impervious Surfaces To establish Flow Control BMPs for the project, per Appendix C of the 2009 King County Surface Water Design Manual, we first looked at Full Dispersal options. Meeting the requirements for full dispersal with the level of existing/proposed development on the lot and adjacent lots, combined with the flow characteristics of the site make this option unfeasible for this project. Next, we looked at infiltration options using the Full Infiltration/Limited Infiltration BMPs as described in the 2009 King County Surface Water Design Manual using depressions, gravel filled trenches and/or drywells. The applicant hired a soils engineer 04/28/2015 Shawgo Residence (Geo Resources, LLC) to perform a limited soils investigation by logging two hand - augured holes on the subject property at pre -determined locations that JCM Engineering established to be the best locations given the existing and proposed improvements of the property. A copy of Geo Resources report is included in this report. Their investigation found subsurface conditions that consisted of 6-inches of sod/topsoil over medium dense mottled sand that became increasingly dense (dense to very dense) at 4 foot depths where the auger test holes were terminated. These underlying soils were interpreted to represent indurate glacial till. Based on their findings, Geo Resources concluded that the site has a seasonal shallow perched groundwater table and little or no permeable shallow soils and they do not recommend infiltration as a practical BMP for this project. Based on Geo Resources findings, coupled with the existing and proposed development characteristics of the site, JCM Engineering concludes that the Full Infiltration/Limited Infiltration BMPs utilizing depressions, gravel -filled trenches and/or drywells as outlined in the 2009 King County Surface Water Design Manual are not feasible for this project. A rain garden for this project was also assessed and deemed not feasible for this project for the same reasons stated above. We next looked into limited infiltration utilizing the Perforated Pipe Connection BMP which relies on a much smaller amount of infiltration during low -flow events. Based on the established site soils conditions, it is our opinion that this will be the most reasonable BMP to utilize for this project. JCM Engineering proposes tight -lining roof downspouts and connecting them to the public storm drainage facilities in 46th Avenue S. via a perforated pipe "tight -line" placed in gravel -filled trenches to maximize the limited infiltration potential of the site. This BMP may also help to alleviate the perched, shallow groundwater mentioned in Geo Resources report. In addition to the Perforated Pipe Connection, this project will utilize Permeable Pavement as a BMP to mitigate the driveway areas on proposed Lot 2. Permeable pavement includes porous concrete, porous asphalt, cellular confinement gravel systems, unit pavers with a grass bed and grassed modular grid systems. 2. 2009 KING COUNTY SURFACE WATER DESIGN MANUAL (KCSWDM) COMPLIANCE KCSWDM Compliance has been accomplished as follows: As a designated "Small Project", design project per KCSWDM Appendix C: Small Projects Design Requirements. See plans submitted with Project Application and this Report. 04/28/2015 Shawgo Residence LIST OF APPENDICES ❑ VICINITY (AERIAL) MAP ❑ LEGAL DESCRIPTION ❑ DRAFT DECLARATION OF COVENANENT FOR MAINTENANCE AND INSPECTION OF FLOW CONTROL BMPs. ❑ SOILS INVESTIGATION ❑ SITE PHOTOS ' Ttltllr a 111 - .{}gyp . • '� i �_ .��. Q - tt�• J>t, v - �• r• .s .. ear, reties .. ..��. r _ SITE Q. r - 02014 GurI Tenn q.-, rp C)at=: 5; 41 J 013 04/28/2015 Shawgo Residence ❑ LEGAL DESCRIPTION Parcel A (Lot 1): The North 75 feet of Lot 11, Block 3, Adams Homes Tracts, according to the plat thereof recorded in Volume 11 of plats, Page(s) 31, records of King County, Washington Situate in the County of King, State of Washington. Parcel B (Lot 2): Lot 12, Block 3, Adams Homes Tracts, according to the plat thereof recorded in Volume 11 of plats, Page(s) 31, records of King County, Washington; EXCEPT that portion described as follows: Beginning at the SE corner of said Lot 12; thence west 60 feet; thence north 190 feet; thence east 60 feet; thence south 190 feet to the point of beginning; AND EXCEPT that portion described as follows: Beginning at the SW corner of said Lot 12; thence northerly along the westerly line thereof 190 feet; thence easterly 68.91 feet, more or less, to a point on a line 60 feet west, as measured at right angles, from the easterly line of said Lot and 195 feet northerly of the south line thereof; thence southerly along said last described line 195 feet to the south line of said lot; thence westerly along the south line of said lot 68.87 feet, more or less, the the southwest corner thereof and the point of Beginning. Situate in the County of King, State of Washington. 04/28/2015 Shawgo Residence ❑ DRAFT DECLARATION OF COVENANENT FOR MAINTENANCE AND INSPECTION OF FLOW CONTROL BMPs 04/28/2015 Shawgo Residence DRAFT DECLARATION OF COVENANT FOR MAINTENANCE AND INSPECTION OF FLOW CONTROL BMPS Grantor: Michael and Sue Shawgo 14437 46th Ave. S. Tukwila, WA 98168 Grantee: City of Tukwila Legal Description: Parcel A: The North 75 feet of Lot 11, Block 3, Adams Homes Tracts, according to the plat thereof recorded in Volume 11 of plats, Page(s) 31, records of King County, Washington Situate in the County of King, State of Washington. Parcel B: Lot 12, Block 3, Adams Homes Tracts, according to the plat thereof recorded in Volume 11 of plats, Page(s) 31, records of King County, Washington; EXCEPT that portion described as follows: Beginning at the SE corner of said Lot 12; thence west 60 feet; thence north 190 feet; thence east 60 feet; thence south 190 feet to the point of beginning; AND EXCEPT that portion described as follows: Beginning at the SW corner of said Lot 12; thence northerly along the westerly line thereof 190 feet; thence easterly 68.91 feet, more or less, to a point on a line 60 feet west, as measured at right angles, from the easterly line of said Lot and 195 feet northerly of the south line thereof, thence southerly along said last described line 195 feet to the south line of said lot; thence westerly along the south line of said lot 68.87 feet, more or less, the the southwest corner thereof and the point of Beginning. Situate in the County of King, State of Washington. Assessor's Tax Parcel ID#: 0040000405 IN CONSIDERATION of the approved City of Tukwila (check one of the following): C residential building permit, C- commercial building permit, C clearing and grading permit, ❑ subdivision permit, or ❑ short subdivision permit for Application No. relating to the real property ("Property") described above, the Grantor(s), the owner(s) in fee of that Property, hereby covenants(covenant) with City of Tukwila, a political subdivision of the state of Washington, and assigns ("City of Tukwila" and "the City"), that he/she(they) will observe, consent to, and abide by the conditions and obligations set forth and described in Paragraphs 1 through 8 below with regard to the Property. Grantor(s) hereby grants(grant), covenants(covenant), and agrees(agree) as follows: 04/28/2015 Shawgo Residence 1. Grantor(s) or his/her(their) successors in interest and assigns ("Owners") shall retain, uphold, and protect the stormwater management devices, features, pathways, limits, and restrictions, known as flow control best management practices ("BMPs"), shown on the approved Flow Control BMP Site Plan for the Property attached hereto and incorporated herein as Exhibit A. 2. The Owners shall at their own cost, operate, maintain, and keep in good repair, the Property's BMPs as described in the approved Design and Maintenance Details for each BMP attached hereto and incorporated herein as Exhibit B. 3. City of Tukwila shall provide at least 30 days written notice to the Owners that entry on the Property is planned for the inspection of the BMPs. After the 30 days, the Owners shall allow City of Tukwila to enter for the sole purpose of inspecting the BMPs. In lieu of inspection by the City, the Owners may elect to engage a licensed civil engineer registered in the state of Washington who has expertise in drainage to inspect the BMPs and provide a written report describing their condition. If the engineer option is chosen, the Owners shall provide written notice to the City within fifteen days of receiving the City's notice of inspection. Within 30 days of giving this notice, the Owners, or the engineer on behalf of the Owners, shall provide the engineer's report to the City. If the report is not provided in a timely manner as specified above, the City may inspect the BMPs without further notice. 4. If City of Tukwila determines from its inspection, or from an engineer's report provided in accordance with Paragraph 3, that maintenance, repair, restoration, and/or mitigation work is required for the BMPs, the City shall notify the Owners of the specific maintenance, repair, restoration, and/or mitigation work (Work) required. The City of Tukwila shall also set a reasonable deadline for completing the Work or providing an engineer's report that verifies completion of the Work. After the deadline has passed, the Owners shall allow the City access to re -inspect the BMPs unless an engineer's report has been provided verifying completion of the Work. If the work is not completed properly within the time frame set by City, the City may initiate an enforcement action. Failure to properly maintain the BMPs is a violation of Law and may subject the Owners to enforcement, including fines and penalties. 5. Apart from performing routine landscape maintenance, the Owners are hereby required to obtain written approval from the City before performing any alterations or modifications to the BMPs. 6. Any notice or approval required to be given by one party to the other under the provisions of this Declaration of Covenant shall be effective upon personal delivery to the other party, or after three (3) days from the date that the notice or approval is mailed with delivery confirmation to the current address on record with each Party. The parties shall notify each other of any change to their addresses. 7. This Declaration of Covenant is intended to promote the efficient and effective management of surface water drainage on the Property, and it shall inure to the benefit of all the citizens of the City. This Declaration of Covenant shall run with the land and be binding upon Grantor(s), and Grantor's(s') successors in interest and assigns. 8. This Declaration of Covenant may be terminated by execution of a written agreement by the Owners and City of Tukwila. 04/28/2015 Shawgo Residence IN WITNESS WHEREOF, this Declaration of Covenant for the Maintenance and Inspection of Flow Control BMPs is executed this day of , 20 GRANTOR, owner of the Property GRANTOR, owner of the Property STATE OF WASHINGTON ) COUNTY OF KING )ss. On this day personally appeared before me: , , to me known to be the individual(s) described in and who executed the within and foregoing instrument and acknowledged that they signed the same as their free and voluntary act and deed, for the uses and purposes therein stated. Given under my hand and official seal this day of 20 Printed name Notary Public in and for the State of Washington, residing at My appointment expires: 6 � � '„ U Q R9p pp s R 4 _ 9 , - 4 I I es . � q A a lr°-®ocsh0vamp s- _� a 04/28/2015 Shawgo Residence Declaration of Covenant — Exhibit B BMP Design and Maintenance Details Site Address: 14437 46th Ave. S. Tukwila, WA 98168 Assessor's Tax Parcel ID#: 0040000405 BMP Description: Perforated Pipe Connection Your property contains a stormwater management flow control BMP (best management practice) called a "perforated pipe connection," which was installed to reduce the stormwater runoff impacts of some or all of the impervious surface on your property. A perforated pipe connection is a length of drainage conveyance pipe with holes in the bottom, designed to "leak" runoff, conveyed by the pipe, into a gravel filled trench where it can be soaked into the surrounding soil. The connection is intended to provide opportunity for infiltration of any runoff that is being conveyed from an impervious surface (usually a roof) to a local drainage system such as a ditch or roadway pipe system. The size and composition of the perforated pipe connection as depicted by the flow control BMP site plan and design details must be maintained and may not be changed without written approval either from the City of Tukwila or through a future development permit from the City of Tukwila. Permeable Pavement Your property contains a stormwater management flow control BMP (best management practice) called "permeable pavement," which was installed to minimize the stormwater quantity and quality impacts of some or all of the paved surfaces on your property. Permeable pavements reduce the amount of rainfall that becomes runoff by allowing water to seep through the pavement into a free -draining gravel or sand bed, where it can be infiltrated into the ground. The type(s) of permeable pavement used on your property is: C porous concrete, C porous asphaltic concrete, C permeable pavers, C modular grid pavement. The area covered by permeable pavement as depicted by the flow control BMP site plan and design details must be maintained as permeable pavement and may not be changed without written approval either from the City of Tukwila or through a future development permit from the City of Tukwila. 04/28/2015 Shawgo Residence Declaration of Covenant — Exhibit B BMP Design and Maintenance Details Permeable pavements must be inspected after one major storm each year to make sure it is working properly. Prolonged ponding or standing water on the pavement surface is a sign that the system is defective and may need to be replaced. If this occurs, contact the pavement installer or the City of Tukwila for further instructions. A typical permeable pavement system has a life expectancy of approximately 25-years. To help extend the useful life of the system, the surface of the permeable pavement should be kept clean and free of leaves, debris, and sediment through regular sweeping or vacuum sweeping. The owner is responsible for the repair of all ruts, deformation, and/or broken paving units. 04/28/2015 Shawgo Residence Declaration of Covenant — Exhibit B BMP Design and Maintenance Details Catchbasins and Manholes NO. 5 — CATCH BASINS AND (MANHOLES Maintenance Component (Defect or Problem Condition When Maintenance is Needed Results Expected When Maintenance is Performed Structure Sediment Sediment exceeds 60% of the depth from the Sump of catch basin contains no bottom of the catch basin to the invert of the sediment. k west pipe into or out of the catch basin or is within B inches of the invert of the lowest pipe into or out of the catch basin - Trash and debts Trash or debris of more than % cubic foot wrnieh No Trash or debris blocking or is located immediately in front of the catch basin potentially blocking entrance t© opening or is blocking capacity -of the catch basin catch basin. by rnore than 10%. Trash or debris in the cater basin that exceeds No trash or debris in the catch basin. `13 the depth from the bottom of basin to invert the krwest pipe into or out of the basin. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present w ithiin catch basin. gases (e-g-, methane). Deposits of garbage exceeding 1 cubic foot in No condition present which would volume. attract or support the breeding of insects or rodents. Damage to frame Comer of frame extends more than YA inch past Frame is even writ curb. andror trap stab curb face into the street (if applicable). Too slab has holes larger than 2 square inches or Top slab is free of hides and cracks. cracks wider than 1+rfrch. Frame not sitting flush on top slab, i-e-, Frame is sitting flush on top slab. separation of mare than }f inch of the frame from the too slab. Cracks in waAs or Cracks wider than �4_ inch and longer than 3 feet, Catch basin is sealed and bottom any evidence of soa particles entering catch structurally sound. basin through cracks, or maintenance person judges that catch basin is unsound. Cracks wider than M inch and IoWer than i foot Pilo cracks more than 1.4 inch wide at at the joint of any inSeubutet pipe or any evidence the jointof inlefloutiet pipe. of soil particles enterng catch basin through cracks - Settlement( misalignment Catch basin has settled more than 1 inch or has rotated more than 2 imfres out of Agnment. Bassin replaoed or repaired to design standards. Damaged pipe jousts Cracks wider than Y4-4inch at the joint of the No cracks more than Windy wide at inletloutlet pines or any etiridence of soil entering the joint of inletzoutlet pipes_ the catch basin at the joint of the inletburtlet pipes. Contaminants and Any evidence of contaminants or pollution such hkaterials removed and disposed of pollution as oil, gasoline, crncrette slurries or paint. according to applicable regulations. Source control BMPs implemented if appropha:e. No contaminants present other than a surface oil Um. lydetrtludet Pipe 'Sediment Sediment fining 20% or more of the pipe. InletfoLdet pipes dear of sediment accumulation Trash and debris Trash and debris acAmrrxrla:ed in inletloutlet No trash or debris in pipes. pipes (inducles 8oatables and non-floatablesj Damaged Cracks wider than V inch at the join: of the No cracks more than Yrircfi wide at inleVoutlet pipes or any evidence of soil entering at the joints of the in3et(cutlet pipes. the joint of the inleVout)eet pipe. 04/28/2015 Shawgo Residence Declaration of Covenant — Exhibit B BMP Design and Maintenance Details Catchbasins and Manholes NO.5 — CATCH BASINS AND IMANHOLES Maintenance (Defect or Problem Condition V&en Mainfenance is Needed Results Expected When Corrq)onent !Maintenance is Performed Metal Grates (Catch Basins.) Unsafe grate opening Grate vAth opening wider than % inch_ Grate opening meets design standards. Trash and debris Trash and debris that is blocking n7ore than 20% Grate free of trash and debris_ of grate surface_ footnote to guidelines for disposal Damaged or missing Grate missing or broken ntiember(s) of the grate. Grate is in place and reeds design Any open structure requres urgent standards. maintenance. Manhole,CarerR-id Coven lid not in place CoverAid is missing or only partially in place_ Covenlid protects opening to Any open structure requires urgent strut ulre. maintenance. Locking rnechanism Not WlVorkng Mechanism cannot be opened by one mairenance person wth proper toots. Bolts K echanism opens vAt proper tools. cannot be seated_ Self-locking c avernid does not work. Covenflid difficult to One rrudntenanoe person can not remorre Coven'lid can be rernoved and Rerrave cove -Aid after applying SO lbs. of lift. mnsta9ed by one maintenance 04/28/2015 Shawgo Residence ❑ SOILS INVESTIGATION Ph 253-896-1011 GeoResources, LLC 5007 Pacific Hwy E., Ste. 16 Fx 253-896-2633 Fife, Washington 98424 Mr. Dennis Lee Self Builder Services, Inc. 6202 —19th Street NE Tacoma, WA 98422 (253) 230-9411 May 23, 2013 Geotechnical Stormwater Letter 14437 — 46th Avenue South Tukwila, Washington Parcel: 004000-0405 Job: Lee.46thAvS.L As requested, we have performed subsurface explorations at the tax parcel located at 14437 — 46th Avenue S in Tukwila, Washington. We understand you proposed to divide the existing tax parcel into three new residential lots. The parcel is "L" in shape, measures approximately 265 to 130 feet east to west by 75 to 120 feet north to south, and encompasses 0.55 acres. The site has an existing single family residence, various outbuildings, and associated utilities on the northern portion of the site. On May 20, 2013, we explored the subsurface soil conditions by logging 2 hand auger holes across the site. The subsurface conditions encountered on the site consisted of '/2 foot of sod/topsoil over medium dense mottled silty sand. These soils became increasingly dense at depth. Hand Auger Hole HA-1 encountered % foot of silty sand with gravel representing reworked soils (fill material) below the topsoil layer. Dense to very dense silty sand with gravel soils were encountered below the surficial soils. The dense to very dense soils are interpreted to represent indurate glacial till. The mottling likely represents a shallow, seasonal, perched ground water table. The soils encountered were visually classified in accordance with the Unified Soil Classification System (USCS), a copy of which is attached as Figure 2. The hand auger logs are included as Figure 3. The site and surrounding area are not mapped by the USDA Natural Resources Soil Conservation Survey. However, we interpret that the observed on site soils represent Alderwood gravelly sandy loam. Alderwood soils are derived from glacial till and are generally indurate at shallow depths. The City of Tukwila uses the 2009 King County Surface Water Design Manual (KCSWM) to determine the drainage requirements. Based on our site observations and results of our explorations, grain size analysis, and observed shallow mottling, we conclude that the site has a seasonal shallow perched groundwater table (evidence of mottling) and little or no permeable shallow soils. Therefore, it is our opinion that infiltration of stormwater is not practical. According to the KCSWM Appendix C section C.2.4.4, gravel filled dispersion trenches may be used to manage stormwater runoff. A minimum distance of 10 linear feet of trench is required per 700 feet of impervious surface. These trenches require a 10 foot setback from structures, a 5 foot setback from property lines, and should be constructed 18 inches deep and 2 feet wide. Lee. 46th Av S Tukwila May 23, 2013 Page 2 We trust this is sufficient for your current needs. Should you have any questions, or require additional information, please contact us at your earliest convenience. Respectfully submitted, GeoResources, LLC Brad P. Biggerstaff, LHG Principal BPB:rmp DocID: Lee.46thAvS.L Attachments: Figure 1: Site Plan Figure 2: Unified Soil Classification System Figure 3: Hand Auger Logs Or 10 Im R ' AWE N Cr] C i 1 T r Lam.— sal Q N 5C .E 11 r 4a, l cnl !, Y/, J.'� !• ,.I r�- j� ��� w 0 c Off` a' I C j C .52 co X mOE E ,. O E-M— s, �- Q C h „ ' �ylnp ac • 7 `. .!` jCL ...aWcAg�g Q EE '0'6 Q {• I ... - ��l ••^Yl i� f ! 1 •_ «ri yL�mlOj C O LCmI w �✓ O i ggg s Na rn v tj E cm o t°n Rb o N m 8 N (03 WV, d SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS GROUP GROUP NAME SYMBOL GRAVEL CLEAN GW WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL GRAVEL COARSE GP POORLY -GRADED GRAVEL GRAINED More than 50% SOILS Of Coarse Fraction GRAVEL GM SILTY GRAVEL Retained on WITH FINES No. 4 Sieve GC CLAYEY GRAVEL More than 50% SAND CLEAN SAND SW WELL -GRADED SAND, FINE TO COARSE SAND Retained on No. 200 Sieve SP POORLY -GRADED SAND More than 50% Of Coarse Fraction SAND SM SILTY SAND Passes WITH FINES No. 4 Sieve SC CLAYEY SAND SILT AND CLAY INORGANIC ML SILT CL CLAY FINE GRAINED SOILS Liquid Limit Less than 50 ORGANIC OL ORGANIC SILT, ORGANIC CLAY SILT AND CLAY INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT More than 50% Passes CH CLAY OF HIGH PLASTICITY, FAT CLAY No. 200 Sieve Liquid Limit 50 or more ORGANIC OH ORGANIC CLAY, ORGANIC SILT HIGHLY ORGANIC SOILS PT PEAT NOTES: 2. 3. Field classification is based on visual examination of soil in general accordance with ASTM D2488-90. Soil classification using laboratory tests is based on ASTM D2487-90. Description of soil density or consistency are based on interpretation of blow count data, visual appearance of soils, and or test data. GeoResources, LLC 5007 Pacific Highway East, Suite 16 Fife, Washington 98424 Phone: 253-896-1011 Fax: 253-896-2633 SOIL MOISTURE MODIFIERS: Dry- Absence of moisture, dry to the touch Moist- Damp, but no visible water Wet- Visible free water or saturated, usually soil is obtained from below water table Unified Soil Classification System Proposed Residential Development 14437 - 46th Avenue South Tukwila, Washington Hand Auger HA-1 Location:3Q. F+", i Depth (feet) Soil Type Soil Description 0 - '/2 - Topsoil '/2 - 1'/4 SM Brown silty sand with gravel (loose, moist) (Reworked Gravel Fill) 1'/4 - 4 SM Light brown mottled silty sand with trace gravel (medium dense, moist) (Native Gravels) 4 - + SM as above (dense to very dense, moist) Terminated at 4 feet below ground surface at refusal. Minor caving observed in upper foot. No groundwater seepage observed. Mottling observed from 1 % to full depth explored of 4 feet. Hand Auger HA-2 Location: &0.'Ajurs t Depth (feet) Soil Type Soil Description 0 - '/2 - Topsoil 1/2 - 3'/2 SM Light brown mottled silty sand with trace gravel, cobbles (medium dense to dense, moist) 3'/2 - 4 SM as above (very dense, moist) Terminated at 4 feet below ground surface. No caving observed. No groundwater seepage observed. Mottling observed from'/2 to full depth explored of 4 feet. Logged by: M.W.S. GeoResources, LLC 5007 Pacific Highway East, Suite 16 Fife, Washington 98424 Phone: 253-896-1011 Fax: 253-896-2633 Excavated on: May 20, 2013 Hand Auger Logs Proposed Residential Development 14437 — 46`" Avenue South Tukwila, Washington 04/28/2015 Shawgo Residence ❑ SITE PHOTOS Looking south along the west property line. Uphill portion of the site where new residence construction will be done. '. C. MCDONNELL ENGINEERING PC Consulting Civil Engineers 6608- 216' SW, Ste 306 Mountlake Terrace, WA. 98043 (425) 744-0915 (Tel) (425) 744-0946 (FAX) E-mail: jcrllon2@verizon.net SHAWGO SHORT PLAT DRAINAGE ASSESSMENT TUKWILA, WA SCALE: None DATE: 05/28/13 SHEET: 1 OF 6 JOB NUMBER: FILE NAME: BY: Photobase 1 Looking south near the proposed lot line between Lot 1 and Lot 2. Uphill portion of the site where new residence construction will be done on the right. ! C. MCDONNELL ENGINEERING PC Consulting Civil Engineers 6608- 216th SW, Ste 306 Mountlake Terrace, WA 98043 (425) 744-0915 (Tel) (425) 744-0946 (FAX) E-mail: jciyAgdon2@verizon.net SHAWGO SHORT PLAT DRAINAGE ASSESSMENT TUKWILA, WA SCALE: None DATE: 05/28/13 SHEET: 2 OF 6 JOB NUMBER: FILE NAME: BY: Photobase 2 a■ 11 W� r< 1y i_ .�p j •may. Y��{., * f - �i s%~ J � Y 1I ,? s �44 41 r i .0 �.* }' : ,l �' ,�� ��V - i ..i• _ �',, • f' �1. � •sue ` M,• 7 �,`rt r + �.°�JS�}' ._ t�1 �tyet .. .. ;r '� ; 1 �A•i,°cy 4� i�ii}"ir ��+'bi %/l Looking east toward 46th Avenue S. along the north property line at existing garage to be removed (future driveway). Lot line between Lot 1 and 2 will run north -south at approximately this backside face of structure. ! C. MCDONNELL ENGINEERING PC Consulting Civil Engineers 66o8- 216' SW, Ste 306 Mountlake Terrace, WA. 98o43 (425) 744-0915 (Tel) (425) 744-0946 (FAX) E-mail: jc�cdon2@verizon.net SHAWGO SHORT PLAT DRAINAGE ASSESSMENT TUKWILA, WA SCALE: None DATE: 05/28/13 SHEET: 3 OF 6 JOB NUMBER: FILE NAME: BY: Photobase 3 11 y PSI k`�,dr .' .r '•�-\ 1y _�,+r �� ;'WSJ AA . lye"' 14 i Looking east toward 46th Avenue S. along south property line inside proposed Lot 1. Existing house to remain on left. Sewer and Water services to be installed along this corridor. C. MCDONNELL ENGINEERING PC Consulting Civil Engineers 6608- 216' SW, Ste 306 Mountlake Terrace, WA. 98043 (425) 744-0915 (Tel) (425) 744-0946 (FAX) E-mail: jc&,Acdon2@verizon.net SHAWGO SHORT PLAT DRAINAGE ASSESSMENT TUKWILA, WA SCALE: None DATE: 05/28/13 SHEET: 4 OF 6 JOB NUMBER: FILE NAME: BY: Photobase 4 I Looking north along 46th Avenue S. at NE corner of site. Pictured is the existing catchbasin that project drainage will connect to. This existing drainage system runs north on this side of fogline to S. 144th Street at the stop sign visible in the distance. J. C. MCDONNELL ENGINEERING PC consulting Civil Engineers 6608- 216th SW, Ste 306 Mountlake Terrace, WA. 98o43 (425) 744-0915 (Tel) (425) 744-0946 (FAX) E-mail: jci?�adon2@verizon.net SHAWGO SHORT PLAT DRAINAGE ASSESSMENT TUKWILA, WA SCALE: None DATE: 05/28/13 SHEET: 5 OF 6 JOB NUMBER: FILE NAME: BY: Photobase 5 Looking north across S. 144th Street at intersection of 46th Ave. S. and S. 144th St. Tie-in point of 46th Ave. S. drainage system to S. 144th St. drainage system. SHAWGO SHORT PLAT J.C. MCDONNELL ENGINEERING PC DRAINAGE ASSESSMENT ConsultmgtCivil Engineers TUKWILA, WA 6W8- 216 SW, Ste 306 Mountlake Terrace, WA. 98043 (425) 744-0915 (Tel) (425) 744-0946 (FAX) SCALE: None DATE: 05/28/13 SHEET: 6 OF 6 E-mail: jcr.Acdon2@verizon.net JOB NUMBER: FILE NAME: BY: Photobase 6 City of Tukwila Allan Ekberg, Mayor Department of Community Development Jack Pace, Director 2/1 /2017 SUE SHAWGO 14437 46TH AVE S TUKWILA, WA 98168 RE: Permit No. D15-0285 SHAWGO SHORT PLAT - LOT 2 14431 46TH AVE S Dear Permit Holder: In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 3/26/2017. Based on the above, you are hereby advised to: 1) Call the City of Tukwila Inspection Request Line at 206-438-9350 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 3/26/2017, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Rachelle Ripley Permit Technician File No: D15-0285 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 9 Phone 206-431-3670 0 Fax 206-431-3665 Sue & Mike Shawgo 14437 46th Ave So Tukwila, WA, 98168 1/21/16 City of Tukwila Bill Rambo Permit Center Department of Community Development 6300 Southcenter Boulevard Suite #100 Tukwila, WA, 98188 RE: Revision Submittal Correction letter #1 COMBOSFR Permit application Number D15-0285 Dear Bill Rambo, This letter is to address the corrections requested on your letter dated November 30'' 2015. We have corrected and/or addressed the comments you listed on your correspondence. See attached revision submittal form, the attached summary of changes, and the corrected house plan drawings. I have enclosed 2 copies of each as required per your letter. If you have any questions I can be reached at 253-350-5910. Sincerely, Sue Shawgo Homeowner CORRECTION i TR#_--�-_ pis- C)285 RECEIVED CITY OF TUKWILA JAN 22 2016 PERMIT CENTER — Shawgo COMBOSFR Permit application Number D15-0285 Summary of drawing/plan revisions #1 1 Energy Codes updated in general notes and drawings to comply with current codes. 2 Window/Door schedule attached. 3 Utility sinks in garage labeled. Mechanical appliances marked accordingly. Appliances to be 98% efficiency units. 4 Appliances in garage are located inside storage room. Structure protecting appliances from possible vehicle impact. 5 Whole house ventilation fan with timer — see attached. 6 Bath and Laundry fans marked and specified in notes. 7 Elevation sheets correctly labeled as North, East, South, and West. 8 Egress windows marked on drawings. 9 Carbon Monoxide detectors marked accordingly. 10 Safety glazing marked for window by master tub. Windows in stairwell not within 36" of landing. 11 Footing dimensions noted on foundation plan. 12 Concrete courtyard labeled. Walls to be privacy screen/fence material to be designed with landscape plan. Currently researching and interviewing local landscape companies. 13 Attic and crawl spaces sized and noted. 14 Stair detail provided on page 3. 15 Furnace placement corrected. Open space in question is open exterior landscape planting area. 16 Per conversation between Bill Rambo and Dennis Lee (project construction consultant) all plans have appropriate engineer stamps and signatures. � 4%f �' to Job Fire Department Notes: The fire hydrant is in the street directly across from the property driveway. To be redlined on site plan if necessary. RECEIVED CITY OF TUKWILA CORRE TION :6 L.TR# JAN 22 ZQ ,,�,. PERMIT CENTER City of Tukwila Department of Community Development November 30, 2015 SUE SHAWGO 14437 46TH AVE S TUKWILA, WA 98168 RE: Correction Letter # 1 COMBOSFR Permit Application Number D15-0285 SHAWGO SHORT PLAT - LOT 2 - 14431 46TH AVE S Dear SUE SHAWGO, Jim Haggerton, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL NOTE) PLAN SUBMITTALS: (Min. size I Ix17 to maximum size of 2406; all sheets shall be the same size. New revised plan sheets shall be the same size sheets as those previously submitted.) (If applicable) "STAMP AND SIGNATURES" "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seaUstamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" to be stamped and signed. [Electronic copies shall not be approved.] (WAC 196-23-010 & 196-23-020) (BUILDING REVIEW NOTES) 1. General Conditions notes make reference to old outdated UBC codes and outdated energy codes for insulation and "U" values for windows and doors. Revise all code notes on the cover sheet and all other plan set elevation cut details and notes to show compliance with 2012 building, mechanical, plumbing and Washington State energy codes (WSEC) with Washington State Amendments to the codes. 2. Provide a window/door schedule with a completed Energy Code worksheet (Glazing Schedule) which can be found on line at http://www.energy.wsu.edu/BuildingEfficiency/EnergyCode.aspx#EnergyCodeWorksheets. Window and door "U" values shall comply with current 2012 WSEC. 3. There are a couple of boxes located in the two garages assumed to be utility sinks. Please clarify. On in the second floor mechanical room it appears that the furnace is located there however I could not find the water heater. Please clarify and indicate type of water heater and its location. Clearly mark all heaters and water heaters to include any other mechanical appliances on the plan. Specify source of combustion air for the gas appliances. 4. Show bollards provided to protect from vehicle impact of any appliances located in the garage. 5. 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 Southcenter Boulevard Suite #100 9 Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 6. Show bathroom and lau.._.y room exhaust fans and fan size. 7. On the elevation sheets, label house sides as North East South and West. 8. Identify on the plans all egress bedroom windows to include the main floor Study. 9. The plan shows smoke detectors. However the current code now requires Carbon Monoxide (CO) detectors outside of each separate sleeping area in the immediate vicinity of the bedrooms. Show two CO detectors outside the bedrooms and one by the main floor Study. Show smoke detector in the master bedroom. (R315.1) 10. Show safety glazing for the windows over the stair landing if bottom exposed glazing is within 36 inches of the stair mid landing. Show safety glazing for the window by the master bath tub. 11. Specify footing dimensions on the foundation plan. Also on roof framing plan or elevations, show dimensions for roof overhangs. 12. Provide details and specifications for the courtyard walls, patio (concrete or wood deck). If a deck, provide specific details for footings and ledger attachments. 13. Specify attic and crawl spaces and provide sizes with notes to be insulated and sealed. 14. Provide details with dimensions for the stairways mid landing to show it meets code. Treads at mid landing shall have a minimum tread depth of 10 inches measured between the vertical planes of the foremost projection of adjacent treads at the intersections with the walkline. Treads shall have a minimum tread depth of 6 inches at any point within the clear width of the stair. The minimum width perpendicular to the direction of travel shall be no lessil than the width of the flight served. Landings of shapes other than square or rectangular shall be permitted provided the depth at the walk line and the total area is not less than that of a quarter circle with a radius equal to the required landing width. (IRC R311.7.5.2.1 & R311.7.6) F i 15. Plan sheet #1 shows the furnace in an alcove which is not consistent with the floor plan sheet #4. Also there is al little space which appears to be open to the exterior between the storage room and fireplace. Please provide clarification and show the storage/furnace room consistent with each plan. 16. Architectural plans produced by an architect or engineer shall have wet stamp and wet signature on each sheet (See General Note above). FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • 1) A fire hydrant is required to be within 250 ft. of the structure, measured via vehicular travel. 2) Please show a fire hydrant on the site plan within 250 ft. of the proposed home. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two 2 sets of revised plan pages, specifications and/or other documentation be i resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206)431-3655. Sincerely, C `—�J Bill Rambo Permit Technician File No. D15-0285 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 9 Phone 206-431-3670 • Fax 206-431-3665 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0285 DATE: 01/22/16 PROJECT NAME: SHAWGO SHORT PLAT - LOT 2 SITE ADDRESS: 1443146 AVE S Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: ftj AWO tv�ol Building Division a W PMO 1l4A Fire Prevention it Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator PRELIMINARY REVIEW: DATE: 01/26/16 Not Applicable ❑ (no approval/review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Structural Review Required ❑ DATE: DUE DATE: 02/23/16 Approved ❑ Approved with Conditions ❑ Corrections Required ❑ Denied ❑ (corrections entered in Reviews) (ie: Zoning Issues) Notation: �bC�hr4 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 12/18/2013 r'ERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D15-0285 DATE: 11/04/15 PROJECT NAME: SHAWGO SHORT PLAT - LOT 2 SITE ADDRESS: 1443146TH AVE S X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: A-1 10 Building Division c, I gt,(S- Public Works19 PRELIMINARY REVIEW: Not Applicable ❑ (no approval review required) REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Fire Prevention Structural ❑ C IV - 0 1) -.�-3'T Planning Division m Permit Coordinator DATE: 12/03/15 Structural Review Required ❑ DATE: DUE DATE: 12/03/15 Approved ❑ Approved with Conditions ❑ Corrections Required (corrections entered in Reviews) Notation: REVIEWER'S INITIALS: Denied ❑ (ie: Zoning Issues) DATE: Permit Center Use Only '� n CORRECTION LETTER MAILED: JV� Departments issued corrections: Bldg Fire Plng 0 PW El Staff Initials: 12/18/2013 City of Tulmila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206431-3670 Fax: 206-431-3665 Web site: 1�://i�1tv�v.ri:tt���tNt�.trta.rrs REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Dater( a (� Plan Check/Permit Number: D 15-0285 ❑ Response to Incomplete Letter # Q Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Shawgo Short Plat — Lot 2 Project Address: 1443146 Ave S Contact Person: Ct Phone Number: QS 3 Summary of Revision: CA d-I r , , RECEIVED CITY OF TUKWILA JAN 2 2 201R PERMIT CENTER Sheet Number(s): I— (I' "Cloud" or highlight all areas of revision including date of revisio z Received at the City of Tukwila Permit Center by: (Entered in TRAKiT on applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: ■■ j�. ,11 I I PA I D OC 1130IF, �rT" •r RECEIVED 3460 S 148th Suite 100 Seattle, WA 98168 NOV. Q 9 2015 Phone: (206) 242-3236 TUKWIW Fax: (206) 242-1 S27 pUBUC WORKS CERTIFICATE OF SEWER AVAILABILITY / NON AVAILABILITY Residential. $ 50.00 Commercial. $100.00 Certificate of Sewer Availability OR C Certificate of Sewer Non -Availability :". Part A: (To Be Completed By Applicant) CITY OF TUKWiLA Purpose of Certificate: NOV 0 3 2015 4 Building Permit ❑ Preliminary Plat or PUD ❑ Short Division ❑ Rezone ❑ Other Proposed Use: ❑ Commercial Residential Single Family ❑ Residential Multi -Family Q Other Applicant's Name j1�Q, Phone Number Property Address �,-�, Tax Lot Number dp 4WO L+CP:;" Legal Description (Attach Map and legal Description if Necessary); Part B: (To be Completed by Sewer Agency) 1 a. A Sewer Service will be provided by side sewer connection only to an existing r 7(0* 1 size sewer ❑ Fo_` feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and/or ❑ (2) The construction of a collection system on the site and/or Q (3) Other (describe) 2. Must be completed if 1. b above is checked a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR (' b. The sewer system improvement will require a sewer comprehensive amendment. 3. a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District. OR (-, a. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following; Permit $ j0 0 cy r✓ a. District Connection Charges due prior to connection: GFC: $ 1 S'0 33 7 SFC: $ Unit: $ Total $ 133 (Subject to Change on January 1 st) Mharge, WSSD or Midway Sewer District Connection Either a King Co�ueupp�oncon�necttMnto Charge may a sewers. b. Easements: Q Required ❑ May be Required c. Other 1 hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of signature. �15 By jam, j Title �'S l/1/Sf-"C �: f0 ,/ Date ATTACHMENT TO VALLEY VIEW SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY The following terms and conditions apply to the attached Valley View Sewer District ("District") Certificate of Sewer Availability/Non Availability ("Certificate") 1. This certificate is valid only for the real property referenced herein ("Property") which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This certificate is between the District and the applicant only and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that 1 have received the Certificate of Sewer Availability/Non -Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature Date 0 •30i S Reset Form Print Form City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 RE9VEn Phone: 206-431-3670 Web site: hqp://www.TukwilaWA.gov_ ov. Q Part A: To be completed *,by applicant CERTIFICATE OF WATER AVAILABILITY TUKWiLA pUBUC WORKS PERMIT NO.: Site ad re s (attach map and legal description showing hydrant location and size of main): Owner Information Agent/Contact P rson Name: Name: Address: �'1 Address: Phone: Phone: This certificate is for the purposes of: InResidential Building Permit . ❑ Preliminary Plat ❑ Short Subdivision Commercial/Industrial Building Permit ❑ Rezone ❑ Other Estimated number of service connections and water meter size(s): Vehicular distance from nearest hydrant to the closest point of structure is g, RiCati `I�i2l� Uu foss S� . Area is served by (Water Utility District): I -t_S Id AC) b5- Date Part B: To be completed by water utility district . 1. The proposed project is within _ 2. ©No improvements required. 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 7A0001- gpm at 20 psi residual for a duration of 2 hours at a velocity of 7,7 fps as documented by the attached calculations. RECEWED 5. water availability: CITY OF T U K W I LA Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. NOV 0 3 2015 ❑ System is not capable of providing service to this project. PERMIT CENTER I hereby certify that the above information is true and correct. i /JJ SCR CT- "Z �5 �2 r PA4,4.e� 11 —2 — 16 Agency hone 2 eta-24'Z-c15�17 By Date E'xQiReS This certificate is not valid without Water District 125's attachment entitled "Attachment to Certificate of Water Availability" H.Wpplications\Forms-Applications OnLme\2011-05 Water Availabilrty.doc Long or Short Install Revised: May 201 ] C9 `^// (�/'�J 5 v- � --- ti Attachment t® Certificate ®f Water Availability The following terms and conditions apply to the attached Certificate of Availability ("Certificate") I 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the. City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water .available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. _ 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation th i effect. 9 Applicant's Signature Date I O 30 / 5- District Representative l,.a,1- P - Date / /•- Z - s5 �J+,��u►: qs Permit Center/ Buildin Division CITY OF 2o6431-3670g o•' Department of Community Development Public Works Department 0 63oo Southcenter Boulevard, Tukwila, WA 98188 2o6 433-0179 '" Telephone: (2o6) 431-367o FAX (2o6) 431-3665 Planning Division 1 •�"` �sii8 E-mail: tukplanPci.tukwila.wa.us 2o6 431-3670 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION PERMIT NO: bis-_ov) � STATE OF WASHINGTON) ) ss. COUNTY OF KING ) JUSC0 1"lflrCl_RAC"Q c= Shl states as follows: [please print name] 1. I have made application for a permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code of Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.ogo applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this permit to be exempt under number i l , and will therefore not be performed by a registered contractor. 5. I understand that the licensing provision of RCW 19.28.161 through 19.28.271 shall not apply to persons making electrical installations on their own property or to regularly employed employees working on the premises of their employer. The proposed electrical work is not for the construction of a new building for rent, sale or lease. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform constr tion work. Owner wner's Agent* BROL+, ?I RA. .s O 1019. Signed and sworn to before me this day of 120 NOTARY PUBLIC in and for the State of Washington c Residing at , County �+ Name as commissioned: � � l 1 � My commission expires:.-.. 18.27.ogo Exemptions. The registration provisions of this chapter do not apply to: i. An authorized representative of the United States government, the state of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale of any finished products, materials, or articles of merchandise that are not fabricated into and do not become a part of a structure under the common law of fixtures; 6. Any construction, alteration, improvement, or repair of personal property performed by the registered or legal owner, or by a mobile/manufactured home retail dealer or manufacturer licensed under chapter 46.7o RCW who shall warranty service and repairs under chapter 46.7o RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than five hundred dollars, such work or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by. the same or a different contractor, or in which a division of the operation is made into contracts of amounts less than five hundred dollars for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he or she is a contractor, or that he or she is qualified to engage in the business of contractor; io. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; 11. An owner* who contracts for a project with a registered contractor, except that this exemption shall not deprive the owner of the protections of this chapter against registered and unregistered contractors. The exemption prescribed in this subsection does not apply to a person who performs the activities of a contractor for the purpose of leasing or selling improved property he or she has owned for less than twelve months; 12.* Any person working on his or her own property, whether occupied by him or her or not, and any person working on his or her personal residence, whether owned by him or her or not but this exemption shall not apply to any person who performs the activities of a contractor on his or her own property for the purpose of selling, demolishing, or leasing the property; 13. An owner* who performs maintenance, repair, and alteration work in or upon his or her own properties, or who uses his or her own employees to do such work; 14. A licensed architect or civil or professional engineer acting solely in his or her professional capacity, an electrician certified under the laws of the state of Washington, or a plumber certified under the laws of the state of Washington or licensed by a political subdivision of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the person certified is operating within the scope of his or her certification; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his or her sole compensation or as an employee with wages as his or her sole compensation; 16. Contractors on highway projects who have been prequalified as required by RCW 47.28.070, with the department of transportation to perform highway construction, reconstruction, or maintenance work; 17. A mobile/manufactured home dealer or manufacturer who subcontracts the installation, set-up, or repair work to actively registered contractors. This exemption only applies to the installation, set-up, or repair of the mobile/manufactured homes that were manufactured or sold by the mobile/manufactured home dealer or manufacturer; 18. An entity who holds;al valid electrical` contractor's license under chapterJ19.2t C4V.that erriploy a certified c t_ journeyman electrician, a edit ffie resideritR'l specialty electrician, or an electrical trainee'meei"i i the requirements of chapter 19.28 RCW .to perform -' work that is incidentally, directly,, and imffiedidely appropriate to the like -in -kind replacement'W i household appliance or other small'household.utilizatiotilequipment that requires limited electric power and lir i#i d waste and/or water connections: An electrical trainee must be supervised by a certified electrician'while performing plumbing work. " Per Washington State Department of Labor and Industries lessee has been interpreted to be equivalent to owner for purposes of exemptions. GENERAL CONDITIONS 1. ALL WORK SHALL COMPLY WITH THE LATEST ADOPTED ISSUE OF THE®� AND ANY APPLICABLE STATE, COUNTY OR LOCAL REGULATIONS. 2. THE CONTRACTOR IS RESPONSIBLE TO CHECK THE PLANS AND SITE CONDITIONS AND TO NOTIFY THE DESIGNER OF ANY ERRORS OR OMISSIONS PRIOR TO THE START OF CONSTRUCTION. 3. WRITTEN DIMENSIONS HAVE PREEDENCE OVER SCALED DIMENSIONS. SITE WORK 1. REMOVE TOP SOIL AND ORGANIC MATERIAL FROM THE BUILDING SITE, STOCK PILE IT IF POSSIBLE FOR USE IN FINAL GRADING. 2. FOOTINGS ARE TO BEAR ON UNDISTURBED LEVEL SOIL, STEPPED AS TO MAINTAIN THE REQUIRED DEPTH BELOW FINISHED GRADE. 3. ANY FILL UNDER GRADE SUPPORTED CONCRETE SLABS TO BE 4" (MIN.) GRAVEL COMPACTED TO 95%. 4. CONCRETE SLABS TO BE 4", 2500 P.S.I. AT 28 DAYS WITH CONTROL JOINTS AT 15' O.C. (MAX.) EA. WAY. PROVIDE 3/4" TOOLED JOINTS AT 5' O.C. IN SIDEWALKS. 5. FINISH GRADES ARE TO REMAIN AT LEAST 6" BELOW WOOD SIDING. FOUNDATIONS 1. ALL CONCRETE TO HAVE A MIN. COMPRESSIVE STRENGTH OF 2500 P.S.I. AFTER 28 DAYS WITH A MIN. OF 5 SACKS OF CEMENT PER YARD AND A MAX. SLUMP OF 4". 2. ALL REINFORCING STEEL TO BE A-615 GRADE 40. WELDED WIRE MESH TO BE A-185. 3. PLACE ALL REINFORCING AS PER A.C.I. CODES AND STANDARDS. 4. LAP ALL CONTINUOUS BARS 30 X DIA. MIN. 5. PROVIDE MIN 18" CLEARANCE UNDER GIRDERS. 6. COVER ENTIRE CRAWLSPACE WITH 4 MIL. BARRIER. 7. PROVIDE A MIN. OF 1 SQ. FT. OF VENTILATION AREA FOR EACH 150 SQ. FT. OF CRAWLSPACE AREA. VENTS TO BE CLOSEABLE AND HAVE 1/4" OPENINGS IN CORROSIVE RESISTANT SCREEN. 8. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED WOOD, REDWOOD, OR PROTECTED WITH 55# FELT. 9. MUDSILLS TO BE 2 X PRESSURE TREATED WOOD OR REDWOOD WITH z"- X 10" ANCHOR BOLTS AT 6'-0" O.C. WITHIN 12" OF CORNERS. 10. WATERPROOF BASEMENT WALLS BEFORE BACKFILLING. PROVIDE 4" PERFORATED DRAIN. TILE BELOW THE TOP OF THE FOOTING WHEN REQUIRED PER CODE. CARPENTRY 1. WOOD FRAMING MEMBER GRADES ARE AS FOLLOWS UNLESS OTHERWISE NOTED ON THE PLANS: ' A. POSTS, BEAMS, HEADERS NO. 2 & BETTER KID DOUGLAS FIR -LARCH JOISTS AND RAFTERS B. PLATES, BLOCKING AND NO. 3 & BETTER KID DOUGLAS FIR -LARCH BRIDGING, ECT. C. STUDS NO. 2 & BETTER KID DOUGLAS FIR -LARCH D. POST & BEAM DECKING UTILITY GRADE DOUGLAS FIR E. PLY SHEATHING CD DOUGLAS FIR PLY 32/1 G WAFERWOOD 2. UNLESS OTHERWISE NOTED ON PLANS ALL EXTERIOR WINDOW AND DOOR HEADERS ARE TO BE SIZED PER HEADER SCHEDULE. 3. DESIGN LOADS: LIVE LOAD DEAD LOAD ROOF 25 P.S.F. 15 P.S.F. FLOOR 40 P.S.F. 10 P.S.F. STAIRS 100 POINT LOAD GARAGE FLOOR 50 P.S.F. DECK 100 P.S.F. 4. SOIL BEARING PRESSURE IS ASSUMED TO BE 1500 P.S.F. 5. DECK AND BALCONY GUARDRAILS TO BE 36" HIGH WITH MAXIMUM OPENING SPACES SO THAT A 4" SPHERE CAN NOT PASS THROUGH. INSULATION 1. EXCEPT WHERE NOTED ON PLANS PROVIDE A MINIMUM INSULATION OF: EXTERIOR WALLS R-21 FLAT CEILING R-49 VAULTED CEILING R-38 FLOORS (OVER UNHEATED AREA) R-30 2. ALL EXPOSED INSULATIO TO HAVE A FLAME SPREAD RATING OF LESS THAN 25 AND A SMOKE DENSITY OF LESS THAN 450. 3. PROVIDE A TOTAL OF 1 /300 OF ATTIC AREA VENTILATION WITH 50% AT CORNICE AND 50% AT THE RIDGE OR GABLE VENTS. 4. ALL EXTERIOR WINDOWS TO BE DOUBLE GLAZED. 5. ALL EXTERIOR DOORS TO BE SOLID CORE WITH WEATHERSTRIPPING. MISCELLANEOUS 1. ALL WINDOWS TO HAVE .30 U-FACTOR AND WITHIN 18" OF FLOOR OR WITHIN 24" OF DOORS ARE TO BE TEMPERED. 2. ALL SHOWER OR TUB ENCLOSURES ARE TO HAVE SAFETY GLAZING. 3. PROVIDE 1/2" MOISTURE PROOF GYPSUM BOARD AROUND TUB AND SHOWER ENCLOSURES, WITH A HARD MOISTURE RESISTANT SURFACE UP 6'-0" 4. EACH BEDROOM TO HAVE A MINIMUM WINDOW OPENING OF 5.7 SQ. FT. WITH A MINIMUM WIDTH OF 20" AND HEIGHT OF 24". THE SILL IS TO BE NO MORE THAN 44" ABOVE FINISHED FLOOR. 5. ALL SKYLIGHTS TO BE MADE WITH EITHER TEMPERED GLASS OR WIRED GLASS. PROVIDE COMBUSTION AIR VENTS TO ALL FIREPLACES, WOODSTOVES AND ANY HEATING APPLIANCES USING OPEN FLAME. 6. BATHROOMS AND UTILITY ROOMS ARE TO BE VENTED WITH A 120 CFM FAN EXHAUSTED TO THE OUTSIDE. 7. THE LIGHTING SHOWN ON THE PLANS IS MEANT TO BE A GUIDE ONLY. ELECTRICAL SWITCHES AND OUTLETS ARE TO BE INSTALLED AS PER LOCAL CODES AND THE OWNERS REQUIREMENTS. 8. CABINET ELEVATIONS ARE NOT GENERALLY SHOWN ON THE PLANS HOWEVER THEY CAN BE FURNISHED UPON REQUEST. 9. DUCT & EFFICIENCY TESTING REQUIRED FOR WHILE HOUSE VENTILATION SYSTEM. -7-.B CJSl2C� tc.P�f?,c�C W C7 `l- Ln 0 0 0 z 00 0 N L L 011 C rL/41M 3/16" = 1'-0" v v. u I IN 00 J�j UL+ VV LNI PORTION OF THE NW -V4OF THE NE �/4 SEC. 22, TWP. 23N, RNG. 4E W.M. 1KWILA, KING COUNTY, WASHINGTON MIN. FINISH GRADE SLOPE SHALL BE: 5% FIRST 10'-0" 2% THEREAFTER ACCESS DRIVE FROM 46TH AVE. W N Q0 0 0 0 0 z DO NOT SCALE DRAWINGS CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE AND NOTIFY SQ.P.R.H. DRAFTING & DESIGN OF ANY DIMENSIONAL ERRORS, OMISSIONS, OR DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY WORK z LEI z � O p F- U U n Ld V) a 0 0 U V) 0 z j � w n- O ::) 0 C)f LLI w n cn p LEI Cn Of mm©■■■■■ 0 RD C. u b `made to Ift steps 4f work withcut poor approval Ct TuWft GuiUM, division. o 0 DOTE: Revisio iF,tM =ruire a rm%v plan -cubtrif 0 U N and may inc.ud-a 2&,"�aal pta rpV,!6vjr f2.c; a z O U >r r► A �- �.�;--:� REQUIM"D FOR: kle'ChaniCei Eleci ical Plumbing Gas Piping City of TLIkk1i la BUIf)iV1S10N 0 Flu copy Permilt pb. Klan review approval is submit to errors and omissions. Approval Of construction documents does not authorize he violation of any adopted code or ordinance. Receipt f approved Fteld C a tditions is oMedged: l3y: Clfy Of T UK",VIla BUILDING DIVISION CORREC ION LTR# REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 5 2016 City Of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA, JAN 22 2016 PERMIT CENTER Ear Uj Uj �: ce U. Lp c U. Uj G3 g � (n a N � o 2 o00� N 0 ��;:=9" E N CD a 00,_ O J f6 NO f6 Cc M Cr Z In W d c� Z H LL a o- 0 n c� m r2 0 N X, # 01324 Z C� W U Z F LL. Q r) a- C3 U) 0 m ROOFING & SHTG. AS SPEC. P.E. ROOF TRUSSES O 24" O.C. �PLBA R- 49 LOOSE FILL INSULATION. PLATE HARDBD. FASCIA. wl l �L 1 /2"GYP. BRD. FA —! � 1/2" MASONITE SOFFIT W/ 16" X 6" SCR'D SOFFIT VENTS V0961O.C. INSULATIONSIDING & SHT'G AS SPEC.UR-21 1/2"GYP. BRD.2x6'sO16"O.C. STUD WALL3/4" SB. ON 16" TA'S O 24" O.C. FINISH FLR I ktlI1]W312I SIDING & SHT'G AS SPEC. 0 2x6's O 16" O.C. STUD WALL 2x6 RDWD SILL > W/ 1/2"- X 10" ANCHOR BOLTS O 72" O.C. HOLD TO INSIDE OF WALL FINISH FLR nTOP FND /2"GYP. BIRD. R-21 INSULATION 1/2-GYP. BRD. 7 Be'T B. ON 9 1 /2" TJI'S O 24" O.C. R-30 FLOOR INSULATION 2x PONY WALL W/ STUDSINLINE RDWD BOTTOM > VAPOR BARRIER PERIM. FOUNDATION DRAIN • SINGLE STORY SINGLE STORY • TWO STORY 1'-e TWO STORY ROOFING & SHTG. AS SPEC. P.E. ROOF TRUSSES O 24" O.C. /2" PLYWD BA F - R- 49 LOOSE FILL INSULATION. TOP > -»'_C;V_" DO NOT SCALE DRAWINGS CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE AND NOTIFY SQ.P.R.H. DRAFTING & DESIGN OF ANY DIMENSIONAL ERRORS, OMISSIONS, OR DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY WORK P7 � Q �2 In N In I- Z W O O H U U O � LLI In w 0 Z O 0 0 (n U z > 0 LLJ J o' O m 0 Ey Ld LLI 0 a In (n 0 Lli In Ld ry ONE �f a ZI y yl i 7 1x8 HARDBD. 1/2"GYP. BIRD. I I I I _yy FASCIA. OI r 1/2" MASONITE SOFFIT W/ 16" X 6" 5CR'D SOFFIT VENTS O 96 O.C. I I I I y`• W/H FLIF qVia" y 3 g #1 # " •• rya:; m L— L 1 % E 98% FF sub 1- o b AkfR7-211NSULA-nON ?: SIDING & SHT'G AS SPEC. 2x6's O 16" O.C. STUD WALL- 2x6 RDWD SILL > W/ 1/2"- X ANCHOR BOLTS O 72" O.C. — HOLD TO INSIDE OF WALL N 7/8" T&G OSB. ON 9 1/2" TJPS O 24" O.C. R-30 FLOOR INSULATION 2x PONY WALL W/ STUDSINLINE RDWD BOTTOM > PERIM. FOUNDATION DRAIN THE MAXIMUM RISER HEIGHT SHALL BE 7�4' & THE MINIMUM TREAD DEPTH SHALL BE 10". THE RISER HEIGHT SHALL BE MEASURED VERTICALLY BETWEEN LEADING EDGES OF THE ADJACENT TREADS. THE TREAD DEPTH SHALL BE MEASURED HORIZONTALLY BETWEEN THE VERTICAL PLANES FO THE FOREMOST PROJECTION OF ADJACENT TREADS & AT A RIGHT ANGLE TO THE TREAD'S LEADING EDGE. TREADS WITH A DEPTH LESS THAN 11" ARE REQUIRED TO HAVE A MINIMUM NOSING OF %" & A MAXIMUM NOSING OF 1Y4" THE WALING SURFACE OF TREADS & LANDINGS OF A STAIRWAY SHALL BE SLOPED NO STEEPER THAN ONE UNIT VERTICAL IN 48 UNITS HORIZONTAL. THE GREATEST RISER HEIGHT WITHIN ANY FLIGHT OF STAIRS SHALL NOT EXCEED THE SMALLEST BY MORE THAN %". THE GREATEST TREAD DEPTH WITHIN ANY FLIGHT OF STAIRS SHALL NOT EXCEED THE SMALLEST BY MORE THAN %" VAPOR BARRIER SINGLE STORY SINGLE STORY TWO STORY TWO STORY P. STAIRDETAIL_ N.T.S. RUN RISE REVIEWED FOR CODE COMPLIANCE APPROVED FEB 05 2016 s City of Twits BUILDING DIVISION REEIVED CITY OF TU€ WILA JAN 22 2016 PERMIT CENTER ...' ■ 7 LLI UJ Z UJI V � Lu tie emu/ O N 0 0: � of � N V w J U 40 > N � nl W vt 0 W 0 co co V rb0 ul ! rn E 0 >, 0 ob o (> L.f0 N CD CL r 0 (O O J CD (6 p N L w`W+ ) L G Q Cc ` M y Z D 57) 0 Z F- Q rY ❑ 0_ O. d In m m O N T a In I 0 CQ 6 DO NOT SCALE DRAWINGS CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE AND NOTIFY SQ.P.R.H. 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VJ uj \ ■ o \t! U. O U) ® fV ® W [u U• j J U O c- •�// y O o o 2 oco Co p� C) t: 0- 06 _ N co CL N C00 00 i-+ CL. p N L coCc �� a i M y z p V) LJ ED 16 L9 z 1— LL- Q 0_ C9 V) m �1 ' 0 N ED FOR 4PLIANCE DYED 5 2016 ruk%Wila DIVISION RECEIVED CITY OF TUKWILA JAN 22 2016 PERMIT CENTER DO NOT SCALE DRAWINGS CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE AND NOTIFY SQ.P.R.H. DRAFTING & DESIGN OF ANY DIMENSIONAL ERRORS, OMISSIONS, OR DISCREPANCIES BEFORE BEGINNING OR FABRICATING ,.y. ANY WORK TVFTr Q Cfl z O U ry Z � O z O (n U > ry W cy O 11 r) W V) U) O I Z Uj Uj Z Uj V in Z Uj U. D O N � tV V O Uj W J U c— g 0 ai U) ¢ N 0 v, "'o o O o 00 00 c 06 U-DOD 0 i C J CD f6 Ice REVIEWED FOR 0) � Q CODE COMPL4ANDE Cc M { APPROVED J�Y S� Adgmfthh�- FEB 0 5 2016 co City of Tukwila BUILDING DIVISION SECOND FLOOR FRAMING PLAN RECEIVED 1/4„_V-0„ CITY OF TUKWILA JAN 22 2016 PERMIT CENTER a CD IR 23'-6Y2" 54'-0" 12'-11Y2" 1'-6" op 4'-5Y2" 11'-7" 11'-5" 11'-0" 11'-5" 8'-7" 01 4'-0" 01 7'-7" 7'-11"ol 3'-6" ot 4'-1" ol 4'-8Y2" 2'-2Y2" 2'-6" 6'-9" 2'-2" 1'-SY2" 3'-1OY2" 3'-0" 30 50 30 50 30 50 20 20 30 50 20 20 SH 84" H.H. (2) 2x6 DF#2 SH 84" H.H. (2) 2x6 #2 SH 4" H.H. (2) 2x6 DF#2 SH 84" H.H. (2) 2x6 DF#Z 20 20 20 20 84" H.H. (2) 2x6 DF#2 84" H.H. (2) 2x6 DF#2 GRESS EGRESS •. 94" H.H. (2) 2x6 DF#2 $4" H.H. (2) 2x6 DF#2 ,• f�I EGRESS � — \ i (:FIESS i -� l / ac... �' Oj'' II j � II I 20 II 24 II n PKT. 3'-0 BEDROOM BEDROOM BEDROOM N O CARPET FLOOR a 9'-0" CEILING CARPET FLOOR 9'-0" CEILING no UD CARPET FLOOR VANITY u u 10-6 Xi 1 -10 n n 10-$ X14 -3 N 9'-0" CEILING O n in n 4° II 24 o DBL II UTILITY II 50 I II DBL I ER II II VINYL FLOOR ro �- 9'-0" EILING ----------------= I l L Q26 26 ° / Lo = JJ OD N 26 28 7'-6" 3'-6" 11'-4Y2" 5'-2" 11'-7" 3'-0" 46 DBL 4,-9„ 6'-OY2" 10'-2Y2" I I 10'-6" 2'-8" 6'-3Y2" 5'-4Y2" MASTER BEDROOM N O 'DD HD. WD. FLOOR I LOFT 26 i; 24 � 9'-0" CEILING � I _0 CARPET FLOOR II ° II 9'-0" CEILING DBL II II / i GYM � ii o` `, II CARPET FLOOR jj ECH. 30 40 CASEMENT 9'-0" CEILING II II FURNACE3 D D > 5 84" H.H. (2) 2x6 DF#2 EGRESS ........, 1O'-2"X11'-3" 2 987* EFF SH 5'-6" (2) 2x6 DF#2 i I � f/ 24 EGRESS ` 10 0 5- o 00 FIXED / (2) H.H. 6 DF#2 COMBO FIXED CASEMENT CASEMENT ,,,.,. N , ____________Tf= N (4 2 (2) (2) 2x6 DF#2 x0 I ,:,' :: .:, 6 DF#2 2x6 DF#2 ihon MEDIA DIFFUSED 24 r 20 36 20 3 20 36 GLASS ' CARPET FLOOR ARCHED FIXEC A84C H FIXED ARCHED FIXED 9'-0" CEILING 3'-43�4 3'-6" 3'-7Y4" (2) 2x6 DF# (2) x6 DF#2 (2) 2x6 DF#2 f / ` I�1 " o elK 71? W.I.C.to SKYLIGHT - I r 1 CARPET FLOOR I - 9'-0" CEILING I I MASTER - BATH 46 46 — — — — — — — — — — — — — — — — — — 12" VNT SLIDER TILE FLOOR (2) 2x6 DF#2 9'-0" CEILING TEMPERED > 0 I I I po N /....... �. N r , 28 It GLASS N 20 20 20 20 20 20 FIXED FIXED Flxm 84" H.H. 84" H.H. 84" H.H. (2) 2x6 DF#2 (2) 2x6 DF#2 (2) 2x6 DF# /:,:......... I .,. SKYLIGHT •"•, j, / I ° 1 i� 2'-6Y2" 2'-6" 2'-6" 2.-4Y2., VERIFY 3 -8Y2" V00 I °° MASTER SUITE W/ BALCONY L0 - 20 20 20 20 FIXED 84" H.H. FIXED 84" H.H. 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N e 00 C7 N t CL coCL cc a. cn 4 ROOF FRAMING PLAN 1 /4"= V-O" REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 5 1016 City of Tukwila BUILDING DIVISION RECEIVE® CITY OF TUl WILA JAN222016 DO NOT SCALE DRAWINGS CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE AND NOTIFY SQ.P.R.H. DRAFTING & DESIGN OF ANY DIMENSIONAL ERRORS, OMISSIONS, OR DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY WORK Q N In p CV (n Z W Z � O O � U U � W W (n � p Z z O O CD Z_ (n U p W ry J_ 0 p m p ry W W =) n (n (n p W In W ry OI - IN Z 0 cn W 0 Z H LL Q 0_ O S Ci In m M O N T qt ■ 74 §Lu LJ Z Lj V , V Z � le . rr nn■ V Q qqZ�/ fi Lj Z O w■ U. �, Ltd ® Cd u 1- ® W 1i ,Lu J U �rr^^ V ! > N Ln O o @ 0 V O cc O Ln t: 3:LO) E ta�_(D C3 CL � CL.Z M � J � O (O rq iCC en- M y PERMIT CENTER B # 01324 i '�■_". '�—�' --�:.. -�--ems, --mot. - - - - �. .. ... ... ... ... ........................... ................ .......... .. .... . .. . ......... .......... ( c - ; ids■� ■ ■ ■a.w w. �sr A■a �■ b ■ _ s ■ alp■ 1 —Ti �s I ! � — w RIGHT SIDE ELEVATION (NORTH) 1 /4"=1'-0" ■ MECHANICALLY FASTEN AS NECESSARY IN CORNERS THROUGH GRACE VYCOR PLUS WEATHER RESISTIVE BARRIER TAPE — (ASSEMBLED WINDOW) - WEATHER RESISTIVE BARRIER / / i DO NOT FLASH OVER —' / BOTTOM NAILING FLANGE HEAD FLASHING TIE-IN INSTRUCTIONS: 1. CUT, FOLD UP & TEMPORARILY SECURE WEATHER RESISTIVE BARRIER ABOVE HEADER TO ALLOW FOR FLASHING INSTALLATION 2. INSTALL GRACE VYCOO PLUS HEAD FLASHING UNDER WEATHER RESISTIVE BARRIER 3. FOLD WEATHER RESISTIVE BARRIER BACK OVER HEAD FLASHING AND SEAL WITH TAPE r. RECEIVED CITY OF TUKWILA JAN 22 2016 l FOLD UP WEATHER RESISTIVE BARRIER & TEMPORARILY SECURE EXTERI / SHEATFINGREVIEWEC FOR CODE COMP JANC SILL PLATE APPROVED FEB 0 5 2015 City of / BUILDING / / GRACE VYCOR® PLUS NOTES: 1. VISIT WWW.GRACECONSTRUCTION.COM FOR THE MOST CURRENT DETAILS, INSTALLATION VIDEO AND PRODUCT DATA SHEETS FOR FURTHER INFORMATION 2. RIPCORD TM ("SPLIT RELEASE ON DEMAND") CAN BE REMOVED FROM GRACE VYCOR'-" PLUS FOR EASE OF INSTALLATION 3. REMOVE WEATHER RESISTIVE BARRIER FROM TOP OF WINDOW SILL PLATE 4. INSTALL GRACE VYCORO PLUS IN ORDER AS SHOWN BY NUMBERS 5. INSTALL GRACE VYCORO PLUS AND WEATHER RESISTIVE BARRIER TO FORM WATER SHEDDING LAPS 6. DETAIL ALSO RELEVANT FOR GRACE VYCOR(9'V40 ION DO NOT SCALE DRAWINGS CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE JOB SITE AND NOTIFY SQ.P.R.H. DRAFTING & DESIGN OF ANY DIMENSIONAL ERRORS, OMISSIONS, OR DISCREPANCIES BEFORE BEGINNING OR FABRICATING ANY WORK M � LLI Q N Lo N V) F— Z LLI Z � O O F- U U Z � Ld (n V) 0 Z O O (n U Z_ LLJ J_ 0 CO C 0:� Ld ED D a- cr) o LLI ry O U Q F— Z O U e _O O - U) > N EO .3 N O SO v Ln O �. CO Ln � � 0 E 06 ra;QN>� CL �0000� O J f0 O f0 ) fl. cc ` M It\\ /= V y n C3 U) m O N Ral d R. I 0 N r, Cd ti It r� ', �p ITT CRITERIA DESIGN WIND (IBC) SEISMIC SOIL RISK SLOPE SPECIAL SITE GEOTECH SEISMIC SEISMIC APPROX. ROOF SNOW SPEED EXPOSURE DESIGN PROFILE CATEGORY PER CONDITIONS REPORT PER SPECTRAL SPECTRAL ELEVATION LOAD (MPH) CATEGORY .OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss 25 PSF 110 MPH B D D II <15% NONE NONE 0.5559 1.4839 290 FT. TYPICAL AT ALL HUNG J015T LOCATIONS MAIN FLOOR FRAMING; / FOUNDATION PLAN ENG;1Nf=-EfR1NG;_ DO NOT SCALE C 1/411=1' JOIST MFR. SHOP DRAWINGS TO BE PROVIDED TO HODGE ENGINEERING A5 SOON AS COMPLETED LEGEND POINT LOAD KEY FOR EWJINEER USE all MEMBER R1 TOTAL DEAD 1.0 3.0 LIV 2.0 A MAN D�EEICUSE FOR FOR RI 48 DF"2 3-1/2'x12' GL5 O STUD/COLUMN ® =44 I =2x6 DESIGNATOR ® =4x6 '=(2)2x6 =2x4 ■.(2)2x4 ® =bx6 ■=(3)2x6 ■=(3)2x4 ® =6x8 ®=(4)2x(o •=(4)2x4 ®=Sx8 SHEARWALL DESIGNATOR SEE SHEAF�IUALL SCHEDULE sw1 D a HOLDDOWN/STRAP DESIGNATOR ST014 SEE HOLD00.W8TRAP SCHEDULE H On* C514 DETAIL CALL —OUT SEE 'DI' SHEETS FOR 1 CORFa£SPONDING D AIL D1 FOOTING PAD SCHEDULE FOR 1500 PSF SOIL BEARING POSITIVE POST TO FOOTING CONNECTION 20'DIA. OR 24'DIA. x 6' O20oRr24 ° POST PER PLAN 0�OR 4000�CAPCITY 24 24'x24'x8' W/C2) "4 E.W. ° ® 55000 CAPACITY 30 30'x30'xV W/(3) "4 E.W. ° 5500" CAPACITY POST PER PLAN 36 36'x3C6'xV W/(4) 04 E.W. ® 120000 CAPACITY POST PER PLAN 42 42'x42'xlO' W/(5) 04 E.W. 16500" CAPACITY POST PER PLAN 12 60 54 45 45'x45'x12' W/(6) 04 E.W. 21000" CAPACITY POST PER PLAN (54' x12' W/("I) 04 CAP = 21K) l60'xl2' W/(5) 04 CAP = 33K) ( 12'xl5' WKII) 04 CAP = 41K) 0 POSITIVE POST TO FOOTING CONNECTION PER PLAN ° A. i : ' ' e ° REBAR ° • • MAT PER :' FOOTING SCHEDULE FROM SOIL�SIDES 4 BOTTOM REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 5 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA NOV 0 3 2015 PERMIT CENTER BUILDING CODE 201215C WIND EXP. 5 110MPH SEISMIC DESIGN CATEGORY p ROOF SNOW Q AD 25 P5F ENGINEER JOHN H. DATE 1.28.15 REVIEW JOHN N. ANALYST JE65E R. SHEET si OF SHEETS JOB NUMBER 150415 x OPYRfGHT©2015 GE ENGINEERING, INC. !fssoAN T ACCEPT FOR PERMIT ORIGINAL RED SEAL 2012 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING FOR: MIKE & SUE SHAWGO PLAN: SHAWGO RESIDENCE SINGLE SITE: 1443146TH AVE SOUTH z D1 R 4x8 DF62 b1 lE CRITERIA DESIGN WIND IND (IBC) SEISMIC SOIL RISK SLOPE SPECIAL SITE GEOTECH SEISMIC SEISMIC APPROX. ROOF SNOW SPEED EXPOSURE DESIGN PROFILE CATEGORY PER CONDITIONS REPORT PER SPECTRAL SPECTRAL ELEVATION LOAD (MPH) CATEGORY OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss 25 PSF 110 MPH B D D 11 <15% NONE NONE 0.5559 1.4839 290 FT. r i I �I 1 MFR • O.C.• TO BE ENGINEERED BY FLOOR _ I I' 3-1/2'xl2' GL5 EXTEND HEADER OVER SHEAR WALLS UI U15 U15 1.7 RI UIS U18 UPPEh: FLOOR FRAMING CsRAVITY LOAD ENr---::;INEERINC: DO NOT SCALE (1/4" =1') FROM ABOVE. R,0 R9 U21 0 0.0 8. 2.9 2.0 3.1 9 I I� \I /I�I II�) III i■i�i�i�i �' � I� II ICI ///,:,,///,.,,///,.;,,//11A. . /,., 10/1,�h.oil ,//,,.,,//,,..,. I SEE ROOF FRAMING PLANS FOR BEAMS NOT SHOWN. U29 4.0 2.0 3.8 LEGEND POINT LOAD KEY 11 FOR ENGINEER USE ONLY MEMBER R1 TOTAL DEAD 1.0 3.0 LIV 2.0 TOR DMEEIGee P FORK AN ONLY RI 4x8 DM 3-1/2'xl2' GL5 O STUD/COLUMN • -4x4 1.2x6 DESK-cNATOR -2x4 ®a4x6 Im(2)2x6 ■a(2)2x4 ®=6x6 ®a(3)2x6 ■a(3)2x4 0 a6xS ®-(4)2x6 .-(4)2x4 ®a8x8 SHEARWALL DESIGNATOR SEE SHEARWALL SCHEDULE SlU1 Boa HOLDDOWN/STRAP DESIGNATOR STHD1a SEE HOLDOU.N/STRAP SCHEDULE (2JC6146 CSki DETAIL CALL -OUT SEE 'DI' SHEETS FOR CORRESPONDING DETAIL D1 REVIEWED FOR CODE COMPLIANCE APPOOVED FEB 0 5 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TIJKWILA NOV 0 3 2015 PERMIT CENTER a to otm„aDiwet L-% J `o$ n < g;�u,o� c a�w muoiy u% 12'.'%v2-e n ° � u�oNmoa,o�ca3 � O ointutu ° 0 o,a c c c n� 3 w Q > v c uE°c aviwwSz°''m Qv ^ ¢Awe vov°o c BCMPHGN D P5F ENGINEER JOHN ) DATE 128.15 REVIEW JOHN H. ANALYST JE55E R. SHEET S2 OF SHEETS JOB NUMBER 150415 JOIST MFR, SHOP DRAWING& TO BE PROVIDED TO HODGE ENGINEERING AS SOON AS COMPLETED � .7, COPYRIGHT ©2m15 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 2012 IBC LATERAL ANALYSIS ANU GRAVITY LOAD ENGINEERING PLAN: SHAWGO RESIDENCE SINGLE SITE: 14431 46TH AVEOri DESIGN WIND WIND ' (IBC) SEISMIC ... ......... SOIL RISK SLOPE SPECIACSITE GEOTECH SEISMIC SEISMIC APPROX. ROOF SNOW SPEED EXPOSURE DESIGN PROFILE CATEGORY PER CONDITIONS REPORT PER SPECTRAL SPECTRAL ELEVATION LOAD M CATEGORY OWNER PER OWNER N ESPONSE S1 RESPONSE Ss _..25'PSF ......110 MPH ... 8 _. D ..... D. ' .. 11.... .�15% NONE . _. NONE 0:555g 1.483g 290 FT. ENGINEERED USING TRUSS MFR LAYOUT COMPLETED BY THE TRUSS CO, JOB NUMBER 55506632. DO NOT SWITCH TRUSS SUPPLIER OR LAYOUT WITHOUT CONSULTING ENGINEER OF RECORD. MX02(1 a)LL ;. ........_. RI °� DO NOT SCALE ll/ 1' 24-00-00 do-os _ 17-00-00 10-0-022-00-00 DIMENSIONS PROVIDED BY TRUSS MFR. BUILDER TO VERIFY ALL DIMENSIONS PRIOR TO ORDERING MATERIAL. TRUSS MFR, SHOP' DRAWINGS TO 5E PROVIDED TO HODGE ENGINEERING FOR REVIEW AS SOON AS COMi=LETED, IF MFR TRUSS DRAWINGS DIFFER FROM DESIGNERS TRUSS DRAWINGS ADDITION, ENGINEERING WILL 8E REQUIRED. Est; I REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 5 2016 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUi',WILA NOV 0 3 2015 PERMIT CENTER �e BUILDING CODE 201215C WIND EXP. B 110MFH SEISMIC DESIGN CATEGORY p ROOF SN!25 LOAD PSF 1�%, COFYRICsHT ©2015 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORICsINAL RED SEAL 12 i8C L N IERAL ANAL IYSiS AND GRAVITY LOAD ENGINEERING bi i L (Aill i LMA DESIGN WIND WIND (IBC) SEISMIC SOIL RISK SLOPE SPECIAL SITE GEOTECH SEISMIC SEISMIC APPROX. ROOF SNOW SPEED EXPOSURE DESIGN PROFILE CATEGORY PER CONDITIONS REPORT PER SPECTRAL SPECTRAL ELEVATION LOAD (MPH) CATEGORY OWNER PER OWNER OWNER RESPONSE S1 RESPONSE Ss 25 PSF 110 MPH B D D 11 <15% NONE NONE 0.5559 1.4839 290 FT. UFFER FLOOR LATERAL ENG;INEERING DO NOT 6G:ALEC 1/8" =1' SHEATH ALL EXTERIOR WALLS AS &UNLESS NOTED OTHERWISE. D I I T D 1 1 ' D1 I I I I -----1 GO I I 23 0 I I 23 D2 D2 >w 22 16' INTERIOR 19 D2 SHEAR WALL sW1 slid Aw -------------- EXTEND HEADER OVER \ — — — — / SHEARUTALL5 O sw1 RACK 6TRAP EX I = HEADE ZYER I STND1491 STWO14RJ STNDWRJ "014R.05 S� R �5 sWI STN044 STHD14 STHDIa STHD14 15 15 — — — — — — — STH0I4 SW1 STHD14 D2 D2 23 5 5 D2 sW1 D1 D1 SWI MAIN FLOOR LATERAL NG3I N RING EXTENG�EAD OVER 5HEARWALL6 16 DO NOT 5C,4LE(1/8" =1') — — D2 SHEATH ALL EXTERIOR WALLS AS CJLU� UNLESS NOTED OTHERWISE. 6TO14 STH014 6THD14 STHD14 ADJUST CRAWL SPACE VENTS TO 5E 12' MINIMUM AWAY FROM HOLDOWNS 3"o.c. NAILING - 5HEATHING 5 5 TO MUD 51LL TYPICAL ALL D1 D1 EXTERIOR WALLS 2012 IBC SHEARWALL / ANCHOR SCHEDULE 2X BOTTOM STUD AND PLATE SILL PLATE ATTACHMENT BLOCKING RIM JOIST OR ATTACHMENT APA RATED NAIL SIZE & SIZE BLOCK ICY (PLF LABEL SHEATHING (1) SPACE @ ADJOINING CONNECTION SEISMIC/WIND IC/WIND (2) (4) (14) (21) EDGES (4) (5) EDGES (3)(6) TO TOP PLATE ANCHOR BOLT PLACEMENT 0 (15)(16) (7) (8) NAILING TO WOOD BELOW TO CONCRETE EDGE OF PLAT (9) BELOW (10) WASHER (20)(22) (19) /16 8d @ 6" O.C. 2x 16d @ 4" O.C. 16d @ 6" O.C. �8 @ 48" D.C.CENTER 2 @ 36 O.C. 240/335 ONE OIOSB DE 7/16" OSB 8d @ 4" O.C. 3x LTP4 @ 32" 16d @ 4" O.C. /8" @ 40" O.C.1/2" /2" @ 28" D.C. FROM 350/440 ONE SIDE O.C. SHEATHING 7/16" OSB 8d @ 3" O.C.x LTP4 @ 12" (2) ROWS 16d 5/8" @ 24" O.0 1/2" FROM 450/730 ONE SIDE . O.C. @ 6" O.C. 1/2" @ 17" O.0 SHEATHING 7/16" OSB ROWS 16d 5/8" @ 21" O.0 1/2" FROM Ae ONE SIDE Sd @ 2" O.C.x . LTP4 @ 8" O.C.2) @ 4" O.C. 1/2" @ 15" O.0 SHEATHING 560/820 7/16" OR 6d COOLER @ 5/8" @ 60" o.c. 5UJ5 5/8"GWB 8d @ 7 o.c. 2x 4" o.c. 16d @ 8"o.c. 5/8 @ 60 o.c. CENTER 75/145 7/16" OSB 16d @ 4" O.C. @ 1 D.C..WASHER 4-1/2" - BOTH SIDES 8d @ 3" O.C. 3x LTP4 @ 6" O.C. & LTP5 @ 12" " 1/2" @ 8" O.C. /2 900/1460 O.C. REQUIRED SHEARWALL NOTES: (1) INSTALL PANELS VERTICALLY - DO NOT BREAK AT RIM UNLESS STRUCTURAL RIM JOIST. (2) WHERE SHEATHING IS APPLIED ON BOTH SIDES OF WALL, PANEL EDGE JOINTS ON 2X FRAMING SHALL BE STAGGERED SO JOINTS ON THE OPPOSITE SIDES ARE NOT LOCATED ON THE SAME STUDS. (3) BLOCKING IS REQUIRED AT ALL PANEL EDGES. (4) PROVIDE SHEARWALL SHEATHING AND NAILING FOR THE ENTIRE LENGTH OF THE WALLS INDICATED ON THE PLANS. ENDS OF FULL HEIGHT WALLS ARE DESIGNATED BY EXTERIOR OF THE BUILDING, CORRIDORS, WINDOWS, OR DOORWAYS OR AS DESIGNATED ON THE PLANS. SEE PLANS FOR HOLDOWN REQUIREMENTS. (5) SHEATHING EDGE NAILING IS REQUIRED AT ALL HOLDOWN POSTS. (6) INTERMEDIATE FRAMING TO BE WITH 2X MINIMUM MEMBERS. FIELD NAILING IS 12" O.C. UNLESS NOTED OTHERWISE. (7) BASED ON 0.131" x 1-1/2" LONG NAILS USED TO ATTACH FRAMING CLIPS DIRECTLY TO FRAMING. USE 0.131" x 2-1/2" LONG NAILS WHEN NAILING THROUGH SHEATHING. USE A35 OR RBC CLIPS IN LIEU OF LTP'S FOR ROOF BLOCKING TO TOP PLATE. (8) 16d @ 4" O.C. TYP. UNLESS NOTED OTHERWISE (9) WHERE PLATE ATTACHMENTS SPECIFY (2) ROWS OF NAILS, PROVIDE DOUBLE JOIST, RIM OR EQUAL. ATTACH PER DETAILS. (10) ANCHOR BOLTS SHALL BE PROVIDED WITH STEEL PLATE WASHERS 1/4" x3" x 3", EMBED ANCHORS A MINIMUM OF 7" INTO THE CONCRETE. MAX 1/2" FROM SHEATHING SIDE. (11) PRESSURE TREATED MATERIALS CAN CAUSE EXCESSIVE CORROSION IN THE FASTENERS. PROVIDE HOT -DIPPED GALVANIZED (ELECTRO PLATING NOT PERMITTED) NAILS AND CONNECTOR PLATES (FRAMING ANGLES, ETC.) FOR ALL CONNECTORS IN CONTACT WITH PRESSURE TREATED FRAMING MEMBERS. (12) NOT USED. (13) 1%2' PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE %6" OSB SHEATHING PROVIDED THAT ALL STUD SPACING IS 16" O.C. MAX. (14) WHERE WOOD SHEATHING (W) IS APPLIED OVER GYPSUM SHEATHING (G) CONTACT THE ENGINEER OF RECORD FOR ALTERNATE NAILING REQUIREMENTS. (15) AT ADJOINING PANEL EDGES, (2) 2X STUDS NAILED TOGETHER MAY BE USED TOGETHER IN PLACE OF A SINGLE 3X STUD. DOUBLE 2X STUDS MAY BE CONNECTED TOGETHER BY NAILING WITH 3" LONG NAILS SPACED CONSISTENTLY WITH PLATE NAILING. (16) CONTACT THE ENGINEER OF RECORD FOR ADHESIVE OR EXPANSION BOLT ALTERNATIVES TO CAST IN PLACE ANCHOR BOLTS. (INSPECTION MAY BE REQUIRED) (17) NOT USED (18) NOT USED (19) EDGE OF PLATE WASHER A MAXIMUM OF 1/2" FROM THE SHEATHED SIDE OF THE SHEAR WALL (20) USE 5/8" GWB FOR SW5 WHERE SPECIFIED BY DESIGNER. (21)SHEARWALL DESIGNATED WITH AN ASTERISK (*) MAY BE SHEATHED WITH 7/16 SMART PANEL OR 5/16 HARDIE PANEL (22) SIMPSON MASAP (STANDARD INSTALLATION) MAY BE SUBSTITUTED FOR ANCHOR BOLT. USE 1/2" AB SPACING HOLD DOWN SCHEDULE SIMPSON PRODUCT MODEL FASTENERS NUMBER (1,2,3) ANCHOR BOLTS NAILS SCREWS CAPACITY# HDU2 - 2215# N/A (6)-SDS /4"x 2/2' TO (2) STUDS SSTB16 U.N.O. HDU5 - HF MEMBER 4065# N/A (14}SDS %"x 21/2" TO (2) SB5/8x24 U.N.O. HDU5 - DF MEMBER 5645# STUDS MIN. HDU8 - HF MEMBER 5655# N/A (20}SDS 1/4"x 21/2" TO (2) SSTB28 OR SB 7/8"x24 HDU8 - DF MEMBER 7870# STUDS MIN. U.N.O. HDU11- HF MEMBER 6865# N/A (30}SDS 1/4'x21/2.. TO 6X6 MIN. SB1x30" U.N.O. HDU11- DF MEMBER 9535# HDU14 - HF MEMBER 10350# N/A 36}SDS Wx 21/2" TO 6X6 MIN SB1x30" U.N.O. HDU14 - DF MEMBER 14445# STHD10/STHDIORJ -1435# (2) STUDS W/ (24)16d N/A N/A STHD14/STHDI4RJ -3500# (2) STUDS W/ (30)16d N/A N/A 18" END LENGTH + CLEAR (18) 8d EACH SIDE N/A N/A SPAN - CS14 - 2490# HOLD DOWN NOTES: (1) INSTALL ALL SHEAR ANCHORS PER MANUFACTURER INSTRUCTIONS (2) ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON '7-MAX", TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED FOR CORROSION PROTECTION. (3) SUBSTITUTION WITH NON-SIMPSON ANCHORS WITH ENGINEER'S APPROVAL. (4) STHDI4RJ INSTALLATION AT RIM JOIST LOCATIONS ONLY (RJ=RIM JOIST) LEGEND POINT LOAD KEY FOR ENGINEER USE ONLY MEMBER R1 TOTAL DEAD 1.0 3.0 LIV 2 0 ONLY FOR PLAN REVIEW USEN RI 45 DM 3-1/2'x12' GL5 O STUD/COLUMN ®=4x4 =2x6 DESIGNATOR =2x4 0 =4x6 1=(2)2x6 ■=(2)2x4 ®=6x6 0=(3)2x6 ■•(3)2x4 N =6x6 ®=(4)2x6 •=(4)2x4 ®=axa SHEARWALL DESIGNATOR BEE BFEARUTAL.L SCHEDULE D�a 0 HOLDDOWN/STRAP DESIGNATOR STHD14 SEE NOLDOON/STRAP SCHM111 E (2X:514e G514 DETAIL CALL -OUT SEE 101, SWEETS FOR 1 SPONDING DETAIL D1 REVIEWED FOR CODE COMPLIANCE Wftn D FEB 0 5 2016 City Of Tukwila BUILDING DIVISION CITY OF TUf 4VILA NOV, 0 3 2015 PERMIT CENTER Diu Div r2Um@�� b.mdc�Cll mOem JQ �NU •vd��mO m0v�C mivwelp�«u0G3b a Lcm a su N 0 oma a0d(1)Oocuac c ZA � T1N lay C �tOOE-12 BUILDING CODE 201215C WIND EXP. 5 11011P1-4 SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PSF ENGINEER JOHN H. DATE 128.15 REVIEW JOHN H. ANALYST JESSE IZ SHEET S41 Ap OF SHEETS JOB NUMBER 150415 COPYRIGHT ©2015 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL EXTENT OF HEADER 10 O WATER NEATER 5 DOUBLE PORTAL FRAME (TWO BRACED PANELS) 0 FOR SHEAR MIN. 3'XII4' NET 11 FOR A PANEL SPLICE (IF ® x T OF H A -®— — HEADER REQUIRED. (MAY BE NEEDED). PANEL EDGES SHALL O 1/16' OSB LINO SINGLE PORTAL FRAME (ONE BRACED PANEL) ,4-A lO 1 OWATER HEATER SEISMIC LARGER) BE BLOCKED, AND OCCUR WITHIN STAGGER SHEATHING STRAPS LOCATED 1/3 AWAY O 24' OF MID -HEIGHT. ONE ROW OF O z Z FASTEN SHEATHING TO HEADER 1/8' GAP REQUIRED N °°°°°°°° °°°°°°°° FROM TANK CAP AND BASE. Q W/ Sd COMMON OR GALVANIZED TYP. SHEATHING TO FRAMING BETWEEN SHEETS O NAILING IS REQUIRED. IF 2x4 7) O LAG BOLT PER SEISMIC z e 9 2 BOX NAILS IN 3' GRID PATTERN BLOCKING IS USED THE 2x4'6 > m STRAP MFR ANCHOR INTO I ° I o AS SHOWN AND 3' O.C. IN ALL MUST BE NAILED TOGETHER WITH O 1 2X STUD 4 PLACES ° ° ° ° ° ° ° ° ANDMSI ��ING T DP, BLOCKING, (3) 16d SINKERS. 2 Sd NAILS a 6 O.C. At O 2 DRYWALL PER PLAN ° ' ° • • ° ° ° ° BIRD BLOCKING O O O O lO ° " O FASTEN TOP PLATE t0 HEADER 12 (1) CONTINUOUS *4 REBAR SHEATHING BREAK ° ° ° ° ° ° W/ TWO ROWS OF 16D SINKER REQUIRED At tOP AND BOTTOM O EXTEND WALL SHEATHING °° ° •° 3 3 O 2X STUDWALL ° ° ° ° ° ° ° ° ° ° ° ° ° ° o o NAILS AT 3' O.C. TYP. OF FOOTING. TO TOP OF DOUBLE TOP w 3 �, o e ° 4 ® PLATE ,d ®VENT FLUTE ° . (BACKSIDE) (BACKSIDE,: (BACKSIDE) 11 ®18' LSTA STRAP (BACKSIDE). EXTEND p - 3 3 t0 TOP OF PONY WALL IF PRESENT ® SIMPSON Hi (UN.0) o O O ANCHOR BASE TO WALL ° O MIN. WIDTH=16' FOR ONE STORY 2 HURRICANE TIE TYPICAL a 0 24' FOR USE IN THE O O EACH TRUSS/RAFTER t0 0 STRUCTURES, TOP PLATE INTERSECTION z m w FIRST OF TWO STORY STRUCTURES ® _ ® Q ®MIN. (2) 2x4 (ALL DF*2) OR (2)2X6 MFR TRUSSES a 24' O.C. W/ 3 a ®� 0 PLAN ROOF SHEATHING PLAN VIEW O O i/16' OSB SHEATHING MIN. 0 o NAIL W/ ad 6' O.C. FOR S 2 PANEL EDGES AND 12 O.C. ., 0 ® 5THD14 OR HDU5 (UN.O ON PLAN) • ; • . ; • IN FIELD - ` ° " " w �aovv�� O HEADER EXTENDED OVER ' • • ; ; ; " d v E L a c- ` ° w O X SHEARWALL ®SHEATH ALL GABLE ENDS - Q� ° ° °° 12 0' o.° o• 1 r� om woe. g.cm tc u:�� ° ° o °° ° C O N f0 O � C •'• •° e• -:Y'° d. 9' •e. •• •d. .�.. •s .s• ' .�.. •s.s• , ":. -..e' 5/8' ANCHOR BOLL W/ MIN O TOE NAIL BIRD BLOCKING N o Z E N a N C T�--='sue' s— _ _ tea— —s.== — i >vc N } _—' _ • -° a*=,—a-`—�� s _ y°— ° • ® W (2) 8d NAILS = c m ° , 3 x3 x229 PLATE WASHER e O N d SECTION A -A a'o N 0 a�� 0 0 0 WATER HEATER STRAPPING D1 PORTAL FRAME D1 ROOF 5HEATNINC D1 j 30* FELT EA. COURSE i�d 8� O TAG FLOORING 6 O 2 O 2X SOLE PLATE TO RIM z 1 OSB SHEATHING U.N.O. W/16d a 6' O.C. UN.O. j W ,; 12 O CUT TOP PLATE OR DROP MANUFACTURED TRUSSES BEAM DO NOT CUT BEAM OO FLOOR JOIST PER PLAN (OR 2X RAFTERS 4 CLG, g ® O �� �RIM: -8 g 2 Pus JST6.) BLOWN -IN INSUL O g 2 3 O O DOUBLE TOP PLATE O 4X6 HEADER UN.O O (PER ARCN)1/2' GWB O 2X OR MFR FLOOR JOIST ` 6IMP50N 36' 0514 STRAP CEILING U 3 1 R I¢ O OPN•oPLATE W/16d -� O W/l36) Sd OR DROP BEAM 1 ®ACCESS PER PLAN UN.O O G.I. GUTTER ON � ® � W/ CONTINUOUS TOP PLATE. FASCIA (PER PLAN) STRAP MAY BE PLACED ON O 2x4 PONY WALL 4 P.T. SILL O JOIST TO TOP PLATE SIDE OF TOP PLATE SIMPSON MASA STRAPS O SIDING (PER ARCH) 2 (3) 8d TOENAILED O 15* BLDG PAPER (OR �, Or( (6)16d NAILS g 2 a 4'oc OR 1/2' ANCHOR 2 TYVEK) i/16' SHEATHING * ® SHEATHING TO STUD BOLTS AT 4 oc(1/4 x2 -i/8 O A) 2X6 HF *2 SEE SHEAR WALL � O (2)16d NAILS a 16' O.C. X-CF 12 POWDER ACTUATED (PER PLAN) SCHEDULE -� ® O � STUDS � 16'O.C• BATT INSUL 0 � 3 NAILS a 3 oc (PER ARCH) 1/2' GWB WALLS O N ® BEAM PER PLAN O 12'x6' CONCRETE FOOTING PLATE TO STUD W/(2) TOP O W/ ll�'4 REBAR FOR SINGLE A_ STRUCTURAL 2X RIM OR 1 �J 16d 16' O.C. rl Oa( 2X CRIPPLES ® 3 �j STORY LOAD. 0-� 01-3/4' LVL (UN.O. BY MFR) ,�' � ®2X ALIGN STUD W/ 8 8 PLYWOOD FILLER ( ® 16'x8' CONCRETE FOOTING FLOOR JOIST � O PLYWOOD QUIRILL W/ (2)04 REBAR FOR TWO 5 FLOOR FINISH 3/4' t4G 12 g MULTIPLE STUDS FOR N tea. STORY LOAD O SUB FLOOR W/10d NAILS O POINT LOAD FROM ABOVE O HEADER PER PLAN G a c ®INTERIOR PONY WALLS ' • ® @FLOOR JOIST (PER PLAN) 11 ® SQUASH BLOCKS ® g : a . • a O OVER 6 TALL, SHEATH W/ ® BATT INSUL. (PER ARCH) REQUIRED UNDER ALL O ® (2) 16d NAILS 1/16 SHEATHING 4 8d NAILS lj DOUBLE 2X CRIPPLE STUDS a 6:12 ® (OVER UNHEATED SPACES) POINT LOADS O MIN. FOR 2X OPENING STUDS UNO0 (2) Sd TOE NAIL EACH JOIST 3 1/2' GWB CEILING 11 RIM BOARD To FLOOR ALIGN STUDS WITH JOISTS O O 2x BOTTOM PLATE ® j2 LTP4 PER SHEARWALL 11 NO STRAP REQUIRED IF JOIST WI(3) I(ocl ® ATTACHMENT t0 , SEE SHEARWALL CABLE 12 CONTINUOUS TOP PLATE BLOCK AT BEARING WALLS STRUCTURAL RIM PER FOR ADDITONAL NAILING TABLE 11 8 SHEAR WALL SCHEDULE 2 BEAM AND HEADER ENE) 5UPPOR D1 STRIP FOOTING / PONY WALL D1 FLOOR TO FLOOR CONNECTION O' ®OSB SHEATHING W/ LONG D1 00 DIMENSION PARALLEL TO STUDS ad NAILS a 6'O.C. Al3 O 2x a 16' O.C. vft 12 EDGES AND 8d NAILS a 12' ap (0 O.C. IN FIELD U.N.O. ON O 4' CONCRETE SLAB OO SHEAR WALL SCHEDULE • g STRUCTURAL RIM O VAPOR BARRIER 1 FOOTING CORNER ® O O ATTACHMENT TO TOP PLAT ® 2x PTHF W/ ANCHOR BOLTS Iq O O PER PLAN (SEE SHEAR aft g SCHEDULEPER R WALL 1 WALL SCHEDULE) O 6TEMWALL CORNER 1� MUD SILL TO STUD WALL O 0 IB � 6' FROM TOP *4 O (2)16d THRU NAIL TYP (3) 0 C. ZD 16d THRU NAIL FOR 5W3 0 F ® *4 VERTICALS a 24' O.C. O 2 MINIMIUM LAP SPPICE SW4 SHEAR WALLS 8 \ \\/ O EXTEND TO 3 OF THE FOOTING .... jj 2X6 PT MUD SILL WITH 1 \\ �. MIN. INTO STEMWALLD ® VERTICAL REBAR NOT O �J.• �• .. O ANCHOR BOLTS PER ® - • , • . ' ' % TYP (UN.0) SHOWN FOR CLARITY \ SHEAR WALL TABLE / MIN. (2) *4 a BOTTOM OF ' d (MIN OF 2 PER PLATE WIN / 1� FTC. 3' MINIMUM COVER 12' OF ANY CORNER) MIN 5' FROM EDGE '\ O / 1) ® ROOF DRAIN -- T -- ° ° .4 12 CRAWL SPACE C O THIS WALL ENGINEERED BUILDING •' 1Z FOR 48' UNBALANCED CODE 2012 IBC d :.d 13 SLAB ON GRADE OPTION 'A' 'B' 'C' BACKFILL. CONTACT ° ENGINEER OF RECORD FOR WIND DROPPED FLOOR JOISTS I STORY 12' 6' 6' BACKFILL OVER 48' EXP. B IIOMPH 2 STORY P.T. 2x12 HF LEDGER W/ 3 STORY 23'' 8' 8' ®12' FROST COVER MIN. SEISMIC DESIGN 14 5/8'x6' AB 624 oc EPDXY (UN.O. BY JURISDICTION) CATEGORY p < 13 d • • MIN. FOUNDATION DIMEN ION ° W/ SIMP80N SET. LU5210 8 JOIST HANGER (UN •O 6 TABLE R403.1 �80g.7 REVIEWED FOR 11 NATIVE UNDISTURBED S 3 ROOF SNOW PSF 12 LOAD 25 CONCRETE CORNERS D1 D1 51-IEAR WALL NAILING 4 BUILDING SECTION D1 FOUNDATION WIT 5L P OVER D1 FEB O 5 2016 ENGINEER JOHN H. O FLOOR JOIST OR o % /� O 2x a 16' O.C. 13 LANDING J / —i' 1 DATE -126.15 0 O2X4 LEDGER W(2) 10d a 6' 0 O 3/4 TAG SUBFLOOR ® O.C. O GYPSUM WALL BOARD CI>tj/ Of TU{tW1Ia 1 DRIVEWAY APPROACH PER REVIEW 3 (3) 2X12 STRINGERS INSTALLED W/5d COOLER O ARCHITECTURAL SHEETS O 3UILDING DIVISION FLOOR JOISTS JOHN H. O 4 5-1/2' MINIMUM MATERIAL a S/Wi SCREW O.C. 16' O.C.PE O® FLOOR GIRDER ANALYST DIAGONAL BETWEEN RISE O GARAGE SLAB PER PLAN -� O O VAPOR BARRIER SHEET JESSE R ® AND RUN O 16d NAIL a 12' O.C. (UNO.) 1 3 2 _ (0 2x PTHF W/ ANCHOR BOLTS UPPER O O SUPPORTED FLIGHT O 3� TICS 2 Sd NAIL a 12'O.C. ON ALL O *4 TOP 4 BOTTOM ® PER PLAN (SEE SHEAR 11 Sd NAILED a 6 O.0 O L CONTINUOUS REBAR 12 F z WALL SCHEDULE) 0 a PANEL EDGES 12' O.C. FRAMING MEMBERS NOT AT ,' : :.' ° '-'°" \ * ® .� , 8 FIELD PANEL EDGES lUN.0) D ®, p ° 4 BAR 6 Dl FROM TOP 4 '..` ;,_� ® 4' COMPACTED GRAVEL / `A a 12' O.C. O — TH ST LOCK W/ICd r✓' ORIENTATION OF CO N o :::=! `,:; ''' �`~=' 12' F OST COVER O ®aX6' O.C. NAIL TO LANDING O �UD MAY VARY CORNER ® ": `',;' : is OVER NATIVE SOIL UNO. ® 11 g 5 O (UN.O. BY JURISDICTION) OF SHEETS JOIST $ 5 6 *4 REBAR a 18' oc O * JOB NUMBER 3/4' TAG SUBFLOOR Sd NAIL a 6 O.C. ALL '• O ®.d ��/ // /\ O 4 VERTICALS a 24 O.C. O ® / / / EXTEND TO 3 OF THE 150415 O FRAMING MEMBERS AT a \\\ \\\ \\ 2 ® 2X6 LANDING JOISTS (o SHEAR WALL PER PLAN / ,c FOOTING BASE. EXTEND • • INSIDE CORNER T ON AL FD MING MEMBERS S O '!� ..s ; D. �e O \ /\/ �CEi /`D 14' MIN. INTO STEMWALL ICd a 6 O.C. RIM TO ALLFRAMING E BER \ \\ \ \\ F T U K W I L A O At NOT AT PANEL EDGES O CONTINUOUS BUILDING �� /� /,� /�/�"r� TYP (UN.0) 12 TOP PLATE FOOTING PER FOOTING C MIN. (2) *4 a BOTTOM OF ®A34 FRAMING ANCHORS 0 l'ClNOV 0..3 2015 ® \ ®8d NAIL a 6' O.C. (ALL DETAIL A B C FTG. 3' MINIMUM COVER a STRINGER TO JOIST OR PANEL EDGESXUN.0) 1 STORY 12' 6' 6' A PERMIT' CENTER 11 ROOF DRAIN � \ LSCZ CONNECTOR 4 2 STORY 15, 6' 8' \ STRINGERS SPANNING OVER 11 NOTCH STRINGER TO REST 3 STORY 23' 8' 8' r ` j2 THIS WALL ENGINEERED 6 STEPS MUST BE SUPPORTED (p OON LEDGER MIN. FOUNDATION DIMENSION i, FOR 48 UNBALANCED W/4X6 BEAM ON 4X4 POSTS. BACKFILL. CONTACT POST TO 18' CONCRETE FOOTING 2X TREADS W/(3) 10d ENGINEER OF RECORD COPI'RICsH7©2m15 OR STUDWALL 12 EACH STRINGER ( 3 OUTSIDE CORNER DETAIL 9 % TABLE R403.1 1805.42 BACKFILL OVER 48' 4 HODGE ENGINEERING, INC. 13 DO NOT ACCEPT FOR PERMIT STAIR I ANTDINn CONNECTION D1 IN51E)E/0UT5IDE CORNER D1 CONTINUOU5 5TRIP FOOTING AT GARAGE ENTRY D1 FOUNDATION WITH FLOOR JOISTS b1 UNLESS AN ORIGINAL RED SEAL ...._.... ....._ _....... _ 126) !=7 0111%f igrmom iWN MIN. FOUNDATION DIMENSION f?J WIDENED FOOTING rO 4 1805.4.2 FOUNDATION WITH HUNG FLOOR J015T5 O WIDEN FOOTING AND ADD REBAR EACH WAY PER PLAN AT POINT LOAD POST OR STUDS PER PLAN 26 D2 O 2x a IW O.C. O 3/4 T4G SUBFLOOR O FLOOR JOISTS PER PLAN ® HANGER PER JOIST MFR O VAPOR BARRIER ® RIPPED 2x8 PT HF W/ AB PER PLAN (SEE SHEAR WALL SCHEDULE) O 04 BAR 3' FROM TOP 04 a 12' O.C. ®12' FROST COVER O #4 VERTICALS a 24' O.G. EXTEND TO 3' OF THE FOOTING BASE. EXTEND W MIN. INTO STEMWALL TYP (UN.0) ® MIN. (2) #4 a BOTTOM OF FTG. 3' MINIMUM COVER II ROOF DRAIN 12 THIS WALL ENGINEERED FOR 48' UNBALANCED BACKFILL. CONTACT ENGINEER OF RECORD FOR BACKFILL OVER 48' 2% D2,, I22 23 24 SECTION VIEW LARGE DIAPHRAGM OPENING V Y Cl�r'iLL f CI��J I—Gli I I Y� O FLOOR JOIST PER PLAN O DIAPHRAGM OPENING PER PLAN O 45' SIMPSON C5I6 STRAP W/ Sd NAILS ® SHEATHING PER PLAN O DOUBLE FLOOR JOISTS AROUND OPENING W/ LU6210-2 (TYPICAL 4 PLACES) (UN.O. ON PLAN) ® BLOCKING FOR STRAP 22 D2 O 2x FLOOR JOIST OR MFR JOIST. SPACING 4 SIZE PER PLAN 0 (3) 8d TOE NAILS EACH SIDE EVERY 16' ON CENTER 0 2x BLOCKING CENTERED ON DOUBLE TOP PLATE. FULL DEPTH ® SIMPSON A35 REQUIRED FOR 6W2 4 6W3 SHEAR WALLS. (2) 5IMP60N A35 AT SW4 4 SW6 SHEAR WALLS (STAGGER AT EACH SIDE OF BLOCKING) O INTERIOR SHEAR WALL NAILING 4 SHEATHING PER PLAN. INTERIOR SHEARWALL TO PERPENDICULAR J015T5 ABOVE STRAP TO JOIST CONNECTION SHEARWALL AT BEAM 2� 23 D2 0 3/4' T4G PLYWOOD SLIBFLOOR O NAILING PER PLAN O DOUBLE JOIST OR BEAM PER PLAN ® FLOOR JOIST O DBL 2X6 STUD ® C6I4 STRAP 36' MIN. REQUIRED WHEN SHOWN ON PLAN. SINGLE C6I4 SHOWN FOR CLARITY - 2 OR 3 MAY ALSO BE SPECIFIED O 18' MIN TO STUD WALL ® NAIL SHEATHING TO BEAM. DO NOT BREAK SHEATHING 24 52 18 PRIOR TO USING SLAB REINFORCEMENT AND/OR THE EXAMPLE CONSTRUCTION AND CONTROL JOINTS SHOWN THE OWNER MUST DETERMINE THE LEVEL OF ACCEPTABLE SLAB CRACKING. SEVERAL FACTORS AFFECT SLAB CRACKING INCLUDING SITE PREPARATION, HEAT, MOISTURE, USE ETC. WHEN DIRECTED BY THE OWNER THE BUILDER (WITH THE ASSISTANCE OF THE ENGINEER) WILL PROVIDE OPTIONS FOR CRACK CONTROL TO MEET THE CRACK CONTROL BUDGET. 1 2 O I/8' X 1-1/2' PREMOLDED CONTINUOUS MASTIC JOINT STRIP. (JOINT MAY BE SAW CUT AT CONTRACTORS OPTION. ': •': O SEE PLAN FOR SLAB - — — THICKNESS ���1�1111111111=1 CONTROL JOINT O CUT ALTERNATE WIRES AT JOINT SECOND POUR] IRST POUR 2 ® 6 MIL PLASTIC VAPOR BARRIER UNDER 4'COMPACTED GRANULAR FILL OVER NATIVE SOIL UNLESS NOTE1 �+y OTHERWISE O BURKE 'KEYKOLD' JOINT - I- I STOP REINFORCING I' CLEAR OF JOINT EACH SIG CONSTRUCTION JOINT 18 SLAB JOINT5 AND CRACK CONTROL D2 zo G' SHEAR WALL 1 O 2X PRESSURE BLOCK BETWEEN W/(3) 10d a EACH 0 2X OR 3X BOTTOM PLATE PER SHEARWAL SCHEDULE W/16da4' O.C. INTO 2X PLATE OR FOR 3X PLATE USE SIMPSON 1/4'X41' SDS SCREWS ®3/4' T4G FLOORING O TRUSS/RAFTER PER PLAN ®HI EACH TRUSS O 1/16' OSB W/Sd 6'O.C. a PANEL EDGES 12'O.C. FIELD OR GWB W/ I-5/6' SCREWS. ® HANGER PER TRUSS MFR 5)2x4 LEDGER W/(3)10d a 16'O.C. ®BEAM/RIM JOIST PER U2X6 BLOCKING W/ PLAN PLATEO.C. TO TOP 2x BLOCKING 25 JACK TRU55 5HEAR TRANSFER D2 PLATE SPLICE O (5) I6d NAILS STAGGERED AT EACH SIDE OF TOP PLATE SPLICE. (3) I6d NAILS STAGGERED 0 AT EACH SIDE OF BOTTOM PLATE SPLICE. O (2)16d NAILS a 16' oc INTO STUDS ® 5IMP50N 3(o' C814 MAY BE USED IN LIEU OF NAILING AS INDICATED.(NOT SHOWN FOR CLARITY) NOTE: PLATE SPLICE APPLIES WHEN NO OTHER SPLICE IS INDICATED. 19 D2 O WALL FRAMING O MST60 OR (2) C5I4 BETWEEN PONY WALL 4 WAL ABOVE WHEN FOUNDATION HOLD DOWN SPECIFIED O WHERE FOOTING SECTION 'A' IS MORE THAN 8' PROVIDE 4' CS16 EACH SIDE OF SPLICE W/8-16d COMMON NAILS ® TOP PLATE SPLICE LINE O (2) 2X PLATE ® HOLD DOWN PER PLAN 1 J O PONY WALL SHEATHING 4 SHEAR NAILING TO MATCH WALL ABOVE ® 6' MAX 14' MIN PONY WALL - PONY WALL> 6' REQ. ENGINEERING FOR ADDITIONAL STORY 12, MIN O HDU HOLD DOWN OPT IN LIEU OF STRAPS 5TEP FOOTING 4 PONY WALL FRAMING d vd d e ' •O• ° d' •d °• •°d d ° d d A ° ° do • .•a �}• d .d ° d ° d GRADE INCORRECT -,N • o. a ° d :d A. .A.• C . d. .a d Aj' d ° 4 . °. ° dd. .a /. .e ° �4 d •d° ••d °.- X ° Q —d—. ° a - GRADE 'd d 7'= - �. CORRECT STEPPED FOOTING 14i 15 16 SITE PLAN, STRUCTURE LOCATION, GEOTECHNICAL REPORT AND SITE WORK ARE THE RESPONSIBILITY OF THE BUILDER AND CIVIL/GEOTECHNICAL ENGINEER. UNLESS A GEOTECHNICAL REPORT IS PROVIDED TO HODGE ENGINEERING THE BEARING SOILS ARE ASSUMED TO BE 1500 PSF. WHEN PROVIDED FOLLOW ALL DIRECTION OF THE GEOTECHNICAL REPORT. 5THD ��i ii a n=u-il- 1f-ll=" O FACE OF FOOTING O TOP OF SLOPE O H/3 BUT NEED NOT EXCEED 40' MAX ® TOE OF SLOPE O H/2 BUT NEED NOT EXCEED 15' MAX n ® FACE OF STRUCTURE 14-� FOUNDATION CLEARANCE FROM SLOPES �2� PER PLAN O NAIL SHEATHING TO BEAM W/ 8d NAILS IN 3' GRID PATTERN • O NAIL SHEATHING TO WALL ' b b • b PLATES 16d SINKERS a 3'oc b • • ' ° ' ' • - O NAIL SOLE PLATE TO BEAM bbb ° W/ 2 ROWS 16d SINKERS b• a3'oc ° , 2 3 ®RESIDENCE WALL b b SHEATHING PER PLAN O 2 ROWS Sd SINKERS a 3' oc X FULL WALL HEIGHT .• 4 , ® (2) 2x6 STUDS MINIMUM • • • 6l O RESIDENCE FLOOR b 2 .. SHEATHING ' ' ® BEAM MIN DEPTH OF 12' • ° O FRAMING ANCHORS TO BE ` b ` , , P. b b b INSTALLED PER ;L4 MFRS SPECIFICATIONS. ® 6THDI4RJ, C5I4, OR LTP4 lI g (VERTICAL ORIENTATION) PER PLAN. LPT4 SHOWN II STRUCTURAL RIM JOIST OR BEAM PER PLAN 15 APA NARROW WALL BRACING D2 STHDRJ 20 D2 51MP50N 5THD 17 O CONCRETE WALL. STEEL SCHEDULE 4 WALL DIMENSIONS PER PLAN O FOOTING STEEL SCHEDULE 4 DIMENSIONS PER PLAN O (2) #4 REBAR W/ 24MINIM SPLICE. ®FAILED SOIL. FILL WITH THICKENED FOOTING O VERTICAL REBAR NOT SHOWN FOR CLARITY EXAMPLE RESIDENCE OVERERAMING O I/2' MIN FROM CORNER O ONE 1*4 REBAR IN SHEAR CONE (12' MINIMUM REBAR LENGTH) O 30' MIN REBAR LENGTH ® NOTE: HOLDOWNS AT CORNER ARE SPACED 1-1/2' FROM EDGE. SPACE 1/2' WHEN 2x IS FLAT. O CLEAR SPAN Ii' MAXIMUM. FOR TYPE RJ HOLDOWN 0' FOR NON RJ HOLDOWNS ® COMPRESSION BLOCKING 0 (2) 16d NAILS a 12, or - BUILDER TO DETERMINE IF STHD OR STHD/RJ IS APPROPRIATE. 16 D2- a to __ •c 0v LV oom22 �camyoo lo4 Q u3�6no ii� V vo:�° c°1•O (n oma oem O•F••N I� CONN`oaCN� N a y O O ul UO Cl cG. ,.L., O uuyll O c c c e d) a 3 O iv. c v a` c a•Oi ag�°vN="o °E BUILDING CODE 2012I5C WIND EXP. B 110MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 25 PSF ENGINEER JOHN H, DATE 728.15 O SHEATH UNDER REVIEW OVERFRAMING JOHN H. O 2x4 RAFTERS a 24' oc SUPPORTEDAT ANALYST 6' oc MAX W/2x4s JESSE R. ON TRUSS CORD. 2x6 RAFTERS a 24' SHEET oc SUPPORTED AT 8' oc MAX W/2x6's ON TRUSS JOINT. O 2x6 VALLEY BOARDS U.N.O. D2 NAILED TO EACH TRUSS W/ (3)16d NAILS. OF SHEETS ® 2x6 RIDGE BOARD U.N.O. JOB NUMBER O ROOF SHEATHING PER PLAN 150415 REVrEWED FOR \%? \ CODE COMPLIANCE ApPQVED / �\ FEB 0 5 2016 �\ City of Tukwila BUILDING DIVISION COPYRIGHT©2015 17 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT D 2 UNLESS AN ORIGINAL RED SEAL 1. GENERAL STRUCTURAL NOTES 4. CONCRETE ALL LATERAL LOAD RESISTING AND GRAVITY LOAD RESISTING (IF SPECIFIED) STRUCTURAL MEMBERS ARE SHOWN ON THE ENGINEERING SHEETS AND DETAIL PAGES. THE ENCLOSED ENGINEERING CALCULATIONS DOCUMENT THE ANALYSIS USED TO DETERMINE THE STRUCTURAL MEMBERS OF THE ENGINEERING SHEETS. THE ENGINEERING CALCULATIONS ARE NOT REQUIRED TO BE REFERENCED FOR CONSTRUCTION AND ARE NOT REQUIRED BY ENGINEERING TO BE ONSITE. THIS ENGINEERING HAS BEEN CALCULATED TO RESIST CODE SPECIFIED VERTICAL AND LATERAL (WIND & SEISMIC) FORCES AFTER THE COMPLETION OF ALL STRUCTURAL ELEMENTS. IT IS THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO TO ENSURE STRUCTURAL STABILITY DURING CONSTRUCTION INCLUDING JOB SITE SAFETY; ERECTION METHODS; TEMPORARY SHORING, FORMWORK AND BRACING; USE OF EQUIPMENT AND CONSTRUCTION PROCEDURES. ANY DISCREPANCIES FOUND AMONG THE DRAWINGS, ENGINEERING, AND/OR THE SITE CONDITIONS MUST BE REPORTED TO THE ARCHITECT AND ENGINEER WHO SHALL CORRECT SUCH DISCREPANCY IN WRITING. ANY WORK DONE BY THE GENERAL CONTRACTOR AFTER DISCOVERY OF SUCH DISCREPANCY SHALL BE DONE AT THE GENERAL CONTRACTOR'S RISK. THE GENERAL CONTRACTOR SHALL VERIFY AND COORDINATE ALL DIMENSIONS PRIOR TO CONSTRUCTION. CONSTRUCTION OBSERVATION BY THE STRUCTURAL ENGINEER IS NOT PROVIDED. THIS ENGINEERING IS NOT INTENDED IN ANY WAY TO REVIEW OR APPROVE THE CONTRACTOR'S CONSTRUCTION PROCEDURES. STANDARDS ALL METHODS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2012 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED AND ADOPTED BY THE LOCAL BUILDING OFFICIAL OR APPLICABLE JURISDICTION. THIS ENGINEERING IS TO THE 2012 INTERNATIONAL BUILDING CODE (IBC) 2. DESIGN CRITERIA VERTICAL LOADS IBC TABLE 1607.1 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS USE LIVE LOAD ATTICS WITH STORAGE (UNINHABITABLE) 20 PSF ATTICS WITHOUT STORAGE (UNINHABITABLE) 10 PSF DECKS 40 PSF EXTERIOR BALCONIES 40 PSF FIRE ESCAPES 40 PSF GUARDRAILS AND HAND RAILS 200 POUNDS GUARD RAIL INFILL COMPONENTS 50 POUNDS PASSENGER VEHICLE GARAGES 40 PSF ROOMS OTHER THAN SLEEPING ROOMS 40 PSF SLEEPING ROOMS 30 PSF STAIRS 40 PSF LATERAL FORCES ASCE 7-10 12.8 EQUIVALENT LATERAL FORCE PROCEDURE. SEISMIC: SEISMIC IMPORTANCE FACTOR, Ie = 1.00 BUILDING OCCUPANCY CATEGORY PER ASCE 7-05 TAC. 1-1= II SITE CLASS PER TABLE 1613.5.2 = D SEISMIC DESIGN CATEGORY = PER PLAN ANALYSIS PROCEDURE USED = EQUIVALENT LATERAL FORCE ANALYSIS RESPONSE MODIFICATION FACTOR R = 6.5 3. SOIL HODGE ENGINEERING IS NOT A GEOTECHNICAL ENGINEERING FIRM AND CANNOT MAKE A DETERMINATION OF SITE ADEQUACY FOR CONSTRUCTION. IF SITE SOIL BEARING CAPACITY OR SITE SLOPE IS IN DOUBT OR MAY AFFECT CONSTRUCTION THE BUILDER MUST CONTRACT A GEOTECHNICAL ENGINEERING FIRM FOR A SOILS REPORT. PROVIDE HODGE ENGINEERING WITH ANY GEOTECHNICAL INFORMATION PRIOR TO SITE PREPARATION. IF OWNER AND BUILDER THROUGH THEIR FEASIBILITY STUDIES DETERMINES THAT A GEOTECHNICAL REPORT IS NOT NEEDED THE FOLLOWING SOIL PARAMETERS AND METHODS ARE ASSUMED AND ACCEPTED BY THE OWNER AND BUILDER: SOIL BEARING PRESSURE: 1500 PSF (ASSUMED)* ACTIVE PRESSURE - UNRESTRAINED: 35 PCF (ASSUMED) PASSIVE RESISTANCE: 200 PCF (ASSUMED) COEFFICIENT OF FRICTION:.35 (ASSUMED) *1/3 INCREASE ALLOWED FOR SEISMIC OR WIND LOADING ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL FOLLOWING SPECIFICATIONS NOTED BELOW. AREAS OVER -EXCAVATED SHALL BE BACKFILLED WITH LEAN CONCRETE (F'c=2000 PSI) OR COMPACTED STRUCTURAL BACKFILL. "STRUCTURAL BACKFILL" SHALL BE FILLED WITH APPROVED WELL -GRADED MATERIAL. MAXIMUM SIZE OF ROCK 411. ORGANIC MATERIAL AND DELETERIOUS MATTER NOT ALLOWED. COMPACT TO AT LEAST 95% OF IT'S MAXIMUM DENSITY AS DETERMINED BY ASTM D-1557. WHERE REQUIRED BY THE BUILDING OFFICIAL, THE CLASSIFICATION AND INVESTIGATION OF THE SOIL SHALL BE MADE BY A REGISTERED DESIGN PROFESSIONAL (1803.1). UNLESS A SOILS INVESTIGATION IS PROVIDED FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. ORGANIC SILT, ORGANIC CLAYS, PEAT OR UNPREPARED FILL SHALL NOT BE ASSUMED TO HAVE A BEARING CAPACITY THIS ENGINEERING IS BASED ON SITE CLASS D SOILS IN ACCORDANCE WITH TABLE 1613.5.2 SITE GRADING: THE GROUND IMMEDIATELY ADJACENT TO THE FOUNDATION SHALL BE SLOPED AWAY FROM THE BUILDING PER IRC(R401.3) EXPANSIVE SOILS SHALL BE REMOVED. FREE DRAINING BACKFILL MATERIAL FOR RETAINING AND BASEMENT WALLS CLEAN, FREE DRAINING, WELL GRADED SAND OR GRAVEL MATERIAL WHOSE MAXIMUM PARTICLE SIZE DOES NOT EXCEED 3/4" AND WHOSE FINES CONTENT (MATERIAL PASSING THE NO. 200 SIEVE) DOES NOT EXCEED 5%, WITH A MAXIMUM DUST RATIO %PASSING U.S. NO. 200 SIEVE = 2/3 MAX. % PASSING U.S. NO. 400 SEIVE CONCRETE WALLS EXCEEDING 8' IN HEIGHT MUST BE DESIGNED AND STAMPED BY A LICENSED PROFESSIONAL ENGINEER. IF CONCRETE WALLS OVER 8' HAVE BEEN DESIGNED FOR THIS PROJECT THEY WILL BE SPECIFIED ON THE PLAN AND SHOWN IN THE DETAILS. WOOD SHALL NOT BE USED TO SUPPORT MASONRY OR CONCRETE UNLESS SPECIFICALLY NOTED OTHERWISE ON THE S-SHEETS (IBC 2304.12). ALL BASEMENT WALLS BELOW FINISHED GRADE SHALL BE WATER PROOFED OUTSIDE BY APPROVED METHODS AND MATERIALS. CONCRETE: SHALL BE MADE WITH PORTLAND CEMENT ASTM C-150 TYPE II OR TYPE I AND SHALL BE READY MIXED PER ASTM C-94. MIX DESIGNS: THE CONTRACTOR SHALL DESIGN CONCRETE MIXES THAT MEET OR EXCEED THE REQUIREMENTS OF THE CONCRETE MIX TABLE FOR THE BEARING STRENGTH SPECIFIED. THE MIX DESIGNS SHALL FACILITATE ANTICIPATED PLACEMENT METHODS, WEATHER, TEMPERATURE, REBAR CONGESTION, AND ALL OTHER FACTORS REQUIRED TO PROVIDE A STRUCTURALLY SOUND AND ACCEPTABLE FINISHED PRODUCT. WATER REDUCING ADMIXTURES MAY BE USED TO MEET THESE REQUIREMENTS. MAXIMUM SLUMP SHALL BE 5". ADMIXTURES: ADMIXTURES SHALL BE BY MASTER BUILDERS, W.R. GRACE, OR PRE -APPROVED EQUAL. ALL MANUFACTURER'S RECOMMENDATIONS SHALL BE FOLLOWED. WATER: SHALL BE CLEAN AND POTABLE MAX. MIN. ITEM DESIGN f'c (PSI) MAX. W/C MIN. (2) AGGREGATE NOTES CEMENTITOUS RATIO FLYASH (PCY) SIZE (IN) (1) MATERIAL (SACKS/YARD) FOUNDATIONS 2500 @ 28 DAYS 0.45 -- 3/4 -- 54/2 STEMWALLS 3000 @ 28 DAYS 0.45 100 3/4 -- 5-1/2 SLAB ON GRADE 3000 @ 28 DAYS 0.45 100 3/4 54/2 CONCRETE FRAME 2500 @ 28 DAYS 0.45 100 3/4 -- 54/2 PROVIDE 3000 PSI @ 28 DAYS MINIMUM FOR DURABILITY AT BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS, PORCHES, CARPORT SLABS AND STEPS EXPOSED TO THE WEATHER AND FOR ALL GARAGE FLOOR SLABS. CONCRETE SHALL BE AIR ENTRAINED. TOTAL AIR CONTENT (PERCENT BY VOLUME OF CONCRETE) SHALL BE NO LESS THAN 5 PERCENT OR MORE THAN 7 PERCENT. REINFORCING STEEL SHALL CONFORM TO ASTM A-615, GRADE 40 FOR #4 BAR AND SMALLER AND GRADE 60 FOR #5 AND LARGER UNO. PLACE PER ACI 315 AND ACI 318. LAP SPLICES SHALL BE 48 BAR DIAMETERS UNLESS NOTED OTHERWISE. PROVIDE CORNER BARS AT ALL HORIZONTAL BARS IN FOOTING AND WALLS(1907). CRACKS: SLAB CRACK CONTROL IS REQUIRED AND IS AS DIRECTED BY THE OWNER. OWNER IS TO DETERMINE THE ACCEPTABLE AMOUNT OF SLAB CRACKING PRIOR TO CONSTRUCTION AND REQUEST APPROPRIATE CRACK CONTROL. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-82 AND A-185. LAP ONE FULL MESH ON SIDES AND ENDS. PLACE AT MID -DEPTH OF SLAB, OR AS SHOWN. CONCRETE COVER OVER REINFORCEMENT CONCRETE CAST AGAINST EARTH = 3" EXPOSED TO WEATHER OR EARTH = 2" WALLS AND SLABS NOT EXPOSED TO WEATHER = 3/4" STEEL ITEMS MACHINE BOLTS (M.B.): ASTM A-307, GRADE A ANCHOR BOLTS (A.B.): ASTM F1554, GRADE 36, CLASS 2A & CARPENTRY NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: PENNYWEIGHT DIAMETER (IN.) LENGTH (IN.) 8d OA31 2-1/2 10d 0.148 3 16d 0.162 3-1/2 20d 0.192 4 FASTENER TYPE DIAMETER (IN.) LENGTH (IN.) EQUIVALENT SPACING (IN.) 8d COMMON WIRE 0.131 2-1/2 6 4 3 8d "DIPPED GALV.BOX" 0.131 2-1/2 6 4 3 8d "SHINY BOX" 0.113 2-1/2 44/2 3 2-1/2 12 GA. STAPLES 0.1055 1-7/8* 6 5-1/2 4 14 GA. STAPLES 0.080 1-1/2* 6 4 3 15 GA. STAPLES 0.072 1-1/2* 5 3 2-1/2 10d COMMON WIRE 0.148 3 6 4 3 10d "HOT DIPPED GALV. BOX" 0.148 3 6 4 3 10d " SHINY BOX" 0.131 3 4-1/2 3 2-1/4 WOOD SHEATHING (STRUCTURAL): SHEATHING SHALL BE PLYWOOD (CDX) OR ORIENTED STRAND BOARD (OSB). PLYWOOD SHEATHING SHALL BE 5-PLY MINIMUM WHERE INDICATED AS 3/4" OR THICKER. WOOD SHEATHING SHALL BE "RATED SHEATHING" CONFORMING TO PS1-95 AND/OR PS2-92. ALL PANELS SHALL BEAR THE STAMP OF AN APPROVED GRADING AGENCY. SPAN RATING SHALL BE PROVIDED AS FOLLOWS: ROOF (32/16); WALLS (32/16); FLOORS (20" O.C.) UNLESS NOTED OTHERWISE. ALL WOOD SHEATHED WALLS SHALL BE BLOCKED AT ALL PANEL EDGES UNLESS NOTED OTHERWISE. GLUE -LAMINATED MEMBERS: PER ANSI/AITC A190.1. MEMBERS SHALL BE COMBINATION 24F-V4 DOUGLAS FIR FOR SIMPLE SPANS AND 24F-V8 DOUGLAS FIR FOR CANTILEVERED SPANS AND TRUSS CHORDS (FB=2400 PSI, FV=240 PSI, E=1.8X10^6 PSI) AND DOUGLAS FIR COMBINATION 2 FOR COLUMNS AND TRUSS WEB MEMBERS, ALL WITH EXTERIOR GLUE. ALL MEMBERS TO HAVE AITC OR APA-EWS STAMP. SPECIES AND GRADE (BASE DESIGN VALUE) 1. 2X TO 4X JOISTS, PURLINS AND HEADERS. "DOUG FIR -LARCH" NO.2 (Fb=900 PSI, Fv=180 PSI) OR "HEM -FIR" NO. 1 (Fb=975 PSI, Fv=15O PSI) 2. 6X POSTS AND COLUMNS. "DOUG FIR -LARCH" NO. 1(Fc=l000 PSI) 3. EXTERIOR STUDS, INTERIOR BEARING WALLS "HEM -FIR" NO.2 4. INTERIOR NON -BEARING STUD WALLS. "HEM -FIR" NO. 2 STUD GRADE 5. 2X & 3X T&G DECKING: "DOUG FIR -LARCH" COMMERCIAL (Fb=1650 PSI, E=1700 KSI) COLUMNS: ALL COLUMNS NOT SPECIFIED OR OTHERWISE NOTED ON THE PLAN ARE TO BE TWO STUDS. MULTIPLE STUDS ARE TO BE SPIKE LAMINATED TOGETHER WITH (2) 16d NAILING AT 6" ON CENTER STAGGERED. ALL COLUMNS SUPPORTING GIRDER TRUSSES OR GLUE LAMINATED BEAMS ARE TO BE THREE STUDS. ALL BEARING WALLS OVER 10' SHALL BE LATERALLY BRACED AT 4' O.C. CONTRACTOR SHALL VERIFY ALL POINT LOADS ARE SUPPORTED TO THE FOUNDATION. FLOORING AND ROOFING: PLYWOOD SUBFLOORING SHALL BE 4" T&G CDX GLUED AND NAILED. NAILING SHALL BE 8d @ 6" O.C. ALONG PANEL EDGES, AND 12" O.C. IN FIELD. STAGGER END LAPS. ROOF SHEATHING SHALL BE 2" CDX OR 1-" OSB NAILED WITH 8d @ 6" O.C. ALONG PANEL EDGES AND 12" O.C. IN THE FIELD. STAGGER END LAPS. FRAMING LUMBER (MANUFACTURED): SHALL BE MANUFACTURED BY THE FOLLOWING MANUFACTURERS IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. APPROVED MANUFACTURERS SPECIFIED TRUS-JOIST BOISE CASCADE LOUISIANA ROSEBURG FOREST GEORGIA MEMBER PACIFIC PRODUCTS PACIFIC 2x TIMBERSTRAND 2x GANGLAM 2x SCL Fb=1700 PSI Fb=2250 PSI E=13OO KSI E=1500 KSI Fv=400 PSI Fv=275 PSI 1-3/4" PARALLAM 1-3/4" VERSALAM 1-3/4" LP LVL 1-3/4" RIGID -LAM 1-3/4" G-P-LAM 1-3/4" SCL Fb=2900 PSI Fb=2800 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI 34/2" PARALLAM 34/2" VERSALAM 3-1/2" LP LVL 3-1/2" RIGID -LAM 2-PLY G-P-LAM* 3-1/2" SCL Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI 5-1/4" PARALLAM 5-1/4" VERSALAM 5-1/4" LP LVL 54/4" RIGID -LAM 3-PLY G-P-LAM* 5-1/4" SCL Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI 7" PARALLAM 7" VERSALAM 7" LP LVL 7" RIGID -LAM 4-PLY G-P-LAM* 7" SCL Fb=2900 PSI Fb=3100 PSI Fb=2950 PSI Fb=2900 PSI Fb=3100 PSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI E=2000 KSI Fv=290 PSI Fv=285 PSI Fv=290 PSI Fv=285 PSI Fv=285 PSI RIM BOARD OR APA/ EWS PERFORMANCE RATED RIM (PRR-401) 1-1/8" MINIMUM THICKNESS RIM JOIST * - CONNECT MULTI -PLY MEMBERS PER MANUFACTURER'S RECOMMENDATIONS - LSL's MAY BE USED IN PLACE OF LVL's WHEN SPECIFIED - PRESERVATIVE TREATED WOOD REQUIREMENTS: (2304.11): WOOD JOISTS OR THE BOTTOM OF A WOOD STRUCTURAL FLOOR WITHOUT JOISTS SHALL NOT BE CLOSER THAN 18 INCHES, OR WOOD GIRDERS CLOSER THAN 12 INCHES TO THE EXPOSED GROUND IN CRAWL SPACES. WOOD FRAMING MEMBERS, INCLUDING WOOD SHEATHING, WHICH REST ON EXTERIOR FOUNDATION WALLS SHALL NOT BE LESS THAN 8 INCHES FROM EXPOSED EARTH. SILLS IN CONTACT WITH CONCRETE SHALL BE PRESERVATIVE -TREATED WOOD. CLEARANCE BETWEEN WOOD SIDING AND EARTH SHALL NOT BE LESS THAN 6 INCHES. POSTS SHALL BE PRESERVATIVE -TREATED UNLESS SUPPORTED BY A PEDESTAL GREATER THAN 8 INCHES FROM EXPOSED GROUND. it Cl W 0 n. w APPLICATION SPECIFIED MATERIAL PRESERVATIVE CONNECTORS & TREATMENT (1) FASTENES (2)(3) FOUNDATION SILL PLATES, TOP PLATES & 2X, 4X, 6X OR GLULAM SBX GALV (G60) LEDGERS ON (FIR) CONCRETE OR ACQ, CBA, CA GALV (G185) MASONRY WALLS (4) 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) FRAMING, DECKING, 2X, & 4X (CEDAR) NONE GALV (G90) POSTS &LEDGERS 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) BEAMS AND COLUMNS 6X OR GLULAM (CEDAR) NONE GALV (G90) PRESERVATIVE TREATED WOOD FASTENER REQUIREMENTS: ALL METAL CONNECTORS COMING IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE SIMPSON Z-MAX, TRIPLE ZINC COATED, OR HOT DIPPED GALVANIZED. CCA: CHROMATED COPPER ARSENATE NOT PERMITTED. SBX: DOT SODIUM BORATE ACQ: ALKALINE COPPER QUAT CBA AND CA: COPPER AZOLE G60, G90, AND G185 PER ASTM A23 FOR CONNECTORS, AND ASTM A153 FOR FASTENERS. MECHANICALLY GALVANIZED FASTENERS PER ASTM B695, CLASS 55 OR GREATER. GENERAL CARPENTRY NOTES: STAGGER ALL NAILING TO PREVENT SPLITTING OF WOOD MEMBERS. PRESSURE -TREAT ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY. HOLES AND CUTS IN PLATES SHOULD BE TREATED WITH A 20% SOLUTION OF COPPER NAPHTHENATE. BOLT HOLES IN WOOD MEMBERS SHALL BE A MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THAN THE BOLT DIAMETER. PROVIDE CUT WASHERS WHERE BOLT HEADS, NUTS AND LAG SCREW HEADS BEAR ON WOOD. PROVIDE A MINIMUM 3x3x.229 PLATE WASHER ON ALL ANCHOR BOLTS WHICH CONNECT MUD SILLS TO FOUNDATION. DO NOT NOTCH OR DRILL STRUCTURAL MEMBERS. REFER TO PRESERVATIVE TREATED WOOD REQUIREMENTS TABLE FOR GALVANIZING REQUIREMENTS FOR CONNECTORS AND FASTENERS. USE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN 2 THE LENGTH AND AROUND OPENINGS UNLESS DESIGNED BY A FLOOR JOIST MANUFACTURER. FRAMING LUMBER: POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST -BEAM CONNECTIONS TO EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE WEST COAST LUMBER INSPECTION ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT. USE 12" CS-14 UNLESS BUREAU (WCLIB), WESTERN WOOD PRODUCTS ASSOCIATION (WWPA), OR OTHER AGENCY NOTED OTHERWISE. ACCREDITED BE THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) TO GRADE UNDER ALSC CERTIFIED GRADING RULES. FASTENING SCHEDULE FOR WOOD STRUCTURAL MEMBERS ITEM TYPE CONNECTION RAFTER OR TRUSS TO TOP PLATE TOENAIL & CONNECTOR (3) 8d & H1(U.N.O.) @ 24" O.C. CEILING JOIST TO TOP PLATE TOE NAIL (3) 8d CEILING JOIST TO PARALLEL RAFTER FACE NAIL (3)16d CEILING JOIST: LAP OVER PARTITION FACE NAIL (3)16d COLLAR TIE FACE NAIL (3)16d BLOCKING TO RAFTER TOE NAIL (3) 8d RIM BOARD TO RAFTER END NAIL (2)16d TOP PLATE TO TOP PLATE FACE NAIL (2)16d @ 16" O.C. TOP PLATE @ INTERSECTIONS FACE NAIL (4)16d TOP PLATE LAP FACE NAIL (8)16d STUD TO STUD FACE NAIL (2)16d @ 24" O.C. HEADER TO HEADER FACE NAIL 16d @ 16" O.C. EACH EDGE TOP OR BOTTOM PLATE TO STUD END NAIL (2)16d STUD TO SOLE PLATE TOENAIL & END NAIL (3) 8d & (2)16d BOTTOM PLATE TOP FLOOR JOIST AT BRACED PANEL TOE NAIL & FACE NAIL 16d @ 16" O.C. & (3)16d @ 16" O.C. JOISTS AT TOP PLATE, SILL OR GIRDER TOE NAIL (3) 8d BRIDGING TO JOIST TOE NAIL (2) 8d EACH END BLOCKING AT JOISTS TOENAIL (3) Sd BLOCKING TO TOP PLATE TOE NAIL (3) 8d RIM JOIST TO JOIST FACE NAIL (3)16d RIM JOIST TO SILL OR TOP PLATE TOE NAIL 8d @ 6" O.C. CONTINUOUS HEADER TO STUD TOE NAIL (4)8d BUILT-UP CORNER STUDS FACE NAIL 16d @ 24" O.C. BUILT-UP BEAMS (PER LAYER) FACE NAIL(STAGGER TOP&BOTTOM) (2)16d @ 16" O.C. RAFTERS TO 2x RIDGE BEAM TOE NAIL & FACE NAIL (4)16d & (3)16d JACK RAFTERS TO HIP TOE NAIL & FACE NAIL (4)16d & (3)16d LAG SCREWS: SHALL BE OF A DIAMETER INDICATED ON DRAWINGS WITH A MINIMUM OF 8x DIAMETER EMBEDMENT IN SUPPORTING MEMBER UNLESS NOTED OTHERWISE. CLEARANCE HOLE FOR THE SHANK SHALL BE THE SAME DIAMETER AS THE SHANK AND THE SAME DEPTH OF PENETRATION AS THE UNTHREADED PORTION OF THE SHANK. THE LEAD HOLE FOR THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 60 TO 75% OF THE SHANK DIAMETER AND A LENGTH EQUAL TO AT LEAST THE LENGTH OF THE THREADED PORTION. THE THREADED PORTION OF THE SCREW SHALL BE INSERTED IN ITS LEAD HOLE BY TURNING WITH A WRENCH, NOT BY DRIVING WITH A HAMMER. SOAP OR OTHER LUBRICANT SHALL BE USED ON THE SCREWS OR IN THE LEAD HOLE TO FACILITATE INSERTION AND TO PREVENT DAMAGE TO THE SCREW. METAL PLATE CONNECTED WOOD TRUSSES: SHALL BE MANUFACTURED BY AN APPROVED TRUSS MANUFACTURER IN ACCORDANCE WITH APPROVED SHOP AND INSTALLATION DRAWINGS. ALL ROOF TRUSSES ARE TO BE PRE-ENGINEERED BY OTHERS. ROOF TRUSSES SHALL BE PROVIDED TO COMPLETE THE ROOF FRAMING FROM THE SHEATHING TO THE SUPPORTING MEMBERS BELOW. SHOP DRAWINGS AND CALCULATIONS SHALL BE PRODUCED UNDER THE SUPERVISION OF A PROFESSIONAL ENGINEER REGISTERED IN THE STATE WASHINGTON. DETAIL DRAWINGS TO INDICATE ALL INFORMATION AS REQUIRED IN IRC SECTION 11802.10.1 INCLUDING PERMANENT LATERAL BRACING AND CONNECTION DETAILS. I JOISTS: SHALL BE APA EWS PERFORMANCE RATED I -JOISTS (PRI). I -JOISTS SHALL BE MANUFACTURED IN CONFORMANCE WITH APA PRI-400 CONFORMING TO APPROVED SHOP AND INSTALLATION DRAWINGS. SPAN TABLE IRC R802.5.1(3) FLOOR CEILING RAFTERS (30# L.L.) TILE COMP/SHAKE JOISTS (10# D.L.) (40# L.L.) (20# L.L.) (L/240 L.L.) (20# D.L.) (10# D.L.) (L/360 L.L.) (L/240 L.L.) NO.2 H.F. MAXIMUM MAXIMUM NO.2 H.F. MAXIMUM MEMBER SPACING O.C. SPAN SPAN MEMBER CING O.C.AXIMUM SPA.C. SPAN SPAN 12" 10, 14'40" 12" 12'-2" 13'-7" 2 X 6 16" 9'-1, 12'-10" 2 X 6 16" 10'-6" 11'-9" 24" 7'41" 10'-5" 24" 8'-7" 9'-7" 12" 13'-2" 18'-8" 12" 15'-4" 17'-2" 2 X 8 16" 12'-0" 16'-2" 2 X 8 16" 13'-4" 14'-11" 24" 10'-2" 13'-2" 24" 10'-10" 12'-2" 12" 16'-10" 22'-11" 12" 18'-9" 21'-0" 2 X 10 16" 15'-2" 19'-10" 2 X 10 16" 16'-W 18'-2" 24" 12'-5" 16'4" 124" 13'-3" 14'40" 12" 20'-4" 26'-7" 12" 21'-9" 24'-4" 2 X 12 16" 17'-7" 23'-0" 2 X 12 16" 18'-10" 21'4" 24" 14'-4" 18'-10" 24" 15'-5" 17'-W LUMBER SPECIES fi MEMBER SPECIES C POSTS, BEAMS, HEADERS, JOISTS AND RAFTERS NO. 2 DOUGLAS FIR SILLS, PLATES, BLOCKING, ETC. NO. 2 HEM FIR STUDS STUD GRADE HEM FIR STUDS OVER 10' HIGH NO. 2 HEM FIR POST AND BEAM DECKING P.T. #2 FIR OSB SHEATHING PER PLAN GLU-LAM BEAMS Fb2400, DRY ADH ut (EXT. ADH @ EXT. CONDITIONS) PSL MATERIALS* Fb = 2900 E = 2.0 Fv = 290 13 LVL MATERIALS** Fb=2600 E =1.8 Fv = 285 ALL GLB BALANCED WEST SPECIES 24F-1.8E W.S. tEVIEWED FOR I7E COMPLIANCE App.ov FEB 0 5 2016 City of Tukwilzt i UILDING DIVI_ _ RECEiVED -Y OF TUKWILA �NI BUILDING CODE 201215C WIND EXP. 5 110MPH SEISMIC DESIGN CATEGORY p ROOF SNOW LOAD 25 P5F ENGINEER JOHN H. DATE 1,26.15 REVIEW JOHN H. ANALYST JES5E R. SHEET 1 Nl OF SHEETS JOB NUMBER 150415 NOV 0 3 2015 _ CENTER Y\Y COF`YRIGHT @2015 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL SEC. 22, T.23N, R.4E. TUKWILA, WA. VERTICAL DATUM• North American Vertical Datum of 1988 (NAVD 88). BENCHMARK BASE.• WASHINGTON STATE DEPARTMENT OF TRANSPORTATION BENCHMARK NO.IS17162. TOP OF BRASS DISC AT THE INERSECTON OF SOUTH 144TH STREET AND 51ST AVENUE SOUTH. ELEVATION. 159.360 FEET SET MAG NAIL IN ASPHALT, NORTHEAST OF SITE, +/-0.4' WEST OF EAST FLOWLINE OF THICKENED EDGE OF 46TH AVENUE SOUTH, +/-Z4' SOUTHEAST OF CENTER OF SANITARY SEWER MANHOLE. ELEVATION: 292.54 FEET. BASIS OFBEARING: TRUE NORTH. BASED UPON GLOBAL POSITIONING SYSTEM (GPS) LAMBERT GRID WASHINGTON STATE NORTH ZONE COORDINATES. A CONVERGENCE ANGLE OF 01'04'40.59" COUNTERCLOCKWISE WAS APPLIED AT A PUNCH MARK IN COPPER PLUG, INCASED, AT THE INTERSECTION OF SOUTH 144TH STREET AND 42ND AVENUE SOUTH. THE MONUMENT IS THE NORTH QUARTER CORNER OF SECTION 22, TOWNSHIP 23 NORTH, RANGE 4 EAST, OF THE WILLAMETTE MERIDIAN. THE NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD 88) GRID COORDINATES WERE FOUND TO BE 176335.267 / 1282371.165 AT THAT POINT. THE INVERSE OF BOTH THE SEA LEVEL CORRECTION FACTOR OF 0.999989775 AND THE GRID SCALE FACTOR OF 1.000004917 WAS APPLIED TO THE GRID COORDINATES FOR SHOWN GROUND DISTANCES. PROJECTINFORMATION: SITE ADDRESS: 14437 46TH AVE. S., TUKWILA, WA 98168 TAX NUMBER: 004000-0405 EXISTING ZONING: LDR (LOW DENSITY RESIDENTAL) PROPOSED LAND USE. DETACHED SINGLE-FAMILY RESIDENTIAL WATER SOURCE. WATER DISTRICT 1125 SEWER DISPOSAL: VALLEY VIEW SEWER DISTRICT SCHOOL DISTRICT. HIGHLINE SCHOOL DISTRICT AREAS: EXISTING LOT 25052 SQUARE FEET 0.575 ACRES PROPOSED LOT 1 9665 SQUARE FEET 0.222 ACRES PROPOSED LOT 2 15387 SQUARE FEET 0.353 ACRES SUR VEYOR: CENTRE POINTE CONSULTANTS 14209 29th ST E #105 SUMNER, WA 98390 (253) 813-1901 SUR VEYOR NOTES: 1. THE MONUMENT CONTROL SHOWN FOR THIS SITE WAS ACCOMPLISHED BY FIELD TRAVERSE UTILIZING A REAL TIME KINETIC(RTK) GLOBAL POSITIONING SYSTEM(GPS) LINEAR AND ANGULAR CLOSURE OF THE TRAVERSES MEET THE STANDARDS OF WAC 332-130-090. 2. UTILITIES OTHER THAN THOSE SHOWN MAY EXIST ON THIS SITE. ONLY THOSE WHICH ARE VISIBLE OR HAVING VISIBLE EVIDENCE OF THEIR INSTALLATION ARE SHOWN HEREON. 3. THIS SURVEY REPRESENTS PHYSICAL IMPROVEMENT CONDITIONS AS THEY EXISTED MARCH 4, 2013, THE DATE OF THIS FIELD SURVEY. 4. FULL RELIANCE FOR LEGAL DESCRIPTIONS AND RECORDED EASEMENTS HAVE BEEN PLACED ON THE TITLE REPORT FROM STEWART TITLE INSURANCE COMPANY COMMITMENT ORDER NO.01148-16099, DATED FEBRUARY 27, 2013. NO ADDITIONAL RESEARCH HAS BEEN ATTEMPTED. 5. OFFSET DIMENSIONS SHOWN HEREON ARE MEASURED PERPENDICULAR TO PROPERTY LINES. STANDARD CONSTR UCTIONNOTES PRIOR TO STARTING CONSTRUCTION, CONTACT ONE -CALL (1-800-424-5555), OR 811, FOR UTILITY LOCATIONS. CONTACTS PROJECT MANAGER: DENNIS LEE (253-230-9411) DESIGN ENGINEER: JOHN C. McDONNELL, PE (425-744-0916) OWNER: MICHAEL & SUE SHAWGO (206-369-7864) GENERAL NOTES: 1. LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE 2. AT LEAST 48 HOURS BEFORE STARTING PROJECT SITE WORK, NOTIFY THE UTILITIES INSPECTOR AT 206-433-0179. J. REQUEST A PUBLIC WORKS UTILITY INSPECTION AT LEAST 24 HOURS IN ADVANCE BY CALLING 206-433-0179. 4. THE CONTRACTOR ASSUMES SOLE RESPONSIBILITY FOR WORKER SAFETY, AND DAMAGE TO STRUCTURES AND IMPROVEMENTS RESULTING FROM CONSTRUCTION OPERATIONS. 5. THE CONTRACTOR SHALL HAVE THE PERMIT(S) AND CONDITIONS, THE APPROVED PLANS, AND A CURRENT COPY OF CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS AVAILABLE AT THE JOB SITE. 6. ALL WORK SHALL CONFORM TO THESE APPROVED DRAWINGS. ANY CHANGES FROM THE APPROVED PLANS REQUIRE PRE -APPROVAL FROM THE OWNER, THE ENGINEER, AND THE CITY OF TUKWILA. Z ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, UNLESS OTHERWISE APPROVED BY THE PUBLIC WORKS DIRECTOR. 8. CONTRACTOR SHALL MAINTAIN A CURRENT SET OF RECORD DRAWINGS ON -SITE. 9. CONTRACTOR SHALL PROVIDE RECORD DRAWINGS PRIOR TO PROJECT FINAL APPROVAL. 10. PROVIDE TRAFFIC CONTROL AND STREET MAINTENANCE PLAN FOR PUBLIC WORKS APPROVAL BEFORE IMPLEMENTATION. 11. ALL SURVEYING FOR PUBLIC FACIL177ES SHALL BE DONE UNDER THE DIRECTION OF A WASHINGTON LICENSED LAND SURVEYOR. VERTICAL DATUM SHALL BE NAVD 1988. HORIZONTAL DATUM SHALL BE WASHINGTON STATE (GRID) COORDINATES, NORTH ZONE, USING NAD 83/91 SURVEY CONTROL AND TIED TO ANY TWO CITY OF TUKWILA HORIZONTAL CONTROL MONUMENTS. FOR PROJECTS WITHIN A FLOOD CONTROL ZONE, THE PERMITTEE SHALL PROVIDE CONVERSION CALCULATIONS TO NGVD 1929. 12. REPLACE OR RELOCATE ALL SIGNS DAMAGED OR REMOVED DUE TO CONSTRUCTION. 13. RETAIN, REPLACE OR RESTORE EXISTING VEGETATION IN RIGHTS -OF -WAY, EASEMENTS, AND ACCESS TRACTS. CONSTR UCTIONNOTES: 1. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE PERMITTEE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS, SPECIFICATIONS, AND ASSOCIATED PERMITS ON THE JOB SITE. WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. PERMITTEE SHALL APPLY FOR A REVISION FOR ANY WORK NOT ACCORDING TO THE APPROVED PLANS. 2. PERMITTEE/CONTRACTOR SHALL ARRANGE A PRECONSTRUCTION CONFERENCE WITH THE CITY'S INSPECTOR(S) PRIOR TO BEGINNING ANY WORK. 3. WORK IN ROADWAYS a. ALL WORK IN ROADWAYS SHALL MEET TMC 11 AND THE FOLLOWING. b. PRIOR TO ANY ACTIVITY IN CITY RIGHT-OF-WAY, THE PERMITTEE SHALL PROVIDE THE CITY A TRAFFIC CONTROL PLAN FOR REVIEW AND APPROVAL. THE TRAFFIC CONTROL PLAN SHALL INCLUDE THE LOCATION, ADDRESS AND DESCRIPTION OF TRAFFIC FLOW DURING THE WORK AND SHALL MEET MUTCD REQUIREMENTS. c. ALL WORK REQUIRING LANE CLOSURES MUST BE BY PERMIT ONLY. FROM THE THIRD THURSDAY IN NOVEMBER TO THE FOLLOWING JANUARY 2ND, THE DIRECTOR DOES NOT ALLOW LANE CLOSURES IN THE TUKWILA URBAN CENTER. d. FIRE, PEDESTRIAN, AND VEHICULAR ACCESS TO BUILDINGS SHALL BE MAINTAINED AT ALL TIMES, EXCEPT WHEN PERMITTEE HAS PERMISSION FROM THE BUILDING OWNER AND THE DIRECTOR TO CLOSE AN ACCESS. e. ALL ROADWAYS SHALL BE KEPT FREE OF DIRT AND DEBRIS USING STREET SWEEPERS. USE OF WATER TRUCKS FOR CLEANING ROADWAYS REQUIRES PREAPPROVAL FROM THE DIRECTOR. f. INSTALL STEEL PLATES OVER ANY TRENCH, AT ANY TIME WORK 1S STOPPED AND THE TRENCH IS LEFT OPEN. N ST GRADING AND EROSION CONTROL NOTES: 1. THE EROSION PREVENTION AND SEDIMENT CONTROL (ESC) MEASURES ON THE APPROVED PLANS ARE MINIMUM REQUIREMENTS. Q v 2. BEFORE BEGINNING ANY CONSTRUCTION ACTIVITIES, ESTABLISH THE CLEARING LIMITS INSTALL MI S CONSTRUCTION ENTRANCE, AND INSTALL EROSION PREVENTION AND SEDIMENT CONTROL 7 H MEASURES. n'9 O'9� J. BEFORE ANY GROUND DISTURBANCE OCCURS, ALL DOWNSTREAM EROSION PREVENTION AND SEDIMENT CONTROL MEASURES (ESC) MUST BE CONSTRUCTED AND IN OPERATION. INSTALL to AND MAINTAIN ALL ESC MEASURES ACCORDING TO THE ESC PLAN. 4. ESC MEASURES, INCLUDING ALL PERIMETER CONTROLS, SHALL REMAIN IN PLACE UNTIL Ld FINAL SITE CONSTRUCTION IS COMPLETED AND PERMANENT STABILIZATION IS ESTABLISHED. Q S 5. FROM MAY 1 THROUGH SEPEMBER 30, PROVIDE TEMPORARY AND PERMANENT COVER :« ' p I MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR SEVEN DAYS W OR MORE. (n r� S 144TH ST :.,.. LO Q 6. FROM OCTOBER 1 THROUGH APRIL 30, PROVIDE TEMPORARY AND PERMANENT COVER S 44T S MEASURES TO PROTECT DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR TWO DAYS W OR MORE. IN ADDITION TO COVER MEASURES, THE CONTRACTOR SHALL: Q a. PROTECT STOCKPILES AND STEEP CUT AND FILL SLOPES IF UNWORKED FOR MORE THAN 12 HOURS. 00 b. STOCKPILE, ON SITE, ENOUGH COVER MATERIALS TO COVER ALL DISTURBED AREAS. U QLO c. BY OCTOBER 8, SEED ALL AREAS THAT WILL REMAIN UNWORKED DURING THE WET p < 14 TH SEASON (OCTOBER 1 THROUGH APRIL 30). MULCH ALL SEEDED AREAS. ➢ z = S Ln Z FAILURE TO MAINTAIN ESC MEASURES IN ACCORDANCE WITH THE APPROVED MAINTENANCE SCHEDULE MAY RESULT IN THE WORK BEING PERFORMED AT THE DIRECTION OF THE '}- DIRECTOR AND ASSESSED AS A LIEN AGAINST THE PROPERTY WHERE SUCH FACILITIES ARE LOCATED. S 146 TH ST Q 8. DURING THE LIFE OF THE PROJECT, THE PERMITTEE SHALL MAINTAIN IN GOOD CONDITION v n AND PROMPTLY REPAIR, RESTORE, OR REPLACE ALL GRADE SURFACES, WALLS, DRAINS, < N S DAMS, STRUCTURES, VEGETATION, EROSION AND SEDIMENT CONTROL MEASURES, AND OTHER M 151 S T PROTECTIVE DEVICES IN ACCORDANCE WITH APPROVED PLANS. V) �n 0 ST 9. THE PERMITTEE SHALL MONITOR THE DOWNSTREAM DRAINAGE FEATURES, AND SHALL, WITH LO THE DIRECTOR'S APPROVAL, REMOVE ALL SEDIMENT DEPOSITION RESULTING FROM PROJECT - RELATED WORK. 10. ALL WORK PERFORMED SHALL BE PER APPROVED PLANS AND SPECIFICATIONS ONLY. THE N ST S PERM177EE IS REQUIRED TO MAINTAIN A SET OF APPROVED PLANS AND SPECIFICATIONS AND S �5 S ASSOCIATED PERMITS ON THE JOB SITE WORK SHALL BE PERFORMED IN ACCORDANCE WITH ALL FEDERAL, STATE, AND LOCAL LAWS. L 11. AS THE FIRST ORDER OF BUSINESS, THE PERMITTEE SHALL INSTALL EROSION PREVENTIONAND 5 8 SOS SEDIMENT CONTROL MEASURES PER THE ESC AND THE DOWNSTREAM LBEFO T yCejV TEMPORARY ESC MEASURES BEFORE ANY SITE D STURBANCELOCCURS. E THE 40 5 TEMPORARY MEASURES ARE REMOVED, INSTALL AND ESTABLISH THE UPSTREAM PERMANENT _ _ _ % FR ESC MEASURES. j 8 L v� D 12. THE PERMITTEE SHALL AT ALL TIMES PROTECT SENSITIVE AREAS, THEIR BUFFERS, AND Q ADJACENT PRIVATE PROPERTIES AND PUBLIC RIGHTS -OF -WAY OR EASEMENTS FROM DAMAGE r-- DURING GRADING OPERATIONS. THE PERMITTEE SHALL RESTORE, TO THE STANDARDS IN %UKWI EFFECT AT THE TIME OF THE ISSUANCE OF THE PERMIT, SENSITIVE AREAS, THEIR BUFFERS, N LA PKW AND PUBLIC AND PRIVATE PROPERTIES AND IMPROVEMENTS DAMAGED BY THE PERMITTEE'S .� OPERATIONS. 13. PER H ST a.ARRANGEIN NOTIFY THE PUBLICSWORKS DEPARTMENT WITHIN 48 HOURS FOLLOWING INSTALLATION OF ESC MEASURES. 99 ��� H O P P I N G TO W b. OBTAIN PERMISSION IN WRITING FROM THE PUBLIC WORKS DEPARTMENT PRIOR TO -9 MODIFYING THE ESC PLAN. O U T H C E N T E R c. MAINTAIN ALL ROAD DRAINAGE SYSTEMS, STORM WATER DRAINAGE SYSTEMS, CONTROL MEASURES AND OTHER FACILITIES AS IDENTIFIED IN THE SC PLAN. 'AQ d. REPAIR ANY SILTATION OR EROSION DAMAGES TO ADJOINING PROPERTIES AND DRAINAGE FACILITIES. e. INSPECT ACCORDING TO THE APPROVED ESC INSPECTION SCHEDULE AND MAKE VICIIVI7'YMAP NEEDED REPAIRS IMMEDIATELY. SCALE: 1" = 1000' UTILITYNOTES: 1. ALL TRENCH EXCAVATION OPERATIONS SHALL MEET OR EXCEED ALL APPLICABLE SHORING LAWS FOR TRENCHES OVER 4-FEET DEEP. ALL TRENCH SAFETY SYSTEMS SHALL MEET WSHA REQUIREMENTS. 2. POWER, CABLE, FlBER OPTICS, AND TELEPHONE LINES SHALL BE IN A TRENCH WITH A 5' MINIMUM HORIZONTAL SEPARATION FROM OTHER UNDERGROUND UTILITIES. 3. ADJUST ALL MANHOLES, CATCH BASINS, AND VALVES IN PUBLIC RIGHTS -OF -WAY OR EASEMENTS AFTER ASPHALT PAVING. STORMDRAINAGE NOTES 1. ALL METHODS AND MATERIALS SHALL MEET CITY OF TUKWILA DEVELOPMENT GUIDELINES AND DESIGN AND CONSTRUCTION STANDARDS, AND 774E CURRENT KING COUNTY SURFACE WATER DESIGN MANUAL, UNLESS OTHERWISE APPROVED. 2. MARK ALL STORM DRAIN INLETS WITH "DUMP NO WASTE"AND EITHER "DRAINS TO STREAMS", "DRAINS TO WETLANDS", OR "DRAINS TO GROUNDWATER AS APPLICABLE. J. DRIVEWAY CULVERTS SHALL BE OF SUFFICIENT LENGTH TO PROVIDE A MINIMUM 3:1 SLOPE FROM THE EDGE OF THE DRIVEWAY TO THE BOTTOM OF THE DITCH. CULVERTS SHALL HAVE BEVELED END SECTIONS THAT MATCH THE SIDE SLOPE. UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT, BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT J.C. MCDONNELL ENGINEERING, PC TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. Mav 5, 2015 SHEET INDEX : SHEET C1 of 3..........COVER SHEET SHEET C2 of 3.......... T.E.S.C. PLAN SHEET C3 of 3.......... GRADING & UTILITIES PLAN J.C.McDONNELL :.................y..............._...... y _._ ENGIN]E�ERING9 PC �<. �_......... j- 3d f•? 1-4 E? ?3 f•3 H .-........ P.O. BOX 13199, MILL CREEK, WASHINGTON TEL: (425 744-0916' :n...................:....................:...................:.: FAX• 425 744=0946 ........n ............................... REV. NO. I DESCRIPTION PROJECT ENGINEER APPLICANT/OWNER LEGAL DESCRIPTION: J.C. McDONNELL 6608 216th STREET SW SUITE 306 MOUNTLAKE TERRACE WA 98043 (425) 744 0916 MICHAEL & SUE SHAWGO 14437 46th AVE S TUKWILA WA 98166 (206) 369-7864 INITIALS I DATE LOT 1: THE NORTH 75 FEET OF LOT 11. BLOCK 3, ADAMS HOME TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 11 OF PLATS, PAGE(S) 31, RECORDS OF KING COUNTY, WASHINGTON. SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. I16S1111p; LOT 12, BLOCK 3, ADAMS HOME TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 11 OF PLATS, PAGE(S) 31, RECORDS OF KING COUNTY, WASHINGTON; EXCEPT THAT PORTION DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEAST CORNER OF SAID LOT 12; THENCE WEST 60 FEET; THENCE NORTH 190 FEET; THENCE EAST 60 FEET; THENCE SOUTH 190 FEET TO THE POINT OF BEGINNING; AND EXCEPT THAT PORTION DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF SAID LOT 12; THENCE NORTHERLY ALONG THE WESTERLY LINE THEREOF, 190 FEET; THENCE EASTERLY 68.91 FEET, MORE OR LESS, TO A POINT ON A LINE 60 FEET WEST, AS MEASURED AT RIGHT ANGLES, FROM THE EASTERLY LINE OF SAID LOT AND 195 FEET NORTHERLY OF THE SOUTH LINE THEREOF; THENCE SOUTHERLY ALONG SAID LAST DESCRIBED LINE 195 FEET TO THE SOUTH LINE OF SAID LOT; THENCE WESTERLY ALONG THE SOUTH LINE OF SAID LOT, 68.87 FEET, MORE OR LESS, TO THE SOUTHWEST CORNER THEREOF AND THE POINT OF BEGINNING. SITUATE IN THE COUNTY OF KING. STATE OF. TON, G� rVEcn SEC. 22, T.23N, R.4E. TUKWILA, WA. N 15 -0.a= - - 22 \,"-NORTH QUARTER CORNER. SECTION 22, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M.. FOUND PUNCH IN COPPER PLUG, INCASED, AT THE INTERSECTION OF SOUTH 144TH STREET AND 42ND AVENUE SOUTH. I TEMPORARY ROCKED CONSTRUCTION ENTRANCE (SEE DETAIL THIS SHEET) 260 LF OF SILT FENCE S88'53'49"E 1319.29' FOUND PUNCH IN BRASS ,.LUG, IN CONCRETE, MAIL BOX .. O I INCASED, AT THE INTERSECTION OF SOUTH 144TH STREET II f AND 46TH AVENUE SOUTH UTILIZE EXISTING DRIVEWAY AS LONG SITE BENCHMARK AS POSSIBLE DURING CONSTRUCTION ELEVATlON:292.54 FEET INSTALL CATCH BASIN INSERT 20' ACCESS AND UTILITIES EASEMENT FORLOT2------_---__ _- S88'56 26 E 257.74, OLD CENTER OF STONE COLUMN ( CENTER OF STONE;COLUMN .7'E & 0.5'S (' 0.5'W & 0.6'S I ' GRAVEL DRIVE WOOD FENCE WOOD FENCE T C.D 1 %t .�. �. .{�. "1-t:�:.. n n r1.n. 0 i --- n. �s ra..c�}:KF -t -� IF , _. ------------ ------ 10' SETBACK LINE Block 3 t- �- fLu ` p,dams Home Tracts �. z mPlats, page � °f(s� 31 J I Volu.�. i 1 ai W w 128.8' 00 w ZI I Z N PROPOSED I O O I O LOT 2 z �I z I �I Lot 12I UI N I .. o I 23OLF OF SILT FENCE I Z (SEE DETAIL THIS SHEET) I� I �. 10, I - - 0.7'E & SETBACK LINE - _ - - - _. 1.9'N U)I L - - -' - — S S SETBACK TINE ' cn I —---__--I 20�I T 0.1E & WOOD FENCE S' ` S SU' A I 3.1'N w i ! WOOD CYCLONE FENCE 9.4'S S86'50'12"W 68•94' 0 O ui Lv N O O O O z N88'59'04"W 60.01' -0.6'E & WOOD FENCE FILTER FABRIC MATERIAL 2" x 4" DOUGLAS RpP� 2" x 2" x 14 GA. WWF FIR OR EQUAL PROVIDE 3/4" - 1-1/2" :a WASHED GRAVEL BACKFILL IN TRENCH AND ON BOTH + SIDES OF FILTER FENCE a • d FABRIC ON THE SURFACE d . R=25' MINIMUM 12" MINIMUM `� `d• ^^� I � •• [ PLACE AMOCO GEOTEXTILE A" 4 , I� 2002 FABRIC BENEATH ROCK Zy 8" NOTES: NOTES: PLACE 12" OF 314" - 1-1/2" WASHED ROCK OR 1. INSTALLATION: THE AREA OF THE ENTRANCE SHOULD BE CLEARED OF ALL PEA GRAVEL ON BOTH SIDES OF THE FENCE TO VEGETATION, ROOTS AND OTHER OBJECTIONABLE MATERIAL. THE GRAVEL CREATE A BEVEL SHAPE. SHALL BE PLACED TO THE SPECIFIED DIMENSIONS. ANY DRAINAGE FABRIC SHALL COVER BOTTOM of 9" x 12" TRENCH FACILITIES REQUIRED BECAUSE OF WASHING SHOULD BE CONSTRUCTED AND EXTEND BEYOND THE LIMITS OF THE GRAVEL ACCORDING TO SPECIFICATIONS IN THE PLAN. IF WASH RACKS ARE USED, IN ORDER TO MAINTAIN AN EXCESS OVERLAP OF THEY SHOULD BE INSTALLED ACCORDING TO MANUFACTURER'S 2" MINIMUM AS SHOWN. SPECIFICATIONS. 2. AGGREGATE: 4" TO 6" CRUSHED BALLAST ROCK WSDOT STANDARD OPENINGS EQUAL TO SILT FENCING SPECIFICATION 9-03.9 (1) USDA SIEVE SIZE 70 WIRE MESH BACKING 3. ENTRANCE DIMENSIONS: THE AGGREGATE LAYER MUST BE AT LEAST 6 n El El F1 INCHES THICK. IT MUST EXTEND THE FULL WIDTH OF THE VEHICULAR I INGRESS AND EGRESS AREA. THE LENGTH OF THE ENTRANCE MUST BE AT LEAST 50 FEET. ' 4. WASHING: IF CONDITIONS ON THE SITE ARE SUCH THAT MOST OF THE MUD IS NOT REMOVED FROM VEHICLE 77RES BY CONTACT WITH THE GRAVEL, THEN THE 77RES MUST BE WASHED BEFORE VEHICLES ENTER A PUBLIC 5 i ROAD. WASH WATER MUST BE CARRIED AWAY FROM THE ENTRANCE TO A i SETTLING AREA TO REMOVE SEDIMENT. A WASH RACK MAY ALSO BE USED `I -I' `• TO MAKE WASHING MORE CONVENIENT AND EFFECTIVE. F I I I I I I 5. MAINTENANCE: THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION WHICH _ _ I WILL PREVENT TRACKING OR FLOW OF MUD ONTO PUBLIC RIGHTS -OF -WAY. �v THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 2-INCH STONE, AS CONDITIONS DEMAND, AND REPAIR AND/OR CLEAN OUT OF ANY STRUCTURES Li a Li a USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED OR BURY BOTTOM OF MATERIAL TRACKED FROM VEHICLES ONTO ROADWAY OR INTO STORM DRAINS MUST BE 4'-0" TYR. IN 8" x 12" TRENCH REMOVED IMMEDIATELY. 6'-0" MAX. 1 SILT FENCE DETAIL: TEMPORAR Y CONSTR UCTION ENTRANCE NOT TO SCALE NOT TO SCALE T.E. S. C. PLAN SCALE. 1 "40'-0" �'.o,r• `.,,��`'��" i�,LL' 'WWY '��� ��' �I,. `_ �►�7i„Q�JI! �wY• ��+�Wyt �1' .,y,n ' GARAGE CONCRETE 1' TO BE r ' ! •► •,�., } 2 8'S 12.7'S N I` ; I �D LIJ I I It s Y Lot 11`; ! w I t_ Z W , Z I HOUSE 1270 SQ.FT. L, i I LO M w I o : . I PROPO SED F ;_ rn' :.:.::......:. .:.:....ST , i I i Y , © LOT- 1 -0.9'N �- - ' F 3 - q SFSETBACK LINfF _ N--- S SF 20' ` I fitSIGN 1 1 WOOD FENCE Cn - ---- - -� ' ; ® CARPORT I 0.1S :< I .1s CONCRETE WOOD FENCE I GARAGE N88'56'26"W 128.86' DRIVEWAY 0 N o 160LF OF SILT FENCE o (SEE DETAIL THIS SHEET) r. o O� V) FOUND PUNCH IN 2.5" I BRASS DISC IN 4" X 4" CONCRETE POST, INCASED, AT THE INTERSECTION OF SOUTH 146TH STREET FOUND PUNCH IN BRASS AND 42ND AVENUE SOUTH. PLUG, IN CONCRETE, HELD FOR ALIGNMENT OF INCASED, AT THE SOUTH 146TH STREET. INTERSECTION OF SOUTH 146TH STREET AND 46TH AVENUE SOUTH - - - N88'59 03"W 1318.13' UTILITY CONFLICT NOTE: CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT, BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE ® 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT J.C. MCDONNELL ENGINEERING, PC TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. May 5, 2015 W 0 20 0 20 40 1 inch = 20 ft. T.E.S.C. LEGEND 0 CBI CATCH BASIN INSERT CLEARING LIMITS SF SILT FENCE TEMPORARY CONSTRUCTION ENTRANCE J.C.McDONNELL r ENGINEE UNG9 �C :.. ........ -.x q , C1 IMir W k € j.P.O. BOX 13199, MILL CREEK, WASHINGTON TEL: (425) 74470916- . . FAX 426) 744-0' -........... r......... ........... ........................... ........... ........ ...........r............. CONSTR UCTION SEOUENCE 0 THIS CONSTRUCTION SEQUENCE lS TO BE USED AS A GUIDELINE. CONDITIONS MAY REQUIRE CHANGES IN TIMING AND SEQUENCING OF WORK. CHANGES SHALL BE DISCUSSED WITH AND APPROVED BY THE CITY AND / OR DISTRICT INSPECTORS AND PROPERTY OWNER PRIOR TO IMPLEMENTATION. 1. ARRANGE AND ATTEND PRE -CONSTRUCTION MEETING WITH CITY OF TUKWILA, VALLEY VIEW SEWER DISTICT AND WATER DISTRICT 125. 2. FLAG PROPERTY LINES AND CLEARING LIMITS AS INDICATEDON THE PLANS. J. INSTALL SILT FENCES AND CONSTRUCTION ENTRANCE PER PLAN. INSTALL CB SEDIMENT INSERTS IN ALL EXISTING CATCHBASINS NEAR THE PROJECT SITE. 4. CLEAR AND GRUB SITE. DEMOLISH AND REMOVE EXISTING STRUCTURES ON LOT 2. 5. ROUGH GRADE SITE. MONITOR AND MAINTAIN ALL EROSION CONTROL MEASURES 6. CONSTRUCT HOUSE FOUNDATIONS Z INSTALL STORM DRAINAGE SYSTEM AND CONNECT TO EXISTING SYSTEM IN 46TH AVENUE. MAINTAIN AS MUCH OF THE EXISTING DRIVE AS POSSIBLE ON LOT 1 UNTIL NEED FOR HEAVY MACHINERY ON -SITE HAS PASSED. 8. INSTALL WATER AND SEWER SERVICES. RESTORE DISTURBED AREAS ON THE SOUTH SIDE OF LOT 1. 9. REMOVE REMAINING PORTION(S) OF EXISTING DRIVEWAY ON LOT 1 ONCE NEED OF HEAVY EQUIPMENT ON -SITE HAS PASSED. PAVE NEW DRIVES ON LOTS 1 AND 2. 10. INSTALL LANDSCAPING. STABILIZE ALL DISTURBED LAND SURFACES CLEAN AND FLUSH STORM DRAINAGE SYSTEM. 11. REMOVE REMAINING TESC STRUCTURES AND MEASURES AFTER SITE HAS BEEN STABILIZED AND APPROVED BY THE CITY INSPECTOR. REV. NO. I DESCRIPTION INITIALS DATE PROJECT ENGINEER J.C. MCDONNELL 6608 216th STREET SW SUITE 306 MOUNTLAKE TERRACE WA 98043 (425) 744 0916 APPLICANTIOWNER MICHAEL & SUE SHAWGO 14437 46th AVE S TUKWILA WA 98166 (206) 369-7864 LEGAL DESCRIPTION: LOT 1: THE NORTH 75 FEET OF LOT 11. BLOCK 3, ADAMS HOME TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 11 OF PLATS, PAGE(S) 31, RECORDS OF KING COUNTY, WASHINGTON. SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. LOT 2: LOT 12, BLOCK 3, ADAMS HOME TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 11 OF PLATS, PAGE(S) 31. RECORDS OF KING COUNTY, WASHINGTON; EXCEPT THAT PORTION DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEAST CORNER OF SAID LOT 12; THENCE WEST 60 FEET; THENCE NORTH 190 FEET; THENCE EAST 60 FEET; THENCE SOUTH 190 FEET TO THE POINT OF BEGINNING: AND EXCEPT THAT PORTION DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF SAID LOT 12; THENCE NORTHERLY ALONG THE WESTERLY LINE THEREOF, 190 FEET; THENCE EASTERLY 68.91 FEET, MORE OR LESS, TO A POINT ON A LINE 60 FEET WEST, AS MEASURED AT RIGHT ANGLES, FROM THE EASTERLY LINE OF SAID LOT AND 195 FEET NORTHERLY OF THE SOUTH LINE THEREOF; THENCE SOUTHERLY ALONG SAID LAST DESCRIBED LINE 195 FEET TO THE SOUTH LINE OF SAID LOT; THENCE WESTERLY ALONG THE SOUTH LINE OF SAID LOT, 68.87 FEET, MORE OR LESS, TO THE SOUTHWEST CORNER THEREOF AND THE POINT OF BEGINNING. SITUATE IN THE COUNTY OF KING, STATE OF WASUINfON. LAND USE/ZONIN ODE cgMPLIANGE LDR APPROVED TAX ACCOUNT N .(S): FEB 0 5-ME SITE ADDRESS: 004000-0405 14437 46th AVE S BLD PERMI # City of Tukwila TUKWILA WA 98166 ._ ., E1. �_b CITY OF TUKW'ILA SmWGO RESIDENCE Novo 3 2015 A PORTION OF THE N.W. 1/4 OF THE N.E. 1/4 OF SECTION 22, T.23N., R.4E., 1RMIT CENTER TUKWILA, WASHINGTON DRAWN BY DATE REV. BY DATE PROJECT MANAGER SCALE SUB 04128114 LOU LARSEN 1 "=20'-0" DRAWING FILE NAME CHK. BY F.B. NO. JOB NO. SHT. NO. 05919-PLANSETDWG 1 05919 C2 of 3 SEC. 22, T.23N, R.4E. TUKWILA, WA. NOTES: N MAIL BOX , w CONNECT FOUNDATION FOOTING DRAINS TO CB'S #3 AND #4 <' INDEPENDANT OF DOWNSPOUT TIGHTLINES AS ELEVATIONS I ALLOW. IF ELEVATIONS DO NOT PROVIDE POSITIVE DRAINAGE TO THESE STRUCTURES, CONNECT TO CB #2. CB TYPE 1'` W/ FRAME & GRATE CB 2 (TYPE 1) E RIM =304.5 W/ FRAME & GRATE 20 0 20 40 FOOTING DRAIN 65 LF KEYSTONE IE (6") = 301.17 IE (8") = 301.00 S88'56'26"E 2f RIM =299.8 _ IE (8") = 296.8 ' - - - " "" - - ' l; £ 1 inch = 20 ft. 3.1N RETAINING WALL OLD CENTER OF STONE COLUMN CENTER OF STONE!COLUMNTE & 0.5'S (3' MAX HEIGHT) 71 LF 8" PERF. 71 LF 8" PERF. 0.5'W & 0.6'S (� WALL MUST BE MIN 0.5' ADS N-12 S=0.059, GRAVEL DRIVE YARD DRAIWENCE > FROM PROPERTY LINE `` C E Y- _ .070 ADS N 12 S 0(rnnlnlF(T Tn- WOOD FENCE STONE FENCE 4!"� 0"�� `F (/�� (,ry'� , r3••T;•l• f-;..,.rn. n. n. Saar,- ... .ro lJ. L! V V• tJ i 1.1 •' .... S86'50'12"W 68.94' 0 0 ui w d- N i.4 0 O 0 z N88'59'04"W 60.01' & WOOD FENCE 4... t k0) = JUZ.44 w n ( WOOD FENCE i YCLONE FENCE `--U.7'E & 9.4 S METER FOR SEPERATE DOMESTIC AND SPRINKLER SERVICE LINES TO RESIDENCE GRADING & UTILITIES PLAN LOT 1 EASEMENT LINE I I ram' 20' ACCESS & UTILITY EASMENT 16' DRIVEWAY ra..,,e.......a.....:..,..,A.a......................a.:.. c.. .................::::: •................::.; CROSS SECTION A -A NOT TO SCALE 4 . 4" CONCRETE (CLASS 'B') OVER 4" CRUSHED SURFACE TOP COURSE (5/8") OVER COMPACT SUBGRADE PROPERTY LINE I SCALE: 1 "40'-0" LOT 2 LOT 1 NEAREST FACE I OF STRUCTURE I PROPERTY LINE 20' BUILDING SETBACK 1 �-' 3 ■-Ir" 14' DRIVEWAY ■-II 3 ■ I 2% 3" AGGREGATE SUB -BASE UNCOMPACTED SUBGRADE AGGREGATE SUB -BASE SHALL BE " - -" CLEAN, CRUSHED GRAVEL CROSS SECTION B-B NOT TO SCALE UTILITY CONFLICT NOTE: PERMEABLE WEARING COURSE (PAVERS, ASPHALT OR CONCRETE) LEVELING COURSE (IF REQUIRED FOR PROPRIETARY PRODUCTS) CAUTION: THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT, BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS SHALL INCLUDE CALLING UTILITY LOCATE 0 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID U77LITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT J.C. MCDONNELL ENGINEERING, PC TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. May 5, 2015 18" COMPACT TO 95% DENSITY A 1. EXISTING WATER MAIN LOCA77ON IN 46TH IS APPROXIMATE BASED ON WATER DISTRICT AS-BUILTS. CONTRACTOR TO FIELD VERIFY EXACT LOCATION AND DEPTH PRIOR TO CONSTRUCTION. 2. PRESSURE AT THE WATER MAIN IS APPROXIMATELY 70-80 PSI PER WATER DISTRICT. J. EXISTING SEWER STUB SHOWN PER DISTRICT AS-BUILTS. CONTRACTOR TO FIELD VERIFY EXACT LOCATION AND DEPTH PRIOR TO CONSTRUCTION. 4. ALL PIPE SLOPE CALLOUTS ARE IN FEET / FEET. FILTER FABRIC (MIRIFI 10OX, TYP AR 3201, POLYFELT TS420 OR EQUIVALENT) 6" J / i Ia 1 1/2"-3"0 WASHED DRAIN ROCK PERFORATED PIPE 0 0.01% PERFORATED PIPE TRENCH CROSS-SECTION NOT TO SCALE Ur � J.C.McDONNELL w . ElV` GI1V` EEim PC L . :.F v,•••••••�•.•'....v D@ £•3 3.3 £�3 3�d £•3 3•d i3 3�3 ?.O. BOX 13199, MILL CREEK, WASHINGTON TFL: (425) 744 0916 n......................................... h........ .........n...................... n... ...............:......... `... ........... G ..... ••FAX• 425 744 946 TA....................:v..................,..........,........;.,................v..............._....;...._... r .. ROAD & ,STORM LEGEND EXISTING PROPOSED 17-1 CATCH BASIN (�S OS SANITARY MANHOLE O O WELL TELEPHONE PEDESTAL qL qL TELEPHONE POLE -0- POWER POLE LIGHT POLE 0 0 YARD DRAIN ® 19 WA TER METER m m WATER VALVE Pm MAILBOX E— E— UTILITY POLE ANCHOR FIRE HYDRANT CENTERLINE BSBL BUILDING SETBACK LINE FF FINISHED FLOOR FLOW — — — — — — — -102 EXISTING CONTOUR 1FO7071 PROPOSED CONTOUR SD STORM DRAINAGE SS SANITARY SEWER W WATER LINE — — PROPERTY LINE FENCE LINE EDGE OF PAVEMENT LIMITS OF CLEARING REV. NO. DESCRIPTION INITIALS DATE PROJECT ENGINEER J.c. McDONNELL 6608 216th STREET SW SUITE 306 MOUNTLAKE TERRACE WA 98043 (425) 744 0916 APPLICANT/OWNER MICHAEL & SUE SHAWGO 14437 46th AVE S TUKWILA WA 98166 (206) 369-7864 LEGAL DESCRIPTION: LOT 1: THE NORTH 75 FEET OF LOT 11, BLOCK 3, ADAMS HOME TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 11 OF PLATS, PAGE(S) 31, RECORDS OF KING COUNTY, WASHINGTON. SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. LOT 12, BLOCK 3, ADAMS HOME TRACTS, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 11 OF PLATS, PAGE(S) 31. RECORDS OF KING COUNTY, WASHINGTON; EXCEPT THAT PORTION DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEAST CORNER OF SAID LOT 12; THENCE WEST 60 FEET; THENCE NORTH 190 FEET; THENCE EAST 60 FEET, THENCE SOUTH 190 FEET TO THE POINT OF BEGINNING; AND EXCEPT THAT PORTION DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF SAID LOT 12; THENCE NORTHERLY ALONG THE WESTERLY LINE THEREOF, 190 FEET; THENCE EASTERLY 68.91 FEET, MORE OR LESS, TO A POINT ON A LINE 60 FEET WEST, AS MEASURED AT RIGHT ANGLES, FROM THE EASTERLY LINE OF SAID LOT AND 195 FEET NORTHERLY OF THE SOUTH LINE THEREOF; THENCE SOUTHERLY ALONG SAID LAST DESCRIBED LINE 195 FEET TO THE SOUTH LINE OF SAID LOT; THENCE WESTERLY ALONG THE SOUTH LINE OF SAID LOT, 68.87 FEET, MORE OR LESS, TO THE SOUTHWEST CORNER THEREOF AND THE POINT OF BEGINNING. SITUATE IN THE COUNTY OF KING, STATE OF WASHINGTON. LAND USE/ZONII G:REVIEVVE 4e LDR TAX ACCOUNT 004000-0405 j� BLD PERM GR,) E GQMPL'A DEB 0 5 2016 Of .rU Wila SITE ADDRESS: 14437 46th AVE S TUKWILA WA 98166 1R.E:Ci_:iVE0 SHAWGO RESIDENCE NOV 01. 3 2015 A PORTION OF THE N.W. 1/4 OF THE N.ERERMIT CENTER 1/4 OF SECTION 22, T.23N., R.4E., W.M. TUKWILA, WASHINGTON DRAWN BY DATE REV. BY DATE PROJECT MANAGER SCALE SMB 04128114 LOU LARSEN 1 "=20'-0" DRAWING FILE NAME CHK. BY F.B. N0. JOB NO. SHT. NO. 05919�LANSEfDWG 05919 C3 of 3