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Permit D13-256 - TRITEC HOMES - NEW SINGLE FAMILY RESIDENCE
TRITEC HOMES 14419 48 PL S D13-256 City ofill'ukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206.431-3670 Inspection Request Line: 206-431-2451 Web site: http://www.TukwilaWA.gov COMBINATION PERMIT - NEW SINGLE FAMILY Parcel No.: 0040000512 Address: 14419 48 PL S TUKW Project Name: TRITEC HOMES INC Permit Number: D13-256 Issue Date: 10/16/2013 Permit Expires On: 04/14/2014 Owner: Name: TRITEC HOMES INC Address: PO BOX 951 , PUYALLUP, WA 98390 Contact Person: Name: ANDREW GOBLE Address: PO BOX 951 , SUMNER, WA 98390 Email: ANDREW@TRITECHOMES.COM Phone: 206-383-3705 Contractor: Name: TRITEC HOMES INC Phone: 253-863-7708 Address: PO BOX 951 , SUMNER, WA 98390 Contractor License No: TRITEHI983D2 Expiration Date: 03/22/2014 Lender: Name: SELF FUNDED - TRITEC HOMES Address: PO BOX 951 , SUMNER, WA 98390 DESCRIPTION OF WORK: CONSTRUCT NEW 2501 SQ FT SINGLE FAMILY RESIDENCE WITH 630 SQ FT ATTACHED GARAGE & 165 SQ FT COVERED DECK ON LOT 1 OF TUKWILA SHORT PLAT L01-046 AKA PUGET SOUND INVESTMENT SHORT PLAT. PROJECT ON VALLEY VIEW SEWER AND WD# 125 WATER. Public Works ACTIVITIES INCLUDE ACCESS DRWY, EROSION CONTROL, STORM DRAINAGE. Value of Construction: $323,895.93 Fees Collected: $9,884.62 Type of Fire Protection: International Residential Code Edition: 2012 Type of Construction: Occupancy per IBC: 22 Electrical Service Provided by: SEATTLE CITY LIGHT ***continued on next page*** .J..... IO/, CC -7/4 /I n,'i_)ga Printari• 1(1-1R-2011 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signature: I hereby certify that I have read an governing this work will be compli N N Y Y N Number: 0 Size (Inches): 0 Start Time: Volumes: Cut 150 c.y. End Time: Fill 50 c.y. Start Time: End Time: Private: Profit: N Private: The granting of this permit does not pr construction or the performance of work to this permit. Signature: Print Name: Public: Non -Profit: N Public: Date: foliu k ned this permit and know the same to be true and correct. All provisions of law and ordinances whether specified herein or not. me to give authority to violate or cancel the provisions of any other state or local laws regulating . I am authorized to sign and obtain this development permit and agree to the conditions attached ti,AvA0 (A --ca&A„ec, ‘17enz. Date: 7/1bJ2a3 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: ***BUILDING DEPARTMENT CONDITIONS*** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 4: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 5: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 6: All wood to remain in placed concrete shall be treated wood. 7: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 8: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical. dimension. A minimum distance of 4 -inches shall be maintained above the controls with the strapping. doc: IBC-SF7/10 D13-256 Printed: 10-16-2013 9: All electrical work shall be inspected and asroved under a separate permit issued by thy of Tukwila Building Department (206-431-3670). 10: 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. 11: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 12: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 13: 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. 14: 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. 15: 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. 16: 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. 17: 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. 18: 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. 19: 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. 20: ***FIRE DEPARTMENT CONDITIONS*** 21: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 22: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2327) 23: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2327). 24: For short plat development (four single family homes or less), hydrants shall be placed so that a hydrant is within 250 feet of a building. Distance from a hydrant to a building is measured along the path of vehicular travel. (City Ordinance #2052) 25: Fire hydrants shall conform to American Water Works Association specifications C-502-54; it shall be compression type, equipped with two 2-1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1-1/4" Pentagon open -lift operating nut. (City Ordinance #2052) 26: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. 27: Maximum grade for all projects is 15%. 28: 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) 29: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) J. ion er-7/.a n11_1AR Printed• 10-1A-2013 30: Any overlooked hazardous condition ancon such condition or violation. 31: These plans were reviewed by Inspector 511. (206)575-4407. 'olation of the adopted Fire or Building Codoes not imply approval of If you have any questions, please call Tukwila Fire Prevention Bureau at 32: ***PUBLIC WORKS DEPARTMENT CONDITIONS*** 33: Minimum 48 hours in advance applicant shall call Public Works at 206 433-0179 to schedule a mandatory pre -construction meeting with Public Works Inspector. The applicant must notify the City Project 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. Applicant shall obtain water meter/service permit from WD#125; home needs to have a faire sprinkler system installed and sanitary sewer permit from Valley View Sewer District. 34: Contractor shall notify Public Works Project Inspector at (206)433-0179 of commencement and completion of work at least 24 hours in advance. 35: Work affecting traffic flows shall be closely coordinated with the City Project Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 36: 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. 37: Any material spilled onto any street shall be cleaned up immediately. 38: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off-site or into existing drainage facilities. 39: From October 1 through April 30, cover any slopes and stockpiles that are 3H: IV or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 40: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 41: 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. 42: It is strongly recommended that storm drainage designs be certified by a licensed engineer. Otherwise, the owner assumes liability for the design and any subsequent related damages. Per item #8 of applicant's response to Public Works Department Comments submitted as revision on September 20, 2013, Mr.Adrew Goble, of Tritect Homes stated that Tritec Homes accepts liability for storm drainage design and damages. 43: Per final plat condition the Geotechnical Engineer is to observe the implementation of the house development plans. Field reports are to be submitted to the City to include: a) temporary erosion control and temporary excavations, b) implementations of footings, foundations, retaining walls, driveway placement and associated drainage system and placement of backfill. Geotechnical firm, Robins Noble, Inc., phone number 425.488-0599 is to provide a certification that the work has been accomplished in accordance with the geotechnical recommendations. This shall be done prior to Public Works final permit sign -off. doc: IBC-SF7/10 D13-256 Printed: 10-16-2013 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TulcwilaWA.gov Combination Permit No. Project No.: Date Application Accepted: g — L - Date Application Expires: (For office use only) COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION Site Address: 14419 48th PI S Tukwila, WA 98168 King Co Assessor's Tax No.: 0040000512 Lot #1 Short Plat L01-046 PROPERTY OWNER Name: Andrew Goble Address: PO Box 951 Name: Tritec Homes, Inc: Phone: (206) 383-3705 Fax: (253) 863-7708 Email: andrew@tritechomes.com Address: PO Box 951 State: v4 City: Gig Harbor State: WA City: Sumner State: WA Zip: 98390 CONTACT PERSON — person receiving all project communication Name: Andrew Goble Address: PO Box 951 City: Sumner State: WA Zip: 98390 Phone: (206) 383-3705 Fax: (253) 863-7708 Email: andrew@tritechomes.com GENERAL CONTRACTOR INFORMATION Company Name: Tritec Homes, Inc. Address: PO Box 951 City: Sumner State: WA Zip: 98390 Phone: (206) 383-3705 Fax: (253) 863-7708 Contr Reg No.: TRITEHI983D2 Exp Date: 03/22/2014 Tukwila Business License No.: BUS -0993306 ARCHITECT OF RECORD Name: sell c W' l rjdteC 0-'4, M. Company Name: Hodge Engineering Company Name: Engineer Name: John Hodge City: Sbth -€.. Architect Name: State: v4 City: Gig Harbor State: WA Address: Phone: (253) 857-7055 Fax: (253) 857-7599 City: State: Zip: Phone: Fax: Email: ENGINEER OF RECORD Name: sell c W' l rjdteC 0-'4, M. Company Name: Hodge Engineering -0CS 74 I Engineer Name: John Hodge City: Sbth -€.. Address: 2601 Jahn Ave NW#A1 State: v4 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 19.27.0-95) Name: sell c W' l rjdteC 0-'4, M. Address: M -0CS 74 I City: Sbth -€.. State: v4 Zip903Z" e� H:\Applicationaorms-Applications On Line\20I I Applications\Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 141,325.51 Scope of work (please provide detailed information): Construct New Single Family Residence DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 126 Ist floor 1,210 rd floor 1,165 Garage FI carport ■ 630 Deck — covered !I uncovered ■ 165 Total square footage 3,296 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 $ 6,375.00 fuel type: ❑ electric ® gas 1 furnace <100k btu 1 appliance vent 5 ventilation fan connected to single duct 1 thermostat 1 wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 6,909.00 2 bathtub (or bath/shower combo) bidet 1 clothes washer 1 dishwasher floor drain 1 shower 4lavatory (bathroom sink) 1 sink 3 water closet water heater (gas) lawn sprinkler system 4 gas piping outlets 1 H:\Applications\Forms-Applications On Line \20I I Applications\Combination Permit Application Revised 8-9-I I.docx Revised: August 2011 bh Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila ®...Water District #I25 VI ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila 0 ...Sewer use certificate ❑ .. Highline ®...Valley View ❑ .. Renton VI...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: 0 .. On-site septic system — for on-site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ...Civil Plans (Maximum Paper Size — 22" X 34") 0 ...Technical Information Report (Storm Drainage) ®.. Geotechnical Report ❑...Hold Harmless — (SAO) ❑ ...Bond 0 .. Insurance 0 .. Easement(s) 0 .. Maintenance Agreement(s) ❑...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 ...Right -Of -Way Use - Potential disturbance 0 .. Construction/Excavation/Fill - Right -of -Way... 0 -or- Non Right -of -Way.. 0 ❑ ...Total Cut Cubic Yards •❑ .. Work In Flood Zone ❑ ...Total Fill Cubic Yards 0 .. Storm Drainage ❑ ...Sanitary Side Sewer 0 .. Abandon Septic Tank ❑ .. Trench Excavation 0 ...Cap or Remove Utilities 0 .. Curb Cut 0 .. Utility Undergrounding 0 ...Frontage Improvements 0 .. Pavement Cut 0 .. Backflow Prevention - Fire Protection _ ❑ ...Traffic Control 0 .. Looped Fire Line Irrigation 0 ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size " WO # ❑ ...Deduct Water Meter Size Domestic Water If If ❑ ...Temporary Water Meter Size " WO # ❑ ...Sewer Main Extension Public ❑ - or - Private D ❑...Water Main Extension Public 0 - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) 0 ...water 0 ...sewer 0 ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H:\ApplicationsWorms-Applications On Line \2011 Applications\Combination Permit Application Revised 8-9-I l.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN THIS APPLICATION — Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER ORAU1 E ORIZED AGENT: Signature: 4 Date: f 14201 Print Name: Andrew Goble Secretary, Tritec Homes, Inc. Day Telephone: (206) 383-3705 Mailing Address: PO Box 951 Sumner WA 98390 City State Zip H:\Applications\Forms-Applications On Line\201 I Applications\Combination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh Page 4 of 4 •BULLETIN A2 • TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME (vittI-L s -f a LA 3 PERMIT # OI3 - 40 If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. 30, g 1,sm"16e0 .00 - $250 (1) 6-0.00 C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $ S0.00 5. Enter total excavation volume Enter total fill volume ;CO cubic yards se) cubic yards Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001— 10,000 $49.25 10,001 — 100,000 $49.25 for 15' 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 151 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees (4) $ 3 3' ex) (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 334(00 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 03.27.13 RECEIVED CITY OF TUKWILA AUG 062013 PERMIT CENTER BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* 4- * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) B. Allentown Sewer (Ordinance 1777) C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) E Allentown/Foster Pt Sewer (Ord 2177) F. Special Connection (TMC Title 14) G. Duwamish H. Transportation Mitigation I. Other Fees $ 0- .0- $ 0' $ ,-- $ '$ -0. $ $ Total A through I $ (9) (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10) $ CO, CO ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2013 -12.31.2013 Total Fee 0.75 $625 $6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 03.27.13 Temporary Meter $300 $1,500 0.75" 2.5" 3 RECEIVED CITY OF TUKWILA AUG 0 6 2013 PERMIT CENTER City ofukwilar • Department of Community Development 6300 Southcenter Boulevard, Suite 11100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: hut, /Avwwci Iukwilawa.us SET RECEIPT RECEIPT NO: R13-02890 Initials: WER User ID: 1655 Payee: ANDREW S GOBLE Payment Date: 10/16/2013 Total Payment: 7,664.48 SET ID: 1016 SET NAME: TRITEC HOMES SET TRANSACTIONS: Set Member Amount C13-015 D13-256 TOTAL: 300.00 7,364.48 TRANSACTION LIST: Type Method Description Amount Payment Credit C VISA ACCOUNT ITEM LIST: Description TOTAL: Account Code 7,664.48 7,664.48 Current Pmts BUILDING - RES FIRE IMPACT FEES MECHANICAL - RES PARK IMPACT FEES PLAN/DEV CONTRIBUTIONS PLUMBING - RES PW LAND ALT PERMIT FEE PW LAND ALT PLAN REVIEW PW PERMIT/INSPECTION FEE STATE BUILDING SURCHARGE TRAFFIC CONCURRENCY 000.322.100 3,415.60 90830402.5000.53 922.00 000.322.102.00.0 189.00 90510403.5000.53 1,426.00 104.367.120.00.0 1,013.88 000.322.103.00.0 252.00 000.342.400 54.50 000.345.830 37.00 000.342.400 50.00 640.237.114 4.50 104.367.121.00 300.00 TOTAL: 7,664.48 • • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov Parcel No.: 0040000512 Address: 14419 48 PL S TUKW Suite No: Applicant: TRITEC HOMES INC RECEIPT Permit Number: D13-256 Status: ISSUED Applied Date: 08/06/2013 Issue Date: 10/16/2013 Receipt No.: R13-02891 Initials: JEM User ID: 1165 Payment Amount: $35.00 Payment Date: 10/16/2013 12:08 PM Balance: $0.00 Payee: ANDREW GOBLE, TRITEC HOMES INC TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 143529 ACCOUNT ITEM LIST: Description 35.00 Account Code Current Pmts FILING & RECORDING FEES 000.341.200.00.00 35.00 Total: $35.00 a..,.. o....,.�..� na Printari 1(1-1 R -7n1 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov Parcel No.: 0040000512 Address: 14419 48 PL S TUKW Suite No: Applicant: TRITEC HOMES RECEIPT Permit Number: D13-256 Status: PENDING Applied Date: 08/06/2013 Issue Date: Receipt No.: R13-02298 Initials: User ID: WER 1655 Payment Amount: $2,520.14 Payment Date: 08/06/2013 09:11 AM Balance: $3,911.10 Payee: ANDREW GOBLE TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 124393 ACCOUNT ITEM LIST: Description 2,520.14 Account Code Current Pmts PLAN CHECK - RES PW BASE APPLICATION FEE PW PLAN REVIEW 000.345.830 000.322.100 000.345.830 Total: $2,520.14 2,220.14 250.00 50.00 rine• Racaint-116 Printed: 08-06-2013 INSPECTION RECORD Retain a copy with permit INSPECTION NO. br3-25.6, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.,#100, Tukwila.. WA 98188 (206) 431-3670 Permit Inspection Request Line (206).431-245.1 Projec��. ; ,.,:� Type 9spection: Addre s: ptsDate Called: Special Instructions:. 3 Date Wanted —j •---, t. p.m. Requester: . . Phone No: l_b/o l a(:, Approved per applicable codes.. Corrections required prior to approval. COMMENTS: f r t?t-11114-1 arc r-d4Axiy PPA/et r Date: (REINSPECTION FEE REQUIRED: Pritr to next inspection. fee must be. tea .d at 6300 Southcenter Blvd., Suite 100. Callto schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Projec ' Type of Inspection: (22 — FRCitAJ -- � : T�� (LeL(Ci `t 0 p L 1:TtST tiiIv1 ahc1 Special Instructions: Date�W�nted: c9 / a.m: Requester. - 1 J P i©10i SPil....;S,N; _6 G & ...5 S ©Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: 0 AS l-l'tuA1^^ilpPio,;o0 .� �1\,,,,,k1.-31\4( ` (1- pp i 0..k..c 9 KIP 0 Li im ( r At 41 ` 1- U D laaP 4 Z 2 C'e, itr 0,1StcL - AQrWt47.o :, s t=- t ou✓-+ .JsszAk -. , Insp= tor: 1 c-1, ,. )cam. Date: N_S !,/ fl REINSPECTION FEE 'SQUIRED: Prior to next inspection, fee must be p ld at 6300 Southce ter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain 'a copy with permit. INSPECTIO NO. - PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206)431-367 Permit Inspection Request Line (206) 431=2451 . . Project_Type l "`ti of Inspection: vV I ' , ''v(- Addre s �� Date Called: Special. Instructions: - Date Wanted: +m. Requester,:,_ . Phone No. 253-�(�' ISII Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date: Inspe tor: . a I { REINSPECTION FEE REQUIRE rior to next inspection, fee must be 1Rpaid at 6300 SouthcenterBlvd.. Suite 100. Call, to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Projoecct::1 -c l It \ 1 TYPe of,Iris l�c� 1 �l�.j (� -�-�1 1-f( Y ``f Deo k4_ As;A,I-ze0►SE Addreq: Lf lct L(6 e L, Date Called: Special Instructions: Date ante 4 atm! P.m. Requester: Phone 3 666, 51 g ©Approved per applicable codes. Corrections required prior to approval. COMMENTS: C1\ 1-05u LA-F,c>t-) -ilit/A-1141 02.' ;-- R. (arid s j - Ap p i t VIA , ,j1(<-, -cv e—� Deo k4_ As;A,I-ze0►SE INSPECTION FEE RElUIRED. Prior to next inspection, fee must be paid at 6300 SouthcenterJBlvd., Suite 100. Call to schedule reinspection. dJ 7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Projei Type -of inspection: eti nn� Cl.. 3 /3 /be r4 - Lf" . nA„J;:7a ( Dirk f L/ Eddie' ✓/ o- - c5 7' A i <-7,15 6 - A/C T de Hnio/F le t o S AddressLI �) lCj u v T(� DatenCalle�� IA A -K30:4 I Kai �1 -1 i1 Special Instructions: DateWanted; , r_ / Requester:(�I Phone No: Approved per applicable codes. Corrections required prior to approval. OMMENTS: p, p , A. me_rotiEA At 161017/1r -row .__,I 4-repteRev_.( ji0Aio.L.10 3 /3 /be r4 - Lf" . nA„J;:7a ( Dirk f L/ Eddie' ✓/ o- - c5 7' A i <-7,15 6 - A/C T de Hnio/F le _10,6 0 if Sh'q/.. /-%ptiV J 0 K 70 JJSz/C A`7�_ CO C LA Z. /'ICS — 4 P A✓a, op, Die- NSPECTION FEE RE4 !RED. Par next inspection,fee must be aid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION NO. V D> INSPECTION RECORD Retain a copy with perrriit.D) 3-256 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Projgrt,, _ 1 1 i E O. Type of Inspection: R i' i 61'&. Address: 1 Lei i-1 l y C.S Dae Called: t i b, .......L.,6,0? -i -- Special Instructions: Date Wanted: - 1 Z , 13 p.m. Requester: Phone ID: 2 -"3--7.Z 1.2GO t_J Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: m fife Co i ' . `EJ vs`r. A ,Q 9 ✓u✓ed Date: n l E4NSPECTION FEE REQIRED. Prior to next inspection, fee must be arc! at 6300 Southcenter Blvd:, Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 011)-4=1:P1 Project: i k t PCS Type of Inspection: R(X% f S Ar , it i S Address: LCL( lc, y g Ac. S Date Called: .---, Special Instructions: Wanted: Date d: I (S. /.."- � Requester: - Phone No: ..."J?j —22) - X S - 7 aApproved per applicable codes. !�J Corrections required prior to approval; COMMENTS: (n - Q ..... t s t 4 S \- uv/ 2,41c�`ft 1 l .) Pe v n1 /3"-•..J Ins Etor: EINSPECTION FEE REQUI ED. Prior to ne Date: xt inspection, fee must be "paid at 6300 Southcenter Blvd.; Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. z • CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 D 3 -25/ Project:,Type -Te:TEL- ms, %&E5 of Inspection: u Ji.D Ig.rFts-J /- Address: Address:1,.. -11%. n� Date Called: Special Instructions: Date Wanted: t Z a.m C : (� r p.m. 0 Requester: Phone No: ' 2., Ir 24 0 Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: L 6J -a Ins ector: Date:. -(v/j�+ I Jr' t F n REINSPECTION FEE REQUIRED. Prior to _next inspection, fee must. be - paid at 6300 Southcenter"Blvd.. Suite 100: Call to schedule reinspection. INSPEQTION NO. 1/ INSPECTION RECORD Retain alcopy with permit 6/3-25 PERMIT NO. CITY OF T.UKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Project —rR, IEC Type of Inspection: j '3144 _ /tisu/. Address: (` 141 i F�5 Date Called: — Special Instructions: Date Want d: 1Z.;/(f/g d'm.. p.m. Requester: Phone No: Nkpproved per applicable codes. Corrections required prior to approval. COMMENTS: n s putt SPECTION FEE REQJIRED. rior to next inspection, fee must be aid at 6300 SouthcenterBlvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a.copy with permit INSPECT! N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 Projec. - i tT t -FP Type of Inspection: �a0r rove bv4, /,‘„, Address: . ILLliC1 L�6 L Date Called:. Special Instructions: —2.13 Yr? Date Wanted: _ / m. am. Requester: Phone. No: 0166-3S3--1/ 0 pproved per applicable codes. �J Corrections required prior to approval. COMMENTS: Date: spec •r; c)\,...) a (I -? NSPECTION FEE REQ RED. Prior to rrxt inspection. fee must be id at 6300 Southcenter BI -•.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit at 3 -2510 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd:, #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 P_ t: ,,�._�--� f , (F�- .AA Es Type of Inspection: -f 0,i A O�, p Al Address:p� Date C fled. Special Instructions: 7,.. Date Wanted: I r l a.m. rRequester: Phone No: Approved per applicable codes. t�J Corrections required prior to approval. COMMENTS: Insp¢ctor: Date: f (41_, ( J REINSPECTION FEE R QUI ' ED. -Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule, reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 981882(06) 431=367 Permit Inspection Request Line (206) 431-2451 Pr 'ecr O 2 Typelnspec on: Address:.t (44 (1 4 TPL Date Called: Special Instr ctions: ,..., Date Wanted: I' ---� 3 -(3 p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS::::. pik• Inspec or: Date: U 3 ' I 1 REINSPECTION FEE RE P UI - Pr or to next inspection, fee must be paid at 6300 Southcenter"Blvd., Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit /2/3-sLp /3- S— c I$— PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: •i -rtz 1- t-�e. - 7.- kk, /r 3 Type of Inspection: S (' F N Address: / L A ? 1 Suite #: y/ t-^ P/ S Contact Person: Special Instructions: Occupancy Type: Phone No.: . I Approved per applicable codes. Corrections required prior to approval. COMMENTS: 5 r c9k Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: �/p(,L 5 a----- Date: 1�/i/ / Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit .267,0 /3-5- -zls" PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206-575-4407 Project: "%-,Q/TbZ / 7;e//4.v,4 3 Type ff Inspection: `u — ,4&,e7/ — .5%L a)+/' Address: Suite #: /v4/9 Y /25, Con act Person: Special Instructions: Occupancy Type: Phone No.: Approved per applicable codes. COMMENTS: Corrections required prior to approval. clrb /0.'00 �`� a '- G / Yo o 04- -/-b Cove, rNAI-64 fecss Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector /�j Date: �� �y Hrs.: • $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word/Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 ROBINSON"' NOBLE 17625 130th Avenue NE, Suite 102 Woodinville, Washington 98072 Phone: 425-488-0599 Location: Tukwila Report #: 1 Fax: 425-488-2330 www.robinson-noble.com Weather: Sunny Page: 1 of 1 Purpose of Visit: Excavation for Foundation Const. By: DPL FIELD REPORT Project: 14419 48th Place South File No.: 2541-021A Permit No. D13-256 Owner: Tritec Homes Date: 2013-11-06 We visited the site at the request of the owner to observe an excavation for construction of the foundation for a new single family residence. The excavation is near completion in the central portion of the lot and is excavated into the side of a gently sloping hill. The excavation steps down towards • the east with bench cuts to provide a stable excavation. The 3 to 4 steps range from 1 to 4 feet in height to provide that new foundation will be keyed into the dense native soils. The soils observed in this excavation are dense glacially consolidated silty sand with gravel. There was no groundwater seepage observed. We probed the exposed subgrade with a ' inch diameter steel T -bar and found that we could penetrate the exposed soils no more than 1 to 2 inches. Based on our observations of the soils exposed today, it is our opinion that the excavation for the new foundation construction has exposed soils that are suitable for the designed bearing capacity of 1500 psf. With the potential for wet weather conditions, the foundation soils should be protected from disturbance prior to the concrete being poured. The site has erosion control measures in place. Silt fences have been installed along the perimeter, and the soil stockpile has been covered. We would suggest providing protection of the recent cut slopes for the foundation excavation. This would be considered a short term protection until the foundation walls can be backfilled. Attachment: Signed Distribution: ILO' 11 AN WEST, A DISTANCE O80' FEET) TO A..: - VRRSE CURF' X VATURE TO THE LEFT HAVING A., : • OF 38.50 FEET; • CE'"ALONG SAID CURVE THftQUGH A CENTRAL.A'IGLE 0' 418'59" AN ARC DISTANCE OF 29.78%F€€.T-(CHORD BEARING NORTH 54'32'22" WEST A DISTANCE OF 29.04 FEET) TO POINT OF REVERSE CURVATURE TO THE RIGHT HAVING A --. RADIUS OF 47.00 FEET; THENCE ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF:▪ ".. • F Ll7,'4 I v, , \L I' V.. vim.. • .. _ 273'18'29" AN ARC DISTANCE OF 224.20 FEET (CHORD BEARING NORTH 59'57'23" EAST A DISTANCE OF 64.52 FEET) TO A POINT OF REVERSE CURVATURE TO THE LEFT HAVING A RADIUS OF 38.50 FEET; THENCE ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF 55'36'59" AN ARC DISTANCE OF 37.37 FEET (CHORD BEARING :R-ADIUS OF 130.00 FEET; THENCE ALONE CURVE. -.THROUGH A CENTRAL ANGLE OF 13'35'24'•` AN ARC::DISTANCE• OF 30.83 FEET (CHORD BEARING SOU TM= •3910'35':: 'EAST A (DISTANCE OF -30.76. :F.EET) TO A POINT OF REVFf�SE CURVIS•TURE TO'"'THE RIGHT HAVING A RAQIUS OF 25:00 FEET; .••• THENCE .AL.OTIG SAID C 1RVE:`THOUGH A CENTRAL ANGLE• OF 47'21'20" AN ARC Dp4TAI E OF 2.0.9.0. -FEET.• EA CHORD BRING �-- :• •SOUTH 22'17'37". :EAST A' DISTANC•OF 20.08.=EEET); • YF EEt SOl1TH ` 1' 23"03 WEST A : ISTANCE OF 0:42::.CET TC"' THE Sbl'J1H UNE OF THE ABOVE: -.DESCRIBED PROPERTY; THENCE ALONG SAID SQUTH LINE. SOUTH:.87'53'09" EAST DISTANCE OF 10.00 FEET TO THE "'RUE- POINT OF BEGINNING AND THE END OF THIS 'DESCRIPTION. • GEOTECHNICAL NOTE " THE DEVELOPER SHALL COMPLY WITH GEOTECHNICAL REPORT PREPARED BY SOIL & ENVIRONMENTAL ENGINEERS, SNC. DATED AUGUST 3, 2000 AND SUBSEQUENT GEOTECHNICAL REPORTS.• APPLICANT IS TO INCLUDE, AS PART OF THEIR SINGLE FAMILY PERMIT APPLICATION, A LETTER FROM THEIR GEOTEc -tNICAL ENGINEER THAT CERTIFIES ON A LOT BY LOT BASIS THAT THE HOME ROOF DRAINAGE, FOOTING AND FOUNDATION DESIGN•' •''" INCLUDING FOOTING/FOUNDATION DRAINAGE SYSTEM ADDRESSES AND FULFILLS THEIR GEOTECHNICAL RECOMMENDATIONS. DURING HOME CONSTRUCTION, THE GEOTECHNICAL ENGINEER IS TO OBSERVE THE IMPLEMENTATION OF THE HOUSE DEVELOPMENT PLANS. FIELD REPORTS ARE TO BE SUBMITTED TO THE CITY AND TO INCLUDE: A) TEMPORARY EROSION CONTROL AND TEMPORARY EXCAVATIONS, B) IMPLEMENTATIONS OF FOOTINGS, FOUNDATIONS, RETAINING WALLS, DRIVEWAY PLACEMENT AND ASSOCIATED DRAINAGE SYSTEM AND PLACEMENT OF BACKFILL. THE GEOTECHNICAL ENGINEER IS TO PROVIDE CERTIFICATION ON A LOT BY LOT BASIS THAT THE WORK HAS BEEN ACCOMPLISHED IN ACCORDANCE WITH THE GEOTECHNICAL RECOMMENDATIONS. EACH OWNER IN ITS PURCHASE OF A LOT, HEREBY ACKNOWLEDGES THAT THE PUGET SOUND INVESTMENT GROUP SHORT PLAT AS APPROVED BY THE CITY OF TUKWILA, CONTAINS AREAS CONSISTING OF STEEP SLOPES. EACH OWNER HEREBY RELEASES THE CITY OF TUKWILA AND ITS OFFICERS, AGENTS AND EMPLOYEES FROM ALL CLAIMS, ACTIONS, CAUSES OF ACTION, COSTS, ATTORNEY'S AND EXPERTS FEES OR PROPERTY DAMAGE ARISING FROM THE PRESENCE OF STEEP SLOPES WITHIN THE PLAT; PROVIDED, THAT THIS RELEASE SHALL NOT APPLY TO CLAIMS, ACTIONS, CAUSES OF ACTION, COSTS, ATTORNEY'S AND EXPERTS FEES AND PROPERTY DAMAGE RESULTING FROM THE SOLE OR CONTRIBUTORY NEGLIGENCE OF THE CITY OF TUKWILA, ITS OFFICERS, AGENTS AND EMPLOYEES. • • ARCEL 5 V2' 6,902 S.F. 126.42' 126.4'(R1) N87'5, PARC FOUND BAR WITH ILLI .CAP IN .CQN CRETE .'.'FENCE. POST. -FOOTING CURVE: TABLE.: . CURVE LENGTH • : RADIU$.: DELTA ' ` `'''O1+ 28.9.x' 35.06' 47'21'2Q': . C2 45.46' 55;00' 47'21''20" '= C3 61:99' .75.00' 4.7-#21'20" C4 ::9.73' . :'80.00' :b6'57'55" • •E.. •: 28.372' 100.00'_:.16'15'28". C6 28.0' 120.03' 13'35'24=' C7 29.78'''•'. ,8:50' 44'18'.5J" 08 37.37' 38:50' 55'36'59" C9 32.71' 47.00' 39'8.•21.52" _ C10 46.74' 47.00' 56'58'7!'• C11 20.00' 47.00' 24'22'52" C12 124.74' 47.00' 152'04'08" 481 $OUTF TO: TI - K REC T • LIN L' L. L: DWN. BY JME CHKD. BY JTN Prescriptive Energy Code Compliance for All Climate Zones in Washington Project Information Contact Information 48th P This project will use the requirements of the Prescriptive Path below and incorporate the r" 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 "Qat lift 'D to All Climate Zones Efficient Building Envelope la R -Valued U -Factor' Fenestration U -Factor° n/a 0.30 Skylight U -Factor n/a 0.50 Glazed Fenestration SHGC° e n/a n/a Ceiling 49' 0.026 Wood Frame Wallg'K'' 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. Zct3 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 9 2013 City of Tukwila BUILDING DIVISION 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. 02. 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. Table R406.2 Summary Option Description Credit(s la Efficient Building Envelope la 0.5 lb Efficient Building Envelope lb 1.0 lc Efficient Building Envelope lc 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 Total Credits *Please refer to Table R406.2 for complete option descriptions http://www.enerey.wsu.edu/Documents/2012%20Res%20Energv.pdf El 0 El *1200 kwh 0.5 1.0 0.0 1.50 RECEIVED CITY OF TUKWILA AUG 062013 PERMIT CENTER Table R402.1.1 Footnotes For SI: 1 foot .= 304.8 mm, ci .= continuous insulation, int .= intermediate framing. a R'values are minimums. U -factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R -value of the insulation from Appendix Table A101.4 shall not be less than the R -value specified in the table. 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. `"10/15/21.+TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21.+TB" shall be permitted to be met with R-13 cavity insulation on the interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10/13" means R-10 continuous insulation on the interior or exterior of the home or R- 13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. a R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. Basement wall insulation is not required in warm -humid locations as defined by Figure R301.1 and Table R301.1. g 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. 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. Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Table R402.1.3 Footnote a Nonfenestration U -factors shall be obtained from measurement, calculation or an approved source or as specified in Section R402.1.3. RECEIVED CITY OF TUKWILA AUG 062013 PERMIT CENTER ' Glazing Schedule Project Information 14419 48th PI S Tukwila, WA 98168 Lot #1 Short Plat L01-046 Vertical Glazing (Windows and glazed doors) Plan Component ID Description Glazing Ref. U -factor LQ izQ iDv Contact Information Andrew Goble Tritec Homes PO Box 951 Sumner, WA 98390 (206)383-3705 R402.3.3 Exception (15 sq. ft. max.) Width Height Qt. Feet Inch Feet Inch 6 2 2 4 5 4 2 4 5 3 4 4 1 6 4 1 3 1 1 2 3 1 5 5 1 6 6 10 1 3 6 8 b325' Glazing Area UA Windows 7.20 0.30 80.0 Windows 0.30 12.00 Windows 48.0 0.30 Windows 7.20 0.30 3.0 Windows 0.30 1.80 Windows 25.0 0.30 Windows 12.30 0.30 20.0 Windows 0.30 0.00 Sliding Glass Door 0.0 0.30 Front Door 0.00 0.30 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 FOR 0.00 REVIEWED ompuANcE 0.0 ..j7► -c r"; QQmR0.00 APPRovF j(;[ 09 2013 City of TUkWllB BUILDING DIvIS%ON R402.3.3 Exception (15 sq. ft. max.) Width Height Qt. Feet Inch Feet Inch 6 2 2 4 5 4 2 4 5 3 4 4 1 6 4 1 3 1 1 2 3 1 5 5 1 6 6 10 1 3 6 8 b325' Glazing Area UA CDTY OF TUK'CiVILA AUG 0 6 2013 24.0 7.20 80.0 24.00 40.0 12.00 48.0 14.40 24.0 7.20 3.0 0.90 6.0 1.80 25.0 7.50 41.0 12.30 20.0 6.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 Fr QQmR0.00 CDTY OF TUK'CiVILA AUG 0 6 2013 Sum of Area and UA Area Weighted U = UA/Area 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0 0.00 0.0, 0.00 311.0 93.30 0.30 RECEIVED CITY OF TUKWILA AUG 0 6 2013 PERMIT CENTER Simple Heating System Size: Washington State This heating system sizing calculator is based on the Prescriptive Requirements of the 2012 Washington State Energy Code (WSEC) and ACCA Manuals J and S. This calculator will calculate heating loads only. ACCA procedures for sizing cooling systems should be used to determine cooling loads. The glazing (window) and door portion of this calculator assumes the installed glazing and door products have an area weighted average U -factor of 0.30. The incorporated insulation requirements are the minimum prescriptive amounts specified by the 2012 WSEC. Please fill out all of the green drop -downs and boxes that are applicable to your project. As you make selections in the drop -downs for each section, some values will be calculated for you. If you do not see the selection you need in the drop-down options, please call the WSU Energy Extension Program at (360) 956-2042 for assistance. Project Information Heating System Type: Q Forced Air Furnace Contact Information 0 Hea Pump To see detailed instructions for each section, place your cursor on the word "Instructions". Design Temperature Instructions Area of Building Conditioned Floor Area Instructions Conditioned Floor Area (sq ft) Average Ceiling Height Instructions Average Ceiling Height (ft) Glazing and Doors Instructions Insulation Attic Instructions Single Rafter or Joist Vaulted Ceilings Instructions No Vaulted Ceilings In this Ing project. Above Grade Walls (see Figure 1) Instructions R-21 Floors Instructions Below Grade Walls (see Figure 1) Instructions % R-21 Interior Slab Below Grade (see Figure 1) Instructions R-5 Thermal Break at slab edge Slab on Grade (see Figure) Instructions R-10 Perimeter Location of Ducts Instructions EIVED CITY OF TUKWILA AUG 0 6 2013 PERMIT CENTER Design Temperature Difference (AT) AT = Indoor (70 degrees) - Outdoor Design Temp Conditioned Volume $ 21,259 U -Factor X Area = UA 0.30 1'tt 93.30 U -Factor X Area = UA 0.026 1, 32.50 U -Factor Area UA U -Factor Area UA 0.05615. 120.51 U -Factor Area UA 0.029 1216 35.09 U -Factor Area UA 0.042 376 15.79 F -Factor Length UA 0.570 I , 47 ", 26.79 F -Factor Length UA 0.540 47 25.38 Duct Leakage Coefficient 1.00 Sum of UA 349.36 Envelope Heat Load Sum of UA X AT Air Leakage Heat Load VolumeX 0.6XATX.018 Building Design Heat Load Air Leakage + Envelope Heat Loss Building and Duct Heat Load 26,632 Btu / Hour Ducts in unconditioned space: Sum of Building Heat Loss X 1.10 Ducts in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 37,285 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 25(o 46 16,071 Btu / Hour 10,561 Btu / Hour 26,632 Btu / Hour (07/01/13) IFS October 10, 2013 Mr. Andrew Goble Tritec Homes, Inc. Post Office Box 951 Sumner, Washington 98390 ROBINSON" NOBLE REVIEWED FOR CODE COMPLIANCE APPROVED OCT 14 2013 City of Tukwila BUILDING DIVISION Revised Plan Review and Correction Notice Response Letter 14419 48th Place South Permit No.: D13-256 Tukwila, Washington RN File No. 2541-021A RECEIVE!) OCT. 14 2013 TUKWILJ 't )RI.IC' WoRKr. Project Description You have requested that we provide geotechnical consultation services for the Palouse residential project, located at 14419 48`h Place South in Tukwila, Washington. We understand that you have received a correction notice from the City of Tukwila. The correction notice requests "a letter from the geotechnical engineer that certifies that the home roof drainage, footing and foundation design including footing/foundation drainage system addresses and fulfills geotechnical recommendations of the August 3, 2000 geotechnical report." Geotechnical Report Review and Recommendations We have reviewed the geotechnical report dated August 3, 2000 by Soil and Environmental Engineers, Inc. The report offers no drainage, footing or foundation design recommendations. Therefore no comparisons to the project plans can be made. The report includes 4 test pit logs excavated in the cul-de-sac area adjacent to the Palouse lot. We are basing our geotechnical recommendations described below under Plan Review on review of these logs with the provision that subsurface conditions be confirmed in the field during construction. Plan Review We have been provided with undated plan sheets S1, S2, D1, D2, DECK and N1 by Hodges Engineering Inc. We have also been provided with an Abbreviated Site Plan by CBay Consulting dated September 15, 2013 and hand -modified by the owner on September 17, 2013, Puget Sound Investment Group Short Subdivision Map sheets 1 through 4 of 4, and plan sheets Al, A2, A3 and A4 by Integrous Designs dated July 30, 2013. Plan Sheet D1, Detail 3 notes a 12 -inch frost cover. We spoke with a City of Tukwila representative and this is consistent with the City's minimum requirements for a residential 3011 South Huson Street, Suite A Z517625 130th Avenue NE, Suite 102 Tacoma, Washington 98409 www.robinson-nobie.com Woodinville, Washington 98072 P: 253.475.7711 1 F: 253.472.5846 P: 425.488.0599 I F: 425.488.2330 tfinlekel Revised Plan Review and Correction Notice Response Letter Permit No.: D13-256 Tukwila, Washington RN File No. 2541-021A October 10, 2013 Page 2 1' +- J #� . .14./ . ; i structure. Detail 3 also presents a table showing minimum foundation widths and thicknesses. The table conforms to the.ifequirements in the 2012 IBC. Detail 3 also shows the roof drain as separate from the footing drain. This is a standard industry practice and is consistent with our recommendation. Plan Sheet D2, DetaiNA presen;tsJ9undatioon clearance from slopes and a minimum bearing capacity of 1500 psf. This`conforms•to-theAinimum requirements in the 2012 IBC. Upon confirmation of the soil described in the test pits logs provided to us, we could provide recommendations for a higher bearing capacity. Plan SheetkD2 Detail 22 specifies free draining backfill with less than 5 percent fines compacted to,90 percent of the maximum dry density (MDD). The MDD should refer to that density as determined by ASTM D1557. The gradation requirements are consistent with our recommendations. The compaction requirements are consistent with the intention of our recommendations that overcompaction of the wall backfill should be avoided to prevent buildup of excess lateral pressures. Plan Sheet D2, Detail 23 shows the 4 -inch perforated PVC drain pipe placed with the openings faced downward and with the pipe enveloped in 18 -inches of (free -draining) material that is then wrapped in a non -woven geotextile fabric. This is consistent with our recommendations. Plan Sheet N1, Note 3 Soil presents soil bearing pressure, lateral active and passive earth pressures and a coefficient of friction that is consistent with our recommendations. The note also describes the conditions on which the foundations shall be founded which is consistent with our recommendations. Plan Sheet SP -1 illustrates the roof downspout system which is directed to a split system consisting of an auxiliary line going to an overflow splash block with the main line going to an infiltration trench with sediment structures on either ends of the trench before connecting the public catch basin. This illustration is consistent with our recommendations. Puget Sound Investment Group Plan Sheet 2 of 4, Geotechnical Note describes geotechnical observation during construction that is consistent with our recommendations. It is our opinion the site is in conformance with generally accepted building practices for these types of soil conditions. Therefore, the plans fulfill the geotechnical requirements of the project. Field Observations The City of Tukwila requires the geotechnical engineer perform field observations during home construction to observe the implementation of the house development plans. Field reports submitted to the City shall include temporary erosion control and temporary excavations as well as implementations of footings, foundations, retaining walls, driveway placement and associated drainage system and placement of backfill. Robinson Noble, Inc. '` Revised Plan Review and Correction Notice Response Letter Permit No.: D13-256 Tukwila, Washington RN File No. 2541-021A October 10, 2013 Page 3 We appreciate the opportunity to be of service to you. If there are any questions concerning this letter or if we can provide additional services, please call. Sincerely, Robinson Noble, Inc. 40A -6 - Barbara A. Gallagher, PE Senior Project Engineer Rick B. Powell, PE Principal Engineer BAG:RBP:am Robinson Noble, Inc. FILE -COPY Permit IVo. REPORT OF GEOTECHNICAL INVESTIGATION PROPOSED TUKWILA SHORT PLAT TUKWILA, WASHINGTON S&EE JOB NO. 0024 AUGUST 3, 2000 13b2S(o REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 9 2013 City of Tukwila BUILDING DIVISION RECEIVFn AUG 0 8 2013 TUKVVIL" PUBLIC WORKS CITY bFTt'U*WI LA AUG 062013 PERMIT CENTER PERMANENT FILE COPY S&EE Section TABLE OF CONTENTS Pace 1.0 INTRODUCTIO'1 2.0 SCOPE OF SER 'ICES 3.0 SITE CONDITIONS 2 3.1 SURFACE CO ITIONS2 3.2 SUBSURFACE ONDITIONS 4.0 CONCLUSIONS AND RECOMMENDATIONS 3 4.1 SITE PREP TION AND STRUCTURAL FILL 3 4.2 GROUNDWATER IMPACTS ON ROADWAY AND UTILITY CONSTRUCTION 4 4.3 LATERAL EA.Th PRESSURES 4 4.4 PERMANENT AND TEMPORARY EXCAVATIONS 5 4.5 PAVEMENT CTIONS 5 4.6 ADDITIONAIJ SERVICES 5 5.0 CLOSURE FIGURE 1: SITE AN D EXPLORATION PLAN APPENDIX A: FIELD EXPLORATION LOGS AND KEY • 0024rpt S&EE 6 u n U Ai .t 16625 Redttto S&EE SOIL & ENVIRONMENTAL ENGINEERS, INC. d Way, Suite M 124, Redmond, Washington 98052, (425) 868-5868 FAX (425) 868-7427 Puget Sound Investment Group 4720 200th Street SW, Ste. 202 P.O. Box 596 Lynnwood, WA 98046 Attn: Mr. Jim Keller Dear Jim: We are pleased to pres services were authorize proposal dated June 26, August 3, 2000 Report Geotechnical Investigation Proposed Tukwila Short Plat Tukwila, Washington -in herewith our Report of Geotechnical Investigation for the referenced project. Our by Mr. Mel Johnson on June 28, 2000, and have been provided in accordance with our 2000. We appreciate the oppo tunity to provide our services. Should you have any questions regarding the contents of this report or require a itional information, please contact the undersigned. 0024rpt Very truly yours, SOIL & ENVIRONMENTAL ENGINEERS, INC. C. J. Shin, Ph.D., P.E. President S&EE We present in this rep The site is approxirnal Washington. We uncle new road (49" Ave. S. storm water detention I establish the roadway s water detention pipes. REPORT OF GEOTECHNICAL INVESTIGATION PROPOSED TUKWILA SHORT PLAT TUKWILA, WASHINGTON for PUCET SOUND INVESTMENT GROUP 1.0 INTRODUCTION trt the results of our geotechnical investigation for the proposed residential development. ely one acre in size and is located at the south side of South 144` Street in Tukwila, rstand that the proposed development will involve the subdivision of 6 residential lots. A will be constructed and underground utilities including water, sewer, storm drains and 2 ipes will be installed. We also understand that a few feet of cut and fill will be required to bbgrade, and a maximum excavation depth of about 15 feet will be required for the storm site plan is shown in Figure I, which is included at the end of this report. 2.0 SCOPE OF SERVICES The purpose of our ser4ices is to develop recommendations regarding the construction of road and underground utilities. Specifically, 1. Exploration of depths of 5 to Appendix A at ur services included: soil and groundwater conditions underlying the site through the excavation of 4 test pits to 9.5 feet. Details of the exploration program and the logs of the test pits are presented in the end of this report. 2. Reconumendatins regarding site preparation, including removal of unsuitable soils, suitability of onsite soils for use as fill, fill placement techniques, and compaction criteria. 3. Geotechnical r 4. Reconuuendati 5. Five copies o subsurface con 0024rpt commendations regarding the impact of groundwater, if any. ns regarding roadway pavement section. a written geotechnical report containing a site plan, test pit logs, a description of itions, and our findings and recommendations. S&EE 3.1 SURFACE CO The site is located n feet and the on-site the north, single -fan time of this report, IN the central and south n 44 3.2 SUBSURFACE The soil conditions 3.0 SITE CONDITIONS 1TIONS r the top of an east -facing hill. The total elevation relief across the site is approximately 34 opes arc about 10 to IS percent in inclination. The site is bounded. by South 144th Street to ily residences to the cast and west. and a new residential development to the south. At the o single-family residences occupy the site. A large portion of the site is covered by grass and vest portions arc covered by matured trees. ONDITIONS nderlying the proposed roadway were explored by the excavation of 4 test pits, TP -1 through TP -4, on July 21, .000. The approximate test pit locations are shown on Figure 1. An attempt was made to excavate a test pit in pit was abandoned exploration program the appendix. The test pits were general, our test pi topsoil. The topsoi and becomes un -we 1.5 -foot thick of an south -neighboring No groundwater w oo24rpt the area of the proposed storm water detention pipes. However, the excavation of this test due to the presence of existing underground utilities in the area. Details of the field are included in Appendix A. The test pit logs are included in Figures A-1 through A-4 in xcavated using a trackhoe to depths of 5 to 9.5 feet below the current ground surface. In indicate that the area of the proposed roadway is covered by approximately one foot of is underlain by glacial till. This soil is weathered to medium dense in the upper 4 feet or so, thered and very dense below 4 to 6 feet. At the location TP -1, about one foot of fill over old topsoil layer was found. This test pit was located in an area that has been graded by the evelopment. encountered in the test pits, and all test pits were terminated in the very dense glacial till. S&EE 4.0 CONCLUSIONS AND RECOMMENDATIONS 4.1 SITE PREPARATION AND STRUCTURAL FILL We recommend Uh t the area of the proposed road he stripped of vegetation, tree and grass roots, stumps, and topsoil. All under round utilities should he removed or re-routed. After stripping and excavating to the design grade, areas to r eive new fill should be re -compacted to at least 92% of their maximum dry density as determined using STM D-698 test procedures (Standard Proctor test). Areas found to be wet, loose/soft, or which contain org nic soils should he over -excavated. Structural fill can flten be placed in the over -excavation and fill areas. The structural fill materials should meet both the material and compaction requirements presented below. Material uirements: Structural fill should be free of organic and frozen material and should consist of hard d cable particles, such as sand, gravel, or quarry -processed stone. The on-site glacial till (silty sands wit gravel) are suitable for use as structural fill. However, due to their silty nature, these soils are moisr.hre sensitive and should he moisture -conditioned to within ± 2% of their optimum moisture content prior to use. Conditioning of these soils may involve drying, which could be a lengthy process, and may not he feasible during wet seasons. Suitable imported structural fill materials include sand and gravel (pitrun), and crushed rock. Placemen exceeding number to the fo procedur and Compaction Requirements: Structural fill should he placed in loose horizontal lifts not a thickness of 6 to 12 inches, depending on the material type, compaction equipment, and F passes made by the equipment. We recommend that the structural fill materials be compacted lowing percentages of the maximum dry density as determined using the ASTM D-698 test s (Standard Proctor test)*: Top four feet of road and utility trench: at least 95% Below to four feet of road and utility trench: at least 90% * Note drat local authorities and utility districts may impose different compaction requirements. The excavation d subgrade should be graded so that surface water is directed away from the work area. Standing water sh uld not be allowed. 0024rpt 3 S&EE 4.2 GROUNDWA IMPACTS ON ROADWAY AND UTILITY CONSTRUCTION Based on the test pit results, we do not expect that the construction of road and underground utilities to be affected by groundwater. However, it is not uncommon that water -hearing sand layers are present in glacial till. These layers may dcharge seepage water into excavations for utilities and detention pipes. Based on our knowledge of the loc I geology, we believe that this seepace, if occur, can he handled by pumping from sumps. 4.3 LATERAL EARTH PRESSURES Lateral earth pressur s on permanent subsurface walls and resistance to lateral loads may be estimated using the following recommen ed soil parameters: Native Soils or Structural Fill 30 45 300 0.4 The active case applies to walls that are permitted to rotate or translate away from the retained soil by approximately 0.00aH, where H is the height of the wall. This would be appropriate for a retaining wall. The at - rest case applies to unyielding walls, and would be appropriate for walls that are structurally restrained from lateral deflection such as utility trenches or pits. Additional lateral rth pressures will result from surcharge loads from floor slabs, or pavements for parking that are located immedi tely adjacent to the walls. The surcharge -induced lateral earth pressures are uniform over the depth of the wall. urcharge-induced lateral pressures for the "active" case may be calculated by multiplying the applied vertical pre sure (in psf) by the active earth pressure coefficient (Ka). The value of Ka may be taken as 0.3. The surcharge induced lateral pressures for the "at -rest" case are similarly calculated using an at -rest earth pressure coefficien I (Ko) of 0.5. Note that hydrostatic pressure must be added to these pressures unless drainage is provided behind the walls. 0024rpe 4 S&EE 4.4 PERMANE AND TEMPORARY EXCAVATIONS For temporary exc vatioILs less than 4 feet in depth, the soil banks may he excavated vertically. For temporary excavations greate than 4 feet in depth, the excavation in the dense, un -weathered glacial till (below 4 feet front current grades) can be sloped at 1/2H: I V. The excavation above the un -weathered till should he sloped at 1 H: t V or Clatter. All permanent slo top of any slope. erosion and mains 4.5 PAVEMENT Provided that the site subgrade shou that the flexible p• base course shout compactor weighi asphalt over 3-inc 4.6 ADDITION: Additional servic additional service I. Monitori suitabilit compact' es should he no steeper than 2H:1 V. Water should not he allow to flow uncontrolled over the Iso, all permanent slopes should he seeded with the appropriate species of vegetation to reduce n the slope stability. ECTIONS ite is prepared in accordance with the recommendations presented in the previous section, the d have a California Bearing Ratio (CBR) of at least 12. For the proposed road we recommend vement section be consisted of 3 -inch thick class B asphalt over 4 -inch thick base course. The l be a well -graded 3/4 inch minus crushed rock compacted by at least 4 passes of a vibratory tg at least 5,000 pounds. As an alternative, the section can consist of 3 -inch thick Class B thick Asphalt Treated Base (ATB). SERVICES may be required during the design and construction of the project. We envision that these may include the following: ng the placement and compaction of structural fill. Our representative will confirm the • of the fill materials, perform field density tests, and assist the contractor in meeting the .n requirements. 2. Monitori g the installation of drains. Our representative will ensure these drains are installed in accordan with our recommendations. 3. Other ge•technical issues deemed necessary. 0024rpt S&EE The reconuuendatiot disclosed by field o constitute a direct c interpolated or extra explorations will no the development pla or subsurface condi should be advised recommendations. 0024rpt 5.0 CLOSURE s presented in this report are provided for design purposes and arc based on soil conditions servations and subsurface explorations. Subsurface information presented herein does not r implied warranty that the soil conditions between exploration locations can be directly olated or that subsurface conditions and soil variations different from those disclosed by the be revealed. The recommendations outlined in this report arc based on the assumption that is consistent with the description provided in this report. If the development plan is changed ons different from those disclosed by the exploration arc observed during construction, we once so that we can review these conditions, and if necessary, reconsider our design 6 S&EE 1 - 8' X 6' TEE (FL) P• GATE VALVE FL X NJ) - 8- ADAPTER FL R MJ) - 6' CATE VALVE FL X MJ) THRUST BLOCKING 1 f - 68 47' R5-3 SOUTH 144TH LF 6 DI 2 STA 13.2655, 16.27' R 0.1 CA. 5. HYDRANT ASSEMBt. Y, S1:E MINI I N 87.44.23' W 15' NATER I.. EASEMENT EXISTING WATER SCR CE a; (APPROX. LOCATON)� /0 3sF -- 640 /:v/z.cj PRGPOSED DETENP.N TANKS I� N61713'33' 69.35' PROPOSED INTERC PLOP TRENCH STA 11.49.36. 9 24' P 1 - 8' X 6' TE (FL) 8 CATS VALVE (FL X MJF X. NJ)� x12tr:2,,-- \ NilTP-4 �C. \ - 8 ADAPTER (F a L I -16' GATE VALVE (Ft. THRUST el 7,028 S.F, rr' 11' I I I M I pa 8 Cy v / 5 /hA� f 1 It }h �AN I � STA 11+22.82, \\7.0' R t 8' 22' BEM1 MJ [THRUST BLOCYING S&EE Job no. 0024 N8713.33 72.80 -PROP DLCO PIOSWALE STREET c. 1 ADAMSg 0 TAX LOT 004000 -OSS ; 1 RACr 87'49'23- E 126.29' PROPOSED STORM ORAE:, TYP. STA 11.49.66, 42 99' P. HYDRANT ASSEMBLY, SEE DETAIL NOTE: ALL WATER SERVICES TO HAVE INDIVIDUAL PRVS PLACED ON THE DOWNSTREAM SIDE OF THE METERS. S87.49'23'E 127.16' 7' 11\ I\ \ TP -2 . 2 WATER METER. TYP. •` PR 'ASCD SEWER YSTEM, TYP. 126.2 N87'53' WATER SERVICE UNE. TYP. \ \ STA Si TP -1 �S. 1 90 1181'25 N0,44 0 O 10.05 45. 7.22' R (75 I g 22' BEND, MJ X FL. ' n' BEND. MJ X FL T BLOCKING �B1St B' O.I. Cl. 52 •W. (Appximate North) N PROPOSED 8' D.I.P. ` w/LIJ CAP; FOSTER---- HEIGHTS SUBDIVISION F STA 10'.001 BEGIN CONST.: CONTACT DISTRICT BEFORE r rDngING ZINE Approximate Scale in Feet 0 40 80 TP- 1 test pit umber and location y11 Figure 1 Site And Exploration Plan Proposed Tukwila Short Plat Reference: Plan dated !1/09/99 prepared by Duncanson Company, Inc. APPENDIX A FIELD EXPLORATION AND LOGS The subsurface co editions at the project site were investigated by the excavation of 4 test pits. These test pits were excavated to epths ranging front 5 to 9.5 feet on July 21, 2000. Excavations were performed using a Case 9010 series tracklt $e. A representative of S&EE was present throughout the exploration to excavate the test pits and log the subsur ace soil conditions. Test pit logs are presented in this appendix. Following the logs is a chart showing the Unifi•d Soil Classification System and a key to the log. All test pits were ackfilled with the excavated soils, which were placed in 2- to 3 -foot thick lifts and compacted with the trackhoe ticket. Oo24rpt S&EE o Depth (feet) -6 — 10 —15 Sample Depth USCS Symbols Soil Description Test Pit TP -1 — 20 - Brown silty fine to medium sand with fine to coarse gravel. (medium dense) (fill) Brown silty fine to medium sand with grass and tree roots. (loose) (old topsoil) Light brown and gray silty fine sand with silt and coarse gravel and occasional boulders. (medium dense) (weathered till) Grayish brown silty fine to coarse sand with some fine to coarse gravel.(very dense) (glacial till) Excavation terminated on very dense till at a depth of 7 feet on 7-21-00. No sidewall caving and no groundwater observed during excavation. Client: Puget Sound Investment Group Excavation Method: Case 9010 Trackhoe Excavation Date: July 21, 2000 Ground Elevation: 459 feet (approximate) Figure A-1 S&EE Job No. 0024 Proposed Tukwila Short Plat a Depth (feet) —6 3 Q. Q. O I Soil Description Test Pit TP -2 — 10 —15 Ili II� SM III III 111 111 III SM S Client: Excavation Method: Excavation Date: Ground Elevation: Brown silty sand with roots. (topsoil) Light brown and gray silty fine sand with silt and coarse gravel and occasional boulders. (medium dense) (weathered till) Grayish brown silty fine to coarse sand with some fine to coarse gravel.(very dense) (glacial till) Excavation terminated on very dense till ata depth of 5 feet on 7-21-00. No sidewall caving and no groundwater observed during excavation. Puget Sound Investment Group Case 9010 Trackhoe July 21, 2000 464 feet (approximate) Figure A-2 S&EE Job No. 0024 Proposed Tukwila Short Plat O Depth (feet) —6 — 10 —15 Sample Depth — 20 - - --' Client: Excavation Method: Excavation Date: Ground Elevation: SM SM SM Test Pit TP -3 Soil Desaip0on Brown silty sand with roots. (topsoil) Light brown and gray silty fine sand with silt and coarse gravel and occasional boulders. (medium dense) (weathered till) Grayish brown silty fine to coarse sand with some fine to coarse gravel.(very dense) (glacial till) Excavation terminated on very dense till at a depth of 6 feet on 7-21-00. No sidewall caving and no groundwater observed during excavation. PJget Sound Investment Group Case 9010 Trackhoe July 21, 2000 4 6 feet (approximate) Figure A-3 S&EE Job No. 0024 Proposed Tukwila Short Plat • i —6 —10' Sample Depth — 20 - --- USCS Symbols Soil Description SM I Brown silty sand with roots. (topsoil) SM/ ML SM Test Pit TP -4 Light brown and gray silty fine sand and silt with coarse gravel and occasional boulders. medium dense) (weathered till) Grayish brown silty fine to coarse sand with some fine to coarse gravel.(very dense) (glacial till) Excavation terminated on very dense till at a depth of 9.5 feet on 7-21-00. No sidewall caving and no groundwater observed during excavation. Client: Puget Sound Investment Group Excavation Method: Case 9010 Trackhoe Excavation Date: July 21, 2000 Ground Elevation: 466 feet (approximate) Figure A-4 S&EE Job No. 0024 Proposed Tukwila Short Plat 1 1 i NIFIED SOIL CLASSIFICATION SYSTEM In DESCRIPTION MAJOR DIVISIONS GW WELL -GRAD: 0 GRAVELS OR GRAVEL -SAND MIXTURES, LITTLE OR N FINES GP POORLY -GR • DED GRAVELS OR GRAVEL -SAND MIXTURES, LITTLE OR NFINES CLEAN GRAVELS (LITTLE OR NO FINES) GM SILTY GRAVE S, GRAVEL -SAND -SILT MIXTURES GC SW CLAYEY GRA ELS, GRAVEL -SAND -CLAY MIXTURES WELL -GRADE SAND OR GRAVELLY SANDS, LITTLE OR NO FINES P POORLY -GRA I ED SANDS OR GRAVELLY SANDS, LITTLE OR NO INES SM III SILTY SANDS, AND -SILT MIXTURES GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINES) CLEAN SANDS (LITTLE OR NO FINES) SC CLAYEY SAND', SAND -CLAY MIXTURES SANDS WITH FINES (APPRECIABLE AMOUNT OF FINES) V/ J W 0 a z U) COARSE-GRAINED SOILS ML INORGANIC SIL CLAYEY FINE S S, VERY FINE SANDS, ROCK FLOUR, SILTY OR NDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY CL INORGANIC CL CLAYS, SANDY YS OF LOW TO MEDIUM PLASTICITY, GRAVELLY LAYS, SILTY CLAYS, LEAN CLAYS OL ORGANIC SILTS AND ORGANIC SILT -CLAYS OF LOW PLASTICITY SILTS & CLAYS LIQUID LIMIT LESS THAN 50 MH CH INORGANIC SIL , MICACEOUS OR DIATOMACEOUS FINE SANDY OR SIL SOILS, ELASTIC SILTS INORGANIC CLA S OF HIGH PLASTICITY, FAT CLAYS OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS PT PEAT AND OTHE HIGHLY ORGANIC SOILS SILTS & CLAYS LIQUID LIMIT GREATER THAN 50 CO ul O § 1 Q VI W $ Z oZd LL qFZ d W rW Z U_ S N 1 HIGHLY ORGANIC SOILS le --65'" N W O N~ J rcm ON z�5 F o coo S4 �N 0 z I- N SOIL CLASSIFICATION CHART AND KEY TO TEST PIT LOG gEE 7 2012 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING FOR: TRITEC HOMES PLAN: PALOUSE FILE COPY Permit No. PI r�+V'11'I SITE CRITERIA DESIGN ROOF SNOW LOAD WIND SPEED (MPH) WIND EXPOSURE (IBC) SEISMIC DESIGN CATEGORY SOIL PROFILE RISK CATEGORY 30PSF 110 MPH B D D II SLOPE PER OWNER SPECIAL SITE CONDITIONS PER OWNER GEOTECH REPORT PER OWNER SEISMIC SPECTRAL RESPONSE S1 SEISMIC SPECTRAL RESPONSE Ss MULTIPLE SITES <15% NONE NONE 0.5g 1.455g NO III ` 111lIrl111�l!1IIM11.11111.111111.110V1 Mr I ■.I.r■ 1111101.11111111111.1111111 111111111011 11111111.11 IIx111x111111111111 1111111111111 11.111. 111111.11111.11.11.111111 11111.11111 11.1.11. 7 11.r.1.r.1.r.I • 1.1.10.1 I `�Ii��ITIi■.iLL VI 1■ 1�rrl�iS r.I.I.I.r■ININI.r.I.ra.r.I.r.I.r.I.r.i.ra.r.I.r.1 Irm.rrmrr•./r -•..raurm.r■ NI MINN IN •rte NM= - - MOEN 1111 INNEN NI EN IN Ir MI1IIIIIIIII1IIIII • John Hodge, RE. 2615 Jahn Ave. N.W. Suite E6 Gig Halbor,WA 98335 Phone (253)857:79-55 Fac (253) 857-7599 PROJECT NUMBER 13.0530 DATE 8.1.13 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 9 2013 City of Tukwila BUILDING DIVISION SITE: 14419 48TH PLACE SOUTH TUKWILA, WA TRUSS MANUFACTURER SHOP DRAWINGS PROVIDED FOR ENGINEERING REVIEW: NONE SINGLE SITE ENGINEERING THIS ENGINEERING IS FOR THE SITE AND CONDITIONS LISTED ABOVE ONLY b13-256 RECEIVED CITY OF TUKWILA AUG 0 6 2013 PERMIT CENTER ORIGINAL STAMP MUST BE RED TO BE VALID ?413' I I1 I I I II I I I 1 J I 1 coFrRG44TBim19 HODGE ENOINEERIM. NC. DO NOT ACCEPT FOR PEWIT WLESS AN ORi NAL RED SEAL DO NOT ACCEPT COPY 1 of 66 Hodge engineering inc. Engineering Calculations Package For Plans Examiner This engineering calculations package contains lateral engineering or lateral and gravity load engineering as stated on the cover and full size engineering sheets. 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 2009 IBC. The cover sheet of the engineering specifies the engineering scope as lateral engineering or lateral and gravity load engineering. Where gravity load engineering (foundation, beam, post, etc.) has been completed .by others.Ho.dge,Engineering has recommended that the engineering be completed by a licen'sedderigiheer. However, Hodge Engineering was not contracted for lateral engineering in _theselceses:. LATERAL ENGINEERING: Lateral engineering involves determining what the seismic and wind losads'.are,,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. %I Lateral load:modeling was completed with Wood Works Design Office 8 (www.woodworks- • software.com 800=844L1275). 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 7-05 equivalent lateral force procedure. Per, ASCE.I 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 7-05 for a description of this procedure. The engineering calculations include a USGS determination of the seismic spectral response accelerations. ,These numbers,, Si 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 7-05 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 2009 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 regiired. <4„„„ , eta 2 of 66 Google earth feet meters 1000 600 3 of 66 Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.473065 Longitude = -122.27301400000002 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.455 (Ss, Site Class B) 1.0 0.500 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 47.473065 Longitude = -122.27301400000002 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B - Fa = 1.0 ,Fv = 1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 1.455 (Ss, Site Class B) 4 of 66 7/22/13 Search Results for Map Applied Technology Council W/NDSPEEDBYLOCAT/ON Home About This Site Lat/Long Finder Related Resources Sponsors About ATC Contact Search Results Latitude: 47.4731 Longitude: -122.2730 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(Mdes per hour) **MRI Mean Recurrence hterval (years) Users should consult with local budding officials to determine if there are corrrrunity-specific wind speed requirements that govern. la Download a PDF of your results — Print your results G:::.+Y++YY+:+YY++.i+Y:..+ M1hM1S•M1.iS'!I`1!I!M1'!^F?15.5'!M1M1FM1M1 t :A YMY.yNN+f kt4 Canda' L:ii':::::::r::�•Yi'ai..z•z:::: t. Noitt Dakot Soutt Dakot 1,14 ,4"4 YntiNNNNNNNMN+µe0 s,...... ..M1M1M1"rM1M1 Wyoming n , ne Nn M1 ` ` Nevada , �; United Sta e , r M1 N.nn M1: San . Utah Colorado K, r Francisco r , r M1"r•N M1n+^ nM1M1M1M1M1M1 r California g c ..,.I, • 6x .Los —ix_ .1 Angeles, e;1%4 so data x2013. 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. 5 of 66 www.atcouncil.ora/windsoeed/indexohD?option=com content&view article&id=10&dec=1&latitude=47.473065&lonaitude=-122.273014&risk cateoory i=100&ris... 1/2 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw Level 1 of 3 ■ Aug. 1, 2013 13:58:39 47' 6" ■ ryt.45' 7 82 42' 6" 40' Factored shearline force (lbs) ► Factored holddown force (lbs) • C Compression force exists • Vertical element required Loads Shown: W0Force1 1i6W It t t Unfactored applied shear load ;plf) 0-0 Unfactored dead load (plf,lbs) 0-0 Unfactored uplift wind load (plf,lbs) —HI Applied point load or discontinuous shearline force (lbs) 7' 6" 10' 12' 6" 15' 17' 6" 20' -2' 6" 22' 6" 25' 27' 6 ranS ty= Selected wall(s) Red = 6 of 66 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw Level 2 of 3 ro ■th 6 6641► -S9 cht ti' At� 6418 ■ ■ ■ ■ ■► 7 72u� 7`�iD°? S� _C-1 G0 s0 Aug. 1, 2013 13:58:39 (7' 6" ■ . rt, A�1� 7r, 45' 6641 I 42' 6" 40' 37' 6" 35' 132'.6" Factored shearline force (lbs) ► Factored holddown force (lbs) • C Compression force exists • Vertical element required Loads Shown: WOForcey g:6W +g.0D. A-1 MEM 1.101111111111 FO90 v09, F0 70 '90 -30' 2b 6„ 25' 6' 20' 0y 6" 15' 12' 6" 10' T 6" M .. _.-2,6,r 641843 Nc) 1 s 0' O,N _2' 6„ till Unfactored applied shear load (plf) 0-0 Unfactored dead load (plf,lbs) 5, 0-0 Unfactored uplift wind load (plf,lbs) —11 Applied point load or discontinuous shearline force (lbs) 7' 6" 10' 12' 6" 15 17' 6" 20' 22' 6" 25 27' 53ran20'= Selected wall(s) 7 of 66 Red =1 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN LATERAL ANALYSIS.wsw Level 3 of 3 E10'I2324UI Cb 1),c)„ 2267 2267 77_ 77 Factored shearline force (lbs) • Factored holddown force (lbs), . • C Compression force exists • Vertical element required Loads Shown: W; F®rces: Q.qW + 163D. Aug. 1, 2013 13:58:39 47' 6" ti OT �, C-2 45' �2 (96 23F4. �i �i?A Ivo A-1 70 70 , 6 6Q 2267 ti� 42' 6” 40' -37'-6" 35'' 32' 6" 30' 27'6" 25' 22' 6" 20' 17' 6" 15' 12' 6" 10' 7' 6" _2'. 6" t t t t Unfactored applied shear load (plf) 0-0 Unfactored dead load (plf,lbs) 0-0 Unfactored uplift wind load (plf,lbs) Applied point load or discontinuous shearline force (lbs) 7' 6" 10' 12' 6" 15' 17' 6" 20' 22` 6" 25' 27' 6Eran30'= Selected wall(s) Red = 77 0' -5' 8 of 66 WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN Wood Works® Shearwalls 10.0 Beta 8 LATERAL ANALYSIS.wsw Project Information MPANY AND PROJECT INFORMATION Company Load Combinations For Design (ASD) For Deflection (Strength) 0.70 Seismic 1.00 Seismic 0.60 Wind 1.00 Wind Project HODGE ENGINEERING 2615 JAHN AVE NW SUITE GIG HARBOR, WA 98335 (253)-857-7055 E5 Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - - - Aug. 1, 2013 14:40:43 Design Code Wind Standard Seismic Standard IBC 2012/AWC SDPWS 2008 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations For Design (ASD) For Deflection (Strength) 0.70 Seismic 1.00 Seismic 0.60 Wind 1.00 Wind Building Code Capacity Reduction Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Temperature Moisture Content Factor Range Fabrication Service 1.60 T<=100F <=19% <=19% Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 4.00 3.50 Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - - - - Ignore non -wood -panel shear resistance contribution... Wind Seismic Never Never Collector forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity: Wall capacity Design Shearwall Force/Length: Based on wall rigidity/length -- - - -- -- ----- - - -- -- Wind ASCE 7-10 Directional (All heights) Seismic ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 110mph Exposure Exposure B Enclosure Enclosed Min Wind Loads: Walls 16 psf Roofs 8 psf Risk Category Structure Type Building System Design Category Site Class Category II - All others Regular Bearing Wall D D Topographic Information [ft] Shape Height Length - - - Site Location: - Spectral Response Acceleration S1:0.500g Ss:1.455g Fundamental Period T Used Approximate Ta Maximum T E -W 0.235s 0.235s 0.329s N -S 0.235s 0.235s 0.329s Elev: Oft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Case 2 E -W loads N -S loads Eccentricity (%) 15 15 Loaded at 75% Response Factor R Fa: 1.00 6.50 Fv: 1.50 6.50 9 of 66 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Aug. 1, 2013 14:40:43 Structural Data STORY INFORMATION ---------- - -- -- ---- ----------- Story Elev [ft] Floor/Ceiling Depth [in] Wall Height [ftl Ceiling 29.50 0.0 Block 1 Level3 21.50 10.0 8.00 Level2 11.50 10.0 9.00 Levell 3.00 10.0 8.00 Foundation 2.00 28.00 45.50 ---------- - -- -- ---- ----------- Block Dimensions [ft] Face T •e Roof Panels Slo.e Overhan. ft Block 1 3 Story N -S Ridge Location X,Y = 0.00 0.00 North Hip 18.5 1.00 Extent X,Y = 28.00 45.50 South Hip 18.5 1.00 Ridge X Location, Offset 19.00 0.00 East Side 18.5 1.00 Ridge Elevation, Height 39.00 4.50 West Side 18.5 1.00 Block 2 3 Story N -S Ridge Location X,Y = 15.50 45.50 North Hip 18.5 1.00 Extent X,Y = 12.50 1.50 South Joined 161.5 1.00 Ridge X Location, Offset 21.50 0.00 East Side 18.5 1.00 Ridge Elevation, Height 31.50 2.00 West Side 18.5 1.00 10 of 66 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Aug. 1, 2013 14:40:43 Legend: Grp — Wall Design Group number, used to reference wall in other tables Surf— Exterior or interior surface when applied to exterior wall Ratng — Span rating, see SDPWS Table C4.2.2.2C Thick — Nominal panel thickness GU - Gypsum underlay thickness Ply — Number of plies (or layers) in construction of plywood sheets Or — Orientation of longer dimension of sheathing panels Gvtv — Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B Type — Fastener type from SDPWS Tables 4.3A -D: Nail — common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing — casing nail; Roof— roofing nail; Screw — drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120" x 1-3/4" (gypsum sheathing, 25/32" fiberboard ), 1-1/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92" x 1- 1/8". Cooler or gypsum wallboard nail: 5d = .086" x 1-5/8'; 6d = .092" x 1-7/8 8d = .113" x 2-3/8'; 6/8d = 6d base ply, 8d face ply for 2 -ply GWB. Drywall screws: No. 6, 1-1/4" long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Df— Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg — Panel edge fastener spacing Fd — Field spacing interior to panels Bk — Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. MATERIALS by WALL GROUP Wall Group Species Grade b in Sheathing Spacing in SG E psiA6 1 Hem -Fir Fasteners 1.50 5.50 16 Apply Grp Surf Material Ratng Thick in GU in Ply Or Gvtv lbs/in Size Type Df Eg in Fd in Bk Notes 1 Ext Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 2 12 Y 1,2,3 2 Ext Struct Sh OSB 24/16 7/16 - 3 Vert 83500 8d Nail N 3 12 Y 1,2,3 3 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 Surf— Exterior or interior surface when applied to exterior wall Ratng — Span rating, see SDPWS Table C4.2.2.2C Thick — Nominal panel thickness GU - Gypsum underlay thickness Ply — Number of plies (or layers) in construction of plywood sheets Or — Orientation of longer dimension of sheathing panels Gvtv — Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B Type — Fastener type from SDPWS Tables 4.3A -D: Nail — common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail; Casing — casing nail; Roof— roofing nail; Screw — drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120" x 1-3/4" (gypsum sheathing, 25/32" fiberboard ), 1-1/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92" x 1- 1/8". Cooler or gypsum wallboard nail: 5d = .086" x 1-5/8'; 6d = .092" x 1-7/8 8d = .113" x 2-3/8'; 6/8d = 6d base ply, 8d face ply for 2 -ply GWB. Drywall screws: No. 6, 1-1/4" long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Df— Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg — Panel edge fastener spacing Fd — Field spacing interior to panels Bk — Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side Notes: 1.Capacity has been reduced for framing specific gravity according to SDPWS T4.3A Note 3. 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. MATERIALS by WALL GROUP Wall Group Species Grade b in d in Spacing in SG E psiA6 1 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 2 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 3 Hem -Fir Stud 1.50 5.50 16 0.43 1.20 Legend: Wall Group — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spacing — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E — Modulus of elasticity Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 11 of 66 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Aug. 1, 2013 14:40:43 North -south Shearlines Type Wall Group(s) Location X [ft] Extent [ft] Start End Length [ft] FHS [ft] Wind Seismic Height [ft] Line 1 Level 3 Line 1 Seg 3 0.00 0.00 45.00 45.00 33.00 33.00 8.00 Wall 1-1 Seg 3 0.00 0.00 45.00 45.00 33.00 33.00 - Opening 1 - - 3.50 5.50 2.00 - - 8.00 Opening 2- - 11.50 13.50 2.00 - - 8.00 Opening 3- - 18.50 23.50 5.00 - - 8.00 Opening 4 - - 29.50 32.50 3.00 - - 8.00 Level 2 Line 1 Seg 3 0.00 0.00 44.00 44.00 35.00 35.00 9.00 Wall 1-i Seg 3 0.00 0.00 44.00 44.00 35.00 35.00 - Opening 1 - - 2.75 4.75 2.00 - - 8.00 Opening 2 - - 9.50 11.50 2.00 - - 8.00 Opening 3 - - 18.50 23.50 5.00 - - 8.00 Level 1 Line 1 Seg 3 0.00 0.00 44.00 44.00 44.00 44.00 8.00 Wall 1-1 Seg 3 0.00 0.00 44.00 44.00 44.00 44.00 - Line2 Level 3 Line 2 NSW 16.00 45.00 46.00 1.00 0.00 0.00 8.00 Wall 2-1 NSW 16.00 45.00 46.00 1.00 0.00 0.00 - Line 3 Level 3 Line 3 Seg 3 28.00 0.00 46.00 46.00 46.00 46.00 8.00 Wall 3-1 Seg 3 28.00 0.00 46.00 46.00 46.00 46.00 - Level 2 Line 3 Seg 3 28.00 0.00 44.00 44.00 24.50 24.50 9.00 Wall 3-1 Seg 3 28.00 0.00 44.00 44.00 24.50 24.50 - Opening 1 - - 16.25 18.00 1.75 - - 8.00 Opening 2 - - 21.75 25.50 3.75 - - 8.00 Opening 3 - - 30.00 32.00 2.00 - - 8.00 Opening 4 - - 33.50 38.50 5.00 - - 8.00 Opening 5 - - 40.25 42.00 1.75 - - 8.00 Level 1 Line 3 Seg 3 28.00 0.00 44.00 44.00 44.00 44.00 8.00 Wall 3-i Seg 3 28.00 0.00 44.00 44.00 44.00 44.00 - East -west Type Wall Location Extent [ft] Length FHS [ft] Height Shearlines Group(s) Y [ft] Start End [ft] Wind Seismic [ftl Line A Level 3 Line A Seg 3 0.00 0.00 28.00 28.00 18.00 18.00 8.00 Wall A-1 Seg 3 0.00 0.00 28.00 28.00 18.00 18.00 - Opening 1 - - 4.50 10.50 6.00 - - 8.00 Opening 2- - 19.25 23.25 4.00 - - 8.00 Level 2 Line A Seg 2 0.00 0.00 28.00 28.00 16.25 16.25 9.00 Wall A-1 Seg 2 0.00 0.00 28.00 28.00 16.25 16.25 - Opening 1 - - 4.75 9.75 5.00 - - 8.00 Opening 2 - - 13.50 16.50 3.00 - - 8.00 Opening 3 - - 19.25 23.00 3.75 - - 8.00 Level 1 Line A Seg 1 0.00 0.00 28.0C 28.00 12.00 12.00 8.00 Wall A-1 Seg 1 0.00 0.00 28.0C 28.00 12.00 12.00 - Opening 1 - - 2.75 18.75 16.00 - - 8.00 Line B Level 1 Line B Seg 3 28.00 0.00 28.00 28.00 26.00 26.00 8.00 Wall B-1 Seg 3 28.00 0.00 4.0C 4.00 4.00 4.00 - Wall B-2 Seg 3 28.00 6.00 28.00 22.00 22.00 22.00 - LineC Level 3 Line C Seg 3 45.50 0.00 28.00 28.00 18.00 18.00 8.00 Wall C-1 Seg 3 45.00 0.00 16.00 16.00 11.00 11.00 - Opening 1 - - 8.00 13.00 5.00 - - 8.00 Wall C-2 Seg 3 46.00 16.00 28.00 12.00 7.00 7.00 - Opening 1 - - 19.75 24.75 5.00 - - 8.00 Level 2 Line C Seg 2 44.00 0.00 28.00 28.00 11.75 11.75 9.00 Wall C-1 Seg 2 44.00 0.00 28.00 28.00 11.75 11.75 - 12 of 66 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Aug. 1, 2013 14:40:43 SHEARLINE, WALL and OPENING DIMENSIONS (continued Opening 1 Opening 2 Opening 3 Level 1 Line C Seg Wall C-1 Seg 3 3 - 4.25 8.25 4.00 - 12.00 18.00 6.00 - - - 21.75 25.75 4.00 - - 49.00 49.00 0.00 28.00 28.00 0.00 28.00 26.00 28.00 28.00 28.00 28.00 8.00 8.00 8.00 8.00 Legend: Type - Seg = segmented, prf = perforated, NSW = non-shearwall; Location - dimension perp. to wall; FHS - length of full -height sheathing used to resist shear force; Wall Group(s) - refer to Materials by Wall Group table, refer to Shear Results tables for each design case if more than one group 13 of 66 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Aug. 1, 2013 14:40:43 Flexible Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads North-South Shearlines W Gp For Dir H/W-Cub Int Ext ASD Shear Force [pH] V [lbs] vmax v Int Allowable Shear [pit] Ext Co C Total V [lbs] Crit. Resp. Line 1 Level 3 Lnl, Lev3 3 S ->N 1.0 1482 44.9 44.9 339 1.00 S 339 11171 0.13 3 N ->S 1.0 1454 44.1 44.1 339 1.00 S 339 11171 0.13 Level 2 Lnl, Lev2 3 S ->N 1.0 4340 124.0 124.0 339 1.00 S 339 11848 0.37 3 N ->S 1.0 4312 123.2 123.2 339 1.00 S 339 11848 0.36 Level 1 Lnl, Levl 3 S ->N 1.0 7045 160.1 160.1 339 1.00 S 339 14895 0.47 3 N ->S 1.0 7016 159.5 159.5 339 1.00 S 339 14895 0.47 Line 3 Level 3 Ln3, Lev3 3 S ->N 1.0 1535 33.4 33.4 339 1.00 S 339 15572 0.10 3 N ->S 1.0 1438 31.3 31.3 339 1.00 S 339 15572 0.09 Level 2 Ln3, Lev2 3 S ->N 1.0 4393 179.3 179.3 339 1.00 S 339 8294 0.53 3 N ->S 1.0 4296 175.4 175.4 339 1.00 S 339 8294 0.52 Level 1 Ln3, Levi 3 S ->N 1.0 7097 161.3 161.3 339 1.00 S 339 14895 0.48 3 N ->S 1.0 7001 159.1 159.1 339 1.00 S 339 14895 0.47 East-West W For H/W-Cub ASD Shear Force [pit] Allowable Shear [plt] Crit. Shearlines Gp Dir Int Ext V [lbs] vmax v Int Ext Co C Total V [lbs] Resp. Line A Level 3 LnA, Lev3 3 Both 1.0 2267 126.0 126.0 339 1.00 S 339 6093 0.37 Level 2 LnA, Lev2 2 Both 1.0 6418 395.0 395.0 638 1.00 S 638 10367 0.62 Level 1 LnA, Levl 1 Both 1.0 9269 772.4 772.4 833 1.00 S 833 9999 0.93 Line B LnB, Levl 3 Both 1.0 3942 - 151.6 339 1.00 S 339 8802 0.45 Wall B-1 3 Both 1.0 607 151.6 151.6 339 1.00 339 1354 0.45 Wall B-2 3 Both 1.0 3336 151.6 151.6 339 1.00 339 7447 0.45 Line C Level 3 LnC, Lev3 3 Both 1.0 2324 - 129.1 339 1.00 S 339 6093 0.38 Wall C-1 3 Both 1.0 1420 129.1 129.1 339 1.00 339 3724 0.38 Wall C-2 3 Both 1.0 904 129.1 129.1 339 1.00 339 2370 0.38 Level 2 LnC, Lev2 2 Both 1.0 6641 565.2 565.2 638 1.00 S 638 7496 0.89 Level 1 LnC, Levl 3 Both 1.0 8190 292.5 292.5 339 1.00 S 339 9479 0.86 Legend: Unless otherwise noted, he value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall group as listed in Sheathing and Framing Materials tables. For Dir - Direction of wind force along shearline. H/W-Cub - Fibreboard height -to -width factor from SDPWS table 4.3.4 note 3, or Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by the wall, total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined unit shear capacity inc. perforation factor. V - For wall: combined shear capacity. For shearline: sum of all wall capacities on line. Crit Resp - Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 14 of 66 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Aug. 1, 2013 14:40:43 Flexible Diaphragm Seismic Design Level Mass [lbs] Area [sq.ft] Story Shear [lbs] E -W N -S Diaphragm Force Fpx [lbs] E -W N -S 3 35295 1272.0 7364 7364 7364 7364 2 24720 1232.0 3610 3610 4796 4796 1 25184 1232.0 1740 1740 4886 4886 All 85199 - 12714 12714 - - 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 - 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. Manually added or modified seismic loads and forces do not contribute to seismic base shear, nor are they included in the distribution of base shear to or the calculation of diaphragm force on the building levels. Redundancy Factor p (rho): E -W 1.00, N -S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.97; Ev = 0.194 D unfactored; 0.136 D factored; total dead load factor: 0.6 - 0.136 = 0.464 tension, 1.0 + 0.136 = 1.136 compression. 15 of 66 WoodWorks® Shearwalls LATERAL ANALYSIS.wsw Aug. 1, 2013 14:40:43 North-South Shearlines W Gp For Dir H/W-Cub Int Ext ASD Shear Force [pif] V [lbs] vmax v Int Allowable Shear [pif] Ext Co C Total V [lbs] Crit. Resp. Line 1 Level 3 Lnl, Lev3 3 Both .87 2552 77.3 77.3 212 1.00 S 212 6982 0.37 Level 2 Lnl, Lev2 3 Both .61 3813 108.9 108.9 148 1.00 S 148 5172 0.74 Level 1 Lnl, Levl 3 Both 1.0 4422 100.5 100.5 242 1.00 S 242 10639 0.42 Line 3 Level 3 Ln3, Lev3 3 Both 1.0 2603 56.6 56.6 242 1.00 S 242 11123 0.23 Level 2 Ln3, Lev2 3 Both .83 3869 157.9 157.9 202 1.00 S 202 4937 0.78 Level 1 Ln3, Levl 3 Both 1.0 4479 101.8 101.8 242 1.00 S 242 10639 0.42 East-West W For HIW-Cub ASD Shear Force [pif] Allowable Shear [plt] Crit. Shearlines Gp Dir Int Ext V [lbs] vmax v Int Ext Co C Total V [lbs] Resp. Line A Level 3 LnA, Lev3 3 Both 1.0 2546 141.4 141.4 242 1.00 S 242 4352 0.58 Level 2 LnA, Lev2 2 Both .61 3801 233.9 233.9 278 1.00 S 278 4525 0.84 Level 1 LnA, Levl 1 Both .69 4221 351.7 351.7 409 1.00 S 409 4910 0.86 Line B LnB, Levl 3 Both 1.0 509 - 19.6 242 1.00 S 242 6287 0.08 Wall B-1 3 Both 1.0 78 19.6 19.6 242 1.00 242 967 0.08 Wall B-2 3 Both 1.0 431 19.6 19.6 242 1.00 242 5320 0.08 Line C Level 3 LnC, Lev3 3 Both .81 2609 - 152.1 196 1.00 S 196 3536 0.77 Wall C-1 3 Both .75 1544 140.4 140.4 181 1.00 181 1995 0.77 Wall C-2 3 Both .81 1065 152.1 152.1 196 1.00 196 1375 0.77 Level 2 LnC, Lev2 2 Both .83 3881 330.3 330.3 380 1.00 S 380 4462 0.87 Level 1 LnC, Levl 3 Both 1.0 4170 148.9 148.9 242 1.00 S 242 6770 0.62 Legend: Unless otherwise noted, he value in the table for a shearline is the one for wall on the line with the critical design response. W Gp - Wall group as listed in Sheathing and Framing Materials tables. For Dir - Direction of seismic force along shearline. H/W-Cub - Height -to -width factor from SDPWS table 4.3.4 notes 1, 3 or unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. V - ASD factored shear force. For shearline: total shearline force. For wall: force taken by the wall, total of all segments on wall. vmax - Base shear = ASD factored shear force per unit full height sheathing, divided by perforation factor Co as per SDPWS eqn. 4.3-8 = V/FHS/Co. v - Design shear force = ASD factored shear force per unit full height sheathing. For wall, it is the largest force on any segment. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. Includes Cub and height -to -width factors. Co - Perforation factor from SDPWS Table 4.3.3.5. C - Sheathing combination rule, A = Add capacities, S = Strongest side only, X = Strongest side or twice weakest. Total - Combined unit shear capacity inc. perforation factor. V - For wall: combined shear capacity. For shearline: sum of all wall capacities on line. Crit Resp - Critical response = v/Total = design shear force/unit shear capacity for critical segment on wall or shearline. 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. 16 of 66 n B SUMMARY REPORT %� F Q T E JOB Olt Ri O �l1A ING �-„ . �. .>a�y t? r. W a t ,,"� ,��r 4I .- q�« v7�,a, s, h^•r � , i., �'; . Member Name Results Current Solution Comments R1 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 Pieces) 4 x 8 Douglas Fir -Larch No. 2 R4 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 R5 Passed 1 Pieces) 4 x 8 Douglas Fir -Larch No. 2 GT1 Passed 1 Piece(s) 5 1/2" x 15" 24F -V8 DF Glulam GT2 Passed 1 Piece(s) 5 1/2" x 15" 24F -V8 DF Glulam 021 UPPERORWERiOCFF, . si xp lu` ° 'i " ,; ; (* at ^'1 t k �1 # it Member Name Results Current Solution Comments R6 Passed 1 Piece(s) 5 1/2" x 12" 24F -V4 DF Glulam R7 Passed 1 Piece(s) 4 x 8 Douglas Fir -Larch No. 2 US Passed 1 Pieces) 4 x 8 Douglas Fir -Larch No. 2 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) 4 x 10 Douglas Fir -Larch No. 2 U5 Passed 1 Piece(s) 4 x 10 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 FG1 Passed 1 Piece(s) 5 1/2" x 15" 24F -V4 DF Glulam Passed 1 Pieces) 4 x 8 Douglas Fir -Larch No. 2 AU8 uyr !�n�y.y .jey+. ,may 03i MAIN:F?IOOR FRAMING= .y" ' 'S5 ', a all sK th { t # ` s si R ti "t I 5 'ed t�KEnJ $ t �p '� Fr .a �t li a a ra r y h « dy97 Member Name Results Current Solution Comments Mi. Passed 1 Pieces) 6 x 12 Hem -Fir No. 2 M2 Passed 1 Piece(s) 6 x 12 Hem -Fir No. 2 M3 Passed 1 Pieces) 5 1/2" x 13 1/2" 24F -V4 DF Glulam M4 Passed 1 Piece(s) 5 1/2" x 10 1/2" 24F -V8 DF Glulam FG2 Passed 1 Pieces) 5 1/2" x 10 1/2" 24F -V8 DF Glulam M5 Passed 1 Plece(s) 4 x 8 Douglas Fir -Larch No. 2 M6 Passed 1 Piece(s) 4 x 10 Douglas Fir -Larch No. 2 Forte Software Operator Job Notes Jesse Routley F Hodge Engineering (253) 857-7055 5 sse5.. hodgeengineering.carn 8/2/2013 9:06:20 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 1 of 27 17 of 66 F 0 R T E MEMBER REPORT ROOF FRAMING, R1 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 6' 3" 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 0 Location Allowed-. , Result LDF Load: Combination ' Member Reaction (lbs) 583 @ 0 3281 (1.50") Passed (18%) -- 1.0 D + 1.0 5 (All Spans) Shear (lbs) 447 @ 8 3/4" 3502 Passed (13%) 1.15 1.0 D + 1.0 5 (All Spans) Moment (Ft -lbs) 910 @ 3' 1 1/2" 3438 Passed (26%) 1.15 1.0 D + 1.0 $ (All Spans) Live Load Defl. (in) 0.023 @ 3' 1 1/2" 0.208 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (In) 0.036 @ 3' 1 1/2" 0.313 Passed (L/999+) -- 1.0 D + 1.0 5 (All Spans) • Deflection criteria: LL (L/360) and 11(5/16"). • 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--- ; •'• , -'- t .• Bearing (Loads to Supports (lbs) Accessories-, . ,Total. Available Required :`!Dead : Snow Total 1 - Trimmer - DF 1.50" 1.50" 1.50" 208 375 583 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 208 375 583 None 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@hodgee ng i n eeri ng. corn PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:20 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 2 of 27 18 of 66 Tributary Dead Snow Loads Location width (0.90) (1.15) Comments' • 1 - Uniform(PSF) 0 to 6' 3" 4' 15.0 30.0 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 Routley Hodge Engineering (253) 857-7055 jesse@hodgee ng i n eeri ng. corn PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:20 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 2 of 27 18 of 66 F O R T EMEMBER REPORT ROOF FRAMING, R2 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 5' 3" 5' El 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 (lbs) 607 @ 0 3281 (1.50") Passed (19%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 439 @ 4' 6 1/4" 3502 Passed (13%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 797 @ 2' 7 1/2" 3438 Passed (23%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.014 @ 2' 7 1/2" 0.175 Passed (L/999+) -- 1.0 D + 1.0 5 (All Spans) Total Load Defl. (in) 0.022 @ 2' 7 1/2" 0.262 Passed (L/999+) -- 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 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (lbs): ' Accessories Total Available _ Required Dead Snow Total ; 1 - Trimmer - DF 1.50" 1.50" 1.50" 214 394 608 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 214 394 608 None 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 Tributary Dead Snow Loads Location Width (0.90) (1.15) Comments_ 1 - Uniform(PSF) 0 to 5' 3" 5' 15.0 30.0 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@hodgeengineering.com PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:21 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 3 of 27 19 of 66 riF O R T E MEMBER REPORT ROOF FRAMING, R3 PASSED 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 3' 3" 3' 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing is Conceptual g Results Desin. Actual 0 Location Allowed - Result - LDF Load: Combination (Pattern) Member Reaction (lbs) 1089 @ 0 3281 (1.50") Passed (33%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 600 @ 2' 6 1/4" 3806 Passed (16%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 885 @ 1' 7 1/2" 3737 Passed (24%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.006 @ 1' 7 1/2" 0.108 Passed (L/999+) -- 1.0 D + 1.0 L; (All Spans) Total Load Defl. (in) 0.009 @ 1' 7 1/2" 0.162 Passed (L/999+) -- 1.0 D + 1.0 Lti (All Spans) • Deflection criteria: LL (1/360) and TL (1/240). • 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 (lbs) Accessories Total Available Required 1s: Dead Roof Live '. Total 1 - Trimmer - DF 1.50" 1.50" 1.50" 370 719 1089 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 370 719 1089 None Loads ' Location :' Tributary Width Dead (0.90) ,` ' Roof Live (non-now:1.25) Comments 1 - Uniform(PSF) 0 to 3' 3" 14' 9" 15.0 30.0 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 e ss a@ h o d g ee n g i n e e r i n g .corn System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:22 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 4 of 27 20 of 66 F.0 R T E , MEMBER REPORT ROOF FRAMING, R4 • 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 5' 3" 5' X II 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 (lbs) 1759 @ 0 3281 (1.50") Passed (54%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 1271 @ 8 3/4" 3806 Passed (33%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 2309 @ 2' 7 1/2" 3737 Passed (62%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.043 @ 2' 7 1/2" 0.175 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (In) 0.064 @ 2' 7 1/2" 0.262 Passed (L/978) -- 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. • Applicable calculations are based on NDS 2005 methodology. Supports 'Bearing' • .' Loads to Supports (lbs) Accessories r Total Available Required Dead' . `, 4Live ' Live Total 1 - Trimmer - DF 1.50" 1.50" 1.50" 598 1162 1760 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 598 1162 1760 None WeyerlaeuserNotes 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@hudgeengineering.com PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:23 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 5 of 27 21 of 66 Tributary >Dead .' Roof Live Loads Location. Width (0.90) - (non -snow: 1.25) Comments - 1 - Uniform(PSF) 0 to 5' 3" 14' 9" 15.0 30.0 Residential - Living Areas WeyerlaeuserNotes 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@hudgeengineering.com PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:23 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 5 of 27 21 of 66 a F 0 R T E , MEMBER REPORT ROOF FRAMING, R5 PASSED 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 2' 3" 2' 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 -;,7I, ,Result LDF Load: Combination (Pattern)' Member Reaction (lbs) 159 @ 0 3281 (1.50") Passed (5%) -- 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 56 @ 8 3/4" 3806 Passed (1%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 89 @ 1' 1 1/2" 3737 Passed (2%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.000 @ 1' 1 1/2" 0.075 Passed (L/999+) -- 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.000 @ 1' 1 1/2" 0.112 Passed (U999+) -- 1.0 D + 1.0 Lr (All Spans) • Deflection criteria: LL (L/360) and 11. (1/240). • 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, .Total ' Bearing Loads to Supports (lbs) Accessories , . Roof Live Available Required .,Dead •:., �:� Live Roof Total 1 - Trimmer - DF 1.50" 1.50" 1.50" 58 101 159 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 58 101 159 None 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 Tributary . Dead , . Roof Live e . Loads?• i ^=location .' • Width ' (0.90) :., (noisnow:1.25) Comments 1 - Uniform(PSF) 0 to 2' 3" 3' 15.0 30.0 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 Routley Hodge Engineering (253) 857-7055 jesse@hodgeengineering.com System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:23 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 6 of 27 22 of 66 lel F O R T E MEMBER REPORT ROOF FRAMING, GT1 • 1 piece(s) 5 1/2" x 15" 24F -V8 DF Glulam 0 Overall Length: 29' 5" 26' 6" CI 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' - fr - Actual ®'Location . ..t°•`Allowed . - Result '• -. :LOF Load: Combination (Pattern)'. Member Reaction (lbs) 3606 @ 1' 2 3/4" 19663 (5.50") Passed (18%) -- 1.0 D + 1.0 Lr (Adj Spans) Shear (lbs) 2943 @ 2' 8 1/2" 18219 Passed (16%) 1.25 1.0 D + 1.0 Lr (Adj Spans) Pos Moment (Ft -lbs) 22133 @ 14' 8 1/2" 48849 Passed (45%) 1.25 1.0 D + 1.0 Lr (Alt Spans) Neg Moment (Ft -lbs) -185 @ 1' 2 3/4" 51563 Passed (0%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (In) 0.637 @ 14'8 1/2" 0.899 Passed (L/508) -- 1.0 D + 1.0 Lr (Alt Spans) Total Load Defl. (in) 1.039 @ 14' 8 1/2" 1.348 Passed (11311) -- 1.0 D + 1.0 Lr (Alt Spans) • Deflection criteria: LL (L/360) and TL (11240). • Overhang deflection criteria: LL (2L/360) and TL (211240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 29' 5" 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 0.95 that was calculated using length L = 26' 10 9/16". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 1' 3 7/16". • The effects of positive or negative camber have not been accounted for when calculating deflection. • Applicable calculations are based on NDS 2005 methodology. Supports Bearing Loads to Supports (lbs) Accessories Total Available Required DeadRof, Live Total 1 - Trimmer - DF 5.50" 5.50" 1.50" 1398 2208 3606 None 2 - Trimmer - DF 5.50" 5.50" 1.50" 1398 2208 3606 None Loads Location Tributary Width Dead (0.90)' Roof Live (non -snow: 1.25) Comments 1 - Uniform(PSF) 0 to 29' 5" 5' 15.0 30.0 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@hodgeengineering.com PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:24 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 7 of 27 23 of 66 a F 0 R T E • MEMBER REPORT ROOF FRAMING, GT2 1 piece(s) 5 1/2" x 15" 24F -V8 DF Glulam 0 Overall Length: 29' 5" 26' 6" 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizorltal.;Drawing is Conceptual Design Results •; r Actual.Off Location Allowed ,r- Result'. .. G LDF Load: Combination (Pattern). - Member Reaction (lbs) 4075 @ 28' 2 1/4" 19663 (5.50") Passed (21%) -- 1.0 D + 1.0 Lr (Adj Spans) Shear (lbs) 3289 @ 26' 8 1/2" 18219 Passed (18%) 1.25 1.0 D + 1.0 Lr (Adj Spans) Pos Moment (Ft -lbs) 23685 @ 15' 2 1/16" 48849 Passed (48%) 1.25 1.0 D + 1.0 Lr (Alt Spans) Neg Moment (Ft -lbs) -219 @ 28' 2 1/4" 51563 Passed (0%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (In) 0.687 @ 14' 9 11/16" 0.899 Passed (L/471) -- 1.0 D + 1.0 Ir (Alt Spans) Total Load Defl. (in) 1.114 @ 14' 9 9/16" 1.348 Passed (L/290) -- 1.0 D + 1.0 Lr (Alt Spans) • Deflection criteria: LL (1/360) and TI. (1/240). • Overhang deflection criteria: LL (21/360) and TI. (21/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 29' 5" 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 0.95 that was calculated using length L = 26' 10 9/16". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 1' 3 7/16". • The effects of positive or negative camber have not been accounted for when calculating deflection. • Applicable calculations are based on NDS 2005 methodology. Supports : •. r... ,. '- .. Bearing 3,Loads to Supports (lbs) •'� Accessories .. Total. . Available ... Required, 1 Dead A. Tif.. Roof ''Live Total. 1 - Trimmer - DF 5.50" 5.50" 1.50" 1436 2284 3720 None 2 - Trimmer - DF 5.50" 5.50" 1.50" 1554 2521 4075 None 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 Trib utary 1ti Dead , Roof Live , fiE Loads LocationLocation • Width • :. (0 90),• on (n -snow: 1.2s) Comments • ", 1 - Uniform(PSF) 0 to 29' 5" 5' 15.0 30.0 Residential - Living Areas 2 - Uniform(PSF) 16' 6" to 29' 5" 1' 15.0 30.0 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 iesse@hodgeengineering.com PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:25 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 8 of 27 24 of 66 1F 0 R T E MEMBER REPORT UPPER FLOOR/LOWER ROOF, R6 • 1 piece(s) 5 1/2" x 12" 24F -V4 DF Glulam 0 Overall Length: 26' 5" 23'6" 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 OP Location • Allowed , - Result - LDF Load: -Combination (Pattern) Member Reaction (lbs) 2591 @ 1' 2 3/4" 19663 (5.50") Passed (13%) -- 1.0 D + 1.0 S (Adj Spans) Shear (lbs) 2109 @ 2' 5 1/2" 13409 Passed (16%) 1.15 1.0 D + 1.0 S (Adj Spans) Pos Moment (Ft -lbs) 13963 @ 13' 2 1/2" 29763 Passed (47%) 1.15 1.0 D + 1.0 S (Alt Spans) Neg Moment (Ft -lbs) -148 @ 1' 2 3/4" 23403 Passed (1%) 1.15 1.0 D + 1.0 5 (All Spans) Live Load Defl. (in) 0.620 @ 13' 2 1/2" 0.799 Passed (11464) -- 1.0 D + 1.0 S (Alt Spans) Total Load Defl. (in) 1.010 @ 13' 2 1/2" 1.198 Passed (11285) -- 1.0 D + 1.0 S (Alt Spans) • Deflection criteria: LL (1/360) and TL (1/240). • Overhang deflection criteria: LL (21/360) and TL (21/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 26' 5" 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 0.98 that was calculated using length L = 23' 10 7/16". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 1' 3 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. Supports Bearing :. ' 9' Loads to Sripports (lbs) , "' • ,'� ' Total Available Required Dead 'Snow. ..' Total -:"`'A°ccessories' 1 - Column - DF 5.50" 5.50" 1.50" 1004 1587 2591 Blocking 2 - Column - DF 5.50" 5.50" 1.50" 1004 1587 2591 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the membe being designed. 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 Tributary .Dead Snow .. loads-` Location ' Width' ` ' (0.90) (1.15) Comments 1 - Uniform(PSF) 0 to 26' 5" 4' 15.0 30.0 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@hodgeengineering.com PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:26 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 9 of 27 25 of 66 lidIFORTE° MEMBER REPORT UPPER FLOOR/LOWER ROOF, R7 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 6' 5" EI 5 6' 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 Actual0 Location . " Allowed . a Result LDF Load: Combination (Pattern) Member Reaction (lbs) 524 @ 5 1/2" 3281 (1.50") Passed (16%) -- 1.0 D + 1.0 S (All Spans) Shear (lbs) 412 @ 1' 3/4" 3502 Passed (12%) 1.15 1.0 D + 1.0 S (All Spans) Moment (Ft -lbs) 737 @ 3' 3 1/4" 3438 Passed (21%) 1.15 1.0 D + 1.0 S (All Spans) Live Load Defl. (in) 0.015 @ 3' 3 1/4" 0.188 Passed (L/999+) -- 1.0 D + 1.0 S (All Spans) Total Load Defl. (in) 0.024 @ 3' 3 1/4" 0.281 Passed (L/999+) -- 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 5 11 1/2' 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. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being desisned. • At hanger supports, the Total Bearing dimension is equal to the width of the material that Is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Bearing Loads to Supports (lbs) Accessories Supports Total Available Required ' Dead Snow Total 1 - Hanger on 7 1/4" DF beam 5.50" Hanger' 1.50" 214 393 607 See note 1 2 - Column - DF 5.50" 5.50" 1.50" 209 378 587 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being desisned. • At hanger supports, the Total Bearing dimension is equal to the width of the material that Is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Connector: Simpson Strong -Tie Connectors Support Model Seat Length Top Nails Face Nails Member Nails Accessories 1 - Face Mount Hanger LUS46 2.00" N/A 4-10d common 4-10d common 15.0 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, 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 SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:27 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 10 of 27 26 of 66 '-Tributary Dead - , Snow.. Loads Location ,_ ' Width ' (0.90) , (1.15) Comments 1 - Uniform(PSF) 0 to 6' 5" 4' 15.0 30.0 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@hodgeengineering.com SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:27 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 10 of 27 26 of 66 11 rip R T E• MEMBER REPORT UPPER FLOOR/LOWER ROOF, U1 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 5' 3" 5' 0 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing Is Conceptual Design. Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 279 @ 0 3281 (1.50") Passed (9%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 202 @ 8 3/4" 3045 Passed (7%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 367 @ 2' 7 1/2" 2989 Passed (12%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.008 @ 2' 7 1/2" 0.175 Passed (11999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (In) 0.010 @ 2' 7 1/2" 0.262 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (11360) and TL (1/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS 2005 methodology. Supports Bearing '. ; ' .Loads to Supports (lbs) t Accessories Total Available. 'Required. Dead Floor Live Total f. 1 - Stud wall - DF 1.50" 1.50" 1.50" 69 210 279 None 2 - Column - DF 1.50" 1.50" 1.50" 69 210 279 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied o the member being designed. 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 Tributary Dead Floor Live Loads. .. ;,. Location , Width (0.90) _, (1.00) Comments .. 1 - Uniform(PSF) 0 to 5' 3" 2' 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 jesse @hodgeeng i neeri ng.com PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE ti 8/2/2013 9:06:28 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 11 of 27 27 of 66 a FORTE ' MEMBER REPORT UPPER FLOOR/LOWER ROOF, U2 r G 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 2' 3" 2' 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 (lbs) 909 @ 0 3281 (1.50") Passed (28%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 320 @ 1' 6 1/4" 3045 Passed (10%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 511 @ 1' 1 1/2" 2989 Passed (17%) 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 + 1.0 L (All Spans) Total Load Defl. (in) 0.003 @ 1' 1 1/2" 0.112 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (1/360) and TL (1/240). • 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 (lbs) Accessories Total . Available ` _Required< : Dead =' Floor,_ Live ," Snow Total 1- Stud wall DF 1.50" 1.50" 1.50" 290 619 101 1010 None 2 - Column - DF 1.50" 1.50" 1.50" 290 619 101 1010 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 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 PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:29 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 12 of 27 28 of 66 Tributary ^ Dead r Floor Live , : Snow -r Loads Location Width (0.90) , '(1.00) (1:15) Comments 1 - Uniform(PSF) 0 to 2' 3" 13' 9" 15.0 40.0 - Residential - Uving Areas 2 - Uniform(PSF) 0 to 2' 3" 3 15.0 - 30.0 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@hodgeengineering.com PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:29 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 12 of 27 28 of 66 F 0 R T E MEMBER REPORT UPPER FLOOR/LOWER ROOF, U3 • 1 pieces) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 2' 3" 2' 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 (lbs) 1248 @ 0 3281 (1.50") Passed (38%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 439 @ 8 3/4" 3502 Passed (13%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft -lbs) 702 @ 1' 1 1/2" 3438 Passed (20%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0.002 @ 1' 1 1/2" 0.075 Passed (11999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (In) 0.004 @ 1' 1 1/2" 0.112 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (1/240). • 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. SupportsTotal Bearing ;%8 .. . Loads to Supports (lbs) r 1 4. r:, , Accessories Floor Live Available Required Dead Floor LiveSnow Width " a,• _. Total.w 1 - Stud wall - OF 1.50" 1.50" 1.50" 411 619 498 1528 None 2 - Column - DF 1.50" 1.50" 1.50" 411 619 498 1528 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 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 Tributary Dead Floor Live Snow ' • Loads Location Width " (0.90) (1.00) (1.15) Comments 1 - Uniform(PSF) 0 to 2' 3" 13' 9" 10.0 40.0 - Residential - Uving Areas 2 - Uniform(PSF) 0 to 2' 3" 14' 9" 15.0 - 30.0 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 Routley Hodge Engineering (2531857.7055 jesse@hodgeengineering.com PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:30 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 13 of 27 29 of 66 a F 0 R T E MEMBER REPORT UPPER FLOOR/LOWER ROOF, U4 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 0 Overall Length: 5' 3" 5' 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 (lbs) 2917 @ 0 3281 (1.50") Passed (89%) -- 1.0 D + 0.75 )- + 0.75 S (All Spans) Shear (lbs) 1922 @ 10 3/4" 4468 Passed (43%) 1.15 1.0 D + 0.75 )- + 0.75 S (All Spans) Moment (Ft -lbs) 3829 @ 2' 7 1/2" 5166 Passed (74%) 1.15 1.0 D + 0.75 1 + 0.75 S (All Spans) Live Load Defl. (In) 0.034 @ 2' 7 1/2" 0.175 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.051 @ 2' 7 1/2" 0.262 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 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. • Applicable calculations are based on NDS 2005 methodology. Supports < Bearing .` Loads to Supports (ibs) Accessories Total' Available •1 Required •- Snow" Dead Floor Live ` 13' 9" Total - Stud wall - DF 1.50" 1.50" 1.50" 963 1444 1162 3569 None 2 - Column - DF 1.50" 1.50" 1.50" 963 1444 1162 3569 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 r - Dead ,:(0.90) .' I Floor Live (1.00). - Snow , , (1.15) t Comments 1 - Uniform(PSF) 0 to 5' 3" 13' 9" 10.0 40.0 - Residential - Living Areas 2 - Uniform(PSF) 0 to 5' 3" 14' 9" 15.0 - 30.0 Residential - Living Areas 3 - Uniform(PLF) 0 N/A 80.0 - - Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, 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 PASSEp System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:31 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 14 of 27 30 of 66 R T E MEMBER REPORT UPPER FLOOR/LOWER ROOF, U5 1 piece(s) 4 x 10 Douglas Fir -Larch No. 2 0 Overall Length: 5' 3" 5' EI LI 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 © LocatIor Allowed Result iLDF 'Laidr Combinadan (pattUiit) Member Reaction (lbs) 3016 @ 0 3281 (1.50") Passed (92%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 1987 @ 10 3/4" 4468 Passed (44%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft -lbs) 3958 @ 2' 7 1/2" 5166 Passed (77%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Live Load Defl. (in) 0,035 @ 2' 7 1/2" 0.175 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.053 @ 2' 7 1/2" 0.262 Passed (1./999+) -- 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' 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. • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. Bearin4 - , . Dead}.: Loads to Supports (Itis) A ries Supports Total. Available R quired Dasa uvea snow ! rata( 1 - Stud wall - DF 1.50" 1.50" 1.50" 1003 1444 1240 3687 None 2 - Column - DF 1.50" 1.50" 1.50" 1003 1444 1240 3687 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 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 j Forte Software Operator Jesse Routley Hedge Engineerins 1 (253)857-705.5 s Jesse@riodgeengineering_sem PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASO SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:32 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4fe Page 15 of 27 31 of 66 Tributory'. - , . Dead}.: ', Floor Live Snow Loads Location Math ' (0.90) = (Leo) - (1.15) Comments 1 - Uniform(PSF) 0 to 5' 3" 13' 9" 10.0 40.0 - Residential - Living Areas 2 - Uniform(PSF) 0 to 5' 3" 14' 9" 15.0- 30.0 Residential - Living Areas 3 - Uniform(PLF) 0 N/A 80.0 - - 4 - Uniform(PSF) 0 to 5' 3" 1 15.0- 30.0 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 j Forte Software Operator Jesse Routley Hedge Engineerins 1 (253)857-705.5 s Jesse@riodgeengineering_sem PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASO SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:32 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4fe Page 15 of 27 31 of 66 0 MEMBER REPORT UPPER FLOOR/LOWER ROOF, U6 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 Overall Length: 3' 3" 3' 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 CI) Location Allowed Result ' LDF Load: Combination (Pattern) Member Reaction (lbs) 628 @ 0 3281 (1.50") Passed (19%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (Ibs) 346 @ 8 3/4" 3502 Passed (10%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft -lbs) 510 @ 1' 7 1/2" 3438 Passed (15%) 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Uve Load Defl. (in) 0.003 @ 1' 7 1/2" 0.108 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Total Load Defl. (in) 0.005 @ 1' 7 1/2" 0.162 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 5 (All Spans) • Deflection criteria: LL (1/360) and TL (1/240). • 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. SU o t5 pP Bearing Loads to Supports (lbs) Accessories Total Available Required Dead Floor Live Snow Total 1 - Stud wall - DF 1.50" 1.50" 1.50" 238 130 390 758 None 2 - Column - DF 1.50" 1.50" 1.50" 238 130 390 758 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. LoadsLocation " Tributary Width Dead (0.90), ' Floor Live .00), (1 Snow (1.15) Comments 1 - Uniform(PSF) 0 to 3' 3" 2' 10.0 40.0 - Residential - Living Areas 2 - Uniform(PSF) 0 to 3' 3" 4' 15.0 - 30.0 Residential - Living Areas 3 - Uniform(PLF) 0 N/A 80.0 - - 4 - Unifoml(PSF) 0 to 3' 3" 4' 15.0 - 30.0 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 drcumvent 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 i e ss a© h o d g ee n g i n ee ri n g. c o m PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:33 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 16 of 27 32 of 66 a PO R T E , MEMBER REPORT UPPER FLOOR/LOWER ROOF, U7 • 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 6' 3" 6' EI 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 -4i Location. I '•,Allowed' 1_ •Result': ' :' LDF4'Load: Combinatiom,(Pattem);.( ., Member Reaction (lbs) 989 @ 0 3281 (1.50") Passed (30%) -- 1.0 D + 0.75 L + 0.75 S (All Spans) Shear (lbs) 758 @ 8 3/4" 3502 Passed (22%) _ 1.15 1.0 D + 0.75 L + 0.75 S (All Spans) Moment (Ft -lbs) 1545 @ 3' 1 1/2" 3438 Passed (45%) 1.15 1.0 D + 0.75 L + 0.75 5 (All Spans) Live Load Defl. (in) 0.041 @ 3' 1 1/2" 0.208 Passed (L/999+) -- 1.0 D + 0.75 L + 0.75 5 (All Spans) Total Load Defl. (in) 0.061 @ 3' 1 1/2" 0.313 Passed (U999+) -- 1.0 D + 0.75 L + 0.75 S (All Spans) • Deflection criteria: LL (L/360) and TL (1/240). • 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 (lbs)' . , Accessories Total Available Required Dead Floor Live Y'SrioW : 'Total 1 - Stud wall - DF 1.50" 1.50" 1.50" 333 500 375 1208 None 2 - Column - DF 1.50" 1.50" 1.50" 333 500 375 1208 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 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 je sse@hodg ee ng i neeri n g. cam PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:34 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 17 of 27 33 of 66 Tributary Dead , Floor Live Snow . Loads Location Width (0.90) (100) (1.15) Comments 1 - Uniform(PSF) 0 to 6' 3" 4' 10.0 40.0- Residential - Living Areas 2 - Uniform(PSF) 0 to 6' 3" 4' 15.0 - 30.0 Residential - Uving Areas 3 - Uniform(PLF) 0 N/A 80.0 - - Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for Installation details. (www.woodbywy.com) Accessories (Rim Board, 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 je sse@hodg ee ng i neeri n g. cam PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:34 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 17 of 27 33 of 66 MEMBER REPORT UPPER FLOOR/LOWER ROOF, FG1 1 F O R T E 1 piece(s) 5 1/2" x 15" 24F -V4 DF Glulam 0 Overall Length: 27' 5" a 26' 6' 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 j' Allowed s. -Result LDF Load Combination (Pattern) Member Reaction (lbs) 2331 @ 4" 18906 (5.50") Passed (12%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 2041 @ 25' 8 1/2" 14575 Passed (14%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft -lbs) 15210 @ 13' 8 1/2" 39098 Passed (39%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.497 @ 13' 8 1/2" 0.892 Passed (1/647) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.704 @ 13'8 1/2" 1.337 Passed (L/456) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (1/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 27' 5" 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 0.95 that was calculated using length L = 26' 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. r Supports Bearing ,Loads to Supports (lbs) Accessories Total. Available Required Dead Floor Uve Total 1 - Stud wall - DF 5.50" 5.50" 1.50" 686 1645 2331 None 2 - Column - DF 5.50" 5.50" 1.50" 686 1645 2331 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 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 Tributary Dead .� ���.Floor Live Loads ' Location ._ ; Width , (0.90) , ° (1.00) Comments 1 - Uniform(PSF) 0 to 27' 5" 3' 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 jesse@hodgeengineering.com PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:34 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 18 of 27 34 of 66 R T E MEMBER REPORT UPPER FLOOR/LOWER ROOF, U8 • 1 piece(s) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 2' 3" 2' 4' CI 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.;Drawing Is Conceptual DesigrfResults'; Actual Location Allowed ' 'Result '. LDF . LoaddCombination (Pattern) Member Reaction (lbs) 2355 @ 0 3281 (1.50") Passed (72%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 359 @ 1' 6 1/4" 3045 Passed (12%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 581 @ 3" 2989 Passed (19%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.002 @ 1' 9/16" 0.075 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.003 @ 1' 9/16" 0.112 Passed (L/999+) -- 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 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 pp Bearing °'' . ' . , Loads to Suppo (lbs) : Py .' ,. N ' '' e:r Accessories Total Available; Required • . Dead Floor•.: Live''' Snow ".'• �, - a !Total 1 - Stud wall- DF 1.50" 1.50" 1.50" 713 1642 101 2456 None 2 - Column - DF 1.50" 1.50" 1.50" 179 363 101 643 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 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 Tributary Dead ;t Floor Live ' ;,Snow Loads Location - . Width . (0.90) .; , (L00) (1.15) Comments.:. 1 - Uniform(PSF) 0 to 2' 3" 4' 10.0 40.0 - Residential - Living Areas 2 - Uniform(PSF) 0 to 2' 3" 3' 15.0 - 30.0 Residential - Living Areas 3 - Uniform(PLF) 0 N/A 80.0 - - 4 - Point(Ib) 3" N/A 686 1645 - Linked from: FG1, 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 Routley Hodge Engineering (253) 857-7055 jesse@hodgeengineering.com PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD • SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:35 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 19 of 27 35 of 66 '1 F 0 R T E + MEMBER REPORT MAIN FLOOR FRAMING, M1 PASSED 1 piece(s) 6 x 12 Hem -Fir No. 2 0 Overall Length: 19' 11" 0 17' 6' El 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 : � �n� ,Result . ' ' •• .�,. 2 LDF Load:. Combin,itlon (Pattern) Member Reaction (lbs) 1649 @ 1' 8 3/4" 12251 (5.50") Passed (13%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 1201 @ 2' 11" 5903 Passed (20%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 6085 @ 10' 8 3/16" 6819 Passed (89%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.328 @ 10' 7 7/8" 0.446 Passed (L/653) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.455 @ 10' 8" 0.893 Passed (L/471) -- 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (1/480) and TL (1/240). • Overhang deflection criteria: LL (21/480) and TL (21/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 19' 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 (lbs) Accessories Total Available'- Required Dep,A FL a Total 1 - Column - DF 5.50" 5.50" 1.50" 467 1181 1648 Blocking 2 - Column - DF 5.50" 5.50" 1.50" 399 1019/-9 1418/-9 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. 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 : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:37 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 20 of 27 36 of 66 . i Tributary ,.,. Dead t, ', Floor Live Loads t Location , : Width (0.90) i , (t.00) Comments , 1 - Uniform(PSF) 0 to 19' 11" 2' 9" 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 jesse@hodgeengineering.com System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:37 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 20 of 27 36 of 66 l F•0 R T E MEMBER REPORT MAIN FLOOR FRAMING, M2 • 1 piece(s) 6 x 12 Hem -Fir No. 2 0 Overall Length: 7' 11" 5' 6" 0 11 XX 0 1' 6" 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 (lbs) 754 @ 6' 2 1/4" 12251 (5.50") Passed (6%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 306 @ 5' 5903 Passed (5%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 626 @ 3' 2 1/4" 6819 Passed (9%) 1.00 1.0 D + 1.0 L (Alt Spans) Live Load Defl. (in) 0.004 @ 3' 3 1/8" 0.146 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.005 @ 3' 2 13/16" 0.293 Passed (L/999+) -- 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (1/480) and 11 (1/240). • Overhang deflection criteria: LL (21./480) and TL (21/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 7' 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. SupportsTotal Bearing Loads to Supports (lbs) . Accesso• ries Floor Live Available Required ' Dead Floor' - Live Total t` 1 - Column - DF 5.50" 5.50" 1.50" 131 359/-28 490/-28 Blocking 2 - Column - DF 5.50" 5.50" 1.50" 214 540 754 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the membe being designed. 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 Tributary, Dead Floor Live Loads Location Width (0.90) ' (1.00) Comments 1 - Uniform(PSF) 0 to 7 11" 2' 9" 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 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 iesse@hodgeengineering.com PASSED System : Floor Member Type : Flush Beam Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:38 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 21 of 27 37 of 66 ri ' MEMBER REPORT MAIN FLOOR FRAMING, M3 � F RTE 1 piece(s) 5 1/2" x 13 1/2" 24F -V4 DF Glulam + 0 Overall Length: 16' 6" 16' 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 (lbs) 7336 @ 16' 4 1/2" 10725 (3.00") Passed (68%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 6157 @ 15' 1 1/2" 13118 Passed (47%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft -lbs) 29267 @ 8' 3 11/16" 33413 Passed (88%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.475 @ 8' 3" 0.542 Passed (L/410) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.682 @ 8' 3 5/16" 0.813 Passed (L/286) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (1/360) and TL (1/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 16' 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 = 16' 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. Supports, •Total Bearing : Loads to Supports (lbs). Accessories Floor Live i:: (4:00) Available Required Dead Floor Live Snow :Total . 1 - Trimmer - DF 3.00" 3.00" 2.03" 2172 5079 1125 8376 None 2 - Trimmer - DF 3.00" 3.00" 2.05" 2330 5006 1305 8641 None Loads Location Tributary' Width' Dead '. (0.90) Floor Live i:: (4:00) Snow ' (1.15) Comments 1 - Uniform(PSF) 0 to 16' 6" 2' 9" 5.0 40.0 - Residential - Living Areas 2 - Uniform(PSF) 0 to 16' 6" 9' 6" 10.0 40.0 - Residential - Living Areas 3 - Point(lb) 0 N/A- - - 4 - Uniform(PLF) 0 to 1' 6" • N/A 80.0 - - 5 - Uniform(PLF) 7' 6" to 10' 6" N/A 80.0 - - 6 - Uniform(PLF) 13' 6" to 16' 6" N/A 80.0 - - 7 - Uniform(PSF) 0 to 16' 6" 2' 10.0 40.0 - 8 - Uniform(PSF) 0 to 1' 6" 4' 15.0 - 30.0 9 - Uniform(PSF) 7' 6" to 10' 6" 4' 15.0 - 30.0 10 - Uniform(PSF) 13' 6" to 16' 6" 4' 15.0 - 30.0 11 - Point(Ib) 1' 6" N/A 208 - 375 Unked from: RI, Support 1 12 - Point(lb) 7 6" N/A 208 - 375 Unked from: R1, Support 2 13 - Point(Ib) 2' N/A 69 210 - Linked from: Ul, Support 1 14 - Point(lb) 7' N/A 69 210 - Linked from: Ul, Support 2 15 - Point(lb) 10' 6" N/A 238 130 390 Unked from: U6, Support 1 16 - Point(lb) 13' 6" N/A 238 130 390 Unked from: U6, Support 1 Forte Software Operator Job Notes Jesse Routley Hodge Engineering (253)857.7055 je sse@ hodgeeng i neeri ng.com PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD 8/2/2013 9:06:38 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 22 of 27 38 of 66 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 SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:39 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 23 of 27 39 of 66 i MEMBER REPORT MAIN FLOOR FRAMING, M4 l F O R T E 1 piece(s) 5 1/2" x 10 1/2" 24F -V8 DF Glulam 0 Overall Length: 27' 5 1/2" 11' 10' I 4'4' 0 14' 3" 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 (lbs) 12785 @ 12' 6 1/4" 19663 (5.50") Passed (65%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 7201 @ 13' 7 1/2" 10203 Passed (71%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft -lbs) 13602 @ 20' 3 1/2" 20213 Passed (67%) 1.00 1.0 D + 1.0 L (Alt Spans) Neg Moment (Ft -lbs) -16934 @ 12' 6 1/4" 20213 Passed (84%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (In) 0.424 @ 20' 1/8" 0.487 Passed (L/413) -- 1.0 D + 1.0 L (Alt Spans) Total Load Defl. (in) 0.517 @ 20' 3/4" 0.730 Passed (L/339) -- 1.0 D + 1.0 L (Alt Spans) • Deflection criteria: LL (L/360) and TL (L/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 27' 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 1.00 that was calculated using length L = 12' 8 15/16". • Critical negative moment adjusted by a volume factor of 1.00 that was calculated using length L = 7 1 5/8". • -253 lbs uplift at support 1. Strapping or other restraint may be required. • The effects of positive or negative camber have not been accounted for when calculating deflection. • Applicable calculations are based on NDS 2005 methodology. Supports . Bearing Loads to Supports (lbs) ;. Accessories Total Available . Required ;Dad Floor Live I Total 1 - Stud wall - DF 5.50" 5.50" 1.50" 518 2609/-771 3127/-771 Blocking 2 - Column - DF 5.50" 5.50" 3.58" 2791 9995 12786 Blocking 3 - Stud wall - DF 5.50" 5.50" 1.50" 856 3320/-263 4176/-263 Blocking • Blocking Panels are assumed to carry no loads applied directly above them and the full load Is applied to the member being designed. 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 Tributary r Dead Floor Live • Loads Location WIdth •1 (0.90) , (1.00) Comments - Uniform(PSF) 0 to 27' 5 1/2" 9' 4 1/2" 10.0 40.0 Residential - Living Areas 2 - Uniform(PSF) 0 to 27' 5 1/2" 2' 10.0 40.0 Residential - Living Areas 3 - Point(lb) 15' 6" N/A 656 2396 Linked from: FG2, 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 Routley Hodge Engineering • (253) 857-7055 jesse@hodgeengineering.com PASSED System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:39 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 24 of 27 40 of 66 *FORTE" 0 MEMBER REPORT MAIN FLOOR FRAMING, FG2 PASSED 1 piece(s) 5 1/2" x 10 1/2" 24F -V8 DF Glulam Overall Length: IT 11" tI 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 (lbs) 2748 @ 5 1/2" 5363 (1.50") Passed (51%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 2156 @ 1' 4" 10203 Passed (21%) 1.00 1.0 D + 1.0 L (All Spans) Pos Moment (Ft -lbs) 5583 @ 4' 3/4" 20213 Passed (28%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.054 @ 4' 6 1/4" 0.271 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.069 @ 4' 6 1/4" 0.406 Passed (L/999+) -- 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 8' 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 1.00 that was calculated using length L = 8' 1 1/2". • The effects of positive or negative camber have not been accounted for when calculating deflection. • Applicable calculations are based on NDS 2005 methodology. Supports Bearing , Loads to Supports (lbs) Accessories Total Available Required Dead Floor Live Total ` 1 - Hanger on 10 1/2" DF beam 5.50" Hangers 1.50" 656 2396 3052 See note s 2 - Stud wall - DF 5.50" 5.50" 1.50" 644 2330 2974 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 • s See Connector grid below for additional information and/or requirements. System : Floor Member Type : Drop Beam Building Use : Residential Building Code : IBC Design Methodology : ASD Connector: Simpson Strong -Tie Connectors''' Support '- Model . ' Seat Length Top Nails ' ' Face Nails • .: Member Nails : ,: .Accessories 1 - Face Mount Hanger Connector not found N/A N/A N/A N/A 13' 3" 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 Tributary Dead Floor Live Loads Location Width (0.90) (1.00) Comments 1 - Uniform(PSF) 0 to 8' 11" 13' 3" 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 jesse@hodgeengineering.com SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:40 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 25 of 27 41 of 66 '1 F 0 R T E MEMBER REPORT MAIN FLOOR FRAMING, M5 1 pieces) 4 x 8 Douglas Fir -Larch No. 2 0 Overall Length: 3' 3" 3' 0 All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizonlal.;Drawing Is Conceptual Design Results Actual @ Location Allowed °� .e Result •LDF Load Combination (Pattern). Member Reaction (lbs) 173 @ 0 3281 (1.50") Passed (5%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 95 @ 2' 6 1/4" 3045 Passed (3%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 141 @ 1' 7 1/2" 2989 Passed (5%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.001 @ 1' 7 1/2" 0.108 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (In) 0.002 @ 1' 7 1/2" 0.162 Passed (L/999+) -- 1.0 D + 1.0 L (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 NDS 2005 methodology. Supports Bearing . Loads to Supports (lbs) Accessories Total Available Required Deaeta d FloorLiis � Total 1 - Trimmer - DF 1.50" 1.50" 1.50" 43 130 173 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 43 130 173 None 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 Tributary Dead Floor Live Loads Location width (0.90) ' .., . (1.00) ' Comments 1 - Uniform(PSF) 0 to 3' 3" 2' 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 jesse@hodgeengineering.com PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:41 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 26 of 27 42 of 66 1 F 0 R T E • MEMBER REPORT MAIN FLOOR FRAMING, M6 • 1 pieces) 4 x 10 Douglas Fir -Larch No. 2 0 Overall Length: 5' 3" 5' X 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 (lbs) 1761 @ 0 3281 (1.50") Passed (54%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 1160 @ 10 3/4" 3885 Passed (30%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 2311 @ 2' 7 1/2" 4492 Passed (51%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.025 @ 2' 7 1/2" 0.175 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (In) 0.031 @ 2' 7 1/2" 0.262 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) • Deflection criteria: LL (L/360) and TL (1/240). • Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 3" o/c unless detailed otherwise. Proper attachment and positioning of lateral 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 - DF 1.50" 1.50" 1.50" 369 1391 1760 None 2 - Trimmer - DF 1.50" 1.50" 1.50" 369 1391 1760 None Loads Location ' . Tributary Width . Dead • (0.90) ' Floor Live (1.00) Comments 1 - Uniform(PSF) 0 to 5' 3" 13' 3" 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 e ss a@ h od g e e n g i n e e ri n g. com PASSED System : Wall Member Type : Header Building Use : Residential Building Code : IBC Design Methodology : ASD SUSTAINABLE FORESTRY INITIATIVE 8/2/2013 9:06:43 AM Forte v4.0, Design Engine: V5.6.1.203 PALOUSE.4te Page 27 of 27 43 of 66 1 Post Capacities Post Capacities Post Allowable Compression Load Tables: rot over images below to see larger image HD3B Vertical HTT4 Vertical Installation Installation Typical CbSQ- SDS2 Installation Post Allowable Compression Loads for Douglas Fir Larch Framing Size Grade 2x4 3x4 2.2x4 4x4 !2 3-2x4... 02 4x602 4x8 _. 02 4x10 42 Perp la Grain, Pc.I (lb 4 -Inch Wall 3280 5470 6565 7655 9845 12030 15860 20235 HDU Vertical Installation Compression Capacity Parallel to Grain, Pc (lbs) (100) Nominal Top Plate Height (it) 10 9 11 12 3170 2580 2120 1765 1490 5285 4305 3535 2945 , 2485 6340 5 4240 3535 2985 7395 14 602555 4945 4120 3480 9510 7745 6360 5300 4475 11540 i 9420 7745 6460 5460 15090 12345 1_0165 w 84857175 080 15650 ` 12910 10790 -_, 91 2x6 £2 5155 3x6 N2 8595 2.24 £2 10315 4x6 £2 12030 3-2'x6 £2 mm15476 6x6 £118905 6x6 /11., 25780 wom.strongtie.com Post Compression Loads for Douglas Fir Larch for Southern Pine for Spruce Pine Fir for Hem Fir Post Tension Loads for Douglas Fir Larch for Southern rine for Spruce Pine Fir for Hem Fir Catalog pages (PDF) Help for dow nloads t.aupacily Parallel to Grain, Pe (lbs) (160) Nominal Top Plate Heiphl (It) 9 10 11 12 2680 2180 1805 1520 4470 3635 3010 2530 5365 4360 3610 3040 6260 5090 ' 4215 3545 8045 6545 � 5420 4555 9810 7980 6610 5560 12890 10500 8700 7320 16395 13360 11080 9325 See footnotes Post Allowable Compression Loads for Southern Pine 44 of 66 strongtie.com/.../post_capacities.asp .., _ ,__ Framing Lumber ' Perp to i (lbs) 2965 4945 Compression Capacity Parallel to Grain, Pc (lbs) (100) Compression Capacity Parallel to Grain, Pc (lbs) (160) Size 2x4 3x4 i Grain, Grade i P Nomina Top Plate Heighl (ft) . Nomina 9 No Top Plate Hei)M (It) 4 _ 8 3200 9 2580 Top Plate Heighl 10 (It)_ 11 „ _• 1490 e 9 10 #1/12 4 -Inch Wall 12 1 #2I 2115 1765149 3360 'f 2675 2175 81i 1800 51 1515 5330 4305 3530 29402480 3720 5600 6720 ' 4455 5345 3620 3000 3600 2520 3025 2.2x4 #2 I 5935 6400 5165 4235 3525 — 2975 Y 4345 4x412 6920 7465 6025 4940 4115 3475 7840 i 6240 5070 4200 3530 3-2x4 ... #2 (' 8900 9600 7745 6350 5290 4465 10075 ' 8020 6520 5400 4540 4x6 #2 + 10875 11680 9435 7745 6455 5450 12290 9785 7960 6590 5545 4x8 f2 1 14335 15320 12395 10185 8490 7175 16155 12875 10475 8680 7300 4x10 #2 ! 18290 19445 15760 12960 10810 I 9140 20560 ) 16395 13350 I 11060 9310 6Waih 2x6 #2 i 4660 9345 8190 7095 6130 5305 11280 9375 7825 6595 5610 3x6 #2 t 7770 15570 18685 13650 16380 11830 14195 16560 10215 12280 14300 8840 10610, 12375 18800 22560. 15620 18745 13045 ,.15655 : 10990 " 13185 9350 11220 2.2x6 02 6 9325 4x6 #2 ' 10875 21800 19110 26325 21870 18260 15385 13090 3.2x6 #2 i 13985 #1 17090 16070 28030 21496 24570 20270 21290 18835 18385 17260 15910 15655 33845. 30025 28120 26820 23480 23595 19780; 20610 16830 17975 6x6 6x8 #1 ! 23305 20660 29315 27640 25680 23540 21345 40940 36575 32180 28105 24515 See footnotes Post Allowable Compression Loads for Spruce Pine Fir Framing Lumber i Perp to P' Grain, PO. (lbs) Compression Capacity Parallel to Grain, Pc (lbs) (100) Compression Capacity Parallel to Grain, Pc (lbs) (160) Size Grade Nomina Top Plate Height (ft) . Nomina 9 Top Plate.Helght 10 (ft) 11 12 Nominal 8 9 Top Plate Heighl 10 (It)_ 11 12 8 11 2x4 #1/12 2230 2775. 2250 1850 1540 1305 2930 2340 , _1905 (1575_ 1325 1465 2440 3x4 91/12 1 3720 4625 3745 3080 2570 2170 4885 ' 3895 3175 f 2630 2210 4 -Inch 2-2x4 11/12 . 4465 5545 _ _. _4495 3695 3085. 2605 __5865 , v 4675 73805_ _ 3155 _ 2655 Wall 4x4 11/#2 i — 5205 5470 5245 4310 3595 3040 6840 5455 4440 3680 3095 _3590 4920 4580, 7635 4-2— x4 11/12 I 6695 8320 6745 5645 4625 3910 8795 7015 5710 4730 3980 3x6. _3.2x4 4.2x4 11/12 ; 8925 11095 8990 7395 6165 5215 11730 9355 7615 6310 5310 18550 2x6 11/62 3605 7745 6885 6035 5255 4575 9600 8055 6770 5725 4885 6 -Inch Wal 3x6 #1/12 I 5845 12905 .11475 10060 8760 7625 16000 13425 11280 9545 8145 2.2x6 11/12 �� 7015 15485 13770 12070 10515 9150 19200 16110 13540 11450 i :9770 3.2x6 11/12 8180. 18065 16070 14085 12265 10675 22395 18795 15795 13360 `11400 4-2x6 11/12 10520 23230 20660 18110 15770 13730 28795 24165 20305 17180 ` 14660 See footnotes Post Allowable Compression Loads for Hem Fir Framing Lumber Perp to Grain, Pel(lbs) Compression Capacity Parallel to Grain, Pc (lbs) (100) Compression Capacity Parallel to Grain, Pc (lbs) (160) Size Grade Nomina Top Plate Height (ft) Nomina Top Plate Hei jhl pt) 8 9 10 11 12 8 1 9 10 11 12 44nch Wail 2x4 #2 f 2125 2630 2115 1730 1435 1210 2745 _. 4570 2180 3630 1770 2950 1465 2440 1230 2050 3x4 #2 I 3545 4385 3525 2880 2395 2020 2.2x4 4x4 12 L #2 f 4255 5260 4230. 3460 2875 2425 2830 5485 y 6400 4355 3540 2925`_ 3415 _ 2460 2870 �� 4960 6140 4935 4035 3355 5085 4125 3.20 #2 I 6360 7890 6340 8455 5185 6915 4310 5750 3.635 4850 8230 10970. 9385 15640 18765 6535 8715 7735 12890 15470 5305 7075 6425 10710 12850 _4390 5855 5395 8995 _3590 4920 4580, 7635 4-2— x4 #2 8505. 10525 6 -Inch Wolf 2x6 12 {, 3340 7950 6::0 5905 5065. 4365 r 3x6. 02 12 5570 6685 13250 15900 11470 13765 9840 11810 8440 10130 - 7270 8725 2.2x6 10790 9165 3.2x6 12 ; 7195 18550 16055 13780 11820 10180 21895 ) 18045 14995 12590 10690 4-2x6 #2 i 10025 23855 20645 17715 15195 13090 28150 1 23205 19275 16185 13745 See footnotes Post Tension Load Tables: Post Tension Loads for Douglas Fir Larch strongtie.com/.../post_capacities.asp A top 45 of 66 Post Capacities `v Framing Lumber Allowable Tension Pt (114) (160) Size Grade Bolt Diameter(in) 0 lh 5/s '/a 1 4 -Inch Wall 2x4 #2 7245 6080 5820 5305 5045 3x4 #2 12075 10135 9705 8840 8410 2-2x4 #2 14490 12160 11645 10610 10090 4x4 #2 16905 14190 13585 12375 11775 3-2x4 #2 21735 18240 17465 15915 15135 4x6 #2 23025 19325 18500 16855 16035 4x8 #2 28015 23510 22510 20510 19510 4x10 #2 32765 27500 26330 23990 22815 6 -Inch Wall 2x6 #2 9865 8860 8635 8185 7960 3x6 #2 16445 14765 14390 13640 13270 2-2x6 #2 19735 17715 17265 16370 15920 4x6 #2 23025 20670 20145 19100 18575 3-2x6 #2 29600 26575 25900 24555 23885 6x6 #1 39930 35845 34940 33125 32215 6x8 #1 54450 48880 47645 45170 43930 See footnotes Post Tension Loads for Southern Pine Framing Lumber Allowable Tension Pt, (lbs) (160) Size Grade Bolt Diameter (in) 0 i/Z Ws '/a 1 4 -Inch Wall 2x4 #2 7245 6080 5820 5305 5045 3x4 #2 12075 10135 9705 8840 8410 2-2x4 #2 14490 12160 11645 10610 10090 4x4 #2 16905 14190 13585 12375 11775 3-2x4 #2 21735 18240 17465 15915 15135 4x6 #2 23025 19325 18500 16855 16035 4x8 #2 28015 23510 22510 20510 19510 4x10 #2 32765 27500 26330 23990 22815 6 -Inch Wall 2x6 #2 9865 8860 8635 8185 7960 3x6 #2 16445 14765 14390 13640 13270 2-2x6 #2 19735 17715 17265 16370 15920 4x6 #2 23025 20670 20145 19100 18575 3-2x6 #2 29600 26575 25900 24555 23885 6x6 #1 39930 35845 34940 33125 32215 6x8 #1 54450 48880 47645 45170 43930 See footnotes Post Tension Loads for Spruce Pine Fir strongtie.com/.../post_capacities.asp 46 of 66 u. J Framing Lumber Allowable Tension Pt, lbs. (160) Size Grade Bolt Diameter (in) 0 '/Z 3 '� 1 4 -Inch Wall 2x4 #1l#2 5670 4760 4555 4150 3950 3x4 #1f#2 9450 7930 7595 6920 6580 2-2x4 #1/#2 11340 9520 9115 8305 7900 4x4 #1/#2 13230 11105 10630 9685 9215 3-2x4 #1/#2 17010 14275 13670 12455 11845 4-2x4 #1/#2 22680 19035 18225 16605 15795 6 -Inch Wail 2x6 #1/#2 7720 6930 6755 6405 - 6230 3x6 #1/#2 12870 11555 11260 10675 10385 2-2x6 #1!#2 15445 13865 13515 12810 12460 3-2x6 #1/#2 18020 16175 15765 14945 14535 4-2x6 #1/#2 23165 20795 20270 19215 18690 See footnotes Post Tension Loads for Hem Fir Framing Lumber Allowable Tension Pt, lbs. (160) Size Grade Bolt Diameter (in) 0 117 % '/a 1 4 -Inch Wall 2x4 #2 6615 5550 5315 4845 4605 3x4 #2 11025 9255 8860 8070 7680 2-2x4 #2 13230 11105 10630 9685 9215 4x4 #2 15435 12955 12405 11300 10750 3-2x4 #2 19845 16655 15945 14530 13820 4-2x4 #2 26460 22210 21265 19375 18430 6 -Inch Wal] 2x6 #2 9010 8090 7885 7475 7270 3x6 #2 15015 13480 13140 12455 12115 2-2x6 #2 18020 16175 15765 14945 14535 3-2x6 #2 21020 18870 18395 17440 16960 4-2x6 #2 27025 24265 23650 22420 21805 1. Allow able (ASD) loads are based on the 2005 National Design Specification for Wood Construction (NDS) for lumber with a moisture content of 19% or less. 2. Compression parallel to grain loads are based on an effective post height, le, equal to the nominal height plus 1 1/8" (due to the most common pre- cut stud lengths) minus 4 1/2" (thickness of 3 - 2x plates). Ud ratio is based on d = 3 1/2" for 4 -inch w all and d = 5 1/2" for 6 -inch w all. 3. Shaded values are limited by the Perpendicular to Grain bearing allow able load, Pci, w hen posts bear on wood sill plates. Where posts and sill plates are different species, Designer shall limit allow able load to the lower of the post capacity or the perpendicular to grain capacity for each species used. 4. Perpendicular to grain allow able loads do not include the NDS Bearing Area Factor, Cb. For posts w hose bearing area is not closer than 3" from the end of a sill plate, the Pci values may be multiplied by Cb. lb (in) 1.5 2.5 3 3.5 4.5 55 >_ 6 Cb 1.25 1.15 1.13 1.11 1.08 1.07 1 strongtie.com/.../post_capacities.asp Ib = Bearing Length (post thickness) Cb = Bearing Area Factor per NDS 3.10.4 47 of 66 5/3/2011 Post Capacities 5. Allow able tension loads are based on net section assuming hole size equal to bolt diameter plus 1/16" with the hole drilled on the 3 1/2" face of post for a 4 -inch wall and on the 51/2" face of post for a 6 -inch w all. Tension loads have been increased for wind or seismic loading with no further • increase allow ed. Reduce w here other loads govern. 6. Values do not consider combined axial and out -of -plane bending. 4,top Printed May 3, 2011 fromhttp://www.strongtie.commproducts/connectors/post_capacities.asp © 2011 Simpson Strong -Tie® 48 of 66 strongtie.com/.../post_capacities.asp Hodge Engineering, Inc. Had a 2615 Jahn Ave NW Suite E5 ri*:•r r' 'r-. Gig Harbor, WA 98335 253-857-7055 JohneHodgeEngineering.com Title : 10' tall basement restrained Page: Job # : 2009 IBC Dsgnr: JEH Date: APR 6,2012 Description.... 10' tall concrete basement wall with floor joists and slab This Wall in File: C:\Users\John Hodge\Documents\RetainP Retain Pro 9 © 1989 -2011 Ver: 9.27 8171 Registration #: RP -1139585 RP9.27 Restrained Retaining Wall Design Code: IBC 2009 Criteria I Retained Height = Wall height above soil = Total Wall Height = 10.50 ft Top Support Height = 10.50 ft 10.00 ft 0.50 ft Slope Behind Wal = 1.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads I Surcharge Over Heel = 40.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load = Axial Load Eccentricity = 160.0 lbs 320.0 lbs 0.0 in Earth Pressure Seismic Load Stem Weight Seismic Load I Soil Data I Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density FootingllSoil Frictior Soil height to ignore for passive pressure = 1,500.0 psf Method = 35.0 psf/ft • 30.0 psf/ft 282.0 psf/ft 110.00 pcf 0.400 • 12.00 in Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem = Kh Soil Density Multiplier = Fp/ WP Weight Multiplier Design Summary I Total Bearing Load ...resultant ecc. Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Than ACI Factored @ Toe ACI Factored @ Heel 2,542 lbs 2.40 in 1,269 psf OK 1,269 psf OK 1,500 psf Allowable = 636 psf 2,537 psf Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Reaction at Top = Reaction at Bottom = 6.9 psi OK 4.8 psi OK 75.0 psi 616.2 lbs 1,575.5 lbs Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 1,575.5 lbs Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Thumbnail Adjacent Footing Load I 0.0 #/ft Adjacent Footing Load 0.00 ft Footing Width 0.00 ft Eccentricity Wall to Ftg CL Dist = 1.00 Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio = 0.0 psf 0.200 g Added seismic per unit area = = 0.000 g Added seismic per unit area 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 0.0 psf 0.0 psf _Concrete Stem Construction Thickness = 8.00 in Fy = Wall Weight = 100.0 psf ft = Stem is FREE to rotate at top of footing IBC 2009 1.200 1.600 1.600 1.600 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data fb/FB + fa/Fa Mu....Actual Mn * Phi Allowable 40,000 psi 2,500 psi @ Top Support Stem OK 10.50 ft # 4 6.00 in Center 4.00 in Mmax Between Top & Base Stem OK 4.43 ft # 4 6.00 in Center 4.00 in @ Base of Wall Stem OK 0.00 ft # 4 6.00 in Center 4.00 in • 0.000 • 0.O ft-# 4,422.4 ft-# Shear Force © this height = 985.9 lbs Shear Actual = 20.54 psi Shear Allowable = 100.00 psi Rebar Lap Required = 12.48 in Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: None Spec'd Heel: None Spec'd Key: No key defined 0.917 4,055.4 ft-# 4,422.4 ft-# 12.48 in -or- Not req'd, Mu < S * Fr -or- Not req'd, Mu < S * Fr -or- No key defined 0.000 0.0 ft-# 4,422.4 ft-# 2,017.8 lbs 42.04 psi 75.00 psi 6.00 in 49 of 66 I Hodge Engineering, Inc. Hod a 2615 Jahn Ave NW Suite E5 r:: rr:.r r.• r-. Gig Harbor, WA 98335 253-857-7055 Johnta HodgeEngineering.com Title : 10' tall basement restrained Page: Job # : 2009 IBC Dsgnr: JEH Date: APR 6,2012 Description.... 10' tall concrete basement wall with floor joists and slab This Wall in File: C:\Users\John Hodge\Documents\RetainP Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP -1139585 RP9.27 Restrained Retaining Wall Design Code: IBC 2009 Footing Strengths & Dimensions Toe Width Heel Width Total Footing Widtt Footing Thickness Key Width Key Depth Key Distance from Toe 0.67 ft 1.34 = 2.00 • 10.00 in 0.00 in • 0.00 in 0.00 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Footing Design Results Toe Factored Pressure = 636 Mu' : Upward = 189 Mu' : Downward = 34 Mu: Design = 156 Actual 1 -Way Shear = 6.88 Allow 1 -Way Shear = 75.00 4eel 2,537 psf 519 ft-# 356 ft-# -164 ft-# 4.77 psi 75.00 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footin Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = Axial Dead Load on Stem = Soil Over Toe = Adjacent Footing Load = Surcharge Over Toe = Stem Weight Soil Over Heel = Footing Weight = Total Vertical Force 26.7lbs 480.0lbs lbs lbs lbs 1,050.01bs 735.2 lbs 250.4 lbs 2,542.3 lbs Net Mom. at Stem/Ftg Interface = Allow. Mom. @ Stem/Ftg Interface = Allow. Mom. Exceeds Applied Mom.? Therefore Uniform Soil Pressure = 1.67 ft 1.00 ft ft ft ft 1.00 ft 1.67 ft 1.00 ft Moment = -508.6 ft-# 2,764.0 ft-# Yes 1,269.0 psf 44.6 ft-# 480.8ft-# ft-# ft-# ft-# 1,051.8ft-# 1,227.1 ft-# 250.8ft-# 3,055.1 ft-# g I DESIGNER NOTES: 50 of 66 DL= 160., LL= 320.#, Ecc= 0.in 40.psf Lateral Restraint 616.2 # Sliding Restraint 1575.5# Pp= -43.083# 1269. psf 1575.5# 51 of 66 I Hodge Engineering, Inc. Hodge 2615 Jahn Ave NW Suite E5 rr'-r r''r • Gig Harbor, WA 98335 253-857-7055 John@HodgeEngineering.com Title : 9' tall basement restrained Page: Job # : 2009 IBC Dsgnr: JEH Date: APR 6,2012 Description.... 9' tall concrete basement wall with floor joists and slab This Wall in File: c:\users\john hodge\documents\retainpro Retain Pro 9 ©1989 - 2011 Ver: 9.27 8171 Registration #: RP -1139585 RP9.27 Restrained Retaining Wall Desiign Code: IBC 2009 Criteria I Retained Height Wall height above soil = Total Wall Height = Top Support Height = 9.00 ft 0.50 ft 9.50 ft 9.50 ft Slope Behind Wal = 1.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft Surcharge Loads I Surcharge Over Heel = 40.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load = Axial Load Eccentricity = 160.0 lbs 320.0 lbs 0.0 in Earth Pressure Seismic Load Stem Weight Seismic Load I Soil Data J Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method • 35.0 psf/ft Heel Active Pressure Toe Active Pressure Passive Pressure Soil Density FootingiISoil Frictior Soil height to ignore for passive pressure 30.0 psf/ft 282.0 psf/ft 110.00 pcf 0.400 12.00 in Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottorr The above lateral load has been increased by a factor of Wind on Exposed Stem = 0.0 #/ft 0.00 ft 0.00 ft 1.00 0.0 psf j Thumbnail Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall 0.0 lbs = 0.00 ft 0.00 in • 0.00 ft Line Load = 0.0 ft Poisson's Ratio = 0.300 Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 0.0 psf = 0.000 g Added seismic per unit area = 0.0 psf Fp / WP Weight Multiplier _Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Than ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable Reaction at Top Reaction at Bottom Sliding Calcs Slab Resists All Lateral Sliding Force = Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 2,369 lbs 2.33 in 1,182 psf OK 1,182 psf OK 1,500 psf Allowable 621 psf 2,344 psf 6.5 psi OK 4.5 psi OK 75.0 psi 501.9 lbs 1,315.4 lbs Siding ! 1,315.4 lbs Concrete Stem Construction Thickness = 8.00 in Fy = Wall Weight = 100.0 psf fc = Stem is FREE to rotate at top of footing IBC 2009 1.200 1.600 1.600 1.600 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data I I 40,000 psi 2,500 psi @ Top Support Stem OK 9.50 ft _ # 4 • 9.00 in Center 4.00 in Mmax Between Top & Base Stem OK 4.01 ft # 4 9.00 in Center 4.00 in @ Base of Wall Stem OK 0.00 ft # 4 9.00 in Center 4.00 in fb/FB + fa/Fa = 0.000 Mu....Actual = 0.0 ft-# Mn * Phi Allowable = 3,032.2 ft-# Shear Force @ this height = 803.0 lbs Shear Actual = 16.73 psi Shear Allowable = 100.00 psi Rebar Lap Required = 12.48 in Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Not req'd, Mu < S " Fr Heel: None Spec'd -or- Not req'd, Mu < S * Fr Key: No key defined -or- No key defined 0.988 2,995.4 ft-# 3,032.2 ft-# 12.48 in 0.000 0.0 ft-# 3,032.2 ft-# 1,648.2 lbs 34.34 psi 75.00 psi = 6.00 in 52 of 66 Hodge Engineering, Inc. Hodge 2615 Jahn Ave NW Suite E5 :•r:: rr:•r r. 'r-. Gig Harbor, WA 98335 253-857-7055 John@HodgeEngineering.com Title : 9' tall basement restrained Page: Job # : 2009 IBC Dsgnr: JEH Date: APR 6,2012 Description.... 9' tall concrete basement wall with floor joists and slab This Wall in File: c:\users\john hodge\documents\retainpro Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP -1139585 RP9.27 Restrained Retaining Wall Design Code: IBC 2009 Footing Strengths & Dimensions I Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 0.67 ft 1.34 2.00 = 10.00 in 0.00 in = 0.00 in 0.00 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in © Btm.= 3.00 in _Footing Design Results Toe Factored Pressure = 621 Mu' : Upward = 182 Mu' : Downward = 34 Mu: Design = 148 Actual 1 -Way Shear = 6.50 Allow 1 -Way Shear = 75.00 eel 2,344 psf 481 ft-# 326 ft-# -155 ft-# 4.54 psi 75.00 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing I Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel Axial Dead Load on Stem Soil Over Toe Adjacent Footing Load Surcharge Over Toe Stem Weight Soil Over Heel Footing Weight 26.7lbs = 480.0lbs = lbs lbs = lbs = 950.0Ibs = 661.7Ibs = 250.4 lbs 1.67 ft 1.00 ft ft ft ft 1.00 ft 1.67 ft 1.00 ft 44.6ft-it 480.8ft-ft ft-# ft-# ft-# 951.6ft-ft 1,104.4ft-# 250.8 ft-# Total Vertical Force = 2,368.8 lbs Moment = Net Mom. at Stem/Ftg Interface = -459.5 ft-# Allow. Mom. @ Stem/Ftg Interface = 1,895.1 ft-# Allow. Mom. Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure = 1,182.4 psf 2,832.2ft-# DESIGNER NOTES: 53 of 66 DL= 160., LL= 320.#, Ecc= 0.in 40.psf Lateral Restraint 501.9 # Sliding Restraint 1315.4# Pp= -43.083# 1182.4psf 1315.4# 54 of 66 Hod Hodge Engineering, Inc. a 2615 Jahn Ave NW Suite E5 :•r:: rr:'r r'•�`r-. Gig Harbor, WA 98335 253-857-7055 JohneHodgeEngineering.com Title : 8' tall basement restrained Page: Job # : 2009 IBC Dsgnr: JEH Description.... 8' tall concrete basement wall with floor joists and slab Date: NOV 8,2011 This Wall in File: c:lusers\john hodgeldocumentslretainpro Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP -1139585 RP9.27 Restrained Retaining Wall Design Code: IBC 2009 Criteria U Retained Height = Wall height above soil = Total Wall Height = 8.00 ft 0.50 ft 8.50 ft Top Support Height = 8.50 ft Slope Behind Wal = 1.00: 1 Height of Soil over Toe = 0.00 in Water height over heel = 0.0 ft LSurcharge Loads I Surcharge Over Heel = 40.0 psf »>Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load = Axial Load Eccentricity = 160.0 lbs 320.0 lbs 0.0 in LEarth Pressure Seismic Load Stem Weight Seismic Load I Soil Data I Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure = Passive Pressure = Soil Density = FootingliSoil Frictior = Soil height to ignore for passive pressure 35.0 psf/ft 30.0 psf/ft 282.0 psf/ft 110.00 pcf 0.400 = 12.00 in Uniform Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom The above lateral load has been increased by a factor of Wind on Exposed Stem = 0.0 #/ft 0.00 ft 0.00 ft Thumbnail Adjacent Footing Load I Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft 1.00 Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 0.0 psf Kh Soil Density Multiplier = 0.200 g Added seismic per unit area = 0.0 psf = 0.000 g Added seismic per unit area = 0.0 psf Fp/ WP Weight Multiplier Design Summary I Total Bearing Load ...resultant ecc. Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Than ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable = Reaction at Top = Reaction at Bottom = Sliding Calcs Slab Resists All Lateral Sliding Force = Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E 2,195 lbs 2.24 in 1,096 psf OK 1,096 psf OK 1,500 psf Allowable 607 psf 2,151 psf 6.1 psi OK 4.3 psi OK 75.0 psi 399.3 lbs 1,078.6 lbs Sliding ! 1,078.6 lbs Concrete Stem Construction Thickness = 8.00 in Fy = Wall Weight = 100.0 psf fc = Stem is FREE to rotate at top of footing IBC 2009 1.200 1.600 1.600 1.600 1.000 Design Height Above Ftg Rebar Size Rebar Spacing Rebar Placed at Rebar Depth 'd' Design Data 40,000 psi 2,500 psi @ Top Support Stem OK = 8.50 ft # 4 12.00 in = Center 4.00 in Mmax Between Top & Base Stem OK 3.58 ft # 4 10.00 in Center 4.00 in @ Base of Wall Stem OK 0.00 ft # 4 12.00 in Center 4.00 in fb/FB + fa/Fa = 0.000 Mu....Actual = 0.0 ft-# Mn * Phi Allowable = 2,305.6 ft-# Shear Force @ this height = 638.9 lbs Shear Actual = 13.31 psi Shear Allowable = 100.00 psi Rebar Lap Required = 12.48 in Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: None Spec'd Heel: None Spec'd Key: No key defined 0.779 2,138.3 ft-# 2,744.1 ft-# 12.48 in -or- Not req'd, Mu < S * Fr -or- Not req'd, Mu < S * Fr -or- No key defined 0.000 0.0 ft-# 2,305.6 ft-# 1,316.0 lbs 27.42 psi 75.00 psi 6.00 in 55 of 66 I Hodge Engineering, Inc. Title : 8' tall basement restrained Page: H r r. g2615 Jahn Ave NW Suite E5 Job # : 2009 IBC Dsgnr: JEH Date: NOV 8,2011 :•r:: rr� °rr. Gig Harbor, WA 98335 Description.... 253-857-7055 8' tall concrete basement wall with floor joists and slab John@HodaeEngineering.com This Wall in File: c:\users\john hodge\documents\retainpro Retain Pro 9 © 1989 -2011 Ver: 9.27 8171 Registration #: RP -1139585 RP9.27 Restrained Retaining Wall Design Code: IBC 2009 Footing Strengths & Dimensions Toe Width Heel Width Total Footing Width Footing Thickness 0.67 ft = 1.34 Key Width = Key Depth = Key Distance from Toe = 2.00 10.00 in 0.00 in 0.00 in 0.00 ft f c = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in LFooting Design Results oe eel Factored Pressure = Mu' : Upward = Mu' : Downward = Mu: Design = Actual 1 -Way Shear = Allow 1 -Way Shear = 607 174 34 140 6.12 75.00 2,151 psf 442 ft-# 297 ft-# -145 ft-# 4.30 psi 75.00 psi Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footin Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = 26.7lbs 1.67 ft Axial Dead Load on Stem = 480.0 lbs 1.00 ft Soil Over Toe Adjacent Footing Load Surcharge Over Toe Stem Weight Soil Over Heel Footing Weight = lbs lbs = lbs = 850.0 lbs 588.1 lbs 250.4 lbs ft ft ft 1.00 ft 1.67 ft 1.00 ft 44.6 ft-# 480.8 ft-# ft-# ft-# ft-# 851.4ft-# 981.7ft-# 250.8ft-# Total Vertical Force = 2,195.3 lbs Moment = Net Mom. at Stem/Ftg Interface = -410.4 ft-# Allow. Mom. © Stem/Ftg Interface = 1,441.0 ft-# Allow. Mom. Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure = 1,095.8 psf 2,609.4ft-# 9 I DESIGNER NOTES: 56 of 66 DL= 160., LL= 320.#, Ecc= 0.in, Lateral Restraint 399.3 # Sliding Restraint 1078.6# Pp= -43.083# 1095.8psf 1078.6# 57 of 66 Hodge Engineering, Inc. Hodge 2615 Jahn Ave NW Suite E5 :•r:: rl':•I r. 'rr. Gig Harbor, WA 98335 253-857-7055 John@HodgeEngineering.com Title : 4' unrestrained wall Job # : 2009 IBC Dsgnr: JEH Description.... 4' unrestrained wall Page: Date: NOV 18,2010 • This Wall in File: c:\users\john hodge\documents\retainpro Retain Pro 9 ©1989 - 2010 Ver: 9.17 8142 Registration #: RP -1139585 RP9.17 Licensed to: Hodge Engineering Cantilevered Retaining Wall Design Code: IBC 2009 Criteria I Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel • 4.00 ft = 0.00 ft 0.00: 1 = 10.00 in • 0.0 ft Surcharge Loads I Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem I Axial Dead Load Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in Design Summary I Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less ACI Factored @ Toe ACI Factored @ Heel 1.83 OK • 1.84 OK 1,003 lbs 5.69 in 1,273 psf OK = 0 psf OK = 1,500 psf Than Allowable = 1,782 psf O psf Footing Shear @ Toe = 2.3 psi OK Footing Shear @ Heel = 5.5 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 360.2 lbs less 100% Passive Force = 260.4 lbs less 100% Friction Force = 401.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Soil Data J Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure = 10.00 in = 35.0 psf/ft 250.0 psf/ft 110.00 pcf 110.00 pcf 0.400 Lateral Load Applied to Stem Lateral Load ...Height to Top = ...Height to Bottom = The above lateral load has been increased by a factor of Wind on Exposed Stem = 0.0 psf = 0.0 #/ft 0.00 ft 0.00 ft 1.00 Stem Construction I IBC 2009 1.200 1.600 1.600 1.600 1.000 Retain Pro Software © 2009 HBA Publications, Inc. All Pinhfe Dacar.cil Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data Thumbnail Adjacent Footing Load I Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Top Stem 2nd 3rd 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load = 0.0 ft 0.300 Stem OK ft = 4.00 = Concrete 8.00 # 4 = 18.00 = Center Stem OK 3.33 Concrete 8.00 # 4 18.00 Center Stem OK 0.00 Concrete 8.00 # 4 18.00 Center fb/FB + fa/Fa = 0.000 Total Force @ Section lbs = 0.0 Moment....Actual ft-# = 0.0 Moment Allowable ft-#= 1,558.0 Shear Actual psi = 0.0 Shear Allowable psi = 75.0 Wall Weight psf = 100.0 Rebar Depth 'd' in = 4.00 LAP SPLICE IF ABOVE in = 12.00 LAP SPLICE IF BELOW in = 12.00 HOOK EMBED INTO FTG in = 6.00 Lap splice above base reduced by stress ratio 0.002 12.6 2.8 1,558.0 0.3 75.0 100.0 4.00 12.00 12.00 0.380 428.6 591.9 1,558.0 8.9 75.0 100.0 4.00 12.00 Masonry Data fm Fs Solid Grouting Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = = Medium Weight = ASD psi = 2,500.0 2,500.0 2,500.0 psi = 4(1,000.0 40,000.0 40,000.0 Licensed to: Hodge Engineering f_in 1-1,rhr,IAIA QR11F 58 of 66 www.RetainPro.com Hodge Engineering, Inc. Hodge2615 Jahn Ave NW Suite E5 :•r:: rl•:•r r.•`r-. Gig Harbor, WA 98335 253-857-7055 John@HodgeEngineering.com Title : 4' unrestrained wall Job # : 2009 IBC Dsgnr: JEH Description.... 4' unrestrained wall Page: Date: NOV 18,2010 This Wall in File: c:\users\john hodge\documents\retainpro Retain Pro 9 © 1989 - 2010 Ver: 9.17 8142 Registration #: RP -1139585 RP9.17 Licensed to: Hodge Engineering Cantilevered Retaining Wall Design Code: IBC 2009 Footing Dimensions & Strengths I Toe Width Heel Width Total Footing Width Footing Thickness Key Width = Key Depth = Key Distance from Toe = 0.67 ft 1.33 2.00 10.00 in 0.00 in 0.00 in 0.00 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results I Toe Factored Pressure = 1,782 0 psf Mu' : Upward = 343 3 ft-# Mu' : Downward = 68 174 ft-# Mu: Design = 275 171 ft-# Actual 1 -Way Shear = 2.28 5.47 psi Allow 1 -Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Heel Summary of Overturning & Resisting Forces & Moments I Item Force lbs OVERTURNING Distance ft Moment ft-# Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 408.8 1.61 -48.6 0.56 658.7 -27.0 Total = 360.2 O.T.M. = 631.6 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 1.83 1,003.3 lbs RESISTING Force Distance Moment lbs ft ft-# Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions= Footing Weight = Key Weight = Vert. Component = 291.9 61.4 400.0 250.0 1.67 0.34 1.00 1.00 486.9 20.6 401.3 250.0 Total = 1,003.3 lbs R.M.= 1,158.8 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software © 2009 HBA Publications. Inc. All Pinhfe Pacrantoti Licensed to: Hodge Engineering 1-Imehnr 1A/t1 gAlQg 59 of 66 www, RetainPro.com I Hodge Engineering, Inc. Hodge 2615 Jahn Ave NW Suite E5 :•r:: rl•: r r.• •r-. Gig Harbor, WA 98335 253-857-7055 John@HodgeEngineering.com Title : 6' unrestrained wall Job # : 2009 IBC Dsgnr: Description.... 6' unrestrained wall Page: JEH Date: NOV 18,2010 This Wall in File: c:\users\john hodge\documents\retainpro Retain Pro 9 © 1989 - 2010 Ver: 9.17 8142 Registration #: RP -1139585 RP9.17 Licensed to: Hodge Engineering Cantilevered Retaining Wall Design Code: IBC 2009 Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel = 6.00 ft 0.50 ft • 0.00: 1 = 12.00 in 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning _Axial Load Applied to Stem Axial Dead Load Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in Design Summary I Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 1.92 OK 1.55 OK • 1,938 lbs • 7.65 in Soil Pressure @ Toe = 1,498 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,098 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe Footing Shear @ Heel Allowable = 12.0 psi OK • 11.7 psi OK • 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 758.3 lbs less 100% Passive Force = - 500.0 lbs less 100% Friction Force = - 678.4 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingliSoil Friction Soil height to ignore for passive pressure = 0.00 in j 35.0 psf//t 35.0 psf/ft • 250.0 psf/ft 110.00 pcf • 110.00 pcf 0.350 Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom = The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf 0.0 #/ft 0.00 ft 0.00 ft Stem Construction I IBC 2009 1.200 1.600 1.600 1.600 1.000 Retain Pro Software © 2009 NBA Publications, Inc. 611 Dinhtc l7eeon.orl Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data Adjacent Footing Load I Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Top Stem 2nd 3rd 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 ft= Stem OK 4.00 Concrete 8.00 # 4 12.00 Edge Stem OK 2.00 Concrete 8.00 # 4 12.00 Edge Stem OK 0.00 Concrete 8.00 # 4 12.00 Edge fb/FB + fa/Fa Total Force @ Section lbs = Moment.... Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = Wall Weight psf Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = 0.020 0.163 112.0 74.7 3,655.6 1.5 75.0 100.0 6.25 12.00 12.00 448.0 597.3 3,655.6 6.0 75.0 100.0 6.25 12.00 12.00 0.549 980.0 2,006.7 3,655.6 13.1 75.0 100.0 6.25 12.00 HOOK EMBED INTO FTG in = 6.00 Lap splice above base reduced by stress ratio Masonry Data fm Fs Solid Grouting Modular Ration' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = = Medium Weight = ASO psi = 2,500.0 2,500.0 2,500.0 psi = 40,000.0 40,000.0 40,000.0 Licensed to: Hodge Engineering uorhnr INA aQ''c 60 of 66 www.RetainPro.com Footing Dimensions & Strengths I Hodge Engineering, Inc. Hodge 2615 Jahn Ave NW Suite E5 :•r:: rr:•r r.• 'r-. Gig Harbor, WA 98335 253-857-7055 John( HodgeEngineering.com Title : 6' unrestrained wall Job # : 2009 IBC Dsgnr: JEH Description.... 6' unrestrained wall Page: Date: NOV 18,2010 This Wall in File: c:\users\john hodge\documents\retainpro Retain Pro 9 ©1989 -2010 Ver: 9.17 8142 Registration #: RP -1139585 RP9.17 Licensed to: Hodge Engineering Cantilevered Retaining Wall Design Code: IBC 2009 Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe 1.17 ft 1.83 3.00 10.00 in 8.00 in 2.00 in 1.17 ft fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results I Toe Factored Pressure = 2,098 Mu' : Upward = 1,219 Mu' : Downward = 225 Mu: Design = 994 Actual 1 -Way Shear = 12.02 Allow 1 -Way Shear = 75.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S * Fr Heel 0 psf 57 ft-# 744 ft-# 687 ft-# 11.67 psi 75.00 psi Summary of Overturning & Resisting Forces & Moments I Item Force lbs OVERTURNING Distance ft Moment ft-# Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 817.2 2.28 -58.8 0.61 RESISTING Force Distance Moment lbs ft ft-# 1,861.3 Soil Over Heel = 767.8 Sloped Soil Over Heel = -35.9 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 128.7 Surcharge Over Toe = Stem Weight(s) = 650.0 Earth @ Stem Transitions= Total = 758.3 O.T.M. = 1,825.3 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 1.92 1,938.2 lbs Footing Weigh' _ Key Weight = Vert. Component = 375.0 16.7 2.42 0.59 1.50 1.50 1.50 1,856.8 75.3 977.2 562.5 25.1 Total = 1,938.2 lbs R.M.= 3,496.8 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software © 2009 HBA Publications, Inc. MI Pinhte [Jcecn.o.l Licensed to: Hodge Engineering r n uorhnr 1A/L1 aazzt 61 of 66 www.RetainPro.cont I I I Hodge Engineering, Inc. H 2615 Jahn Ave NW Suite E5 :•r:: rr:•r r.'r-. Gig Harbor, WA 98335 253-857-7055 John@HodgeEngineering.con Title : 8' unrestrained wall Page: Job # : 2009 IBC Dsgnr: JEH Date: NOV 18,2010 • Description.... 8' unrestrained wall This Wall in File: c:\users\john hodge\documents\retainpro Retain Pro 9 © 1989 - 2010 Ver: 9.17 8142 Registration #: RP -1139585 RP9.17 Licensed to: Hodge Engineering Cantilevered Retaining Wall Design Code: IBC 2009 Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel = 8.00 ft = 0.50 ft = 0.00: 1 = 12.00 in 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load Axial Load Eccentricity 0.0 lbs 0.0 lbs 0.0 in Design Summary Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. I 2.18 OK 1.58 OK 3,407 lbs 8.53 in Soil Pressure @ Toe = 1,474 psf OK Soil Pressure @ Heel = 40 psf OK Allowable = 1,500 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,064 psf ACI Factored @ Heel = 56 psf Footing Shear @ Toe = 13.9 psi OK Footing Shear @ Heel = 12.7 psi OK Allowable = 75.0 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,388.3 lbs less 100% Passive Force = - 1,003.5 lbs less 100% Friction Force = - 1,192.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Soil Data Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingIlSoil Friction Soil height to ignore for passive pressure = 0.00 in j 35.0 psf/ft = 35.0 psf/ft 250.0 psf/ft = 110.00 pcf 110.00 pcf 0.350 Lateral Load Applied to Stem Lateral Load ...Height to Top = ...Height to Bottom = The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stem = 0.0 psf 0.0 #/ft 0.00 ft 0.00 ft Stem Construction I IBC 2009 1.200 1.600 1.600 1.600 1.000 Retain Pro Software © 2009 HBA Publications, Inc. All IJinhfe Goccnrcr! Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data Thumbnail Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio Top Stem 2nd 3rd 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 ft= Stem OK 4.00 Concrete 8.00 # 5 15.00 Edge Stem OK 2.00 Concrete 8.00 # 5 15.00 Edge Stem OK 0.00 Concrete 8.00 # 5 15.00 Edge fb/FB + fa/Fa = 0.091 Total Force @ Section lbs = 448.0 Moment....Actual ft-# = 597.3 Moment Allowable ft-#= 6,578.7 Shear Actual psi = 6.0 Shear Allowable psi = 75.0 Wall Weight psf= 100.0 Rebar Depth 'd' in = 6.19 LAP SPLICE IF ABOVE in = 12.00 12.00 LAP SPLICE IF BELOW in = HOOK EMBED INTO FTG in = 10.50 Lap splice above base reduced by stress ratio 0.306 1,008.0 2,016.0 6,578.7 13.6 75.0 100.0 6.19 12.00 12.00 0.725 1,764.0 4,769.3 6,578.7 23.8 75.0 100.0 6.19 16.96 Masonry Data fm Fs Solid Grouting Modular Ration' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = = Medium Weight = ASD psi = 2,500.0 2,500.0 2,500.0 psi = 60,000.0 60,000.0 60,000.0 Licensed to: Hodge Engineering Worhnr 1AIA 62 of 66 www.RetainPro.corn Hodge Engineering, Inc. Hodge 2615 Jahn Ave NW Suite E5 :•r:: rl•:.r r.• :r-. Gig Harbor, WA 98335 253-857-7055 John@HodgeEngineering.con\ Title : 8' unrestrained wall Job # : 2009 IBC Dsgnr: Description.... 8' unrestrained wall Page: JEH Date: NOV 18,2010 This Wall in File: c:\users\john hodge\documents\retainpro Retain Pro 9 © 1989 - 2010 Ver: 9.17 8142 Registration #: RP -1139585 RP9.17 Licensed to: Hodge Engineering Cantilevered Retaining Wall Design Code: IBC 2009 Footing Dimensions & Strengths I Toe Width Heel Width Total Footing Width = Footing Thickness = Key Width = 8.00 in Key Depth = 8.00 in Key Distance from Toe = 1.92 ft 2.17 ft 2.33 4.50 14.00 in fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results I Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Toe = 2,064 4,099 = 939 = 3,160 = 13.91 = 75.00 = None Spec'd = None Spec'd = None Spec'd Heel Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S " Fr Heel: Not req'd, Mu < S * Fr Key: Not req'd, Mu < S " Fr 56 psf 420 ft-# 2,043 ft-# 1,624 ft-# 12.66 psi 75.00 psi Summary of Overturning & Resisting Forces & Moments I Item Force lbs OVERTURNING Distance Moment ft ft-# Heel Active Pressure = Surcharge over Heel = Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = 1,470.5 3.06 -82.2 0.72 RESISTING Force Distance Moment lbs ft ft-# 4,493.2 Soil Over Heel = 1,463.7 3.67 5,369.5 Sloped Soil Over Heel = -59.3 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = " Axial Live Load on Stem = Soil Over Toe = 238.7 1.09 259.0 Surcharge Over Toe = Stem Weight(s) = 850.0 2.50 2,127.8 Earth @ Stem Transitions= Total = 1,388.3 O.T.M. = 4,433.8 Resisting/Overturning Ratio = 2.18 Vertical Loads used for Soil Pressure = 3,406.6 lbs Footing Weight = 787.5 2.25 Key Weight = 66.7 2.25 Vert. Component = 1,771.9 150.2 Total = 3,406.6 lbs R.M.= 9,678.4 "Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software © 2009 HBA Publications, Inc. All Ginhtc Pneen,erl Licensed to: Hodge Engineering I-larhnr IAIA aszaz� 63 of 66 www.RetainPro.com Hodge Engineering, Inc. Hodge 2615 Jahn Ave NW Suite E5 :•r:: rr r r.. °r-. Gig Harbor, WA 98335 253-857-7055 John@HodgeEngineering.com Title : 10' unrestrained wall Job # : 2009 IBC Dsgnr: JEH Description.... 10' unrestrained wall Page: Date: NOV 18,2010 • This Weill in File: c:\users\john hodge\documents\retainpro Retain Pro 9 © 1989 - 2010 Ver: 9.17 8142 Registration #: RP -1139585 RP9.17 Licensed to: Hodge Engineering Cantilevered Retaining Wall Design Code: IBC 2009 Criteria I Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel 10.00 ft = 0.50 ft = 0.00: 1 = 12.00 in = 0.0 ft Surcharge Loads I Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load Axial Live Load = Axial Load Eccentricity = 0.0 lbs 0.0 lbs 0.0 in Design Summary i Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. = 2.49 OK 1.53 OK Soil Pressure @ Toe = Soil Pressure @ Heel = Allowable = Soil Pressure Less Th ACI Factored @ Toe = ACI Factored @ Heel = Footing Shear @ Toe = Footing Shear @ Heel = Allowable Sliding Calcs (Vertical Corn Lateral Sliding Force = less 100% Passive Force = less 100% Friction Force = Added Force Req'd = ....for 1.5 : 1 Stability = 5,193 lbs 8.16 in 1,454 psf OK 277 psf OK 1,500 psf an Allowable 2,035 psf 388 psf 21.6 psi OK 18.6 psi OK 75.0 psi ponent NOT Used) 2,100.0 lbs - 1,388.9 lbs - 1,817.4 lbs 0.0 lbs OK 0.0 lbs OK Load Factors Building Code Dead Load Live Load Earth, H Wind, W Seismic, E Soil Data j Allow Soil Bearing = 1,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure Passive Pressure Soil Density, Heel Soil Density, Toe FootingllSoil Friction Soil height to ignore for passive pressure = 0.00 in = 35.0 psf/ft = 250.0 psf/ft = 110.00 pcf = 110.00 pcf 0.350 Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom = The above lateral load has been increased 1.00 by a factor of Wind on Exposed Stern = 0.0 psf 0.0 #/ft 0.00 ft 0.00 ft Stem Construction I IBC 2009 1.200 1.600 1.600 1.600 1.000 Retain Pro Software © 2009 HBA Publications, Inc. All Pi h+e Aocon.orl Design Height Above Ftg Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data j Top Stem Thumbnail Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 2nd 3rd 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.300 I ft= Stem OK 4.00 Concrete 8.00 # 5 = 15.00 Edge Stem OK 2.00 Concrete 8.00 # 5 12.00 Edge Stem OK 0.00 Concrete 8.00 # 5 10.00 Edge fb/FB + fa/Fa = Total Force @ Section lbs = Moment....Actual ft-# = Moment Allowable ft-# = Shear Actual psi = Shear Allowable psi = Wall Weight psf = Rebar Depth 'd' in = LAP SPLICE IF ABOVE in = LAP SPLICE IF BELOW in = 0.306 1,008.0 2,016.0 6,578.7 13.6 75.0 100.0 6.19 12.00 12.00 0.588 1,792.0 4,778.7 8,121.3 24.1 75.0 100.0 6.19 13.77 13.77 0.969 2,772.0 9,324.0 9,623.1 37.3 75.0 100.0 6.19 22.67 HOOK EMBED INTO FTG in = 10.50 Lap splice above base reduced by stress ratio Masonry Data fm Fs Solid Grouting Modular Ration' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = = Medium Weight = ASD psi = 2,500.0 2,500.0 2,500.0 psi = 6(1,000.0 60,000.0 60,000.0 Licensed to: Hodge Engineering ( in uarhnr \AIA O0'314 64 of 66 www.RetainPro.com 1 Hodge Engineering, Inc. H2615 Jahn Ave NW Suite E5 r:: rr-r r. r-. Gig Harbor, WA 98335 253-857-7055 John@HodgeEngineering.com Title : 10' unrestrained wall Job # : 2009 IBC Dsgnr: Description.... 10' unrestrained wall Page: JEH Date: NOV 18,2010 This Wall in File: c:\users\john hodge\documents\retainpro Retain Pro 9 © 1989 - 2010 Ver: 9.17 8142 Registration #: RP -1139585 RP9.17 Licensed to: Hodge Engineering Cantilevered Retaining Wall Design Code: IBC 2009 Footing Dimensions & Strengths I Toe Width Heel Width Total Footing Width Footing Thickness Key Width = Key Depth = Key Distance from Toe = 2.92 ft 3.08 6.00 14.00 in 8.00 in 14.00 in 2.67 ft fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 in Footing Design Results 1 Toe Factored Pressure = 2,035 Mu' : Upward = 7,538 Mu' : Downward = 1,701 Mu: Design = 5,837 Actual 1 -Way Shear = 21.65 Allow 1 -Way Shear = 75.00 Toe Reinforcing = # 4 @ 10.75 in Heel Reinforcing = # 4 @ 18.00 in Key Reinforcing = # 4 @ 22.25 in Other Acceptable Sizes & Spacings Heel 388 psf 1,773 ft-# 5,198 ft-# 3,426 ft-# 18.64 psi 75.00 psi Toe: #4@ 10.75 in, #5@ 16.50 in, #6@ 23.50 in, #7@ 31.75 in, #8@ 42.00 in, #9@ 4 Heel: Not req'd, Mu < S * Fr Key: #4@ 22.25 in, #5@ 34.50 in, #6@ 48.25 in, #7@ 48.25 in, Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = 2,182.2 3.72 Surcharge over Heel = Toe Active Pressure = -82.2 0.72 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = RESISTING Force Distance Moment lbs ft ft-# 8,122.5 Soil Over Heel = 2,654.7 Sloped Soil Over Heel = -59.3 Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = 321.2 Surcharge Over Toe = Stem Weight(s) = 1,050.0 Earth @ Stem Transitions= Total = 2,100.0 O.T.M. = 8,063.1 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = = 2.49 5,192.5 lbs Footing Weight = Key Weight = Vert. Component = 1,050.0 116.7 4.79 12,724.7 1.46 3.25 3.00 3.00 469.0 3,416.0 3,150.0 350.4 Total = 5,192.5 lbs R.M.= 20,110.0 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. DESIGNER NOTES: Retain Pro Software © 2009 HBA Publications, Inc. All Pinht* Onecnrnrl Licensed to: Hodge Engineering nin uarhnr 1AIA QR'i r. 65 of 66 www.RetainPro.cont engineeringHodge inc. Hod•e use onl Date of Request Support # Please complete the information below, sign this request form, and fax to: Hodge Engineering at 253-857-7599 Client Request for Engineering Support Client Information *Company: *Phone: *Contact: Fax: *Hodge Engineering Proj #: Mobile: Architect / Plan # Email Address: *Site Address: Items with * are re•uired. Project Information Description of Problem: Mailing Address: Billing Address: I authorize the above requested work and associated charges. Client Signature (ok to start Work): Client Name (please print): 2615 Jahn Ave NW Suite E5 Gig Harbor, WA 98335 Tel: 253-857-7055 Fax: 253-857-7599 www.hodcleenaiWatfifia.com r Ado0 08000 111A183d'' PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-256 DATE: 09/20/13 PROJECT NAME: TRITEC HOMES INC SITE ADDRESS: 14419 48 PL S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: Building Division ❑ 3y v ,,0 " b1.1 Public Works Fire Prevention Structural C 1 L A -t a --)-6--t5 ❑ Planning Division 111 ❑ Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete I>1I Incomplete DUE DATE: 09/24/13 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire 0 Ping 0 PW 0 Staff Initials: TUES/THURS ROUTING: Please Route REVIEWER'S INITIALS: DATE: Structural Review Required ❑ No further Review Required APPROVALS OR CORRECTIONS: DUE DATE: 10/22/13 Approved ❑ Approved with Conditions 11,ke Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire 0 Ping 0 PW 0 Staff Initials: *PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP ACTIVITY NUMBER: D13-256 PROJECT NAME: TRITEC HOMES INC SITE ADDRESS: 14419 48 PL S X Original Plan Submittal Response to Correction Letter # DATE: 08-06-13 Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: kOfs di iv ublic or ire Prevention Structural n (I•evci Planning Division Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete n DUE DATE: 08-08-13 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 0 Fire 0 Ping ❑ PW 0 Staff Initials: TUES/THURS ROUTING: Please Route W Structural Review Required n No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09-05-13 Approved Approved with Conditions n Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only (� , t • CORRECTION LETTER MAILED: l— 4 \) Departments issued corrections: Bldg 0 Fire ❑ Ping- PW Staff Initials: Documents/routing slip.doc 2-28-02 • 1 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 981.88 Phone: 206-431-3670 Fax: 206-431-3665 Web site: http://www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D 13 -2&9 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Tritec Homes Inc Project Address: 14419 48 P1 S t SEP 2 RECEIVED civ ., �. ....,„„LA0 2013 PERMIT CENTER Contact Person: h iM7 lam\- Phone Number: Summary of Revision: Sem 446.014020\ Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Cente by: 1.W Entered in Permits Plus on \applications\forms-applications on line\revision submittal Created: 8-13-2004 Revised: • RECEIVED CITY OF TUKWILA SEP 101M3 PLANNING DIVISION COMMENTS 1. It appears some of the steps to the front porch are located within the frontIT CENTER the steps extend six feet from the porch on the south elevation, not the two feral indicated on the site plan. The steps must be moved back to be located 15 feet from the front property line as they are part of the porch structure. Also, the east elevation that shows the stairs does not indicate the hand railing that will be required. House shifted back on property (sheet SP -1), wood stairs to deck now start behind 15' setback line (area leading up to steps will be no more than 10" above dirt grade). Average building elevation recalculated, overall height noted on east elevation (sheet Al). East elevation (sheet Al) and South Elevation (sheet A2) corrected to show handrails. 2. TMC 18.50.050 6. requires that the roof pitch he a minimum of 5: 12 - the building permit plans show a roof pitch of 4:12. Changed pitch to 5:12 (sheets Al and A2), recalculated max building heights as noted above. PUBLIC WORKS DEPARTMENT COMMENTS 1)Applicant shall execute attached Traffic Concurrency Test Application and pay $300.00 application fee. Submitted application. 2)Show how �`ras/power/telecommunication services will he brought to the house. Noted on site plan (sheet SP -1). 3) Driveway shall be designed and sloped so that drainage from the driveway doesn't flow onto the existin2 road surface. Trench drainslot drain is recommended. Show driveway length. spot elevations and flow directions. Noted on site plan (sheet SP -1). 4) Show heavier lines for utility pipes (water, sewer. storm drainage). and contour elevations since plans will be microfilmed in the future. Noted on site plan (sheet SP -1). 5) Please execute the attached Sensitive Area Hold Harmless Agreement. Notarized signature of the property owner is required. Public Works has a Notary Public on staff. Have not been provided, we can sign when we pick up permit. 6) Storm drainage design shall be prepared per King County surface Water Design Manual 2009 edition; refer to Appendix C Small Site Drainage Requirements 2009. Please clarify if you are proposing dispersion trenches or infiltration trenches. Your site plan calls for dispersion trenches;howcver the details below show infiltration. Dispersion trenches require min.. 100-fi long native vegetated flow path segment. Corrected notes to reflect infiltration on site plan (sheet SP -1). 7) Conduct a percolation test and submit test results. Per conversation at counter N/A 8) It is strongly recommended that the storm drainage design be certified by a Washington state licensed professional engineer. Otherwise, the property owner assumes liability for the design and subsequent related damages. We accept liability for design and damages. e 9) Please cross reference on plan the geotechniacal report: state title, date, name and phone number oI'the geotechnical firm. Notes added on site plan (sheet SP -1) 10) Please state on plan earthwork quantities on plan; cu yards of cut and cu yards of fill. Notes added on site plan (sheet SP -1) 11) Per the Geotechnical Note on sheet 2 of 4 of Puget Sound Investment Group recorded short plat applicant shall submit a letter from the geotechnical engineer that certifies that the home roof drainage, Looting and foundation design including looting/foundation drainage system addresses and fulfills geotechnical recommendations of the August 3, 2000 geotechnical report. Letter submitted. September 19, 2013 Mr. Andrew Goble Tritec Homes, Inc. Post Office Box 951 Sumner, Washington 98390 ROBINSON- NOBLE 5u tiv0,,A-cA lay CJIA-ed ‘0\,01),,,y0 Plan Review and Correction Notice Response Letter 14419 48th Place South Permit No.: D13-256 Tukwila, Washington RN File No. 2541-021A RECEIVED CITY OF TUKWILA SEP 202013 PERMIT CENTER Project Description You have requested that we provide geotechnical consultation services for the Palouse residential project, located at 14419 48th Place South in Tukwila, Washington. We understand that you have received a correction notice from the City of Tukwila. The correction notice requests "a letter from the geotechnical engineer that certifies that the home roof drainage, footing and foundation design including footing/foundation drainage system addresses and fulfills geotechnical recommendations of the August 3, 2000 geotechnical report." Geotechnical Report Review and Recommendations We have reviewed the geotechnical report dated August 3, 2000 by Soil and Environmental Engineers, Inc. The report offers no drainage, footing or foundation design recommendations. Therefore no comparisons to the project plans can be made. The report includes 4 test pit logs excavated in the cul-de-sac area adjacent to the Palouse lot. We are basing our geotechnical recommendations described below under Plan Review on review of these logs with the provision that subsurface conditions be confirmed in the field during construction. Plan Review We have been provided with undated plan sheets S1, S2, D1, D2, DECK and N1 by Hodges Engineering Inc. We have also been provided with an Abbreviated Site Plan by CBay Consulting dated September 15, 2013 and hand -modified by the owner on September 17, 2013, Puget Sound Investment Group Short Subdivision Map sheets 1 through 4 of 4, and plan sheets Al, A2, A3 and A4 by Integrous Designs dated July 30, 2013. Plan Sheet D1, Detail 3 notes a 12 -inch frost cover. We spoke with a City of Tukwila representative and this is consistent with the City's minimum requirements for a residential CORRECTION LTR# www.robin o - o e.com TIN 1 —f? 3011 South Huson Street, Suite A Tacoma, Washington 98409 P: 253.475.7711 I F: 253.472.5846 17625 130th Avenue NE, Suite 102 Woodinville, Washington 98072 P; 425.488.0599 I F: 425.488.2330 • • Plan Review and Correction Notice Response Letter Permit No.: D13-256 Tukwila, Washington RN File No. 2541-021A September 19, 2013 Page 2 structure. Detail 3 also presents a table showing minimum foundation widths and thicknesses. The table conforms to the requirements in the 2012 IBC. Detail 3 also shows the roof drain as separate from the footing drain. This is a standard industry practice and is consistent with our recommendations. Plan Sheet D2, Detail 14 presents foundation clearance from slopes and a minimum bearing capacity of 1500 psf. This conforms to the minimum requirements in the 2012 IBC. Upon confirmation of the soil described in the test pits logs provided to us, we could provide recommendations for a higher bearing capacity. Plan Sheet D2, Detail 22 specifies free draining backfill with Tess than 5 percent fines compacted to 90 percent of the maximum dry density (MDD). The MDD should refer to that density as determined by ASTM D1557. The gradation requirements are consistent with our recommendations. The compaction requirements are consistent with the intention of our recommendations that overcompaction of the wall backfill should be avoided to prevent buildup of excess lateral pressures. Plan Sheet D2, Detail 23 shows the 4 -inch perforated PVC drain pipe placed with the openings faced downward and with the pipe enveloped in 18 -inches of (free -draining) material that is then wrapped in a non -woven geotextile fabric. This is consistent with our recommendations. Plan Sheet N1, Note 3 Soil presents soil bearing pressure, lateral active and passive earth pressures and a coefficient of friction that is consistent with our recommendations. The note also describes the conditions on which the foundations shall be founded which is consistent with our recommendations. Plan Sheet SP -1 illustrates the roof downspout system which is directed to a split system consisting of an auxiliary line going to an overflow splash block with the main line going to an infiltration trench with sediment structures on either ends of the trench before connecting the public catch basin. This illustration is consistent with our recommendations. Puget Sound Investment Group Plan Sheet 2 of 4, Geotechnical Note describes geotechnical observation during construction that is consistent with our recommendations. It is our opinion the site is in conformance with generally accepted building practices for these types of soil conditions. Therefore, the plans fulfill the geotechnical requirements of the project. oOo Robinson Noble, Inc. Plan Review and Correction Notice Response Letter Permit No.: D13-256 Tukwila, Washington RN File No. 2541-021A September 19, 2013 Page 3 We appreciate the opportunity to be of service to you. If there are any questions concerning this letter or if we can provide additional services, please call. Sincerely, Robinson Noble, Inc. 460) -(4A --- Barbara A. Gallagher, PE Senior Project Engineer Rick B. Powell, PE Principal Engineer BAG:RBP:am Three Copies Submitted Robinson Noble, Inc. Y$j CityofTukwila Q i9oa Jim Haggerton, Mayor Department of Community Development Jack Pace, Director September 4, 2013 Andrew Goble PO Box 951 Sumner, WA 98390 RE: Correction Letter #1 Development Permit Application Number D13-256 Tritec Homes Inc —14419 48 PI S Dear Mr. Goble, 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 Planning and Public Works Departments. At this time the Building and Fire Departments have no comments. Planning Department: Carol Lumb at 206 431-3661 if you have questions regarding the attached comments. Public Works Department: Joanna Spencer at 206 431-2440 if you have questions regarding the attached comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431-3670. Sincerely, <----t0 7.4 Bill Rambo Permit Technician File No. D13-256 W:IPermit CenterlCorrection Letters120131D13-256 Correction Letter #1.docx 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 • • PLANNING DIVISION COMMENTS DATE: August 13, 2013 CONTACT: Andrew Goble RE: Tritec Homes, Inc., D13-256 ADDRESS: 14419 48th Place South Please review the following comments listed below and submit your revisions accordingly. If you have any questions on the requested revision, Carol Lumb is the planner assigned to the file and can be reached at 206-431-3661. 1. It appears some of the steps to the front porch are located within the front setback — the steps extend six feet from the porch on the south elevation, not the two feet indicated on the site plan. The steps must be moved back to be located 15 feet from the front property line as they are part of the porch structure. Also, the east elevation that shows the stairs does not indicate the hand railing that will be required . 2. TMC 18.50.050 6. requires that the roof pitch be a minimum of 5:12 — the building permit plans show a roof pitch of 4:12. • • PUBLIC WORKS DEPARTMENT COMMENTS DATE: September 3, 2013 PROJECT: Tritec Homes Inc. 14419 48th Place South PERMIT NO: D13-256 PLAN REVIEWER: Contact Joanna Spencer (206) 431-2440 if you have any questions regarding the following comments. 1) Applicant shall execute attached Traffic Concurrency Test Application and pay $300.00 application fee. 2) Show how gas/power/telecommunication services will be brought to the house. 3) Driveway shall be designed and sloped so that drainage from the driveway doesn't flow onto the existing road surface. Trench drain/slot drain is recommended. Show driveway length, spot elevations and flow directions. 4) Show heavier lines for utility pipes (water, sewer, storm drainage), and contour elevations since plans will be microfilmed in the future. 5) Please execute the attached Sensitive Area Hold Harmless Agreement. Notarized signature of the property owner is required. Public Works has a Notary Public on staff. 6) Storm drainage design shall be prepared per King County surface Water Design Manual 2009 edition; refer to Appendix C Small Site Drainage Requirements 2009. Please clarify if you are proposing dispersion trenches or infiltration trenches. Your site plan calls for dispersion trenches; however the details below show infiltration. Dispersion trenches require min. 100 -ft long native vegetated flow path segment. 7) Conduct a percolation test and submit test results. 8) It is strongly recommended that the storm drainage design be certified by a Washington state licensed professional engineer. Otherwise, the property owner assumes liability for the design and subsequent related damages. 9) Please cross reference on plan the geotechniacal report; state title, date, name and phone number of the geotechnical firm. 10) Please state on plan earthwork quantities on plan; cu yards of cut and cu yards of fill. 11) Per the Geotechnical Note on sheet 2 of 4 of Puget Sound Investment Group recorded short plat applicant shall submit a letter from the geotechnical engineer that certifies that the home roof drainage, footing and foundation design including footing/foundation drainage system addresses and fulfills geotechnical recommendations of the August 3, 2000 geotechnical report. (W:PW Eng/Other/Joanna /Comments 1 D13-256) City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: httn://www.TukwilaWA.gov CERIPICATE OF WATER AVAILABILITY PERMIT NO.: Part A: To be completed by applicant Site address (attach map and legal description showing hydrant location and size of main): t.4'{''1t" ' L. 5'i TuKwi<<'I y8168 ?crce.(-3:k Co oOOu S(1 Owner Information Agent/Contact Person I Name: •rP t fre He, M e 5, /AIC . ,Name: rlvn t tZer l t t'1 S Address: PG., 3G X 15 I S u en el tw, W 4 1g3 0 Address: Phone: 2.0 6. 35 3— I (3 a Phone: „:?0,6. 53 - I l 3 b This certificate is for the purposes of: Residential Building Permit Commercial/Industrial Building Permit ❑ Preliminary Plat O Rezone Estimated number of service connections and water meter size(s): I, Le neI.44 0h ❑ Short Subdivision O Other Vehicular distance from nearest hydrant to the closest point of structure is 8 0 ft. Area is served by (Water Utility District): !IC CtA/4 (AS Owner/Agent Signature S"- /- / 3 ! Date Part B: To be completed by water utility district 1. The proposed project is within Tu k t1, ; i A' / iG i Nq ! (City/County) 2. Q No improvements required. 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: (t/ie separate sheet ff more room Is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 2 7 01') gpm at 20 psi residual for a duration of 2 hours at a velocity of / 0 fps as documented by the attached calculations. 5. Water av 'lability: Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in Item B-2 are met. ❑ System is not capable of providing service to this project. I hereby certify that the above information is true and correct. 0- KinJy Go.w_.vTG I.�iiA-r /1 Di.5TRGT /45 ►'I/t2t4 i° >'Q.. 5-Z-/3 Agency/Phone U By Date 206 •Z42 --5i 54/7 Exp ).4. C5 -2.-/y II This certificate is not valid without Water District 125's attachment entitled ECEIVED "Attachment to Certificate of Water Availability" CITY OF T U K W I L A n.Uppfi . ionsVonm•Applialions On 1.440 t201 I.OS WSW Avulabilwy.don Uri.]: May 2011. AUG 062013 PERMIT CENTER • Attachment to Certificate ©f Water Availability King County Water District No0 125 The following terms and conditions apply to the attached Certificate of Availability ("Certificate") 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the. City of Tukwila ("City"). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Applicant's Signature ik17 Date g-":"- "3 District Representative ✓l,ca_.f_Lz_3 a ..}-...a Date 5- 2- i 3 RECEIVED CITY OF TUKWILA AUG 062013 PERMIT CENTER b3'b2Sb EC IVED OFTUKWILA UG 06 2013 PERMIT CENTER Mr "WORRI.'C TOH:(RD A LIE7TERENVIRANMENr 3460 5 148th Suite 100 1 �`.L :1 l / — Seattle, WA 98168 ! 111i.- % I r.151P • Phone: (206) 242.3236 SEWER DISTRICT • fax: (206)242-1527 CERTIFICATE OF SEWER AVAILABILITY/ NON AVAILABILITY Residential: $ 50.00 Commercial: S 100.00 Qct Certificate of Sewer Availability OR r• Certificate of Sewer Non -Availability Part A: (To Be Completed By Applicant 1 Purpose of Certificate: K Building Permit ■ Preliminary Plat or PUD • Short Division • Rezone - ■ Other Proposed Use: D Commercial IA Residential Single Family • Residential Multi -Family ❑ Other Applicant's Name Tri+ec- 40mes, 1fr.1 L 13Cen't'&j{ i. A s Phone Number ao 6- 3s 3` (( 301 Property Address or approximate location i441Q yjt" pi. , 5 Tax Lot Number Op'tOoo ,S 1 Legal Description (Attach Map and legal Description if Necessary ); Lor 2 SP No Lo1-O46, Rec. +.jo, aoo7o3a'I'0004 , ICI-Couee-y • Part B: (To be Completed by Sewer Agency 1 1 ,w a. A Sewer Service will be provided by side sewer connection only to an existing ' " size sewer p feet from the site and the sewer system has the capacity to sere the'proposed use. b. Sewer service will require an Improvement to the sewer system of: OR • • (1) feet of sewer trunk or lateral to reach the site; and/or • (2) The construction of a collection system on the site and/or • (3) Other (describe) 2, Must be completed if 1. b above is checked Ca. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR C b. The sewer system improvement will require a sewer comprehensive amendment. 3. Ca. 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 C a. Annexation or BRB approval will be necessary to provide service. 4. Service a. District b. Easements: c. I hereby from th I I is subject to the following; permit $ !d0 " Connection Charges due to connection: prior GFC: $ 8 S O - SFC: $ 'Unit: $ Total $ 9 co °-- (Subject to Change on January 1st) Either a King County/METRO Capacity Charge, SWSSD or Midway Sewer District Connection Charge may be due upon connection to sewers. • Required • May be Required Other certify that the above sewer agency information is true. This certification shall be valid for one yearCiTy to of slgnatur . By l Title ri°l/`55 w Date $7%/20 b3'b2Sb EC IVED OFTUKWILA UG 06 2013 PERMIT CENTER 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 Districts 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 Districts guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations,'express or implied, Including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of Seatac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that I have received the Certificate ofSewer Availability/Non Availability and this attachment, and fully understand the terms and conditions herein. Applicant's signature Date MOtgyOgow Parcel Map and Data ..:...... _.... _.. _IR 8 N . 8 R fNi-11 diff Y 8tr_ ...__._._......._-__.._ 8' 19- Parcel Number 0040000512 Site Address 14419 48111 PL S Tip code 98168 Taxpayer NGUYEN KIM 12 °5 g°E_as 13 G q(Eftai gggg ti 3b oID 5 ii4: g o OlV ei e= o ox.131. ArligaFdttt*: RECEIVED CITY OF TUKWILA AUG 0 6 2013 PERMIT CENTER Contractors or Tradespeople Pi>.r Friendly Page I General/Specialty Contractor A business registered as a construction contractor with LEtI to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name Phone Address Suite/Apt. City State Zip County Business Type Parent Company TRITEC HOMES INC 2538637708 P 0 Box 951 Sumner WA 98390 Pierce Corporation UBI No. Status License No. License Type 601563418 Active TRITEHI983D2 Construction Contractor Effective Date 3/22/2002 Expiration Date 3/22/2014 Suspend Date Specialty 1 General Specialty 2 Unused Other Associated Licenses License Name Type Specialty 1 Specialty 2 Effective Date Expiration Date Status ASGCO"084D4 A S G CONSTRUCTION Construction Contractor General Unused 3/24/1992 3/23/1994 Archived Business Owner Information Name Role Effective Date Expiration Date ROLLINS, BRENT President 04/26/2006 Amount GOBLE, ANDREW STEPHEN Secretary 03/22/2002 02LX004038013803/10/2013 ANDREW GOBLE Treasurer 04/26/2006 03/17/2010 Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 1 CBIC SE3158 03/21/2002 Until Cancelled $12,000.00 03/22/2002 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 10 Granite State Insurance Compan 02LX004038013803/10/2013 03/10/2014 $1,000,000.0002/11/2013 9 Granite State Insurance Compan 02LX0040380137 03/10/2012 03/10/2013 $1,000,000.00 02/02/2012 8 Lexington American Ins Co 41LX004038013603/10/2010 03/10/2012 $1,000,000.0002/08/2011 7 NEW HAMPSHIRE INSURANCE COMPAN 01LX40380136 03/10/2010 03/10/2011 $1,000,000.0003/09/2010 6 NEW HAMPSHIRE INS 01LX40380135 03/10/2005 03/10/2010 $1,000,000.0003/09/2009 Summons/Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period Infractions/Citations Information No records found for the previous 6 year period httns://fortress.wa. aov/lni/bbin/Print.aspx 10/16/2013 have 4. it # }, M These plan be n revie d bythe Public a ° a P PROJECT DESCRIPTION: ! PARCEL INFORMATION; S MCI St . tQ " s,u�t "S£1 b Sof} `t3Y'� 3 + 'f # f a a5 Q ° 4 a Works Department fa. a. a 4 a City standards Accept.=nce a 4 a omissions which do not confor is s authorize ance with current Propose new 4 bedroom home biect to errors and p violations of with attached garage at the LEGAL DESCRIPTION: S, 144th St, SIM,h St ;;n S t46,h it , •f „�A„ S,tE,h7� :I.t•,,t 1 a. F t 1 St'm\i i 't�.!}3 S� �e a ' 41{t 1��� u a " k jJ Fhu1. y r rr$ k y„ 5 ,rjhtl t ,z ' , t ` { yFinal �p � �� � ������ �'x', s ' : E i : � ..�-...�. SEPARATEF� REQUir . ❑ p f ; NisGt ❑ BerkICt(A ❑ Plumbic ❑Gus Pip:r l a 4 Vdopted standards or oP a a ° a 4 for the adequacy • of the a a a ° designer. Ayiditiod, delet ° Q . .• drawings after this date \</ 4° and will reque .a resub ° . for subsequent approval. a ' 4 a : a .. ` . a a �' ecce tance is sub ect <7• a . � .� 4 . • a � � bl p� i c u iO ®r1� util' es v ° Date: ' a inances: design r ons or r: ' `11 void ittal of to fi d iitspe. tor. B he responsibility Southern interior of the property sts totally with the served by public water and sewer. isions to these Any potential excess storm water ADAMS HOME TRS LOT 1 OF TUKWILA his acceptance from the driveway is to be SHORT PLAT #L01 046 REC #20030327900001 SD SP DAF - LOT 6 evised drawings controlled by use of collection at , TGW LOT 7 LESS N 120 FT LESS RDS 16 foot slot drain, paving to be PLat Block: 4 graded to the center as shown and inspection Plat Lot 6 SE 7 p by conveyed to infiltration system with then. Downspouts from the �` = p CBAY CONSULTING tom. x�> ;� �� ,: l � , � �,z�,�F : ��� � . . roof drains are to be tight lined . ' � - ZONING: •�3` : � T,���,_..:I� a a ,t 0� - line directly 4"h d t th City of a °• use of pvc o e PROPOSED HOME VICINITY MAP AERIAL MAP DING i�i�liSION •. 4 4 .. BUILDING . ° a • 4 ° � 4 � • a �. ...__�___,.._.�.� sediment control structure then to City of Tukwila / LDR / King County the the proposed infiltration sheldonQcbayconstruction.com 3043 Center St. Tacoma, WA 98409 phone 253-380-2357 NOTICE: The written dimensions on ::e:'e::ns an. This is not a survey Topography based on public GIS. For building purposes only. . a trench with overflow to storm GEOTECHNICAL NOTE: a 4 ° drainage stub. KEY/LEGEND : AVERAGE BUILDING ELEVATION v 4' a ' a 6v a Geotechnical report was prepared b p p p Y © PROPERTY CORNER (ABE) a s I a Soil & Environmental Engineers Inc, CONTOURS; ---- PROPERTY BOUNDARY 472.00 + 470.00 + 473.00 + 475.00 _ = _ 1,890.0 / 4 472.50 (ABE) 4 ` ° on August 3rd 2000 - (425)868-5868 10 UTILITY EASEMENT ° 4 `, . UTILITIES SERVICE LOCATION Sp., and was approved by the City during the a • a \ , a WATER, GAS, & POWER shortplat Recording# 20033027900001 V, �j 41,. a g ® SOIL AMENDMENT AREAS' + 30, = 502.50' MAX HEIGHT \ 6 Ir.› 2 10 �j `q a �, t IT °WALKWAY &STAIRS ___�( TO FRONT PORCH CUT /FILL: _ _ PROPOSED HOME - __ �i 72.80 N $7' 11 �\ 13 33" W v- - ��`� v �' �\ - - v �� a a Proposed il SURFACE FLOW �i� � a cut/fill quantities are ; ` \ a \ ; ;" EXISTING PAVEMENT 1 T \ �v INFILTRATION \� a \ a ' a 90 cubic yard of cut & 90 cubic yards of fill `� ° ° EXISTING SEWER STUB for foundation cut and utilities only. No -,t- SILT FENCE --- EXISTING STRUCTURE I i PROPOSED I TRENCH 5'x4\')(30' \v IE= 464.00 �\ 4 \\\ 17 LF OF 6"PVC @ 2.0% MIN SLOPE work within the right of way. \�� �'9� 4 \� (9 vv 4 y a ® --- - 1'-4' LANDSCAPING WALL EXISTING FENCE PROPOSED PLANTING FLOWPATH CONST. ENTRANCE ' 10' DRAINAGE EASEMENT Z1 PER PLAT 1 c*� I �II i i� '� ', I 1� �� �� \� 28' \� I PROPOSED SEDIMENT CONTROL/ YARD DRAIN IE= 464.50 �, I �� �� �. 4 DOWNSPOUT TO \ \ �'� a `� \ Ce' ° a ° �\ \\ \ �� �� a I a A \ 1 a i , , _� 1 4 I \ a v vv 23 as EXISTING DRIVEWAY APPROACH REVIEWED FOR CODE COMPLIANCE APPROVED OCT0 9 2013 �✓ TEMPORARY 1-1 I ,� I \ , , 4 City of u iia ❑ EX. CATCH BASIN ":81 \\ PVC LINE mob=-=— — --- \ ' ° ��. ' \ 15'c BUILDING ISION 0 PROP. CATCH BASIN Z I I i t�' 44 6 ' ii, I , a' I gam` a I a a rciec o PROP. SEDIMENT CONTROL STRUCTURE / YARD DRAIN I 1 ) I 23- I , 11 °� a ��0'�+e�, Tritec Homes Inc, N yi t. v' 'gyp , • ` �, ��. . I - ` . a EX. CATCH BASIN TO a ', �' ROADWAY - ® Address 1 11---► cv ��,. DRAINAGE SYSTEM R405.1 Concrete or masonry Drains shall be provided around retain earth and enclose habitable foundations. I 1 all concrete or masonry foundations that ' I I or usable spaces located below grade. I I ��� \\ �� 12 PROPOSED 4 BDRM HOME ��O �� FF= .� I, �j s 466.00 O ,0 $ OSED O .(' , EXTENSION I 1a\ '� DRIVE �, '• I \� I \ \ 16' li \ , a 1 d� ° a b a ° s ' .I +0 oi5ti 14419 48th PIS. Tukwila,A 98168 �e j 0040000512 I ) it 1 \ \ a drains, �,� a Jchl, SPO-361 Drainage tiles, gravel or crushed approved systems or materials stone perforated pipe or other shall be installed at or below the area to be / 12'x16'CONC. I ,� •O I�\� , \''�� `' 4 is �,‘ 4 a ated 9 / 15 / 2013 discharge by means into an PATIO o �► ° 1 protected and shall gravity or mechanical 1 L � Gravel drains at I ��--- - - - - Lot Size - 6,506 sf. - 0.14 ac. approved drainage system. pp or crushed stone shall extend ,;ri 10 ►I ��, t a . . , a . Impervious surfaces: least 1 foot (305 mm) beyond the outside edge of the footing and 6 inches \\ �� �` —II `, 10111 ° a (152 mm)above the topof the footingand be covered with an approved filter - - -�--- - - — _ ____ - - . � _ _ -____ \� I —�r- - - ' 1 ' ' \� • I a Ex. Drive - 168 sf. membrane material. The top of open joints of drain tiles shall be protected ` - _ 12.6.41-2-77,N87-'8-7'53'097; W I - - - - -; -- - - __�_ _ _ 4 with strips of buildingpaper. Perforated drains-shall curroundcd withan b 44 a or membrane n. he filter membrane shall cover the washed 5' TBACK LINE 48" RETAINING WALL pp-- a rovedfilter gravel or crushed rock covering shall be placed on a minimum crushed rock at least one sieve the drain. Drainage tiles or perforated pipe of 2 inches (51 mm) of washed gravel or frOktek W (Gke YR V e j size larger than the the joint opening or 16' LF SLOT DRAIN 15' SETBACK 4" PVC PIPE TO EXISTING PROPOSED FOOTING DRAIN LINE SIDEWALK cn Prop. Drive = 459 sf. Prop. Home = 1,508 sf. Prop. Deck/Porch = 192 sf. perforation and covered with not less than 6 inches (152 mm) of the same i,J 1-� INFILTRATION TRENCH 4')(4'x4' EXISTING NEIGHBORING EX. SEWER MANHOLE 10 0 10 20 SEWER STUB OUT r ... material. Scale: 1" = 10 feet la.x. Total = 168 sf. PROFIE VIEW6' PVC NEER-35 PERFORATED PIPE ROOF PA,t IIF. Vtm Prop. Add. = 2,159 sf. PLAN YEW ROOF DRAIN-\ N.T.S. SOLID LOCKING LID 'BARD DRAIN DRAIN - - ,r VARIES Pro . Total = 2,327 sf. h N.T.S. 6 PVC OR ADS-N12 PIPE SLOPE® 1.00 MIN TO CB OR DISPERSAL ENCH. ; ROOF / a 6" MIN. EL IT I SOLID D INFILTRATION TRf.NC I NO sail 3' S1] I. C 'IPA ED BACKFILL FILL Impervious Coverage = 34.7 j/// / / 'fllinP Till l{Idl it ii' "X1", '— ' • — MESH SCREEN 1 BAND SCREEN TO PUBLIC— iv 2' MIN. PIPE ❑ 100a000+ 0a rD0O0OQOat�oaO0000 00 CATCH ) E. SEDIMENT CONTROL W/SOLID LOCKING LID ROOF DRAIN` 8" DIA.---_---------^ _� BASIN l, 11 w T 011 i t��Tltl h FCI���� I•�>�R1C (i �LRAtPi 'T' YARD DRAIN WITH LID " OVERFLOW MIN. � FROM DOWNSPOUTS) SLOPE ® TO CB AND s. V ir►.y t�,,� �1�F� ,�y �, r� *A. *�� r' VON OR APPRCIVED EQUAL) ON FILE COPY • '` RECEIVED CITY OF TUKWILA SEP 2 0 2013 PERMIT CENTER CONVEYANCE PIPE TO _� 1.0 % MIN I DISPERSION TRENCH(S) �''``ti AREA FOR FUTURE USE SHALL 8E "• � .T"GRAVEL �"�," - TOP O. �artw"L i I.�d03i AND DISPERSAL TRENCH, SEE PLAN IRESERVE I I OF EQUAL SITE &R PROPOSED I-: ,,�"*�T, EXTEND FABRIC OF 9V9---251, _ "����'ll ', SIFa IrmaNa. ierr/. , /, ' ti4'�� � ? IF UTILIZED. - PIPE SUPPORTS, 6' OIC` SOG - R INS tL7FT[Ohti SY'ST_,1 AREA � ... x' 5 T MIN, M�ii� #1���' TRENCH DEPTH / '/ � 1 MIN. d - BAND TO SIDEWALL APPROVED EQUAL — — — -.0 En l y '16PEitFDii�+,TEG1 FIRE L1[ I" review sIi ettnol"3 8nd OI1o11S r, ���� V 11=1_ L— 1' MIN. SUMP 1 2 PLACES, TYP. ( ) <d ii '• i ins ,1'"' 7,' � ' +��+� . t t �• r1t iTH HOLES DOWN N 8" TEE i =t t PLAN WPM t. • �` ,'- t, Approval of tea ti#S not authonze 2 4 2013 - FINE MESH SCREEN ROOF DRAIN =+-1 '-, ,�- �' '� !�'�•"�+ : , ,� , . SEP I. 1)2 -3 el'WASHED ROCS FINE MESH MIN. PROFILE VEIN SCREEN 5 MIN. /2 Xl /2 , NO SCALE STR I JR A jty+ik'• I. l ti the �Iti7 violationof Ix! t :r� or o(��. Receipt I gag) �ti LA N.T.S. SEDIMENT STRUCTURE BAND SCREEtJ TO WITH SOLID LOCKING UD PIPE „ G P4' SDR-35 PEZF€3�TEa PIPE -.$I � r �_ 3 _I.�..'��,•�.��.�-.� { . Y ew r- UK {' ►. 1~'r•$ iii(, . is :. «+1 ,i• t„ ed: T ORKS t W � PUBLIC ; - ! INDIVIDUAL ROOF DOWNSPOUT SYSTEM RESIDENTIAL SEDIMENT CONTROL �„ LLT 'FAR[ DRAIN OVERFLO YARD DRAIN I .-t r E - �'M ER TABLE wail a A , 40 �'x i I'ne. - O Q rr.'r.s. STRUCTURE - PRIOR TO DISCHARGE SIDEWALK r Lu WITH SOLID Lta WITH D I NO SCALE 10)1 /3, iM 3 TO INFILTRATION OR DISPERSION TRENCH(S) Q NOTE: N.T.S. o' S1. Vt... °ice N; 1* l4 '`� ,�'r� i � re.1.) IIIMIL . \ City �1 i` C O � � E �,iT N ° Of lla SET THE TOP OF THE TEE RISER AT OR ABOVE THE , — ' PLANNING APPR \/ISD +-- ( { LIR# THE TOP ELEVATION OF THE TRENCH DRAIN ROCK. it ma, -+�- `+ ° -90° BEND BUILDING DIVISION ,,.. - - - �r �Ir: +� .. Sit stl 2.) SET THE BOTTOM OF THE INLET PIPE AT THE SAME t LEVEL. "�� # t ' �; "��►�. i No be ." -_._,-_ Bias changes can made. to these ELEVATION AS THE OUTLET PIPE. �.LPI$�1?$4�4', • Pte, �.---^—�. plans without approval from the EVtSiON S I � ' " Dyea,.2 No PUBLIC uc t * "T � F Nc 1Es1� Planning Division of DCD PENN 1 di shalt be made pe to the scope CATCH 6t, P'A'C — — — — — - — m r STAII LESS Call before you y g of wochanrks without priorBASIN approval - say 3 SOR-3 r� �� , STEED c R � '" 1 (800) 424 5555 of, TU!<WIIa �" p Wv'�VI� Approved By: i Buildin� OR � � TABLE ' - ' ,.� At least 48 hours for s �1V1S1On. r under ound locates O: Revisions wilt require a new plan 'ED = - STEEL r- [late. 10 , 0. I'5 ( ABBREVIATED SITE PLAN submittalS EQUAL an may include additions! (301-LET SEE'rAELE BELOW) -- pian review fees, "@ LD' MIN, �. BAY ABBREVIATED EROSION CONTROL PLAN: T.E.S.C. / ABBREVIATED PLAN FOR TRITEC HOMES STANDARD EROSION CONTROL NOTES 1. On-site erosion control measures shall be the responsibility of the developer. Any problems occurring before final acceptance of the storm system by the Municipality shall be corrected by the Applicant and/or the Contractor. 2. In case erosion or sedimentation occurs to adjacent property, all construction work within the development that will aggravate the situation must cease and the Applicant/Contractor shall immediately commence restoration or mitigation measures. Restoration activity shall continue until such time as the problem is rectified. 3. All erosion and sedimentation control devices shown on this drawing shall be installed prior to or as the first stage of site preparation. 4. Should the temporary erosion and sedimentation control measures as shown on this drawing not prove adequate to control erosion and sedimentation, the Applicant/Contractor shall install additional facilities as necessary to protect adjacent properties, sensitive areas, natural water courses, and/or storm drainage systems. 5. In any area which has been stripped of vegetation or experienced land disturbing activities and where no further work is anticipated for a period exceeding the listed criteria, all disturbed areas must be immediately stabilized with mulching, grass planting, or other approved erosion control treatment applicable to the time of year in question. Grass seeding alone will be acceptable only during the months of April through September, inclusive. Seeding may proceed, however, whenever it is in the interest of the Applicant/Contractor, but must be augmented with mulching, netting, or other treatment. 6. Criteria for exposure of disturbed surfaces from County Stormwater Management Manual shall be listed here by the engineer. The project engineer or project surveyor will be responsible for field locating the clearing limits and establishing those boundaries with bright colored flagging. The contractor shall clear to the limits as established on this plan and as flagged in the field. 7. The County shall be responsible for the inspection and acceptance of all clearing and grading work and erosion and sedimentation control facilities. The Applicant and/or Contractor shall notify the County forty-eight hours in advance of each required erosion and sediment control inspection. Inspection No. 1 - Installation of erosion control facilities/prior to clearing. Inspection No. 2 - Completion of clearing. Inspection No. 3 - Upon completion of excavation, filling, and earthwork. Inspection No. 4 - Completion of project. Inspection No. 5 - As needed to determine compliance with approved plans and/or specifications. (Does not require advance notice.) 8. All work associated with stabilizing the disturbed areas shall be in accordance with the Pierce County Stormwater Management Manual. 9. All necessary facilities shall be maintained on site to prevent debris, dust, and mud from accumulating on the public right-of-way. SILT FENCE 1. Filter fabric shall be purchased in a continuous roll and cut to the length of the barrier to avoid use of joints. When joints are necessary, filter cloth shall be spliced together only at a support post, with a minimum 6 -inch overlap, and securely fastened at both ends to posts. 2. Posts shall be spaced a maximum of 6 feet apart and driven securely into the ground (minimum of 30 inches). 3. A trench shall be excavated approximately 8 inches wide and 12 inches deep along the line of posts and upslope from the barrier. This trench shall be backfilled with washed gravel. 4. When standard strength filter fabric is used, a wire mesh support fence shall be fastened securely to the upslope side of the posts using heavy-duty wire staples at least 1 inch long, tie wires or hog rings. The wire shall extend into the trench a minimum of 4 inches and shall not extend more than 24 inches above the original ground surface. 5. The standard strength filter fabric shall be stapled or wired to the fence, and 20 inches of the fabric shall be extended into the trench. The fabric shall not extend more than 24 inches above the original ground surface. Filter fabric shall not be stapled to existing trees. 6. When extra -strength filter fabric and closer post spacing is used, the wire mesh support fence may be eliminated. In such a case, the filter fabric is stapled or wired directly to the posts with all other provisions of above notes applying. 7. Filter fabric fences shall not be removed before the upslope area has been permanently stabilized. 8. Filter fabric fences shall be inspected immediately after each rainfall and at least daily during prolonged rainfall. Any required repairs shall be made immediately. 9. Silt fences will be installed parallel to any slope contours. 10 Contributing length to fence will not be greater than 100 feet. 11. Do not install below an outlet pipe or weir. 12. Install downslope of exposed areas. 13. Do not drive over or fill over silt fences. PLASTIC COVERING 1. Plastic sheeting shall have a minimum thickness of 6 mils and shall meet the requirements of the STATE STANDARD SPECIFICATIONS Section 9-14.5. 2. Covering shall be installed and maintained tightly in place by using sandbags or tires on ropes with a maximum 10 -foot grid spacing in all directions. All seams shall be taped or weighted down full length and there shall be a least a 12 inch overlap of all seams. 3. Clear plastic covering shall be installed immediately on areas seeded between November 1 and March 31 and remain until vegetation is firmly established. 4. When the covering is used on un -seeded slopes, it shall be kept in place until the next seeding period. 5. Plastic covering sheets shall be buried two feet at the top of slopes in order to prevent surface water flow beneath sheets. 6. Proper maintenance includes regular checks for rips and dislodged ends. BAY N-1. TOPSOIL STOCKPILING 1. Stockpiles shall be stabilized (with plastic covering or other approved device) daily between November 1 and March 31. 2. In any season, sediment leaching from stock piles must be prevented. 3. Topsoil shall not be placed while in a frozen or muddy condition, when the subgrade is excessively wet, or when conditions exist that may otherwise be detrimental to proper grading or proposed sodding or seeding. 4. Previously established grades on the areas to be topsoiled shall be maintained according to the approved plan. MULCHING 1. Mulch materials used shall be wood fiber cellulose, and shall be applied at the rate of 1500 lbs per acre. 2. Mulches shall be applied in all areas with exposed slopes greater than 2:1 3. Mulching shall be used immediately after seeding or in areas which cannot be seeded because of the season. 4. All areas needing mulch shall be covered by November 1. SEEDING 1. Seed mixture shall be red fescue, and shall be applied at the rate of 25 lbs per acre. 2. Seed beds planted between May 1 and October 31 will require irrigation and other maintenance as necessary to foster and protect the root structure. 3. For seed beds planted between October 31 and April 30, armoring of the seed bed will be necessary, (e.g., geotextiles, jute mat, clear plastic covering). 4. Before seeding, install needed surface runoff control measures such as gradient terraces, interceptor dikes, swales, level spreaders and sediment basins. 5. The seedbed shall be firm with a fairly fine surface, following surface roughening. Perform all operations across or at right angles to the slope. 6. Fertilizers are to be used according to suppliers recommendations. Amounts used should be minimized, especially adjacent to water bodies and or wetlands. TYPICAL SOIL AMENDMENT GUIDE FOR SINGLE FAMILY CONSTRUCTION OPTION 1 -AMEND EXISTING SOILS IN PLACE CD LANDSCAPED AREAS: 1) SCARIFY OR TILL EXISTING SUBGRADE 4-6 INCHES. (DO NOT SCARIFY OR TILL WITHIN DRIP LINE OF EXISTING TREES TO BE RETAINED). 2) PLACE AND ROTOTILL 3 INCHES OF COMPOSTED MATERIAL (10% ORGANIC CONTENT) INTO 5 INCHES OF SOIL FOR A FINISHED DEPTH OF 12 INCHES (4-6 INCH SCARIFICATION + 8 INCHES COMPOST/SOIL = 12 INCHES) OF UN -COMPACTED SOIL. RAKE AND REMOVE ROCKS LARGER THAN 2 INCHES IN DIAMETER AND MULCH AREAS WITH 2 INCHES OF ORGANIC MULCH. LAWN AREAS: 1) SCARIFY OR TILL EXISTING SUBGRADE 4-6 INCHES. (DO NOT SCARIFY OR TILL WITHIN DRIP LINE OF EXISTING TREES TO BE RETAINED). 2) PLACE AND ROTOTILL 2 INCHES OF COMPOSTED MATERIAL (5% ORGANIC CONTENT) INTO 6 INCHES OF SOIL FOR A FINISHED DEPTH OF 12 INCHES OF UN -COMPACTED SOIL. WATER OR ROLL TO COMPACT SOIL 85% OF MAXIMUM. RAKE TO LEVEL, REMOVE SURFACE WOODY DEBRIS AND ROCKS LARGER THAN 1 INCH IN DIAMETER. OPTION 2 - IMPORT TOPSOIL MEETING ORGANIC CONTENT STANDARDS LANDSCAPE AREAS: 1) SCARIFY OR TILL EXISTING SUBGRADE IN TWO DIRECTIONS TO 6 INCH DEPTH. (DO NOT SCARIFY OR TILL WITHIN DRIP LINE OF EXISTING TREES TO BE RETAINED). 2) USE IMPORTED TOP SOIL MIX CONTAINING 10% ORGANIC MATTER (TYPICALLY AROUND 40% COMPOST). SOIL PORTION MUST BE SAND OR SANDY LOAM. PLACE 3 INCHES OF IMPORTED TOP SOIL MIX ON SURFACE AND TILL 2 INCHES OF SANDY SOIL. PLACE ADDITIONAL 3 INCHES OF IMPORTED TOPSOIL MIX ON THE SURFACE. RAKE SMOOTH AND REMOVE SURFACE ROCKS OVER 2 INCHES IN DIAMETER. MULCH LANDSCAPE BEDS WITH 2 INCHES OF ORGANIC MULCH. LAWN AREAS: 1) SCARIFY OR TILL EXISTING SUBGRADE IN TWO DIRECTIONS TO 6 INCH DEPTH. (DO NOT SCARIFY OR TILL WITHIN DRIP LINE OF EXISTING TREES TO BE RETAINED). 2) USE IMPORTED TOP SOIL MIX CONTAINING 5% ORGANIC MATTER (TYPICALLY AROUND 25% COMPOST). SOIL PORTION MUST BE SAND OR SANDY LOAM. PLACE 3 INCHES OF IMPORTED TOP SOIL MIX ON SURFACE AND TILL 2 INCHES OF SANDY SOIL. WATER OR ROLL TO COMPACT SOIL 85% OF MAXIMUM. RAKE TO LEVEL, REMOVE SURFACE WOODY DEBRIS AND ROCKS LARGER THAN 1 INCH IN DIAMETER. Call before you dig 1-(800) 424-5555 At least 48 hours for under a ound locates �� R = 2 5' MIN. �:��111� •040.40* -•°°' •� •oma ��Iir� aw4 HERE d o. t•�:I� r'1r* NtroicO• if:Palrst. Igage illllllllllll� %' � AS PER COUNTY ROAD STANDARDS, CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE PAD. INSTALL DRIVEWAY CULVERT IF T IS A ROADSIDE DITCH PRESENT, AS PER COUNTY ROAD STANDARDS 4"-8" QUARRY SPALLS MAY BE TOPDRESSED WITH 1"-3" GEOTEXTILE 12" MIN. THICKNESS PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA CONSTRUCTION ENTRANCE ROCK PAD N, T. S. Ia4th St S f 146thit ._ 1A81hIt_ :_.-- VICINITY MAP CBAY CONSULTING sheldon@cbayconstruction.com ORTHO MAP PROPOSED HOME REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 9 2013 City of Tukwila BUILDING DIVISION PROJECT DESCRIPTION: Propose new 3 bedroom home with attached garage at the Southern interior of the property served by public water and sewer. Any potential excess storm water from the driveway is to be controlled by use of collection at the existing road drainage system in front of the existing driveway approach. Downspouts from the roof drains are to be tight lined by use of 4" pvc line directly to the sediment control structure then to the dispersion trench. -T N Co N FILTER FABRIC MATERIAL IN CONTINUOUS ROLLS USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE WIRE MESH SUPPORT FENCE FOR FILTER FABRIC 6' MAX. BURY BOTTOM OF FILTER MATERIAL IN 8"x12" TRENCH 2"x2" WOOD POSTS. STANDARD OR BETTER OR EQUIVALENT WIRE MESH SUPPORT FENCE (TO BE LOCATED ON THE DOWNHILL SIDE OF THE FILTER FABRIC) FILTER FABRIC MATERIAL PROVIDE WASHED GRAVEL -may BACKFILL, 3/4" - 3 IN TRENCH AND ON BOTH SIDES g" IN. OF FILTER FENCE FABRIC ON THE SURFACE J� BURY BOTTOM OF FILTER J MATERIAL IN 8"x12" TRENCH 0 2"x2"x5WOOD POSTS. STANDARD OR BETTER OR EQUIVALENT FILTER FABRIC FENCE DETAIL N.T.S. 3043 Center St. Tacoma, WA 98409 phone 253-380-2357 NOTICE: The written dimensions on this plan supercede any scaled measurements. This is not a survey. For building purposes only. prefect Info Owner, Tritec Homes Inc, Address) 14419 48th P1 S. Tukwila, WA 98168 parcel) 0040000512 JcIA, SPO -361 Date) 8/4/2013 Lot Size - 6,506 sf. - 0.14 ac. Impervious surfaces: Ex. Drive = -168 sf. Prop. Drive = 459 sf. Prop. Home = 1,508 sf. Prop. Deck/Porch = 192 sf. Ex. r1'otal = 168 sf. Prop. Add. = 2,159 sf. Prop. Total = 2,327 sf. EROSION CONTROL CONSTUCTION SEQUENCE: TABLE OF CONTENTS: S-1. ABBREVIATED / SITE PLAN (1"=10') N-1. NOTES PAGE 1. Utility locate; ONE CALL 1-800-424-5555 2. Pre -construction meeting with County. 3. Post sign with name and number of ESC supervisor. (if needed) 4. Grade and install construction entrance(s). 5. Install catch basin protection (if required) 6. Install perimeter protection, Silt fence or brush barrier ect. 7. Inspection of Erosion Control measures, Silt fence ext. 12. Cover all areas that will remain unworked for more than 7 days during the dry season and 2 days during the wet season with straw, wood fiber mulch, plastic sheeting or equivalent. 13. Stabilize all areas that make final grade within seven days. 14. Seed or Sod any areas that will remain unworked for more than 30 days. 15. Upon completion of the project, all disturbed areas must be stabilized and BMP's removed if appropriate. 8. Construct surface water controls, during clearing and Grubbing operations: 9. Excavation and fill to subgrade: (CUT AND FILL) 10. Maintain erosion control measures per County standards and manufacturers specs. 11. As site conditions may change, relocate erosion control measures to maintain that erosion & sediment controll is always in accordance with ESC standards. These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequac: of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date:, lo' 13 .1`[ not to scale EROSION CONTROL / ABBREVIATED / SITE PLAN D �3 Impervious Coverage = 34.7 % RECEIVED CITY OF TUKWILA AUG 062013 PERMIT CENTER Sb N-1 11-4' 4x4 CEDAR KNEE (BRACE DETAIL SCALE, 1/2' • i'-0' 01 2'x4' CEDAR Q l'x4' WHITEWOOD 03 2'x2' WHITEWOOD RAILING DETAIL SCALE: 1/2' • I'-0' u u u /2 n 2-1/2' FRONT DOOR DETAIL SCALE: 1/2' • I'-0' © -.lT T T T r O _/ ; PER PLAN a •�i trq a 1Q ARCHITECTURAL GRADE COMPOSITE SHINGLES 02 15* ASPHALT FELT ® INSULATED BAFFLE MAINTAIN 1' AIRSPACE ® PRE -MANUFACTURED TRUSSES e 24' oc 05 APPROVED HURRICANE TIE A5 PER STRUCTURAL ENGINEER ® SCREENED VENTILATION BLOCKING ▪ T/16' O55 SHEATHING (UNO PER STRUCTURAL ENGINEER) ® 4' GUTTER OVER 5/4'x8' FASCIA ® TYPICAL WALL CONSTRUCTION • 15'” FELT OR APPROVED AIR BARRIER 0 -1/16' EXTERIOR SIDING (UNO PER STRUCTURAL ENGINEER) ® Q 2X BOTTOM PLATE a • . • = 1 • � 4i '• PER STRUCTURAL ENGINEER MAX BUILDING HEIGHT LINE 5029' ROOF HEIGHT' 50008' E (1.© APPROVED RIM BOARD FOUNDATION DRAIN WASHED ROCK FILL (TYPICAL) 5 206 BLACK VISQUEEN VAPOR BARRIER ® REINFORCEMENT 15AR5 PER ENGINEERING CALCULATIONS OPT SILL PLATE 4 ANCHOR BOLTS PER ENGINEERING ® FLOOR JOISTS PER PLAN • SUBFLOOR PER PLAN INSULATION PER CURRENT ENERGY CODE ® 2x6 STUD WALL'S16"oc ® (2) 2x6 DOUBLE TOP PLATE 5/s' GWB 123 1/2' GM ® APPROVED VAPOR BARRIER WHERE REQUIRED • HEADER PER ENGINEERING SPECIFICATIONS. TYPICAL. SECTION SCALE (1/4." =1' ) DOUBLE TOP PLA 0 ap UPPER FLOOR DOUBLE TOP PLATE .oraiisl——, MIIIIIIIIIIIMIIIME 111111111161 ■ ■ I� 1111111•111111.11111.1C 1.11111 IINIIIIIIIIIIIIIIIIIIIIIIIIIIIBM1111111111121111111811111 UNION IMMO 11 1 11 1 11 1 IIf UNION Ti$IP" MIN 11111111111 r ■■ r■�m■�Ire 121 1 ■ NOM 1111111111 5/4'x4' LV I' OVER -LANG 4 SIDES I' ow TTP 5/4'x4 TRIM a W/ 5/4'x3 1-I,2 2-I/4' TAPTED SILL 5/4'x4' TRIM (I' OVER HAWS SILL SIDES) FIRST FLOOR %4'x12' TRIM 1-1/4 LAP SIDING (UN.O. BY BUILDER) 12 P1M4 FLOOR DOUBLE TOP PLATE GRADE CONCRETE RETAINING WALL PER GRADE. LESS THAN 4' kit' TRIM GRADE ELEVATION 4695 0 5/4'x4 TRIM CONCRETE RETAINING WALL PER GRADE AB ELEVATION 466.7 EAST ELEVATFON SCALE (I/4'=17 INSTALL SELF -ADHERING MEhE3RANE (6AM) P92 DIAGRAM, LEAVE,* RELEASE PAPER ON BACK SIDE, PLACE PAPER SIDE AGAINST SHEATHING AND ATTACH BY STAPLING OR NAILING ALCM TOP EDGE. OCUT SAM TO TieWIDTH CF THE WINDOW OPENING 46' ON 80114 SIPES AND ALIGN PER DIAGRAM. REMOVE RELEASE PAPER AND API -EIRE FOR ADDITI24-41. ATTACFEMENT STAPLE ALONG 70P OP JAMB EDGE AND 112' EDGE FOLDER OVER FRAMING. DO NOT STAPLE AMMER! ERE ELSE. ALLOW 3' MIN TOP COVER UP 80714 JAMBS CUT SAM WING P IECE6 FER DIAGRAM. FOLD IN 144LF LENGT1-1.1213E. REMOVE RELEASE PAPER INSERT INTO 6111/JA113 INSIDE COWER, AD1MNG TO JAMB 4 SILL FOLD RB14NING SAM OVER 4 ADHERE TO SILL FACE PIECES. ® INSTALL SAM JAMB ?ECEB PER DIAGRAM, ADHERING TO SHEATHING AND FRAMING. FOR A00I1I2441 ATTAGHE'E T, STAPLE FERI ESTER EDGES ABOVE SILL AREA O INSTALL SAM PER DIAGRAM, ADHERING TO THE U11.00.11 BILL NAILING FLANGES AND THE SAM INSTALLED IN PREVIOUS STEPS. © INSTALL SAM PER DIAGRAM, ADHERING TO THE MOW JAMB NAILING FLANGES AND THE SAM INSTALLED M PREVIOUS 8TEP8. O 1N87ALL SAM PER DIAGRAM, ADI•ERING TO THE LlIHDOW HEAD FLANGE ATC 01-EAT1456. COMPLETED ASSEMBLY WINDOW FLASHING INSTRUCTIONS BHP— DOUBLE TOP FLA UPON COMPLETION OF STEPS 6 1148119 USING A J -ROLLER, APPLY PREew% AND ROLL ENTIRE SURFACE OP SAM 70 REMOVE WRNKLES AND AIR POCKETS. LEATHER BARRIER TO TUCK UP UNDER SAME INSTALLED IN WM0 DOUBLE TOP PLATE 6 FIRbTFLOORR FIR`ePLACE MAN FLOOR DOUBLE TOP PLATE ACME BIDE ALL APPLICABLE CODES AND GUIDELINES SET FORTH BY THE APPROPRIATE GOVERNING AGENCY SHALL BE ADHERED TO. UNLESS NOTED OTHERWISE THE FOLLOWING CODES SHALL GOVERN. 2012 INTERNATIONAL RESIDENTIAL CODE (IRC) 2012 INTERNATIONAL BUILDING CODE (IBC) 2012 WASHINGTON STATE ENERGY CODE (WSEC) Ik3' TRi1 5/4'42' TRIM 1-114' LAP SIDQJG (UNA. BT BUILDER) GRADE GAS R.0c L WEST ELEVATION SCALE (1/4°=1') 1 GRADE REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 9 2013 City of Tukwila BUILDING DIVISION RESIDENCE SQUARE FOOTAGE GARAGE FLOOR: LOUDER FLOOR: MAIN FLOOR: UPPER FLOOR: TOTAL HEATED ecrr. 630 r 12602.7 1210ecrr II6$earr 250lecrr RECEIVED CITY OF TUKWiLA SEP 2 0 2013 PERMIT CENTER NOTE: Wh1Ie every attempt has been made to assure the accuracy of these drawings, ALL INFORMATION MUST BE VERIFIED prior to ordering any raw materials or Fabricated components. Any structural components specified are for reference only and must be verified with the ENGINEER OF RECORD'S '5 -Sheets' and/or (attached) documents THESE PLANS ARE COPYRIGHTED AND ARE SUBJECT TO COPYRIGHT PROTECTION A6 AN 'ARCHITECTURAL WORK' UNDER SEC. 102 OF THE COPYRIGHT ACT, 11 U.S.C. AS AMENDED DECEMBER 1990. THE PROTECTION INCLUDES BUT IS NOT LIMITED TO 714E OVERALL FORM AS WELL AS Tl -E ARRANGEMENT AND COMPOSITOIN OF SPACES AND ELEMENTS OF DESIGN. UNDER SUCH PROTECTION, ANY UNAUTHORIZED USE OP THESE PLANS, THE DESIGN iN WHOLE OR PART, CAN LEGALLY RESULT iN MONETARY COMPENSATION TO NTEGROUS DESIGNS. WRITTEN PERMISSION MUST BE OBTAINED AND GRANTED PRIOR TO ANY USE AND/OR DESIGN CHANGES TO THESE PLANS. (NTE ROUS DESIGNS COPYRIGHT ©2013 INTEGROUS DESIGNS 0l 11�o 1r .. is P. so PSF WIND EXPOSL 3 SEG. &USTI B S5MPH IBC SEISMIC L DESIGN GATE 1/1 lr- i W 0 ,lif � II v V N (NTE ROUS DESIGNS COPYRIGHT ©2013 INTEGROUS DESIGNS -45 UPPER FLOOR 1201 131-E TOP PLATE FIRST FLOOR MAN FLOOR POOLE TOP PLATE GARAGE FWOR BEDROOM #4 D INN INCx 11 14ALL 1 GARAGE GRADE ELEVATION 4695 L SOUTI I ELEVATIO\ SCALE (1/4" =1') SECTION 41-4 SCALE (1/41=1') REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 0 2013 City of Tukwila BUILDING DIVISION (HANDRAIL GRIP SIZE PER IRC 8311!5.63.) 11/4' DIA. MIN. HANDRAIL, CONT. FOR FULL LENGTH OF STAIR E 16d o 4' O.C. 36' MN. STAIRWAY WIDTH PER IRC 83115) ABOVE NOSING I(D' MIN. TREAD M r iQ PP - NOTE: SPACING BETWEEN INTERMEDIATE GUARDRAIL MEMBERS TO BE SUCH THAT A SPHERE OF 4' DIA. SHALL NOT PASS THROUGH ANY OPENING HANDRAILS PER IRC 83115.6 BALUSTERS TO CONFORM TO IRC 83122 f�1 BELOW STAIR INSTALL 1/2' G.W.B. a CEILING I WALLS (3) 2XI2 STRINGERS FIRE BLOCKING s MID -SPAN 2X4 TI -TRUST BLOCK (3) Sol TOE NAIL STRINGER TO THRUST BLOCK BEAM PER PLAN (WHEN SPECIFIED) NOTE: GREATEST AND LEAST TREAD RISER SHALL NOT VARY MORE THAN 3/6' (PER IRC 8311.53.1 18311832) JOIST OR BLOCKING o FLOOR BELOW NOT TO SCALE INTEIO STAIR DETAIL J 2x6 FLUSH FASCIA STAIRLIAY NOT SHOW ° FOR CLARITY. SEE SOUTH ELEYATICNr rJ .J 5/4'x4 TRIM W/_ 5/45x3' GRADE ELEVATION 4695 N0TH ELEVATION SCALE (1/4" = I') 1) (-3 gIS 6 RESIDENCE SQUARE FOOTAGE GARAGE FLOOR; LOWER FLOOR: MAIN FLOOR: UPPER FLOOR: TOTAL HEATED ecrt 630ecrr 126ecrr t21 ecrr 1165e:Fr 2501ecrr RECEIVED CITY OF TUKWILA SEP 202013 PERMIT CENTER THESE PLANS ARE COPYRIGHTED MD ARE SUBJECT TO COPYRIGHT PROTECTION AS AN 'ARCHITECTURAL WORK' UNDER SEC. 102 OF THE COPYRIGHT ACT, li U.S.C. AS AMENDED DECEMBER 1$360. THE PROTECTION INCLUDES BUT IS NOT LIMITED TO THE OVERALL FORM AS WELL AS THE ARRANGEMENT AND CCMPOSITOIN OF SPACES AND ELEMENTS OF DESIGN. UNDER SUCH PROTECTION, ANY UNAUTHORIZED USE OF THESE PLANS, THE DESIGN N WHOLE OR PART, CAN LEGALLY RESULT N MONETARY COMPENSATION TO INTEGROUS DESIGNS. WRITTEN PERMISSION MUST BE OBTAINED AND GRANTED PRIOR TO ANY USE AND/OR DESIGN CHANGES TO THESE PLANS. INTEGROUS r7E51GNS COPYRIGHT ©2013 INTEGROUS DESIGNS RODS u.10 z Vi W 1 aFP~ a_z 1)-- win V tn x<U2 EzO�iu o z >zo�zrz~1 O >-OxY1--x0 I)L BZ 0 it- po v- -8V ilV 114 CLIENT TRITEG HOMES PLAN NAME PALOUSE ADDRESS/LOT 14411 48TH FL S TUKIAI I LA, fNA tC 0 P 30 FSI= WIND EXPOSE 3 SEG. GUSTI Tn 11_ in .:‘,3 Enit--- 13G SEISMIC L DESIGN GATE 111 , . ; . o •,_ cc)V . 0 k, •:, 111 O 0 (NI 00 . 0 1 _1m Wr O Q lf1 } Pts IC 1 V1 a) fa V p ---) INTEGROUS r7E51GNS COPYRIGHT ©2013 INTEGROUS DESIGNS n o6 ELEVATION 4695 a 2T-6' Ff- CRALULSPACE 21'-6' —11 30'x26' 20 MIN FIRE RATED DOOR CRAWLSPACE ACCESS 2868 0 4' BOLLARD FOR IMPACT SOLID CORE DOOR PROTECTION W/ SELF CLOSURE SECTION A -A 110V 5D/CO 0 STORAGE U SR ISE RS 2 3 4 5 6 -I 8 1S 14 13 12 10 246 2x6 FURRED WALL 0 W/ 1' AIRGAP._ (L TYPICA FOR HEATED STAIRWAY 0- 2 CAR GARAGE 16'x1' ON GARAGE DOOR 2T-6' -0° I8'-0' 6'-0' LOU, LOCfR PLAN SCALE (1/4".1') Zso 'e9 :r 2T-6' 9 r N 32' 12' 4040 SLDR N 12' 1 •�/ 16' WALL LINE ABOVE 60610 SLDR W/ SGS 16' 0 m O PANTRY SINK DW KITCI-4EN ISLAND 3k5'6' REFER -S1-ELF 36' DESK r DOUBLE 2x WALL DINNING �' HIGH Ak�CHWAY 2'-0' 1' NIGH ARCHWAY LIVING r 4050 SLDR VENT GREAT ROOM 44-1/2' TALL BUMPED -IN DIRECT VENT GAS INSTALLATION PER MANUF. SPECS. 110V SD/CO 11e 9 N 9 CCS T HIGH ARCHWAY 0 CONT. WALL ABV. F.P. o -IS=RS 3 PIN e 8 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 9 2013 City of Tukwila BUILDING DIVISION a -' a0 —7\_, CM N 18 0 d- FOYER c0 M 5`D50 SLDR W/ SG 4'-6' VENT 1I'-6' DEN/OFFICE 4 RONT DECK i 4050 SLDR W/ SG VENT 4'-8' 24'-0' 151 STEP PER GRADE I'-9' 2T-6' AIN 1LOORFIAN SCALE (1/4"=1') 21'-6' 15'-2' 12'-4' 2'- • L 5040 SLDR (EGRESS) VENTED BEDROOM *1 II0v SD 0 12'-0' MAIN 84TI-I 60 CR1 vro 2468 _717(6. PiIMBINr-� N 11,4 2668 110V 0 SECTION A -A 1I=DRCOM #4 — Q' d1 3'-3' / 5040 SLDR (EGRESS) VENTED BEDROOM *2 L INEN (VTDO) 2 3 4 5 1 8 flay $D/CO 18 0 14'-6' 1-I 16 1S 14 DOWN 13 12 11 18 RISE 10 110Y SD 0 4'-4' 2468 S ORAGE 95% EFF FURN. YTO ASTIR CLOSET1 0 0 N MASTER BEDROOM NOTE: TUB DECK TO BE 19-3/4' TO TOP OF 3/4' TOP, 44' FACE TO WALL, WI 34-1/21x 58-3/8' HOLE IN TUB DECK 6040 SLDR (EGRESS) VENTED o' 4'-0' 21'-6' 2468 5'-4' 601141 vro MASTER 33+TI- 2'-10' 60'x30' SOAKING TUB 2468 60 OM vro 4040 SLDR W/ 5G 4'-8' LJPP D (3.b R LOO PLAN SCALE (1/4"=1') RESIDENCE SQUARE FOOTAGE GARAGE FLOOR: LOWER FLOOR: MAIN FLOOR: UPPER FLOOR: TOTAL HEATED eaFr 630ear 126earr 1210eG r 1165eaFr 250lecfr RECEIVED CITY OF TUKWILA AUG 062013 PERMIT CENTER INTEGROUS DESIGNS COPYRIGHT ©2013 INTEGROUS DESIGNS UND -2----LOO V NTILATI ON FOUNDATION FLOOR SQUARE FOOTAGE =2.15 SQUARE FEET ISO REQUIRED 5"x16" SCREENED FOUNDATION VENT = .50 SQUARE FEET EACH 2.75/ .50 = 6 SCREENED FOUNDATION VENTS EQUALLY SPACED AROUND P = METER OF FOUNDATION. 21'-6' CANTILEVER JOIST FOR FIRE PLACE CR,4WLSPACE [ [J 11-1/8' MFR JOISTS SPACED 16' 11 ON CENTER W/ 3/4' TEG SUB -FLOOR 30'x26' 20 MIN FIRE RATED DOOR L C amt—SPACE ccES EN II 0 CO 0 L J DRCPPD H=AM 2 CAR C�ARAG 4' C NCRETE 5LAB BEUOW. SLOPE T CWASDS GARAGE DOOR. CRACK CONTROL PER BUILDER/ WNER DIECRE-ION CONTINUOUS =00 -INC AT _v_cla4IRAelE DOOR JJ/ (27'4 REBAR T � d) O N U O ZVI V FL USI -I BEAM 18'-0' LQQ rtR,a bYE R NO BE ARING WA x / FNG / I OUNDAT I O\ SCALE (1/4" =1') 1 a 1 N J FLAN z z 0zJAR1U 0 0 2T-6' SOFFIT, VENT AND INSULATE CANTILEVERED LOCATIONS a e .� KITCHEN 0 0 CREAT fiz0OM ISLANp ` V PANTRY' m DINNING PQUIDER Nitir _ CLOSET • 24' MFR FLOOR TRUSSES 6 192' ON CENTER W/ 3/ T4G SUB -FLOOR LIVING DEN/OFFICE FOYER sf --G T 111 N go FRONT DECK 4� fY II ►`,, DROPPED SEAM 2T-6' R rLooR 4 Lo ROO RA LOWER ROOF FOR FIREPLACE • 0 REVIEWED FOR CODE COMPLIANCE APPROVED OCT 0 9 2013 City of Tukwila BUILDING DIVISION I\G FLAN SCALE OM". 1') I R,SS Rn\o' I NO NOT S TRUSS ENGINEERING: PER IRO 8802 . I O. I TRUSS ENGINEER OF RECORD WHO WILL REVIEW, APPROVE AND NOTE ON THE DOCUMENTS THAT THEY HAVE FOUND TO SE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE ENGINEER -APPROVED DOCUMENTS WILL THEN BE FORWARDED TO THE BUILDING OFFICIAL FOR REVIEW AND APPROVAL "PRIOR TO FRAMING INSPECTION." C I TY APPROVED DOCUMENTS SHALL BE ON THE JOB SITE AT THE TIME OF INSPECTIONS. TRUSS ENGINEERING SHALL INCLUDE SPECIFIC TRUSS BRACING REQUIREMENTS. 2i'-6' BE RO M #1 GIRDER TRUSS PER MFR MAIN BATI-I 10,‘ D LINEN LAUN FFDRoOM #4 1 B S�YDRAGE MASTER CLOSET GIRDER TRUSS PER 2i'=6' ROO RA \G FLAN SCALE (1/4".1') RESIDENCE SQUARE FOOTAGE GARAGE FLOOR: LOWER FLOOR: MAIN FLOOR: UPPER FLOOR TOTAL HEATED xrr. 6,30«:Fr 126,ean I210ecrr II65arr 250IeG r RECEIVED CITY OF TUKWILA AUG 062013 PERMIT CENTER DO NOT SCALE LAN NAME ILI O 0 VI k W m IF- I - IL 0 O RISK CATEGORY LEASE DATE REVISION DATE j2 Q I NTEROUS DESIGN COPYRIGHT ©2013 INTEGROUS DESIGNS 2012 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING FOR: TRITEC HOMES SITE CRITERIA V.) LI- IY o� DESIGN ROOF SNOW LOAD WIND SPEED (MPH) WIND EXPOSURE (IBC) SEISMIC DESIGN CATEGORY SOIL PROFILE RISK CATEGORY SLOPE PER OWNER SPECIAL SITE CONDITIONS PER OWNER GEOTECH REPORT PER OWNER SEISMIC SPECTRAL RESPONSE SI SEISMIC SPECTRAL RESPONSE Ss MULTIPLE SITES 30 PSF 110 MPH B D D II <15% NONE NONE 0.5g 1.455g NO PLAN: PALOUSE SINGLE SITE: 14419 48TH PLACE SOUTH 11111111111 r1r.rlrl rir.rlr1 1111111101011` HOW. II -illi uI• rlr 0'I-_. limning IIIIIIRINBI frlirl ■nirt............ilinnrt■uanlina........+MMINNI IiINIMMillimmilmillilinolimilluniulluMelmilllimininlic rrir NIUNrrmrr+rnirrnrr rulrirricillu rgnme illirw- 1 i liummiluipuimmuiluilimmiammil—iiiiiil= ilii iiiiiil Il'' :1E11111 e=I=1 GT1 3720 22 GT1 139: 2205 - - - - i • P (14 D2� 24 111 24 t-1 CR4UJLSPACE I I1-1/8' MFR JOISTS SPACED 9 16' ISI n ON CENTER UJ/ 3/4' T 4Cs SUB -FLOOR — -4¼&F 02 - — PER GRADE GT1 =RN' W/" (V 114) MO 111111 5-1/: 'x10- /2' G13 (DRO = ) OR MULTI °LY ,.DIST PER MFR LL - 30 I 4- 4— z u z I- r m z 2 36 C 5-1/2"x1 -1/2" M4 iI 1I 4' C NC -14o SLOPE 1'; DOOR C- i. BUILDER/ BELOW. ARACZE ROL PER CRE -ION CO4ITINLOUS =00 GARAGE DOOR JJ/ 0 430 U 0 ZSI 5-1/2'x13-1,7' GL6 M3 °xl2' PT I -IF 30 GLIB GT1 2208 3808. 1 5 D1 22 AIN NOR TRAM INC/ =OUNT AT I ON FLAN NGIN DO NOT SCALE (1/4."=1') FOLLOW DECK CONSTRUCTION GUIDE FOR STAIRWAY 4 PLATFORM CONSTRUCTION FOR FRONT ENTRANCE RING \b2 PER GRADE PER GRADE TYPICAL GT1 m 1438 2284 KU4) GT1 3808 1398 2205 ALIGN JOIST UJ/ POINT LOAD ABOVE. (TYP) / -` 4°xS° F*2� / 4' x8" D 4°x8' l c —/ DF*2 • J U1/ i KTC 1NEN ISLAND 4U1 MULTI PLY FLOOR GIRDER PER FLOOR MFR GREAT ROOM (ui V PANTRY b - MULTI PLY FLOOR GIRDER PER FLOOR MFR LU ,, • LI -4- DINNING MULTI PLY FLOOR GIRDER PER FLOO r V.) LI- IY o� \\...)im I- N...,10.04-0'1- I 24'x24'xS' W/(2) *4 E.W. 5500* CAPACITY WITHOUT OR REBAR (PER PLAN) 30 - • 0 0 0 36 • 36'x36'x8' W/(4) *4 E.W. 12000* CAPACITY POST PER PLAN , 42 u.._ _1. 0 do DESIGNATOR SEE HOLDOWN/STR.4P SCHEDULE 1D14 0914/ 12 54 48 DETAIL CALL -OUT SEE VI' SWEETS FOR CORRESPCNDMG DETAIL • 48'x48'x12' W/(6) *4 E.W. 21000* CAPACITY POST PER PLAN (54' x12' W/(6) *4 CAP = 21K) (60'x12' W/(1) *4 CAP = 33.5K) (12'x15' W/(9) *4 CAP = 48K) . • < • A •° L • . e • ,• • "•• . • • '' 4 LI -4- DINNING MULTI PLY FLOOR GIRDER PER FLOO r ( CLOSET 24' MFR FLOOR TRUSSES 9 192' ON CENTER WI 3/L T4G SUB -FLOOR LIVING DEN/OFFICE 4°xS RB 1004 15877 x X uFF 1=0W FR FOYER 4'x8' 2NT IP CK L00/ INC 4°x GIN UN.O BY FLOOR TRUSS MFR (TRUSS BLOCKING) <R4) RB 1004® 1587 2 tT1 3:176 -los RING DO NOT SCALE (1/4" =1') JOIST MFR. S1-101= DRAUINGS TO EE PROVIDED TO 1—LODGE ENGINEERING AS SOON AS COMPLETED 4°x;' DF*2 REVIEWEDFOR CODE COMPLIANCE - APPROVED OCT 092013 City of Tukwila BUILDING DIVISION 13720 Y2~84 B9pRO M 01 GIRDER TRUSS PER IIFR LAUNDRY RF ROOM *4 MASTER CLOSET MFR ' OMMON TRUSSES 24' oc MASTER 5EDRO GIRDER TRUSS PER 1R0OH 1 RA INC 4'xS° NGIN RING DO NOT SCALE (1/4". 1') TRUSS MFR. S1 -10F DRAWINGS TO SE PROVIDED TO NODCE ENGINEERING AS SOON AS COMPLETED FOOTING PAD SCHEDULE FOR 1500 PSF SOIL BEARING POSITIVE POST TO FOOTING CONNECTION \\...)im I- N...,10.04-0'1- I V n 24'x24'xS' W/(2) *4 E.W. 5500* CAPACITY WITHOUT OR REBAR (PER PLAN) ( CLOSET 24' MFR FLOOR TRUSSES 9 192' ON CENTER WI 3/L T4G SUB -FLOOR LIVING DEN/OFFICE 4°xS RB 1004 15877 x X uFF 1=0W FR FOYER 4'x8' 2NT IP CK L00/ INC 4°x GIN UN.O BY FLOOR TRUSS MFR (TRUSS BLOCKING) <R4) RB 1004® 1587 2 tT1 3:176 -los RING DO NOT SCALE (1/4" =1') JOIST MFR. S1-101= DRAUINGS TO EE PROVIDED TO 1—LODGE ENGINEERING AS SOON AS COMPLETED 4°x;' DF*2 REVIEWEDFOR CODE COMPLIANCE - APPROVED OCT 092013 City of Tukwila BUILDING DIVISION 13720 Y2~84 B9pRO M 01 GIRDER TRUSS PER IIFR LAUNDRY RF ROOM *4 MASTER CLOSET MFR ' OMMON TRUSSES 24' oc MASTER 5EDRO GIRDER TRUSS PER 1R0OH 1 RA INC 4'xS° NGIN RING DO NOT SCALE (1/4". 1') TRUSS MFR. S1 -10F DRAWINGS TO SE PROVIDED TO NODCE ENGINEERING AS SOON AS COMPLETED FOOTING PAD SCHEDULE FOR 1500 PSF SOIL BEARING POSITIVE POST TO FOOTING CONNECTION (..___20 20 OR 24 20'DIA. OR 24'01,4. x 8' POST PER PLAN AFy OR 400*00** CAPACITY 24 MEMBER RI DEAD 1000 24'x24'xS' W/(2) *4 E.W. 5500* CAPACITY WITHOUT OR REBAR (PER PLAN) 30 - • 30'x30'x8' W/(3) *4 E.W. 8500* CAPACITY POST PER PLAN 36 • 36'x36'x8' W/(4) *4 E.W. 12000* CAPACITY POST PER PLAN 42 ■ 42'x42'xI0' W/(5) *4 E.W. 16500* CAPACITY POST PER PLAN DESIGNATOR SEE HOLDOWN/STR.4P SCHEDULE 1D14 0914/ 12 54 48 DETAIL CALL -OUT SEE VI' SWEETS FOR CORRESPCNDMG DETAIL • 48'x48'x12' W/(6) *4 E.W. 21000* CAPACITY POST PER PLAN (54' x12' W/(6) *4 CAP = 21K) (60'x12' W/(1) *4 CAP = 33.5K) (12'x15' W/(9) *4 CAP = 48K) . • < • A •° L • . e • ,• • "•• . • • '' 4 •4 d •4 •... - g • ' . o ,. .. . • • FOOTING 3' POSITIVE POST TO FOOTING CONNECTION PER PLAN REBAR MAT PER SCHEDULE FROM SOIL*SIDES BOTTOM RECEIVED CITY OF TUKWILA AUG '0 6 2013 PERMIT CENTER f REVISIONS DO NOT SCALE J B CODEUILDING 2012 IBC WIND EXP. B 110MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 30 P5F REVIEWED- BY JEN ` DATE 8.1.13 SCALE N.T.S. TECHNICIAN JR SHEET S7 PI OF 6 SHEETS JOB NUMBER 13.0530 I COP RIGI-It ? 2013 I -LODGE ENGINEERING, INC. DQ NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL LEGEND END POINT LOA KEY EOR ENGINEER USE ONLY MEMBER RI DEAD 1000 TOTAL 3000 I LIV 20001 SEAM DESIGNATOR FOR PLAN REVIEW USE ONLY - (1R1) SEAM SIZE/TYPE' 4x8IDF*2 3-I/S'xb' GLS 3-1/2'x9-1/2' PSL SES WEA L L�DEDULE ATOR QVC 1-IOLDDOWN/STRAP S DESIGNATOR SEE HOLDOWN/STR.4P SCHEDULE 1D14 0914/ SWHD14R1 DETAIL CALL -OUT SEE VI' SWEETS FOR CORRESPCNDMG DETAIL 1 bi RECEIVED CITY OF TUKWILA AUG '0 6 2013 PERMIT CENTER f REVISIONS DO NOT SCALE J B CODEUILDING 2012 IBC WIND EXP. B 110MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 30 P5F REVIEWED- BY JEN ` DATE 8.1.13 SCALE N.T.S. TECHNICIAN JR SHEET S7 PI OF 6 SHEETS JOB NUMBER 13.0530 I COP RIGI-It ? 2013 I -LODGE ENGINEERING, INC. DQ NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 2012 IBC LATERAL ANALYSIS AND GRAVITY LOAD ENGINEERING FOR: TRITEC HOMES PLAN: PALOUSE SINGLE SITE: 14419 48TH PLACE SOUTH SITE CRITERIA LABEL DESIGN ROOF SNOW LOAD WIND SPEED (MPH) WIND EXPOSURE (IBC) SEISMIC DESIGN CATEGORY. SOIL PROFILE RISK CATEGORY SLOPE PER OWNER SPECIAL SITE CONDITIONS PER OWNER GEOTECH REPORT PER OWNER SEISMIC SPECTRAL RESPONSE S1 SEISMIC SPECTRAL RESPONSE Ss MULTIPLE SITES 30 PSF 110 MPH B D D II <15% NONE NONE 0.5g 1.455g NO ILLIli rYrir111101111AI I ulY1Ylrlii nelorrimmilsum mom 111111 r� 1111111121111211110 rel-- 11E111rl IrRIIrl4■l■ rdI110110111r101INSi a.u■rupr101 Ir111r 61111Iiur11r1j1r1■1r Ir11111111.0Irlr1ulrlrlr111iIr11 nl0001II .fl rlrrrlrrrlrrrlrrrlrrrlrrrlrrrlesal n irnarn�ru,r ..arru�n�rr� SW1 11"- lib" - ! =1 1-I =1 tiloulimillimilmmoultinumillj' a tyll - — 1= _I, IIIIIMMIMM_ IlimillolliI I1 (•I ■®■■ II II ■=1 I 5W1 CRAUJL5P14CE SW1 W 0 18 D2 UP 2 CAR GARAGE NpUB � INDUS LOU, �LOOtR LAT RAL NGIN �p�SUJ3� 5W3 NDUS 501-11D V (Eri 5W1 511-014 5T1 -1D14 P T1-41)14 Z?NDI SWI SU11 5UJ1 PANTRY KITCHEN ISLAND DOUBLE 2x WALL DINNING LIVING GREAT ROOM 71 q)lA 571-11)14RJ UP FOYER CLOSET POUJDER 1-IDE1S (2) C514's 5W3 (2) C514's (2) C514 IRI\G "Af\ I I OOiR I AT DO NOT SCALE(1/S" =1') SI4EATW ALL EXTERIOR WALLS AS 5W1 UNLESS NOTED OTI-IERUISE. RAL DEN/ONCE 5UJ1 C514 514 SW1 514 3C514 51,U1 5W1 5W1 D2 D2 5UJ1 REVIEWED FOR CODE COMPLIANCE APPROVED OCi 0 9 2013 City of TuKW%la BUILDING DIVISION 5UJ1 2012IBC SHEARWALL / ANCHOR SCHEDULE LABEL APA RATED SHEATHING (1) (2) (4) (14) (21) NAIL SIZE & SPACE @ EDGES (4) (5) STUD AND BLOCKING SIZE@ ADJOINING EDGES (3)(6) (15)(16) RIM JOIST OR BLOCK CONNECTION 2X BOTTOM PLATE ATTACHMENT SILL PLATE ATTACHMENT CAPACITY (PLF) SEISMIC/WIND TO 7) (SLATE NAILING TO WOOD BELOW (9)(20) ANCHOR BOLT TO gELOW CONCR(10)ETE MASAPAZANCHOR OPTION PLACEMENT OF EDGE OF PLATE WASHER (19) ® 7/16" OSB ONE SIDE 8d @ 6" O.C. 2x 16d @ 4" 0.C. 16d @ 6" 0.C. 5/8" @ 60" 0.C. 53" 0.C. CENTER 240/335 ® 7/16" OSB ONE SIDE 8d @ 4 O.C. " 3x LTP4 @ 32" O.C. 16d @ 4 O.C. " 5/8"@ 48 O.C. 36"O.C. 1/2" FROM SHEATHING 350/440 /"\ 7/16"OSB ONE SIDE 8d @3" O.C. 3x LTP4@12" O.C. (2) ROWS 16d @ 6" O.C. 5/8" @36" O.C. 28" O.C. SHEATHING 450/730 /\\ 7/16" OSB ONE SIDE 8d @ 2" 0.C. 3x LTP4 @ 8" 0.C. (2) ROWS 16d @ 4 O.C. 5/8" @ 32" 0.C. 22" 0.C. 1/2" FROM SHEATHING 560/820 A 7/16" OR 5/8"GWB ONE SIDE • 8d @ 7" O.c. 2x 6d COOLER @ 4" O.c. 16d @ 8"0.c. 5/8" @ 60" O.C. 60" 0.c. CENTER 75/145 S1A 7/16" OSB BOTH SIDES 8d @3" O.C. 3x LTP4 @ 6" O.C. 16d @ 4" O.C. & LTP5 @ 12" 0.C. 5/8" @ 18" O.C. 12" O.C. 4-1/2" WASHER REQUIRED 900/1460 J BEDROOM *1 0 MAIN BATH OCS14 (2) GSI4's5W(2) C514's C514 15 NGIN b2D2J � BEDROOM *4 MASTER BEDROOM 5UJ1 RING UFF DO NOT SCALEC1/4"=1') SI-IEATN ALL EXTERIOR WALLS A5 UNLESS NOTED OTNERUJISE. ADJUST CRAWL SPACE VENTS TO BE 12' MINIMUM AWAY FROM HOLDOUJNS B J BEDROOM *2 LINEN 0 5 ORALE M,45TER CLOSET' MASTER BATT -1 LOOR LATI-R4L NEIN SWI C514 RING DO NOT SCALE(1/4"=1') 51EATI-I ALL EXTERIOR WALLS AS UNLESS NOTED OTI-IERUISE. SHEARWALL NOTES: (1) INSTALL PANELS HORIZONTALLY OR 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 %" 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) 15/x" PLYWOOD SHEATHING MAY BE USED IN PLACE OF THE 7/16" 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 HOLD DOWN SCHEDULE SIMPSON PRODUCT MODEL NUMBER (12,3) CAPACITY# FASTENERS ANCHOR BOLTS NAILS SCREWS HDU2 - 2215# N/A (6) -SDS %"x 2%" TO (2) STUDS MIN. SSTB16 UNO HDU5 - 4065# N/A (14) -SDS 3/4"x 2%" TO (2) STUDS MIN. SB5/8x24 ' UNO HDU8 - HF MEMBER 5655# HDU8 - DF MEMBER 7870# N/A (20) -SDS %"x 2%" TO (3) STUDS MIN. SSTB28 OR SB 7/8"x24 UNO HDUI4 -10305# N/A (36) -SDS Vex 21%2" TO 6X6 MIN. PER PLAN 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 SPAN - CS14 - 2490# (18) 8d EACH SIDE N/A N/A MSTC48B3 (2) STUDS W/ (38) 16d 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 "Z -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) (5) HDU2 MAY BE USED IN PLACE OF STHD10/STHDIORJ (6) HDU5 MAY BE USED IN PLACE OF STHD14/STHDI4RJ D 13 ;&s:, RECEIVED CITY OF TUKWILA AUG 062013 PERMIT CENTER r REVISIONS DO NOT SCALE BUILDING CODE 2012 IBC WIND EXP. B IIOMPI-4 SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 30 PSF (REVIEWED BY JEN4 DATE 8113 SCALE N.T.S. TECHNICIAN JR SHEET S2 2 OF 6 SHEETS JOB NUMBER 130530 COPYRIGHT ©2013 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL LmG®ND POINT LOAD KEY FOR ENGINEER USE ONLY MEMBER RI DEAD 101)0 TOTAL 3000I LIV 20001 BEAM DESIGNATOR FOR PLAN REVIEW USE ONLY <Ri> BEAM SIZE/TYPO 4x8 DFP2 3-1/8'x6' GLB 3-I/2°x9-I/2' PSL -ARMALL DPULE ICzNAtOR SR � SEEI-IOLDDOU N/STRAP DESIGNATOR C8I4„,--c 71ID14 SEE HOLDOUN/S1RAP SCHEDULE S?ND44RJ DETAIL CALL -OUT SEE 'DP SHEETS FOR CORREBPONDMG DETAIL 1 bl D 13 ;&s:, RECEIVED CITY OF TUKWILA AUG 062013 PERMIT CENTER r REVISIONS DO NOT SCALE BUILDING CODE 2012 IBC WIND EXP. B IIOMPI-4 SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 30 PSF (REVIEWED BY JEN4 DATE 8113 SCALE N.T.S. TECHNICIAN JR SHEET S2 2 OF 6 SHEETS JOB NUMBER 130530 COPYRIGHT ©2013 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 10 .44::-?----} O WATER HEATER 2 WATER HEATER SEISMIC O STRAPS LOCATED 1/3 AWAY 1 .'. O •. '`O ` / /�/�� � ' ' -�i /Ir �• O j //r4‘lisispo4t' 'I O ` rl / � 1► \�� I 1/16' OSB UNO O STAGGER8 REQUIRED BETWEEN SHEETS O Sd NAILS (� O.C. AT EACH TRUSS/RAFTER TO TOP PLATE INTERSECTION MFR TRUSSES 24' D.G. W/ jO PLAN 8001= SHEATHING NAIL W/ ad 6' O.C. FOR PANEL EDGES AND 12 O.C. IN FIELD / O SHEATH ALL GABLE ENDS FROM TANK CAP AND BASE. : a .: <� • d . <a • I CONCRETE WALL. STEEL • a. o ,• : ": , a .. . .` .d C •. <a : SCHEDULE E WALL a • • ° < •• d' :a DIMENSIONS PER PLAN '',. —� ©LAG BOLT PER SEISMIC cel STRAP MFR ANCHOR INTO •d d' .• '•e ° •�I . - • ' a.d a . O ::a .. :: -d E?:LL 0 THICKENED FOOTING n c� - :d ° ' A • . . • • .: .' • - 'i. d . •44 • °a 4' • d VERTICAL REBAR NOT •SHOWN FOR CLARITY PLAN VIEW � d a •' ° . e• d - ° ' . .' - d • o d' a •d •r.a . • ,. • �° j •. ® V z �- ��� -dam F ctJ O 10 � <� d•d .. • _� O TOE NAIL BIRD BLOCKING W (2) ad NAILS 1 CORRECT 5 WATER I-IEATER STRAPPING D1 STEPPED FOOTING D1 ROOF SI-IE,4TNINC D1 11 T14444***:4(1) 4:::"'* 0 ��,,,,,,s.„,.1.4., /► �/�j � \4fi°W/ ® 41%%41 2 O � ,� O CUT TOP PLATE OR DROP BEAM DO NOT CUT BEAM 0 DOUBLE TOP PLATE SIMPSON ST18 STRAP TIE"/ 0 W/(I)10d OR DROP BEAM CONTINUOS TOP PLATE STRAPS MAY BE PLACED ON•AND �I SIDE of TOP PLATE ®()16d NAILS ® �, � O l2) I6d NAILS 16 O.C. (o BEAM PER PLAN O 2X C I S © O R PPLE ®PLYWOOD FILLER IAS REQUIRED) HEADER PER PLAN��• V (2) I6d NAILS j� DOUBLE 2X CRIPPLE DS MIN. FOR >6' OPENING UNO. I2 NO STRAP REQUIRED IF CONTINUOUS TOP PLATE 11 6 O •.\ • • • .14' I D• •�� a d . : I3 • a �,I • d• ♦ _ . a a � : /�+ . �I : �►� ���0 ` . �* rte, 'I \/ \I .er / I/0411W \ �, /IIIA O /Q II 12 \ ,i � / / / ig / pj1 \� CODE BUILDING ,� �� REVIEWED City I ► APPROVED OCT \ � (• ' % COMPLIANCE 0 of I �� ' / �, ® 9 Tukwila DIVISION ' FOR 2013 aSTU � /�' I 0 30* FELL EA. COURSE OSB SHEATHING UN.O. TRUSSES MANUFACTURED BLOWN -IN INSUL (OR 2X RAFTERS � GLC. (PER ARCH) I/2° GWB CEILING G.I. GUTTER ON © FASCIA IPER PLAN) SIDING IPER ARCH) BLDG PAPER (ORI TYVEK) i/16' SHEATHING (PER PLAN) 2X6 HF *2 SCUDS 16'O.C. BATT INSUL (PER ARCH) 1/2 GM WALLS STRUCTURAL2XRIM OR O SU F B LOOK W/10d NAILS���.w����O®Ii%4/O ® FLOOR JOIST (PER PLAN) BATT INSUL. (PER ARCH) FLOOR FINISH 3/4' TEGIIHNI.Nst...1001 (01/1=R UNHEALED SPACES) 1/2 GWB CEILING ©2xBOTTOM PLATE BO ATTACHMENT TO STRUCTURAL RIM PER SHEAR WALL SCHEDULE ®oB SHEATHING W/ LONG DIMENSION PARALLEL TO STUDS 8d NAILS m 6'O.C. Al EDGES AND 8d NAILS m 12' O.C. IN FIELD U.N.O. . ON SHEAR WALL SCHEDULE OSTRUCTURAL RIM ATTACHMENT TO TOP PLATE PER SHEAR WALL 05MCLIJ:1:1ULLITO StUD WALL (2)16d TI -IRU NAIL TYP (3) I6d TI -IRU NAIL FOR SW3 5W4 SHEAR WALLS T2AxNtzrizfoLsTisui.wERIT..,t SHEAR WALL TABLE (MIN OF 2 PER PLATEE W/IN\C):7:2</:/\//\Y/ 12 OF ANY CORNER) MIN 5 FROM EDGE °CRAWL SPACE 13 SLAB ON GRADE OPTION I� DROPPED FLOOR JOISTS P.T. 2x12 HF LEDGER W/ 5/8'x6' AB EPDXY WITH SIMPSON SET. LUS210 JOIST HGR (UN.0) 6 Sd 8d g 1' ` �� / 1601,-- 6d e i 2X SOLE PLATE TO RIM , W/16d � 6 O.C. WO. { O 3/4 TEG TO RIM: Sd � 6' O.C. 8 � • J 0 O 4X4 POST UNO. O -8 POST CONNECTION: P.T. POSTS IF LESS THAN 8' GUSSET BOTH SIDES W/(I0) FROM SOIL 10d NAILS. 45 DEGREE 2X4 4' CALL POST CONNECTION: LATERAL BRACE W(4)16d GUSSET ONE SIDE ONLY �. GUSSET g GIRDER SPLICE.. WIDTH OF POST W/ l5)10d O FULL DEPTH GUSSET EACH SIDE (10)10d. MIN 4X6 POST O 3/4 TEG SUBFLOOR 8d NAIL GLUE t0 JOISTS. 6' O.C. � PANEL EDGES 12 O.C. FIELD NAILING E15 BLOCK ALL BEARING ® SIMPSON EPB, PB, OR A35 O DO NOT CUt INTO 45 DEGESHEARCONEof UNDISTURBED SOIL�O1-3/4LVLlUNO.BYMFR)o�' I� 0 2X OR MFR FLOOR JOIST �'ii �I 1;!!!11 II II ® I RIM t0 t0 At LU/16d PPL E m } 4' O.C. UN.O. III ©I �"\� JOIST To T AT O OP PL E (3) 8d .,_ TOENAILED ' I IO ' SHEATHING to STUD SEE SHEAR WALL SCHEDULE DBL 2X TOP PLATE E TOP O PLATE TO STUD LU/(2) I6d 6 16 O.C. S 2X ALIGN STUD W/ ►® IIS,��iig UDS FOR FROM :::::::oicKs ABOVE '�'1 •SEE FOR ADDITONAL REQUIRED UNDER ALL nil POINT LOADS RIM BOARD TO FLOOR IZ LIN PER SHEARWALL SHEARWALL TABLE TABLE NAILING 2 __ © 71 I...I1 / 1' . \ / / - BEAM AND 1- EADER END SUPPORT D1 FLOOR TO FLOOR CONNECTION D1 12• _ O 2x m 16' O.G. O 4' CONCRETE SLAB OVAPOR BARRIER I �� , ilk ®2x PTDF WI ANCHOR BOLTS PER PLAN (SEE SWEAR O FOOTING CORNER `i D\O z WALL SCHEDULE) O *4 BAR 3' FROM TOP *4 -- ��1.►� �� `�:.•• ,��� � STEMWALL CORNER O 2'MINIMUM LAP SLPICE � VERTICAL REBAR NOT SHOWN FOR CLARITY © -- © 2 ° O 12 O.G. ,111'1 F.G. d (o *4 VERTICALS 6 24' O.C. ® ® - © .3' ° . O EXTEND TO OF NE ® FOOTING BASE. EXTEND MIN. INTO StEMWALL � V I III — ��/�\/\�/�\i • / G . / (-6-, tYP (UN.0) MIN. (2) *4 e BOTTOM OF © O FTG. 3' MINIMUM COYER / I I ®ROOF DRAIN — I III Ili O O _ ® MIN ,4 / ®ENGINEERED CONC. WALL REQ IF STEMWALL —G 12 III D / ,I D / RETAINS > 48' OF SOIL STORY 12' 6` 6' NI: Da'. 2 STORY 15' 6' 8' ®12' FROST COYER MIN. 3 STORY 23 8 8 o (UN.O. BY JURISDICTION) r M TABLE403.1 R3 N. FOUNDATION DIMENSION 4 180542 II NATIVE UNDISTURBED SOIL 13.)„,s 8 CONCRETE CORNERS D1 POST TO SURFLOOR GIRDER CONNECTION D1 SMEAR WALL NAILING 4 BUILDING SECTION D1y FOUNDATION WIT1•4 SLAB D1 13 p: O OO STRINGERS SPANNING 6 STEPS MUST W/4X6 BEAM POST TO 18' OR'STUDWALL -0:4% BE SUPPORTED ON 4X4 CONCRETE OS OVER POSTS. FOOTING (p I `I ll 4 1 I� / �� � �.% I I I®5-1/2 � ,� ��/ 1 Oy, I I f (I� ),4114 ( \\ OI I I , �� `1 iJI 12 I\ O FLOOR JOIST OR LANDING 02X4 LEDGER W(2) 10d � 6' O.C. 0 (3) 2X12 STRINGERS I MINIMUM ER AL DIAGONAL BETWEEN RISE AND RUN UPPER FLIGHT OF STAIRS O SUPPORTED ON 3/4 TEG ad NAILED 6 6' O.0 PANEL EDGES 12' O.C, FIELD ©2X4 THRUST BLOCK W/10d�� 6 6 O.G. NAIL t0 LANDING JOIST 3/4' TEG SUBFLOOR O ®2X8 LANDING JOISTS o- 10d 9 6 O.C. RIM TO O TOP PLATE ®A34 FRAMING ANCHORS STRINGER t0 JOIST OR LSCz CONNECTOR NOTCH STRINGER TO REST ()NOTCH LEDGER I2 2X TREADS W/(3)10d OEACH STRINGER 13 9 IO GRADE 7 + N: � � � �i-�- \'�! II A © _ , ® � 11111\11111\ Ct/O N , ° .. CO • • • ' • • • • • • • a ° • . Q . a ., .4 d • ° 9• � 4 • • 8•..' a .o ° /r� . a • • ° j �. • °. _ $ ..• a ° .� a a a I © ;2� '• MIN O WALL FRAMING_ MST60 OR (2) CS14 O BETWEEN PONY WALLS WALL HOLppOWNSPECIFIEpMAt O WHERE FOOTING SECTION AIS MORE THAN 8 PROVIDE CSI6 EACH SIDE OF SPLICE W/8 -16d COMMON NAILS TOP PLATE SPLICE LINE O l2) 2X PLATE ® HOLD DOWN PER PLAN O PONY WALL SHEATHING E SHEAR NAILING TO MATCH WALL ABOYE 6' MAX 14' MIN PONY WA S P LL O _ PONY WALL> 6 REQ. ENGINEERING FOR ADDITIONAL STORY g HDU HOLD DOWN OPT IN O LIEU OF STRAPS 7 O O 2x 16' O.G. O 3/4 TEG SUBFLOOR FLOOR JOISTS ' :r:. , •:.-•v ..•'�:...<;.Y: i.Y%:5a..:4-:laR:.: :::•'•:.:.: !' •;.Fsa O GYPSUM WALL BOARD S LIED W/5d COOLERABOVEWHENFOUNDATIONO NAI L 8' O.C. OR PEF Q® O OO LOOR GIRDER S VAPOR BARRIER O S/U1 SCREWS 16' O.C. i ® © I NAIL1 ° (LINO.) © 6d 2 O.C. UNO. O. Sd NAIL 51 12'O.C. ON ALL L ° ®2x PTI -IF W/ ANCHOR BOLTS ® PER PLAN (SEE SHEAR 12 _ F G. ; �-, WALL SCHEDULE) g �� ��� .� 6 g d !! • z z `A N 0 * BAR 3' FROM TOP *4 6 12'O.C. S 12° FROST COYER FRAMING MEMBERS NOT AT `. PANEL EDGES (UN.0)•O//\/� . . > � ® • ® ORIENTATION OF CORNER SCUD MAY VARY S NAIL g ALL O �j (UN.O. BY JURISDICTION) O � • e • •�.: '�/��\�� %\\��%\//�j\�jj\\ /� •j\% .\ C / �, /\\�\ \, % \ 9 *4 VERTICALS 9 24' O.C. O EXTEND t0 3' OF THE FOOTING BASE. EXTEND 14' MIN. INTO STEMWALL TP (UN.0) MIN. (2) 4 m BOTTOM OF INSIDE CORNER © _�" IO Sd 6' O.C. FRAMING MEMBERS At PANEL EDGES E 12' O.C. ON ALLFRAMING MEMBERS NOT AT PANEL EDGES ®Sd NAIL 6 O.C. (ALL � � � � � � A B C RECEIVED FTG. 3' MINIMUM COYER ,���! .:....:: PANEL EDGESXUN.0) •.:.Olt 1 STORY 12' 6' 6� / / CITY OF TU K W I L A A 0/''n �I, © ► 2 STORY 15' 6 8 IIROOF DRAIN 3 STORY 23' 8' 8' AUG O 6 2013 Q 3 OUTSIDE CORNER DETAIL �9� M TABLE R403.1 N. FOUNDATION DIMENSION 12 ENGINEERED CONE. WALL PERMIT CENTER REQ. IF STEMWALL RETAINS > 48' OF SOIL 4 1805.42 4 STAIR LANDING CONNECTION D1 INSIDE/OUTSIDE CORNER �1} STEP FOOTING 4 PONT WALL FRAMING D1 FOUNDATION WITH FLOOR JOISTS D1 p co U) Ie 001 y Z F O mi O�4 1-•� d04ntrgt BUILDING CODE 201218E WIND EXP. B 110MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 30 PSF /REVIEWED BY JE1:41 DATE 8.1.13 SCALE N.T.S. TECHNICIAN JR SHEET D1 3 OF 6 SHEETS JOB NUMBER 13.0530 .� 4�..s'�S;' . ski. J/' : . ,. •ins"+�. i�\\ cO YRIGI4T ©2013 1 -LODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL r REVISIONS H srp and cold a § g7 ca d� a E a E� DO NOT SCALE L'2.1 3a gag (11).,H111:1 -a;1 9#4\\. (BUILDING CODE 2012 IBC WIND EXP. B 110MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 30 PSF /REVIEWED BY JEH DATE 8.1.13 SCALE N.T.S. TECHNICIAN JR SHEET D2 4 OF 6 SHEETS JOB NUMBER 13.0530 Cc's "- k?2013 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL CONCRETE (P'c) = 2500 18 PRIOR TO USING SLAB REINFORCEMENT JOINTS SHOWN NE OWNER SEVERAL FACTORS AFFECT ETC. WHEN DIRECTED BY PROVIDE OPTIONS FOR CRACK AND/OR MUST DETERMINE SLAB CRACKING THE OWNER THE CONTROL 0 THEEXAMPLECONSTRUCTION THE LEVEL OF ACCEPTABLE INCLUDING SITE BUILDER (WITH THE TO MEET THE CRACK Q AN CONTROL R D o RoL SLAB CRACKING. PREPARATION, HEAT, MOISTURE, USE ASSISTANCE OF THE ENGINEER) WILL CONTROL BUDGET. OEXCEED I 1/8'X 1-1/2'PREMOLDED CONTINUOUS MASTIC JOINT STRIP. 14 SITE PLAN, STRUCTURE LOCATION, GEOTECHNICAL REPORT AND SITE WORK ARE THE RESPONSIBILITY OF THE BUILDER AND CIVIL/GEOTECHNICAL ENGINEER OVIDED TO HODGE ENGINEERINGUNLESS A THE BEARING NG CAL REPORT ISOILS RS ARE ASSUMED TO BE 1500 PSF. WHEN PROVIDED FOLLOW ALL DIRECTION OF THE GEOTECHNICAL REPORT. 1 0 FACE O TOP 0 H/3 ® TOE O H/2 EXCEED ® FACE OF OF BUT OF BUT OF FOOTING SLOPE NEED NOT 40' MAX SLOPE NEED NOT 15 MAX STRUCTURE 2 6 L L psi REBAR ay) = ksr (60 ksr, 05) \ 25 PASSIVE SOL = 250 = i • pcP ACTIVE SOIL = 35 pcf SOIL BEARING = 1500 psf UNRESTRAINED RETAINING WALL SG-IEDULE B H W T VERTS = A B K D t - 4'-0' s' 5' .4 6 Is' OC 24' 0 4' 0_ 6'-0' 8' 12' *4 6 12' OC 36' 2' 11-3/4' p S'-0' 8' 15' �5 6 15' OC 4'6' ' 8' I-3/4' n ,, 101-0' 8' 15' e5 a 10' OC 6' 14' 1-3/4' . SOIL FROM TOP OF FOOTING TC a Ci o WIDE FOOTING EASED ON 1500 PSP SOIL O HORIZONTAL REBAR *4 REBAR 4T 10'oc WALLS<6' "5 REBAR AT 10'oc WALLS>6' ' — —. -"- -- _ —. ' ... "li I r"-" 14.•"-" •-'N' (JOINT MAY BE SAW- CUT AT CONTRACTORS OPTION. •_ :. ::` .' .. O SEE PLAN FOR SLAB \� <\ O O VERTICAL REBAR 'A' 40° D SPLICE WITH FOOTING REBAR 0 *4 TRANSVERSE REBAR �' -I I=III=III=I I-1 I7111=111-111— THICKNESS _1 1 I I I I1 I I I— I II 1I CONTROL JOINT O CUT ALTERNATE WIRES _1,1 IS O.C. W/3 COVER BACKFILL WITH FREE O SECOND POUR FIRST POUR 20 AT JOINT ®6 MIL PLASTIC VAPOR 0® /111/1 `• DRAINING WELL GRADED Li \ > BARRIER UNDER ��, unq=i-� O •- ' :.:.:.. MATERIALS LESS THAN 5°ro IA GRANULAR FILL OVER `'`I ii u.° u = FINES 90% OF MDD NATIVE SOIL UNLESS NOTEDII-_,-41%.-11711=11=' • • - O O KEY (NOT REQUIRED IF SLAB� : ® •-11Vrig OTHERWISE 'KEYKOLD'JOINT PRESENT AT FOOTING) .1.,-J V O O®12' FOOTING TO BEAR ON MIN GRADE TO TOP OF FIRM NATIVE SOIL -I i ® O BURKE - I_I=I 1 I I=III=III= � I—III—I I = I—I = I— I I- 17 STOP REINFORCING 1 CLEAR OF JOINT EACH SIDE JOINT 1$ 14 - © FOOTING (OR SLAB) B O FOOTING REBAR *4 6 26 / / 8' ON CENTER W/3' COVE �-CONSTRUCTION D2 UNRESTRAINED CONCRETE W 2 1Q_2}ALL f SLAB JOINTS AND CRACK CONTROL D2/ FOUNDATION CLEARANCE FROM SLOPES D2 27 23 0s 51 G -TIE _ RUANZ CONCRETE (f'cl = 2500 psi i BAR 19 i 4 iv L4 FO R Ars SpL ®© - ` - /c - - E -- -• OO I I (8) 16d NAILS STAGGERED o AT EACH SIDE OF TOP PLATE SPLICE. O (3) 16d NAILS STAGGERED AT EACH SIDE OF BOTTOM PLATE SPLICE. 0 (2) 16d NAILS 6 16' oc STUDS 0 SIMPSON ST6236 MAY USED IN LIEU OF NAILING INDICATED.CNOT SHOWN CLARITY)%/ NOTE: PLATE SPLICE APPLIES WHEN NO OTHER SPLICE IS INDICATED. INTO BE• AS FOR 19 157 © �/ ����'`01 `� .. •:��/ •' . END LENGTH / cur LENGTH T"® �'� �/ \ © ® , ova rl I LENGTH 0/ �� 1 END L L T+1 O 1 END LENGTH = IS' O 2 PROVIDE MINIMUM 1-5/8 O END DISTANCE O (18) 8d NAILS IN EACH END 1 1 1 1 1 1 M IN W \ PASSIVE 501E 250 Def ACTIVE SOIL • 35 pcf j 1�ti y SOIL SEARING ■ 1500 pef iv MI 12 -� SPLICE LENGTH • 20' ® i RESTRAINED RETAINING WALL SCHEDULE i \ WALL ut `u D �� HOR aR Pr sTE L 10'-6' S' VOL.O 10'OL. (214 1600.C. Q ., I f 9'-6' 8' VOL.10'O C (21'4 Ib'OL. ►=� s'-6' a' 10'o�C. 10'oC (2J'4 24'oc. CO \..)'' O 1 (6) 10d OO OR BLOCKING 2 l2)10d O INTO TOE EACH JOIST WATER PROOF MATERIAL SLAB OR DROPPED FLOOR NAILED *� W/ O WHEN JOISTS TO WALL PROVIDE DRAIN PVC PIPE ARE PARALLEL OPENINGS AT BOTTOM FULL FILTER FABRIC - NONUIOVEN DEPTH BLOCKING FOR 2 JOISTS 00 ® SIMPSON FAWNZ a ii PER SCHEDULE 24oc GEO TEXTILE ENVELOPE 18' BACK AROUND DRAIN PIPE ROUTE SPACING PER DRAINAGE PLAN 1I . (2) CSI ' S GS14I 5/8' ANCHOR /O BOLT m 24'oc ALTERNATE HOOK 1:10 MINIMUM SLOPE Z 2BACKFILL DRAINING AWAY 15 a WELL GRADED ONLY 1/2 HEIGHT 24' Jr FLOOR JOISTS UNTIL 0 VERTICAL REBAR HOOKED INSTALLED INTO FOOTING 4 EXTEND 24' 27 il, 23 PLATE SPLICE D2 SIMPSON CS14 STRAP DETAIL D2 D2 BASEMENT CONCRETE WALL D2 20,)o ® CODE COMPLIANCE APPROVED 0 FOR 0 DRIVEWAY APPROACH PER 9 2013 ARCHITECTURAL SHEETS 16,) 01/2' MN FROM CORNER 28 /dam '��// i "CXIH CO \ �4 ,..,.� o ' _ _--• ® 0 "�� 4 _ Q0 O DOUBLE TOP PLATE ()WINDOW HEADER PER PLAN O KING STUD ()DOUBLE JACK STUD FOR OPENINGS OVER 6'. SINGLE FOR UNDER 6' UN.O. O 20 CS STRAP HE TO \I,� _ �\f//f. y1 \ 111` i . _ �� I . �'• � O ` \ t:::.••:.. ---••-•••-••-i ? �� j _� ., - O ► = ' © ONE *d• REBAR IN SHEAR CONE (12 MINIMUM REBAR LENGTH) O 30' MIN REBAR LENGTH ®NOTE: HOEDOWNS AT CORNER ARE SPACED f -I/2' FROM EDGE. SPACE 1/2'WHEN 2x IS FLAT. 0 CLEAR SPAN 11' MAXIMUM. FOR TYPE RJ HOLDOUJN 0' FOR NON RJ HOEDOWNS ® O - OCT City of U %LD{NG O GARAGE SLAB PER PLAN Tukwila DIVISION * OO TOP BOTTOM ! .. :► ■' 'e.. Ds ----.---- b CONTINUOUS REBAR ' °. .. A. •D 6 4 ►p ►.. .b• • ° ,D• .. D :. :' : ...� 4' COMPACTED GRAVEL s., -,..,OVER NATIVE SOIL UN.O. 2'6' �. � 0 6( *4 g , .•.•. . \ REBAR 18' oc g0 • • : 1 ° :< . b . 0 b.. . . •.b 1 ®SHEAR WALL PER PLAN 8 \ 1 \II IO 0 JACK STUD EACH END (4) Sd END NAILS SSP STUD TO MUDSILL OR SHEATHING NAILED AT 3' oc TO MUDSILL. ®GS ABOVE PER PLAN 24 PM PLAN I. \ O CONTINUOUS BUILDING• FOOTING I J . ' • Ft :=` ..:.;T. •. ;' ®COMPRESSION BLOCKING ® PER PLAN 20 i BUILDER TO DETERMINE IF STHD OR STHD/RJ IS 0 O STI -ID STI-IDRJ APPROPRIATE. 16 b2 CS STRAP TO OPENING BELOW 1:._)_2_}CONTINUOUS STRIP FOOTING AT GARAGE E ENTRY D2 SIMPSON STI -4D D2 29 ' CO \*" 25) �• \ 21 ' • Oj I Q i i i 1 @ , �i �'� �� '/ O SHEAR NAILING PER PLAN O SILL NAILING TO RIM I6d 6 4' O.C. O CS14 38' LONG. (WHEN SPECIFIED ON PLAN)OLT DOUBLE RIM JOIST O REQUIRED FOR SW2 OR GREATER SHEARWALLS ATTACH FUEL DEPTH BLOCKING TO DOUBLE TOP . . . 0 . —0 • Q HDUS W/ (20) 1/ 'X2-1/2' SDS SCREWS (EITHER SIDE OF POST) INSTALL PER ALL MFR SPECIFICATIONS. O SIMPSON SSTB28 ANCHOR W/ COUPLER NOCOUPLER REQUIRED W/ 1111%110,„°•4 `. a °.� . OO •: 0 - o O - " :• ° / :® O ,. 1 III S a e . . o CITY PERMIT DIRECT SSTB INSTALLATION O ANCHOR BOLT SPACING PER PLAN - �• 8' WIDE MIN STEM WALL O SI-4EARWALL NAILING PER PLAN (3)2x6 DF * 2 POST UN.O. O12' BUCKOUT FOR SSTB28 ®*�• REBAR SPACING PER RECEIVED FOUNDATION DESIGN OF TUKW TING APPLICATION: R �� THICKEN AUG 0 6 2013 F TNGS AT ALL HD LOCATIONS (NOT SHOWN CENTER FOR CLARITY) 17 Ii PLATE WI ES50 OR A35 \\` II II © Q 0 \ CLIPS. ® FLOOR JOIST PER PLAN � �� O NAIL SUBFLOOR TO BLOCKING W/ I0d s 4' oc (UN.0) 29 ,I 25 —� ® ®2x6 STUD WALL Og 1/16' OSB SHEATHING TO UNDERSIDE OF FLOOR JOISTS ®DTT2Z-SD82.5 W/ (2) 2x7 (WHEN CS STRAPS ARE USED) 21 q_)_2}D2 CANTILEVERED SI -TEAR WALL D2 1-IDUS TO FOUNDATION CONNECTION D2 r REVISIONS H srp and cold a § g7 ca d� a E a E� DO NOT SCALE L'2.1 3a gag (11).,H111:1 -a;1 9#4\\. (BUILDING CODE 2012 IBC WIND EXP. B 110MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 30 PSF /REVIEWED BY JEH DATE 8.1.13 SCALE N.T.S. TECHNICIAN JR SHEET D2 4 OF 6 SHEETS JOB NUMBER 13.0530 Cc's "- k?2013 HODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL ( REVISIONS imu DO NOT SCALE 100gt N O Na 0 E J= IN k a. co os BUILDING CODE 2012 ISG WIND EXP. 5 110MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD so PSF 'REVIEWED BY JE:` DATE S.1.13 SCALE N.T.S. TECHNICIAN JR SHEET DECK 5 OF 6 SHEETS JOB NUMBER 13.0530 COPYRI 2013 1-1ODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 5 0 2x BRACE PER PLAN W/ (4) 16d NAILS AT EACH POST BEAM CONNECTION. 2x BRACE REQUIRED AT OTHETOPTOTHE0 EACH SIDE OE POST 3a ! 1 I 1 / I 11,4��;, 41111 3 b 1a NOTES J13/AND O SIMPSON LUS I� TI -4E SCREWS SHALL BESTAGGEREDFROM2 1-1/2" MIN FROM BOTTOM OF LEDGER 4 BAND JOIST H80TTOM TALONG THE© N N s° ��`• �r�.. 3 ,,,,,, O SIMPSON HUG O 1©O LEDGER PER PLAN °® lipri© 6x6 MIN POST FOR KNEE BRACE e 4 NOTES FLUSH LEDGER ®DECK JOIST PERTHE PLANT DECK LEDGERO3 O JOISTS FRAMING APPROVED PER IRC 2009 FRAMING INTO SEC 502.02, THE SIDE ANCHORS TBC II 1, OF A OR 2009 WOOD ON LEDGER SEC 2308.8.2I.-. BEAM STRIPS SHALL BE SUPPORTED BY NOT SMALLER THAN 2"x2" 2ril"x2" Q ° • fitf�� �••••, I O p co -----,4- PER IRC 2009 SECTION 850222.1.1. 4 3" MIN ROW SPACING ® slcEwED LEFT sKEwED RIGHT 1--0 , ® BEAM PER PLAN END CONDITION HUG (TOP VIEW) LSSU (FRONT VIEW) w • Z E IV ED SEE DETAIL 4b FOR POST CAPV '\()% �'- � SPo SCREWS1lI``1 O A -A. ' i A -A SDWS Screw m UNO 111111111111 BRACE SINGLE BRACE RIGHT LEFT A, 1111111 ) 11 ) NOTES DROPPED LEDGER ©POUBLE (TOP VIEW) (SIDE VIEW) SUR/SUL MID CONDITION LUS ® THE ENDS OF BEARING ON STRIP NAILED EACH JOIST, BEAM WOOD OR METAL TO ADJACENT OR EXCEPT STUDS. GIRDER WHERE IRC 2009, SHALL SUPPORTED SEC HAVE AT LEAST 1-1/2" OF ON A I °x4" RIBBON R502.6 IBC 2009 SEC 2308.82 3b la Q a KNEE RAGE CONNECTION DECK JOIST TO LEDGER ATTACHEMENT - HANGERS D�EC� JOIST TO LEDGER ATTACHEMENT - OVERVIEW DECK LEDGER ATTACHMENT - ELEVATION DECK lb O SHEAR WALL PER PLAN. O CONTINUOUS FLASHING —�� O SIMPSON H1 HURBICAN �l j IONS O LEDGER ATTACHMENT: CLIPS I C A ED C CONN C SDWS SCREWS ® 0 0 ° ° o o co4 O I I 0 SIMPSON N2.5 CLIPS LOCATED AT END CONDITIONS 0 SEE DETAIL 4b FOR POST CAP CONNECTIONS SISTER ALL MULTI -PLY MEMBERS W/ SD9x2 -1/2 ° SCREWS EXAMPLE DECK ENGINEERING DRAWINGS PROJECT. ALL GALVANIZED CARRY SHEETS ZMAX HARDWARE DESIGN TO TAKE PRECEDENCE ALL MATERIALS, AND OR EQUIVALENT SHOW CONNECTIONS. DIMENSIONS CONNECTORS OVER IN WHERE THIS LOAD CONTACT DISCREPENCIES SHEET. ENGINEERING INFORMATION WITH P.T. EXIST 4 SPECIFIC WOOD 6185 THE ARCHITECTURAL FOR THIS HOT DIPPED REVIEW C' DE AP OC1 D FOR COMPLIANCE PRQVE® O 9 2013 OW Of Tu"iia O LATERAL LOAD CONNECTION: DTT2Z 3 JOIST TO LEDGER: O HUC, LUS, ETC. ® POST TO CONCRETE POST t0 BEAM: PC, EPC, ASU, EtC (NOT SHOWN FOR // CLARITY) , 3 STRUCTURAL RIM 0 O ��\, ,t i SDWS WOOD SCREWS O © STAGGER VERTICALLY. (SEE DETAIL la) - -, `-®FOUNDATION '- O O 2 NOMINAL DECK LEDGER MINIMUM OR WALL O FRAMING PER PLAN 0 o o 32' oc. TOP BOTTOM STAGGERED. _- - I I -�--�-___ ®- Bllll.D`NG DIVISION °KNEE BRACE LATERAL CONNECTION: 2x W/ SDWS OR 16d NAILSNOTES ill - ° ' ` - - _ _ --_ e - . -�_ (o JOIST TO BEAM:- OHI, i O SCREWS MUST SE NOTES m _ - -'= ----� ®. 1 _ - - 9 b . - H2.5, ETC. a. � INSTALLED INTO A RIM �BO� RTDTHICKNE85 OWHERE POSTS FRAMING, LATERAL O JOISTS MUST ATTACHEMENT MUSTPROVIDED $E AND POSITIVE DISPLACEMENT BE TO SEAM CONNECTIONS SUPPORTED A' FULL OR GIRDER CONSTRUCTION SHALL SE PER IRC 2009, LATERALLY DEPTH HEADER, AT EACH SUPPORT PER IS USED TO SUPPORT FLOOR PROVIDED TO ENSURE AGAINST UPLIFT 4 SEC R502.9 4 IBC 2009, SEC 2304.9.E AT THE ENDS BY SOLID BLOCKING OR BAND OR RIM JOIST. LATERAL RESTRAINT IRC 2009 SEC 8502. 4 IBC SEC �; ___-- : �,, �__--- / : ; _-- : • _ _ -� -•_ _ ■ e - - _ - - - _ _ _ _ _ _ �"��� _ _ - -• _ . -•- - _ �_ _ _ _ ._ . � _ _ - ;�u _ , . I it- I ' ( ' � , _ - I _ _:_- � -,- - _ _ ,__ � -' _ _ _ _ _ _� _ _ _ O RAILING POST TO DECK FRAMING: DMZ 0 STAIR STRINGER TO DECK FRAMING: LSCZ 4 a a• � ® RIM SOARID MUST SE AT LEAST 1-1/2' THICK OR REDUCTION TO CATALOG LOADS REQUIRED lb 238 82 6 I • \ '- :_ : ' ' 1 ; � k -' O STAIR TREAD TO STRINGER: TA, TAZ ° _ �U \ LEDGERTTGHMENT SEG ON DECK TI JOIST TO BEAM CONNECTION DECK / \ ,� � - '_;• \ —� /- \ �f / _ a •° 2a O 1/2 THREADED ROD e % — 9 111 liko- ' / ° j RAILING POST O t O DTT2Z TO BLOCKING 2 O®. 5 . , � _ :_ - '�_t _ _-- - \ `-' \ _ / IvOCONTINUOUS / W/ NUT WASHER FLASHING (NOTSNOUJN FOR / CLARITY) i;E \ \ ° O - — ! © STANDARD CUT © - _ / / ♦II ` iiiisiiiiioiei®iieiw� WASHER INSTALLED / BETWEEN NUT 4 SEAT. .; ,, _ , .. I • - ��9T� I`` Far a r .X.e.Xeare :� (TYPICAL) ®DECK JOIST PER 11 ii ,_ / - - - - OO FA riiiiIIIIIE IM!Laisiiiiiiiii :u PLAN. (SEE DETAILS I 0 ® IN. / I ® 3a 4 3b FOR LEDGER) ION TO 0 ■ _ ^ ' ' / - - --, NOTES % O FLOOR JOIST OR BLOCKING © NOTES _ Willig / 0 (o SIMPSON DTT2Z NOTES - - - - , / - �j WHEN EQUIRED: GUARDS SHALL BE LOCATED ALONG ANY SURFACES MORE THAN 30" ' INDIVIDUAL STAIR TREADS O R _ _ O LATERAL LOAD CONNECTION REQUIRED BY SECTION 850222 SHALL BE PERMITTED BE ACCORDANCE W/ 8502 3 R'1I TED TO IN ACC NC FIG. 22 ®HOEDOWN TENSION DEVICES SHALL BE PROVIDED IN NOT LESS THAN TWO LOCATIONS PER DECK, AND EACH DEVICE SHALL HAVE AN ALLOWABLE STRESS CAPACITY OF NOT LESS THAT 1500 LBS PER IRC 2009 SECTION 850222 3 SDWS SCREWS INSTALL BEST WITH A LOW SPEED, HIGH TORQUE DRILL 2a ABOVE THE FLOOR OR GRADE BELOW. INCLUDING PORCHES, BALCONIES, RAISED - - - z Q - SHALL BE ABLE TO RESIST _ ' + _ FLOORS, STAIRWAYS, LANDINGS AND OPEN SIDED WALKING SURFACES. PER IRC 2009, SE — / +• +�� + • ;`• ' • 3001bs . CONCENTRATED ° + ' e ' 4•' • 4 . +- a • 4 LOAD ACTING OVER AN 8312.1 IBC 2009 SEC 1013.1 . •. • + p . . ; . .. 'i 4 AREA OF 4' SQUARED. PER ® HEICxNt: GUARD RAILS SHALL BE A MINIMUM OF 36 TALL (IRC) 08 UP TO 42 TALL FOR a .'4 .:°.. :. IRC 2009, TABLE 1601.1 FOR 1 CERTAIN OCCUPANCY CATEGORIES (IBC) O LOAD RESISTANCE: HANDRAIL ASSEMBLIES SINGLE CONCENTRATED LOAD OF 2001bs TABLE R301.5, IBC 2009, SECTION 1601111 IRC 2009, SEC 4 GUARDS APPLIED IN R312.1, IBC 2009 SEC 10132 SHALL BE ABLE TO RESIST A ANY DIRECTION_ IRC 2009 7u 4 2 FAMILY DWELLINGS RAILING POST TO DECK FRAM I NG - PLAN VIEW DECK DECK CONNECT! ONS PERSPEGTI VE OVERVIEW LATERAL LOAD CONNECTION -SECTION DECK 'D O 4x4 MIN POST O2 DECKING PER PLAN SIMPSON DTT2Z 4a -N.... ' O -N���O = te O POST PER PLAN O 2" MIN SIDE COVER 3'MIN SIDE COVER O b ° o o o � o o °*�� o 1 .-' 1 , •o • • °. , 2 b O LEDGEB b 13i ATTACHEMENT PER miZS DETAIL 1a 1b O SIMPSON DTT2Z0 It AC INSTALL SIDE EACH OF POST —°� PG \J/ --,\,- SG � 0 0 o O o O JOIST PER PLAN ® STANDARD CUT WASHER REQUIRED O ° o ° ° .' ' / ° ° ° o END CONDITION LGE ° ° - • Oh I k ° ° END CONDITION EPG °0 m ° o o `_CASU ° „„).1,11,4:14 11111\\\ ALOWSFOR(2xJOT 0 SGS ., 111'!` � (111 ri v � a O SIMPSON ML O © BETWEEN NUT 4 SEAT 1/2101 -IDG MACHINE BOLI OR TWREADED ° ° �5: � J. ��11111 , ` el © RODS W/ NUTS 8 WASHSERS. (SIMPSON �Sk. ©! �� ���►��►. RECEIVED r ��.� x%Of � ilri R=8 4X-fHDG) Mi � mut/� CITY OF TUKWILA IIIRV _ ((('Ii I , AUG 0U2013 P88 ` � ` PERMIT CENTER �_iiIIIIIMIIII��r- Q Q _� NOTES GSSG O WHERE POSTS AND SEAM OR GIRDER CONSTRUCTION IS USED TO SUPPORT FLOOR FRAMING, POSITIVE CONNECTION SHALL BE PROVIDED TO ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT PER IRC 2009, SEC 8502.9 4 2304.9.-f O 2 ACE/CLE ELIMINATE THE NEED FOR RIGHT AND LEFTS. FOR USE W/ 4x O8 6x LUMBER O PC/EPC PROVIDES A CUSTOM CONNECTION FOR POST BEAM COMBINATIONS ® PBC/BCS OFFER A LIGHT CAP CONNECTION 4b NOTES © 7b �. COLUMNS ARE TO SE TREATED FOR EXPOSURE TO EARTH AND WEATHER 0 COLUMN AND POST END CONNECTIONS SHALL SE FASTENED TO RESIST LATERAL AND NET INDUCED UPLIFT FORCES PER IBC 2009, SEC 2304.9 O NON DECAY RESISTANT COLUMNS EXPOSED TO WEATHER ARE TO BE SUPPORTED BY A MEAL PEDESTAL PROJECTING 1' ABOVE THE CONCRETE AND 6" ABOVE EXPOSED EARTH PER IRC 2009, SEC 8311.13 4 ISG 2009 SEC 2304.112.1 4a O DECKS W/ CANTILVERED FRAMING MEMBERS, CONNECTIONS TO EXTERIOR WALLS OR OTHER FRAMING MEMBERS SHALL BE DESIGNED AND CONSTRUCTED TO RESIST UPLIFT RESULTING FROM THE FULL LIVE LOAD ACTING ON THE CANTILEVERED PORTION. IRC 2009 SECTION 50222, IBC 2009, SECTION 1604.8.1 2b RAILING POST TO DECK FRAM I NG -SECTION DECK POST TO FOOTING DECK SEAM TO POST CONNECT! ONS DECK LATERAL LOAD CONNECTION -ELEVATION DECK ( REVISIONS imu DO NOT SCALE 100gt N O Na 0 E J= IN k a. co os BUILDING CODE 2012 ISG WIND EXP. 5 110MPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD so PSF 'REVIEWED BY JE:` DATE S.1.13 SCALE N.T.S. TECHNICIAN JR SHEET DECK 5 OF 6 SHEETS JOB NUMBER 13.0530 COPYRI 2013 1-1ODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL 1. GENERAL STRUCTURAL NOTES 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 ISNOT 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 GUARD RAILS 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 WIND: IBC METHOD 1 -SIMPLIFIED PROCEDURE PER ASCE 7-10. 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 4". 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 °/QPASSING U S. N0.200 SIEVE NOT EXCEED 5%, WITH A MAXIMUM DUST RATIO % PASSING U.$. NO. 400 SEIVE - 2/3 MAX. 4. CONCRETE 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 ITEM DESIGN f'c (PSI) MAX. W/C RATIO MIN. (2) FLYASH (PCY) AGGREGATE SIZE (IN) NOTES MIN. TOUS AT RIAL (1) MATERIAL (1) MATERIAL (SACKS/YARD) FOUNDATIONS 2500 @ 28 DAYS 0.45 - 3/4 - - 5-1/2 STEMWALLS 3000 @ 28 DAYS 0.45 100 3/4 - - 5-1/2 SLAB ON GRADE 3000 @ 28 DAYS 0.45 100 3/4 5-1/2 5-1/2 CONCRETE FRAME 2500 @ 28 DAYS 0.45 100 3/4 - - 5-1/2 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. PLACE PER ACI 315 AND ACI 318. DIAMETERS UNLESS SPLICES SHALL BE 48 BAR DIAM S U SS 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 5. CARPENTRY NAILS: CONNECTION DESIGNS ARE BASED ON "COMMON WIRE" NAILS WITH THE FOLLOWING PROPERTIES: PENNYWEIGHT DIAMETER (IN.) LENGTH (IN.) 8d 0.131 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 4-1,/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. FRAMING LUMBER: EACH PIECE SHALL BEAR THE GRADE TRADEMARK OF THE WEST COAST LUMBER INSPECTION BUREAU (WCLIB), WESTERN WOOD PRODUCTS ASSOCIATION (WWPA), OR OTHER AGENCY ACCREDITED BE THE AMERICAN LUMBER STANDARD COMMITTEE (ALSC) TO GRADE UNDER ALSC CERTIFIED GRADING RULES. 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=150 PSI) 2. 6X POSTS AND COLUMNS. "DOUG FIR -LARCH" NO. 1 (Fc=1000 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 16" 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 MATERIAL PRESERVATIVE TREATMENT (1) CONNECTORS & FASTENES (2)(3) FOUNDATION SILL PLATES, TOP PLATES & LEDGERS ON CONCRETE OR MASONRY WALLS (4) 2X, 4X, 6X OR GLULAM (FIR) SBX SPECIFIED MEMBER TRUS-JOIST BOISE CASCADE LOUISIANA PACIFIC ROSEBURG FOREST PRODUCTS GEORGIA PACIFIC 2x SCL 2x TIMBERSTRAND Fb=1700 PSI E=1300 KSI Fv=400 PSI NONE 2x GANGLAM Fb=2250 PSI E=1500 KSI Fv=275 PSI BEAMS AND COLUMNS 6X OR GLULAM (FIR) 1-3/4" SCL 1-3/4" PARALLAM Fb=2900 PSI E=2000 KSI Fv=290 PSI 1-3/4" VERSALAM Fb=2800 PSI E=2000 KSI Fv=285 PSI 1-3/4" LP LVL Fb=2950 PSI E=2000 KSI Fv=290 PSI 1-3/4" RIGID -LAM Fb=2900 PSI E=2000 KSI Fv=285 PSI 1-3/4" G -P -LAM Fb=3100 PSI E=2000 KSI Fv=285 PSI 3-1/2" SCL 3-1/2" PARALLAM Fb=2900 PSI E=2000 KSI Fv=290 PSI 3-1/2" VERSALAM Fb=3100 PSI E=2000 KSI Fv=285 PSI 3-1/2" LP LVL Fb=2950 PSI E=2000 KSI Fv=290 PSI 3-1/2" RIGID -LAM Fb=2900 PSI E=2000 KSI Fv=285 PSI 2 -PLY G -P -LAM* Fb=3100 PSI E=2000 KSI Fv=285 PSI 5-1/4" so 5-1/4" PARALLAM F13-2900 PSI E=2000 KSI Fv=290 PSI 5-1/4" VERSALAM Fb=3100 PSI E=2000 KSI Fv=285 PSI 5-1/4" LP LVL Fb=2950 PSI E=2000 KSI Fv=290 PSI 5-1/4" RIGID -LAM Fb=2900 PSI E=2000 KSI Fv=285 PSI 3 -PLY G -P -LAM* Fb=3100 PSI E=2000 KSI Fv=285 PSI 11 7 SCL 7" PARALLAM Fb=2900 PSI E=2000 KSI Fv---290 PSI 7" VERSALAM Fb=3100 PSI E=2000 KSI Fv=285 PSI 7" LP LVL Fb=2950 PSI E=2000 KSI Fv=290 PSI 7" RIGID -LAM Fb=2900 PSI E=2000 KSI Fv=285 PSI 4 -PLY G -P -LAM* Fb=3100 PSI E=2000 KSI Fv=285 PSI RIM BOARD OR RIM JOIST APA / EWS PERFORMANCE RATED RIM (PRR-401) 1-1/8" MINIMUM THICKNESS * - 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. EXPOSURE APPLICATION SPECIFIED MATERIAL PRESERVATIVE TREATMENT (1) CONNECTORS & FASTENES (2)(3) FOUNDATION SILL PLATES, TOP PLATES & LEDGERS ON CONCRETE OR MASONRY WALLS (4) 2X, 4X, 6X OR GLULAM (FIR) SBX GALV (G60) ACQ, CBA, CA GALV (G185) FRAMING, DECKING, POSTS & LEDGERS 2X, & 4X (FIR) ACQ, CBA, CA GALV (G185) 2X, & 4X (CEDAR) NONE GALV (G90) BEAMS AND COLUMNS 6X OR GLULAM (FIR) ACQ, CBA, CA GALV (G185) 6X OR GLULAM (CEDAR) NONE GALV (G90) (2) 16d TOP PLATE TO TOP PLATE FACE NAIL (2) 16d @ 16" O.C. 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 THE LENGTH AND AROUND OPENINGS UNLESS DESIGNED BY A FLOOR JOIST MANUFACTURER. POSITIVE CONNECTIONS SHALL BE PROVIDED AT POST -BEAM CONNECTIONS TO ENSURE AGAINST UPLIFT AND LATERAL DISPLACEMENT. USE 12" CS -14 UNLESS NOTED OTHERWISE. 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 TOE NAIL & END NAIL (3) 8d & (2)1.6d 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 TOE NAIL (3) 8d 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 0 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 R802.10.1 INCLUDING PERMANENT LATERAL BRACING AND CONNECTION DETAILS. I JOISTS: SHALL BE APA EWS PERFORMANCE RATED I -JOISTS (PRI). I -JOISTS SHALL B MANUFACTURED IN CONFORMANCE WITH APA PRI -400 CONFORMING TO APPROVED SHOP AND INSTALLATION DRAWINGS. REVIEWED FOR CODE COMPLIANCE APPROVED SPAN TABLE IRC R802.5.1(3) BI JOISTS (10# D.L.) FLOOR (40# L.L.) CEILING (20# L.L.) RAFTERS (30# L.L.) TILE COMP/SHAKE SILLS, PLATES, BLOCKING, ETC. (L/360 L.L.) (L/240 L.L.) (L/240 L.L.) (20# D.L.) (10# D.L.) NO.2 H.F. SPACING O.C. MAXIMUM MAXIMUM NO.2 H.F. MAXIMUM MAXIMUM MEMBER GLU-LAM BEAMS SPAN SPAN MEMBER SPACING O.C. SPAN SPAN E = 2.0 Fv = 290 12" 10' 14'-10" 12" 12'-2" 13'-7" 2 X 6 16" 9'-1" 12'-10" 2 X 6 16" 10'-6" 11'-9" 24" 7'-11" 10'-5" 24" 8'-7" 9'-7" 12" 13'-2" jl$.I 12" 151.4"" 17'-2" 2 X 8 16" 1 2'-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'-3" 18'-2" 24" 12'-5" 16'-2" 24" 13'-3" 14'-10" 1-2n 20'4" 26'-7" 12" 21'-9" 24'4" 2 X 12 16" 17'-7" 23'-0" 2 X 12 16" 18'-10" 21'-1" 24" 14'4" 18'-10" 24" 15'-5" 17'-3" LUMBER SPECIES MEMBER SPECIES 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 CI'' POST AND BEAM DECKING P.T. #2 FIR OSB SHEATHING PER PLAN GLU-LAM BEAMS Fb2400, DRY ADH PE (EXT. ADH @ EXT. CONDITIONS) PSL MATERIALS* Fb = 2900 E = 2.0 Fv = 290 LVL MATERIALS** Fb=2600 E =1.8 Fv = 285 ALL GLB BALANCED WEST SPECIES 24F -1.8E W.S. OCT 0 9 2013 City of Tukwila ILDING DIVISION RECEIVED Y OF TUKWILA AUG 0 6 2013 RMIT CENTER r z 0 N 0 z DO NOT SCALE u� 2 2 G ". - ib_ o5 "e.__2 ggfilE Ei E.125aL.E Qu�m5 $a 2' olRraIa,o�iD. 0 0 1,1 as ihfla -r1 110v, N N #fikk \‘‘, BUILDING CODE 2012 IBC WIND EXP. B IIOMPH SEISMIC DESIGN CATEGORY D ROOF SNOW LOAD 30 PSF J 'EVIEWED BY JET 1 DATE 8.1.13 SCALE N t S TECHNICIAN JR SHEET N1 6 OF 6 SHEETS JOB NUMBER 13.0530 0/ COPYRIGI-4T ©2013 I-IODGE ENGINEERING, INC. DO NOT ACCEPT FOR PERMIT UNLESS AN ORIGINAL RED SEAL