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Home My WebLink AboutPermit D10-087 - KIMBALL RESIDENCE - NEW HOUSEKIMBALL RESIDENCE 16219 51 AV S D1O-087 Cityef Tukwila 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.citukwila.wa.us COMBINATION PERMIT - NEW SINGLE FAMILY Parcel No.: 5379800341 Address: 16219 51 AV S TUKW Permit Number: D10 -087 Issue Date: 06/11/2010 Permit Expires On: 12/08/2010 Tenant: Name: KIMBALL RESIDENCE Address: 16219 51 AV S , TUKWILA WA Owner: Name: KIMBALL IAN Address: 16219 51ST AVE S , TUKWILA WA 98188 Phone: Contact Person: Name: IAN KIMBALL Address: 16227 51 AV S , TUKWILA WA 98188 Phone: 206 769 -6782 Contractor: Name: KIMBALL CONSTRUCTION Address: 16227 51 AV S , TUKWILA WA 98188 Phone: 206 - 769 -6782 Contractor License No: KIMBAC *010RO Expiration Date: 05/06/2012 DESCRIPTION OF WORK: CONSTRUCTION OF 3730 SF SFR WITH 1002 SF ATTACHED GARAGE AND 91 SF OF COVERED DECK. PUBLIC WORKS ACT1 ITES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, DRIVEWAY ACCESS, SIDEWALK, STREET USE, AND UDERGROUNDING OF POWER. HIGHLINE WATER DIST. & VAL -VUE SEWER DIST. Value of Construction: Type of Fire Protection: Type of Construction: $446,912.73 SMOKE DETECTORS Fees Collected: $8,141.17 International Residential Code Edition: 2006 Occupancy per IBC: 22 EQUIPMENT AND FIXTURES: Mechanical: Furnace <100K BTU... 1 Applicant Vent 1 Ventilation fan connected to single duct.... 5 Thermostat 1 Wood/gas stove 2 Water heater (elect) 0 Generator 0 Other equipment 0 Plumbing: Bathtub (or bath/shower combo).. 2 Bidet 0 Clothes washer 1 Dishwasher 1 Floor drain 0 Shower 2 Lavatory (bathroom sink) 5 Sink 4 Water closet 4 Water heater (gas) 1 Lawn sprinkler.... 0 Gas piping outlets... 3 * *continued on next page ** doc: IBC -COMBO D10-087 Printed: 06 -11 -2010 City ()Tukwila • 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.ci.tukwila.wa.us Permit Number: D10-087 Issue Date: 06/11/2010 Permit Expires On: 12/08/2010 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 10 c.y. Fill 10 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: Y Profit: N Non - Profit: N Water Main Extension: N Private: Public: Water Meter: N Permit Center Authorized Signature: Date: ((--t I -(o I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit. Signature: Date: 6,-11-- 76'10 Print Name: 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. doc: IBC -COMBO D10 -087 Printed: 06 -11 -2010 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http://www.ci.tukwila.wa.us Parcel No.: 5379800341 Address: Suite No: Tenant: 1621951 AV S TUKW KIMBALL RESIDENCE PERMIT CONDITIONS Permit Number: Status: Applied Date: Issue Date: D10-087 ISSUED 04/01/2010 06/11/2010 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 mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: 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. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: 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. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: Manufacturers installation instructions shall be available on the job site at the time of inspection. 11: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 12: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 13: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 14: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 15: 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: Cond -10/06 D10 -087 Printed: 06 -11 -2010 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center. 17: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 18: 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. 19: ** *PLUMBING AND GAS PIPING * ** 20: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 21: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 22: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 23: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 24: 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. 25: 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. 26: 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. 27: Piping through concrete or masonry walls shall not be subject to arty load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 28: 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. 29: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled m 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. 30: 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. 31: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 32: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures and fittings in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency and Conservation Standards in doc: Cond -10/06 D10 -087 Printed: 06 -11 -2010 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments. 33: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 34: Contractor shall notify Public Works Project Inspector Mr. Dave Stuckle 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 Public Works 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: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 38: Any material spilled onto any street shall be cleaned up immediately. 39: Prior to any work within the Public right -of -way, Owner shall provide a copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 40: Prior to any work within the Public right -of -way, Owner shall provide a bond in the amount of 150% x cost of work within the Public right -of -way, made out to the City of Tukwila for possible property damages caused by activities. 41: PRIOR TO ISSUANCE OF THIS PERMIT THE OWNER SHALL SIGN W/NOTARY, A (ROW) HOLD HARMLESS AGREEMENT. 42: Construct new driveway approach per C.O.T. standard detail RS -08C. 43: Remove existing driveway and replace with new sidewalk portion per C.O.T. standard detail RS -11. 44: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 45: 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. 46: The Land Altering Permit Fee is based upon an estimated 10 cubic yards of cut and 10 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 47: 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. 48: 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. 49: ** *FIRE DEPARTMENT CONDITIONS * ** 50: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 51: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. (INSTALL PERMANENT FIRE ESCAPE SAFETY LADDERS IN STUD BAYS BENEATH WINDOWS.) doc: Cond -10/06 D10-087 Printed: 06 -11 -2010 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http://www.ci . tukwi la. wa. us 52: Maximum grade for all projects is 15 %. 53: 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) 54: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2050 and #2051) 55: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 56: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. * *continued on next page ** doc: Cond -10/06 D10 -087 Printed: 06 -11 -2010 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206- 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work construction or the performance of work. Signature: Print Name: Date: 6 - ((- zp1 ordinances governing or local laws regulating doc: Cond -10/06 D10 -087 Printed: 06 -11 -2010 CITY OF TUKWILA COMMUNITY DEVELOPMENT DEPARTMENT PUBLIC WORKS DEPARTMENT PERMIT CENTER 6300 SOUTHCENTER BLVD., SUITE 100 TUKWILA, WA 98188 http://wwwci.tukwila.wa.us PERM, JEC` IR QPPICE.,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 ** PROPERTY INFORMATION — H�a 5 ± O SITE ADDRESS: ! t Z( (I 5 ( 4 PROPERTY OWNERS NAME: --:1 v� -'1HW MAILING ADDRESS: 162 Z Z 6 I Ave- S KING CO ASSESSOR'S TAX NO.: 53 413-00341 4; A 981 VS CITY Ceti i� STATE gkig- --. ZIP CONTACT PERSON WHO DO WE CONTACT WHEN THE PERMIT IS READY TO BE ISSUED NAME: —C.1-A— .-� vn, MAILING ADDRESS: I Z 7- 5% V f, S. E -MAIL ADDRESS: f b0.. I 1 Zoe7Gt C>' wick t 1 tca vvv DAY TELEPHONE: zo-9 76 (0.7-e Z.. 1z Ir^ W� ?ti©� CITY STATE ZIP FAX NUMBER: Z-OCe - S - ®) II GENERAL CONTRACTOR INEORMATIO COMPANY NAME: K-- i vin �)0■ , ( CG'n S`I7t 1 1c ✓t MAILING ADDRESS: ( (.e ZZ 5) i v C S. CONTACT PERSON: f C%ii ✓\ ; l.%/1 bot 1 E -MAIL ADDRESS: 1 hA I( 2-00c'(2 U a( G C w... CONTRACTOR REGISTRATION NUMBER: I ✓V\ bo c--O I, 10 u✓4 tir CITY STATE ZIP DAY TELEPHONE: ?�O(p(,o y COW Z_ FAX NUMBER: ZC)G- 58IS - C711 3" EXPIRATION DATE: 12. /3 /ZO C! PROJECT INFORMATION. -. VALUATION OF PROJECT (CONTRACTOR'S BID PRICE): $ SCOPE OF WORK (PLEASE PROVIDE DETAILED INFORMATION): -71-, e c:-/- +1 v. `J +�1 e. rqr+ Iy- hCLIS'e ( - IOU ,, I .) Lelr aJ.J 3 ,,H ile 4 ok0.,,. 17 ku DETAILED BUILDING INFQRAMTJ( PROJECT FLOOR AREAS ,OBED .BQUARE >$ FOOTAGE BASEMENT A/O nP- 1" FLOOR 2NO FLOOR GARAGE% CARPORT ❑ I3-51 0 ? -1 DECK - COVERED7C UNCOVERED ❑ TOTAL SQUARE FOOTAGE �GOZ SPRINKLERED BUILDING? ❑ YES NO FIRE SUPPRESSION SYSTEM PROPOSED /REQUIRED? ❑ YES H:Wpplications\Forms- Applications On Line\2009 Applications\4 -2009 - Permit Application - SFR Combination.doc Revised: bh �10 Page 1 of 3 PUBLIC WORKS PERMIT INFORMATION - SCOPE OF WORK (PLEASE PROVIDE DETAILED INFORMATION): CALL BEFORE YOU DIG: 1- 800 -424 -5555 PLEASE REFER TO PUBLIC WORKS BULLETIN #1 FOR FEES AND ESTIMATE SHEET. WATER DISTRICT ❑ ... TUKWILA ❑ ...WATER DISTRICT #125 )g... HIGHLINE El... WATER AVAILABILITY PROVIDED SEWER DISTRICT ❑ ... TUKWILA 7C..VALLEY VIEW ❑ ... SEWER USE CERTIFICAT 0... RENTON ❑ ...RENTON ❑ ...SEATTLE ❑ ...SEWER AVAILABILITY PROVIDED SEPTIC SYSTEM: ❑ ...ON -SITE SEPTIC SYSTEM — FOR ON -SITE SEPTIC SYSTEM, PROVIDE 2 COPIES OF A CURRENT SEPTIC DESIGN APPROVED BY KING COUNTY HEALTH DEPARTMENT. AP SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ ... CIVIL PLANS (MAXIMUM PAPER SIZE — 22" X 34 ") ❑ ... TECHNICAL INFORMATION REPORT (STORM DRAINAGE) ❑ ... GEOTECHNICAL REPORT ❑ ... TRAFFIC IMPACT ANALYSIS ❑ ... BOND ❑ ... INSURANCE ❑ ... EASEMENT(S) ❑ ... MAINTENANCE AGREEMENT(S) ❑ ... HOLD HARMLESS — (SAO) ❑ ... HOLD HARMLESS — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ ... RIGHT -OF -WAY USE - NONPROFIT FOR LESS THAN 72 HOURS ❑ ... RIGHT -OF -WAY USE - PROFIT FOR LESS THAN 72 HOURS El_ RIGHT -OF -WAY USE - NO DISTURBANCE ❑ ... RIGHT -OF -WAY USE - POTENTIAL DISTURBANCE ❑ ... CONSTRUCTION /EXCAVATION /FILL - RIGHT -OF -WAY ❑ NON RIGHT -OF -WAY ❑ ❑ ... TOTAL CUT ❑...TOTAL FILL CUBIC YARDS CUBIC YARDS ❑ ...WORK IN FLOOD ZONE ❑ ...STORM DRAINAGE ❑ ... SANITARY SIDE SEWER ❑ ...ABANDON SEPTIC TANK ❑ ... CAP OR REMOVE UTILITIES ❑ ... CURB CUT ❑ ... FRONTAGE IMPROVEMENTS ❑ ...PAVEMENT CUT ❑ ... TRAFFIC CONTROL ❑ ... LOOPED FIRE LINE ❑ ... BACKFLOW PREVENTION - FIRE PROTECTION IRRIGATION DOMESTIC WATER ❑ ...GREASE INTERCEPTOR ❑ ... CHANNELIZATION ❑ ... TRENCH EXCAVATION ❑ ... UTILITY UNDERGROUNDING ❑ ... PERMANENT WATER METER SIZE... WO # ❑ ... TEMPORARY WATER METER SIZE .. " WO # ❑ ... WATER ONLY METER SIZE " WO # ❑ ... DEDUCT WATER METER SIZE " ❑ ... SEWER MAIN EXTENSION PUBLIC ❑ PRIVATE ❑ ❑ ... WATER MAIN EXTENSION PUBLIC ❑ PRIVATE ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE FIRE LINE SIZE AT PROPERTY LINE NUMBER OF PUBLIC FIRE HYDRANT(S) 0... WATER ❑ ... SEWER ❑... SEWAGE TREATMENT MONTHLY SERVICE BILLING TO: NAME: DAY TELEPHONE: MAILING ADDRESS: CITY STATE ZIP WATER METER REFUND /BILLING: NAME: DAY TELEPHONE: MAILING ADDRESS: CITY STATE ZIP H:\Applications\Forms- Applications On Line\2009 Applications \A-2009 - Permit Application - SFR Combination.doc Revised: bh Page 2 of 3 EQUIPMENT AND FIXTURES —' INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: (� VALUE OF MECHANICAL WORK $ 0OC� +or FURNACE <100K BTU THERMOSTAT EMERGENCY GENERATOR FUEL TYPE: ❑ „lit GAS _j_ APPLIANCE VENT ,'S VENTILATION FAN CONNECTED TO SINGLE DUCT "L WOOD /GAS STOVE 41F WATER HEATER (ELECTRIC) OTHER MECHANICAL EQUIPMENT PLUMBING: Z0QQri VALUE OF PLUMBING /GAS PIPING WORK $ Z BATHTUB (OR BATH /SHOWER COMBO) BIDET 1 CLOTHES WASHER I DISHWASHER ..-- FLOOR DRAIN Z. SHOWER 5 LAVATORY (BATHROOM SINK) 4 SINK A_ WATER CLOSET II WATER HEATER (GAS) -- LAWN SPRINKLER SYSTEM 3 GAS PIPING OUTLETS PERMIT. APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN THIS APPLICATION — 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. 1 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 1 am authorized to apply for this permit. PROPERTY OWNER _O- R-AUTHORIZED AGENT: SIGNATURE: --- / PRINT NAME: 1 4; An tea. i MAILING ADDRESS: I 6 12_7- 5 • �AvC. 5 DATE: 3- ZL' 'Z O DAY TELEPHONE: Z 0 ( 6 z `i i/1v 1 C� 11J g6.7 CITY STATE ZIP 1 DATE APPLICATION ACCEPTED: „, I I ��1'�l DATE APPLICATION EXPIRES: �� O j I STAFF INITIALS: _�� H:\Applications \Forms - Applications On Line\2009 Applications\4 -2009 - Permit Application - SFR Combination.doc Revised. bh Page 3 of 3 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME ICI 03ki,t, 1 M p (:�i pERMIT # p l'J °OI 14.219 — 57.A+ !ctvt . 5.) If you do not provide c ntractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water /Sewer /Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) 5. Enter total excavation volume Enter total fill volume 10 / cubic yards cubic yards 2dd tV't /3S $250 (1) CRY LA APR 01.2010 $ 135 IT49ENTER Use the following table to estimate the grading plan review and permit fee. Use the greater 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 15T 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 l sr 200,000, PLUS $7.25 for each. additional 10,000 or fraction thereof. GRADING Plan Review and Permit Fees (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1 +4 +5) $ 351.6' 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 Jan. 2009 1 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance /Inspection Fee (B +C +D) 00 $ /15 .e- 00—(6) 7. Pavement Mitigation Fee $ The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total. square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. (7) $ 23 52 (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1" 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approved 09.25.02 Last Revised Jan. 2009 2 • 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* * Refer to the Water Meter Fees in Bulletin Al Total A through E $ 0.00 (9) 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ — C. Ryan Hill Water (Ordinance 1777) $ D. Allentown /Foster Point 2 Water (Ordinance 2177) $ E. Allentown /Foster Point 2 Sewer (Ordinance 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ — H. Transportation Mitigation $ I. Other Fees $ — Total A through G $ 0.00 (10) DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ 15% 5' —�8@ 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) Insta 'in Cascade Water Alliance RCFC 01.01.2009— 12 . .2009 Total Fee 0.75 $600 $.,i05 $6,605 1 $1100 ., 012.50 $16,112.50 1.5 $2400 $30,s = $32,425 2 $2800 $48,040 $50,840 3 $4400 $96,080 $100,480 4 $781: $150,125 $157,925 6 ', 500 $300,250 ', 2,750 Approved 09.25.02 Last Revised Jan. 2009 Temporary Meter 0.75" $300 2.5" $1,000 3 Clear-Form • . wq� City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http://www.ci.tukwila.wa.us Parcel No.: 5379800341 Address: 16219 51 AV S TUKW Suite No: Applicant: KIMBALL RESIDENCE RECEIPT Permit Number: D10-087 Status: APPROVED Applied Date: 04/01/2010 Issue Date: Receipt No.: R10 -01034 Initials: User ID: Payee: WER 1655 Payment Amount: $4,938.65 Payment Date: 06/11/2010 08:06 AM Balance: $0.00 IAN KIMBALL TRANSACTION LIST: Type Method Descriptio Amount Payment Credit Crd VISA Authorization No. 011150 ACCOUNT ITEM LIST: Description 4,938.65 Account Code Current Pmts BUILDING - NONRES MECHANICAL - RES PLUMBING - RES PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE STATE BUILDING SURCHARGE 000.322.100 000.322.100 000.322.100 000.342.400 000.342.400 640.237.114 Total: $4,938.65 4,334.65 189.00 252.00 23.50 135.00 4.50 PAYMENT RECEIVED 'doc: Receipt -06 Printed: 06 -11 -2010 CAI of Tukwila. • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: hitp: //www. ci. tukwila. wa. us SET RECEIPT RECEIPT NO: R10 -00556 Initials: JEM Payment Date: 04/01/2010 User ID: 1165 Total Payment: 3,321.67 Payee: IAN KIMBALL SET ID: S000001368 SET NAME: KIMBALL RESIDENCE SET TRANSACTIONS: Set Member Amount D10 -086 D10 -087 TOTAL: 119.15 3,202.52 119.15 TRANSACTION LIST: Type Method Description Amount Payment Credit C VISA - - - 3,321.67 TOTAL: 3,321.67 ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - NONRES PW BASE APPLICATION FEE PW PLAN REVIEW 000.345.830 2,936.67 000.322.100 250.00 000.345.830 135.00 TOTAL: 3,321.67 p E T RECFVED INSPECTION RECORD Retain a copy with permit 01c dS7 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 Pr 'ec +"W l�eJ a� Type Inspection: ti , N AI,. QJ • k O. A Address (� Si d +�1 tiq Date Called: Special Instructions: Date Wanted: I I` (Z l { p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ^psi n,✓ , I ) Lj, s F 'z Adv) f prA;\ t , 3 AS AkikbE Dv- N c ` r ( o p l nsper, tor: Date:' I I REINSPECTION FEE REQUIRED. Prior t next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 10 ; Call to schedule reinspection. : . " INSPECTION RECORD Retain a copy with permit - INSPECTION NO. PERMIT NO. e CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 tre-, t.. proJefr L e ,,,,,,,,i , .......„, _ Type of Inspotif.n:••• 'C. ic1 t r Address: ) ta 7 i 4 S° ( 7- a • P , Date Called: Special Instructions: Date Wanted: -- (0-30—/1 - a.m. s'llalf!' Requester: Phone No: - • ['Approved per applicable codes. LJCorrections required prior to approval. COMMENTS: .t9kr-t-N.ae AA kJ i-Or 1),, 61 r_S • •, • • •• Inspect r: cc_ A4j ,L1) - • e . •17. Date: fi • . • •.•, r7 REINSPECTION FEE REQUIRED. Prior to next inspection: paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule eeinspecticirC• , • ::? INSPECTIOWREC‘012, • -•._ Retain a.copy with permit INSPECTION NO. PERMIT. No. CITY OF TUKWILA BUILDING DIVISION II'. 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670. Permit Inspection Request Line (206) 431-2451 Pr: , xik8A-4 Us: iteAd, Type pf Inspectiqn:, , . (-, NJ Ai pt,./x2s:let? • Addres- 1 (47 s eL(1 s-N- -5 1.- A•Via- Date.11 Caetv_ f Special Instructions: . / Date Wanted: / - (D-32(f f a'm. -30 \ .- Requester: Phone No: -I/ 1(0 1 -61,72..... Approved per applicable codes. COMMENTS: EJCorrections required prior to approval. I eX-in, .) ti M AA? .. • . • '4 Inspecto : Date: _?•4 . •:• REINSPECTION FEE REQUIRED. Prior to next inspection.le•emtist;be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reihspediekil• • INSPECTION RECORD Retain a copy with permit . c INSPECTION NO. PERMIT Ng CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 431-2451 e- Project:„. 1 i 1 V A-4/ ( fLe ). Type of Inspection: A) Address: itoL(C.1 c)/ Date Called: Special Instructions: / Date Wanted: 3 P.m. L0 Requester: Phone No: [J Approved per applicable codes. LJ Corrections required prior to approval. COMMENTS: ,... . . . ,r. ____ - I rate: At r7 REINSPECTION FEE REQUIRED. Prior to next inspection.,fee •h-1144t.. . . • • ; • INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431-3670 • 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431-2451 Prot' N, 0( /64,i a. 40‘ 4 ii-t 1.44 1-- Type _olt / k 1-- Inspection: . f1/4- IN A-AJ IA AI :,,N6, Address: 3"--- 1 Cot- i q s - ( Avt_ s Date Called: Special Instructions: Date Wanted. p.m. Requester: Phone No —7 5 6 rl '111 Approved per applicable codes. Corrections required prior to approval • MMENTS: Inspector Date:6 24 (1 '• • •:‘ r7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must fie.: •,:%; paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspectidri..':•,-, �,��.� LIMINSPECTION RECORD Retain a copy with permit INSP. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 , (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project, K i MQ 1 /L_ei Type of Inspection: - F �.R L has .rio:t ,A�nc Address: gy: 1 L0 Ltel St Also S. Date Called: Special Instructions: Date Wanted: L -Z4-- 1( � �c n P.m- Requester: P, `t- V -.N1 Phone No: %,, // r7 .L EijApproved per applicable codes. orrections required prior to approval. COMMENTS: IX 5G\c i ( co (f- `t-IN (, Ai ;c-'is Err f,. 0 n ( (( P, `t- V -.N1 r of -1-.3 e/ c' T -, Vii)L `r-t) 0 _,.'\ p iA c ; ( -- s k ,)( � p i rl PP ,u ry i 7,, 3.1A -�-t. P A (-6 / A _j -,, fit r.enr ,. K4C / Date: • .r "—I REINSPECTION FEE REQUIRED. Pri tr to next inspection. fee must be. paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection:..• : ;`;::: Inspe tor: ;• • INSPECTION NO. INSPECTION RECORD Retain a copy with permit plc -o8`% PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Prole N'R,,b A-41 I Q Y lcn a Type of Inspection: .r ; / J Ai-- A e J . Address: ( Le ?_ 15 J+ ---s 1 `A-c/E S, Date Called: Special Instructions: Date Wanted: � ' r7 �''`a�m,, [.� - � � P.m. Requester: Phone No. — (S ` D 7 ElApproved per applicable codes. Corrections required prior to approval. / • COMMENTS: j ' kkkei. l ea ' P,Usr ./.0 6 e__ (n . c : A t ( I A.t n aphi __ot t S D .er A�;--)! i /k'( o , As e/c '" 4.4,0 p `--r1) P►,`_c ,-:br 1 • r kt J O X1,1' ( A•Cd J e, r Ae-DAAp(ere_ i4f-444_r-p-LJAI pv.7.4 e rear (D (J,A.e • s Inspect r: Date :) • • • • • r7 REINSPECTION FEE REQUIRED., rior to next inspection, fee •rrmust be.:._:''.� =: paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection...)• :;;°.-=:;, - INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 1+g . (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 o►d - ogri Projes `:, a --___() ...�.re_+..s .. 6 �el'� • p p _°.- Type of Inspection: ► Address: I VI- (1 v'r 51 Ave-- Date Called: St ?corer L ' @ s : Al< wedrakr wt6LEJ Special Instructions: . cAu 1 K (A)A -rem' d 0..Ie r C�? (t.Q At— Date Wanted: P.m. 24 ( ,a.m. Requester: _Cupp iv , ^5.,( . e- e,"7- --: 0 /Ad i p ,i Phone No: 240 .•---7 (5 - 617 YZ. ._ ElApproved per applicable codes. Corrections required prior to approval COMMENTS: , �► --___() ...�.re_+..s .. 6 �el'� • p p _°.- - Api,e}�-��1 � r- r - /Week O S k k iALStv t'NI.Veik. J At 4-144/A A-rre0i U . St ?corer L ' @ s : Al< wedrakr wt6LEJ 1 A.S. A.2 C.4-8. NI &'. . cAu 1 K (A)A -rem' d 0..Ie r C�? (t.Q At— 4.o AA Ich I tZe ; L, A-T 4 A /At, e r ti f40 a fit , uiD_STA -r* :I D t`7 ,4JJ Sr_ Skz c d-c/` W,te _Cupp iv , ^5.,( . e- e,"7- --: 0 /Ad i p ,i (;kr ./ les `7.1) C1oJr a uJfIis Jot Lkct Date: 6, 4— .1i.: REINSPECTION FEE REQUIRED. Prior t next inspection, fee must bey' paid at 6300 Southcenter Blvd., Suite 100. Call to schedule. reinspection... = INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (, (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Din -©`T Proje M� t5. Type of Inspection: RA, Ai Piu.iL .1.4 Address: Y Date Called. Special Instructions: Date Wanted:- Z.4 + ( r P.m. Requester: o Phone No: ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: /f1 / 4M (PIP 5�� ,ASN ZI I(2 `� ks' tcr'(5A-m. 0 e eA i. yCr @ riovrci--- m-1--fr, Tv 0a3r j\J 2-p--012-441_ A t c.-es..› ,- _ Zl �1S D A ��.,k. t __(.-2'--/1/4--3ff.------p_e--(7‘14 _ �c� siipo( �� tia.-rur TLT MUS' f e . 'Vs v A--k - -ei • Re >c .0 -i/' � f & s S� d° 0i, - h) Inspe or: Date:4 �4 r REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. ': INSPECTION NO. INSPECTION RECORD Retain a copy with permit oro -o e PERMIT NO. CITY OF TUKWILA BUILDING DIVISION* (206) 431 -3670 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 P1MkU je lets k Type of Inspection: Pt) M8 Address: ff Sr 1Lo 'L1 1- L✓ei , Date Called: .5 Special Instructions: . Date Wanted ..—, 1 ------ 'a.m.P Requester: Phone No: Approved per applicable codes. ElCorrections required prior to approval. - COMMENTS: Inspec Date: .�-t -t r_ ri REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. „ , -, INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. AO -g,7. CITY OF TUKWILA BUILDING DIVISION. (�- 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 =2451 Project: ,/4/i I / %1 . Type of Inspection: P --' r�'z— ii Address: • /6,2 .5-4/ mof 5 Date Called: Special Instructions: Date Wanted: /- -.3/ -- // • `9.m. Requester: • Phone No: c26. ‘ 5, — 4 7 „? ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: !�►a; _ — V‘i `-ry `fir A 134‘17 - 4.DL,tu "r DA iilligt)Af A 1 Date: I REINSPECtION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. can to schedule reinspection. INSPECTION RECORD -Akki 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- 4- Pri�etr 1/%A, 4" • Type of Inspecction: t i _- flt- Address: f Date Called: Special Instructions: Date Wanted: 00 ": f'�a.m� Requester: 14Approved per applicable codes. Corrections required prior to approval. COMMENTS: 4" • . 4NAS 0 i _- flt- IM\ --CA-5- (A' IN Ae RA) .! k. �► i e CI f Inspor: Date: REINSPECTION FEE REQ IRE) =riorp next inspection fee must be paid at 6300 Southc nter Blvd.. iu t` 100. C -II to schedule reinspection. • • INSPECTION RECORD Retain a copy with permit INSPECTION N0: PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ' . 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 �t0 -or/ ProjeK-1'/M,biettl l eJ:k` Type of Ins io n Ad 1 re61_ i 1 • 5 f —" Date Called: L1/4A-0 -2 Special Instructions: Date Wanted- . j ..ire 1l.I Requester: L i`4� Phone N° (0 5 1& ElApproved per applicable codes. Corrections required prior to approval. J 'COMMENTS: AA 4 Js'"r L1/4A-0 -2 6 c i 2-- of .._ 3 ..ire 1l.I t £i1 L i`4� U - - ( ..r ,c`) / ilr - tre -.s e F - 7 Itrn_tor : 1Date: ,� _1..3 15 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. * cto —o 7 • • ■)jt k.3 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 r/t• - Pr 1e Type of In pe t' n: Address: I(Al.( 1_ -J t— v / Date Called: -- . Special Instructions: Date Wanted: tea 1 2. - 13 --I © p.m. Requester: Phone No: tO Ce -11 ►` - -4 7 gZ LJApproved per applicable codes. COMMENTS: Corrections required prior to approval... 1 C))666—k kh° Mjt) D K 'rzD .c,710 eel' _ r ..r ri of f ,AA 44,M-40 ostlioe Date: 1-1 REINSP CTION�R,.EE REQUIRED. Prio'ir to -next inspection, fee must_ be paid a .300 S. thcenter Blvd.. Suite 100. Call totschedule reinspection. - INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. . ci ID i0-O97 CITY OF TUKWILA BUILDING DIVISION R' 6300 Southcenter Blvd., #100,. Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 (206) 431 -3670 Project: I.< lYVNaALL- RFS - Type of Inspection: - FRAtiAl 1C. Address: I ,2 l G 5 1 At S Date Called: - Special Instructions: • Date Wanted {a- I© m. p.m Requester: Phone No: I•• `'•_'° El:Approved per applicable codes. Corrections required prior to approval. / COMMENTS: REINSPECTION FEE REQUIRED.+Prior to next inspection. fee must•be paid at 6300 Southcenter Blvd.. Stiite 100. -ll to schedule reinspection. / INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. 1-• CITY OF TUKWILA BUILDING DIVISION. ' 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 =3670 Permit Inspection Request Line (206) 431 -2451 Do -089 Pr O% r fr•N, . A...00 ''• Ty.i. of Inspection: w ../"- OU 04- A-, A ' AZ, . Addr ss: ...- Iv- to ailed: 71::1' Special Instructs ns: im' Date Wanted:/ r.. to a.m. Requester: S Z- -7101' --' (a Approved per applicable codes. orrections required prior to approval. la. COMMENTS!'' - S :74k -",-4 e LA i'l) 4\ -.r, r- 6 Ad , ,iiiiii 'c rat p: �ft7I= ;� s t , - . .1, ( R ,p i ' 1 UJA r Y... dj • i 4 nsp tor: Date: n REINSPECTION FEE RE UU ED. Prior to insp''ttion. fee must be paid at 6300 utliceriter Blvdy• Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. • CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvdr #100, Tukwila. WA 98188 (206) 431 =3670 Permit Inspection Request Line (206) 431 -2451 Ord --IXO k./(4,14A4 Rts-IleftP: 0 07.7-riu tiCA---:0« Date allerd:, �^ �� Address: Sr' IA q 5 ripic Specie] Instructions :. • Date Wanted: a.m. C 2 .' .3 - <a _`-,* Requester: ' "" (� 0 Phone No:, i0 0 y-7 r d Q - VApproyed per applicable codes. Corrections required prior to approval.. /- fi), mot'" 1\ Im, P. fi to -- r 414) pA 1 Date: • ri REINSPECTION FEE REQUIRED. P for to next inspection. fee mutt be paid at 6300'Southcenter Blvd.. Suite 100. CI to schedule reinspection. - ( 6 INSPECTION RECORD Retain a copy with permit INSPECTION NO PERMIT Na - CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431- 36f11' Permit Inspection Request Line (206) 431 -2451 G� IJ14 -0er] Proj ct: rj �" /} t 1.�.� . Type of Inspection: q 0N ) eta /�„Q_ / LI�e. -o� �/ Ad ress: tc22r5 .r Y J. Date Called: ' Special Instructions: Date Wanted: r 7 _r/ � m. Requester: Phone No: - -7 G I r 497 Approved per applicable codes. . COMMENTS: Corrections,required prior to approval. 4 S - c =1_:ti ■■11! Insp ctor: ❑ REINSPECTION FEE REQ' RED: Prior to n paid at 6300 Southcehter Blvd.. Suite 100. Ca Date: xt inspection. fee must be to schedule reinspection. • INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NOt , .CITY OF TUKWILA BUILDING DIVISION R' • 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 =2451 QED -0 Pro , % i 6``�� ,b 4l.M A . Type of Inspection: peAIS / re (FCCe `�'" I Address: �y /-X i40 2f1_5I / - ip Date Called: a Special Instructions: Date Wanted 5 ^ ' ! 1 Cj . .m. . ! .m. Requester: Phone No: n ( —e7 4. 6.e2 :Approved per applicable codes. Corrections required prior to approval.? COMMENTS: ! - (r 2)1C--e, ryl V2, exi,,- 1 IA ......"--",, Al rr , Le _el --- C T l f __r1, !t. _,. i A ll I\ Inspect r: Date M.� „...1 0 ❑ REINSPECTION FEE REQUIRED. P.r . t. next inspection. fee must be paid at 6300 Southcenter.Blvd.. Suite 100. Call to schedule reinspection. ` ca- } INSPECTION RECORD INSPECTION NO. Retain a copy with permit PERMIT NO.g CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 Cexi dr0xor? (206) 431 -3670 Pro' ; 1\-4. A4 i!i ReSSCAL Type of Inspection: 1-4004 Address: r 1( ,. d. Date Called: -S A d ( ) tJ (.,P It : r\ as Special Instructions: Date Wanted /O _ 6. Ai- A c .m. Requester: ( , Phone .0 6 r t0 5' 6, (` Approved per applicable codes. ections required prior to approval: COMMENTS: . nT *_.,Q ..J r:, .. • r- -S A d ( ) tJ (.,P It : r\ as ifJC. ' .- ue IS' U� cr (0,1:'A _ 6. Ai- A c ( , -(D. Ny e A. .,e<_ s -Tv t rA t r -- 5 ,_,,c . -Le. __ ......„... A . Ilns ctor: Date: ^/ i 9 - V7 r 0 REINSPECTION FEE REQUIRE 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 O. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION' G 010 -oFsi 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Prk4.s t A-1{" //(� Type Inspectio�n: r-AJ j A( /I P c /yA /�� Address: _ ..!'r ({�2(4 .S!°Ti�'t , Date Called: COMMENTS: Special Instructions: Date Wanted: 63 -7-7 �- r a �' . p.m. Requester: ?, ... s 4 -t Phone No: ,( ,3%-r " For t &SI—rO e) MS jr; t :.--1 III Approved per applicable codes. orrections required prior.to approval.; COMMENTS: CO _ on— d--Y ?, ... s 4 -t Mk ,( ,3%-r " For t &SI—rO e) MS jr; t :.--1 r`d d_!! rj K. _— nr_, r ,02. Jr_, re • =— P .. * L.) n - n Date: el Ti, , EINSPECTION FEE REQUI • - `'� r to next inspection, fee must be paid at 6300 Southcenter B Pd.. Suite 100. Call to schedule reinspection. ' INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 44 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3&70 G (Jl4-o '7 Proj " ,'-' tr [ l2 -e-5• Type of Ins ection: (^ �)fr 1 , �bF Jti eAr Address G /I ,,,r St_ Date Called: Special Instructions: / TiL o2 Date Wanted: 3 , - I) - mom' Requester: II ■ Phone No: Approved per applicable codes. Corrections required prior to approval. CO ENT�S:: A -67 of ,Sc- x- * pAr 61 wAA(S - TiL o2 I(eTC - — iNee .A 'Th M ; cN2 ,�- . /) - Af_.: II ■ . . 1 Inspect v Date: 3 �/ EJ $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: — INSPECTION NO. INSPECTION RECORD Retain a copy with permit Div -0137 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION fL 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: /1/"784a-- /'? 6' Type of Inspection: L . , /,120 oc7 04'2 —VOL Address: /‘..2 / (5"/ Av 5 Date Called i L.,.. A -/ ,. 3" Special Instructions: l- Date Wanted: a.m. -7-22 -/v a. Requester: Phone No: o?a 6 -765 --G 7 ,9Z. Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: Insector: Date: - 2.2 - -10 ri $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: INSPECTION NO. INSPECTION RECORD Retain a copy with permit 4to -ok7 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro) c y1. AA. ,�PC l elt-i(.. Type of Inspection: /� ..-- � "i7 err: A Cr) v3 I JAS Address: ( f t�� Date Called: Special Instructions: Date Wanted: ":-.a.m. -7- ` Requester: Phoyo.6 7(475627e,i_ A Approved per applicable codes. El Corrections required prior to approval. 2 COMMENTS: nspgttor: I Date: —7 El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: 'Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION C- 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 C PrKi t; !� K �ype ofhspoT", : ee Of r E-Z4 �� A. GC r/"J Address: I fir, 21 t i S'` 1----Auf_ E _ Date Called: Special Instructions: Date Wanted ! 13 a.m. Requester: Phone No:(e) ! 1.761q 7g...2. Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: I 1 /J Insp¢ctor: Date: '$60.00 REINSPECTION FEE RE 1 RED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Stile 100. Call to schedule reinspection. Receipt No.: Date: �3 INSPECTION NO. INSPECTION RECORD Retain a copy with permit cA.A ni0-05,1 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Proljzi i R j A,...\ Type of Inspecti9n: ik c f i✓x...c Address: S -Date it„2(9 5(1, , Called: Special Instructions: Date Wanted: a.m. Requester: Phone No// �� ti0 ` / ( S ` 6 n b- ❑ Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: Inspector: -u. Date: r 4 _ /0 El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be +'--' paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: (Date: INSPECTION RECORD Retain a copy with permit cigri PERMIT NO. CITY OF TUKWILA BUILDING DIVISION ; 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (20t")431 -3670 INSPECTION NO. Prod K A.,54,../tt Type of Inspection: t Address: 6 1 1 S (� Date. Cal led: F f J /a Li i t / Special Instructions: Date Wanted: ' a'"�':r „ • G - ZM -r( a Requester: . f' '^" • Phone No: -7 -(97r2_ Approved per applicable codes. Corrections required prior to approval. COMMENTS: ut) pX-Of Sup ( r IA ^-65k, I✓j 3 rtrc- 37-1 ;/ [�/�,✓� Inspector: /l Date: (� - 2 '— I J El $60.00 REINSPECTION FEE REQUIR D. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION NO. INSPECTION RECORD Retain a copy with permit Ai\ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION - 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro'ect: d A `1�\ /Q J(ff \� e A A {/ ' /V`1J �%�.'� I -C ��i�l \�Y Type of ns ection: (y/ p -�� h)0 ,A 7 l,,A,t, \•, Address: S-r (0215 S( Au. J. Date Called: Special Instructions: Date Wanted: / .14 a.m. Requester: Phone No: 'i.D(0- r)(A-(o Z Approved per applicable codes. LICorrections required prior to approval. �° COMMENTS: cit -�._ 12i f7 *(eP Y S /Gfr ��.r4it -el1 v l J J/L f i4; (, :^'S e 3 A ,g '5 e_ i UA A- F-(,E' r Atuki,arb Kt3 ‘i\T‘ef ,(.7 eA Inspect ir: _ {j fl; �. Date: $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: - INSPECTION NO. INSPECTION RECORD Retain a copy with permit D10 -087 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188, (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Pro t: /;,Y1JoOLll Res - Type Inspection: nom► Address: /62°''M Sl 41, e., S Date Called: 7 Fill Special Instructions: Date Wanted 7 41 11 Requester: 111 Phone No: -x4' —1621 - 47 g.. Approved per applicable codes. Corrections required prior to approval. COMMENTS: — Soot 1 PC( . F1i Ale©t 'haled 'Inspector: Date: 7111 1 n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. - ToIlT.il" Rpf .4: •• • INSPECTION NO. fwzr.stromi.priou'var2Twei—xyg P.;i3 rn "7. N. IT; INSPECTIONAECORD . . Retain a copy with permit D -06 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 '. Permit Inspection Request Line (206) 431-2451 Project: K 1 en 100,0 Ve S • Typg,of Inspection: , Yit) Fined Address: lit-.1'i S I Ave_ S Date Called: CI II& I 11 Special Instructions: Date Wanted: Requester: Phone No: • 1,v) Ccils EjApproved per applicable codes. ElCorrections required prior to approval. COMMENTS: — Si)eitatLIK aoi ()rot actec-ic bureol Wck. 4(7. c,;-kr Stotefriar b - T--1frfared - Fipatfeof ,. - cLA04ed ftrioded - kiee41 Pt'- (7ro( 4c, .-CilAid : Inspector: 1Date:6 11 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be. paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspe.ciion. • b'a SD INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 Project: K I 'en LA— 1 1 Res . Type of Inspection: St) - COA4-re r- Cg1.S 1IPd a.ti I ki ci -f-rAiic Address: I(c3.f' SI /4 vv 5 Date Called: -7/1-1(0 PI drrjrn' as t,ue-1( 4s .4he__ dotva - Special Instructions: Date Wanted: Z fo a , g Requester: tarn i.os4eetof o-f ptasi, bloc, .s- s Ph0)70NNo: 16,i 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: - COA4-re r- Cg1.S 1IPd a.ti I ki ci -f-rAiic i it 41-!e St) corner- Or 'fie Inf fn c e Se 40nddL1t(on PI drrjrn' as t,ue-1( 4s .4he__ dotva - Sfoik" Ara InS.. Pi+ ••1S S`x s- x5 i Lire 01 r n 'Al br ∎ ■c. A ri - Pitied Gtr: -11-, round Ara 1/1 rock. OI< 4-o L9c d 4z r . TA Ls p;-1- wo s .Ir76fAl1eJ i.os4eetof o-f ptasi, bloc, .s- s Inspector: D5 Date: (2410 El $60.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: _y. . ..._ a ..— _ t2571.....01...a; INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit bro- 087 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Project: lc vv\ biAkt.L P.-eS 'I afilJC•Q, Type of Inspection: "t Address: / b 1 al Suite #: 5-1 A, 5 Contact Person: 4.111/Li Special Instructions: • Occupancy Type: Phone No.: ??4- tApproved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: -c--:( ( -r l w .A-1.- - C. (C i'• tf."r'z S 5 t S on) 5• fie.. '‹ P e JS AA.vu t i of Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: c, egv^--- S 7-- Date: as a-(l 1 Hrs.: ' 100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from e City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: 1 Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 • -4 Z mj 0 ft O tg-arn ✓ rn dut 0 J31N3O 110183d --F :1> m z 20' NINO 10' 122.11' ft T � • S` • ' Vs N` 20' > -- :T — — — � ' / ' r— 1 ' ' 1 / ., �'�___( �' 1 ; WIN o► 0 m (kr% 4 f91141 ii.n arm 20' N N OVCI CINV N1 'I '11VG11.4I)1 10' 0 rn 7(1 - -fir • 32.11' 5' BSBL 3I l9 0 i:11* ems no 0 122.11' fl' 0 rn r r- 9, O 0 o 1 m W 122.11' 4 20' 122.11' fb. hese pl`ls have been r vjewednhy the Pi. 1ic\_ Wlorks Department for ct�n ormaRce with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: PREMOLDED EXP. JOINT (TYPICAL) 18' SIDEWALK 5-6' 2% 7 MIN. OR MORE AS DIRECTED. * DEPENDS ON DRIVEWAY PROFILE 2' -518' CRUSHED ROCK (MAX. GRADE IS 15 %) SECTION A -A TOP OF CURB AT DRIVEWAY 5% 18' CURB DETAIL NOTES: 1. THIS ALTERNATE SHOULD BE USED ONLY AFTER STUDYING CLOSENESS OF DRIVEWAYS, DRAINAGE, TOPOGRAPHY, DRIVEWAY GRADES, RIGHT OF WAY, ETC. 2. CONCRETE SHALL BE CLASS 4000. 3. INSPECTION REQUIRED BEFORE PLACING CONCRETE. AT LEAST 24 HOUR NOTICE MUST BE GIVEN TO TUKWILA PUBLIC WORKS DEPARTMENT. 4. ALL DRIVEWAY APRONS SHALL BE A MINIMUM OF 6" THICK. 5. WHERE DRIVEWAY WIDTHS EXCEED 15', A 3/8" X 5 -1/2" EXPANSION JOINT SHALL BE PLACED LONGITUDINALLY ALONG THE CENTERLINE. 6. ALL WORK SHALL BE PERFORMED IN ACCORDANCE WITH APWA/WSDOT PLANS AND SPECIFICATIONS OR AS DIRECTED BY THE CITY OF TUKWILA. 7. AN ASPHALT APRON MAY BE USED IN AREAS WHERE NO CURB EXISTS. 8. REMOVAL OF EXISTING CONCRETE CURB, GUTTER OR SIDEWALK SHALL BE SAW CUT TO THE NEXT CONSTRUCTION JOINT. NOT TO SCALE City of Tukwila RESIDENTIAL DRIVEWAY ALTERNATE 3 OF 3 SHEET: RS -08C REVISION #1: 08.03 LAST REVISION: 04.08 APPROVAL: BOB GIBERSON, CITY ENGINEER SIDEWALK WIDTHS MINOR ARTERIAL* PRINICIPAL ARTERIAL* TUKWILA URBAN CENTER (SEE NOTE 1) 5' 6' 6' MIN. 4' LANDING SCORE JOINTS EVERY 5' �}- 5' -- -j -- 5' -1 A 3" WIDE EDGER FINISH 3/8" FULL DEPTH EXPANSION JOINT CURB 8 GUTTER (SEE RS -08A) 2% MAX. NOTES: 18" 18" SECTION A -A 5/8" MINUS CRUSHED ROCK THICKENED EDGE ON RADIUS 2" 15' EXPANSION JOINTS EVERY 15' PLAN VIEW 1" WIDE X 3/8" DEEP SCORE JOINTS 3/8" X 3.5" EXPANSION JOINT ELEVATION 1. SIDEWALKS SHALL BE A MINIMUM OF 8 FEET WIDE AT BUS STOPS AND PULLOUTS, OR WHERE THE SPEED LIMIT IS OVER 35 MPH, OR WHERE A TRAIL AND SIDEWALK ARE COMBINED. 2. PLACE CEMENT CONCRETE OVER 2" OF 5/8" MINUS CRUSHED ROCK OR AS SPECIFIED IN THE CURRENT APWANVSDOT STANDARD SPECIFICATIONS. 3. REMOVE EXISTING CONCRETE CURB, GUTTER OR SIDEWALK TO THE NEAREST JOINT; SCORE JOINTS MUST BE SAW CUT AND REPLACED WITH NEW. * SEE TMC 9.48.040 • NOT TO SCALE City of Tukwila SIDEWALK SHEET: RS -11 REVISION #1: 08.03 I LAST REVISION: 04.08 APPROVAL: BOB GIBERSON, CITY ENGINEER Fire Escape Ladder 1 Permanent Escape & Rescue Ladder 1 Home Fire Escape Ladders Page 1 of 1 FILE COPY Permit No. Horne I About PEARL PE ®® &RLe P R O T E C T E D Porrnanent Ewap. MII Rescue L.ad.r Homeowners Building Material Dealers Building Professionals Government Military News Media Links Contact Us 1 My Cart Site Map Campus Safety Coordinators Permanent Escape And Rescue Ladder Firefighter Recommended PEARL - Recessed, Interior Permanent Escape And Rescue Ladder Saves Lives by Providing a Home Escape Plan for Fire, Disaster or Home Invasion If you or a member of your family sleeps upstairs, how will you escape in the event of a fire. home invasion or other emergency? 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Code: 1615 Quantity in Basket: None Price: $79.95 http: / /www.safeescape.com/ category/2LAD.html? gclid= CIS7pYSu8KECFRZ5gwoduGE... 05/26/2010 OUTSIDE— REPAIRS. DEPOSIT ° FILE COPY pommiltNo. VAL VUE SEWER DISTRICT APPLICATION FOR SIDE SEWER PERMIT N19. 2113 PERMIT EASEMENT te39 CARD OWNER ..e-olfeite-1. ---/./9 ' ..- .,--'e-let.44L--e0±,..11-'c.,-1. CONTRACTOR.-- • ,. ---------- HOUSE ADDRESS —../ 6 .2.1.1 1-irz--74 -,,,,). , BASEMENT: YES....-..-....._... NO......--.-...... • NAME SUB-DIVISION 221 C.,..-. .X.......-. ' LOT No.. �j( No. # A 1/(--yo‹. SCALE i • ; , !,' i IT. : . : 1 i I • I ,- I 1 1- .;-.' -' I.. -!--1-11-177-7‘1":f. ---j..- 1 j1-711-17j:74-11-74-ril- C1;:;__I _1 1 1 1 : ' 14., .-I.L! r ,- - [- -ci.H.-t--1-E, ',-1-i- i-i- I i 1- i ; i-i. I 1 1 -ii--:•-1 1 !,- - 1 ; , ' ' 1 ; ' ! .; ! • ! I . ! '; i !--i--7.1...; 1 1 11-.1.71-;-1- ; • ! 1 7 -r.,:::-. : . i . .. :..: _, i • h: :1 . ,.; - _- -- .! : : s: : ..1 .,. •1; ' _ . ....:. .. ._ 1 • -T . 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' 1 . • • I I . , 1 i • : • ; . 1 L. • • 1 ' :' 1 ' : ' ' " - •'• . .. _ _s. _ ...._ ...-:• ; : i ' : , ;—: 1; 1-- i , ; : • ; — ; • • ! 1 . li ,1 ......:...i,!. ,I." _!. .s...:._1..!...1._..1 .: ., ; „ • „ ; :.; : 1. i ! • ; ; ; '; ' • I • - ; i : .• ; 1 • ..'-4.-''......!,...; .1 .. . ! • '......t.i.l..4•$':r.:1.-f,----!--1,1 . ! .1.. " ' • ' - -I: ; -; i. 1 : ! ; , 1'*' 1 ‘ -; : 1 ;!... , - • • ;,1-:-• '--.. 1 :--: ,. . , .- PLJBLIC WORKS '--j- -'. '.-. J. ' DISTRICT APPROVAL BY CP-CV rr. TEST RESULTS -LOSS DATE 0 M-7) 1 .1 _. .1 ; I HEREBY CERTIFY THAT THE ABOVE CONNECTION HAS BEEN MADE AS WN, PRIOR TO BACKFILL C3 Off/ BY DATE e3-1 46Stt°8 OUTSIDE........ ...._ _.. INSIDE.._ REPAIRi_ DEPOSIT I co u.1iR1 P1 VAL VUE SEWER DISTRICT APPLICATION FOR SIDE SEWER PERMIT OWNER..._: HOUSE ADDRESS...1.`422 .. 0 -`. :._6. - ... _. NAME SUB-DIVISION • � 1 1355 PERMIT 1® EASEMENT CARD No-_ . _. — DATE. �} -1-. �, } _ ` 5 CONTRACTOR • 1k..1. L 1 �.�,.�:�„5...... - BASEMENT: 1r85 ._ _.._. -__ No.:1"..'„."�- LOT Na :. ,. __. -_._.. BLR. _ tI '7". 2.s..) ! 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■B!mA■M■ ■■■ ■■■i■■■■■■■■ ■ ■ ■■M ■■■■■■■■■■■■■■■ M■■ M■■■■■■■ mtommunn 1mR': ammi iiM10JIBl _:1■■■■■ ■■■■■■U ■■■■MM■MOO■ ■■ M■■■ MNMOMME MM■■■■■!.SUMME■IM■■■■ ■MM■■■M■■ ■■Mats■■■■■■■■■ ■■■■ ■■ ■■■■■■MM ■ ■■M■MM ■BUSEMMOMM■■■ N I•■■■■■■ M■■■■■ M■■■ ■M■■■■■■■■■■■■ ■M ■■ ■■■■■■■■■■ ■■■ ■■ M■■■ ■■ ■O■MMMOM■ ■■■■■IM■ ■■MMOUM■M■MM MMM ■■MMM■■■■■■ ■M ■M■ ■M■MMU■ ■MM■■■■ ■ ■■ MEMO ■■ ■M ■ ■■M ■M■M ■ ■■ ■ ■MM■M ■■h ■M■ MOM■ i ■■MUMU ■■ ■■■ ■ ■ ■ ■M■ ■M■ ■MM■ ■■U■■■ M ■E4MMOM■41M■■■M■ ■M■■ ■■O7211■ ■1111■■■■■ ■MM■■ ■MMM ■MMM■■ ■M■■ ■M■■ ■MMM■ ■MMM■■■ MMB3 ■n:J "iFl[31i:lmom ommIBC11iammo ■ ■ ■■■ ■ ■ ■ ■■ MMM ■■■■■■■■■ ■MM■■MM■M■■■■ ■MM■■ ■■ ■■ mmorn dumragm7CiMu■tBm■MPB ■M■■ ■ ■ ■U■■■■■■■ MM■MM■■M■M■■■MMMM■■ ■MM■■■■■ ■M■ ■ Eli ■ ■PUMUM BOIMMC7O�JM1i1� OVAI ■M ■ ■■ ■M ■ ■ ■■■ ■■OEM ■ ■ ■ ■■M■■ ■O■MMMOO ■O ■M■ ■■ ■■ ■MMM 1 I HEREBY CERTIFY THAT THE ABOVE CONNECTION HAS BEEN DISTRICT APPROVAL BB�Y..,,.II_. DATE..1.-2A -1 5 (�n MADE AS SHOWN, PRIOR TO • BACKFILL -. TEST RESULTS..C. DR �I�LA`( BY 1.X 1 1 P DATE r / S r> A h Nat751,1 ,'ob�,�� N L- 7Z p,��p�� Beginning at a point on the north line of Section 27, "� � ° ®, • = 'as' , A.. oe • .9 ant "' • � • - • o • et from the northeast corner of said Section 27, and running thence S 0015 °50" E 756.00 feet to she true place of beginning of €hTS. scriptiony and running thence S 89059'10" E 355,74 feet to the east line of said Section 27; thence along the said east line S 0014'13" E 145020 feet; thence N 89059 °10 "W 355.67 feet to a point which bears S O015 °50 "E from the ,true place of beginning; thence N 0015°50"W 145.20 feet to the true place of beginning. Exce pt tije east 30 feet thereof for road purposes Being Tract 21, Block 5 McMicken Heiuhts Diva Nc, 2 unr. ecorc3< -, 1 41; 4ySo . 501 ' PArE.c1.... N o VV . PA C Crfr joT '1 LEG* ESOIPTI Beginning at a point on "?-lie nofth line " of` -S'ection -27, • •. �e 4 East, W.M., distant N. 89aWitrtliq-4 om the northeast corner of 4eid. Section 27, and running thence S 001515010 E 756.00 feet to tie true place of beginning Of €hls "description? ann running thence S 89059 °10" E 355.74 feet to the east line of said Section 27? thence along the said east line S 0014113" E 145.20 feet; thence N 89059 °10 "W 355,67 feet to a point which bears S 0015 °50 "E from the true place of beginning? thence N 0015 150 "W 145.20 feet to the true place of beginning. Exce pt tlje east 30 feet thereof for road purposes 4w,iwn TTTF.* P j.ru 1;. )lcMicken Heights Div. No. 2 (unrecorded) I soar. p/7r b:- . C 'c 1 4.07 -"P fir' E gl (r� 21 57 Avg. 50 17 — • SINGLE PARTY DECLARATION OF SIDE SEWER EASEMENT TO ALL WHOM THESE PRESENTS CONCERN: Notice is hereby given that I, May 18 Charles N. Pederson , 1977 162-19 51st Ave. S., Seattle Owner7of the following described property situated in King County, Washington, to -wit: Beisinning at a point on the north line of Section 24,.,?'. 23 N.,'7Range 4 East W.M., distant N. 89059'10 8W 356.10 feet from the northeastcorner of said Section 27, and running thence S 0015'50" E 756.00 feet to the true place of beginning of this description7 and running thence S 89059'10" E 355.74 feet to the east line of said Section 277 thence along the said east line S 0014'13 " B 145.20 feet? thence N 89P59'10 "W 355.67 feet to a point which bears S 0015'50•E from the true place of beginning, thence.N 0015'50 "W 145.20 feet to the t& place of beginning. Except the east 30 feet thereof for road purposes. Being Tract 21, Block 5, McMicken Heights Div. No. 2 (unrecorded) N. of S. Property Line thence W. to a point 167.5 Ft. from E. Property Line. an easement 5 feet wide for the common use and benefit of each of said prop- erties. The cost of maintenance, repair or reconstruction of that portion of the sewer used in common shall be borne in equal shares by the above property owners, except that the owners of any lower parcel shall not be responsible for the part of the sewer above their connection; and when necessary to repair, clean or reconstruct the sewer, the parties to this agreement shall have a right of entry for that purpose. This agreement shall be a covenant running with the land and shall be binding upon all parties, their heirs and assigns forever. IN WITNESS WHEREOF, I hereunto set my hand se the daffy year first above written. STATE OF WASHINGT COUNTY OF KING Q This is to certify that on this t` I� day of f'1 f f , 19'7 7, before me, the undersigned, a Notary Public in and for the State of Washington, duly commissioned and sworn, personally came c.:14 (� 1- E. ' iV f' �,S (� ��► (and) .Cl./ PAr .cfry (SEAL) ( SEAL) to me known to that the voluntary act the parties who executed the within instrument,,amq acknowledged to me she ) signed and sealed the same as ( their, AisOher ) free and deed for the uses and purposes therein mention WITNESS my hand and seal the day and year in this certificate first above written. '1 / 1% EXCISE TAX NOT REQUIRED King CO. Reczi tiS uivis on ns:puty (--T) /2/ .',.; Notary Publi in and fo e State of Washington, residing at S E /4- %'j!_ . v L% j REVIEWED FOR CODE COMPLIANCE APPQfVED JUN 0 9 MO City of Tukwila BUILDING DIVISION FILE COPY DArmtt No., Structural Design Associates 2802 Rockefeller Ave. Everett, Washington, 98201 Phone: (425) 339 -0293 Fax: (425) 252 -0916 STRUCTURAL CALCULATION LATERAL ONLY SDA # 6319 EXPIRWAA 0 3 201! KIMBALL RESIDENCE 16219 51ST AVE. TUKWILA, WA 98188 March 17, 2010 crtr APk 01;2010 PERMIT CONFER P ID 101 KIMBALL RESIDENCE I March 17, 2010 I Design Criteria SDA Job # 6319 1 ii Scope of Work: Site Address: Number of Stories: Roof Loading LATERAL ONLY 16219 51ST AVE. TUKWILA, WA 98188 2 J Engineer: 1 KF Roofing Sheathing Insulation Ceiling Framing Miscellaneous Clay Tile 15/32" Plywood RoII /Batt 1/2" GWB Trusses fixtures, mechanical, electrical, etc. TOTAL DEAD LOAD: ROOF SNOW LOAD: Upper Floor Loading 10.0 1.5 3.0 2.2 2.2 3.1 22.0 psf 25.0 psf Floor Covering Sheathing Ceiling Joists Beams Miscellaneous Carpet/Hardwood/Tile 3/4" T &G 1/2" GWB I- Joists fixtures, mechanical, electrical, etc. TOTAL DEAD LOAD: FLOOR LIVE LOAD: Main Floor Loading 3.0 2.3 2.2 2.1 1.0 1.4 12.0 psf 40.0 psf Floor Covering Sheathing Ceiling Joists Beams Miscellaneous Carpet/Hardwood/Tile 3/4" T &G 1/2" GWB I- Joists fixtures, mechanical, electrical, etc. Soil Bearing Capacity: Frost Depth: 1500 psf 18 in TOTAL DEAD LOAD: FLOOR LIVE LOAD: 3.0 2.3 2.2 2.1 1.0 1.4 12.0 psf 40.0 psf KIMBALL RESIDENCE MCE Ground Motion - Conterminous 48 States Latitude = 47.457425, Longitude = - 122.2709 Period MCE Sa (sec) ( %g) 0.2 135.0 MCE Value of Ss, Site Class B 1.0 046.4 MCE Value of S1, Site Class B Spectral Parameters for Site Class D 0.2 135.0 Sa = FaSs, Fa = 1.00 1.0 071.5 Sa = FvS 1, Fv = 1.54 KIMBALL RESIDENCE March 17, 2010 SDA Job # 6319 Type of construction: Applicable Building Codes: Work performed : WIND DESIGN: Ps = AIwPs30Kit Exposure : Wind Speed = Ps30 = Iw = = Kzr = Roof slope : Front /Rear tan-1 Left /Right tan -1 Average uplift (F /R)= Average uplift (R/L)= Residential 2006 IBC, ASCE 7 -05 Location: 16219 51ST AVE. TUKWILA, WA 98188 LATERAL ONLY B 85 MPH 1 1.00 1.38 rise 5 5 29 ft Wind Exposure Category as set forth in Section 6.5.6.3 of ASCE 7 -05 Basic Wind Speed as used in Figure 6 -2 of ASCE 7 -05 Simplified design wind pressure for Exposure B, at h = 30 feet and for I = 1.0, from Figure 6 -2 Importance factor as defined in Table 6 -1 of ASCE 7 -05 Adjustment factor for building height and exposure from Figure 6 -2 of ASCE 7 -05 Adjustment factor for increased wind speed due to a hill or escarpment run 12 12 Mean Elevation -9.7 psf -9.7 psf End zone of wall_ Ps30 Ps = P530 Ps = Front /Rear Left /Right A = 15.1 psf 15.1 psf 20.9 psf 20.9 psf = 22.6 degrees = 22.6 degrees Based on wind zones 'G' and 'H' Based on wind zones 'G' and 'H' End zone of roof Front /Rear Left/Right B = -0.8 psf -0.8 psf -1.1 psf -1.1 psf Interior zone of wall Front /Rear Left/Right C = 10.5 psf 10.5 psf 14.5 psf 14.5 psf Interior zone of roof Front /Rear Left/Right D = 0.2 psf 0.2 psf 0.2 psf 0.2 psf WIND LOAD CALCULATIONS FRONT ---*REAR IV 2ND FLOOR = Number of floors: 2 WIND ZONE A B C D AVE. HEIGHT 7.75 5.75 8 4 AVE. WIDTH 12 6.75 44.3 9.5 Ps 20.86 0.00 14.48 0.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 1940 0 5133 9 0 0 0 0 0 0 0 0 TOTAL 7,081 lbs FV 1ST FLOOR = WIND ZONE A C D AVE. HEIGHT 10 10 2 AVE. WIDTH . 12 44.4 18 Ps 20.86 14.48 0.22 0.00 ' 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 2503 6431 8 0 0 0 0 0 0 0 0 0 TOTAL [8,942 lbs NOT USED WIND ZONE AVE. HEIGHT AVE. WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 10 lbs KIMBALL RESIDENCE 1 March 17, 2010 SDA Job# 6319 2 WIND LOAD CALCULATIONS LEFT RIGHT IV 2ND FLOOR = WIND ZONE A B C D AVE. HEIGHT 7.5 4 7.5 5 AVE. WIDTH 14 10.75 39.4 47.1 Ps 20.86 0.00 14.48 0.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 2190 0 4280 53 0 0 0 0 0 0 0 0 TOTAL 6,790 Ibs ,Minimum net pressure controls. The calculated pressure is less than the minimum net pressure, equal to l Opsf applied over the entire area. (ASCE 7 -05 6.4.2.1.1) FV 1ST FLOOR = WIND ZONE A C D AVE. HEIGHT 10 10 2.25 AVE. WIDTH 14 47.7 21 Ps 20.86 14.48 0.22 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 2920 6909 11 0 0 0 0 0 0 0 0 0 TOTAL 19,839 tbs i 0 lbs NOT USED WIND ZONE AVE. HEIGHT AVE. WIDTH Ps 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SUBTOTAL 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 lbs 2ND FLOOR CALCULATIONS: Plate Height: Total length of Shearwall in Shortest Line: Length of Shortest Segment within Shear Line: Length of Longest Segment in Shear Line: MAIN FLOOR CALCULATIONS: Plate Height: Total length of Shearwall in Shortest Line: Length of Shortest Shearwall within Shear Line: Length of Longest Wall in Shear Line: NOT USED: Plate Height: Total length of Shearwall in Shortest Line: Length of Shortest Shearwall within Shear Line: Length of Longest Wall in Shear Line: r p CALCS: 9.00 ft 4.00 ft 4.00 ft 4.00 ft 10.00 ft 7.50 ft 2.50 ft 5.00 ft Tributary Area: Total Area: 1.0 2.0 p =1-13:71 ASCE 7.05 12.3.4.2 Tributary Area: Total Area: 1.0 2.0 p ASCE 7 -05 12.3.4.2 Tributary Area: Total Area: 1.0 2.0 p =` NA KIMBALL RESIDENCE SEISMIC DESIGN: E = Eh + E, E = PQE + .2SDsD QE = V = C,W V = 0.7SpsIEW / R Vmax = SDJIEW / TQR Ta = 0.02h„ 0.75 Ta= 0.26 s P= Site Class = IE = R= h„ = Sps = 2/3 SMS SMS = (Fa)(Ss) SDI = 2/3 SM1 SM1 = (Fv)(S1) 2ND FLOOR DL4PHRAGM LOADING: W (ROOF) = W (FLOOR) = W (WALL) = March 17, 2010 SDA Job# 6319 1 3 Al% loads in pounds per square foot 1.30 D 1 6.5 30 LENGTH WIDTH LOAD TOTAL 62 39 22.0 53196 19 19 22.0 7942 13 6 22.0 1716 22.0 0 22.0 0 Area = 2857 Sub - Total= 62854 LENGTH WIDTH LOAD TOTAL 226 9 12.0 0 4 17 12.0 0 4 7 12.0 0 12.0 0 12.0 0 Area = 0 Sub - Total= LENGTH TRIB. HT. LOAD TOTAL 226 9 10.0 20340 4 17 10.0 0 4 7 10.0 0 10.0 0 10.0 0 Area = 2034 NOT APPLICABLE W (ROOF) = W (FLOOR) = W (WALL) = Sub - Total= 20340 TOTAL = 83194 Ib LENGTH WIDTH LOAD TOTAL 4 22.5 22.0 0 4 17 22.0 0 4 7 22.0 0 22.0 0 22.0 0 Area = 0 Sub - Total= 0 LENGTH WIDTH LOAD TOTAL 4 22.5 12.0 0 4 17 12.0 0 4 7 12.0 0 12.0 0 12.0 0 Area = 0 Sub - Total= 0 LENGTH TRIB. HT. LOAD TOTAL 4 22.5 10.0 0 4 17 10.0 0 4 7 10.0 0 10.0 0 10.0 0 Area = 0 Sub - Total= 0 TOTAL = Ib WALL DEAD LOAD = FLAT ROOF SNOW LOAD = RED. S.L. (20% *S.L.) = 10 psf 25 psf 0 ROOF DEAD LOAD = UPPER FLOOR D.L. = LOWER FLOOR D.L. = FLOOR LIVE LOAD = When the Site Class is not specified by Geotech, D will be assumed Importance factor as defined in Table 11.5 -1 Total height of structure Ss = Fa = Si = Fv = 135.0% 1.00 71.5% 1.54 TOTAL = SMS = 135.0% Sps = 90.0% SM1 = 110.1% SD1 = 73.4% 1ST FLOOR DLAPHRAGM LOADING: W (ROOF) = W (FLOOR) = W (WALL) = V= E= 22.0 psf 12.0 psf 12.0 psf 40.0 psf 0.097 1 W 10.126IW Cs = r0.097, L__J LENGTH WIDTH LOAD TOTAL 4 22.5 22.0 1980 4 17 22.0 1496 4 7 22.0 616 22.0 0 22.0 0 Area = 186 Sub - Total= 4092 LENGTH WIDTH LOAD TOTAL 17 54 12.0 11016 17 30 12.0 6120 16 34 12.0 6528 12.0 0 12.0 0 Area = 1972 Sub - Total= 23664 LENGTH TRIB. HT. LOAD TOTAL 260 10 10.0 26000 60959 Ib 10.0 0 10.0 0 10.0 0 10.0 0 Area = 2600 Sub - Total= 26000 TOTAL = 53756 Ib V (2ND FLOOR) = .097 x 83194 Ib = 8063 Ibs V (1ST FLOOR) = .097 x 53756 Ib = 5210 Ibs V()= .097x Ib= Ibs REDISTRIBUTE: 1 EV x p height EV x height 104821b 10 104824 67731b 9 60959 Ib 0 E (2ND) = E (1ST) = E()= TOTAL = 165784 EV x height x EV TOTAL EV x height TOTAL EV x height x EV TOTAL EV x height TOTAL NOT USED - 10911 Ibs = 6345 Ibs - O lbs 2x6 1 HF #2 j ' ' KIMBALL RESIDENCE 1 March 17, 2010 1 6319 4 1 1 SUMMARY: WIND (front -rear) EV (2ND) = 7081 Ibs EV (MAIN) = 8942 Ibs NOT APPLICABLE 0 Ibs TOTAL = 16023 Ibs Total diaphragm length = Diaphragm width = v= EV(roof) (2)(width) WIND (left- right) 6790 Ibs 9839 Ibs 0 Ibs 16629 Ibs DIAPHRAGM SHEAR: 70.0 ft 60.0 ft IBC Table 2306.3.1 -► Sub - diaphragm length =1 70.0 ft EV (2ND) =110,911 Ibs 10911 lb 120 ft 240 PLF USE 15/32 CDX ROOF SHEATHING OR 3/4 T &G CDX SUBFLOORING Sub - diaphragm length = Sub - diaphragm width = T= M B Top Plate Size: Area = Load duration (CO = 70.0 ft 60.0 ft I CHORD: 91 PLF Total- diaphragm length = 70.0 ft EV x (diaphragm length) 8 x (diaphragm width) 8.25 in ^ 2 1.60 10911 x 70 ft I 1 Species /Grade: F, = 525 psi 1-allowable = Since T allowable is greater than T applied, OK. SHEAR CAPACITY OF 10d COMMON NAIL = # OF NAILS PER 4 FT SPLICE = 1591 Ibs 163 Ibs 102 Ibs 8 x 60 ft 1 Area x C0 x F, 10 USE 2x6 HF #2 TOP PLATE W/ (2) 10d NAILS @ 10 in O /C. 240 PLF SEISMIC 10911 Ibs 6345 Ibs 0 Ibs 17256 Ibs = 1591 Ibs = 6,930 Ibs 102 x Cd x p = 163 Ibs 2005 NDS KIMBALL RESIDENCE • March 17, 2010 SDA Job# 6319 5 [Lateral Calculation Key 11 V i P2 Ti C V = Shear, pif H = Height of shearwall L = Length of shearwall P1 = Weight of shearwall and connected framing P2 = Weight of adjacent wall T = V x H - 0.5P1 - P2 = Tension reaction to be resisted by holdown C = V x H + 0.5P1 = Compression reaction rASD Basic Load Combinations 3 For calculation of tension and compression forces in compliance with ASCE 7 -05 24.1 Tension Equations (Uplift) 7. 0.6D + W 8. (0.6 - 0.14Sos)D + E 0.47 D + E *8.(0.6- 0.14Sos)D +2.5E • 0.47 D + 2.5 E Compression Equations 5. D + W 5. (1 + 0.14Sas)D + E 6. D + 0.75W + 0.75L + 0.75S 6. (1.0 + 0.105Sas)D + 0.75E + 0.75L + 0.75S • 1.13 D + E -• 1.09 D +0.75E +0.75L +0.75S *5. (1 +0.14Sos)D +2.5E ► 1.13 D + 2.5 E *6. (1.0 + 0.105Sas)D + 1.875E + 0.75L + 0.75S -• 1.09 D +1.875 E + 0.75 L + 0.75 S * Equations include overstrength factor. Note: The 0.7 factor for Earthquake loading has already been incorporated into the calculation of the lateral design force Eh, but not E,,. Therefore this factor has been omitted from equations 5, 6 and 8 where appropriate. KIMBALL RESIDENCE March 17, 2010 SDA Job # 6319 6 UPPER FLOOR FRONT (MEDIA ROOM) Floor Info Upper Lt -Rt CDX Roof 4.00 ft SHEARWALL Floor Level, e.g. Upper, Main, Lower Load Direction, e.g. Left - Right, Front -Rear (For Left Wall, Use Front -Rear Load Direction) Sheathing type Values from table 2306.4.1 of the 2006 IBC Resisting Dead Load (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls V(from upper)= V(from main)= V(from lower)= £ (Wind) = 6790 lb 0 Ib 0 Ib 10911 Ib 0 Ib 0 Ib 6,790 Ib £ (Smc) = 10,911 Ib v = 283 PLF v = 455 PLF 3x framing required per IBC IBC 2306.4.1 ► (2w /h) x 0.93 x CTOTAL = TTOTAL = WIND Tributary Width (Upper Floor) tributary width total width Tributary Width (Main Floor) 9.0 54.0 1.0 2.0 tributary width total width Not Used tributary width total width 1.0 2.0 Height of Shearwall = Length of Shearwall = Aspect Ratio OK Use alternate R factor for seismic? 600 = 496 PLF (floor above) + (this floor) = (floor above) + (this floor) = Where overstrength factor is applicable, use this _. value for E in equations 5, 6, and 8: E ~3147 Ibs 9.0 ft 4.0 ft No ► USE Seismic controls shearwall desrgn + 2864 Ibs = 2864 Ibs Seismic controls + 2346 Ibs = 2346 Ibs Load case 8 controls - Seismic Seismic- controls ho /down design USE SIMPSON DESIGNED HOLDOWN: OR AT FOUNDATION / INTERIOR WALLS USE: SEISMIC Tributa ri Area (Upper Floor) 9.0 tributary area 54.0 total area Tributa Area (Main Floor) tributary area total area Not Used 1.0 2.0 tributary area total area Weight of Shearwall = Tributary width for dead load = Length of adjoining wall = 10.0 Ibs 3.0 ft 5.0 ft UPPER FLOOR MID 1 (REAR MEDIA ROOM) SHEARWALL Floor Info Upper Lt -Rt CDX Roof 12.50 ft Floor Level, e.g. Upper, Main, Lower Load Direction, e.g. Left- Right, Front -Rear (For Left Wall, Use Front -Rear Load Direction) Sheathing type Values from table 2306.4.1 of the 2006 IBC Resisting Dead Load (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls V(from upper)= 6790 Ib V(from main)= 0 Ib V(from lower)= 0 Ib E (Wind) = 6,790 Ib £ (Smc) = y = 246 PLF v = 3x framing required per IBC IBC 2306.4.1 - -► CTOTAL = TTOTAL = 10911 Ib 0 Ib 0 Ib 10,911 Ib 396 PLF 0.93 x WIND Tributary Width (Upper Floor) tributary width total width Tributary Width (Main Floor) 24.5 54.0 1.0 2.0 tributary width total width Not Used tributary width total width 1.0 2.0 Height of Shearwall = Length of Shearwall = Aspect Ratio OK Use alternate R factor for seismic? 460 = 428 PLF (floor above) + (this floor) = (floor above) + (this floor) = Wind Where overstrength factor is applicable, use this value for E in equations 5, 6, and 8: E= 2742 Ibs 1 9.0 ft 12.5 ft No CS1 4 STHD8 /RJ SEISMIC Tributa Area (Upper Floor) 24.5 tributary area 54.0 total area Tributary Area (Main Floor) 1.0 2.0 tributary area total area Not Used tributary area total area 1.0 2.0 Weight of Shearwall = Tributary width for dead load = Length of adjoining wall = USE / - \ Seismic controls sheoiwall design + 2495 Ibs = 2495 Ibs Seismic controls + 122 Ibs = 122 Ibs Load case 8 controls - Wind controls holdown design NO HOLDOWNS REQUIRED 10.0 Ibs 18.0 ft 5.0 ft UPPER FLOOR MID 2 (MASTER FRONT) SHEARWALL Floor Info Upper Lt -Rt CDX Roof 10.50 ft Floor Level, e.g. Upper, Main, Lower Load Direction, e.g. Left- Right, Front -Rear (For Left Wall, Use Front -Rear Load Direction) Sheathing type Values from table 2306.4.1 of the 2006 IBC Resisting Dead Load (e.g. Roof, Upper Floor, Moin Floor) Total Length of Shearwalls V(from upper)= 6790 Ib V(from main)= 0 Ib V(from lower)= 0 Ib £ (Wind) = 6,790 Ib v = 166 PLF 10911 Ib 0 Ib 0 Ib £ (Smc) = 10,911 Ib v = 267 PLF IBC 2306.4.1 ► (2w /h) x 0.93 x CTOTAL = TTOTAL = WIND Tributary Width (Upper Floor) tributary width total width Tributary Width (Main Floor) 8.8 34.0 1.0 2.0 tributary width total width Not Used tributary width total width 1.0 2.0 Height of Shearwall = Length of Shearwall = Aspect Ratio OK Use alternate R factor for-seismic? 380 = 314 PLF (floor above) + (this floor) _ (floor above) + (this floor) = rWhere overstrength factor is applicable, use this value for E in equations 5, 6, and 8: E= 1851 Ibs 9.0 ft 4.0 ft No ► USE Seismic controls shearwall desrgn + 1685 Ibs = 1685 Ibs Seismic controls + 373 Ibs = 373 Ibs Wind controls holdown design NO HOLDOWNS REQUIRED OK SEISMIC Tributary Area (Upper Floor) tributary area total area Area (Main Floor) tributary area total area Not Used tributary area total area Weight of Shearwall = Tributary width for dead load = Length of adjoining wall = 8.8 34.0 Tributa 1.0 2.0 10.0 Ibs 14.5 ft 5.0 ft Load case 8 controls - Wind OK KIMBALL RESIDENCE Floor Info Upper Lt -Rt CDX Roof 31.50 ft UPPER FLOOR MID 3 SHEARWALL Floor Level, e.g. Upper, Main, Lower Load Direction, e.g. Left - Right, Front -Rear (For Left Wall, Use Front -Rear Load Direction) Sheathing type Values from table 2306.4.1 of the 2006 IBC Resisting Dead Load (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls V(from upper)= 6790 Ib V(from main)= 0 Ib V(from Tower)= 0 Ib (Wind) = 6,790 Ib v = 72 PLF 10911 Ib 0 Ib 0 Ib Z (Smc) = 10,911 Ib v = 115 PLF IBC 2306.4.1 ► 0.93 x CTOTAL = TTOTAL = March 22, 2010 WIND Tributary Width (Upper Floor) tributary width total width Tributary Width (Main Floor) 18.0 54.0 1.0 2.0 tributary width total width Not Used tributary width total width 1.0 2.0 Height of Shearwall = Length of Shearwall = Aspect Ratio OK Use alternate R factor for seismic? 260 = 242 PLF (floor above) + (this floor) = (floor above) + (this floor) = Where overstrength foctor is applicable, use this value for E in equations 5, 6, and 8: E= 799 Ibs SDA Job # 6319 1 7 9.0 ft 5.5 ft No ► USE Seismic controls shea,wall design + 727 Ibs = 727 Ibs + -798 Ibs = -798 Ibs Seismic controls holdown design NO HOLDOWNS REQUIRED SEISMIC Tributary Area (Upper Floor) tributary area total area Tributary Area (Main Floor) tributary area total area Not Used tributary area total area 18.0 54.0 1.0 2.0 1.0 2.0 Weight of Shearwall = Tributary width for dead load = Length of adjoining wall = Floor Info Upper Lt -Rt CDX Roof 42.75 ft UPPER FLOOR REAR SHEARWALL Floor Level, e.g. Upper, Main, Lower Load Direction, e.g. Left- Right, Front -Rear (For Left Wall, Use Front -Rear Load Direction) Sheathing type Values from table 2306.4.1 of the 2006 IBC Resisting Dead Load (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls V(from upper)= 6790 Ib V(from main)= 0 Ib V(from lower)= 0 Ib E (Wind) = 6,790 Ib v = 18 PLF 10911 Ib 0 Ib 0 Ib E (Smc) = 10,911 Ib v = 28 PLF IBC 2306.4.1 ► (2w /h) x 0.93 x CTOTAL = TTOTAL = WIND Tributary Width (Upper Floor) tributary width total width Tributary Width (Main Floor) tributary width total width 6.0 54.0 1.0 2.0 Not Used tributary width total width 1.0 2.0 Height of Shearwall = Length of Shearwall = Asped Ratio OK Use altemate R factor for seismic? 260 = 215 PLF (floor above) + (this floor) = (floor above) + (this floor) = Where overstrength factor is applicable, use this value for E in equations 5, 6, and 8: E= 196 Ibs I 9.0 ft 4.0 ft No ► USE Seismic controls sheaiwal/ design + 1791bs = 1791bs + - 11461bs = - 11461bs Win controls holdown design NO HOLDOWNS REQUIRED 10.0 Ibs 18.0 ft 5.0 ft Seismic controls Load case 8 controls - Wind OK SEISMIC Tributary Area (Upper Floor) tributary area total area Tributary Area (Main Floor) tributary area total area Not Used tributary area total orea Weight of Shearwall = Tributary width for dead load = Length of adjoining wall = 6.0 54.0 1.0 2.0 1.0 2.0 UPPER FLOOR LEFT (MASTER) SHEARWALL Floor Info Upper Ft -Rr CDX Roof 12.50 ft Floor Level, e.g. Upper, Main, Lower Load Direction, e.g. Left- Right, Front -Rear (For Left Wall, Use Front -Rear Load Direction) Sheathing type Values from table 2306.4.1 of the 2006 IBC Resisting Dead Load (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls V(from upper)= V(from main)= V(from lower)= E (Wind) = v= IBC 2306.4.1 7081 Ib 0 Ib 0 Ib 7,081 Ib 77 PLF CTOTAL = TTOTAL = 10911 Ib 0 Ib 0 Ib E (Smc) = 10,911 Ib v= 118 PLF 0.93 x WIND Tributary Width (Upper Floor) tributary width total width Tributary Width (Main Floor) tributary width total width Not Used tributary width total width 8.0 59.0 1.0 2.0 1.0 2.0 Height of Shearwall = Length of Shearwall = Aspect Ratio OK Use alternate R factor for seismic? 260 = 242 PLF (floor above) + (this floor) = (floor above) + (this floor) = Where overstrength factor is applicable, use this value for E in equations 5, 6, and 8: E= 819 Ibs 9.0 ft 6.0 ft No ► USE Seismic controls sh..eorwalr design + 746 Ibs = 746 )bs + -541bs = -54 lbs Seismic controls holdown design NO HOLDOWNS REQUIRED 10.0 Ibs 18.0 ft 5.0 ft Seismic controls Load case 8 controls - Wind OK SEISMIC Tributary Area (Upper Floor) tributary area total area Tributary Area (Main Floor) 8.0 59.0 1.0 2.0 tributary area total area Not Used tributary area total area Weight of Shearwall = Tributary width for dead load = Length of adjoining wall = 1.0 2.0 10.0 Ibs 5.5 ft 5.0 ft Seismic controls Load case 8 controls - Seismic OK KIMBALL RESIDENCE UPPER FLOOR INTERIOR LEFT Floor Info Upper Ft -Rr CDX Roof 13.50 ft SHEARWALL Floor Level, e.g. Upper, Main, Lower Load Direction, e.g. Left- Right, Front -Rear (For Left Wall, Use Front -Rear Load Direction) Sheathing type Values from table 2306.4.1 of the 2006 IBC Resisting Dead Load (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls V(from upper)= 7081 Ib V(from main)= 0 Ib V(from lower)= 0 Ib E (Wind) = 7,081 Ib v = 71 PLF 10911 Ib 0 Ib 0 Ib E (Smc) = 10,911 Ib v = 110 PLF IBC 2306.4.1 ► 0.93 x CTOTAL TTOTAL = March 17, 2010 WIND Tributary Width (Upper Floor) tributary width total width Tributary Width (Main Floor) 8.0 59.0 1.0 2.0 tributary width total width Not Used tributary width total width 1.0 2.0 Height of Shearwall = Length of Shearwall = Aspect Ratio OK Use alternate R factor for seismic? 260 = 242 PLF (floor above) + (this floor) = (floor above) + (this floor) = Where overstrength factor is applicable, use this value for E in ecivations 5, 6, and 8: E= 759 Ibs SDA Job # 6319 8 9.0 ft 13.5 ft No • USE Seismic controls sheaiwall design + 690 lbs = 690 Ibs + - 1781bs = - 1781bs Seismic controls holdown, design NO HOLDOWNS REQUIRED SEISMIC Tributary Area (Upper Floor) tributary area total area Tributary Area (Main Floor) tributary area total area 8.0 59.0 1.0 2.0 Not Used 1.0 2.0 tributary area total area Weight of Shearwall = Tributary width for dead load = Length of adjoining wall = 10.0 Ibs 3.0 ft 5.0 ft Seismic controls Load case 8 controls - Seismic UPPER FLOOR INTERIOR RIGHT SHEARWALL Floor Info Upper Ft -Rr CDX Roof 16.00 ft Floor Level, e.g. Upper, Main, Lower Load Direction, e.g. Left- Right, Front -Rear (For Left Wall, Use Front -Rear Load Direction) Sheathing type Values from table 2306.4.1 of the 2006 IBC Resisting Dead Load (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls V(from upper)= 7081 Ib V(from main)= 0 Ib V(from lower)= 0 Ib E (Wind) = 7,081 Ib v = 60 PLF 10911 Ib 0 Ib 0 Ib E (Smc) = 10,911 Ib v = 92 PLF IBC 2306.4.1 ► (2w /h) x 0.93 x CTOTAL = TTOTAL = WIND Tributary Width (Upper Floor) tributary width total width Tributary Width (Main Floor) 8.0 59.0 1.0 2.0 tributary width total width Not Used tributary width total width 1.0 2.0 Height of Shearwall = Length of Shearwall = Aspect Ratio OK Use alternate R factor for seismic? 260 = 188 PLF (floor above) + (this floor) = (floor above) + (this floor) = Where overstrength factor is applicable, use this value for E in equations 5, 6, and 8: E= 640 Ibs J J Win d 9.0 ft 3.5 ft No SEISMIC Tributary Area (Upper Floor) tributary area total area Area (Main Floor) ributary area otal area Not Used tributary area total area 8.0 59.0 1.0 2.0 Weight of Shearwall = Tributary width for dead load = Length of adjoining wall = USE A Seismic controls shearwall design + 583 Ibs = 583 Ibs + -221 Ibs = -221 lbs controls holdown design NO HOLDOWNS REQUIRED Floor Info Upper Ft -Rr CDX L Roof 26.00 ft UPPER FLOOR RIGHT SHEARWALL Floor Level, e.g. Upper, Main, Lower Load Direction, e.g. Left - Right, Front -Rear (For Left Wall, Use Front -Rear Load Direction) Sheathing type Values from table 2306.4.1 of the 2006 IBC Resisting Dead Load (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls V(from upper)= V(from main)= V(from lower)= E (Wind) = V = 7081 Ib 0 Ib 0 Ib 7,081 Ib 37 PLF 10911 Ib 0 Ib 0 Ib E (Smc) = 10,911 Ib v = 57 PLF IBC 2306.4.1 ► 0.93 x CTOTAL = TTOTAL = WIND Tributary Width (Upper Floor) tributary width total width Tributary Width (Main Floor) tributary width total width 8.0 59.0 1.0 2.0 1.0 2.0 tributary width total width Height of Shearwall = Length of Shearwal) = Aspect Roth, OK Use alternate R factor for seismic? 260 = 242 PLF (floor above) + (this floor) = (floor above) + (this floor) = 1 Where overstrength factor is applicable, use this value for E in equations 5, 6, and 8: E= 394 Ibs 9.0 ft 6.0 ft No • USE Seismic controls shearwall design + 3581bs = 3581bs + -233 lbs = -233 lbs 1 Seismic controls holdown design NO HOLDOWNS REQUIRED J Seismic controls Load case 8 controls - Wind OK SEISMIC Tributa Area (Upper Floor) 8.0 tributary area 59.0 total area Tributa Area (Main Floor) tributary area total area Not Used tributary area total area 1.0 2.0 Weight of Shearwall = Tributary width for dead load = Length of adjoining wall = 10.0 Ibs 8.0 ft 5.0 ft 10.0 Ibs 3.0 ft 5.0 ft Seismic controls Load case 8 controls - Seismic OK U /FL 1 KIMBALL RESIDENCE March 17, 2010 WIND Tributary Width (Upper Floor tributary width total width Tributary Width (Main Floor) MAIN FLOOR FRONT(GARAGE) SHEARWALL Floor Info Floor Level, e.g. Upper, Main, Lower Load Direction, e.g. Left- Right, Front -Rear (For Left Wall, Use Front -Rear Load Direction) Sheathing type Values from table 2306.4.1 of the 2006 IBC Resisting Dead Load (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls Vffrom upped= 6790 Ib 10911 Ib V(from main)= 9839 Ib 6345 Ib V(from lower)= 0 Ib 0 Ib Main Lt -Rt CDX 11.50 ft E (Wind) = 16,629 Ib E (Smc) = 17,256 Ib v = 270 PLF v = 268 PLF IBC 2306.4.1 ► 0.93 x CTOTAL = TTOTAL = 9.0 54.0 13.0 65.0 tributary width total width Not Used tributary width total width 0.0 2.0 Height of Shearwall = Length of Shearwall = Aspect Ratio OK Use alternate R factor for seismic? 380 = 353 PLF (floor above) + (this floor) = (floor above) + (this floor) = 1 Where overstrength factor is applicable, use this value for E in equations 55,6_and 8:v___ 2864 2346 E= 18591bs J SDA Job # 6319 9 9.0 ft 5.8 ft No USE Seismic controls shearwall design + 2426 Ibs = 5290 Ibs Wind controls + 19061bs = 42521bs Seismic controls holdown design USE SIMPSON DESIGNED HOLDOWN: OR AT FOUNDATION / INTERIOR WALLS USE: SEISMIC Tributa ri Area (Upper Floor) 9.0 tributary area 54.0 total area Tributa Area (Main Floor) 13.0 tributary area 65.0 total area Not Used tributary area total area Weight of Shearwall = Tributary width for dead load = Length of adjoining wall = 0.0 2.0 MAIN FLOOR MID 1 (GARAGE REAR) SHEARWALL Floor Info Main Lt -Rt CDX U /FL 16.00 ft Floor Level, e.g. Upper, Main,, Lower Load Direction, e.g. Left- Right, Front -Rear (For Left Woll, Use Front -Rear Load Diredion) Sheathing type Values from table 2306.4.1 of the 2006 IBC Resisting Dead Load (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls V(from upper)= 6790 Ib V(from main)= 9839 Ib V(from lower)= 0 Ib E (Wind) = 16,629 Ib E (Smc) = v = 424 PLF v = 3x framing required per IBC IBC 2306.4.1 CTOTAL = TTOTAL 10911 Ib 6345 Ib 01b 17,256 Ib 459 PLF 0.93 x WIND Tributa Width (Upper Floor) 24.5 tributary width 54.0 total width Tributary Width (Main Floor) tributary width total width Not Used 24.5 65.0 1.0 2.0 tributary width totol width Height of Shearwall = Length of Shearwall = Aspect Ratio OK Use alternate R factor for seismic? 600 = 558 PLF (floor above) + (this floor) = (floor above) + (this floor) = [-Where overstrength factor is applicable, use this L value for E in equations 5, 6, and 8: E= 3530 Ibs 1 10.0 ft 8.0 ft No USE Seismic controls shearwall design + 4243 Ibs = 6738 Ibs + 3509 Ibs = 3631 Ibs Win controls holdown design USE SIMPSON DESIGNED HOEDOWN: OR AT FOUNDATION / INTERIOR WALLS USE: 10.0 Ibs 3.0 ft 4.0 ft Load case 8 controls - Wind MST60 STHD 14 /RJ SEISMIC Tributary Area (Upper Floor) tributary area total area Tributa Area (Main Floor) 24.5 tributary area 65.0 total area Not Used tributary area total area Weight of Shearwall = Tributary width for dead load = Length of adjoining wall = 24.5 54.0 1.0 2.0 MAIN FLOOR MID 2 (TANDEM FRONT) SHEARWALL Floor Info Main Lt -Rt CDX U /FL 7.50 ft r I. Where overstrength factor is applicable, use this value for E in equations 5, 6, and 8: Floor Level, e.g. Upper, Main, Lower Load Direction, e.g. Left - Right, Front -Rear (For Left Wall, Use Front -Rear Load Direction) Sheathing type Values from table 2306.4.1 of the 2006 IBC Resisting Dead Load (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls V(from upper)= V(from main)= V(from lower)= 6790 Ib 9839 Ib 0 Ib E (Wind) = 16,629 Ib E (Smc) = v= 574PLF v= 3x framing required per IBC IBC 2306.4.1 ► (2w /h) x 0.93 x 10911 Ib 6345 Ib 0 Ib 17,256 Ib 595 PLF CTOTAL = TTOTAL = WIND Tributary Width (Upper Floor) tributary width total width Tributary Width (Main Floor) 8.8 34.0 8.8 34.0 tributary width total width Not Used tributary width total width 1.0 2.0 Height of Shearwall = Length of Shearwall = Aspect Ratio OK Use alternate R factor for seismic? 1200 = 638 PLF (floor above) + (this floor) = (floor above) + (this floor) = E= 4008 Ibs 8.8 ft 2.5 ft No USE Seismic controls shearwall design + 5021 Ibs = 6706 Ibs Wind controls + 4558 Ibs = 4931 Ibs Load case 8 controls - Wind Win controls ho/down design USE SIMPSON DESIGNED HOLDOWN: OR AT FOUNDATION / INTERIOR WALLS USE: 10.0 Ibs 3.0 ft 5.0 ft Wind controls Load case 8 controls - Wind MST60 STHD 10/RJ SEISMIC Tributa Area (Upper Floor) 8.8 tributary area 34.0 total area Tributary Area (Main Floor) 8.8 34.0 tributary area total area Not Used tributary area total area 1.0 2.0 Weight of Shearwall = Tributary width for dead load = Length of adjoining wall = 10.0 Ibs 3.0 H 5.0 ft MSTC78 STHD 14 /RJ KIMBALL RESIDENCE March 22, 2010 SDA Job # 6319 I 10 Floor Info Main Lt -Rt CDX U /FL 10.00 ft MAIN FLOOR MID 3 SHEARWALL Floor Level, e.g. Upper, Main, Lower Load Direction, e.g. Left- Right, Front -Rear (For Left Wall, Use Front -Rear Load Direction) Sheathing type Values from table 2306.4.1 of the 2006 IBC Resisting Dead Load (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls V(from upper)= 6790 Ib 10911 Ib V(from main)= 9839 Ib 6345 Ib V(from lower)= 0 Ib 0 Ib E (Wind) = 16,629 Ib E (Smc) = 17,256 Ib v = 504 PLF v = 543 PLF 3x framing required per IBC IBC 2306.4.1 ► 0.93 x CTOTAL = TTOTAL = WIND Tributary Width (Upper Floor) tributary width total width Tributary Width (Main Floor) tributory width total width 18.0 54.0 19.5 69.0 Not Used tributary width total width 1.0 2.0 Height of Shearwall = Length of Sheanall = Aspect Ratio OK Use alternate R factor for seismic? 10.0 ft 10.0 ft No 600 = 558 PLF ► USE Seismic controls shea,wall design (floor above) + (this floor) = 727 + 5044 Ibs = 5771 Ibs Wind controls (floor above) + (this floor) = -798 + 3148 Ibs = 2350 Ibs Wind controls holdown design. r -i Where overstrength factor is applicable, use `' USE SIMPSON DESIGNED HOLDOWN: 1 value for E in equations 5, 6, and 8: SEISMIC Tributary Area (Upper Floor) tributary area total area Tributary Areo (Main Floor) tributary area total area Not Used tributary area total area 18.0 54.0 19.5 69.0 1.0 2.0 Weight of Shearwall = Tributary width for dead load = Length of adjoining wall = E= 4177 Ibs OR AT FOUNDATION / INTERIOR WALLS USE: Floor Info Main Lt -Rt CDX U /FL 28.00 ft MAIN FLOOR REAR SHEARWALL WIND Floor Level, e.g. Upper, Main, Lower Load Direction, e.g. Left- Right, Front -Rear (For Left Wall, Use Front -Rear Load Diredion) Sheathing type Values from table 2306.4.1 of the 2006 IBC Resisting Dead Load (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls V(from upper)= V(from main)= V(from lower)= E (Wind) = V = 6790 Ib 9839 Ib 0 Ib 16,629 Ib 69 PLF 10911 Ib 6345 Ib 0 Ib E (Smc) = 17,256 Ib v = 71 PLF Tributary Width (Upper Floor) tributary width total width Tributary Width (Main Floor) 6.0 54.0 8.3 69.0 tributary width total width Not Used tributary width total width 1.0 2.0 Height of Shearwall = Length of Shearwall = Aspect Ratio OK Use alternate R factor for seismic? IBC 2306.4.1 ► (2w /h) x 0.93 x 260 = 145 PLF CTOTAL = TTOTAL = (floor above) + (this floor) = (floor above) + (this floor) = 179 -1146 Wi! Where overstrength factor is applicable, use this value for E in equations 5, 6, and 8: E= 543 Ibs J d 10.0 ft 3.0 ft No • USE Seismic conrro/s sheo,woll design + 6901bs = 8691bs + -110 Ibs = -1256 lbs controls holdown design NO HOLDOWNS REQUIRED 10.0 Ibs 18.0 ft 5.0 ft Load case 8 controls - Wind CS14 STHD8/RJ SEISMIC Tributary Area (Upper Floor) tributary area total area Tributary Area (Main Floor) 6.0 54.0 8.3 69.0 tributary area total area Not Used tributary area total area 1.0 2.0 Weight of Shearwall = Tributary width for dead load = Length of adjoining wall = MAIN FLOOR LEFT (TANDEM) SHEARWALL Floor Info Main Ft -Rr L CDX U /FL 28.50 ft Floor Level, e.g. Upper, Main, Lower Load Direction, e.g. Left - Right, Front -Rear (For Left Wall, Use Front -Rear Load Direction) Sheathing type Values from table 2306.4.1 of the 2006 IBC Resisting Dead Load (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls V(from upper)= V(from main)= V(from lower)= 7081 Ib 8942 Ib 0 Ib 10911 Ib 6345 Ib 0 Ib E (Wind) = 16,023 Ib E (Smc) = 17,256 Ib v = 71 PLF v = 78 PLF IBC 2306.4.1 • CTOTAL = TTOTAL = WIND Tributary Width (Upper Floor) tributary width total width Tributary Width (Main Floor) tributary width total width Not Used 8.0 59.0 7.0 59.0 1.0 2.0 tributary width total width Height of Shearwall = Length of Shearwoll = Aspect Ratio OK Use alternate R foctor for seismic? 0.93 x 260 = 242 PLF (floor above) + (this floor) = (floor above) + (this floor) = Where overstrength factor is applicable, use this value for E in equations 5, 6, and 8: E= 602 Ibs 746 -54 10.0 ft 8.5 ft No 10.0 Ibs 8.8 ft 5.0 ft Wind controls Load case 8 controls - Wind OK SEISMIC Tributary Area (Upper Floor) tributary area total area Tributary Areo (Main Floor) 8.0 59.0 7.0 59.0 tributary area total area Not Used tributary area total area Weight of Shearwall = Tributary width for dead load = Length of adjoining wall = 1.0 2.0 10.0 Ibs 7.0 ft 5.0 ft ► USE A Seismic controls sheanvall design + 709 Ibs = 1455 Ibs Wind controls + -258 Ibs = -312 Ibs Load case 8 controls - Seismic Seismic controls holdown design NO HOLDOWNS REQUIRED OK KIMBALL RESIDENCE March 17, 2010 SDA Job # 6319 I 11 MAIN FLOOR INTERIOR LEFT SHEARWALL Floor Info Main R-Rr CDX U /FL 21.00 ft Floor Level, e.g. Upper, Main, Lower Load Direction, e.g. Left- Right, Front -Rear (For Left Wall, Use Front -Rear Load Direction) Shhathing type Values from table 2306.4.1 of the 2006 IBC Resisting Dead Load (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls V(from upper)= V(from main)= V(from lowed= E (Wind) = V = 7081 Ib 8942 Ib 0 Ib 16,023 Ib 168 PLF IBC 2306.4.1 ► CTOTAL = TTOTAL = 10911 Ib 6345 Ib 0 Ib E (Smc) = 17,256 Ib v = 157 PLF WIND Tributary Width (Upper Floor) tributary width total width Tributary Width (Main Floor) tributary width total width Not Used 8.0 59.0 19.8 69.0 1.0 2.0 tributary width total width Height of Shearwall = Length of Shearwall = Aspect Ratio OK Use alternate R factor for seismic? 0.93 x 260 = 242 PLF (floor above) + (this floor) = (floor above) + (this floor) _ C Where overstrength factor is applicable, use this value for E in equations 5, 6, and 8: 690 -178 Wind E= 12071bs 10.0 ft 8.0 ft No ► USE Seismic controls shear wall design + 16761bs = 23661bs + 6181bs = 4401bs controls holdown design USE SIMPSON DESIGNED HOLDOWN: SEISMIC Tributary Area (Upper Floor) tributary area total area Tributary Area (Main Floor) 8.0 59.0 19.8 69.0 tributary area total area Not Used tributary area total area Weight of Shearwall = Tributary width for dead load = Length of adjoining wall = 1.0 2.0 MAIN FLOOR INTERIOR RIGHT SHEARWALL Floor Info Main Ft -Rr CDX U /FL 15.00 ft Floor Level, e.g. Upper, Main, Lower Load Direction, e.g. Left- Right, Front -Rear (For Left Wall, Use Front -Rear Load Direction) Sheathing type Values from table 2306.4.1 of the 2006 IBC Resisting Dead Load (e.g. Roof, Upper Floor, Main Floor) Total Length of Shearwalls V(from upper)= 7081 Ib- V(from main)= 8942 Ib V(from lower)= 0 Ib E (Wind) = 16,023 Ib v = 258 PLF IBC 2306.4.1 ► CTOTAL = TTOTAL = 10911 Ib 6345 Ib 0 Ib E (Smc) = 17,256 Ib v = 237 PLF WIND Tributary Width (Upper Floor) tributary width total width Tributary Width (Main Floor) tributary width total width 8.0 59.0 22.5 69.0 Not Used tributary width total width 1.0 2.0 Height of Shearwall = Length of Shearwall = Aspect Ratio OK Use alternate R factor for seismic? (2w /h) x 0.93 x 460 = 244 PLF (floor above) + (this floor) = (floor above) + (this floor) = Where overstrength factor is applicable, use this value for E in equations 5, 6, and 8: E= 1592 Ibs 8.8 ft 2.5 ft No USE Seismic controls shearwall design + 2261 Ibs = 2844 Ibs + 17981bs = 15771bs n. controls holdown design USE SIMPSON DESIGNED HOLDOWN: OR AT FOUNDATION / INTERIOR WALLS USE: 10.0 Ibs 8.0 ft 5.0 ft Wind controls Load case 8 controls - Wind OK SEISMIC Tributary Area (Upper Floor) tributary area total area Tributary Area (Main Floor) tributary area total area Not Used tributary areo total area • Weight of Shearwall = Tributary width for dead load = Length of adjoining wall = 8.0 59.0 22.5 69.0 1.0 2.0 Floor Info Main Ft -Rr CDX U /FL 46.00 ft MAIN FLOOR RIGHT SHEARWALL WIND Tributary Width (Upper Floor) Floor Level, e.g. Upper, Main, Lower 8.0 tributary width Load Direction, e.g. Left- Right, Front -Rear 59.0 total width (For Left Wall, Use Front -Rear Load Direction) Tributary Width (Main Floor) Sheathing type 10.0 tributary width Values from table 2306.4.1 of the 2006 IBC 69.0 total width Resisting Dead Load Not Used (e.g. Roof, Upper Floor, Moin Floor) 1.0 tributary width Total Length of Shearwalls 2.0 total width V(from upper)= 7081 Ib V(from main)= 8942 Ib V(from lower)= 0 Ib E (Wind) = 16,023 Ib v = 49 PLF IBC 2306.4.1 ► CTOTAL = TTOTAL = E (Smc) = v= 10911 Ib 6345 lb 0 Ib 17,256 Ib 52 PLF Height of Shearwall = Length of Shearwall = Aspect Ratio OK Use alternate R factor for seismic? 0.93 x 260 = 242 PLF (floor above) + (this floor) = (floor above) + (this floor) = r I Where overstrength factor is applicable, use this value for E in equations 5, 6, and 8: E= 401 Ibs 358 -233 10.0 ft 5.3 ft No 10.0 Ibs 3.0 ft 5.0 ft Wind controls Load case 8 controls - Wind CS1 4 STHD8 /RJ SEISMIC Tribute Area (Upper Floor) 8.0 tributary area 59.0 total area Tributary Area (Main Floor) tributary area total area Not Used tributary area total area 10.0 69.0 1.0 2.0 Weight of Shearwall = Tributary width for dead load = Length of adjoining wall = 10.0 Ibs 3.0 ft 5.0 ft USE A Seismic controls shearwall desrgn + 490 Ibs = 848 Ibs Wind controls + -126 Ibs = -359 Ibs Load case 8 controls - Seismic Seismic controls holdown design NO HOLDOWNS REQUIRED OK ICIMEAU_ E DEfCE huARC H 1}712D10 ID31G DI�I�C? STI U UPPER —FISDR FP. M ! C. DI R P\--1. C BAG 91 PLC LONIU = 5-1(6i I y 30e1 y 4 USE MSTIDQ 1A1/ (L4 I LQ41 MAILS -FULL 1-1T ST LLD .01,-16-/\.1 1-f -22' CSO)L.i) _ 9 5 14-7 V\1 2 0 . 0 1 C 1 ) 2 0 . 9 fLl M '20.9 ! z,2) �3 2 °-. 12(n 1 Lo 3a (2) 240 DF -1* 1 0 12" °1c (VP C ALL STUDS > 10/ Vtit 1N . POST 0 COVERED EJ LCOhl `1 I-1 = g' = 3.5C cnli z = ( 1 5 0 1 OZ 1OZ. 81U - E (D \, to N r 2 ‘r\I I -c c, (FLi Fi Eon F T°T��1 vv l ECCO1 laer*A &P02146-6 ..- Uce- -r © posT, STRUCTURAL DESIGN ASSOCIATES 2210 HEWITT AVE SUITE 401 EVERETT, WA 98201 PHONE: (425) 339 -0293 FAX: (425) 252 -0916 WWW.STRUCDES.COM wood! Colulmn Lic. # : KW- 06008131 Title : j I M.BP'LL ICES Dsgnr: Project Desc.: Project Notes : Job # Le V "I i 2F} Description : FULL HT STUD DESIGN (TYP) General Information Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non - slender calculations ) Wood Species Douglas Fir - Larch Wood Grade No.1 Fb - Tension 1200 psi Fb - Compr 1200 psi Fc - PrII 1000 psi Fc - Perp 625 psi E : Modulus of Elasticity ... x -x Bending Basic 1600 Minimum 580 Load Combination 2006 IBC & ASCE 7 -05 Fv Ft Density Applied Loads ENERCALC,INC. t98 2009,Yer;;61,01 License Owner STRUCTURAL DESIGN ASSOCIATES 22.0 ft 170 psi 825 psi 32.21 pcf y -y Bending 1600 580 Wood Section Name Wood Grading /Manuf. Wood Member Type Exact Width Exact Depth Area Ix ly Axial 1600 ksi Code Ref : 2006 IBC, ANSI / AF &PA NDS -2005 2 -2x6 Graded Lumber Sawn 3.0 in 5.50 in 16.50 inA2 41.594 inA4 12.375 inA4 Allowable Stress Modification Factors Cf or Cv for Bending Cf or Cv for Compression Cf or Cv for Tension Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf: Built -up columns Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = .5ft, K = 1.0 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 22 ft, K = 1.0 Service loads entered. Load Factors will be applied for calculations. 1.30 1.10 1.30 1.0 1.0 1.0 1.(:) NDS 15.3.2 Yes (non -gib on(v) Column self weight included : 81.196 Ibs * Dead Load Factor AXIAL LOADS .. . Axial Load at 22.0 ft, D = 0.6320, Lr = 0.6320 k BENDING LOADS .. Moment acting about X -X axis, D = 0.4750, LR = 0.4750 k -ft DESIGN SUMMARY Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = 0.8569 : 1 Load Combination +D +Lr +H Governing NDS Formla Comp + Mxx, NDS Eq. 3.9 -3 Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 0.0 ft 1.345 k -0.950 k -ft 0.0 k -ft 199.67 psi 0.01540 :1 +D +Lr+H 22.0 ft 2.617 psi 170.0 psi Maximum SERVICE Lateral Load Reactions.. Top along Y -Y 0.02159 k Bottom along Y -Y 0.02159 k Top along X -X 0.0 k Bottom along X -X 0.0 k Maximum SERVICE Load Lateral Deflections ... Along Y -Y - 0.3896 in at 9.302 ft above base for load combination : D Only Along X -X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses ... Bending Cf or Cv : Size based factors 1.300 Compression Tension 1.100 Load Combination +D +D +L +H +D +Lr +H +D+0.750Lr+0.750L +H Maximum Reactions Unfactored Maximum Axial + Bending Stress Ratios Stress Ratio Status Location 0.3120 PASS 0.0 ft 0.3120 PASS 0.0 ft 0.8569 PASS 0.0 ft 0.6914 PASS 0.0 ft Maximum Shear Ratios Stress Ratio Status Location 0.007697 0.007697 0.01540 0.01347 PASS 22.0 ft PASS 22.0 ft PASS 22.0 ft PASS 22.0 ft Note: Only non -zero reactions are listed. Load Combination D Only Lr Only X -X Axis Reaction @ Base @ Top Y -Y Axis Reaction @ Base @ Top -0.022 -0.022 -0.022 -0.022 STRUCTURAL DESIGN ASSOCIATES 2210 HEWITT AVE SUITE 401 EVERETT, WA 98201 PHONE: (425) 339 -0293 FAX: (425) 252 -0916 WWW.STRUCDES.COM Wood Column Lic. # : KW- 06008131 Description : FULL HT STUD DESIGN (TYP) Title : K l "A B.14LL P. ES Job # LD Cl Dsgnr: .2_F Project Desc.: Project Notes : Maximum Deflections for Load Combinations - Unfactored Loads ENE RCAL G,1N 98 2009; Ver: 6,1,01 License Owner : STRUCTURAL DESIGN ASSOCIATES Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only Lr Only Sketches 0.0000 in 0.0000 in 0.000 ft 0.000 ft -0.010 in 22.000 ft -0.017 in 21.852 ft 2 -2x6 3.0 In M' oads 0 NI N Ol 2 Loads are total entered value. Arrovie de5mot reflect absolute direction. STRUCTURAL DESIGN ASSOCIATES 2210 HEWITT AVE SUITE 401 EVERETT, WA 98201 PHONE: (425) 339 -0293 FAX: (425) 252 -0916 WWW.STRUCDES.COM Wood Column ` Lic. # : KW -06008131 Title r: mp4vd Rf S Dsgnr: Project Desc.: Project Notes : Job# 1/131G0 12R Description : MIN POST @ COVERED BALCONY General Information ENERCALG INC. 1983-2 9, Vet: 6,1,0 1 License Owner: STRUCTURAL DESIGN ASSOCIATES Code Ref : 2006 IBC, ANSI / AF &PA NDS -2005 Analysis Method : Allowable Stress Design End Fixities Top & Bottom Pinned Overall Column Height ( Used for non - slender calculations ) Wood Species Wood Grade Fb - Tension Fb - Compr Fc - Prll Fc - Perp Hem Fir No.2 575 psi 575 psi 575 psi 405 psi E : Modulus of Elasticity Basic Minimum Fv Ft Density x -x Bending 1100 400 Load Combination 2006 IBC & ASCE 7 -05 8.0 ft 140 psi 375 psi 27.7 pcf y -y Bending 1100 400 Axial Applied Loads Column self weight included : 46.551 Ibs * Dead Load Factor AXIAL LOADS .. Axial Load at 8.0 ft, D = 0.5250, Lr = 0.5250 k BENDING LOADS .. Moment acting about X -X axis, D = 0.4080, LR = 0.4080 k -ft DESIGN SUMMARY Wood Section Name 6x6 Wood Grading /Manuf. Graded Lumber Wood Member Type Sawn Exact Width 5.50 in Allowable Stress Modification Factors Exact Depth 5.50 in Cf or Cv for Bending Area 30.250 inA2 Cf or Cv for Compression Ix 76.255 in^4 Cf or Cv for Tension ly 76.255 iO4 Cm : Wet Use Factor Ct : Temperature Factor Cfu : Flat Use Factor Kf : Built -up columns Use Cr : Repetitive ? Brace condition for deflection (buckling) along columns : X -X (width) axis : Unbraced Length for X -X Axis buckling = 8ft, K = 1.0 Y -Y (depth) axis :Unbraced Length for Y -Y Axis buckling = 8 ft, K = 1.0 Service Toads entered. Load Factors will be applied for calculations. 1100 ksi 1.0 1.0 1.0 1.0 1.0 1.0 1.0 NDS 15.3.2 No (noa -gif) only) Bending & Shear Check Results PASS Max. Axial +Bending Stress Ratio = Load Combination Goveming NDS Formla Comp + Mxx, Location of max.above base At maximum location values are ... Applied Axial Applied Mx Applied My Fc : Allowable PASS Maximum Shear Stress Ratio = Load Combination Location of max.above base Applied Design Shear Allowable Shear Load Combination Results 0.6408 :1 +D+Lr +H NDS Eq. 3.9 -3 0.0 ft 1.097 k - 0.8160 k -ft 0.0 k -ft 492.85 psi 0.02409 :1 +D +Lr +H 8.0 ft 3.372 psi 140.0 psi Maximum SERVICE Lateral Load Reactions . . Top along Y -Y 0.0510 k Bottom along Y -Y 0.0510 k Top along X -X 0.0 k Bottom along X -X 0.0 k Maximum SERVICE Load Lateral Deflections... Along Y -Y - 0.03511 in at 3.383 ft above base for load combination : D Only Along X -X 0.0 in at 0.0 ft above base for load combination : n/a Other Factors used to calculate allowable stresses... Bending Cf or Cv : Size based factors 1.000 Compression 1.000 Tension Load Combination +D +D +L +H +D+Lr +H +D+0,750Lr+0.750L +H Maximum Reactions - Unfactored Maximum Axial + Bending Stress Ratios Stress Ratio Status Location Maximum Shear Ratios Stress Ratio Status Location 0.3140 PASS 0.0 ft 0.3140 PASS 0.0 ft 0.6408 PASS 0.0 ft 0.5579 PASS 0.0 ft 0.01204 0.01204 0.02409 0.02107 Load Combination X -X Axis Reaction @ Base @ Top Y -Y Axis Reaction @ Base @ Top PASS PASS PASS PASS 8.0 ft 8.0 ft 8.0 ft 8.0 ft Note: Only non -zero reactions are listed. D Only Lr Only -0.051 -0.051 -0.051 -0.051 STRUCTURAL DESIGN ASSOCIATES 2210 HEWITT AVE SUITE 401 EVERETT, WA 98201 PHONE: (425) 339 -0293 FAX: (425) 252 -0916 WWW.STRUCDES.COM Title : -k l M a -ALL R-F Dsgnr: Project Desc.: Project Notes : Job # L.D ".fl IZf3 Wood Column Lic. # : KW- 06008131 Description : MIN POST @COVERED BALCONY Maximum Deflections for Load Combinations • Unfactored Loads ENERCAI'.G INC. 1983.2009,Ver;.6.1.01 License Owner : STRUCTURAL DESIGN ASSOCIATES Load Combination Max. X -X Deflection Distance Max. Y -Y Deflection Distance D Only Lr Only Sketches 0.0000 in 0.000 ft 0.0000 in 0.000 ft -0.001 in -0.002 in 8.000 ft 7.946 ft 8 %5 5.50 in Loads are total entered value. Arrows do not reflect absolute direction. THE KIMBALL RESIDENCE 16219 - 51ST AVENEU SOUTH, TUKWILA WA 98188 ROOF LOAD: 25# LIVE LOAD, 15# DEAD LOAD FLOOR LOAD: 40# LIVE LOAD, 15# DEAD LOAD DECK LOAD: 60# LIVE, 15# DEAD LOAD WALL LOAD: 10# PLF SOIL BEARING CAPACITY: 1500# PSF CrlYRNE/„%i LA APR 012010 ►'ERMITCENiER AMERICAN HOME PLANNERS * 2812 COLBY AVENUE, EVERETT, WA 98201 * PH: (425) 258 -6400 / FAX: (425) 742 -8130 1)10-04b1 Footing Design f 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By:. , American Home Planners on: 03 -23 -2010 : 09:36:27 AM Protect: KIMBALL - Location: 24x24x10 ftg © 9' garage dr jamb Summary: Footing Size: 2.0 FT x 2.0 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) min. Footing Loads: Live Load: PL= Dead Load: PD= Total Load: PT= Ultimate Factored Load: Pu= Footing Properties: Allowable Soil Bearing Pressure: Qs= Concrete Compressive Strength: F'c= Reinforcing Steel Yield Strength: Fy= Concrete Reinforcement Cover: c= Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Baseplate Width: Baseplate Length: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punchinq Shear (ACI 11 -37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 Steel Required Based on Moment: As(1)= 0.05 Minimum Code Required Reinforcement (Shrinkage /Temperature ACI- 10.5.4): As(2)= 0.48 Controlling Reinforcing Steel: As -read= 0.48 Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) Min. Reinforcement Area Provided: As 0.59 IN2 Development Lenqth Calculations: Development Length Required: Ld= 15.00 Development Length Supplied: Ld -sup= 7.00 Note: Plain concrete adequate for bending, therefore adequate development length not required. W= L= Depth= d= m= n= bsw= bsl= Qu= Qe= Areq= A= Bearinq= Bearing- Allow= Vu1= vc1= Bo= Vu2= vc2 -a= vc2 -b= vc2 -c= vc2= Mu= Mn= 1848 LB 1913 LB 3761 LB 5252 LB 1500 PSF 2500 PSI 40000 PSI 3.00 IN 2.0 FT 2.0 FT 10.00 IN 6.25 IN (Steel) 4.00 I N 4.00 I N 4.00 I N 4.00 I N 940 PSF 1375 PSF 2.74 SF 4.0 SF 5252 LB 47600 LB 821 LB 12750 LB 41.00 IN 4294 LB 65344 LB 88188 LB 43563 LB 43563 LB 10943 IN -LB 127575 IN -LB IN IN2 IN2 IN2 IN IN Footing Design f 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:36:27 AM Project: KIMBALL - Location: 24x24x10 ftg @ garage Summary: Footing Size: 2.0 FT x 2.0 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearinq Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and.Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearinq Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punching Shear (ACI 11 -37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 IN Steel Required Based on Moment: As(1)= 0.09 IN2 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): As(2)= 0.48 IN2 Controlling Reinforcing Steel: As-reqd= 0.48 IN2 Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) Min. Reinforcement Area Provided: As= 0.59 IN2 Development Length Calculations: Development Length Required: Ld= Development Length Supplied: Ld -sup= Note: Plain concrete adequate for bending, therefore adequate development length not required. min. PL= PD= PT= Pu= Qs= F'c= Fy= c= W= L= Depth= d= m= n= Qu= Qe= Areq= A= Bearing= Bearing-Allow= Vu1= vc1= Bo= Vu2= vc2 -a= vc2 -b= vc2 -c= vc2= Mu= Mn= 3018 LB 1863 LB 4881 LB 7064 LB 1500 PSF 2500 PSI 40000 PSI 3.00 IN 2.0 FT 2.0 FT 10.00 IN 6.25 IN (Wood) 6.00 IN 6.00 IN 1220 PSF 1375 PSF 3.55 SF 4.0 SF 7064 LB 107100 LB 1693 LB 12750 LB 49.00 I N 5224 LB 78094 LB 92438 LB 52063 LB 52063 LB 21193 IN -LB 127575 IN -LB 15.00 IN 9.00 IN Footing Design f 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:36:27 AM Project: KIMBALL - Location: 24X24X10 FTG @ WET BAR Summary: Footing Size: 2.0 FT x 2.0 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) min. Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearinq Pressure: Concrete Compressive Strenqth: Reinforcing Steel Yield Strenqth: Concrete Reinforcement Cover: Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punching Shear (ACI 11 -37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Lenqth Required: PL= 3360 LB PD= 1312 LB PT= 4672 LB Pu= 6950 LB Qs= 1500 PSF F'c= 2500 PSI Fy= 40000 PSI c= 3.00 I N W= 2.0 FT L= 2.0 FT Depth= 10.00 IN d= 6.25 IN (Wood) m= 4.00 IN n= 4.00 IN Qu= 1168 PSF Qe= 1375 PSF Area= 3.4 SF A= 4.0 SF Bearing= 6950 LB Bearing - Allow= 47600 LB Vu1= 1665 LB vc1= 12750 LB Bo= 41.00 I N Vu2= 5683 LB vc2 -a= 65344 LB vc2 -b= 88188 LB vc2 -c= 43563 LB vc2= 43563 LB Mu= 20851 IN -LB Mn= 127575 IN -LB a= 0.46 IN As(1)= 0.09 IN2 (Shrinkage/Temperature ACI- 10.5.4): As(2)= 0.48 IN2 As -reqd= 0.48 IN2 #4 Bars @ 8.00 IN. O.C. E/W / (3) Min. As= 0.59 1N2 Ld= 15.00 IN Development Length Supplied: Ld -sup= 9.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. Footing Design j 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:36:28 AM Project: KIMBALL - Location: 24X24X10 TYP SPREAD FTG @ LIVING Summary: Footing Size: 2.0 FT x 2.0 FT x 10.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) min. Footing Loads: Live Load: PL= Dead Load: PD= Total Load: PT= Ultimate Factored Load: Pu= Footing Properties: Allowable Soil Bearing Pressure: Qs= Concrete Compressive Strength: F'c= Reinforcing Steel Yield Strength: Fy= Concrete Reinforcement Cover: c= Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Baseplate Width: Baseplate Length: Bearing Calculations: Ultimate Bearinq Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punchinq Shear: Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punching Shear (ACI 11 -37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.46 Steel Required Based on Moment: As(1)= 0.05 Minimum Code Required Reinforcement (Shrinkage /Temperature ACI- 10.5.4): As(2)= 0.48 Controlling Reinforcing Steel: As -regd= 0.48 Selected Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (3) Min. Reinforcement Area Provided: As= 0.59 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 IN Development Length Supplied: Ld -sup= 7.00 IN Note: Plain concrete adequate for bending, therefore adequate development length not required. W= L= Depth= d= m= n= bsw= bsl= Qu= Qe= Areq= A= Bearing= Bearing- Allow= Vu1= vc1= Bo= Vu2= vc2 -a= vc2 -b= vc2 -c= vc2= 2494 LB 976 LB 3470 LB 5162 LB 1500 PSF 2500 PSI 40000 PSI 3.00 IN 2.0 FT 2.0 FT 10.00 IN 6.25 IN (Steel) 4.00 I N 4.00 I N 4.00 I N 4.00 I N 868 PSF 1375 PSF 2.52 SF 4.0 SF 5162 LB 47600 LB 807 LB 12750 LB 41.00 IN 4220 LB 65344 LB 88188 LB 43563 LB 43563 LB Mu= 10753 IN -LB Mn= 127575 IN -LB IN IN2 IN2 IN2 Footing Design f 2006 International Residential Code (05 NDS)) Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:36:28 AM Project: KIMBALL - Location: 30x30x10 ftg © 9' garage dr jamb Summary: Footing Size: 2.5 FT x 2.5 FT x 10.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (4) min. Footing Loads: Live Load: PL= Dead Load: PD= Total Load: PT= Ultimate Factored Load: Pu= Footing Properties: Allowable Soil Bearing Pressure: Qs= Concrete Compressive Strength: F'c= Reinforcing Steel Yield Strength: Fy= Concrete Reinforcement Cover: c= Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punching Shear (ACI 11 -37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 Steel Required Based on Moment: As(1)= 0.08 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): As(2)= 0.60 Controlling Reinforcing Steel: As -reqd= 0.60 Selected Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (4) Min. Reinforcement Area Provided: As= 0.79 Development Length Calculations: Development Length Required: Ld= 15.00 Development Length Supplied: Ld -sup= 9.00 Note: Plain concrete adequate for bending, therefore adequate development length not required. W= L= Depth= d= 2765 2901 5666 7905 1500 2500 40000 3.00 2.5 2.5 10.00 6.25 (Concrete) m= 6.00 n= 6.00 Qu= 907 Qe= 1375 Areq= 4.12 A= 6.25 Bearing= 7905 Bearing - Allow= 107100 Vu1= 1515 vc1= 15938 Bo= 49.00 Vu2= 6587 vc2 -a= 78094 vc2 -b= 92438 vc2 -c= 52063 vc2= 52063 Mu= 18972 Mn= 169665 LB LB LB LB PSF PSI PSI IN FT FT IN IN IN IN PSF PSF SF SF LB LB LB LB IN LB LB LB LB LB IN -LB IN -LB IN IN2 IN2 IN2 IN2 IN IN Footing Design f 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:36:28 AM Project: KIMBALL - Location: 30x30x10 ftg @ family Summary: Footing Size: 2.5 FT x 2.5 FT x 10.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (4) min. Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punchinq Shear: Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punching Shear (ACI 11 -37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Mu= Nominal Moment Strength: Mn= Reinforcement Calculations: Concrete Compressive Block Depth: a= Steel Required Based on Moment: As(1)= Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): As(2)= Controlling Reinforcing Steel: As -regd= Selected Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W Reinforcement Area Provided: As= Development Length Calculations: Development Lenqth Required: Ld= Development Length Supplied: Ld -sup= Note: Plain concrete adequate for bending, therefore adequate development length not required. PL= 3079 PD= 3639 PT= 6718 Pu= 9293 Qs= 1500 F'c= 2500 Fy= 40000 c= 3.00 W= 2.5 L= 2.5 Depth= 10.00 d= 6.25 (Concrete) m= 8.00 n= 8.00 Qu= 1075 Qe= 1375 Areq= 4.89 A= 6.25 Bearing= Bearing-Allow= Vu1= vc1= Bo= Vu2= vc2 -a= vc2 -b= vc2 -c= vc2= LB LB LB LB PSF PSI PSI IN FT FT IN IN IN IN PSF PSF SF SF 9293 LB 190400 LB 1471 LB 15938 LB 57.00 7196 90844 96688 60563 60563 IN LB LB LB LB LB 18741 IN -LB 169665 IN -LB 0.49 IN 0.08 IN2 0.60 IN2 0.60 IN2 / (4) Min. 0.79 IN2 15.00 IN 8.00 IN Footing Design [ 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By:. , American Home Planners on: 03 -23 -2010 : 09:36:29 AM Project: KIMBALL - Location: 30X30X10 FTG @ WT BAR / LIVING Summary: Footing Size: 2.5 FT x 2.5 FT x 10.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (4) min. Footing Loads: Live Load: PL= Dead Load: PD= Total Load: PT= Ultimate Factored Load: Pu= Footing Properties: Allowable Soil Bearing Pressure: Qs= Concrete Compressive Strength: F'c= Reinforcing Steel Yield Strength: Fy= Concrete Reinforcement Cover: c= Footing Size: Width: W= Length: L= Depth: Depth= Effective Depth to Top Layer of Steel: d= Column and Baseplate Size: - Column Type: Column Width: m= Column Depth: n= Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punchinq Shear (ACI 11 -37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 Steel Required Based on Moment: As(1)= 0.16 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): As(2)= 0.60 Controlling Reinforcing Steel: As -regd= 0.60 Selected Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (4) Min. Reinforcement Area Provided: As= 0.79 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 Development Length Supplied: Ld -sup= 12.00 Note: Plain concrete adequate for bending, therefore adequate development length not required. Qu= Qe= Areq= A= Bearing= Bearing- Allow= Vu1= vc1= Bo= Vu2= vc2 -a= vc2 -b= vc2 -c= vc2= 4280 LB 2134 LB 6414 LB 9409 LB 1500 PSF 2500 PSI 40000 PSI 3.00 IN 2.5 FT 2.5 FT 10.00 IN 6.25 IN (Wood) 4.00 IN 4.00 IN 1026 PSF 1375 PSF 4.66 SF 6.25 SF 9409 LB 47600 LB 2744 LB 15938 LB 41.00 IN 8310 LB 65344 LB 88188 LB 43563 LB 43563 LB Mu= 35283 IN -LB Mn= 169665 IN -LB IN IN2 IN2 IN2 IN IN Footing Design f 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010: 09:36:29 AM Project: KIMBALL - Location: 30x30x10 ftg family wdwjamb Summary: Footing Size: 2.5 FT x 2.5 FT x 10.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (4) min. Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punching Shear (ACI 11 -37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Ld= Development Length Supplied: Ld -sup= Note: Plain concrete adequate for bending, therefore adequate development length not required. Pressure: PL= PD= PT= Pu= Qs= F'c= Fy= c= W= L= Depth= d= m= n= Qu= Qe= Areq= A= Bearing= Bearing - Allow= Vu1= vc1= Bo= Vu2= vc2 -a= vc2 -b= vc2 -c= vc2= Mu= Mn= 4439 3551 7990 11364 1500 2500 40000 3.00 2.5 2.5 10.00 6.25 LB LB LB LB PSF PSI PSI IN FT FT IN IN (Concrete) 6.00 IN 6.00 IN 1278 PSF 1375 PSF 5.81 SF 6.25 SF 11364 LB 107100 LB 2178 LB 15938 LB 49.00 IN 9469 LB 78094 LB 92438 LB 52063 LB 52063 LB 27273 IN -LB 169665 IN -LB a= 0.49 As(1)= 0.12 As(2)= 0.60 As -regd= 0.60 #4 Bars @ 7.00 IN. O.C. E/W / (4) Min. As= 0.79 IN2 IN IN2 IN2 IN2 15.00 IN 9.00 IN Footing Design [ 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010: 09:36:29 AM Project: KIMBALL - Location: 30X30X10 SPREAD FTG @ DEN / STUDY Summary: Footing Size: 2.5 FT x 2.5 FT x 10.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (4) min. Footing Loads: Live Load: PL= Dead Load: PD= Total Load: PT= Ultimate Factored Load: Pu= Footing Properties: Allowable Soil Bearing Pressure: Qs= Concrete Compressive Strength: F'c= Reinforcing Steel Yield Strength: Fy= Concrete Reinforcement Cover: c= Footing Size: Width: W= Length: L= Depth: Depth= Effective Depth to Top Layer of Steel: d= Column and Baseplate Size: Column Type: Column Width: m= Column Depth: n= Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punching Shear (ACI 11 -37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: a= 0.49 Steel Required Based on Moment: As(1)= 0.15 Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): As(2)= 0.60 Controlling Reinforcing Steel: As -regd= 0.60 Selected Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (4) Min. Reinforcement Area Provided: As= 0.79 IN2 Development Length Calculations: Development Length Required: Ld= 15.00 Development Length Supplied: Ld -sup= 12.00 Note: Plain concrete adequate for bending, therefore adequate development length not required. Qu= Qe= Areq= A= Bearing= Bearing - Allow= Vu1= vc1= Bo= Vu2= vc2 -a= vc2 -b= vc2 -c= vc2= 3840 LB 2092 LB 5932 LB 8654 LB 1500 PSF 2500 PSI 40000 PSI 3.00 IN 2.5 FT 2.5 FT 10.00 IN 6.25 IN (Wood) 4.00 IN 4.00 IN 949 PSF 1375 PSF 4.31 SF 6.25 SF 8654 LB 47600 LB 2524 LB 15938 LB 41.00 IN 7644 LB 65344 LB 88188 LB 43563 LB 43563 LB Mu= 32454 IN -LB Mn= 169665 IN -LB IN IN2 IN2 IN2 IN IN Footing Design [ 2006 International Residential Code (05 NDS)1 Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:36:29 AM Project: KIMBALL - Location: 36x36x10 ftg @ dining Summary: Footing Size: 3.0 FT x 3.0 FT x 10.00 IN Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W / (4) min. Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punching Shear (ACI 11 -37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Mu= Nominal Moment Strength: Mn= Reinforcement Calculations: Concrete Compressive Block Depth: a= Steel Required Based on Moment: As(1)= Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): As(2)= Controlling Reinforcing Steel: As -reqd= Selected Reinforcement: #4 Bars @ 9.00 IN. O.C. E/W Reinforcement Area Provided: As= Development Length Calculations: Development Length Required: Ld= Development Length Supplied: Ld -sup= Note: Plain concrete adequate for bending, therefore adequate development length not required. PL= 5085 PD= 4735 PT= 9820 Pu= 13818 Qs= 1500 F'c= 2500 Fy= 40000 c= 3.00 W= 3.0 L= 3.0 Depth= 10.00 d= 6.25 (Concrete) m= 6.00 n= 6.00 Qu= 1091 Qe= 1375 Areq= 7.14 A= 9.0 Bearing= Bearing- Allow= Vu1= vc1= Bo= Vu2= vc2 -a= vc2 -b= vc2 -c= vc2= LB LB LB LB PSF PSI PSI IN FT FT IN IN IN IN PSF PSF SF SF 13818 LB 107100 LB 3359 LB 19125 LB 49.00 IN 12218 LB 78094 LB 92438 LB 52063 LB 52063 LB 43181 IN -LB 170825 IN -LB 0.41 IN 0.19 IN2 0.72 IN2 0.72 IN2 / (4) Min. 0.79 IN2 15.00 IN 12.00 IN Footing Design [ 2006 International Residential Code (05 NDS)1 Ver: 7.01.14 By:. , American Home Planners on: 03 -23 -2010 : 09:36:30 AM Project: KIMBALL - Location: 36x36x12 ftg @ garage dr right jamb Summary: Footing Size: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (5) min. Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punching Shear (ACI 11 -37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement (Shrinkage /Temperature ACI- 10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: PL= PD= PT= Pu= Qs= F'c= Fy= c= W= L= Depth= d= m= n= Qu= Qe= Areq= A= Bearing= Bearing- Allow= 5656 LB 5030 LB 10686 LB 15086 LB 1500 PSF 2500 PSI 40000 PSI 3.00 IN 3.0 FT 3.0 FT 12.00 IN 8.25 IN (Wood) 6.00 IN 6.00 IN 1187 PSF 1350 PSF 7.92 SF 9.0 SF 15086 LB 107100 LB Vu1= 4086 LB vc1= 25245 LB Bo= Vu2= vc2 -a= vc2 -b= vc2 -c= vc2= 57.00 IN 12722 LB 119914 LB 155678 LB 79943 LB 79943 LB Mu= 67885 IN -LB Mn= 282369 IN -LB a= 0.51 IN As(1)= 0.23 IN2 As(2)= 0.86 IN2 As -reqd= 0.86 IN2 #4 Bars @ 7.00 IN. O.C. E/W / (5) Min. As= 0.98 IN2 Ld= 15.00 IN Ld -sup= 15.00 IN Footing Design j 2006 International Residential Code (05 NDS)] Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:36:30 AM Project: KIMBALL - Location: 36X36X12 FTG @ LIVING / FAMILY Summary: Footing Size: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement: #4 Bars @ 7.00 IN. O.C. E/W / (5) min. Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: (Wood) Column Width: 4.00 IN Column Depth: 4.00 IN Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punching Shear (ACI 11 -37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: PL= PD= PT= Pu= Qs= F'c= Fy= c= W= L= Depth= d= 5520 LB 2704 LB 8224 LB 12077 LB 1500 PSF 2500 PSI 40000 PSI 3.00 IN 3.0 FT 3.0 FT 12.00 IN 8.25 IN m= n= Qu= Qe= Areq= A= Bearing= Bearing - Allow= 914 PSF 1350 PSF 6.09 SF 9.0 SF 12077 LB 47600 LB Vu1= 3271 LB vc1= 25245 LB Bo= Vu2= vc2 -a= vc2 -b= vc2 -c= vc2= 49.00 I N 10678 LB 103084 LB 150068 LB 68723 LB 68723 LB Mu= 54346 IN -LB Mn= 282369 IN -LB a= 0.51 IN As(1)= 0.18 IN2 (Shrinkage /Temperature ACI- 10.5.4): As(2)= 0.86 IN2 As -reqd= 0.86 IN2 #4 Bars © 7.00 IN. O.C. E/W / (5) Min. As= 0.98 IN2 Ld= 15.00 IN Ld -sup= 15.00 IN Footing Design f 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:36:30 AM Project: KIMBALL - Location: 36X36X12 FTG @ PWDR RM Summary: Footing Size: 3.0 FT x 3.0 FT x 12.00 IN Reinforcement: #4 Bars © 7.00 IN. O.C. E/W / (5) min. Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure: Concrete Compressive Strenqth: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearinq Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punching Shear (ACI 11 -37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement (Shrinkage/Temperature ACI- 10.5.4): Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: PL= PD= PT= Pu= Qs= F'c= Fy= c= W= L= Depth= d= m= n= Qu= Qe= Areq= A= Bearing= Bearing-Allow= Vu1= vc1= Bo= Vu2= vc2 -a= vc2 -b= vc2 -c= vc2= 4901 LB 6072 LB 10973 LB 15128 LB 1500 PSF 2500 PSI 40000 PSI 3.00 IN 3.0 FT 3.0 FT 12.00 IN 8.25 IN (Wood) 4.00 IN 4.00 IN 1219 PSF 1350 PSF 8.13 SF 9.0 SF 15128 LB 47600 LB 4097 LB 25245 LB 49.00 IN 13376 LB 103084 LB 150068 LB 68723 LB 68723 LB Mu= 68076 IN -LB Mn= 282369 IN -LB a= 0.51 IN As(1)= 0.23 IN2 As(2)= 0.86 IN2 As -reqd= 0.86 IN2 #4 Bars @ 7.00 IN. O.C. E/W / (5) Min. As= 0.98 IN2 Ld= 15.00 IN Ld -sup= 15.00 IN Footing Design [ 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By:. , American Home Planners on: 03 -23 -2010 : 09:36:31 AM Project: KIMBALL - Location: 42x42x12 ftg @ garage Summary: Footing Size: 3.5 FT x 3.5 FT x 12.00 IN Reinforcement: #4 Bars © 7.00 IN. O.C. E/W / (6) min. Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearinq: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punching Shear (ACI 11 -37): Controllinq Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Lenqth Calculations: Development Length Required: Development Length Supplied: PL= PD= PT= Pu= Qs= F'c= Fy= c= W= L= Depth= d= m= n= Qu= Qe= Areq= A= Bearinq= Bearing- Allow= 7572 LB 6999 LB 14571 LB 20514 LB 1500 PSF 2500 PSI 40000 PSI 3.00 IN 3.5 FT 3.5 FT 12.00 IN 8.25 IN (Wood) 7.00 IN 7.00 IN 1189 PSF 1350 PSF 10.79 SF 12.25 SF 20514 LB 145775 LB Vu1= 6227 LB vc1= 29453 LB Bo= Vu2= vc2 -a= vc2 -b= vc2 -c= vc2= 61.00 IN 17809 LB 128329 LB 158483 LB 85553 LB 85553 LB Mu= 107699 IN -LB Mn= 338532 IN -LB a= 0.53 IN As(1)= 0.37 IN2 (Shrinkage /Temperature ACI- 10.5.4): As(2)= 1.01 IN2 As -reqd= 1.01 IN2 #4 Bars @ 7.00 IN. O.C. E/W / (6) Min. As= 1.18 IN2 Ld= 15.00 IN Ld -sup= 18.00 IN Footing Design [ 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:36:31 AM Protect: KIMBALL - Location: 48x48x12 ftg @ garage Summary: Footing Size: 4.0 FT x 4.0 FT x 12.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (6) min. Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearinq Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: (Wood) Column Width: 7.00 IN Column Depth: 7.00 IN Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punchinq Shear: Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punching Shear (ACI 11 -37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Lenqth Required: Development Length Supplied: PL= PD= PT= Pu= Qs= F'c= Fy= c= W= L= Depth= d= 8005 LB 7401 LB 15406 LB 21689 LB 1500 PSF 2500 PSI 40000 PSI 3.00 IN 4.0 FT 4.0 FT 12.00 IN 8.25 IN m= n= Qu= Qe= Areq= A= Bearing= Bearing - Allow= 963 PSF 1350 PSF 11.41 SF 16.0 SF 21689 LB 145775 LB Vu1= 7117 LB vc1= 33660 LB Bo= Vu2= vc2 -a= vc2 -b= vc2 -c= vc2= 61.00 IN 19500 LB 128329 LB 158483 LB 85553 LB 85553 LB Mu= 130135 IN -LB Mn= 339930 IN -LB a= 0.46 IN As(1)= 0.44 IN2 (Shrinkage/Temperature ACI- 10.5.4): As(2)= 1.15 IN2 As -reqd= 1.15 IN2 #4 Bars @ 8.00 IN. O.C. E/W / (6) Min. As= 1.18 IN2 Ld= 15.00 IN Ld -sup= 21.00 IN Footing Design [ 2006 International Residential Code (05 NDS)1 Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:36:31 AM Project: KIMBALL - Location: 48X48X12 FTG @ STAIRS HALL CLOSET Summary: Footinq Size: 4.0 FT x 4.0 FT x 12.00 IN Reinforcement: #4 Bars @ 8.00 IN. O.C. E/W / (6) min. Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil Bearing Pressure: Concrete Compressive Strength: Reinforcing Steel Yield Strength: Concrete Reinforcement Cover: Footing Size: Width: Length: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate Bearing Pressure: Effective Allowable Soil Bearing Pressure: Required Footing Area: Area Provided: Baseplate Bearing: Bearing Required: Allowable Bearing: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: Punching Shear Calculations (Two way shear): Critical Perimeter: Punching Shear: Allowable Punching Shear (ACI 11 -35): Allowable Punching Shear (ACI 11 -36): Allowable Punching Shear (ACI 11 -37): Controlling Allowable Punching Shear: Bending Calculations: Factored Moment: Nominal Moment Strength: Reinforcement Calculations: Concrete Compressive Block Depth: Steel Required Based on Moment: Minimum Code Required Reinforcement Controlling Reinforcing Steel: Selected Reinforcement: Reinforcement Area Provided: Development Length Calculations: Development Length Required: Development Length Supplied: PL= PD= PT= Pu= Qs= F'c= Fy= c= W= L= Depth= d= m= n= Qu= Qe= Areq= A= Bearinq= Bearing- Allow= 7567 LB 8590 LB 16157 LB 22415 LB 1500 PSF 2500 PSI 40000 PSI 3.00 IN 4.0 FT 4.0 FT 12.00 IN 8.25 IN (Wood) 4.00 IN 4.00 IN 1010 PSF 1350 PSF 11.97 SF 16.0 SF 22415 LB 47600 LB Vu1= 7355 LB vc1= 33660 LB Bo= Vu2= vc2 -a= vc2 -b= vc2 -c= vc2= 49.00 I N 20955 LB 103084 LB 150068 LB 68723 LB 68723 LB Mu= 134491 Mn= 339930 IN -LB IN -LB a= 0.46 IN As(1)= 0.46 IN2 (Shrinkage/Temperature ACI- 10.5.4): As(2)= 1.15 IN2 As -reqd= 1.15 IN2 #4 Bars @ 8.00 IN. O.C. E/W / (6) Min. As= 1.18 IN2 Ld= 15.00 IN Ld -sup= 21.00 IN Uniformly Loaded Floor Beamf 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:36:33 AM Project: KIMBALL - Location: (2) 2x12 abv living rm / balcony Summary: ( 2 ) 1.5INx11.25INx4.OFT / #2- Hem - Fir -Dry Use Section Adequate By: 890.4% Controlling Factor: Section Modulus / Depth Required 3.57 In * Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Unbraced Length -Top of Beam: Lu= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Floor Loading: Floor Live Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW 1= Floor Live Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Live Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Live Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total Maximum Load: wT= Properties For: #2- Hem -Fir Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fcjerp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.00 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 2.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 0.00 I N 0.00 IN = U24105 0.00 I N = U17044 320 LB 133 LB 453 LB 0.37 IN 4.0 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 4.0 FT 40.0 PSF 15.0 PSF 0.0 FT 1.00 0 PLF 160 PLF 6 PLF 66 PLF 226 PLF 850 PS 150 PS 1300000 PS 470000 PS 405 PS 850 PS 150 PS 453 FT -LB 244 LB 6.39 63.28 2.44 33.75 5.32 355.96 N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam( 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:36:35 AM Project: KIMBALL - Location: 10' upper flr bm @ living rm / upper flr balcony Summary: 3.5 IN x 9.25 IN x 10.0 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 72.8% Controlling Factor: Section Modulus / Depth Required 7.04 In Deflections: Dead Load: DLD= 0.05 IN Live Load: LLD= 0.07 IN = U1642 Total Load: TLD= 0.13 IN = U947 Reactions (Each End): Live Load: LL -Rxn= 600 LB Dead Load: DL -Rxn= 440 LB Total Load: TL -Rxn= 1040 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.48 IN Beam Data: Span: L= 10.0 FT Unbraced Length -Top of Beam: Lu= 0.0 FT Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 240 Floor Loading: Floor Live Load -Side One: LL1= 40.0 PSF Floor Dead Load -Side One: DL1= 15.0 PSF Tributary Width -Side One: TW1= 3.0 FT Floor Live Load -Side Two: LL2= 40.0 PSF Floor Dead Load -Side Two: DL2= 15.0 PSF Tributary Width -Side Two: TW2= 0.0 FT Live Load Duration Factor: Cd= 1.00 WALL= 36 PLF Wall Load: Beam Loading: Beam Total Live Load: Beam Self Weight: Beam Total Dead Load: Total Maximum Load: Properties For: #2- Douglas- Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CF =1.20 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 5.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): wL= 120 PLF BSW= 7 PLF wD= 88 PLF wT= 208 PLF Fb= 900 PS Fv= 180 PS E= 1600000 PS E -Min= 580000 PS Fc_perp= 625 PS Fb'= 1080 PS Fv'= 180 PS M= 2600 FT -LB V= 894 LB Sreq= 28.89 S= 49.91 Areq= 7.45 A= 32.38 Ireq= 58.50 I= 230.84 N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam f 2006 International Residential Code (05 NDS) j Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010: 09:36:38 AM Project: KIMBALL - Location: 4' upper flr bm abv wet bar / hall way Summary: 3.5 IN x 11.25 IN x 4.0 FT / #1 - Douglas- Fir -Larch - Dry Use Section Adequate By: 346.1 % Controlling Factor: Section Modulus / Depth Required 5.33 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Unbraced Length -Top of Beam: Lu= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: U Floor Loading: Floor Live Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Floor Live Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Live Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Live Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total Maximum Load: wT= Properties For: #1- Douglas- Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.10 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 2.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 16.55 S= 73.83 Area (Shear): Areq= 6.83 A= 39.38 Moment of Inertia (Deflection): Ireq= 12.85 1= 415.28 0.00 I N 0.00 IN = U12259 0.01 IN = U7757 960 LB 557 LB 1517 LB 0.69 I N 4.0 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 12.0 FT 40.0 PSF 15.0 PSF 0.0 FT 1.00 90 PLF 480 PLF 9 PLF 279 PLF 759 PLF 1000 PS 180 PS 1700000 PS 620000 PS 625 PS 1100 PS 180 PS 1517 FT -LB 819 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam( 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By:. , American Home Planners on: 03 -23 -2010 : 09:36:40 AM Project: KIMBALL - Location: 5.67' fdn flr bm @ den / study Summary: 3.5 IN x 11.25 IN x 5.67 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 53.3% Controlling Factor: Section Modulus / Depth Required 9.09 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Unbraced Length -Top of Beam: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Floor Loading: Floor Live Load -Side One: Floor Dead Load -Side One: Tributary Width -Side One: Floor Live Load -Side Two: Floor Dead Load -Side Two: Tributary Width -Side Two: Live Load Duration Factor: Wall Load: Beam Loading: Beam Total Live Load: Beam Self Weight: Beam Total Dead Load: Total Maximum Load: Properties For: #2- Douglas- Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CF =1.10 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 2.835 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): DLD= 0.01 IN LLD= 0.02 IN = L/3038 TLD= 0.03 IN = L/1967 LL -Rxn= 1814 LB DL -Rxn= 988 LB TL -Rxn= 2802 LB BL= 1.28 I N L= 5.67 FT Lu= 0.0 FT 360 L/ 240 LL1= 40.0 PSF DL1= 15.0 PSF TW1= 8.0 FT LL2= 40.0 PSF DL2= 15.0 PSF TW2= 8.0 FT Cd= 1.00 WALL= 100 PLF wL= 640 PLF BSW= 9 PLF wD= 349 PLF wT= 989 PLF Fb= 900 PS Fv= 180 PS E= 1600000 PS E -Min= 580000 PS Fcjerp= 625 PS Fb'= 990 PS Fv'= 180 PS M= 3973 FT -LB V= 1906 LB Sreq= 48.15 N3 S= 73.83 N3 Areq= 15.88 N2 A= 39.38 N2 Ireq= 50.67 N4 1= 415.28 N4 Uniformly Loaded Floor Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:36:42 AM Project: KIMBALL - Location: 5.67' fdn flr bm Summary: 3.5 IN x 9.25 IN x 5.67 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 82.6% Controlling Factor: Section Modulus / Depth Required 6.84 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Unbraced Length -Top of Beam: Lu= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Floor Loading: Floor Live Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Floor Live Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Live Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Live Load: wL= Beam Self Weiqht: BSW= Beam Total Dead Load: wD= Total Maximum Load: wT= Properties For: #2- Douglas- Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.20 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 2.835 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 27.33 S= 49.91 Area (Shear): Areq= 10.70 A= 32.38 Moment of Inertia (Deflection): Ireq= 33.83 1= 230.84 0.01 IN 0.03 IN = 1J2456 0.04 I N = 1J1766 1247 LB 488 LB 1735 LB 0.79 IN 5.67 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 11.0 FT 40.0 PSF 15.0 PSF 0.0 FT 1.00 0 PLF 440 PLF 7 PLF 172 PLF 612 PLF 900 PS 180 PS 1600000 PS 580000 PS 625 PS 1080 PS 180 PS 2459 FT -LB 1284 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam( 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By:. , American Home Planners on: 03 -23 -2010 : 09:36:44 AM Project: KIMBALL - Location: 6' fdn flr bm @ den / study Summary: 3.5 IN x 11.25 IN x 6.0 FT 1 #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 36.9% Controlling Factor: Section Modulus / Depth Required 9.61 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Unbraced Length -Top of Beam: Lu= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Floor Loading: Floor Live Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Floor Live Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Live Load Duration Factor: Cd= Wall Load: WALL= Beam Loadinq: Beam Total Live Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total Maximum Load: wT= Properties For: #2- Douqlas- Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fc _perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.10 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 3.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live Toads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 53.92 S= 73.83 Area (Shear): Areq= 17.30 A= 39.38 Moment of Inertia (Deflection): Ireq= 60.04 1= 415.28 0.02 I N 0.03 I N = U2564 0.04 IN = U1660 1920 LB 1046 LB 2966 LB 1.36 IN 6.0 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 8.0 FT 40.0 PSF 15.0 PSF 8.0 FT 1.00 100 PLF 640 PLF 9 PLF 349 PLF 989 PLF 900 PS 180 PS 1600000 PS 580000 PS 625 PS 990 PS 180 PS 4448 FT -LB 2076 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beam'. 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:36:46 AM Project: KIMBALL - Location: 6' fdn flr bm Summary: 3.5 IN x 11.25 IN x 6.0 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 73.9% Controlling Factor: Section Modulus / Depth Required 8.53 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Unbraced Length -Top of Beam Lu= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Floor Loading: Floor Live Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Floor Live Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Live Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Live Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total Maximum Load: wT= Properties For: #2- Douglas- Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fc perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.10 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 3.0 ft from left support Critical moment created by combining all dead and live Toads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 42.47 S= 73.83 Area (Shear): Areq= 13.62 A= 39.38 Moment of Inertia (Deflection): Ireq= 51.02 1= 415.28 0.01 I N 0.02 IN = L/2930 0.03 IN = IJ2108 1680 LB 656 LB 2336 LB 1.07 IN 6.0 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 14.0 FT 40.0 PSF 15.0 PSF 0.0 FT 1.00 0 PLF 560 PLF 9 PLF 219 PLF 779 PLF 900 PS 180 PS 1600000 PS 580000 PS 625 PS 990 PS 180 PS 3503 FT -LB 1635 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beamf 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:36:48 AM Project: KIMBALL - Location: 6' upper flr bm abv living / family Summary: 3.5 IN x 9.25 IN x 6.0 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 68.6% Controlling Factor: Section Modulus / Depth Required 7.12 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Unbraced Length -Top of Beam: Lu= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: Floor Loading: Floor Live Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Floor Live Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Live Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Live Load: wL= Beam Self Weiqht: BSW= Beam Total Dead Load: wD= Total Maximum Load: wT= Properties For: #2- Douglas- Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fcjerp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.20 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 3.0 ft from left support Critical moment created by combining all dead and live Toads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 29.60 S= 49.91 Area (Shear): Areq= 11.25 A= 32.38 Moment of Inertia (Deflection): Ireq= 35.96 I= 230.84 0.02 I N 0.03 IN = L/2534 0.05 IN = U1541 1080 LB 696 LB 1776 LB 0.81 I N 6.0 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 9.0 FT 40.0 PSF 15.0 PSF 0.0 FT 1.00 90 PLF 360 PLF 7 PLF 232 PLF 592 PLF 900 PS 180 PS 1600000 PS 580000 PS 625 PS 1080 PS 180 PS 2664 FT -LB 1350 LB N3 N3 N2 N2 N4 N4 Uniformly Loaded Floor Beamf 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By:. , American Home Planners on: 03 -23 -2010 : 09:36:51 AM Project: KIMBALL - Location: 8' upper flr bm abv wet bar Summary: 3.5 IN x 11.25 IN x 8.0 FT / #1 - Douglas- Fir -Larch - Dry Use Section Adequate By: 20.2% Controlling Factor: Section Modulus / Depth Required 10.26 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Unbraced Length -Top of Beam: Lu= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: Floor Loading: Floor Live Load -Side One: LL1= Floor Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Floor Live Load -Side Two: LL2= Floor Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Live Load Duration Factor: Cd= Wall Load: WALL= Beam Loading: Beam Total Live Load: wL= Beam Self Weight: BSW= Beam Total Dead Load: wD= Total Maximum Load: wT= Properties For: #1- Douglas- Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fc perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.10 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 61.40 S= 73.83 Area (Shear): Area= 18.29 A= 39.38 Moment of Inertia (Deflection): Ireq= 95.33 I= 415.28 0.03 I N 0.06 IN = L/1672 0.09 IN = U1045 1760 LB 1054 LB 2814 LB 1.29 IN 8.0 FT 0.0 FT 360 240 40.0 PSF 15.0 PSF 11.0 FT 40.0 PSF 15.0 PSF 0.0 FT 1.00 90 PLF 440 PLF 9 PLF 264 PLF 704 PLF 1000 PS 180 PS 1700000 PS 620000 PS 625 PS 1100 PS 180 PS 5628 FT -LB 2195 LB N3 N3 N2 N2 N4 N4 Roof Beamf 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By:. , American Home Planners on: 03 -23 -2010 : 09:36:56 AM Protect: KIMBALL - Location: 13' roof bm @ cov balcony Summary: 3.5 IN x 9.25 IN x 13.0 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 29.2% Controlling Factor: Section Modulus / Depth Required 8.14 In Deflections: DLD= Dead Load: LLD= Live Load: TLD= Total Load: Reactions (Each End): LL -Rxn= Live Load: Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Roof Loading: LL1= Roof Live Load -Side One: LL Roof Dead Load -Side One: D1= L1= Tributary Width -Side One: L2= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For: #2- Douglas- Fir -Larch Fb= Bending Stress: Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 CF =1.20 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 6.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 0.18 IN 0.15 IN = U1025 0.33 I N = U474 569 LB 662 LB 1231 LB 0.56 IN 13.0 FT 0.0 FT 5. : 12 240 180 25.0 PSF 25.0 PSF 3.5 FT 25.0 PSF 15.0 PSF 0.0 FT 1.15 7 PLF 13.0 FT 88 PLF 102 PLF 189 PLF 900 PS 180 PS 1600000 PS 580000 PS 625 PS 1242 PS 207 PS 3999 FT -LB 1107 LB 38.64 N3 49.91 N3 8.03 N2 32.38 N2 87.72 N4 230.84 N4 Roof Beamf 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:36:58 AM Project: KIMBALL - Location: 14' hdr roof bm @ stair tower Summary: 5.25 IN x 11.25 IN x 14.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 2.3% Controlling Factor: Section Modulus / Depth Required 11.12 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Roof Loading: Roof Live Load -Side One: Roof Dead Load -Side One: Tributary Width -Side One: Roof Live Load -Side Two: Roof Dead Load -Side Two: Tributary Width -Side Two: Roof Duration Factor: Wall Load: Beam Self Weight: Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.15 CF =1.01 Fv': Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: 7.0 ft from left support Critical moment created by combining Controlling Shear: At a distance d from support. Critical shear created by combining all Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): all dead and live Toads. dead and live loads. DLD= 0.46 IN LLD= 0.40 IN = L/421 TLD= 0.86 IN = L/196 LL -Rxn= 4025 LB DL -Rxn= 4630 LB TL -Rxn= 8655 LB BL= 2.20 IN L= 14.0 FT Lu= 0.0 FT RP= 5. : 12 L/ 240 L/ 180 LL1= 25.0 PSF DL1= 25.0 PSF TW1= 19.5 FT LL2= 25.0 PSF DL2= 25.0 PSF TW2= 3.5 FT Cd= 1.15 WALL= 20 PLF BSW= 18 PLF Ladj= 14.0 FT wL= 575 PLF wD_adj= 661 PLF wT= 1236 PLF Fb= 2900 PSI Fv= 290 PSI E= 2000000 PSI Fc _perp= 750 PSI Fb'= 3359 PSI Fv'= 334 PSI M= 30291 FT -LB V= 7616 LB Sreq= 108.21 S= 110.74 Area= 34.26 A= 59.06 Ireq= 572.41 I= 622.92 N3 N3 N2 N2 N4 N4 Roof Beamf 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By:. , American Home Planners on: 03 -23 -2010 : 09:37:00 AM Project: KIMBALL - Location: 16' garage dr hdr Summary: 5.5 IN x 11.25 IN x 16.33 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 49.1% Controlling Factor: Section Modulus / Depth Required 9.21 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For: #2- Douglas- Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 CF =1.00 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 8.165 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live Toads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): lreq= I= 0.20 IN 0.16 IN = U1188 0.37 IN = U531 714 LB 883 LB 1598 LB 0.46 IN 16.33 FT 0.0 FT 5. : 12 240 180 25.0 PSF 25.0 PSF 3.5 FT 25.0 PSF 15.0 PSF 0.0 FT 1.15 13 PLF 16.33 FT 88 PLF 108 PLF 196 PLF 875 PS 170 PS 1300000 PS 470000 PS 625 PS 1006 PS 196 PS 6524 FT -LB 1438 LB 77.80 116.02 11.03 61.88 221.22 652.59 N3 N3 N2 N2 N4 N4 Roof Beamf 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By:. , American Home Planners on: 03 -23 -2010 : 09:37:04 AM Project: KIMBALL - Location: 3' hdr rof bm @ abv great room / living rm Summary: 3.5 IN x 7.25 IN x 3.33 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 142.9% Controlling Factor: Section Modulus / Depth Required 4.65 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladi= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For: #2- Douglas- Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 CF =1.30 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 1.665 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Area= A= Moment of Inertia (Deflection): Ireq= I= 0.01 IN 0.01 IN = U5270 0.02 IN = U2516 812 LB 888 LB 1700 LB 0.78 IN 3.33 FT 0.0 FT 5. : 12 240 180 25.0 PSF 25.0 PSF 19.5 FT 25.0 PSF 15.0 PSF 0.0 FT 1.15 6 PLF 3.33 FT 488 PLF 534 PLF 1021 PLF 900 PS 180 PS 1600000 PS 580000 PS 625 PS 1346 PS 207 PS 1415 FT -LB 1088 LB 12.62 30.66 7.88 25.38 7.95 111.15 N3 N3 N2 N2 N4 N4 Roof Beam( 2006 International Residential Code (05 NDS)1 Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:37:06 AM Project: KIMBALL - Location: 3' hdr roof bm @ abv foyer Summary: 3.5 IN x 7.25 IN x 3.33 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 620.9% Controlling Factor: Section Modulus / Depth Required 2.7 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: Roof Loadinq: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For: #2- Douglas- Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 CF =1.30 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 1.665 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= 1= 0.00 IN 0.00 I N = L/15809 0.01 IN = L/7467 271 LB 302 LB 573 LB 0.26 IN 3.33 FT 0.0 FT 5. : 12 240 180 25.0 PSF 25.0 PSF 6.5 FT 25.0 PSF 15.0 PSF 0.0 FT 1.15 6 PLF 3.33 FT 163 PLF 182 PLF 344 PLF 900 PS 180 PS 1600000 PS 580000 PS 625 PS 1346 PS 207 PS 477 FT -LB 367 LB 4.25 N3 30.66 N3 2.66 N2 25.38 N2 2.68 N4 111.15 N4 Roof Beamf 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:37:08 AM Project: KIMBALL - Location: 3' hdr roof bm abv media rm Summary: 3.5 IN x 7.25 IN x 3.0 FT / #2 Douqlas- Fir -Larch - Dry Use Section Adequate By: 510.8% Controlling Factor: Section Modulus / Depth Required 2.93 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weight: BSW= Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_adj= Total Uniform Load: wT= Properties For: #2- Douglas- Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fc _perp= Adjusted Properties Fb'= Fb' (Tension): Adjustment Factors: Cd =1.15 CF =1.30 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 1.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): lreq= I= 0.00 I N 0.00 IN = L/14793 0.01 IN = L/7023 356 LB 394 LB 750 LB 0.34 I N 3.0 FT 0.0 FT 5. : 12 240 180 25.0 PSF 25.0 PSF 9.5 FT 25.0 PSF 15.0 PSF 0.0 FT 1.15 6 PLF 3.0 FT 238 PLF 263 PLF 500 PLF 900 PS 180 PS 1600000 PS 580000 PS 625 PS 1346 PS 207 PS 563 FT -LB 450 LB 5.02 30.66 3.26 25.38 2.85 111.15 N3 N3 N2 N2 N4 N4 Roof Beamf 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:37:13 AM Project: KIMBALL - Location: 8' hdr roof bm @ abv rear upper flr bedrm Summary: 3.5 IN x 9.25 IN x 8.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 74.0% Controlling Factor: Section Modulus / Depth Required 7.01 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Pitch Of Roof: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Roof Loading: Roof Live Load -Side One: Roof Dead Load -Side One: Tributary Width -Side One: Roof Live Load -Side Two: Roof Dead Load -Side Two: Tributary Width -Side Two: Roof Duration Factor: Beam Self Weight: Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.15 CF =1.03 Fv': Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 28.68 S= 49.91 Area (Shear): Areq= 15.13 A= 32.38 Moment of Inertia (Deflection): Ireq= 88.61 1= 230.84 DLD= 0.11 IN LLD= 0.10 IN = L/987 TLD= 0.20 IN = U469 LL -Rxn= 1950 LB DL -Rxn= 2153 LB TL -Rxn= 4103 LB BL= 1.56 IN L= 8.0 FT Lu= 0.0 FT RP= 5. : 12 U 240 U 180 LL1= 25.0 PSF DL1= 25.0 PSF TW1= 19.5 FT LL2= 25.0 PSF DL2= 15.0 PSF TW2= 0.0 FT Cd= 1.15 BSW= 10 PLF Ladj= 8.0 FT wL= 488 PLF wD adi= 538 PLF wT= 1026 PLF Fb= 2900 PSI Fv= 290 PSI E= 2000000 PSI Fc _perp= 750 PSI Fb'= 3433 PSI Fv'= 334 PSI M= 8206 FT -LB V= 3364 LB N3 N3 N2 N2 N4 N4 Roof Beamf 2006 International Residential Code (05 NDS)1 Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:37:15 AM Protect: KIMBALL - Location: 8' hdr roof bm @ abv right upper flr bedrm Summary: 3.5 IN x 7.25 IN x 8.0 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 47.2% Controlling Factor: Section Modulus / Depth Required 5.98 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Pitch Of Roof: RP= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Roof Loading: Roof Live Load -Side One: LL1= Roof Dead Load -Side One: DL1= Tributary Width -Side One: TW1= Roof Live Load -Side Two: LL2= Roof Dead Load -Side Two: DL2= Tributary Width -Side Two: TW2= Roof Duration Factor: Cd= Beam Self Weiqht: BSW= Slope /Pitch Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= Beam Uniform Live Load: wL= Beam Uniform Dead Load: wD_ad'1= Total Uniform Load: wT= Properties For: #2- Douglas- Fir -Larch Bendinq Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fcjerp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 CF =1.30 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 4.0 ft from left support Critical moment created by combining all dead and live Toads. Controlling Shear: V= At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= 1= 0.08 IN 0.07 IN = U1347 0.15 I N = LJ635 550 LB 618 LB 1168 LB 0.53 IN 8.0 FT 0.0 FT 5. : 12 240 180 25.0 PSF 25.0 PSF 5.5 FT 25.0 PSF 15.0 PSF 0.0 FT 1.15 6 PLF 8.0 FT 138 PLF 154 PLF 292 PLF 900 PS 180 PS 1600000 PS 580000 PS 625 PS 1346 PS 207 PS 2336 FT -LB 1004 LB 20.83 30.66 7.28 25.38 31.53 111.15 N3 N3 N2 N2 N4 N4 Combination Roof and Floor Beam f 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:37:17 AM Protect: KIMBALL - Location: 5' flr bm abv stairs hall / pwdr rm Summary: 3.5 IN x 9.25 IN x 5.5 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 173.2% Controlling Factor: Area / Depth Required 5.55 In Deflections: Dead Load: DLD= 0.03 Live Load: LLD= 0.03 Total Load: TLD= 0.06 Reactions (Each End): Live Load: LL -Rxn= 1671 Dead Load: DL -Rxn= 1989 Total Load: TL -Rxn= 3660 Bearing Length Required (Beam only, support capacity not checked): BL= 1.39 Beam Data: Span: L= 5.5 Maximum Unbraced Span: Lu= 0.0 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: L/ 240 Roof Loading: Roof Live Load -Side One: RLL1= 25.0 Roof Dead Load -Side One: RDL1= 25.0 Roof Tributary Width -Side One: RTW1= 19.5 Roof Live Load -Side Two: RLL2= 25.0 Roof Dead Load -Side Two: RDL2= 15.0 Roof Tributary Width -Side Two: RTW2= 0.0 Roof Duration Factor: Cd -roof= 1.15 Floor Loading: Floor Live Load -Side One: FLL1= 40.0 Floor Dead Load -Side One: FDL1= 15.0 Floor Tributary Width -Side One: FTW1= 3.0 Floor Live Load -Side Two: FLL2= 40.0 Floor Dead Load -Side Two: FDL2= 15.0 Floor Tributary Width -Side Two: FTW2= 0.0 Floor Duration Factor: Cd -floor= 1.00 Wall Load: WALL= 140 Beam Loads: Roof Uniform Live Load: wL -roof= 488 Roof Uniform Dead Load (Adjusted for roof pitch): wD -roof= 528 Floor Uniform Live Load: wL -floor= 120 Floor Uniform Dead Load: wD -floor= 45 Beam Self Weight: BSW= 10 Combined Uniform Live Load: wL= 608 Combined Uniform Dead Load: wD= 723 Combined Uniform Total Load: wT= 1331 Controlling Total Design Load: wT -cont= 1331 Properties For: 2.0E Parallam- iLevel Trus Joist Bendinq Stress: Fb= 2900 Shear Stress: Fv= 290 Modulus of Elasticity: E= 2000000 Stress Perpendicular to Grain: Fc_perp= 750 Adjusted Properties Fb' (Tension): Fb'= 3433 Adjustment Factors: Cd =1.15 CF =1.03 Fv': Fv'= 334 Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 2.75 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 2635 At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 17.59 S= 49.91 Area (Shear): Areq= 11.85 A= 32.38 Moment of Inertia (Deflection): lreq= 49.81 I= 230.84 IN IN = L/2437 IN= L/1112 LB LB LB IN FT FT PSF PSF FT PSF PSF FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI 5032 FT -LB LB N3 N3 N2 N2 N4 N4 Combination Roof and Floor Beam f 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By:. , American Home Planners on: 03 -23 -2010 : 09:37:19 AM Protect: KIMBALL - Location: 5' hdr bm @ garage tandem Summary: 3.5 IN x 7.25 IN x 5.33 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 26.2% Controlling Factor: Section Modulus / Depth Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required Beam Data: Span: Maximum Unbraced Span: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Roof Loading: Roof Live Load -Side One: Roof Dead Load -Side One: Roof Tributary Width -Side One: Roof Live Load -Side Two: Roof Dead Load -Side Two: Roof Tributary Width -Side Two: Roof Duration Factor: Floor Loading: Floor Live Load -Side One: Floor Dead Load -Side One: Floor Tributary Width -Side One: Floor Live Load -Side Two: Floor Dead Load -Side Two: Floor Tributary Width -Side Two: Floor Duration Factor: Wall Load: Beam Loads: Roof Uniform Live Load: Roof Uniform Dead Load (Adjusted for roof pitch): Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: Properties For: #2- Douglas- Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.15 CF =1.30 Fv': Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: 2.665 ft from left support Critical moment created by combining all dead and live Toads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): (Beam only, support capacity not checked): Required 6.45 In DLD= LLD= TLD= LL -Rxn= DL -Rxn= TL -Rxn= BL= L= Lu= U U RLL1= RDL1= RTW1= RLL2= RDL2= RTW2= Cd -roof= FLL1= FDL1= FTW1= FLL2= FDL2= FTW 2= Cd -floor= WALL= wL -roof= wD -roof= wL -floor= wD -floor= BSW= wL= wD= wT= wT -cont= Fb= Fv= E= E -Min= Fc _perp= Fb'= Fv'= M= V= Sreq= S= Areq= A= Ireq= 1= 0.04 0.04 0.08 1113 931 2044 0.93 5.33 0.0 360 240 25.0 25.0 5.5 25.0 15.0 0.0 1.15 40.0 15.0 7.0 40.0 15.0 0.0 1.00 90 138 149 280 105 6 418 349 767 767 900 180 1600000 580000 625 1346 IN IN = L/1501 IN = U817 LB LB LB IN FT FT PSF PSF FT PSF PSF FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF PLF PLF PLF PS PS PS PS PS PS 207 PS 2724 FT -LB 1594 LB 24.29 30.66 11.55 25.38 32.66 111.15 N3 N3 N2 N2 N4 N4 Combination Roof and Floor Beamf 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 Bv:. , American Home Planners on: 03 -23 -2010 : 09:37:21 AM Project: KIMBALL - Location: 6' HDR FLR BM @ DEN / OFFICE Summary: 3.5 IN x 7.25 IN x 6.33 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 39.5% Controlling Factor: Section Modulus / Depth Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required Beam Data: Span: Maximum Unbraced Span: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Roof Loading: Roof Live Load -Side One: Roof Dead Load -Side One: Roof Tributary Width -Side One: Roof Live Load -Side Two: Roof Dead Load -Side Two: Roof Tributary Width -Side Two: Roof Duration Factor: Floor Loading: Floor Live Load -Side One: Floor Dead Load -Side One: Floor Tributary Width -Side One: Floor Live Load -Side Two: Floor Dead Load -Side Two: Floor Tributary Width -Side Two: Floor Duration Factor: Wall Load: Beam Loads: Roof Uniform Live Load: Roof Uniform Dead Load (Adjusted for roof pitch): Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weiqht: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: Properties For: #2- Douglas- Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.15 CF =1.30 Fv': Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: 3.165 ft from left support Critical moment created by combining all dead and live Toads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): (Beam only, support capacity not checked): Required 6.14 In DLD= LLD= TLD= LL -Rxn= DL -Rxn= TL -Rxn= BL= L= Lu= U RLL1= RDL1= RTW1= RLL2= RDL2= RTW 2= Cd -roof= FLL1= FDL1= FTW1= FLL2= FDL2= FTW2= Cd -floor= WALL= wL -roof= wD -roof= wL -floor= wD -floor= BSW= wL= wD= wT= wT -cont= Fb= Fv= E= E -Min= Fc_perp= Fb'= Fv'= M= V= Sreq= S= Areq= A= Ireq= 1= 0.06 0.04 0.10 688 869 1557 0.71 6.33 0.0 360 240 25.0 25.0 5.5 25.0 15.0 0.0 1.15 40.0 15.0 2.0 40.0 15.0 0.0 1.00 90 138 149 80 30 6 218 274 492 492 900 180 1600000 580000 625 1346 IN IN = U1720 IN = L/760 LB LB LB IN FT FT PSF PSF FT PSF PSF FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF PLF PLF PLF PS PS PS PS PS PS 207 PS 2464 FT -LB 1277 LB 21.98 N3 30.66 N3 9.25 N2 25.38 N2 35.09 N4 111.15 N4 Combination Roof and Floor Beam[ 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:37:24 AM Project: KIMBALL - Location: 7' upper flr bm abv garage Summary: 5.5 IN x 11.5 IN x 7.0 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 49.5% Controlling Factor: Section Modulus / Depth Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Roof Loading: Roof Live Load -Side One: Roof Dead Load -Side One: Roof Tributary Width -Side One: Roof Live Load -Side Two: Roof Dead Load -Side Two: Roof Tributary Width -Side Two: Roof Duration Factor: Floor Loading: Floor Live Load -Side One: Floor Dead Load -Side One: Floor Tributary Width -Side One: Floor Live Load -Side Two: Floor Dead Load -Side Two: Floor Tributary Width -Side Two: Floor Duration Factor: Wall Load: Beam Loads: Roof Uniform Live Load: Roof Uniform Dead Load (Adjusted for roof pitch): Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self Weight: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: Controlling Total Design Load: Properties For: #2- Douglas- Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.15 CF =1.00 Fv': Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: 3.5 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Required 9.41 In DLD= LLD= TLD= LL -Rxn= DL -Rxn= TL -Rxn= BL= L= Lu= U RLL1= RDL1= RTW1= RLL2= RDL2= RTW 2= Cd -roof= FLL1= FDL1= FTW 1= FLL2= FDL2= FTW 2= Cd -floor= WALL= wL -roof= wD -roof= wL -floor= wD -floor= BSW= wL= wD= wT= wT -cont= Fb= Fv= E= E -Min= Fc_perp= Fb'= Fv'= M= V= Sreq= S= Areq= A= Ireq= 1= 0.03 0.03 0.07 1916 1969 3886 1.13 7.0 0.0 360 240 25.0 25.0 11.5 25.0 15.0 0.0 1.15 40.0 15.0 6.5 40.0 15.0 0.0 1.00 140 288 311 260 98 14 548 563 1110 1110 875 170 1300000 470000 625 1006 IN IN = L/2574 IN = U1269 LB LB LB IN FT FT PSF PSF FT PSF PSF FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF PLF PLF PLF PS PS PS PS PS PS 196 PS 6800 FT -LB 2875 LB 81.09 121.23 22.06 63.25 131.79 697.07 N3 N3 N2 N2 N4 N4 Combination Roof and Floor Beamf 2006 International Residential Code (05 NDS) ] Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:37:25 AM Project: KIMBALL - Location: 8' Ifr bm abv pwdr rm Summary: 3.5 IN x 9.25 IN x 8.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 210.1% Controlling Factor: Section Modulus / Depth Required 6.1 In Deflections: Dead Load: DLD= 0.07 IN Live Load: LLD= 0.05 IN = U1963 Total Load: TLD= 0.11 IN = 1J836 Reactions (Each End): Live Load: LL -Rxn= 980 LB Dead Load: DL -Rxn= 1322 LB Total Load: TL -Rxn= 2302 LB Bearing Length Required (Beam only, support capacity not checked): BL= 0.88 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 0.0 FT Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Roof Loading: Roof Live Load -Side One: RLL1= 25.0 PSF Roof Dead Load -Side One: RDL1= 25.0 PSF Roof Tributary Width -Side One: RTW1= 5.0 FT Roof Live Load -Side Two: RLL2= 25.0 PSF Roof Dead Load -Side Two: RDL2= 15.0 PSF Roof Tributary Width -Side Two: RTW2= 0.0 FT Roof Duration Factor: Cd -roof= 1.15 Floor Loading: Floor Live Load -Side One: FLL1= 40.0 PSF Floor Dead Load -Side One: FDL1= 15.0 PSF Floor Tributary Width -Side One: FTW1= 3.0 FT Floor Live Load -Side Two: FLL2= 40.0 PSF Floor Dead Load -Side Two: FDL2= 15.0 PSF Floor Tributary Width -Side Two: FTW2= 0.0 FT Floor Duration Factor: Cd -floor= 1.00 Wall Load: WALL= 140 PLF Beam Loads: Roof Uniform Live Load: wL -roof= 125 PLF Roof Uniform Dead Load (Adjusted for roof pitch): wD -roof= 135 PLF Floor Uniform Live Load: wL -floor= 120 PLF Floor Uniform Dead Load: wD -floor= 45 PLF Beam Self Weight: BSW= 10 PLF Combined Uniform Live Load: wL= 245 PLF Combined Uniform Dead Load: wD= 331 PLF Combined Uniform Total Load: wT= 576 PLF Controlling Total Design Load: wT -cont= 576 PLF Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fcjerp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 3433 PSI Adjustment Factors: Cd =1.15 CF =1.03 Fv': Fv'= 334 PSI Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 4604 FT -LB 4.0 ft from left support Critical moment created by combining all dead and live loads. Controlling Shear: V= 1888 LB At a distance d from support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus (Moment): Sreq= 16.09 N3 S= 49.91 N3 Area (Shear): Areq= 8.49 N2 A= 32.38 N2 Moment of Inertia (Deflection): Ireq= 66.29 N4 1= 230.84 N4 Multi- Loaded Beamf 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By:. , American Home Planners on: 03 -23 -2010 : 09:37:27 AM Project: KIMBALL - Location: (3) 2x12 hf2 abv family / garage tandem Summary: ( 3 ) 1.5 IN x 11.25 IN x 5.0 FT / #2 - Hem-Fir - Dry Use Section Adequate By: 54.9% Controlling Factor: Area / Depth Required 7.4 In * Laminations are to be fully connected to provide uniform transfer of Toads to all members Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearinq Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live Load: wL -2= Dead Load: wD -2= Beam Self Weight: BSW= Total Load: wT -2= Point Load 1 Live Load: PL1 -2= Dead Load: PD1 -2= Location (From left end of span): X1 -2= Properties For: #2- Hem -Fir Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fcjerp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.00 Cr =1.15 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 0.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead Toads and live loads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 41.06 S= 94.92 Area (Shear): Areq= 32.67 A= 50.63 Moment of Inertia (Deflection): Ireq= 34.37 I= 533.94 0.01 I N 0.01 IN = L/8921 0.02 IN = L/3729 3079 LB 3635 LB 6714 LB 3.68 I N 342 LB 625 LB 967 LB 0.53 I N 5.0 FT 0.0 FT 5.0 FT 1.00 360 240 0 PLF 90 PLF 9 PLF 99 PLF 3421 LB 3763 LB 0.5 FT 850 PS 150 PS 1300000 PS 470000 PS 405 PS 978 PS 150 PS 3345 FT -LB 3267 LB N3 N3 N2 N2 N4 N4 Multi- Loaded Beamf 2006 International Residential Code (05 NDS)1 Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:37:29 AM Project: KIMBALL - Location: 12' upper flr bm abv dining Summary: 5.25 IN x 11.25 IN x 12.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 26.2% Controlling Factor: Moment of Inertia / Depth Required 10.41 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length -Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Point Load 2 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fcjerp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.01 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 6.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live Toads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live Toads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= L2= Lu2 -Top= Lu2- Bottom= Cd= L/ U wL -2= wD -2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= PL2 -2= PD2 -2= X2 -2= TRL- Left-1 -2= TRD- Left -1 -2= TRL - Right -1 -2= TRD- Right -1 -2= A -1 -2= B -1 -2= C -1 -2= TRL- Left-2 -2= TRD- Left-2 -2= TRL - Right -2 -2= TRD- Right -2 -2= A -2 -2= B -2 -2= C -2 -2= 0.22 IN 0.25 IN = U571 0.48 IN = L/303 5085 LB 4769 LB 9854 LB 2.50 IN 5085 LB 4769 LB 9854 LB 2.50 IN 12.0 FT 0.0 FT 12.0 FT 1.00 360 240 360 PLF 225 PLF 18 PLF 603 PLF 1950 LB 2153 LB 2.0 FT 1950 LB 2153 LB 10.0 FT 488 PLF 578 PLF 488 PLF 578 PLF 0.0 FT 2.0 FT 2.0 FT 488 PLF 578 PLF 488 PLF 578 PLF 10.0 FT 12.0 FT 2.0 FT 2900 PSI 290 PSI 2000000 PSI 750 PSI 2921 PSI 290 PSI 21195 FT -LB 8452 LB 87.08 N3 110.74 N3 43.72 N2 59.06 N2 493.47 N4 622.92 N4 Multi- Loaded Beam'. 2006 International Residential Code (05 NDS)1 Ver: 7.01.14 By:. , American Home Planners on: 03 -23 -2010 : 09:37:33 AM Project: KIMBALL - Location: 18' upper flr bm abv garage Summary: 7.0 IN x 18.0 IN x 18.0 FT / 2.0E Parailam - iLevel Trus Joist Section Adequate By: 72.4% Controlling Factor: Section Modulus / Depth Required 14.02 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left Point Load 2 Live Load: Dead Load: Location (From left Point Load 3 Live Load: Dead Load: Location (From left Point Load 4 Live Load: Dead Load: Location (From left Point Load 5 Live Load: Dead Load: Location (From left Trapezoidal Load 2 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 3 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: 2.0E Parailam- iLevel Trus Joist Bending Stress: Fb= 2900 PSI Shear Stress: Fv= 290 PSI Modulus of Elasticity: E= 2000000 PSI Stress Perpendicular to Grain: Fc perp= 750 PSI Adjusted Properties Fb' (Tension): Fb'= 2772 PSI Adjustment Factors: Cd =1.00 CF =0.96 Fv': Fv'= 290 PSI Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 50664 FT -LB 9.18 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 end of span): end of span): end of span): end of span): end of span): wL -2= wD -2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= PL2 -2= PD2 -2= X2 -2= PL3 -2= PD3 -2= X3 -2= PL4 -2= PD4 -2= X4 -2= PL5 -2= PD5 -2= X5 -2= TRL- Left-2 -2= TRD- Left -2 -2= TRL - Right -2 -2= TRD- Right -2 -2= A -2 -2= B -2 -2= C -2 -2= TRL- Left-3 -2= TRD- Left-3 -2= TRL - Right -3 -2= TRD- Right -3 -2= A -3 -2= B -3 -2= C -3 -2= 0.20 0.22 0.43 IN IN = LJ967 IN = LJ508 5656 LB 5139 LB 10795 LB 2.06 IN 5989 LB 5470 LB 11459 LB 2.18 IN 18.0 FT 0.0 FT 18.0 FT 1.00 360 240 320 PLF 200 PLF 39 PLF 559 PLF 1335 LB 1492 LB 2.0 FT 922 LB 998 LB 9.0 FT 516 LB 561 LB 12.5 FT 981 LB 1080 LB 15.0 FT 356 LB 394 LB 17.75 FT 250 PLF 250 PLF 250 PLF 250 PLF 9.0 FT 12.5 FT 3.5 FT 50 PLF 50 PLF 50 PLF 50 PLF 0.0 FT 18.0 FT 18.0 FT Multi- Loaded Beam f 2006 International Residential Code (05 NDS)1 Ver: 7.01.14 By:. , American Home Planners on: 03 -23 -2010: 09:37:36 AM Project: KIMBALL - Location: 3' hdr flr bm @ family Summary: 5.5 IN x 11.25 IN x 3.33 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 62.2% Controlling Factor: Section Modulus / Depth Required 8.83 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live Load: wL -2= Dead Load: wD -2= Beam Self Weight: BSW= Total Load: wT -2= Point Load 1 Live Load: PL1 -2= Dead Load: PD1 -2= Location (From left end of span): X1 -2= Trapezoidal Load 1 Left Live Load: TRL- Left-1 -2= Left Dead Load: TRD- Left-1 -2= Right Live Load: TRL - Right -1 -2= Right Dead Load: TRD- Right -1 -2= Load Start: A -1 -2= Load End: B -1 -2= Load Length: C -1 -2= Trapezoidal Load 2 Left Live Load: TRL- Left-2 -2= Left Dead Load: TRD- Left-2 -2= Right Live Load: TRL - Right -2 -2= Right Dead Load: TRD- Right -2 -2= Load Start: A -2 -2= Load End: B -2 -2= Load Length: C -2 -2= Properties For: #2- Douglas- Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fcperp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.00 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 1.665 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live Toads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 71.54 S= 116.02 Area (Shear): Areq= 26.40 A= 61.88 Moment of Inertia (Deflection): Ireq= 42.43 1= 652.59 0.01 IN 0.00 I N = U8027 0.01 IN = U3692 2095 LB 2313 LB 4408 LB 1.28 IN 2091 LB 2306 LB 4397 LB 1.28 IN 3.33 FT 0.0 FT 3.33 FT 1.00 360 240 0 PLF 0 PLF 13 PLF 13 PLF 1497 LB 2252 LB 1.66 FT 320 PLF 210 PLF 320 PLF 210 PLF 0.0 FT 3.33 FT 3.33 FT 488 PLF 488 PLF 488 PLF 488 PLF 0.0 FT 3.33 FT 3.33 FT 875 PS 170 PS 1300000 PS 470000 PS 625 PS 875 PS 170 PS 5216 FT -LB 2993 LB N3 N3 N2 N2 N4 N4 Multi- Loaded Beamf 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010: 09:37:38 AM Project: KIMBALL Location: 3' hdr flr bm abv wet bar Summary: 3.5 IN x 11.25 IN x 3.0 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 79.3% Controlling Factor: Section Modulus / Depth Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length -Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: wL -2= Dead Load: wD -2= Beam Self Weight: BSW= Total Load: wT -2= Point Load 1 Live Load: PL1 -2= Dead Load: PD1 -2= Location (From left end of span): X1 -2= Properties For: #2- Douglas- Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fc perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.10 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 1.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= 1= Required 8.4 In DLD- Center= LLD - Center= TLD- Center= LL- Rxn -A= DL- Rxn -A= TL- Rxn -A= BL -A= LL- Rxn -B= DL- Rxn -B= TL- Rxn -B= BL -B= L2= Lu2 -Top= Lu2- Bottom= Cd= L/ L/ 0.00 0.00 0.01 1480 873 2353 1.08 1480 873 2353 1.08 3.0 0.0 3.0 1.00 360 240 IN IN = L/8576 IN = IJ5382 LB LB LB IN LB LB LB IN FT FT FT 80 PLF 30 PLF 9 PLF 119 PLF 2720 LB 1631 LB 1.5 FT 900 PS 180 PS 1600000 PS 580000 PS 625 PS 990 PS 180 PS 3397 FT -LB 2243 LB 41.17 73.83 18.69 39.38 18.52 415.28 N3 N3 N2 N2 N4 N4 Multi- Loaded Beam f 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:37 :40 AM Project: KIMBALL - Location: 3' hdr roof bm @ media rm abv garage dr Summary: 3.5 IN x 7.25 IN x 3.0 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 137.3% Controlling Factor: Section Modulus / Depth Required 4.71 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live Load: wL -2= Dead Load: wD -2= Beam Self Weight: BSW= Total Load: wT -2= Point Load 1 Live Load: PL1 -2= Dead Load: PD1 -2= Location (From left end of span): X1 -2= Trapezoidal Load 1 Left Live Load: TRL- Left-1 -2= Left Dead Load: TRD- Left -1 -2= Right Live Load: TRL - Right -1 -2= Right Dead Load: TRD- Right -1 -2= Load Start: A -1 -2= Load End: B -1 -2= Load Length: C -1 -2= Trapezoidal Load 2 Left Live Load: TRL- Left-2 -2= Left Dead Load: TRD- Left -2 -2= Right Live Load: TRL - Right -2 -2= Right Dead Load: TRD- Right -2 -2= Load Start: A -2 -2= Load End: B -2 -2= Load Length: C -2 -2= Properties For: #2- Douglas- Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fcperp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.30 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 1.74 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live Toads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 12.92 S= 30.66 Area (Shear): Areq= 8.53 A= 25.38 Moment of Inertia (Deflection): Ireq= 7.49 1= 111.15 0.01 IN 0.00 IN = U7517 0.01 IN = L/3561 516 LB 561 LB 1077 LB 0.49 IN 625 LB 686 LB 1311 LB 0.60 IN 3.0 FT 0.0 FT 3.0 FT 1.00 360 240 0 PLF 0 PLF 6 PLF 6 PLF 494 LB 584 LB 1.75 FT 200 PLF 200 PLF 200 PLF 200 PLF 0.0 FT 1.75 FT 1.75 FT 238 PLF 238 PLF 238 PLF 238 PLF 1.75 FT 3.0 FT 1.25 FT 900 PS 180 PS 1600000 PS 580000 PS 625 PS 1170 PS 180 PS 1260 FT -LB 1023 LB N3 N3 N2 N2 N4 N4 Multi- Loaded Beamf 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:37:42 AM Project: KIMBALL - Location: 3' hdr roof bm @ media rm right elev Summary: 3.5 IN x 7.25 IN x 3.0 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 72.2% Controlling Factor: Section Modulus / Depth Required 5.53 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length -Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: #2- Douglas- Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CF =1.30 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 1.74 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= L2= Lu2 -Top= Lu2 -Bottom = Cd= L/ L/ wL -2= wD -2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= TRL- Left-1 -2= TRD- Left -1 -2= TRL - Right -1 -2= TRD- Right -1 -2= A -1 -2= B -1 -2= C -1 -2= TRL- Left -2 -2= TRD- Left-2 -2= TRL - Right -2 -2= TRD- Right -2 -2= A -2 -2= B -2 -2= C-2 -2= Fb= Fv= E= E -Min= Fc_perp= Fb'= Fv'= 0.01 0.01 0.01 646 705 1351 0.62 807 887 1695 0.77 3.0 0.0 3.0 1.00 360 240 IN IN = L/5597 IN = L/2653 LB LB LB IN LB LB LB IN FT FT FT 0 PLF 0 PLF 6 PLF 6 PLF 806 LB 929 LB 1.75 FT 200 PLF 200 PLF 200 PLF 200 PLF 0.0 FT 1.75 FT 1.75 FT 238 PLF 238 PLF 238 PLF 238 PLF 1.75 FT 3.0 FT 1.25 FT 900 PS 180 PS 1600000 PS 580000 PS 625 PS 1170 PS 180 PS 1736 FT -LB 1406 LB 17.81 30.66 11.72 25.38 10.05 111.15 N3 N3 N2 N2 N4 N4 Multi- Loaded Beam( 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By:. , American Home Planners on: 03 -23 -2010 : 09:37:44 AM Project: KIMBALL - Location: 3' HDR ROOF BM @ MSTR CLOSET Summary: 3.5 IN x 11.25 IN x 3.33 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 39.9% Controlling Factor: Section Modulus / Depth Required 9.51 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length -Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: #2- Douglas- Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CF =1.10 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 1.665 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads Controlling Shear: At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on Comparisons With Required Sections: Section Modulus (Moment): L2= Lu2 -Top= Lu2- Bottom= Cd= L/ L/ wL -2= wD -2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= TRL- Left-1 -2= TRD- Left -1 -2= TRL - Right -1 -2= TRD- Right -1 -2= A -1 -2= B -1 -2= C -1 -2= TRL- Left-2 -2= TRD- Left-2 -2= TRL - Right -2 -2= TRD- Right -2 -2= A -2 -2= B -2 -2= C -2 -2= Fb= Fv= E= E -Min= Fcperp= Fb'= on span(s) 2 span(s) 2 Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= 1= Fv'= M= V= 0.01 0.00 0.01 1453 1846 3300 1.51 1522 1912 3434 1.57 3.33 0.0 3.33 1.00 360 240 0 0 9 9 1497 2252 1.66 400 400 400 400 0.0 1.66 1.66 488 488 488 488 1.66 3.33 1.67 900 180 1600000 580000 625 IN IN = L/8252 IN = L13558 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT PLF PLF PLF PLF FT FT FT PLF PLF PLF PLF FT FT FT PS PS PS PS PS 990 PS 180 PS 4354 FT -LB 2546 LB 52.78 73.83 21.21 39.38 28.01 415.28 N3 N3 N2 N2 N4 N4 Multi- Loaded Beam[ 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:37:48 AM Project: KIMBALL - Location: 5.25 x 11.25 plam hdr @ pwdr rm Summary: 5.25 IN x 11.25 IN x 3.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 26.7% Controlling Factor: Area / Depth Required 8.88 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support By Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live Load: wL -2= Dead Load: wD -2= Beam Self Weight: BSW= Total Load: wT -2= Point Load 1 Live Load: PL1 -2= Dead Load: PD1 -2= Location (From left end of span): X1 -2= Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.01 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 0.75 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead Toads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= 1= 0.00 IN 0.00 IN = L/8428 0.01 IN = U3979 5839 LB 6549 LB 12388 LB 3.15 IN 2026 LB 2231 LB 4258 LB 1.08 IN 3.0 FT 0.0 FT 3.0 FT 1.00 360 240 80 PLF 30 PLF 18 PLF 128 PLF 7625 LB 8635 LB 0.75 FT 2900 PSI 290 PSI 2000000 PSI 750 PSI 2921 PSI 290 PSI 9255 FT -LB 9012 LB 38.02 110.74 46.62 59.06 37.58 622.92 N3 N3 N2 N2 N4 N4 Multi- Loaded Beam( 2006 International Residential Code (05 NDS)1 Ver: 7.01.14 By:. , American Home Planners on: 03 -23 -2010 : 09:37:49 AM Project: KIMBALL - Location: 6' hdr roof bm @ mstr bedrm Summary: 3.5 IN x 9.25 IN x 6.33 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 52.0% Controlling Factor: Section Modulus / Depth Required 7.5 In Center Span Deflections: • Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Lenqth Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: u Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CF =1.03 Fv': wL -2= wD -2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= TRL- Left-1 -2= TRD- Left-1 -2= TRL - Riqht -1 -2= TRD- Right -1 -2= A -1 -2= B -1 -2= C -1 -2= TRL - Left-2 -2= TRD - Left -2 -2= TRL - Right -2 -2= TRD- Right -2 -2= A -2 -2= B -2 -2= C -2 -2= Fb= Fv= E= Fcjerp= 0.06 IN 0.05 IN= L/1513 0.11 IN = L/704 1249 LB 1418 LB 2667 LB 1.02 IN 2096 LB 2362 LB 4457 LB 1.70 IN 6.33 FT 0.0 FT 6.33 FT 1.00 360 240 0 PLF 0 PLF 10 PLF 10 PLF 1813 LB 2183 LB 4.0 FT 150 PLF 150 PLF 150 PLF 150 PLF 0.0 FT 4.0 FT 4.0 FT 400 PLF 400 PLF 400 PLF 400 PLF 4.0 FT 6.33 FT 2.33 FT 2900 PSI 290 PSI 2000000 PSI 750 PSI Fb'= 2985 PSI Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 3.988 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 290 PSI 8169 FT -LB 3842 LB 32.84 49.91 19.87 32.38 78.65 230.84 N3 N3 N2 N2 N4 N4 Multi- Loaded Beamf 2006 International Residential Code (05 NDS) j Ver: 7.01.14 By:. , American Home Planners on: 03 -23 -2010 : 09:37:51 AM Project: KIMBALL - Location: 7' roof bm @ abv cov balcony Summary: 3.5 IN x 9.25 IN x 7.0 FT / #2 - Douglas- Fir -Larch - Dry Use Section Adequate By: 14.5% Controlling Factor: Section Modulus / Depth Required 8.65 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: #2- Douglas- Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fc _perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.20 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 3.99 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= 1= wL -2= wD -2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= TRL- Left-1 -2= TRD- Left -1 -2= TRL - Right -1 -2= TRD- Right -1 -2= A -1 -2= B -1 -2= C -1 -2= TRL- Left-2 -2= TRD- Left-2 -2= TRL - Right -2 -2= TRD- Right -2 -2= A -2 -2= B -2 -2= C -2 -2= 0.04 0.04 0.09 IN I N = L/2067 I N = IJ985 766 LB 830 LB 1596 LB 0.73 IN 922 LB 998 LB 1920 LB 0.88 IN 7.0 FT 0.0 FT 7.0 FT 1.00 360 240 0 PLF 0 PLF 7 PLF 7 PLF 488 LB 579 LB 4.0 FT 150 PLF 150 PLF 150 PLF 150 PLF 0.0 FT 4.0 FT 4.0 FT 200 PLF 200 PLF 200 PLF 200 PLF 4.0 FT 7.0 FT 3.0 FT 900 PS 180 PS 1600000 PS 580000 PS 625 PS 1080 PS 180 PS 3925 1607 LB FT -LB 43.61 49.91 13.39 32.38 56.22 230.84 N3 N3 N2 N2 N4 N4 Multi- Loaded Beam( 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:37:53 AM Protect: KIMBALL - Location: 8.75 upper flr bm abv pwdr rm Summary: 5.25 IN x 14.0 IN x 8.75 FT / 1.8E Parallam Column - iLevel Trus Joist Section Adequate By: 138.8% Controlling Factor: Area / Depth Required 6.84 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length -Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: 1.8E Parallam Column- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CF =0.98 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 3.675 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live Toads on span(s) 2 Controlling Shear: At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 38.02 S= 171.50 Area (Shear): Areq= 30.79 A= 73.50 Moment of Inertia (Deflection): Ireq= 139.98 1= 1200.50 L2= Lu2 -Top= Lu2- Bottom= Cd= L/ u wL -2= wD -2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= TRL- Left-1 -2= TRD- Left-1 -2= TRL - Riqht -1 -2= TRD- Right -1 -2= A -1 -2= B -1 -2= C -1 -2= Fb= Fv= E= Fc_perp= Fb'= Fv'= M= V= 0.03 0.02 0.05 3218 3816 7034 2.23 1457 1614 3071 0.97 8.75 0.0 8.75 1.00 360 240 IN IN = L/4381 I N = L/2058 LB LB LB IN LB LB LB IN FT FT FT 140 PLF 143 PLF 23 PLF 305 PLF 2250 LB 2782 LB 0.75 FT 150 PLF 150 PLF 150 PLF 150 PLF 0.75 FT 8.75 FT 8.0 FT 2500 PSI 230 PSI 1800000 PSI 600 PSI 2458 PSI 230 PSI 7786 FT -LB 4720 LB N3 N3 N2 N2 N4 N4 Multi- Loaded Beam'. 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:37:55 AM Project: KIMBALL - Location: 9' garage dr hdr @ tandem garage Summary: 5.5 IN x 11.25 IN x 9.33 FT / #1 - Douglas- Fir -Larch - Dry Use Section Adequate By: 44.1% Controlling Factor: Area / Depth Required 8.74 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, support capacity not checked): Beam Data: Center Span Lenqth: Center Span Unbraced Length -Top of Beam: Center Span Unbraced Length -Bottom of Beam: Live Load Duration Factor: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Point Load 2 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Trapezoidal Load 2 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: #1- Douglas- Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Adjusted Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CF =1.00 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 7.744 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= 1= LL- Rxn -B= DL- Rxn -B= TL- Rxn -B= BL -B= L2= Lu2 -Top= Lu2- Bottom= Cd= L/ L/ wL -2= wD -2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= PL2 -2= PD2 -2= X2 -2= TRL- Left-1 -2= TRD- Left-1 -2= TRL - Riqht -1 -2= TRD- Right -1 -2= A -1 -2= B -1 -2= C -1 -2= TRL- Left -2 -2= TRD- Left-2 -2= TRL - Riqht -2 -2= TRD- Right -2 -2= A -2 -2= B -2 -2= C -2 -2= Fb= Fv= E= E -Min= Fc_perp= Fb'= Fv'= M= V= 0.06 0.06 0.12 IN IN = L/1853 IN = L/911 1848 LB 1913 LB 3761 LB 1.09 IN 2765 LB 2901 LB 5666 LB 1.65 IN 9.33 FT 0.0 FT 9.33 FT 1.00 360 240 40 PLF 2 PLF 13 PLF 55 PLF 1249 LB 1418 LB 1.75 FT 2096 LB 2362 LB 7.75 FT 150 PLF 150 PLF 150 PLF 150 PLF 0.0 FT 1.75 FT 1.75 FT 400 PLF 400 PLF 400 PLF 400 PLF 7.75 FT 9.33 FT 1.58 FT 1350 PS 170 PS 1600000 PS 580000 PS 625 PS 1350 PS 170 PS 7883 FT -LB 4868 LB 70.07 116.02 42.95 61.88 172.02 652.59 N3 N3 N2 N2 N4 N4 • Multi- Loaded Beamf 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By:. , American Home Planners on: 03 -23 -2010: 09:37:56 AM Project: KIMBALL - Location: 9' UPPER FLR BM ABV GARAGE Summary: 3.5 IN x 11.25 IN x 9.0 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 74.7% Controlling Factor: Area / Depth Required 8.06 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CF =1.01 Fv': wL -2= wD -2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= TRL- Left-1 -2= TRD- Left-1 -2= TRL - Right -1 -2= TRD- Right -1 -2= A -1 -2= B -1 -2= C -1 -2= Fb= Fv= E= Fc _perp= Fb'= Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 3.42 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead Toads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 0.06 0.10 0.16 3018 1880 4898 1.87 2277 1051 3327 1.27 9.0 0.0 9.0 1.00 360 240 50 50 12 112 1335 1492 2.0 390 98 390 98 0.0 9.0 9.0 2900 290 2000000 750 2921 290 IN IN = U1033 IN = L/664 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT PLF PLF PLF PLF FT FT FT PSI PSI PSI PSI PSI PSI 9229 FT -LB 4358 LB 37.91 73.83 22.54 39.38 150.01 415.28 N3 N3 N2 N2 N4 N4 1 • Multi- Loaded Beamf 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:37:58 AM Project: KIMBALL - Location: 9.5' upper flr bm hall / pwdr rm (clear span option) Summary: 7.0 IN x 11.25 IN x 9.5 FT / 2.0E Parallam - iLevel Trus Joist Section Adequate By: 17.8% Controlling Factor: Section Modulus / Depth Required 10.37 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: Properties For: 2.0E Parallam- iLevel Trus Joist Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.00 CF =1.01 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: 4.275 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= wL -2= wD -2= BSW= wT -2= PL1 -2= PD1 -2= X1 -2= TRL- Left -1 -2= TRD- Left -1 -2= TRL - Right -1 -2= TRD- Right -1 -2= A -1 -2= B -1 -2= C -1 -2= Fb= Fv= E= Fc_perp= 0.14 0.12 0.26 3707 4202 7909 1.51 4407 4860 9267 1.77 9.5 0.0 9.5 1.00 360 240 140 173 25 337 4225 4630 4.25 488 488 488 488 4.25 9.5 5.25 2900 290 2000000 750 Fb'= 2921 Fv'= 290 IN IN =L/919 IN = L/435 LB LB LB IN LB LB LB IN FT FT FT PLF PLF PLF PLF LB LB FT PLF PLF PLF PLF FT FT FT PSI PSI PSI PSI PSI PSI M= 30510 FT-LB 8145 LB 125.35 147.66 42.13 78.75 457.83 830.57 N3 N3 N2 N2 N4 N4 • Floor Joist'. 2006 International Residential Code (05 NDS)1 Ver: 7.01.14 By:. , American Home Planners on: 03 -23 -2010 : 09:38:00 AM Project: KIMBALL - Location: 2x10 hf2 @ 16" o.c. flr jst @ media rm Summary: 1.5 IN x 9.25 IN x 13.0 FT 16 O.C. / #2 - Hem -Fir - Dry Use Section Adequate By: 23.7% Controlling Factor: Section Modulus / Depth Required 8.32 In Center Span Deflections: • Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= • Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Joist Data: Center Span Lenqth: L2= Floor sheathing applied to top of joists -top of joists fully braced. Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: U 360 Center Span Loadinq: Uniform Floor Loading: Live Load: LL -2= Dead Load: DL -2= Total Load: TL -2= Total Load Adjusted for Joist Spacing: wT -2= Properties For: #2- Hem -Fir Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fc -perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.10 Cr =1.15 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M. 6.5 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Decking Information: Plywood Thickness T= Plywood is glued Moment Of Inertia Calculations For Glued Floor: Joist Area: A- joist= 13.88 Plywood Area: A -ply= 2.00 Section Centroid: C= 5.25 Moment Of Inertia: I -comb= 142.63 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 17.29 S= 21.39 Area (Shear): Areq= 4.29 A= 13.88 Moment of Inertia (Deflection): Ireq= 83.64 I -comb= 142.63 0.07 IN 0.18 IN = U844 0.25 IN = U614 347 LB 130 LB 477 LB 0.78 IN 347 LB 130 LB 477 LB 0.78 I N 13.0 FT 40.0 PSF 15.0 PSF 55.0 PSF 73 PLF 850 PS 150 PS 1300000 PS 470000 PS 405 PS 1075 PS 150 PS 1549 FT -LB 429 LB 3/4 IN N2 N2 N ABOVE BASE N4 N3 N3 N2 N2 N4 N4 Floor Joistf 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:38:02 AM Project: KIMBALL - Location: 2x12 hf2 @ 12" o.c. upper flr jst abv family / dining / kitchen Summary: 1.5 IN x 11.25 IN x 17.0 FT (a)12O.C./ #2 - Hem-Fir -Dry Use Section Adequate By: 9.2% Controlling Factor: Section Modulus / Depth Required 10.77 In Center Span Deflections: • Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= • Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Joist Data: Center Span Length: L2= Floor sheathing applied to top of joists -top of joists fully braced. Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loadinq: Uniform Floor Loading: Live Load: LL -2= Dead Load: DL -2= Total Load: TL -2= Total Load Adjusted for Joist Spacing: wT -2= Wall Loading Wall One Live Load (Perp. to Joists): PL1 -2= Wall One Dead Load (Perp to Joists): PD1 -2= Wall One Load Location (From left end of span): X1 -2= Properties For: #2- Hem -Fir Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fc -perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.00 Cr =1.15 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controllinq Moment: M= 7.99 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live Toads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead Toads and live Toads on span(s) 2 Decking Information: Plywood Thickness T= Plywood is glued Moment Of Inertia Calculations For Glued Floor: Joist Area: A- joist= 16.88 Plywood Area: A -ply= 2.00 Section Centroid: C= 6.26 Moment Of Inertia: I -comb= 242.35 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 28.98 S= 31.64 Area (Shear): Area= 4.68 A= 16.88 Moment of Inertia (Deflection): Ireq= 161.78 I -comb= 242.35 0.14 IN 0.24 IN = U855 0.38 IN = U539 340 LB 175 LB 515 LB 0.85 I N 340 LB 170 LB 510 LB 0.84 I N 17.0 FT 40.0 PSF 15.0 PSF 55.0 PSF 55 PLF 0 PLF 90 PLF 8.0 FT 850 PS 150 PS 1300000 PS 470000 PS 405 PS 978 PS 150 PS 2360 FT -LB 468 LB 3/4 IN N2 N2 N ABOVE BASE N4 N3 N3 N2 N2 N4 N4 4 Floor Joist( 2006 International Residential Code (05 NDS) 1 Ver: 7.01.14 By: . , American Home Planners on: 03 -23 -2010 : 09:38:05 AM Project: KIMBALL - Location: 2x12 hf2 @ 19.2" o.c. upper flr jst abv garage tandem Summary: 1.5 IN x 11.25 IN x 14.0 FT 19.2 O.C. / #2 - Hem -Fir - Dry Use Section Adequate By: 19.5% Controlling Factor: Section Modulus / Depth Required 10.29 In Center Span Deflections: • Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): • Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Joist Data: Center Span Length: L2= Floor sheathing applied to top of joists -top of joists fully braced. Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: U 360 Center Span Loading: Uniform Floor Loading: Live Load: LL -2= Dead Load: DL -2= Total Load: TL -2= Total Load Adjusted for Joist Spacing: wT -2= Properties For: #2- Hem -Fir Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fc -perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.00 Cr =1.15 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 7.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead Toads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Decking Information: Plywood Thickness T= Plywood is glued Moment Of Inertia Calculations For Glued Floor: Joist Area: A- joist= 16.88 Plywood Area: A -ply= 3.00 Section Centroid: C= 6.53 Moment Of Inertia: I -comb= 269.68 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 26.47 S= 31.64 Area (Shear): Area= 5.42 A= 16.88 Moment of Inertia (Deflection): Ireq= 125.36 I -comb= 269.68 0.06 I N 0.16 IN = U1065 0.22 IN = L/774 448 LB 168 LB 616 LB 1.01 IN 448 LB 168 LB 616 LB 1.01 IN 14.0 FT 40.0 PSF 15.0 PSF 55.0 PSF 88 PLF 850 PS 150 PS 1300000 PS 470000 PS 405 PS 978 PS 150 PS 2156 FT -LB 542 LB 3/4 IN N2 N2 N ABOVE BASE N4 N3 N3 N2 N2 N4 N4 Floor Joist( 2006 International Residential Code (05 NDS) j Ver: 7.01.14 By:. , American Home Planners on: 03 -23 -2010: 09:38:07 AM Project: KIMBALL - Location: 2x12 hf2 upper flr jst @ 19.2" o.c. typ Summary: 1.5 IN x 9.25 IN x 10.0 FT 19.2 O.C. / #2 - Hem -Fir - Dry Use Section Adequate By: 74.2% Controlling Factor: Section Modulus / Depth Required 7.01 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, support capacity not checked): BL -B= Joist Data: Center Span Length: L2= Floor sheathing applied to top of joists -top of joists fully braced. Live Load Duration Factor: Cd= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Floor Loading: Live Load: LL -2= Dead Load: DL -2= Total Load: TL -2= Total Load Adjusted for Joist Spacing: wT -2= Properties For: #2- Hem -Fir Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Adjusted Modulus of Elasticity: E -Min= Stress Perpendicular to Grain: Fc -perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 CF =1.10 Cr =1.15 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 5.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Decking Information: Plywood Thickness T= Plywood is glued Moment Of Inertia Calculations For Glued Floor: Joist Area: A- joist= Plywood Area: A -ply= Section Centroid: C= Moment Of Inertia: I -comb= Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= 1-comb= 0.03 IN 0.07 IN = U1740 0.09 I N = L/1266 320 LB 120 LB 440 LB 0.72 I N 320 LB 120 LB 440 LB 0.72 IN 10.0 FT 1.00 480 360 40.0 PSF 15.0 PSF 55.0 PSF 88 PLF 850 PS 150 PS 1300000 PS 470000 PS 405 PS 1075 PS 150 PS 1100 FT -LB 378 LB 3/4 IN 13.88 3.00 5.51 160.60 12.28 21.39 3.78 13.88 45.69 160.60 N2 N2 N ABOVE BASE N4 N3 N3 N2 N2 N4 N4 May 24, 2010 • �i of ila • Jim Haggerton, Mayor Department of Community ''evelopment Jack Pace, Director Ian Kimball 16227 51 Av S Tukwila, WA 98188 RE: Correction Letter #1 Development Permit Application Number D10 -087 Kimball Residence —16219 51 Av S Dear Mr. Kimball, 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 Fire Department. At this time the Building, Planning, and Public Works Departments have no comments. Fire Department: Al Metzler at 206 575 -4407 if you have questions regarding the attached memo. 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, please contact me at (206) 431 -3670. Sincerely, Bill Rambo Permit Technician encl File No. D10 -087 W:\Permit Center \Correction Letters \2010\D10 -087 Correction Letter #1.DOC 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 • • Tukwila Fire Prevention Bureau Al Metzler, Fire Project Coordinator Fire Prevention Bureau Review Memo Date: April 9, 2010 Project Name: Kimball Residence Address: 16219 51st Ave. S Permit #: D10 -087 Plan Reviewer: Al Metzler, Fire Project Coordinator The Fire Prevention Bureau conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and /or other applicable documentation. 1. Fire -flow is insufficient for this project. The minimum fire -flow required is 1,500 gpm per International Fire Code Table B105.1. The water availability statement from Highline Water District indicates a fire flow of 1,000 gpm. 2. Adequate ground ladder access to be provided to 2' story bedroom rescue windows. On the plans, show a flat landscaped area 12 ft. deep by 4 ft. wide directly beneath rescue windows. Should there be questions concerning the above requirements, contact the Fire Prevention Bureau at 206- 575 -4407. No further comments at this time. April 7, 2010 • E City f Tu4- f 4 Jlla Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Ian Kimball 16227 51' Ave S Tukwila, WA 98188 RE: Incomplete Letter #1 Development Permit Application D10 -087 Kimball Residence —16219 51 Av S Dear Mr. Kimball, This letter is to inform you that your permit application received at the City of Tukwila Permit Center on April 1, 2010 is determined to be incomplete. Before your application can continue the plan review process the attached /following items from the following department(s) need(s) to be addressed: Building Department: Allen Johannessen at 206 433 -7163 if you have any questions . concerning the attached comments. Please address the attached comment 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. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Bill Rambo Permit Technician Enclosures File: D10 -087 W:\Permit Center \Incomplete Letters\2010\D10 -087 Incomplete Ltr #1.DOC 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 o Phone: 206 - 431 -3670 o Fax: 206 - 431 -3665 r Tukwila Building, Allen Johannessen, Plan Examiner Determination of Completeness Memo Date: April 6, 2010 Project Name: Kimball Residence Permit #: D10 -087 Plan Review: Allen Johannessen, Plans Examiner The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. On the site plan provide additional plan details to identify a footing drain or a crawl space water discharge system. The discharge system will generally be separate from the roof drain system. Coordinate any combined discharge systems with the Tukwila Public Works Department. The intent is that groundwater will not accumulate in the crawl space. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. r Indemnification and Hold Harmless and Permit Temporary in Nature Reference Number(s) of Related Document(s): D10 -087 Grantor: IAN KIMBALL, an individual Grantee: CITY OF TUKWILA, a municipal corporation of King County, Washington Work Location: Within 51st Ave. South and adjacent to 16219 51st Ave/ South. Abbreviated Work Description: Work within the City Right -of -Way including storm drainage, driveway access, and utilities including undergrounding of power. NOW, THEREFORE, the parties agree as follows: The Permittee shall indemnify, defend and hold harmless the City, its officers, agents and employees, from and against any and all claims, losses or liability, including attorney's fees, arising from injury or death to persons or damage to property occasioned by any act, omission or failure of the Permittee, its officers, agents and employees, in using the City's right -of -way under this permit. This indemnification and hold harmless shall not apply to any damage resulting from the sole negligence of the City, its agents and employees. To the extent any of the damages referenced by this paragraph were caused by or resulted from the concurrent negligence of the City, its agents or employees, this obligation to indemnify, defend and hold harmless is valid and enforceable only to the extent of the negligence of the Permittee, its officers, agents, and employees. Further, the right -of -way permit herein is wholly of a temporary nature and it vests no permanent right to use whatsoever to the Permittee. IN WITNESS WHEREOF, said individual has caused this instrument to be executed this t k day of .s;,,,t , 2010. STATE OF WASHINGTON) )ss. County of King ) I certify that I know or have satisfactory evidence that IAN KIMBALL is the person who appeared before me, and said individual acknowledged that he signed this instrument and acknowledged it to be his free and voluntary act for the uses and purposes mentioned in this instrument. Dated (0 &Itt1 I�ZJ►1G1uiU`_ Notary Public in and for the State of Washington residing at My appointment expires DATED this // day of GRANTEE: CITY of TUKWIL / aro By: Atoll. Alf...�irLi� Print Name: Its: Bob Giberson Public Works Director STATE OF WASHINGTON) )SS. COUNTY OF KING ) , 2010 On this day, before me personally appeared BOB GIBERSON to me known to be the PUBLIC WORKS DIRECTOR for the City of Tukwila, and executed this instrument on behalf of the City of Tukwila in his capacity as PUBLIC WORKS DIRECTOR and acknowledged that he is authorized to do so at his free and voluntary act and deed, for the uses and purposes therein mentioned. IN WITNESS WHEREOF, I have hereunto set my hand and official seal the day and year first above written. 0,0TAi )V z �'•, AJBL�G Y' � Name: NOTARY PUBLIC, in and for the Stati„ of "4/1.7-7 Washington, residing at My commission expires: P PY • PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -087 DATE: 05 -26 -10 PROJECT NAME: KIMBALL RESIDENCE SITE ADDRESS: 16219 51 AV S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: Building Division Public Works A ,4 c., 6-�-t O Fine Prevention It Planning Division Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Llz Incomplete n DUE DATE: 05 -27 -10 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route Structural Review Required n No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 06-24-10 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 • 1 PY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -087 DATE: 04 -15 -10 PROJECT NAME: KIMBALL RESIDENCE SITE ADDRESS: 16219 51 AV S Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # After Permit Issued DEPARTMENTS: OM 1 Division )j C Works i L -( —1 Fire Prevention Structural OA A? Planning Division n Permit Coordinator LW7-I O DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete DUE DATE: 04 -20-10 Not Applicable n Comments: Permit Center Use Oily INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route tg Structural Review Required n No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05-18 -10 Approved Approved with Conditions n Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 5-12—i— ( 4 Departments issued corrections: Bldg ❑ Fire Ping ❑ PW ❑ Staff Initials: u,2 Documents /routing slip.doc 2 -28 -02 ()ENTCOORD C a PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D10 -087 DATE: 04/01/10 PROJECT NAME: KIMBALL RESIDENCE SITE ADDRESS: 16219 51 AV S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit Issued EPAR MENT : 4 Building ivision Public Works F ri' e Prevenlio 1 4 A' I'D Structural Planning Division nPermit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Comments: Incomplete IK DUE DATE: 04/06/10 Not Applicable Permit Center Use Only 4.77 INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg Fire ❑ Ping ❑ PW ❑. Staff Initials: TOES /THURS ROUTING: Building Please Route ❑ Structural Review Required REVIEWER'S INITIALS: No further Review Required ❑ DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05/04/10 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 City Tukwila REVISION SUBMITTAL Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 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: 5 2 G` Z c)'\ 6 Plan Check/Permit Number: l% 1 r v O ❑ R• esponse to Incomplete Letter # Response to Correction Letter # ❑ R• evision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: JAS�^�e C-e �lvl�. s, Contact Person: \ Phone Number: &Co Summary of Revision: L-0, J.4 e !^ .Ste c -S V V c c h 0, v-0616-,"0 ! k(-)- �° �' �'✓� CITYECEMID OF .441114 ileggairessual Sheet Number(s): "Cloud" or highlight all areas of revision including date of rev •,'o Received at the City of Tukwila Permit Center by: IKEntered in Permits Plus on H:Wpplications\Forms- Applications On Line \2009-08 Revision Submittal.doc Created: 8 -13 -2004 Revised: 8 -2009 • City of Tukwila • Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: 11-15-- 2i0 Plan Check/Permit Number: / Id — d ar Response to Incomplete Letter # l ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: ba 11 Saes; /(2-(1 5 1 - 4VL 5, Contact Person: r''w,bca \ Phone Number(Z0(e) 767% Summary of Revision: //o 7e_ c&ce Ct c1'0. S /+e F1 o, td k- �c.�T ✓�� ltiS , /A. 5 /Ze GQpo ±¢CJ PEOSIVID TUKWILA 5 2010 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisio Received at the City of Tukwila Permit Center by: Entered in Permits Plus on L\---(S--1, 0 \applications \forms- applications on Iine\revision submittal Created: 8 -13 -2004 Revised: 14816 Military Road South P.O. Box 69550 Tukwila, WA 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 CERTIFICATE OF SEWER AVAILABILITY /NON - AVAILABILITY Residential: $50 Commercial: $100 ❑ Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability Part A: (To Be Completed by Applicant) I I 1 Purpose of Certificate: `Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Pro osed Use: Residential Single Family ❑ Residential Multi - Family ❑ Commercial ❑ Other Applicants Name: a,N. 4 it , ( Phone: 206 (QW L__. Property Address or Approximate Location: Tax Lot Number: i6z_i9 5) 524vE 5, 1Y kk uA '�ISS' Legal Description(Attach Map and Legal Description if necessary): RECEIVE T1 ANK 20 2010 TUKWILA PUBLIC WORKS Part B: (To Be Completed by Sewer Agency) 1 1 I t/ 1. 5 a. Sewq. Service will be provided by side sewer connection only to an existing size sewer ON -feetf om -the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and /or ❑ (2) the construction of a collection system on the site; and /or WAVED ❑ (3) other (describe): CI LA APR 01.cuiu PERMITCEMER 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. L`7 a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ / 56 oa e_e402,2. a. District Connection Charges due prior to connection: GFC: $ SFC: $ UNIT: $ TOTAL: $ cod (Subject to Change on January 1st) A King County /METRO Capacity Charge will be billed directly by King County after connection to the sewer system. b. Easements: ❑ Required ❑ May be Required c. Other: I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the dat- of s'• nature. By 3.27 -/o Date ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER Av�AILABILTT 7 N- AVAILABILITY The following terms and conditions apply to the attached Val Vue Sewer District ( "District ") Certificate of Sewer Availability/Non - Availability ( "Certificate "). 1. This Certificate is valid only for the real property referenced herein ( "Property"), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditione4,upon availability of sewer service to the Property at the time of such application, and compliance witb federal; state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that I have received the Certificate of Sewer Availability/Non-Availability and this Attachment, and jrullyunderstand the terms and conditions herein. A icant' igna Date 3._z6 -zola CITY OF TUKWILA ' rrnit Center/Building Division: Community Development Department "f'f ILIA COP 206- 431 -3670 Permit Center 1� �, w1 Public Works Department: 6300 Southcenter Blvd., Suite rmit No. 206 -433 -0179 Tukwila, WA 98188 Planning Division: 206 - 431 -3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside of City of Tukwila Water District PERMIT NO.: Part A:ETo'be completed'byzapplicaiiit Site Address: 16219 51st Ave So (attach map and legal description showing hydrant location and size of main):. Owner Information: 3 s� P� x � i. .. .P*,,..6:j, a. :' s3 <. ... Agent/Contaet,Person _�''�? , ' ` r �, 6 3 b , ow ,.xX i4i, , lbd.. Owner Name: Ian Kimball Agent/Contact: Owner Address: 16227 51st Ave S., 'Tukwila, WA 98188 Agent Address: Owner Phone: 206= 769 -6782 Contact Phone: This certificate is for the purposes of: SFR - remodel ❑ PRELIMINARY PLAT ❑ SHORT SUBDIVISION 0 BUILDING PERMIT ❑ COMMERCIAL INDUSTRIAL ❑ REZONE OTHER Estimated number of service connection and water meter size(s): One = existing 5/8" water meter Vehicular distance from nearest hydrant to the closest point of structure is 130' + = Area is served by (Water Utility District:) HIGHLINE WATER DISTRICT Owner /Agent Signature Date PART.B: To Be: coin` pletedYby .water.utility:distiict. 1. The proposed project is within 2. No improvements required. TUKWILA /King (City/County) 1 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: 4. Based upon the improvements listed above, water can be provided will be available at the site with a flow of 1500 gpm at 20 psi residual for a duration of 2 hours at a velocity of 10 fps as documented by the attached calculations. Customer recognizes that the water pressure /fire flow information provided pursuant to this request is general in nature and may not be accurate for any specific location at any specific time. Customer remains solely responsible for determining the specific water pressure /flow information available for Customer's intended use. The general information provided by the District is not intended for and should not be relied upon to design a water system or fire supression system for a specific location. Customer is responsible to field verify the specific water pressure and fire flow at Customer's specific location for Customers specific needs. 5. Water Availability: Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item B -3 are met. ❑ System is not capable of providing service to this project 5 1 hereby certify that the above information is true an HIGHLINE WATER DISTRICT / 206 - 824 -037 B Agency /Phone CORRECTIOP! n the best available information. JE ' ELMAR DIS ' NGINEER Dl 0 87 5/26/2010 Date RECE En MAY 26 27 PERMIT CENTEI Test Report 16219 - 51st Ave. S. @ hydrant #H2436 Static Fire-Flow Residual Available Flow Critical Pipe ID Pressure Demand Pressure @Hydrant Critical Pipe ID Velocity (psi) (gpm) (psi) (gpm) (ft/s) 1 2016 93.06 1,500.00 78.89 2,168.22 2019 8.00 Date: Wednesday, May 26, 2010, Time: 09:08:03, Page 0 Z0 6,3_,.25 H3 4 4 78.56Q- 3 79 2 79 to ARY ELLEN PARK, 19(54 62.81 0 S. ,161ST ST. 78.66 4 v (0 1 69.76 I 73 79 y 2 M N, N to 56357484 00305 75 48 61958231 4907 EI TUKWILA ORD. 1314 62099211 16 1 KWILA ORD. 1314 16215 M8916 F °° 169.85 g160§7^ Yp 62099209 16049 62099213 16051 16205 62099208 62099607 16211 00 16218 62099333 16226 61179208 16232 62099332 16238 62099329 TUKWILA OR 0 O 7- 16219 62099604 , 16227 ''?21 Y 0 �~ 61434694 rY Z SEWER ES T ESMT. FOF I 16235 EGRESS BOUT Ln Al 6237-- — B(?) 0 , -�- — —22 co 16239 62099550 O rn 62099330 O rn 'r H2615_ 62099558 LOT 1 no) o) 16249 LOT 3 c! (0 61653559 W676074 17608270624 LOT 2 1.0 u) J /JVUJYU co oo 1 I V175616024 V175,3° -Z V1757 N I N - 133.35 o = 16026 LOT 1 58670891 (n LLI GO 61653444 U 1- z O U ° co r7 N CO 0 N CL a ai cD 133.35 160361-°T 61653441 ° 16044 61653439 3 • r-< 61653443 3 LOT 2 151.50 16030 rir 58670746 u. 6f 9.54 LOT 4 16034 al 58670888 LI GO16202 Lc 61353440 4 d o 16210 57396342 AV0038 0 16218 61980240 `5 16226 61653445 96 N O r■ d- I vi- In cO w> 1:-: 1 17' '0 2 5_UTIL34IfSMT_ < 11V175� H 6,. CI ix - N SOUTH SEATTLE WATER COMPANY O N 541 UTIL. ESMY.S. 163RD PL. 16040 61958233 TUKWILA ORD. 3300 co - o N) c0 co ° • N co A �;�E 0 2 (0 F 176.6 61980238 / 93.50 / 39.91/ Contractors or Tradespeople Prater Friendly Page • General /Specialty Contractor A business registered as a construction contractor with LEt1 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 Kimball Construction UBI No. 601999600 Phone 2067696782 Status Active Address 16227 51St Ave 5 License No. KIMBAC•010R0 Suite /Apt. License Type Construction Contractor City Tukwila Effective Date 12/20/1999 State Wa Expiration Date 5/6/2012 Zip 98188 Suspend Date County King Specialty 1 General Business Type Individual Specialty 2 Unused Parent Company Business Owner Information Name Role Effective Date Expiration Date Kimball, Ian M Owner 12/20/1999 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 CBIC SC4657 11/16/2001 Until Cancelled $12,000.00 11/28/2001 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 8 Nevada Capital Ins Co 77NPP4008514 10/22/2009 10/22/2010 $1,000,000.0010 /30/2009 7 Nevada Capital Ins Co NCIC000716 10/22/2009 10/22/2010 $1,000,000.0010 /29/2009 6 COUNTRY CAS INS CO CM5048669 05/10/2006 05/10/2009 $1,000,000.0004 /15/2008 5 UMIALIK INS CO GL1000101 12/10/2005 12/10/2006 $1,000,000.00 12/10/2005 4 CAPITOL SPECIALTY INS CO CS00201916 12/10/2003 12/10/2005 12/10/2005 $2,000,000.0012 /14/2004 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 https: // fortress .wa.gov /lni /bbip /Print.aspx 06/11/2010 . 1441Fi 4600 n S �I c” 145TH `51sT.. 148TH` ST 4200' IH 5 149TH ST • ST S 150TH .ST 15isur 22 15 . €� S. 152ND 1SIST ST �� SOIJT�c TER 0.y —_�-� - , Vl In i /l 4� SI TH ST 900 HAZELNUT PARK' LIB FS 6800_ SW ST • 60 r `. S 149TH S < . 1b• o �.,. is81H FT 49TH 5 149TH (; sr S"158TH 149TH1IPL Sf. PL,.,. - 23 a 1 1�I . sT �S 152ND J ST 1 s ts1S PL It \, f .Z1S' 152ND PL Ilc `1.t\ ' oaN SN153RD eA 6400 4 CHIKAyA • EvM S EMBASSY ° SUITES O- R.. E. ?EE� AKER a +' .. O .' G 6 ICENCE 1 M .'...O d BY HARM Q BLVD a217731I1AC . BLACK 8 • g TUKWILA �. „Air • _. PKWY: 168TH .1 170TH 172ND ST FILTER FENCE METAL FENCE POSTS S 168TH 'ST.: 26 '-I CORPORAT c� DR N. I I 6' -0" Ll MAXIMUM NOTE: ANGLE SILT FENCE BACK UP THE SLOPE AT THE END OF RUN. FILTER FABRIC MATERIAL 60" WIDE BOLLS. USE STAPLES OR WIRE RINGS TO ATTACH FABRIC TO WIRE MIRAFI 700X OR PRE — APPROVED EQUAL 2" X 2" X 14ga WIRE FABRIC OR EQUIV. (OPT1ONAL —PER SITE CONDITION) BURY BOTTOM OF FILTER MATERIAL IN 8' X 12" TRENCH FILTER FABRIC MATERIAL BACKFILL WITH NATIVE SOIL MATERIAL OR GRAVEL BACKFILL IN TRENCH AND ON 60TH SIDES OF FENCE FABRIC ON THE SURFACE REASON. INTERCEPT & DETAIN SMALL AMOUNTS DURING CONSTRUCTION. OF TO UNDER SHEETCFLOW . FROM CONSTRUCTION ACCESS LENGTH PER THE DPD SITE DEVELOPMENT INSPECTOR =25' MIN. 4 " -8" QUARRY SPACES GEO— TEXTILE FABRIC 12" MIN. THICKNESS PROVIDE FULL WIDTH INGRESS/EGRESS AREA STABILIZED ACCESS SHALL BE USED IN ALL AREAS OF 1HE SITE WITH VEHICLE TRAFFIC AND PARKING, INCLUDING PLANTING STRIPS, OTHER MEANS OF PROVIDING STADIUM ACCESS WILL BE CONSIDERED. REASON. PUBLCDROADS BYMMOTOROVEHICLESDOR RUNOFF. ETC. TRANSPORTED ONTO Ue11;cvl.r TWO °STO1y SING] E 1 AMID' ESIDENCE MAIN FLOOR PLAN: UPPER FLOOR FLAN: TOTAL L. I V ING SPACE: COVERED ENTRI': COVERED 15ALC0NY 2 - CAR GARAGE TANDEM: 2 - CAR (RAGE: GLAZING: 1-17,r t 10' BSBL In 5.09' N L 10.10' FE 1159 SF 19-T1 SF 3130 S° 40 SF 1 SF 4 -2 SF 530 SF 707 SF = T , PO i1\IC38E: k ,/ E 1DENCE \ \ \\ NEUJ 'STAMP CONC DRIVEWAY 20' BSBL I7 • • , s 18i- AVENUE SOL T - SI FLA 1 " =20' 0 10 20 f�D PLANNING APPROVED • No changes can be made to these . plans without approval from the Planning Division of DCD Approved By: Date: X 10 DRAW! \GS 01: SITE PLAN, VICINITY MAP AND INDEX TO DRWING 1: FRONT ELEVATION AND LEFT ELEVATION 2: REAR ELEVATION AND RIGHT ELEVATION 3: MAIN FLOOR FLAN 4: UPPER FLOOR FLAN 5: FOUNDATION FLAN : UPPER FLOOR FLAN -I: ROO= FRAMING FLAN a: DETAILS, SECTIONS AND STANDARD NOTES S -1: STRUCTURAL NOTES 5-2 STRUCTURAL DETAILS LOT SIZE: REVISIONS No changes Shall be made to the scope of work without prior approval of Tukwila Building Division. NOTE: Revisions will require a new plan submittal and may include additional plan review tec3. 0.02 SF LOT COVERAGE: 2510 SF I1NIPERVIOUS: LOT COVERAGE: NEW DRIVEWAY: 2810 SF, 1140 SF +/- TOTAL: 950 SF +/-. = 45.9% NOTE : PROVIDE SILT FENCE AS REQ a AREA OF DISTURBANCE. OWNER: KIMBALL, IAN AND DAO SITE ADDRESS: 1219 - 51ST AVENUE SOUTH, TUKWILA, WA 98188 TAX IDi* (PARCEL *) 53- 19800341 LEGAL: MC MICKEN HEIGHTS DIV #2 PLAT ELK 5, PLAT LOT 21, Q -S -T -R NE- 21-23 -4 SEPARATE PERMIT REQUIRED FOR: O Mechanical & lectrical ❑ Plumbing ❑ Gas Piping City of Tukwila RL► +✓I -D_ING DIVISION FILE COPY Permit No. Plan review approval is subject to errors and omissions. Approval of construction documents does not authorize the violation of any adopted code or ordinance. Receipt of approved Field Copy and conditions is acknowledged: By ate: City Of Tlikwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE ,4PPG�0lI�D 9 2010 A--s-CjityNoOf Tukwila BUILDING DIUISIf1ni RECEIVED CITY OF TUKWILA APR 01 2010 PERMIT CENTER 1)10-0S1 18 h mz2o Pill w c� 0E4221 a 10 Mi8 Idil RESIDENTIAL DESIGN AND DRAFTING SERVICE "r ieum Diftwn CMear D1.wn Qnenmeinin 2 AAeiUrra•v.e, f fFNUF 16219 - 51ST AVENUE S, TUKWILA WA 98188 03 -25 -10 Cl. 1. r LTh1L1NflL1N1 EXISTING AND FINISH GRACE FIN FLR e MEDIA RM PLATE HT 1 GARAGE uu LE-7 ELf-vATION 1/4" (SOUTH ELEVATION) TILE ROOFING PLATE HT STUCCO MMM MEM MEM MEM ME® MUM 111111111 MIS® MEI Eli ■®1 PLATE HT 9 MEDIA RM FIN FLR EXISTING AND FINISH GRACE 1ONT EL STONE VENEER V4TION /4" (EAST ELEVATION) FIN FLR MEDIA RM PLATE HT e GARAGE FIN MAIN FLOOR REVIEWED FOR CODE COMPLIANCE APPROVED JUN 092010 City of Tukwila BUILDING nI IIslnim C(iY O$EPUIKNAI.A APR 01.2010 PERMIT CENTER O e mi419rP2 m z°8841 l'1,1 1111 zz bh � RESIDENTIAL DESIGN AND DRAFTING SERVICE �' ea..... Dt....e Ca..wL DI..... De......1 1. S. A KIMBALL RESIDENCE 16219 - 51ST AVENUE S, TUKWILA WA 98188 03 -25 -10 t EXISTING AND FINISH GRANGE L V4TION /4" (WEST ELEVATION) __ t EXISTING AND FINISH GRADE IRIGI it V4TION /4" (NORTH ELEVATION) REVIEWED FOR CODE COMPLIANCE APPROVE JUN 0 9 2010 City of Tukwila BUILDING DIVISION CmONKNAIA APR 01,2010 PERMIT CENTER .i 1 b '81M0 0 pa 1%014 Mg uiqi '161 a hg$ g 0!Pgi d8 hgn RESIDENTIAL DESIGN AND DRAFTING SERVICE [DENCE lbL1y - b1S-1- AV FJN lit TIJKWILA WA ytilM 60' -0" 1 4 ' -611 441 -6" 19' -911 121 -0" 2'- / 504' II 2 -CAR GARAG E TANDEM s • - 3' -4" 3' -4"" 31 -4" 41-0" /2' -4n/ 12' -9" (4)3 0 4 W/ (4)3I 0ABV 111 STHD 14 STND 14 -On P L FAMILY TRAY CLG / A CROWN MOLDING FIREPLACE VTO INSTALL PER MFR'S SPECS ARCH co N 7 51-9" 61 -0" ARCH 5' -9" 2'— 80SGD(SG) 8010 (ABV) DINING TRAY CLG / CROWN MOLDING 81 -6" 3 °4 W/ ABv \1/ CHINA HUTCH FRIDGE r KITC1-IEN1 I10V S.D. 31 -811 00 66 4 °BF 40BF TYP 14' -0" STHDI4RJ EXTEND SHTG TO INSIDE FACE FOYER L Fm P R( SR C�) LIVING OPEN TO ABOVE NOTE: (2) 2X6 DPI 6 12" O..C. TYPICAL STUDS DESIGN GREATER THAN 10' -01" 6'-0" -0" 'f12 18' -0" 101 -0" (2)3 050 25' -0"" SAID I 3 10' —I O EN PANTRY 811-1DSJR e 1 ST1 -1D8 •mP TYP 24 WINE CELLAR 5' -0" 51 -10" 30BF. 2 FR DR(SG) 110V S.D. DEN / OFFICE 131 -6" 4' -811 i' -10" 15' -01" MAIN LOOR FLYAN 1/4" 60' -0n XTEND SHTG TO END OF SHEAR WALL LINE 11 -0n 25C, SC 24 50CF1'1 EF/YTO FUJDiz FURN STHD 10RJ 181" RAISED PLATFORM W/ SEISMIC STRAPS R -10 e BASE VTO P.R. VALVE TO EXTERIOR 20' -0" TYP PROVIDE 5/8" TYPE "X" GWB 6 WARM WALLS, CEILING, WRAP POST AND BEAM TO ROOF SHTG 2n 1I —On 211-0" 5T1-11D14 TYP m m A A S MAIN FLOOR PLAN: UPPER FLOOR PLAN: 1159 SF 1911 SF TOTAL LIVING SPACE: 3130 SF COVERED ENTRY: COVERED BALCONY 2 -CAR GARAGE TANDEM: 2 -CAR GARAGE: 405F 91 SF 412 SF 530 SF GLAZING: 101 SF = 18.9% 81 I:I49 03 2012 MAR 25 2010 REVIEWED FOR CODE COMPLIANCE AVVFmet) JUN 0 9 MU City Of Tukwila BUILDING QIVisI( M crtvoiEO°nno APR 01 201U PERFflITCEPdTER :E : gMmtiNlp E2PP °ali 0 8PshOpti i igP"Pd Oil EMI Yli a g P 4P2 58ccl gi iiln RESIDENTIAL DESIGN AND DRAFTING SERVICE "ScM.71 Wm...a CirnwL D1,.. Qnewa•aela B.. Add ....a ['HE KIMBALL RESIDENCE 16219 - 5151" AVENUE 5, "1"UKWILA WA 9S15 59' -0" 16' -6" 50CFM EF/VTO 20PKT EFIVT EFMO MSTR JETTED TUB � J FIREPLACE VTO INSTALL PER MFR'S SPECS 42' -6" 3' -6" 12'-0" 12' -10" 8' -4" 5' -10" 41-3' 8' -0° 42' -6" 3040 8' -6" DRESSING 6040 2' --I" II II II 1I - 1 N 5' -10" �t 5' -0" j, 5' -0" MSTR SUITE 3 DR(SG) 110V S.D. BOLT -ON METAL RAILING /2\ m 14' -0" 1 1 2 PR EXTEND SHTCs TO INSIDE FACE CALIFORNIA UJALK IN CLOSET - 5' -8" \If .6 SHELVES ISELDRM 4015F 110V S.D. 203°(SG) 24 24 GALLERY PLANT SHELF OPEN TO EELOW 110V S.D. OPEN RAILING a 36° HEIGHT 4' -4" 245F !BATH 50CFM EF/VTO 5TUB/ SHOWER ° N • \/ 4ItlN\.• 50TUB/ SHOWER ° 50CFM EF/VTO 24PKT 110V S.D. W/ BATT B/U INTER CONN TYP SEIDR I 5' -6" 650 10' -0" 18' -0" (2)350 25' -0" 15' -0" UFFE HL=OQR PLAN I/4" 4' -0" 2 6 6(SG) 5SGD(SG) COv 34LCON'r TYP 0 USE 2X( HF2 TOP PLATES W/ (2) 10d NAILS 610. 0.C. 6 48' SPLICE 4' -0" 131-0' 4' -0" 1 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 9 2010 City of Tukwila BUILDING DivISinm 1 FM 03 z: MAR 2 5 2010 RECEIVED CITY OF TUKWILA APR 01)2010 PERMIT CENTER :I 1:110 0$ 1210441 simple 094 Millhgn ii li RESIDENTIAL DESIGN AND DRAFTING SERVICE rt..a4...— m—.e c4.,.a, vtft..a n am. ~tan B . . A 1 . . . . 0 [HE KIMBALL RESIDENCE 16219 - 51ST AVENUE S, TUICWILA WA 98188 601 -0" 14' -6" 44' -6" 19' -9" / 12' -0" 12' -9" 2'- 52 TYP 6 303010 FTG 303010 FTC. W/4 *4 E.W. W /4.4 E.W. L 1 STHD 14 TOP OF FDN WALL 16" ABV FIN FLR SLAB SEE DET I /5-1 STHD14 51 -8" 31-4" 303010 FTG W/4 "4 E.W. J 303010 FTG W/404 E.W. 242410 FTC. W/304 E.W. 0' 6' -1' 14X-I SCREENED FDN VENTS (I1.a SF REQ) NOTE: 0 PROVIDE SQUASH BLOCKS OR POST 6 POINT LOAD TYPICAL 363612 FTC. W/5 *4 E.W. 0 r 363612 FTC. W/5 "4 E.W. TYP on 5' -8" 363612 FTG W/5 "4 E.W. 0 6' -1" 51 -6n 363612 FTG W/5.4 E.W. 5' -6" 5' -S" STHD 14RJ N STUB OUT "4X24' LONG 9 24' O.C. DRILL AND EPDXY W/ Sh1PSON SET EPDXY W/ 6 EMBEDMENT 363612 FTG W/5.4 E.UJ. 0 O ca 4x12 DF2 FDN FLR BM 5'-a" 303010 FTC. W/41,4 E.W. / 2' -8" / 51-10" CRAWL SPACE IS" MIN W/ BLACK POLY - 12" LAP 31-2° 242410 FTG W/3 "4 E.W. 0 242410 FTG W/3 •4 E.W. 5' -S" 51-8" 11' -6n 1 S2 TYP STHDSJR STHDSJR 0 1 242410 FTG W/3 "4 E.W. Li 0 3' -8" TYP (I 2' -4" 9' -4" R.O. 2' -4" 10'—On PT 4X4 POST W/ 2X4 CLEAT e TOP TO BM CONN W/ (6) I6d AND 435 OR EQUAL MTL ANCHOR 6 FTG ON 24X24X10 CONC FTG W/ 3 4*4 EA WAY TI 41-0° 303010 W/4 "4 E.W. 8'- On 4x12 DF2 cn 1- N 0 Q 4'- On '‘E\--7,71712 DF2 22X30 CRAWL ACCESS W. STRIP AND INSULATE 303010 FTG 0 W/4 "4 E.W. 6' -2 4x12 DF2 5' -4" / 303010 FTG W/4 "4 E.W. TYP 0 6' -10" 8' -0" 363612 FTG W/5.4 E.W. g- / -11_0' 1 FTG E.W. 1-0 363 W/5" 612 FTC. 4 E.W. in m 201 -0" STHD10RJ 15' -0" Inspection for verification of drilled holes and hole preparation for epoxy shall be required prior to installation of epoxy and re -bar (or bolts if applicable). Inspection shall be included with the foundation inspection. N co d) co 0 L -- 48481 FTG U.1/604 .W. 41 -0" — — J 424212 FTC. W/6 "4 E.W. I L PT SXS NF2 POST W/ CC 9 4 CB 9 BTM TYP 4' CONC SLAB W/ 6X6 W2.IXW2.1 UJWM OvER 2' SAND OvER 6 MIL VAPOR BARRIER OVER 4' COMP. FREE DRAINING ROCK, SLOPE o 1 /8'/FT TOWARDS GARAGE DOOR PT 8X8 4F2 POST W/ CC to 4 CB 6 BTM PT 4X6 1-IF2 POST W/ CC 6 4 CB 9 BTM 242 10 FTG W /3" E.W. 1 I— ` I L--J 141 -0" 251 -0" 1 SOT 4 14 131 -0" 211 -0" STI- 11,140 n 60' -0" TYP 0 r NEC 250.50. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at Least 20 feet of or larger reinforcement bar or #4 copper wire, located near the bottom of the building footing. (NOTE: 20 foot rebar shall be one continuous piece tied along side any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 9 2010 City of Tukwila BUILDINr niuls1nN 34.'S3 JAN 03 2012 �O MAR 2 5 2010 f-OUNATION FLAN /4" CITYOCRKNALA APR 01;2010 PERMIT CENTER 1 Amb 0 Ommog 9444 ig1W4gi Ole " r q111 P g n 44 la RESIDENTIAL DESIGN AND DRAFTING SERVICE Custom Plans, Stock Plans, Remodels & Additions 9819 Cnlhv AvamiP_ T vvneli WA 98201 Phnnw 14251258 -6400 Pale (425W42-R130 16219 - 51ST AVENUE S, TUKWILA WA 9S1S3 [DEN 4x8 DF2 (TYP UNO) 2X12 HF2 e 16" O.C. 4NF2. POST / / / / / / (3)2X6,.' STUDS P / / • /1 • / I' // /' I/ // ' 1 / / / / / // / / / / / / / // / / I/ /1/ I // / —�� T —/— —I / / / / / / / / / / 1 / / / / / / / / I r � L/ - -—� / • /' /' /� // /' /'1 /' // /' V' // // % -- r --7 - -T— - -T —T / / // / // // /I / / // / / / // / /% / / / / / / / / / j// 6x12 DF2 7- U 0 N 5 1/2 X 11 1/4 PLAM (FLUSH FLR BM) croX NF2 POST OR (4) 2X6 STUDS TYP / / / / / / /// / / 4�C62 FROST / / / / / / / / / i / /' /I ' /' / f�R (3) 2 ST,U/DS/ /' // // // // / {3 -4 / // // / / / / / / / / I / / / // / // �, /Xlm bF2 / 4X DF /4X,10 D0 / // ONTiX12 /DF1 /'/ �� i// y In L{SIJ- !DRyX /Ci S UiY�'1 // //\ / / / / / .. / // / / 6x12 DPI \ .X6'HF2 POST OR (3) 2X6 STUDS / /. / / / < / BLOCKED DIAPHRAGM APA RATED CDX SHTG WITH Imd 6 6" O.C. PANEL EDGE Imd 6 12" O.C. PANEL FIELD Imd e 6" O.C. e BOUNDARY OPEN TO ABOVE / / / / / / / / / / MST60 W/ (48) 16d NAILS SEE DET 5/52 �BTRTG WALL:=:. • 0 1 2x12 HF a16" O.G. / / / / / / u_ co 4_ / 3 1/2 X 5 1/4 PLAM COL 4x6 DF2 POST / / / / —1 / / / 3/1(2 >5,6 I /4 /PL/Af'1 / / / / / (FLUSH TOP W// / / / / / /MEA 1�I FIi�'i=LR)/ // // / / / / / / / / / / / / / / / / 4x8 DF2 (TYP UNO) /I '1 / ROOF JACKS e 24" O.C. BLOCKED DIAPHRAGM APA RATED CDX SHTG WITH Imd e 6" O.C. PANEL EDGE Imd e 12" O.G. PANEL FIELD led e 6" O.C. e BOUNDARY m / X / / 3000" NCaR 2X12 HF2 e 16" O.G. 2X6 HF2 6 16" O.C. (OPTION e LOWER CLG) / 1J1 0 3 1/2 x 16 P AM (FLUSH TOP) / / / / / / / / / / / I / / // // 1/ _i i^/ /' / / / / / „/ / / / // /4 0 /I' // 1 //' /' //' //' / / // / I/ / / / / / I/ / / /1 (n / /1 / / / �'� / / / / —.a- / /�' / / / /� / . / / / /'1 // / / / / // / - / // / / / r / / / / / / / _/ / / / /� / / / / / / / / / / / / / / I / / / / //\U- / / / / / / / / / / / / / N / / / / / / / / / 1/ / / / / / / / / / / / / / / / / / / 1/ / / /m / / -/ / / I. // / / // / /LJ// / / / / // / / // // / / / / / ' // / / // / // / / / / / / / / / / / / / / •4000" / / / / / / / / / �1'IQf Imo, / / / / ROOF JACKS . 24" O.C. TYP (3) 2X6 STUDS ROOF JACKS •a 24" O.C. tijoOB7 sslora.�,� `.� o 3 6 MAR 2 5 2090 2012 REVIEWED FOR CODE COMPLIANCE APP (WED JUN 0 9 2QiU City of Tukwila BUILDING DIVISION UFFER 'LR AMING 1/4" CmO$7UKNALA APR 012010 PERMIT CENTER 11 iii 9413 8g ig§04g1 11 1M'Ar RESIDENTIAL DESIGN AND DRAFTING SERVICE iNvetie.... D1 .swn Ci weer D1.,..e De.....de1a 2. A ddiai....e 2ESIDENCE 16219 - 51ST AVENUE S, TUKWILA WA 98188 GIRDER TRUSS 11 11 11 11 11 4X12 DF2 (3)2X(7 I 0,22-x-6; STUDS STUDS ROOF 4ACKS 241 0.C. TYP 1 'W 22X30 ATTIC 1—_ ACCESS W. STRIP I I "61/4ND INSULATE L / ,3'1/2 X 9 1/2 PLAM (.3r1X(o STUDS -" / 4x8 DF2 (TYP UNO) (3)2X6 STUDS 0 0 ROOF ACKS e24 "O.C. �\ 6.3)2X6 I STUDS' (2)2X6 STUDS GIRDER TRUSS/ USSES n O tTYPU4xS DF2 UNION C5_22_ 2X(7 STUDS OR45 "172= X 5 1/2 PLAM COL — 4x8 DF2 (TYP UNO) 1 -OVER FRAME ROOF 4 WALL 6 STAIR TOWE AS REQ r li RAISED HEEL =;;1F� _ IRDER TRUSSE'• 10011m. (5)I S STUDS 0-71/2 X 5 1/2 � s LAM COL \\J I RAISED HEEL — JACK TRUSSES 6 STAIR TOWER SOLID BLKG BETWEEN TRUSSES — EACH SIDE OF POSTS - NAIL ROOF SHTG TO BLKG W/ Sd a �o" O.G. u-0 IX (372>C6 STUDS — — — 22X30 ATTIC 1 1 ACCESS 11J. STRIP 1 AND INSULATE L_ _J TRUSSE,2I11k 24" O.C. HIP MASTER 4x8 DF2 (TYP UNO) P 1 N I NIP MASTER 0 1 4X10 DF2 RAISED HEEL JACK TRUSSES NTS x' Jam' X' x' x' RAISED HEEL GIRDER TRUSS NTS REVIEWED FOR MAR 2 5 2010 CODE COMPLIANCE APP ( p (M ED JUN 0 9 2010 City ofTukwila BUILDING DiviSiflni tR 001 ARAMNG 1/4° CIiY O�T�UKNALA APR 012010 PERppITCEFITER GENERAL NOTES CONTRACTOR SHALL VERIFY ALL SITE CONDITIONS AND DIMENSIONS PRIOR TO COMMENCING THE WORK. COMPLY WITH THE FOLLOWING CODES: 2006 INTERNATIONAL RESIDENTIAL CODE 2006 WASHINGTON STATE ENERGY CODE OTHER APPLICABLE CODES BY JURISDICTION. GENERAL STRUCTURAL NOTES CONCRETE SHALL BE FC.2500PSI 9 28 DAYS. 5 -1/2 SACK MIX. REINFORCING BARS SHALL BE ASTM A -6I5. GRADE 40 "4 / GRADE 60 "5 AND LARGER FRAMING LUMBER SHALL BE PER U1WPA STANDARDS. LIGHT FRAMING 4 STUDS HF- STANDARD STRUCTURAL JOISTS 4 PLANKS HF -"2 OR BETTER BEAMS 4 STRINGERS DF"2 OR BETTER (OR FB =1350 MIN.) POSTS ,AND TIMBERS DF "I OR BETTER (OR FB =1350 MIN.) GLU -LAM BEAMS 24F v -4- 5TANDARD MICROLAMS 1.9 E PARALAMS 2.0 E ROOF TRUSSES SHALL BE DESIGNED BY LICENSED WASH. STATE ENGINEER SHEAR NAILING AND LATERAL BRACING SHALL BE N ACCORDANCE WITH I.R.C. INSULATION I. FACED BATTS ARE LAPPED AND FACE STAPLED AT FRAMING MEMBERS. 2. ALL EXTERIOR WALL CAVITIES ARE FILLED WITH UNCOMPRESSED INSULATION, INCLUDING ALL CAvITIES ISOLATED DURING FRAMING, WIRING, AND PLUMBING. DO NOT COMPRESS INSULATION. 3. ALL RECESSED FIXTURES IN EXTERIOR WALLS HAVE RIGID BOARD INSULATION BEHIND THEM. 4. UNDERFLOOR INSULATION IS SUPPORTED BY LATH, TWINE, OR OTHER NON - COMPRESSING MEANS. 5. ATTIC ACCESS IS BAFFLED, WEATHER- STRIPPED AND INSULATED. WASHINGTON STATE ENERGY CODE \. PRESCRIPTIVE PATH. SEE SHEET 3 & 8 ALL 120 VOLT 15 4 20 AMP RECEPTACLES INSTALLED IN BATHROOMS, WET COUNTERTOPS, GARAGES AND OUTDOORS SHALL HAvE GFI PROTECTION. TUB 4 SHOWERS TO COMPLY WITH UBC WATER RESISTANT GWB TO 10' ABOVE DRAIN. FIRE BLOCK BETWEEN STUDS. SHOWER HEAD FLOW LIMITED TO 25 GPM. ALL GLAZING SG WITHIN 10' OF DRAIN. 15° FELT UNDER VALLEY FLASHING. PROVIDE A TOTAL OF 11.8 SF NET CRAWL SPACE VENTS. PROVIDE A TOTAL OF 16.7 SF NET ATTIC SPACE vENTILATION (1/2 GABLE, ROOF JACKS OR RIDGE vENTS 41/2 BIRD BLOCK OR SOFFIT VENTS). WASHINGTON STATE ENERGY CODE NOTES GENERAL PROVISIONS I. ALL STRUCTURAL SOFTWOOD PLYWOOD, PARTICLEBOARD, WAFER BOARD AND OS5 BOARD ARE STAMPED WITH EXPOSURE I' OR 'EXTERIOR'. 2. WATER HEATER STORAGE TANK LABELED AS MEETING 1981 NAT'L. APPLIANCE ENERGY CONSERVATION ACT. A51-IRAE STANDARD 90A -1980 INSULATED TO R -16. ON R -I0 PAD IF LOCATED OVER UNINSULATED SLAB. 3. INSULATE I-10T AND COLD WATER PIPES TO R -3 IN UNHEATED AREAS. 4. SHOWER REGULATOR TO LIMIT HOT WATER DISCHARGE TO 2.5 GPM. 5. WOODSTOVES AND FIREPLACES HAVE TIGHT FITING DOORS, OUTSIDE COMBUSTION AIR DUCTED TO FIREBOX WITH ACCESSIBLE DAMPER. MIN. 6 SQ. IN. FREE VENT AREA. TIGHT FITTING FLUE DAMPERS REQUIRED. 6. ALL GAS AND OIL COMBUSTION APPLIANCES HAVE A DIRECT VENT OR FORCED DRAFT VENTING. 1. RECESSED LIGHT ARE I.C. RATED, DOUBLE WALL CAN LIGHTS OR WITHIN SEALED WPGWB BOX -IN. a 6 MIL BLACK POLY VISQUEEN IN CRAWL SPACE AIR SEALING I. ALL PLUMBING, ELECTRICAL, AND VAC PENETRATIONS IN FLOOR WALLS, AND CEILINGS ARE CAULKED AND SEALED. 2. WHERE PENETRATIONS NEED A FIRESTOP, DISCUSS WITH BUILDING OFFICAL. 3. ELECTRICAL OUTLET AND LIGHT SWITCH BOXES ON EXTERIOR WALLS MUST BE SEALED AT THE BACK OF THE RECEPTACLE OR SEALED WITH FACEPLATE GASKETS. 4. SEAL RIM JOIST BETWEEN HEATED FLOOR OR USE PRODUCT LIKE 'TYVEK' ON EXTERIOR 5. VAPOR BARRIER SHALL BE EITHER FACE STAPLED BATTS, 4 MIL. VISQUEEN OR AN APPROVED VAPOR BARRIER PAINT. NON HEAT RECOVERY VENTILATION 1. WHOLE HOUSE VENTILATION FAN IS CAPABLE OF EXHAUSTING 15 CFM FROM EACH BEDROOM AND 15 CFM FROM EACH COMBINED LIVING AREA. (CFM RATING -15 +" OF ROOMS +I ) 2. WHOLE HOUSE EXHAUST VENTILATION FAN HAS BOTH AUTOMATIC AND MANUAL CONTROLS. 3. THE WHOLE HOUSE FAN HAS A SONE RATING OF Qi15 OR IS REMOTELY LOCATED FROM CONDITIONED SPACE. 4. ALL EXHAUST FANS OR DUCTS HAvE TIGHTFITTING BACKDRAFT DAMPERS. 5. EACH BEDROOM AND COMBINED LIVING AREA HAS A FRESH AIR SOURCE (PORT OR WINDOW STYLE) OR CENTRAL DUCTED VENT CAPABLE OF PROVIDING 15 CFM OF OUTSIDE AIR. 6. AIR INTAKE SOURCES HAvE PROvISION FOR FLOW CONTROL TO LIMIT EXCESS AIR FLOW UNDER NORMAL OPERATION. 2006 WASHINGTON STATE ENERGY CODE PRESCRIPTIVE REQUIREMENTS FOR GROUP R OCCUPANCY CLIMATE ZONE OPTION GLAZING FLOOR AREA GLAZING U- FACTOR VERTICAL GLAZING U- FACTOR OVERHEAD DOOR U -VALUE CEILING VAULTED CEILING WALL ABV GRADE WALL NT. BELOW GRADEBELOW WALL EXT. GRADE FLOOR SLAB ON GRADE I 10% 032 056 0.20 R -38 R -30 R -15 R -I5 R -10 R -30 R -10 II 155 035 058 020 R -38 R -30 R -2I R -2I R -I0 `0 R -10 t IV UNLIMITED 035 058 020 R -38 R -30 R -2I R -2I R -I0 R -30 V R -10 / FT 2X LEDGER BEAM VENTILATION I. SOURCE SPECIFIC AND WHOLE vENTILATION SYSTEMS ARE REQUIRED. a. SOURCE SPECIFIC VENTILATION IS REQUIRED IN EACH KITCHEN, BATHROOM, WATER CLOSET, LAUNDRY FACILITY, INDOOR SWIMMING POOL, SPA, AND ROOMS WHERE EXCESS WATER VAPOR OR COOKING ODOR 15 PRODUCED. BATHROOMS REQUIRE MIN. 50 CFM. KITCHEN REQUIRES MIN. 100 CFM. b. WHOLE HOUSE VENTILATION REQUIRES AT LEAST 35 AIR CHANGES PER HR BUT NOT MORE THAN .5 CHANGES PER HOUR WITH A MIN. OF 15 CFM EACH BEDROOM PLUS AN ADDITIONAL 15 CFM FROM COMBINED AREAS. 2. ALL VENTILATION SYSTEMS 51-IALL BE READILY ACCESSIBLE. 3. SOURCE SPECIFIC vENTILATION SYSTEMS SHALL BE CONTROLLED BY MANUAL SWITCHES, DEHUMIDIFIERS, TIMERS, OR OTHER APPROVED DEVISE. 4. INTERMITTENTLY OPERATED WHOLE HOUSE VENTILATION SYSTEMS SHALL HAVE THE CAPABILITY FOR CONTINUOUS OPERATION AND SHALL HAVE A MANUAL CONTROL AND AN AUTOMATIC CONTROL SUCH AS A CLOCK TIMER. 5. WHOLE HOUSE FANS SHALL HAVE A SONE RATING OF 1.5 OR LESS IF SURFACE MOUNTED LESS THAN 4' FROM CEILING. 6. ALL DUCTS SHALL TErd" IINATE OUTSIDE THE BUILDING. EXHAUST DUCTS IN SYSTEMS WHICH ARE DESIGNED TO OPERATE INTERMITTENTLY SHALL BE EQUIPPED WITH BACKDRAFT DAMPER ALL EXHAUST DUCTS IN UNCONDITIONED SPACE SHALL BE INSULATED TO A MIN. R -4. 1. OUTDOOR AIR INLETS SHALL BE SCREENED OR OTHERWISE PROTECTED AND LOCATED AWAY FROM POTENTIAL AIR OR NOISE POLLUTION. 5. INDIVIDUAL ROOM OUTDOOR AIR INLETS SHALL HAVE A CONTROLLABLE AND SECURE OPENING AND BE CAPABLE OF A TOTAL OPENING AREA OF NOT LESS THAN 4 SQ. INCHES. 9. A RADON MONITOR, INSTALLATION INSTRUCTIONS AND RADON INFORMATION SHEETS SHALL BE PROVIDED BY THE BUILDER AT FINAL INSPECTION. PT DECK JST OR RAFTER W/ JST HGRS PER PLAN 11 II 11 0 11 11 11 11 II 0 II 11 0 II 11 11 11 11 11 11 11 3/S. LAG BOLTS W/FLAT WASHERS, ALTERNATE HIGH 4 LOW LOCATION THRU RIM JST OR STUDS 0 PROVIDE 4 -16d GALV NAILS a HIGH 4 LOW LOCATIONS THRU RIM JST OR STUDS LEDGER DETAIL NTS (2) 5/8" MB BOLTS THRU POSTS AND RIM 4 BLOCK PT 2X DECK JOISTS PER PLAN 2 X 6 CAP RAILING EASE EDGE - 36' HT. UNO HANDRAIL SHALL BE PROVIDED ON AT LEAST ONE SIDE OF EACH CONTINUOUS RUN OF TREADS OR FLIGHT W/ 4 OR MORE RISERS PER 8311.5.6 IRC. FACE OF STRUCTURE 2 X 2's fl 5' o.c. 5/8' TYPE 'X' GWB (3) 2 X 12 STRINGERS QL w 1 0 I -1/2' - 2' CONTINUOUS HANDRAIL 6 34' -38' RETURN ENDS TO WALL RAILING WHERE OCCUR SPACED SO THAT A 4' SPHERE CANNOT PASS THRU 4 X 4 POSTS 9 48" o.c. (UNO) 1 X 4 EA. SIDE TOP 4 BTM. 2 X 6 P.T. DECKING (UNO) '1 LL \tom a■ 1 as. L \tom ►11 \l1 1 \l� IT i BLK'G. P.T. BEAM PER PLAN COLUMN CAP OR TIE TO POST W/ 1X4 SCAB TIES OR EQUAL P.T. POST PER PLAN W/ COLUMN BASE APPROVED MTL. ANCHOR 2 X P.T. LEDGER W/ SIMPSON JST HANGERS, NAIL HGR'S 16d NAILS THRU LEDGER CONC. FTG. PER PLAN 1 -I I El -I I' ° I I III -1 11- III -III =1 I I =1 I I =III= . = III =1 11= III =II =III i GRADE 1 I I III 1111 Ail I I El II III I I I _� I I- III -I I 1 -1 1 1111111 =11 I-I 117 I' -I Z ECK EDETAEL 3/4".11-0" (IF APPLICABLE) 2 X 4 KICKER 2' TREAD TYPICAL FINISHED FLOOR 2 X LANDING JST 9 16" o.c. (UNO) FLOOR JOISTS PER PLAN TREADS 6 10' MIN. RISERS 51 734" MAX. DOUBLE JOIST (UNO) FIRESTOP 9 MID RUN OF STRINGER AND BETWEEN STUDS STAIR DETAIL 1/2 " =1' -0" PROVIDE SHEAR WALL PANELS AS NOTED ON PLANS AND SHEARWALL SCHEDULE STONE VENEER (DRY -STACK GROUT TECHNIQUE) ON MORTAR SETTING BED ON Y THK SCRATCH COAT ON 18 GA. GALVANIZED WOVEN WIRE MESH ON 15 LBASPHALT FELT ON 2- LAYERS OF WALLSHIELD MEMBRANE AS SUPPLIED BY THE MFR ON PLYWD SHTG 4 2X6 STUD 9 16' O.C.W/ R -21 BATT INSUL.INSTALL 6 MIL POLY VAPOR BARRIER TO INTERIOR SIDE OF STUDS. GRADE TYP. WALL DETAILS TYPICAL DECKING FLOOR JOISTS PER PLAN TYP. DRAIN PIPE 26 GA. MTL. FLASHING TYPICAL FDN., REBAR AND ANCHOR BOLTING III -I I � I I I- III -I I I- 11 1I III - III -I -I I /16"Jr "(UNO) VENEER DETAIL 3/4' =I' -0" (IF APPLICABLE) DOWNSPOUT ( FLEXIBLE OR RIGID PIPE ) CONNECT TO BLD'a ROOF DRAIN SLOPE FINISH GRADE AWAY FROM FOUNDATION 2% MIN. (1/4' : 12') 4" RIGID, NON - PERFORATED DRAIN PIPE - DO NOT CONNECT WITH FTC. DRAIN LEADER SILT BARRIER ( BLD'G. PAPER, FILTER FABRIC OR POLYETHELENE FILM) =III -1 �_ II -III WASHED ROCK (MIN. 3/4' DIM.) =I I• W/ MIN. 12' COVER s� TOP _III =I: ~ SIDES AND BTM. }., I MIN. 4' RIGID, PERFORATED, Ix •�a CRAWL SPACE NOTE: CONFIRM WITH BLDG. OFFICIAL ANY SPECIAL REQUIREMENTS FOR WATER RUNOFF AND STORM SEWER HOOK -UP 1 1 1 -I 1 -III -I 1 I -I I I =I � � 1° .1H I I- III - III - III -1 11= CORRIGATED DRAIN PIPE -1 11 III1j11II „III ;1 111II111II1; 1' FDN. DRAIN DETAIL 3/4 " =1' -0n BONUS ROOM TRUSSES PER PLAN OR 2 X TRUSSES 6 24' o.c. - TRUSSES TO BE PROVIDED BY AN APPROVED MANUFACTURER REGISTERED IN THE STATE OF WASHINGTON 3 -TAB 235" COMP ROOF OVER 15" FELTALTERNATE - SHAKE ROOF OVER 30" FELT (INTERWEAVE) 1/2" CDX ROOF SHEATHING OR EQUAL W/ Sd NAILS 9 6' O.C. AT ALL PANEL EDGES 4 12' O.C. AT INTERMEDIATE SUPPORTS 2 X VENT BLOCKING SEE PLANS FOR VENTILATION REQUIREMENTS 26 GA. MTL. GUTTER 1 X FACIA 1' AIR SPACE 12 SEE ELEv WIND BAFFLE TOP OF BAFFLE TOP OF INSULATION z E N #,01.0.0.••••••111.0.0.411.411.67 T•TI M M • =a R -38 INSULATION me) 4.41 1/2" GYP. S. 2 - 2 X 6 TOP PLATES - LAP SPLICES 48' : \ RIGID INSULATION IS' UNO 11-121 USE ROCKWOOL OR OTHER NONCOMBUSTIBLE MATERIAL ,46 FIRESTOP (FIBERGLASS IS UNACCEPTABLE AS FIRESTOP) PROVIDE SHEAR WALL PANELS AS NOTED ON PLANS AND SHEARWALL SCHEDULE SIDING AS PER ELEVATIONS RIM JOIST MOISTURE BARRIER PROVIDE 3' X 3' SQ. X 3/16' THICK ANCHOR BOLT WASHERS 5/8' X 10" ANCHOR BOLTS PER SHEAR SCHEDULE PROVIDE A.B. NOT LESS THAN 1 BOLT DIAMETERS 4 NOT MORE THAN 12' FROM ENDS OF EA. FDN. SILL PLATE RIM JOIST 2 X 6 FDN GRADE SILL PLATE 4 X 8 HEADER (UNLESS OTHERWISE NOTED) WINDOWS AS PER UBG (CALK WINDOW FLANGE, INSULATE 4 SEAL AROUND WINDOWS) 2 X 6 STUDS a 16'o.c. VAPOR RETARDER MOISTURE BARRIER R -21 INSULATION 2 X 6 SOLE PLATE 3/4' CDX T4G PLWD DECKING CAULK UNDERSIDE W/ 10d NAILS 6 6' O.G. TO DECKING PANEL EDGE 4 10' O.C. PANEL FIELD FLOOR JOISTS PER PLAN 2 -2X6 TOP PLATES LAP SPLICES 48" RIGID INSULAVION 4 X 8 HEADER (UNLESS OTHERWISE NOTED) 1/2" GYP. BD. VAPOR RETARDER 2 X 6 STUDS 9 16'o.c. (TYPICAL UN.O.) 2X6 SOLE PLATE CAULK UNDERSIDE TO DECKING FLOOR JOISTS PER PLAN REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 9 2010 City of Tukwila BUILDING DIVISION 3/4' CDX T4G PLWD DECKING W/ 10d NAILS 9 6" O.C. PANEL EDGE 4 10' O.C. PANEL FIELD SEE ELEV SEE ELEV SOLID BLKG. OVER SUPPORT BMS 4 9 BRG. PARTITIONS TYP. TYP. DRAIN PIPE - SEE DRAIN DET. ° ' • 4 �d R -30 INSULATION IS" MIN. CRAWL SPACE APPROVED MTL. ANCHOR A 35 OR EQUAL 6 MIL. BLACK POLY VAPOR BARRIER 12' LAP e STRINGER - PER PLAN POST CAP OR 2X4 CLEAT W/ 6 -16d TOP 4 BTM POST PER PLAN ON CONC. FTG. PER PLAN T >_I -II. 1111ri III�II�lII�1III =11III�IIIII, VIII ,IIIIIIII - I�IIII�IIII,r T fn- I- III - III III III III - III III - III - I till-III 1 =1 1, ; ,,III, ; ,III, , I I I I I- III - III =1 1 I -1 I I= III -III 1 -1 I I I I I- FTGS TO BE ESTABLISHED ON UNDISTURBED SOIL -1500" PSF MIN. SOIL BEARING CAPACITY CONT CONC FTG - PROVIDE "4 REBAR 10'o.c. HORIZ. 4 18' O.C. VERT. IN FDN. WALL, TIE VERT TO FTG AS SHOWN ALTERNATE HOOK 4 (2) "4 IN FOOTING TYPICAL WALL SECTION 3/4".:11-0' 1 CYfYO�TUKNBIA APR 01,2010 PERMIT CENTER i 0 DiTrpr 120420 90p14 igg9g1 018 2 m 4 h , idn RESIDENTIAL DESIGN AND DRAFTING SERVICE Custom Plans, Stock Plans, Remodels & Additions 2R12 Cray Avwmfp_ Pven * WA 9R2(11 Phones (4251258 -M1Y Rant (425172 -R13(1 16219 - 51ST AVENUE S, TUKWILA WA 98188 ['HE KIMBALL RES] BUILDING CODE 2006 INTERNATIONAL BUILDING CODE FLOOR LOAD DEAD LOAD : 12 psf LIVE LOAD: 40 psf ROOF LOAD DEAD LOAD: 22 psf FLAT ROOF SNOW LOAD: 25 psf SNOW EXPOSURE FACTOR (Ce): 1.1 SNOW LOAD IMPORTANCE FACTOR (Is): 1.0 THERMAL FACTOR (Ct): 1.1 WIND DESIGN DATA 1. BASIC WIND SPEED: 85 MPH 2. WIND IMPORTANCE FACTOR (Iw): 1.0 BUILDING CATEGORY: II 3. WIND EXPOSURE: B 4. Kzt = 1.38 5. INTERNAL PRESSURE COEFFICIENT: NA 6. APPLICABLE WIND PRESSURE FOR COMPONENTS AND CLADDING: NA SESIMIC DESIGN DATA 1. SEISMIC IMPORTANCE FACTOR: 1.0 SEISMIC USE GROUP: 2. SPECTRAL RESPONSE ACCELERATION (Ss): 135.0% G 3. SITE CLASS: D (ASSUMED) 4. SPECTRAL RESPONSE COEFFICIENTS (SDS): 90.0%G 5. SEISMIC DESIGN CATEGORY: D 6. BASIC SEISMIC - FORCE - RESISTING SYSTEM: SHEARWALL: 7. DESIGN BASE SHEAR: 17,256 LBS 8. SEISMIC RESPONSE COEFFICIENT (Cs): 0.097 9. RESPONSE MODIFICATION FACTOR (R): 6.5 10. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE PROCEDURE FRAMING LUMBER 1. FRAMING LUMBER SHALL BE HEM -FIR NO. 2. GRADES ARE TYPICAL UNLESS OTHERWISE NOTED ON PLANS. LUMBER TO BE GRADE MARKED PER WCLIB SPECIFICATIONS. -"2. STRUCTURAL SHEATHING SHALL BE-APA RATED PLYWOOD, EXPOSURE 1 SHEATHING CONFORMING TO EITHER COMMERCIAL STANDARDS P51 -83, APA PRP -108, OR VOLUNTARY PRODUCT STANDARD PSE -92. PROVIDE A MINIMUM OF 3/8' EDGE DISTANCE ON ALL NAILS ANDY ' EXPANSION JOINT BETWEEN ALL PANEL EDGES. MINIMUN SHEATHING REQUIREMENTS ARE AS FOLLOWS: ROOF SHEATHING TO BE 15/32" C -D INT -APA RATED PLYWOOD WITH EXTERIOR GLUE, P.I. 24/0. USE 5 -PLY FOR PANELIZED ROOFS. NAIL WITH 8d NAILS AT 6" ON CENTER AT PANEL EDGES AND 12' ON CENTER AT INTERMEDIATE MEMBERS. ALT: 7/6' OSB. SUB FLOORING TO BE %4" TONGUE AND GROOVE C -D INT -APA RATED PLYWOOD WITH EXTERIOR GLUE, P.I. 48/24. GLUE AND NAIL WITH 10d NAIL: AT 6" ON CENTER AT PANEL EDGES AND 12" ON CENTER AT INTERMEDIATE MEMBERS. 3. NAILING SHALL CONFORM TO TABLE 2304.9.1 OF THE INTERNATIONAL BUILDING CODE UNLESS NOTED OTHERWISE. USE COMMON NAILS THROUGHOUT UNLESS NOTED OTHERWISE. 4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHEE UNLESS SPECIFICALLY DETAILED OR APPROVED IN WRITING BY THE STRUCTURAL ENGINEER. 5. PROVIDE PROPERLY SIZED WASHERS UNDER HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING OI` WOOD. 6. PROVIDE 3x3xY4" WASHERS AT ALL ANCHOR BOLTS. VERIFY WITH LOCAL JURISDICTION REQUIREMENTS. 7. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS Yl6" UNLESS NOTED OTHERWISE. LAG BOLT PILOT HOLES SHALL BE PRE - DRILLED TO 60% OF THE NOMINAL DIAMETER OF THE LAG BOLT UNLESS NOTED OTHERWISE 8. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH %" MINIMUM DIAMETER BOLTS SPACED AT A MAXIMUM OF 48" ON CENTER. BOLTS MUST BE EMBEDDED A MINIMUM OF 7" INTO CONCRETE OR MASONRY. SEE PLANS AND DETAILS FOR SPECIFIC REQUIREMENTS WHERE APPLICABLE. 9. RIM JOIST IS TO BE 1Y2" MINIMUM THICKNESS. EXCEPTION: FOR SHEARWALLS #1 AND #2, 1Y4" LSL RIM MAY BE USED. 10. CONTACT THIS OFFICE PRIOR TO MAKING ANY CHANGES TO THESE DETAILS. GENERAL 1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE CONTRACT DRAWINGS. 2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE SAFETY OF THE BUILDING. THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING, AND GUYS IN ACCORDANCE WITH ALL NATIONAL, STATE, AND LOCAL SAFETY ORDINANCES. ANY DEVIATION MUST BE APPROVED IN WRITING PRIOR TO ERECTION. 3. ALL ERECTION PROCEDURES SHALL CONFORM TO OSHA STANDARDS. ANY DEVIATION MUST BE APPROVED BY OSHA PRIOR TO ERECTION. 4. THE C DNTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION PROCEDURES. 5. THE C DNTRACTOR SHALL BE RESPONSIBLE FOR COORDINATING THE WORK OF ALL TRADES AND SHALL CHECK ALL DIMENSIONS. ALL DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE ENGINEER AND BE RESOLVED PRIOR TC) PROCEEDING WITH THE WORK. 6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRJCTION SHALL BE USED SUBJECT TO REVIEW BY THE ENGINEER. 7. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR IN ADDITION TO ANY OTHER SPECIFIC DETAIL CALLED 'DUT. 8. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS GIVEN AS THE BEST PRESENT KNOWLEDGE, BUT WITHOUT GUARANTEE OF ACCURACY. WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL BE REPORTED TO THE ENGINEER SO THE PROPER REVISIONS MAY BE MADE. MODIFICATIONS TO CONSTRUCTION DETAILS SHALL NOT BE MADE WITHOUT PRIOR WRITTEN APPROVAL BY THE ENGINEER. SHEARWALL SCHEDULE (CDX) MARK SHEATHING EDGE NAILING FIELD NAILING SILL PLATE & CONN. @ FND BOTTOM/TOP PLATE CONN. 1 %8" CDX ONE FACE 8d @ 6" O/C 8d @ 12" O/C 5/8, 0 A.B. @ 48" O/C W/ 2x SILL PLATE LTP4 @ 20" O/C W/ 2x BOTTOM PLATE /2\ "CDX ONE 3a FACE 8d@4 "O/C 8d @12 "0/C 5/8 "OA.B. @36 "O /CW/ 2x SILL PLATE LTP4 @14 "O /CW /2x BOTTOM PLATE 1Y2" '%32" CDX ONE FACE 10d @ 4" O/C 10d @ 12" O/C 5/8" O A.B. @ 30" O/C W/ 3x SILL PLATE LTP4 @ 12" O/C W/ 2x BOTTOM PLATE 2 `' 15/32" CDX ONE FACE 10d @3 "O /C lOd @12 "O /C 5%B"OA.B. @24 "O /C W/ 3x SILL PLATE LTP4 @9 "O /CW /3x BOTTOM PLATE A15/32" CDX EACH 7 FACE 1Dd @ 3" O/C EACH FACE 10d @ 12" O/C EACH FACE 5/8" O A.B. @ 12" O/C W/ 3x SILL PLATE LTP4 @ 5" O/C W/ 3x BOTTOM PLATE SHEARWALL NOTES 1. ALL ST JDS, BLOCKING, TOP AND BOTTOM PLATES SHALL BE HEM -FIR NO. 2 UNLESS NOTED OTHERWISE ON PLANS. /-LL SHEATHING EDGES MUST BE BACKED WITH 2x OR WIDER FRAMING (SEE NOTE #3). 2. SHEATHING MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. ALL SHEARWALL SHEATHING MUST EXTEND TO THE OUTISDE EDGE OF ALL HOLDOWN POSTS AND CORNERS, AND TO THE INSIDE EDGE OF FRAMING AROUND OPENINGS. 3. WHERE SHEATHING NAILING IS SHEARWALL #3 AND GREATER, ALL FRAMING MEMBERS RECEIVING EDGE NAILING FROM AEUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3 -INCH NOMINAL MEMBER. ADDITIONALLY, WHERE SHEARWALLS ARE SHEATHED ON BOTH FACES, ALL STUDS AND PLATES RECEIVING EDGE NAILING FROM BOTH FACES MUST BE A SINGLE 3 -INCH NOMINAL MEMBER OR PANEL JOINTS MUST BE STAGGERED. (2)2X MAY BE SUBSTITUTED FOR A 3x MEMBER PROVIDED THE MEMBERS ARE STITCH NAILED TOGETHER w/ 10d COMMONS @ 6" O/C FROM EACH SIDE. 4. SHEARWALL NAILING CRITERIA IS BASED ON TABLE 2306.4.1 OF THE INTERNATIONAL BUILDING CODE . VALUES ARE BASED ON HEM -FIR NO. 2 FRAMING WITH COMMON NAILS. 5. HOLD OWNS AND OTHER CONNECTIONS MAY BE REQUIRED AT THE ENDS OF MANY SHEARWALLS. SIZES AND LOCATIONS OF THESE CONNECTORS ARE INDICATED ON THE PLANS. REFER TO THE APPROPRIATE DETAILS AND /OR HOLDOWN SCHEDULE FOR ADDITIONAL INFORMATION REGARDING ANCHOR BOLTS, EMBEDMENT LENGTH, ETC. WHERE (2) 2x's ARE USED AS A HOLDOWN POST, SHEARWALL EDGE NAILING MUST BE STAGGERED INTO EACH MEMBER OF THE POST. 6. ANCHOR BOLTS MUST BE EMBEDDED A MINIMUM OF 7" INTO CONCRETE OR GROUTED CMU, AND SHALL BE PLACED - -O PROVIDE A MINIMUM OF 2" COVER. PROVIDE 3" COVER FOR CONCRETE CAST AGAINST SOIL. 7. ALL MACHINE BOLTS SHALL BE ASTM A307 OR BETTER. HILTI KWIK BOLTS /SIMPSON TITEN HD BOLTS OF THE SAME DIAMETER AS SHOWN IN THE SHEARWALL SCHEDULE MAY BE SUBSTITUTED FOR ANCHOR BOLTS INTO EXISTING CONCRETE. BOLTS SHALL BE EMBEDDED A MINIMUM OF 5" INTO EXISTING CONCRETE. 8. ALL NAILS AND CONNECTORS IN CONTACT WITH PRESSURE TREATED WOOD (EXCEPT FOR BORITE TREATED WOOD) MUST BE HOT DIPPED GALVANIZED OR STAINLESS STEEL TO RESIST CORROSION. 9. WHERE 10d NAILS ARE SPACED AT 3" ON CENTER OR LESS, NAILS MUST BE STAGGERED. 10. OSB OF EQUAL OR GREATER THICKNESS MAY BE SUBSTITUTED FOR CDX SPECIFIED IN SHEARWALL SCHEDULE. HOLDOWN POST. SEE HOEDOWN SCHEDULE OR PLAN FCR MINIMUM REQUIREMENTS LENGTH OF SHEARWALL FOR DOUBLE SIDED SHEARWALLS, THE SHEATHING ON EACH FACE MUST EXTEND CONTINUOUS BETWEEN HOLDOWN POSTS AS SHOWN. LOCATION OF HOLDOWN TO BE INSTALLED LAT =RAL MARKING LEGEND STHD14RJ TYPE OF HOLDOWN TO BE INSTALLED SHEARWALL DESIGNATION - SEE SHEARWALL SCHEDULE FOR FRAMING, NAILING AND ANCHORAGE REQUIREMENTS HOLDOWN SCHEDULE *FOR HOLDOWNS INSTALLED IN NEW FOUNDATIONS MODEL ANCHOR BOLT THRU BOLTS OR NAILS /SCREWS EMBEDMENT/ STRAP LENGTH MINIMUM EDGE DIST. le de STHD8 /RJ N/A (24) 16d COMMON 8" EMBED 1Y2" NA NA STHD1O /RJ N/A (28) 16d COMMON 10" EMBED 1Y2" NA NA STHD14 /RJ N/A (38) 16d COMMON 14" EMBED 1Y2" NA NA CS14 N/A (34) 10d COMMON IN SINGLE STUD CLEAR SPAN + 38" CENTER ON RIM JOIST NA NA MST60 N/A (48) 16d COMMON IN DOUBLE STUD 60" CENTER @ CONNECTION NA NA HOLDOWN NOTES 1. ALL - THREAD BOLTS SHALL CONFORM TO ASTM A307. 2. MINIMUM CONCRETE COMPRESSIVE STRENGTH Pc = 2500 PSI 3. ALL HOLDOWNS REQUIRE A (2) 2x POST UNLESS NOTED OTHERWISE. HHDQ11 AND HHDQ14 REQUIRE A 4x6 MINIMUM POST SIZE, U.N.O. WHERE HOLDOWNS ARE INSTALLED INTO THE WIDE FACE OF THE STUD, THE STUDS MUST BE STITCH NAILED TOGETHER W/ 16d SINKERS STAGGERED @ 4" O /C. 4. MINIMUM EDGE DISTANCE IS FOR FORMED CONCRETE EXPOSED TO WEATHER OR SOIL. FOR CONCRETE CAST AGAINST SOIL PROVIDE 3" CLEAR TO ANCHOR BOLT. 5. NAILS /SCREWS TO HOLDOWN POST SHALL BE PER MANUFACTURER'S SPECIFICATIONS. 6. MINIMUM CONCRETE WALL THICKNESS IS 6 ". 7. WHEN FIELD CONDITION FIELD CONDITION BECOME LESS THAN MINIMUM SHOWN, CONTACT ENGINEER PRIOR TO PROCEEDING. 8. HOLDOWNS MAY BE ATTACHED TO EXISTING CONCRETE USING SIMPSON 'SET HIGH STRENGTH EPDXY. SIZE AND EMBED PER CHART. ICBO REPORT NO. ER -5279. 9. DRILL ANCHOR BOLT HOLES Y8" LARGER THAN ANCHOR BOLT DIAMETER. 4Q T d • d 4 • Q •, d • • 4 4 •. • I d• • • .Ild • • • • • • �l • • • • ° • • 4 •4. • • • • • • d • • • 4 • •4 d • .• ° • • • • DOUBLE TOP PLATE W/ EDGE NAILING (STAGGER) ® SHEARWALL EDGE NAILING AT ALL PANEL EDGES. BLOCKING AT ALL PANEL EDGES WHERE APPLICABLE. © EDGE NAILING TO HOLDOWN POST (FULL HEIGHT) STAGGER INTO DOUBLE STUDS © STUDS @ 16" ON CENTER ®E PRESSURE TREATED SILL PLATE WITH EDGE NAILING AND ANCHOR BOLTS PER SHEARWALL SCHEDULE. O TOP PLATE SPLICE NAILING TO BE (8) 16d SINKERS (MIN). LAP 48" MINIMUM. CENTER SPLICE ON STUD. STD. SHEARWALL ELEVATION © HOLDOWN PER SCHEDULE AND PLAN (HDQ8 -SDS3 SHOWN) ® COORDINATE ALL STUD AND PLATE SIZES w/ SHEARWALL SCHEDULE REQUIREMENTS ® EDGE NAILING TO POSTS, TRIM STUDS, AND KING STUDS ® BEARING STUD FOR HEADER © RIMJOIST TO BE 1Y" MIN THICKNESS AT ALL SHEARWALLS *"WITHOUT RIM SIMILAR WI RIM SCALE: Y2 " =1' -0" TOP PLATE HEADER PER PLAN. EXTEND OVER SHEARWALL AS SHOWN PT 2X6 STUD ATTACH TO CONCRETE w/ 16d GALVANIZED @ 8" O.C. PER PLAN --y (' -NAIL SHEATHING TO SHEARWALL W/ NAILS PER SCHEDULE @ 3" O.G. EACH WAY SLAB ON GRADE FOOTING PER PLAN ( I G" WIDE x 8' THICK MIN) n • 1 • • �i- 511EARWALL PER PLAN �HOLDOWN PER PLAN ▪ PLATE PER SHEARWALL SCHEDULE (2) #4 BARS EQUALLY SPACED IN (3) ROWS A5 SHOWN (6- TOTAL) 4 8' THICK CONCRETE PILASTER 3" CL TYPICAL GARAGE PILASTER ONE -SIDED SHEARWALLS PER PLAN 4:•:•:•:•:•:0:•:€0:4111:0:1111:•:•:•:•:•:•:•74 /41 OLDOWN PER PLAN INSTALLED PER MANUFACTURER 1-10LDOWN @CORNER STAGGER SHEARWALL EDGE NAILING INTO EACH STUD. STITCH NAIL STUDS TOGETHER PER HOEDOWN SCHEDULE. SHEARWALL EDGE NAILING (ONE SIDED MEETS ONE SIDED) SCALE: 1Y2 " =1' -0" 30" MIN REBAR LENGTH 1/2" MIN. FROM CORNER RIMJOIST 5T1-1D1 INSTALLATION CLEAR SPAN 17" MAXIMUM ONE #4 REBAR IN SHEAR CONE (12" MIN. REBAR LENGTH) 30" min. REBAR LENGTH bto 1/2" MIN. FROM CORNER 5T1-1D1 INSTALLATION REVIEWED FOR CODE COMPLIANCE JUN 0 9 2010 BUILDIi"�!G Dntic City of Tukwila Inns ONE #4 REBAR IN SHEAR CONE (12" MIN. REBAR LENGTH) RECEIVED CITY OF TUKWILA APR 01,,2010 PERMIT CENTER 0 m W 0 O Z 4 � . O WAS• Q v r 34 0o ��o � Nl�.I... ��.L, �i 1'; JAN 0 3 2012 Drawn By: KF Checked By: CCC Date: 3 -18 -10 SDA JOB NO. 6319 STRUCTURAL NOTES S- 1 .0 SHEARWALL EDGE NAILING TO BOTTOM PLATE. EXTEND SHEATHING CONT. TO SILL. PRESSURE TREATED SILL PLATE PER SHEARWALL SCHEDULE. USE 2x6 WI A.B. @ 48" 0/C (MIN) LTP4 PER SHEARWALL SCHEDULE SHEARWALL EDGE NAILING TO SILL PLATE 6' FROST DEPTH (18' MIN) PER PLAN � 1 =1 - I11,�11111�11111 4" 0 PERFORATED PLASTIC PIPE. CENTER IN ONE CUBIC FOOT OF FREE DRAINING GRAVEL AND DRAIN TO APPROVED OUTFALL. 16d a EA JOIST. WHERE ; x BOTTOM PLATE IS REQ'D, USE SDSY4x4S SCREW. . OIST PER PLAN 11 -JOIST SHOWN) WI iEN STAMPED LATERA . ONLY, RE "FORCING BY OTHEF S. sr HI= 111 —III; 1111111 111111; FC OTING LPER PLAN RE N- ORCING PER PL SHEARWALL EDGE NAILING TO BOTTOM PLATE. EXTEND SHEATHING CONT. TO SILL. PRESSURE TREATED SILL PLATE PER SHEARWALL SCHEDULE. USE 2x6 W/ A.B. @ 48" 0/C (MIN) LTP4 PER SHEARWALL SCHEDULE SHEARWALL EDGE NAILING TO SILL PLATE 6" FROST DEPTH (18" MIN) 16d@ EABLOCKAND@ 12'O /C INTO RIM. WHERE 3x BOTTOM PLATE IS REQ'D, USE SDS Yax4 Y2 SCREWS BLOCKING @ 48" O/C W/ (3) 10d NAILS — III —I I—I 11E1 =111=111 -111 PER PLAN JOIST PER PLAN (I -JOIST SHOWN) WHEN STAMPED LATERAL ONLY, REINFORCING BY OTHERS. 111- 111E111- = 1II —II1= 111E111=1 4" 0 PERFORATED PLASTIC PIPE. CENTER IN ONE CUBIC FOOT OF FREE DRAINING GRAVEL AND DRAIN TO APPROVED OUTFALL. *BREAK SHEA MALL SHEATHING @ BOTTOM OF SILL PLATE JOISTS PERPENDICUI AR EXT. WALUFOUNDATION CCNNECTIC >N (LATERAL ONLY) APPLICABLE FOR ALL ShEARWALLS SCALE: V= BREAK SHEATHING ON PLATE AS SHOWN. SEE NOTE FOR ALTERNATE. SHEARWALL PER PLAN (WHERE SPECIFIED) SHEARWALL EDGE NAILING (WHERE APPLICABLE) LTP4 FROM BOTTOM PLATE TO RIM JOIST PER SCHEDULE (AT SHEARWALL ONLY) LPT4 FROM RIM JOIST TO TOP PLATE PER SCHEDULE (AT SHEARWALL ONLY) 5HEARWALL EDGE NAILING (WHERE APPLICABLE) SHEARWALL PER PLAN (WHERE SPECIFIED) DIAPHRAGM EDGE NA LING INTO RIM JOIST (I Od @ 6' o,°c MIN) 16d NAIL EACH JOIST ( 1`)E 5D%"x41/2 SCREW FOf : x BOTTOM PLATES) S JOIST PERPENDICULAR JOIST PER PLi SOLID SAWN 14" RIM J0151 (2) 16d NAILS EA TOP PLATE NOTE: THE LTP4 AND THE 3x E OTTOM PLATE MAY BE E _IMINATED FOR THE SHEAR C ONNECTION FOR HEARWALL #'5 I -5 IF THE E HEATHING FROM THE `HEARWALL IS BROKEN ONLY A T THE CENTER OF THE R MJOIST AND NAILED TO THE R MJOIST W/ (2) ROWS OF P kNEL EDGE NAILING. N (I -JOIST SHOWN. iIMILAR) (MINIMUM) 3- JOIST TO FLOOR JOIST /SHEARWALL CONNECTION SHEARWALL 7 TOP PLATE LENGTH — PER PLAN I HEADER PER PLAN. EXTEND OVER SHEARWALL AS SHOWN HEADER OVER ShEARWALL SCALE: 3/4"=1'..0" PER PLAN FOOTING REINFORCING PER PLAN JOISTS PARALLEL BREAK SHEATHING ON PLATE AS SHOWN. SEE NOTE FOR ALTERNATE. SHEARWALL PER PLAN (WHERE SPECIFIED) SHEARWALL EDGE NAILING (WHERE APPLICABLE) LTP4 FROM BOTTOM PLATE TO RIM JOIST PER SCHEDULE (AT 5HEARWALL ONLY) LPT4 FROM RIM JOIST TO TOP PLATE PER SCHEDULE (AT SHEARWALL ONLY) SHEARWALL EDGE NAILING (WHERE APPLICABLE) SHEARWALL PER PLAN (WHERE SPECIFIED) JOIST PARALLEL DIAPHRAGM EDGE NAILING INTO RIMJOIST(IOd @ G " o /c MIN) I Gd NAIL EACH BLOCK (USE 5D$14 "x4Y" SCREW FOR 3x BOTTOM PLATES) 2 BAYS OF JOIST BLOCKING @ 48" o/c w/ (3) I Od NAILS INTO EACH BLOCK H �_ FLOOR FRAMING PER PLAN (I -JOIST SHOWN, SOLID SAWN SIMILAR) IY4" RIM JOIST (MINIMUM) A34 FROM BLOCKING TO TOP PLATE NAIL SHEATHING TO HEADER w/ 10d NAILS @4 "o SHEARWALL PER PLAN TRUSS PER PLAN 8d @ 6" 0/C INTO BLOCKING H1 CLIP @ EACH TRUSS (24" 0/C MAX) WALL PER PLAN - NAIL SHEATHING INTO EA MEMBER OF TOP PLATE Ce3 VENTILATION MAY BE REQ'D AT BLOCKING. VERIFY METHOD W/ ENGINEER PRIOR TO CONSTRUCTION. BIRD BLOCKING IS ACCEPTABLE. ROOF /ShEARWALL CONN. WALL PER PLAN SILL PLATE AND ANCHOR BOLTS PER SHEARWALL SCHEDULE. (USE 2x6 P.T. SILL PLATE W/ fig" 0 J -BOLTS @ 48" 0/C MIN.) SHEARWALL EDGE NAILING BACKFILL W/ POROUS MATERIAL (fYP) 6" FROST DEPTH (18' MIN) PER PLAN =III -III II 11r-111�1111 4" 0 PERFORATED PLASTIC PIPE. CENTER IN ONE CUBIC FOOT OF FREE DRAINING GRAVEL AND DRAIN TO APPROVED OUTFALL. d0 (2) LAYERS OF 90# FELT OR EQUIVALENT SLAB PER PLAN r , Q d V -I I 1 =1 I 1 =1 P- 11-111 -111= E-111=-71111=1 8" WALL w/ #4 BARS @ 18" o/c EACH WAY. (2) #4 BARS @ TOP. 1100K VERTICAL BARS INTO FOOTING - ALTERNATE HOOK DIRECTION. LPER PLAN -- FN D N/S h EARWALL CONN SCALE: Y4"—I'-ON (2) #4 BARS CONTINUOUS SH 10.10 040/40, VIV/WWW. • /WWI, WWW X1111•1• MINMER■NM NAIL FLOOR SHEATHING TO DRAG STRUT/BEAM w/ IOd@G "o/c • • 4 • PLACEMENT STRAP PER SCHEDULE. INSTALL AT LOCATION PER PLAN HOLDOWN REPLACEMENT SCHEDULE AT PONYWALL CONNECTION HOLDOWN PER PLAN 5THD8RJ STHD 14RJ REPLACEMENT STRAP C.514 MSTC78 • 4 d FRAME PONYWALL AS 5HEARWALL ABOVE (TYPICAL) INSTALL HOLDOWN PER PLAN AT FOUNDATION LEVEL STEPPED FOUNDATION AS REQUIRED BY SITE n OPTIONAL PONYWALU HOEDOWN CONNECTION @ `- J CRAWLSPACE BEAM PER PLAN (DRAG STRUT) POST/STUDS PER PLAN MSTGO STRAP PER PLAN FROM BEAM TO SHEARWALL TOP PLATE. CENTER STRAP ON INTERSECTION OF MEMBERS. NAIL PER MANUFACTURER'S SPECS. DRAG STRUT/WALL CONNECTION 51 ECCO PER BEAM SIZES GARAGE DOOR HEADER M5TGO STRAP PER PLAN AT BEAM BREAK. (IF BEAM RUNS CONTINUOUS NO STRAP 15 REQUIRED) CENTER STRAP ON BREAK. NAIL PER MANUFACTURERS SPECS. 6X6 HF #2 POSTS (MIN.) W/ CC (FLIPPED) @ BOTTOM BEAM PER PLAN ECC PER BEAM SIZE ROOF POST /BEAM CONNECTION POST PER PLAN HOLDOWN POST PER — �,- PLAN. (2)2x MINIMUM CS14 STRAP PER PLAN START NAILS iY" UP FROM END OF STUD (5)16d NAILS FROM KING STUD TO HEADER 16d @ 8" o/c FROM KING STUD TO TRIM STUD) FACE NAILS BEAM PER PLAN CS14 STRAP EACH END OF HEADER "TRIM STUD /POST PER PLAN. (2)2x MINIMUM. SEE PLAN FOR HOLDOWN —4-- REQUIREMENTS AT BASE hOLDOWN AT BEAM it)10.-%. REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 9 2010 City of Tukwila BUILDING nIVISInNI RE IVED CITY O :TUKWILA AIM 01,2010 PERMIT CENTER 0 V 0 E 8 y m 7n >- m w 0 z W U Z W co L> 07 4 < W `r .J o% — < ■12 CCI I--- Co WA 0 45 34 ? /d1L Eta .' 1A9001 0 LIAR Drawn By: KF Checked By: CCC Date: 3 -18 -10 SDA JOB NO. 6319 STRUCTURAL DETAILS S-2.0