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Permit D06-141 - Hansen Residence - New House
HANSEN RESIDENCE 11841 44 PL S D06 -141 Parcel No.: 3347401320 Address: 11841 44 PL S TUKW Suite No: City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Tenant: Name: HANSEN RESIDENCE Address' 11841 44 PL S, TUKWILA WA DEVELOPMENT PERMIT Owner: Name: DOVE JON B Phone: Address' 823 S ORCAS ST, SEATTLE WA Permit Number: D06 -141 Issue Date: 07/21/2006 Permit Expires On: 01/03/2007 Contact Person: Name: JESPER HANSEN Phone: 509 230 -2722 Address' 13601 42 AV S, TUKWILA WA Contractor: Name: ARMSTRONG CONSTRUCTION CO INC Phone: Address: 2709 AUBURN WY N, AUBURN WA Contractor License No: ARMSTC•373NO Expiration Date:05 /07/2008 DESCRIPTION OF WORK: CONSTRUCT 2629 SF SFR WITH 534 SF ATTACHED GARAGE PUBLIC WORKS ACTIVITIES INCLUDE: TESC, GRADING, STORM DRAINAGE W /INFILTRATION & OVERFLOW ON -SITE, WETER SERVICE TO EXISTING METER, SANITARY SIDE SEWER, DRIVEWAY ACCESS, STREET USE, AND UNDERGROUNDING OF POWER. PAVEMENT MITIGATION FEES MAY APPLY. Value of Construction: $249,682.99 Fees Collected: $6,102.36 Type of Fire Protection: NONE Uniform Building Code Edition: Type of Construction: VB Occupancy per UBC: 22 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 20 c.y. Fill 20 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: Y 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: Y doc: Devperm 006 -141 Printed: 07 -21 -2006 doc: Devperm City of Tukwila ** Continued Next Page ** Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 D06 -141 Printed: 07 -21 -2006 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature: Date: O7 /dt' /0 6 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: O? - 2,l - 0 (o Print Name: )AJA fl? Pi/ E AIG P14 A'/OVJG 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. doe: Devperm D06.141 Printed: 07-21-2006 CITY OF TUKWILA DEPT. OF CO' "UNITY DEVELOPMENT 6303 SCUTI- 10ENTER BLVD. TUKWILA, WA 98188 1: ***BUILDING DEPARTMENT CONDITIONS "' PERMIT CONDITIONS PERMIT CENTER Parcel No.: 3347401320 Permit Number D06 -141 Address: 11841 44 PL S TUKW Status: ISSUED Suite No: Applied Date: 04/19/2006 Tenant: HANSEN RESIDENCE Issue Date: 07/21/2006 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 doc: Conditions D06 -141 Printed: 07 -21 -2006 CITY OF TUKW I A DEPT. OF CC'.:' : ::1 DEV. '_C.'M NT 6300 C:,'JTH.3: :NTL: END. TUKWILA, WA 9a18a distance of 4- inches shall be maintained above the controls with the strapping. PERMIT CENTER 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 Washington State Department of Labor and Industries (206/248- 6630). 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: ***FIRE DEPARTMENT CONDITIONS*** 20: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 21: Adequate ground ladder access to rescue windows shall be provided. 22: Maximum grade for all projects is 15 %. 23: 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) 24: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 25: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 26: ** *PUBLIC WORKS DEPARTMENT CONDITIONS*** 27: Contractor shall notify Public Works Project Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 28: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 29: 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. 30: Any material spilled onto any street shall be cleaned up immediately. 31: A copy of the Certificate of Insurance Coverage (minimum of $2,000,000 naming the City of Tukwila as additionally insured). 32: 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. 33: Owner /Applicant shall sign a Hold Harmless Agreement for work within the City right -of -way. doc: Conditions D06 -141 Printed: 07 -21 -2006 doe: Conditions 6300 SLUTHC JN iLR GLVD. TUKWILA, WA 98188 34: The Land Altering Permit Fee is based upon an estimated 20 cubic yards of cut and 20 cublic 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. 35: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15 %. Turning radii shall be a minimum of 5'. 36: Coordinate with Public Works Project Inspector regarding (1) driveway slope to drain surface water to new catch basin (2) location of new drywell(s) to prevent surface water from leaving site (4) location of driveway at street to avoid existing Fire Hydrant (5) maintain street edge drainage flow line(s). 37: Verify FF elevation prior to Building Foundation work, to comply with Allentown Flood Control Zone. **continued on next page** PERMIT CENTER D06 -141 Printed: 07 -21 -2006 C ST., r- T,, „C A DEPT C= CC:”: ',:.i Y D ':'_LC' _NT 6300 WA i gales D I hereby certify that I have read these conditions and will comply with them as outlined. 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 provision of any other work or local laws regulating construction or the performance of work. Signature: la A OA1 - PI/t. Print Name: (Curl fPUI:N(7 doc: Conditions PERMIT CENTER Date: 09 •21 -6h D06 -141 Printed: 07 -21 -2006 CITY OF TUKthiteA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 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 Prints* Site Address: IIAl1 1 /4 th Metz S5'dh f41k1NIN t W 9 Suite Number: Tenant Name: Property Owners Name: Qe( t40.t'?n / Mega.1'tq savanh Mailing Address: 13(#C1 1 -1214 Nattier SSLTh NameleSeelAAnSeti � " Day Telephone: � " 1cin alga- Address IV* 0% 4Zt1Q Atone. SOUM\ Ta611k idA olgil /7( `_ /� City State Zip E -Mail Address: jCSr1W(mYIK.ne4 Fax Number. ZWo cit cli F�VTERsi Cb1YT34 7 OWVTIO ={ 4,0 - i us 7 Cnntra nibr matro n on ba ck a Company Name: FIRMS t3G Mailing Address: al l S FluBQRL) tU Ay Noem Contact Person: 3E R RY C l X� D E E-Mail Address: - r C. 0J Contractor Registration Numb : - l94 `111 C t * *An original or notarized copy of current W Company Name: A nit .S I v'ON 'Mailing Address: al l ( is" Avg ►t Company Name: .0 , f if s t- Mailing Address: ,7 9 D i S Contact Person- 2- aY rye lr'. q:Opavmia stylise dumps \ permit application (7-2004) Revised: 6a-05 m 14 ;I 1 +O sit s t. Li dell City sate Zip Day Telephone:0 $3 3 ' 33 55 G # 334 Fax Number: 053) 361 ainl Expiration Date: Sp n State Contractor License must be presented a Contact Person: .Ti. rr y t- r y de E-Mail Address: E -Mail Address: Page 1 King Co Assessor's Tax No.: 341 3 W Floor: New Tenant: ❑ Yes El _No Vorach&cK Shwnj Mutt ?ha\ flit► Tulc ;la us Pr acpl�g AUtUtli lisA alecc At,1 krn IDA 916 2. Cit state Zip Day Telephone: ,A,1- V ? .3 - ,3.3,57 0 Fax Number:`,2.SS) .$ cr/- 6+2 Y T0.cO rtAOL W A ' 9B 4-69 City Sate Zip Day Telephone: 25.2 - 4- 7 4`- 9 419 Fax Number: BUILDING PERMIT INFORI STION -206 -431 -3670 Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ Scope of Work (please provide detailed information): to D 6.e t I c 9 S'I / tC � a CrQ L Will there be new rack storage? ❑ .. Yes ❑...No If "yes ", see Handout No. for requirements. anm;a Outlive caan8nlpamit application (7 -2004) Revised: 64-05 bb Provide All Building Areas in Square Footage Below Page 2 1 PLANNING DIVISION: Single- family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) Si t *', C, For an Accessory dwelling, provide the following: Lot Area (sq ft): ' Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes B41..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ,,,�/ 0.. Sprinklers ❑..Automatic Fire Alarm ( None ❑..Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? El .. Yes ®.. No If "yes", attach list of materials and storage locations on a separate 8-I/2 x 7/ paper indicating quantities and Material Safety Data Sheets. Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC I' Floor /3 7L. L 2" Floor /2._5 .2 - 3 Floor a Floors thru O _ Basement o Accessory Structure' o Attached Garage f Detached Garage o Attached Carport o Detached Carport Covered Deck D Uncovered Deck D BUILDING PERMIT INFORI STION -206 -431 -3670 Valuation of Project (contractor's bid price): $ Existing Building Valuation: $ Scope of Work (please provide detailed information): to D 6.e t I c 9 S'I / tC � a CrQ L Will there be new rack storage? ❑ .. Yes ❑...No If "yes ", see Handout No. for requirements. anm;a Outlive caan8nlpamit application (7 -2004) Revised: 64-05 bb Provide All Building Areas in Square Footage Below Page 2 1 PLANNING DIVISION: Single- family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) Si t *', C, For an Accessory dwelling, provide the following: Lot Area (sq ft): ' Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes B41..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ,,,�/ 0.. Sprinklers ❑..Automatic Fire Alarm ( None ❑..Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? El .. Yes ®.. No If "yes", attach list of materials and storage locations on a separate 8-I/2 x 7/ paper indicating quantities and Material Safety Data Sheets. PUBLIC. WORKS PERMIT Th%RMATION - 206- 433 -0179 Scope of Work (please provide detailed information): ! 7 u , I) „Z ,s 7 O✓,/ S i x q `t - a. kotpte J Please refer to Public Works Bulletin #1 for fees and estimate sheet. W er District Tukwila ❑...Water District #125 ❑ .. Highline . ..Water Availability Provided ewer District ...Tukwila ❑... ValVue ❑ .. Renton ❑..Seattle ❑ ...Sewer Use Certificate 0... Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑ ...Septic System - For onsite septic system, provide 2 copies of • current septic design approval by King County Health Department. Suiihmitted with Application (mark boxes which applv): t21 Civil Plans (Maximum Paper Size -22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurances ❑ .. Easement(s) Pror)o� Activities (mar(foae brat apply): ❑ ...Right-of-way Use - Nonprofit for less than 72 hours W ...Right-of-way Use - No Disturbance ` e...Construction/Excavation/Fill - Right -of -way ✓ Non Right-of-way ✓ ,,/.Total Cut 7.e cubic yards V :Totall Fiill f }. cubic yards ti...Sani C1 Sidi Sewer ...Cap or Remove Utilities ❑ Frontage Improvements Traffic Control ❑ ...Bacidlow Prevention Fire Protection Irrigation Domestic Water PermanZrt(Later Meter Size... ...Temporary Water Meter Size.. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ...Water Main Extension Public q:\tpenoiu $usMcc changeepermit application (7-2004) Revised: 64-05 nn Call before you Dig: 1- 800 - 424-5555 ❑ .. Abandon Septic Tank ❑ Curb Cut Pavement Cut ❑ .. Looped Fire Line WO# WO# WO# Private Private ❑ .. Geotechnical Report ❑...Traffic Impact Analysis ❑ .. Maintenance Agreement(s) — ❑...Hold Harmless Ca w ) ❑ .. Right-of-way Use - Profit for less than 72 hours ❑ .. Right-of-way Use - Potential Disturbance TT.. ❑ Work in Flood Zone Storm Drainage FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ... Water ❑'...Sewer 0 .Sewage Treatment Monthly Service Billinp to: Name: zES4E. kJAuSESi Mailing Address: 1 FAA 4 -0.1,4) AVE Water Meter Refund/Billing: Name: 7-Keecz HRUSeN Mailing Address: 13(nra% L a UP AVE S Day Telephone: "TUKW1LA City Sal .3.3O c 3 WA- 9Ss16b State Zip Day Telephone: Set .23o X9 3- TUt Ui i I A WA. etEAQ8 City State Zip Page 3 ❑ .. Renton cp.. Grease Interceptor ❑ .. Channelization 12".. Trench Excavation 0t Utility Undergrounding ❑ ...Deduct Water Meter Size Unit Type: Qty Unit Type: Qty Unit Type: Fire Damper Qty Boiler /Compressor: Qty Fumace<100K BTU r Air Handling Unit >10,000 CFM 0-3 HP /100,000 BTU Fumace>100K BTU. Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected to Single Duct - Thermostat 15 -30 HP /I,000,000 BTU Suspended/ Mounted Heater Ventilation System Wood/Gas Stove 30-50 HP /1,750,000 BTU Appliance Vent I.. Hood and Duct I Water Heater / 50+ HP /1,750,000 BTU Repair or Addition to Heat/Refrig/Cooling System Incinerator - Domestic Emergency Generator o Air Handling Unit <10,000 CFM Incinerator — Comm/Ind Other Mechanical Equipment MECHANICAL PERMIT INFORMATION — 206 - 431 -3670 MECHANICAL CONTRACTOR INFORMATION 1 - Company Name: C- CU ( ) / / , - Mailing Address 16 . fl u A a vt. W A , i/oyf h /ilAAuveti W A %8/.b,' A / / City State zip To Contact Person: u rn L ca vt vt t N 9 h a Nit Day Telephone: I SS- ?Sot - 2 l74 E -Mail Address: Fax Number: Contractor Registration Number: C I TV S /1 123 TA Expiration Date: / - l - 02 8 * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Valuation of Project (contractor's bid price): $ S.1 t Ci Scope of Work (please provide detailed information): Use: Residential: New.... CEr Replacement .... ❑ Commercial: New .... ❑ Replacement .... ❑ Fuel Type: Electric ® Gas....❑ Other: Indicate type of mechanical work being installed and the quantity below: PERMIT APPLICATION NOTES - Applicable to all permits in this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This fig,.;e 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. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING 0 R OR AUTHORIZED AGENT Signature: %I Pr Date: 0/ 15 I06 Print Name: 3FSQER Hn Mailing Address: I' Galt M, - *& AVE. S Date Application Expires: I Date Application Accepted: V I /I "I I at q:Vpermits plu.icc changes permit application (7-2004) Revised: 6-8-05 bh Page 4 OKW\L4 City Day Telephone: 5d► a3C) State Staff Initials: Zip Fixture Type: Qty Fixture Type: Qty Fixture Type: Qty Fixture Type: Qtv Bathtub or bath/shower Drinking fountain or water cooler (per head) 0 Wash fountain Q Gas piping outlets 2 Bidet Food -waste grinder, commercial I Receptor, indirect waste Clothes washer, domestic S Floor drain U Sinks 1 Dental unit, cuspidor b Shower, single head trap l Urinals 0 Dishwasher, domestic, with independent drain 1 Lavatory 3 Wa Closet Building sewer or trailer park sewer I Rain water system — per drain (inside building) 0 Water heater and/or vent , Industrial waste pretreatment interceptor, including its trap and vent, except for kitchen type grease interceptors O Repair or alteration of water piping and/or water treating equipment 0 Repair or alteration of drainage or vent piping 0 Medical gas piping system serving one to five inlets/outlets for specific _gas O Additional medical gas inlets/outlets — six or more D Contact Person: -- lAj -14.g SF.Pcl Q.V.pplicationsWamvl pplieatima On Line \3- 2006 -Pemsit Appliwfim.doc Revised: 4-2006 bh PLUMBING AND GAS PIPING CONTRACTOR INFORMATION Company Name: I TS ?Lum131Nv Mailing Address: Po Roc 511 'VA( u 2N Indicate type of plumbing fixtures and/or gas piping outlets being installed and the quantity below:- W A tc( ► City State Zip Day Telephone: 2.53 • e03- 3 j2 E-Mail Address: Fax Number: Contractor Registration Number: WITS V L .- I I (o U 1, Expiration Date: 10/7/ 26U.0 Valuation of Project (contractor's bid price): $ t i t 000 Scope of Work (please provide detailed information): MI I( F. t.31 LL 1)p P U — 11 (201AG) -1 N VwW1127uN(, P6 tau— PcS 1Ncitht —L AI,i. - T WE rhea-Lee s Page 5 of 6 KNOT APPLICATION NOT = ,Applicable to aI permits in Value of Construction — In all cases, a value of construction amount should be entered by the applicant This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. Building and Mechanical Permit The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDIN Signature: Print Name: Mailing Address: Plumbing Permit The Building Official may grant one extension of time for an additional period not exceeding 180 days. The extension shall be requested in writing and justifiable cause demonstrated. Section 103.4.3 Uniform Plumbing code (current edition). R OR AUT ' 'N E GENT: .... V ar ads Day Telephor Date: State Zip Date Application Expires: Id(I 't (i7f0 I Date Application Accepted: 04 /101 QMppliadonWams•ApplinYon. On LineU -2006 • Permit Applicubn.doc Revised: 4-2006 bit Page 6 of 6 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 I 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001- 200,000 $269.75 for 1'' 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME HAN (SCA PERMIT# 1 ) 0 4 /IC 1 (C� i:e41- it• 11 PL. s. If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization — Erosion prevention Water /Sewer /Surface Water 560 100 / 00 a Road/Parkin:40 500 A. Total Improvements / S 06 o � - 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 Z 0 cubic yards Enter total fill volume 2 0 cubic yards Use the greater of the excavation and fill volumes. Use the following table to estimate the grading plan review and permit fee. GRADING Plan Review and Permit Fees Approved 09.25.02 Last Revised Jan. 2006 1 (2 5 _ s I z5_° $ f (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION t (1+4 +5) $ '375 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. $250 (1) (4) 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 1" 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 - 100,000 $325.00 for the 1" 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more i $919.00 for 1" 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 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 $0.00 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WIT$ APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C +D) 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 exist ng pavement. Use the following table and Bulletin 1B to estimate the p 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. $ I25 (6) (To 8t $ tigD) Approved 09.25.02 Last Revised Jan. 2006 2 (7) (8) WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2006 — 12.31.2006 Total Fee 0.75 $600 $4648 $5248 1 $1100 $11620 $12720 1.5 $2400 $23240 $25640 2 $2800 $37184 $39984 3 $4400 $74368 $78768 4 $7800, $116200 $131790 6 $12500 $232400 $244900 Approved 09.25.02 Last Revised Jan. 2006 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 Temporary Meter 0.75" 2.5" Total A through E `\ $ ( 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D. Special Connection (TMC Title 14) $ E. Duwamish $ 9- a¢ F. Transportation Mitigation $40 2.3 G. Other Fees $ Total A through G $ i e 23 ' (10) DUE WHEN PERMIT IS ISSUED (6 +7+8+9+10) $ pia 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 $47.00 per inspection. $300 $1,000 3 City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 3347401320 Address: 11841 44 PL S TUKW Suite No: Applicant: HANSEN RESIDENCE Receipt No.: R06 -01090 Payment Amount: 4,337.92 Initials: LAW Payment Date: 07/21/2006 04:36 PM User ID: 1630 Balance: $0.00 Payee: BOUNHOME V HANSEN TRANSACTION LIST: Type Method Description Amount Payment Check 5041 4,337.92 RD Pmts Re -Diet .00 ACCOUNT ITEM LIST: Description Current Pmts BONDS /DEPOSITS BUILDING - RES PW LAND ALT PERMIT FEE PW LAND ALT PLAN REVIEW PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES Account Code 000/386.908 000/322.100 000/342.400 000/345.830 000/342.400 000/345.830 000/386.904 104.367.120 RECEIPT Permit Number: D06 -141 Status: APPROVED Applied Date: 04/19/2006 Issue Date: 800.00 2,272.98 23.50 - 37.00 125.00 125.00 4.50 1,023.94 Total: 4,337.92 1 7713 07/25 9716 TOTAL 4700.70 V doe: Receipt Printed: 07 -21 -2006 RECEIPT NO: R06 -00540 Initials: JEM Payee: K P PHAVONG SET TRANSACTIONS: Set Member Amount D06 -141 1,764.44 M06 -081 38.70 PG06 -010 44.50 TOTAL: 1,847.64 TRANSACTION LIST: Type Method Description Payment Check 5145 ACCOUNT ITEM LIST: Description PLAN CHECK - RES PW BASE APPLICATION FEE PW LAND ALT PLAN REVIEW City of Tukwila Department of Community Development 6300 Southeenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206- 431 -3665 SET RECEIPT Payment Date: 04 /19/2006 User ID: 1165 Total Payment: 1,847.64 SET ID: S000000470 SET NAME: Tmp set/Initialized Activities TOTAL: Amount 1,847.64 1,847.64 Account Code Current Pmts 000/345.830 1,560.64 000/322.100 250.00 000/345.830 37.00 TOTAL: 1,847.64 4746 04/20 9716 TOTAL 1847.64 Steven M. Mullet, Mayor Steve Lancaster, Director Pro)'eft: 71 /1n6fN ` ?"5- Type of In pection: i/A/il 7 V Address: // V/ V`9/ S Date Called: Special Instructions: Date Wanted: c? - //-o - 7 P.m. Requester: Phone No: � -76)30 INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION .R 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431- 6 COMMENTS: pproved per applicable codes. 0corrections required prior to approval. (Date: c / f 08.00 REINSPECT! FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: Project; t ti.irS,v Re S,.. Type of Inspection: Ai 'VI / U Address: //4 (7// yam?! 5 Date Called: Special Instructions: Date Wanted: C r - 2 /-O7 p.m. Requester: Phone No: 7 _206- 9a2 "74)30 ZI INSPECTION RECORD Retain a copy with permit PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -. Approved per applicable codes. tK t Corrections required prior to approval. COMMENTS: t/J ,/ , ('Oita. f cel f-et) Ar-e Am-me etizetA 3 (xi <Sr 4 ids 4,455.1 2/ (or f4,44 Inspect c 'Date I El $58.00 REINSPECTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: COMMENTS:: / >'i ! S !j S < t e .r.) -- /9 Type of Inspection: V \ 7 ) SA it- 7 cc. el/ ei it ' —t' / if 2 4 7 - i? wl%// 5'Y 104 C J 4, /- Aslete/.r ,..,, /� e 6 l 5 177 a-7srl c ILLY //-�'� � a.t7 -P-, r`,/r e7eien/ mil/ - i9 r C/ c « 6-0"--4"7 y) Eno veld c n,e2.. tn e , haw s-e n a 1L Ce)1,e4 a 1/ «ti?42a1 c444 4c-- clearadao ~ J . Proje : , , a . a r ..e �r Type of Inspection: \ I . _� Ad r - s iw — il � � Date Called: �^ Special Instructions: 1-111 �! O/J / 3,C.0/ Date Wanted:, (tJ,( -z7-0 a.m. p.ny Requester: Phone N L � : f -703 20 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION , 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 6)431 -p 6 DI Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Inspecto / IDate:� Z7 c 7 r )eti / �� $58.00 REINSPECT! O# FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. [Receipt No.: [Date: . PERMIT NO. Corrections required prior to approval. Proje • , _ Type of Inspection: kid / (,! Addrps � 9 ( 44 e( S Date Called: 2)/ .2 Y(c) 7 Special Instructions: Date Wanted: t a.m. p.m. Requested / r 1 PhoneIJJ. 2 7 f 3 �,t�,UQ� a Approved per applicable codes. INSPECTION RECORD Retain a copy with permit 61,4i ( INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 PERMIT NO. Corrections required prior to approval. COMMENTS: y/s 7,o7 11-4A S 4T 3/2i(7 F(Aftt Inspector: 6 js j l Date: ` /' 0558.00 REINSPEC11ON FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: COMMENTS: Type of Inspection: &' F/lcr ; 5 e1/4&/07 r1/4“ -e Fi (.U•Pn. Addrgs (,/ yy n � C d' ...) Date Called: g/ / &�u� f14& j 6 the . Date Wanted: Dcf /(o% 7 ` Ic -/ 7 -� ure/Li Requester: V enpo,- ti//zrP77 Phone No: 2v l 9'W - 7e 3 d Bf/G/o7 Fc n( Crweit, t/jg2.7 A � i n SA. &Lai 8 go 7 fc4 ,e 4. v -mot e 007 6 4 $ /IWo I/0/ ttcthLa 9 > r 519-U0ttsl. /tai p W. o 1 r o Project j --loin (en eas, /Pei( -e-- Type of Inspection: &' F/lcr ; Addrgs (,/ yy n � C d' ...) Date Called: Special Instructions: Date Wanted: Dcf /(o% 7 P m Requester: V enpo,- ti//zrP77 Phone No: 2v l 9'W - 7e 3 d N 5P 9 ipm ( 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 Approved per applicable codes. / Inspector: Corrections required prior to approval. � 'Date: 0 $58.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. 'Receipt No.: 'Date: COMMENTS: of Inspection: luft - fEr man / (Lfl- (,M- fr-k / . l / r' hij//tt(4r /Di /L be e pi,,,,,--/I (2v 2 '3C D C '/ r /G Special Instructions: Date Wanted: ' m p / /a t y t( (i7 11401 o t fit( (t 4 6, (Le -Sethi �b4ei s, (L-C vU't r Project: - j �_ Kp I ' I x I rlY7 z7 of Inspection: luft - fEr man / (Lfl- (,M- I I FYI i'ft . S D C '/ r /G Special Instructions: Date Wanted: ' m p / /a t y Requester: 'QC-Pr Phone No. 6( (ill- 2636 by' f INSPECTION NO. 0 Approved per applicable codes. Inspector: • INSPECTION RECORD RetainVcopy with.permit Do&-14/ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. c» Date: ' Vpp $58.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. (Receipt No.: 'Date: Project: Hansen Res. T ype f Inspection: Type grade. Address. 44 P/ c J Date Called: 7_ 26-07 Special instructions: Date Wanted: Cn. 7-2.1- 07 p.m. 'Requester: Sesper Phone No: 206- 902 INSPECTION RECORD Retain a copy with permit D06 -141 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING/DIVISION 6300 Southcenter Blvd., #100, Tukwila, %IA 98188 (206)431 -3670 Approved per applicable codes. $58.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call the schedule reinspection. El Corrections required prior to approval, COMMENTS: 1(1147 ch,Goit L CE <) K F� `� (GAL Co Jr, Inspector: / � Date: ("�k 1 I '/ 'Receipt No.: (Date: Project / /_ ly,WICPn l.af(P Type of Inspection: (CAS Mi ,en P Address: // s'/ ` P S Date Called: o7 /0 Special Instructions: Date Wanted: n 7 /I7/07 P." Requestpers� / YrS S , r J7'(✓twi Phone No: ( 906 - 9oa-7o.o 1,v) 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 Ej Approved per applicable codes. Corrections required prior to approval. COMMENTS: tot i 4 c�+tia� D/1nnri° CkA,Ati t s ¢Z•l1tA n t) n c� Q��Aen rV .vt rI y TL tP C“ Co “ 1 (1.9 4 C> tt, TV %Ca / 5 -A e-■ IL' j —Ns) T, Cl, ( ri..il'wt tlI Inspector: G Li (Date: (007 Ej $58.00 REINSPECTION FEE REQUIRED. Prior o inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cat the schedule reinspection. [Receipt No.: 'Date: Pro'est: / /j7 i r -e S ' Type of Inspoti ,aJDf ��i�/ -, S .Addres : / /6W yyn 5 Date Called: Special Instructions: Date Wanted: Requester: Phone No: aaG - d? - 7 & Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPE&iON NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 \ .. El Corrections required prior to approval. COMMENTS: Date: r 00 REINSPECTION FEE REQUIRED. P or to inspection, fee must be Id at 6300 Southcenter Blvd.. Suite 1 . Call the schedule reinspection. 'Receipt No.: 'Date: Pro e t: ,4 v5 //V ,%cs. Type of Inspection: ,%vv? 2 Addres z // Address: / / C-' 'V AL S Date Called: _ Special Instructions: Date Wanted: j —i -07 Ca.rn: P.m. Requester: Phone No: o?0 G 502 7030 /7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. OCorrections required prior to approval. COMMENTS: K o v; r t /NSG/A / S nYif/f /Q /0 / e+fi X " ; la t 2' Ins pector er 'Dates 07 $58.00 REINSisECTION FEE REQUIRED. Prior o inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: Date: Project: /1/47 /1/7 A/Sf"/t/ A Type of Inspection: CaG /A/ \J Address: //g WPC. 5 Date Called: Special Instructions: Date Wanted: /J S - / D - 0 P.m. Requester: Phone No: r ,266 - Ca 2 - 7d 36 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 06)431 0 COMMENTS: proved per applicable codes. Corrections required prior to approval. 0558.00 REINSP ON FEE REQUIRED. Prior o inspection. tee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. 'Receipt No.: Date: Pro a t: i,CEN (�r�S . Type of Inspection: Yf1(;Je ) ,C74e..UG Addre : // gy/ «4 S Date Called: Special Instructions: Date Wanted: 9 - 2 y 0 2 a.l p.m. Requester: Phone No: .2Q 5 - 7722 INSPECTION RECORD Retain a copy with permit !kj e-/Y/ INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206 PERMIT N -3670 1 ' Approved per applicable codes. Corrections required prior to approval. COMMENTS: /vn , - >r /).01/41 i; cm/ s i Inspecto Date 7 00 REI SPE ON FE: REQUIRED. Pti to inspection, fee must be at 6300 Southcente vd., Suite 100. all to sechedule reinspection. Re: ipt No.: !Date: Project: l *-tz 4 /J., J941, Type of Inspection: sal T 1 4-4 //AN Address / /gvi 4 t , 9- , Date Called: Special Instructions: Date Wanted,. Requester: Phone N t = 2.330 Z72z INSPECTION RECORD Retain a copy with permit INSP NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: pproved per applicable codes. Corrections required prior to approval. $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: {� t4R JSft•.1 P,e4 • Type of Inspection: tl rn16, ti Address: ile.gi Li Li PLS Date Called: Special Instructions: Q A i k n 4 1 Date Wanted: 14 — /1-0 p.m. Requester: Phone No: t ? ?d - L7LL ' 1 OMMENTS: INSPEtTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. El Corrections required prior to approval. /r t, V rl $58.00 REINSPECTI FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedute reinspection. Receipt No.: (Date: : , 1 r PER T 206)431.3 Project:, H/3 iVS Fri/ /?e . Type of Inspection: 4J4 // I7S . Address: /7g47/ 4.-NpL s Date Called: Special instructions: Date Wanted: y —/d —O (a.m Vim, Requester: Phone No: So S -z30 - Z 727 INSPEQTIQKNO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit RI Corrections required prior to approval. COMMENTS: , .ele4/t/ t1 � i l i7 o f COI °''t /'/ / -k F// a// 2- YG4 „ /, 4; Sl 41 s 140 / d/ 5�i� ri $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: /IAnJSF,v / ? '"S Type of Inspection: /? f — \ „r/e2,-,),4 1�N b Address: /Kg Z4 1 / 4 7 ,2 / $ Date Called: Special Instructions: X7, // :i Az ) P45 Date Wanted: Z/- 612 0 7 Requester: Phone No 5`0 - ?yo - 72? INSPECTION RECORD Retain a copy with permit INSPEC1TON NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 - -36X0 Approved per applicable codes. 0 Corrections required prior to approval. OMMENTS: /l % 0 rit6" 1 +L Nit $ , :.00 REINSPECTION FEE REQUIRED. Prior inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. C 11 to sechedule reinspection. Receipt No.: (Date: COMMENTS: Type of Inspection: Fie /Wig/ 4 0 Pie n e riled/ ,4 /n14 -V FA Date Wanted: Gr a.m, ',"./774, %f✓5/4 //4/•5 n, 01 4 3.0 /g he. pay J !O r tf• i „it-3 Project: /1411/5F,n1 Type of Inspection: Fie /Wig/ 4 Address: / / t� 4/7— 4 7/ 4 6 0 /"'S Date Called: Special Instruftlons: Date Wanted: Gr a.m, Requester: Phone No: S"O'j — Z3 0 -772.7 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Insp (Receipt No.: (rm•1/., INSPECTION RECORD Retain a copy with permit n /A/4 PER 06)431 -36f0 Approved per applicable codes. Corrections required prior to approval. Date � ri $5 00 REINSPECTION FE' REQUIRED. Prior to Inspection, fee must be pa • at 6300 Southcenter lvd., Suite 100. Call to sechedule_reinspection. Date: Project: Iv i� 'a Type of Inspection: / i., /il .I. Addre s: Date Cal ed: Special Instructions: Date Wanted: a.m. `3 — /3 -07 cm; Requester: Phone No: .S 79- J_3oz727 Inspector: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. ty t Corrections required prior to approval. COMMENTS: / c�fi � h `! P h A2v�4 ..c� // ....77 4/01, /rya iaa/"s /e 2,) 3)( 3 k- %4 44,4 nal tend 1).-) 6 b 4 1, r 4p , au to # (j<�`ls: ar,t`� tint`/ f� 42/4," / N7 i /iull'�' 47 , C4r4 &A n'hl note . /z€ .r. /e-c- p/ P� e 4, h. ; >,_ p4. Sl7M 4 �„ 3 ,&3s' L lop 'f 6 k nA ment / A r;,, att ( i .), / 20. ti y.6 % 4 ror 4 .$ 44- 4 , ilh� nkers) Date: 3 $58.00 REINSPE ION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: //al, vs Type of '1O t- Address: `��/J�[ "�J1 --if Date Called: Special I Date Wanted /iff7 a.m. Requester: Phone No: / INSPECTION RECORD b o Retain a copy with permit INSPECT( N NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: \ ` 04,,4 M'n, ,Y /7 1, /01-1 s/4. lA<d4 , 4c, r2 he.44,1.4 42, 7/7/ /0 9) /--/3 / // ,7.r 5 /u' >, ., is 544 a44s j4 ? e / a ' yet 4, % .5447 , 44c. �7_ / vow ,•�� . /1/,14 2 / CF „,.,ems 5C.s„ /' fit/ 4e U 4� 441, Y, 54.6 4 5 4 / ?a / 51- 0 $58.00 REINSPECTION"f: REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. (Receipt No.: ♦ Date: Project: 4,V5F 4is, Type of Inspection: riernOl„i/y \ Address: / /p, y/ «4 S Date Called: Special Instructions: / z c P t y a t , n/ /' ,S f , Date Wanted: .r-- - 07 (b P.m. Requester: Phone No: i INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)4 -369'0 Approved per applicable codes. ,fit , Corrections required prior to approval. COMMENTS: i —»t —,h S 1 -2. 9 C , efrr 43 Av mac- /J r //- !l�� Inspector: IAA 444 . , 4 mil! Date : ✓07 $58.00 REINSPECTIOW'FEE REQUIRED. Prior to Inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: 1 • Pro'e t: / i1N5fnJ /erg . Type of Inspection: 6/ / S/,. -� / ,4v( v Address: ///Y/ 9 2L S Date Called: Special Instructions: Date Wanted: /2 Z 7 -ve (J a.tfl� . m. Requester: 1 1 SA e4- f f`A., phhA t) Phone No: ?S3226- 79 Approved per applicable codes. Corrections required prior to approval. COMMENTS: p i 5 e ta t A 4,/ - tim f'a/trd (J 0 1 1 SA e4- f f`A., phhA t) N. Inkpe (Receipt No.: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Date: i 2- -7 7 —C/L ij8.00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. Call to sechedute reinspection. Date: Project: i l l 11 4 Sinn Type of Inspec n: gdi Address: 1 7 ( A" %yA/ _C4A Date Called J Special (Instructions: • Date Wanted ��/ /2 2-7.-K P.m. Requester � //. Phone No: 2A /79 INSPECTION RECORD Retain a copy with permit INSP.. ION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 OMMENTS: Approved per applicable codes. 0 Corrections required prior to approval. $58.. ' REINSPECTION ` E REQU ED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: . Project: Mi Type of Inspection: 904' Ce-r...s/ `J flfri. ,te., Address: ,y 9 / v/?< S Date Called: Special Instructions: ' Date Want: /� n �^ p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 2O6)431.3 7 1 */I Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: D $58.00 REINSPECTION F REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: !Date: Project: Type of Inspection: V //S r/ «u. s Date Called: Special Instructions: y 'iat) Date Wanted: /G O L p .m. kequ ster: Phone No: • INSPECTION RECORD Retain a copy with permit INSPECF46N N0. (T ; •, CITY OF TUKWILA BUILDING DIVISION t. • 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3 Approved per applicable codes. Corrections required prior to approval. COMMENTS: A74-- edzetel ri $58.00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedute reinspection. Receipt No.: t Date: Project: Type of Inspection • \i �� e Address:// II Date Ca led: Specia Date Wanted: J / /- 43-a< C.:J"' - p.m. Requester: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 r 6)431-'6 0 COMMENTS: Approved per applicable codes. El Corrections required prior to approval. D $58 ObRf'INSPECTION FEE /fCEQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter B d., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Project: ��yyJJ������ �IV Type of Ins ctio d o �—}} Pro Co /4.--+ Address/ : . / 4 i' f li LI Ni •--- ate ailed: Special Instructions: 4 bate Wanted: / �/ i 1.. ' ? // �l� (.^.7i Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSP CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 206)431-36 LI Approved per applicable codes. Corrections required prior to approval. COMMENTS: S 6/i' i ioaH,4 rq a 74_ ,9 C`cl A - es, En' C✓J ?n, Arlf0 4' � cc -r LI $58.00 REINSPECTIO#1 FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: COMMENTS: , A I gLI) LI LI , ,I \ JJ��((�� 11- _' s Date Called: 1 / 1Dii 1 0 Special Instructions: I 0/30/0b b .). `R _ b L IA -.t psr, Ln_c_5' t-( t -42,-.44._ c ,3 LA _ ,.i _ Phone Lao 5.. 7 / s .� 4 N—wj t 1 1'LIN 1 o is r,,,,fr rr T,, .h rt/ t--, ;A, -�..J. +A-- (l1, A( y , Project: 11--c. le V.--/ Type of Inspection: C 0 A I gLI) LI LI , ,I \ JJ��((�� 11- _' s Date Called: 1 / 1Dii 1 0 Special Instructions: Date Wanted: a.m. 1 t I P.m. Requester: (aNKI--1 ,. Phone Lao 5.. 7 / s .� 4 1, 50 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Inspector: Corrections required prior to approval. Cs l IV Do & - ly/ PERMIT NO. Date: D $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: b,SUV bourncenter Imo., $I vv, I I uKwna, WA 701 00 1,cvu) 4 INSPECTION RECORD Retain a copy with permit INSPECT! N NO. CITY OF TUKWILA BUILDING DIVISION COMMENTS: Approved per applicable codes. Corrections required prior to approval. ri $58.b6 REINSPECT I9fr FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: 'Date: - • Project: - lititseii Type of Inspection: „.....-g-„, Address: // W 1 <, Dat C�� / - 9y Special Instructions: Date Wanted:z1 9 p.m. Requester: Phone No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 , - /y/ PE' T 0 (2 S 6)431-36 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: K 4a Date (g h‘„ ( $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: COMMENTS: Type o(Inspection: S Address: Date Called: AM 7/4 /t 7 oC Date Wanted: 6 W ep.. fi / , C t S.0 f }t. 5 /2.,.,, Sm 6 R-0,.. TS NW. Phone o: G 793 3 ) L ct,a /ob 4.wsr $ y` /tic SSS t,J.M. T-'-,t iS mt.-, ' s ` elt,.i b K• Pr 'eqt ct: Type o(Inspection: S Address: Date Called: AM 7/4 Special Instructions: Date Wanted: 6 W ep.. fi / , a.m. P.m. Reque if Kh fl ,, �V � Phone o: G 793 3 ) L p 55 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit M 2 • ►y( PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. Inspector: aAki Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. 'Receipt No.: 'Date: Pro' ct: Type of Inspection Date Called: Ad I1 ress: %41 t 4 P3 St Special Instructions: Date Wanted: a.m. p.m. R nest r: Phone O Lm 7TCZ CM INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 J Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. Corrections required prior to approval. COMMENTS: 7 Inspector: Date: 1 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinylection. - s (Receipt No.: (Date: Project: L I#A S N t s. Type of Inspection: Pr c.... Dr re` v ( Address: W2-4-11 S Date Called: Special Instructions: Date Wanted: 1 _ a.m,. Z L'' P.m. Requester: Phone N \� v 23 a- Z�� ZZ COMMENTS: Ins p c.r: 'Receipt c .: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 • filsipproved per applicable codes. 0 Corrections required prior to approval. f . 0 17 e -6(4'i 3 NS PER A • lj (206)431-367 Date: r4 r 7 — X ° &-- n $58 REINSPECTION FE 6300 Southcenter vd. REQUIRED. QUIRED. Prior o inspection, fee must be Suite 100. C /Date: to sechedule reinspection. ' 0 � i- :. 'Date: Project: H nsc Acs :44, ncc Type of Inspection: ,� 4-5 Cr�:.v( f ),-..- . ; 4-1 Address: Uri/ `PI X. 5 Suite #: Contact Person: J etyc . Special Instructions: Phone No.: Z06— q - -7° Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: 2- INSPECTION NUMBER Approved per. applicable codes CITY OF TUKWILA FIRE DEPARTMENT INSPECTION RECORD Retain a copy with permit Word /Inspection Record Form.Doc 1/13/06 PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 n Corrections required prior to approval. COMMENTS: r ' / C -,1,4 1z s- r. nom—. Inspector: Sw _S � Date: i2;)o 7 Hrs.: l AI $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. T.F.D. Form F.P. 113 Project: Hrynse n /2e0 vc4c Type of Inspection: 6cr , 45, ! 6,/ Address: / /gay/ Suite #: `i`/ P' ,S.,, ; Tr,3i Contact Person: , <:.,... j (, Qs. sp1.�G.� 1 Special Instructions: Pre -Fire: loo . Phone No.: p -c .�- 20C - �joz_ - 7030 Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: / Permits: Occupancy Type: INSPECTION NUMBER Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA FIRE /DEPARTMENT Dar. -iv PERMIT NUMBERS 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 `Corrections required prior to approval. COMMENTS: 6) F. 31, pG_, ;.1 ., , TA ,Jas),- ,/ft 3 nrr,a /C . 5,114✓r. 4,<-s L .i b-e/ . /1('5T 07.0 c: H. I. d Inspector: 5/4) C/ s Date: 81/6/ - 7 Hrs.: l $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from ity of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 MAR 06 2007 15:00 FR ARMSTRONG CANST. US /UU /ZUU'! 14:b8 FAA SITTS & HILL ENGINEERS, INC. Professional Engineers and Planners 2901 South 40th Street, Tacoma, WA 98409.5597 TNephona(253)474 -9449 Fox (253) 474-0153 March 5 , 2007 ARMSTRONG BUILDING COMPONENTS 2715 Auburn Way North Auburn, Washington 98002 TO: Mr. Gerry McAuley SUBJECT: HANSEN RESIDENCE SHEARWALL PHOTOGRAPH REVIEW LOCATED AT 1184144 PLACE SOUTH, TUKWILA, WASHINGTON 98178 SITTS & HILL ENGINEERS JOB NUMBER 12,916 Dear Mr. McAuley: Per your request, we have reviewed the photographs provided by Armstrong Building Components of the wall panels under construction. The sheathing and attachment of the panels reviewed appeared to meet or exceed the design Intent of the original structural details and calculations. Sincerely, SITTS & HILL ENGINEERS, INC. en(t Wilson Design Engineer Review g3l by: Larry G. Lindell, P.E. Project Manager p:12916/prodoc/oon /Armstrong • 6 Mar 07 Civil, Structural and Surveying 253 351 6429 TO 12064950805 0 %,0 — V 4 7 1 / P. 03/03 'JUVA /VVA ROBERT J. DAHMEN, P.E. BRENT K. LESLIE, RE. ROBERT N. ERB, P.LS. RANDALL C. HAYDON, PLS. KATHY A. HARGRAVE, P.E. LARRY G. LINDELL, P.E. G am ° ? • EXPIRES JANUARY Is, ZOOS I RECEIVED Auu 27. DEPARTME t T Xac TOTAL PAGE.03 ** MAR 07 2007 16:56 FR ARMSTRONG CONST. 03/08/2007 14:58 FAX SITES & HILL ENGINEERS, INC. Professional Engineers and Planners 2001 South 40th Street, Tacoma. WA 98409•ee07 Telephone (253) 474 -9449 Fax (253) 474-0153 March 6 , 2007 ARMSTRONG BUILDING COMPONENTS 2715 Auburn Way North Auburn, Washington 93002 TO: Mr. Gerry McAuley SUBJECT: HANSEN RESIDENCE SHEARWALL PHOTOGRAPH REVIEW LOCATED AT 1184144 PLACE SOUTH, TUKWILA, WASHINGTON 98178 SITES 8 HILL ENGINEERS JOB NUMBER 12,918 Dear Mr. McAuley: Per your request, we have reviewed the photographs provided by Armstrong Building Components of the wail panels under construction. The sheathing and attachment of the panels reviewed appeared to meet or exceed the design Intent of the original structural details and calculations. Sincerely, SITTS & HILL ENGINEERS, INC. emit Wilson Design Engineer Reviewed by: Larry O. Lindell P.E. Project Manager p:129lStprodoGcon /Armstrong - 8 Mar 07 RECEIVED MAR 1 ,a 2007 BUILDING DEPARTMENT Civil, Structural and Surveying 253 351 6429 TO 12064950805 EXPIRES JANUARY 19, WOO ; P.01/02 lJ002/002 oo --1 '-f/ ROBERT J. DAHMEN, P.E. BRENT K. LESLIE, P.E. ROBERT N. ER9, PLS. RANDALL 0. HAYDON, P.L.S. KATHY A. HARGRAVE, P.E. LARRY G. UNDELL, P.E. 84. Map/Panel Number .f litcp9f9 85. Suffix F B8. FIRM Index Date ,. , 5//�lgs Br. FIRM Panel Effective/Revised Date /r(c /9S 88. Flood Zone(s) x B9. Base Flood €levation(s) (Zone AO, use base flood depth) U.S. DEPARTMENT OF HOMELAND SECURITY Federal Emergency Management Agency National Flood Insurance Program a) b) c) d) e) f) 9) F a r Insurance Companyllse: Jolley Number Company NAIC Number Al. Building Owner's Name ESPFP /4 4 Fit/ A2. Building Street Address (Includi Ap(.,,tlnk Suite, and/or Bldg. No.) or P.O. Route and Box No. / 4 'Mee SOrrrhw City tee') ILA A. W State A3. Property Description (Lot and Blink Numbers, Tax Parcel Number, Legal Description, eta) SW ',Net S/O E /.%/11. 7707c darn 2¢740- /.3.20 ' FS I -O EIJ T/ Horizontal Datum: ❑ NAD 1921 ❑ NAD 1983_ Win flood insurance. A4. Building Use (e.g., Residential, Non - Residential, Addition, Accessory, etc.) A5. Latitude/Longitude: Let Long. All. Attach at least 2 photographs of the building if the Certificate Is being used to ob A7. Building Diagram Number NIA A8. For a building with a crawl spice or endosure(s), provide: a) Square footage of crawl space or enciosure(s) (J l A sq ft b) No. of permanent flood openings in the crawl space or enclosure(s) walls within 1.0 foot above adjacent grade I A c) Total net area of flood openings in A8.b sq In SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION BI. NFIP Community Name & Community Number rhea ILA B2. Couunty Name 83. State r \ 810. Indicate the sourcE of the Base Flood Elevation (B data or base flood depth entered In Item B9. ❑ FIS Profile .FIRM ❑ Community Determined ❑ Other (Describe) 811. Indicate elevation datum used for BFE in Item 69: ❑ NGVD 1929 NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Bpr iqr Resources System (CBRS) area or Otherwise Protected Area (OPA)7 ❑ Yes ' No Designation Date N/ A ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings* ❑ Building Under Construction* ❑ Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations — Zones Al -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1 -A30, AR/AH, AR/AO. Complete Items C2.a -g below according to the building diagram specified in Item A7. Benchmark Utilized fl N6 at Sent r. fM Et /?...t Vertical Datum L:r O SCn7TL.E NYC V.Et / Conversion/Comments Top of bottom floor (Including basement, crawl space, or enclosure floor) Top of the next higher floor Bottom of the lowest horizontal structural member (V Zones only) Attached garage (top of slab) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment In Comments) Lowest adjacent (finished) grade (LAG) Highest adjacent (finished) grade (HAG) i L ;.347401320 ELEVATION CERTIFICATE Important: Read the Instructions on pages 1 -8. SECTION A - PROPERTY INFORMATION A9. For a building with an attached garage, pro& a) Square footage of attached garage / b) No. of permanent flood openings In the attache garage walls within 1.0 foot above adjacent grade U 1d c) Total net area of flood openings In A9.b L I A sq in / feet feet feet feet SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the Information on this Certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or Imprisonment under 18 U.S. Code, Section 1001. ❑ Check here if comments are provided on back of form. Roarer Al 7z3 91?r /,ALL fie lig /5' 0 7.4" - Certifier' Name ice se Number ter/ � AA EU { 5 /A /Er � /e/t/ /�1eN E LL co. Title +4-02 / r' ' P'G.%. Name S rct '1 - Address A .City State ZIP Code Telephone FEMA Form 81 -31, February 2006 See reverse side for continuation, OMB No. 1660 -0008 Expires February 28. 2009 ZIP Code 949/,8 Check the measurement used. C,e/kJL feet ❑ meters (Puerto Rico only) g p ❑ meters (Puerto Rico only) VI•'-/.I rs ❑ ❑ meters (Puerto Rico only) A L 1 3 meters (Puerto Rico only) � . ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) akr.s:: Replaces all previous editions ntin -1aI • sforinsurerieecoot el IMPORTANT: In then spaces, copy the corresponding Information from Section A. Building Street Address nit SuRe and/or Bldg. No . or P.O. Route and Box No. City g "F l � � so State (/ } 9 B o Code SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICAT (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agentcompany, and (3) budding owner. Comments OA'f ,E,,•y( /G v44.-.Mee . it'Y 40, ,. , s Gan W aeri ,¼. riot. P25 o, 7 ^ - = " ^ -;7a — 4 , c , earl - 5hbeJS C!j R root f E. /3T r USC✓c �°5 Rn14 a p e" 1 . tee Si u • - .� Date , ! �, /t, 7 ❑ Check here If attachments ,C • 0- _!tr ' ",• 1..M; -,s ta! SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) for Zones AO and A (without BFE), complete Items El-ES. H the Certificate Is Intended to support a LOMA or LOMR -F request, complete Sections A. B, and C. For Items E1 -E4, use natural grade, If available. Check the measurement used. In Puerto Rico only, enter meters. El. Provide elevation Information for the following and c(ieck the appropriate boxes to show whether the elevation Is above or below the highest adjacent grade (HAG) end the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) is _ ❑ feet ❑ meters ❑ above or ( 1� � below the HAG. b) Top of bottom floor (Including basement, crawl space, or enclosure) Is _ ❑ feet ❑ meters ❑ above or LI below the LAG. E2. For Building Diagrams 8.8 with permanent flood openings provided In Section,/4 Items 8 gagllor 9 (see a e 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building u _ ❑ feet U meters U above or Ubelow the HAG. E3. Attached garage (top of slab) is _ ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building Is ❑ feet ❑ meters ❑ above or CI below the HAG. E5. Zone AO only: if no flood depth number Is available, Is the top of the bottom floor elevated In accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this Information in Section G. The property owner or owners authorized representative who completes Sections A, B, and E for Zone A (without'a FEMA-issued or community- Issued BFE) or Zone AO must sign here. The statements In Sections A, B, end E are correct to the best of my knowledge. Property Owners or Owners Authorized Representative's Name 77 n9erer // /"fi f . ✓.E.; N , -7::. Address ZIP Code -�?" /12,3 '� . c" y lSs,eC�r���l State f..) S'h9 4 SIglitass A,sAC / C17.--/...,c,, Date p Telephone 4214"744t.? ... _... Comments fideA= eA 19t3.41-al r fEjel \ / €e,c f =a 8'41 /07 ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who Is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used In items GB. and G9. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who Is authorized by law to certify elevation Information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA - Issued or community-issued BFE) or Zone AO. G3. ❑ The following information (Items G4. -G9.) Is provided for community floodplain management purposes. G4. Permit Number AOC:, l G5. Date Permit Issued — t¢i G7. This permit has been Issued for ❑ New Construction ❑ Substantial Improvement GB. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Official's Name Community Name Signature Comments FEMA Form 81 -31, February 2006 SECTION F- PROPERTY•OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION Title Date 5.3 06. Date Certificate Of Compliance/Occupancy Issued Telephone ❑ Check here If attachments Replaces all previous editions SIT . & 'H1LL EN iNC: Professional Engineers & Planners CIVIL, STRUCTURAL AND, SO /EYING HANSEN RESIDENCE 11841 - 44TH PLACE SOUTH TUKWILLA, WA 98178 CALCULATIONS PREPARED FOR Armstrong Building Components 2715 Auburn Way North Auburn, Washington 98002 EXPIRES JANUARY 19, 2008 PREPARED BY Sias & Hill Engineers 2901 S. 40th Street Tacoma, WA 98409 March 10, 2006 S & H Job Number 12,916 INDEX Sifts & Hill Engineers Professional Engineers & Planners 2901 S. 40th Street Tacoma, WA 98049 253 -474 -9449 Fax: 253 -474 -0153 BASIS FOR DESIGN 2 DESIGN LOADS 3 GRAVITY ANALYSIS 4 - 53 LATERAL ANALYSIS 54 - 73 STRUCTURAL DETAIL DRAWINGS 74 - 77 Job Name: HANSEN RESIDENCE Job No: 12,916 Sheet No: 1 By: KJH Date: February, 2006 2X6 OR LARGER HF #2 POSTS 4X4 DF#2 4X6 OR LARGER DF #2 6X6 OR LARGER DF#2 GLUED - LAMINATED BEAMS (GLULAM): Fb = 2,400 PSI, Fv = 240 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI. DESIGN LOADS ROOF DEAD LOADS: ROOF LIVE LOADS: FLOOR DEAD LOADS: FLOOR LIVE LOADS: Sifts & Hill Engineers Professional Engineers & Planners 2901 S. 40th Street Tacoma, WA 98049 253 -474 -9449 Fax: 253 -474 -0153 ROOF 6.5 PSF INSULATION 2.0 PSF SHEATHING 1.5 PSF FRAMING 2.5 PSF BEAMS 1.5 PSF Job Name: HANSEN RESIDENCE Job No: 12,916 Sheet No: 3 By: Kill Date: February, 2006 MISC. MECH., & LGTN. 2.0 PSF 16.0 PSF TOTAL DEAD LOAD 25 PSF SNOW LOAD FLR. COVER 1.0 PSF INSULATION 1.0 PSF SHEATHING 3.0 PSF FRAMING 3.0 PSF BEAMS 2.0 PSF MISC. MECH., & LGTN. 2.0 PSF 12.0 PSF TOTAL DEAD LOAD 40 PSF PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BYA PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. le FNTRY ';F( TInN R -R 6� Inch 1 /18 \�y le�etmn/yry��\ t1 (I3 t srF a i9$s r. (� aJjl.vl l sib K.Nx9I� tti 5L 4L £L ZL I T 0V ' Tr 5 ' 8•�..y�. �u iiii ill hiii�iiiiliii��iiiil fiii�iiiiliui�iiiiliiii� DIMENSION DDOIES FD.'E Df•Bt101 SYFBCL WICUES SCE REQ'D ROOF VENTILATION NOTE: ONE HALF TOTAL REDD VENT AREA TO BE PROVIDED IN UPPER 4 OF ROOF AREA BY CONTRIUOUO RIDGE VENTING MID /OR GABLE END VENTS ONE HALF TOTAL REOD VENT AREA TO BE PROVIDED IN LOVER ti OF ROOF AREA BY VENT BLOCKS TYPICAL BETUE:EN TRUSSES TOTAL R£OD VENT A d 66 SQ F7. l806A SO. W • UPPER 103 SO. FT. n483 SQ M.1 • LOWER ROOF O'HANG NOTE: ALL ROOF 0'941456 TO BE I'•6' ONANG TYPICAL UNLE86 OTHERWISE NOTED ALL SOFFITS TO BE OPEN LNLE65 OTHERWISE NOTED �pp All ROOF LOADING NOTE: ALL ROOF TRISSES To BE DESGNED gg + FOR U LOADING AND 6TANDA RD CCM PDSmCN RO FG oil 3 gg i GENERAL ROOF NOTES 6 O OL�D BAFE TFRNhING AN BASED x�� eg�5409� ACTUAL MATERIAL THICKNESS�+� agi O ALL ccN5TR=M AND ALL STATE WITH AND ALL STATE aYati M E AND LOCAL CODES LOCAL CO y O PFE MANP. HE6 74' OC TA6'ODBTOM E4EAnN WCLI% �g s BOMPOWTIG PAPER COMPOSITION ROOFING iEY i Y M D ROOF PITCH ITC44 YPICAL TYPICAL 4 IN D ROOF PITCH TYPICAL O PPDYtDE St1P5CN WT CR EO1N. RR HIC" CLIPS AT EACH END OF EACH TRUSS N O T'Xb' EXTERIOR FRAME WALL TYPICAL UNDER UNLESS F' OTHERWISE ERSE NOTED Z • ALL WR'# AND FASCIA MTERIAL uj TO BE 5 /4'X6• Z UNLESS OTHERWISE NOTED O • VLWY ALL WITER AM DOUCPOUT O Q. LOCATIONS ON SITE AT TIME OF CON5TRIOTION 0 • STANDAFID IF.ADER (5TO HDR) TO V BE 314' x 5' GLB Fb•7100 0V 771• FILLER B Ut7ER INSULATE VOID �R V O VEM BLOOCI BETnM TRU6ES FUM TO Z FEO1FaD 14MLATIOT NOTE a J D m R 0 0_F F R A M I N G P L A N 1/4" = I' -0" CHK'D BY: REDLINE: REVISION DATE FINAL DUrWS 7AV06 MB COPYRIGHT PROJECT HANSEN SHEET ROOF FRAMING DRALN BY I DATE MB 01111104 ill Ij�i��ili ill IIIII�I IIi ili i�1 , ' I I I I :.1I � : ► I' 2I �. Inch 1/16 \Y o l l s, Wl _ Since l87sj° u�luluil�Iiullni�iullLn��I .I.ultu'i I "ililliil Inlli 23 GENERAL FRAMING NOTES • ALL DM451ON3 ARE FRAMM TO FRAMING AND BASED ON ACTUAL MATERI& TNIOIQgSS • STt' PIUI. 70 FLOOR JOIST W Or- 'W T40 ODa W15FLOOR GLUED'AND NAILED TYPICAL OVER O ALL CCNSTR=ION TO COMPLY UATH 7003 ILG.AND ALL STATE AND LOCAL CODES O RIM JOIST 4 BLOCKRY PER PRI MAMP SPECS O BEARING POINTS FROM ABOVE WERE SHOUN, REFER TO FDN PLAN ALSO O HANG ALL JOIST UV SIMPSON 'IMS5' OR ECUAL UNLESS OTHERWISE NOTED U P P E F L 0 0 R F R A M I N G 1/4" , 1' -0" 5 6 DBUIE3 cB/Im DIMENSION DENXU EDGE DtWa SITEOI. WCATES SDE N H Z W Z O a 2 O U a Z a J_ D in CHK'D BY: REDLINE: REV15ION DATE FINAL DWG'S 1/11/06 MB COPYRIGHT PROJECT HANSEN SHEET UPPER FLOOR FRAMING Im BY DATE MB O1 /11 /0E SHT. NG 6 N H Z W Z O a 2 O U a Z a J_ D in CHK'D BY: REDLINE: REV15ION DATE FINAL DWG'S 1/11/06 MB COPYRIGHT PROJECT HANSEN SHEET UPPER FLOOR FRAMING Im BY DATE MB O1 /11 /0E SHT. 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Nc; jIIII��I�11I111 IIII1`�II1I1Ii12 111�'�II11�II�131y1T1 ���II 4 Il�l�1�IIlIl11 �I��.1�11���:� Ij Inch 1 /t8 I I Sit I7 r t -" A s 5� ♦1 �""i� �,t"'S�7f{S'".7"1 e�7 �yi r,`\f�}yp �1�; �iP �1 .. j F y !,4-, mux7t �i^w,7MS�eFli�'i�'�N!.�r Slnce1872'• ymar e 4iq rt�b "tu4�° aytr WMr {� l tl IIU: IIIIIIIIIIIIIIIILIIIIIIIIIII- LLIIIIIIIILIIIIIIIII 111111111 III I'IIIIIIII l'I(IIIIIIIIIII III ill IIIIIIIIIIIIIIIIIIIIIIIIIIIIINIIIIIIIIIIIIIIIIIIIILII 58 0 DOOM cwm'r: DRfEN°ION D000 EDGE 6MML 6M f Is I 9� s Z W 00 0 a O U 0 a 0 Z_ 5 J � m CHKV 5Y, REDLINE: REVISION DATE FWAL DUW6 7AI06 MB COPYRIGHT PROJECT HANSEN SHEET UPPER FLOOR PLAN I V-011 FLOOR P L N r RAU.N BY DATE MB 01/11/04 Al 1-1 BHT. NE i A10 1 1'�`. Inch 1118 I 21 is e Ii /y 31§ i a n.n f1 y Y. r 51 61 �;,a+eak w ,��,gc�`fT+47hitiry p a'iy � . i, , . �C�T/'�A'iri�ll� i. � � � i,:,r#�'hr�r� es�u sr '��•r'��ts�sa�.y � 1 . 7 SlncePe 1° zxAa7+ ,7�. . � \�'d} 't �' +�a s � b 6 a t• a 6 i � �� '-T�� *ko G „,: 5 s��''1� ,,. s ,,- ��` �; y E_ z t: wo iiiilnu iiiili.iu iiiiliiii i.11111IM[,III iiiiliiii L I i I I I i i r DENDIES CBRHiIE DIMEN610N DEN70 ED6E DtWtH W.S.E.C. INFORMATION 6 STEEDL. MUTES WE • CLNDITICNEO AREA • 7678.E 64 FT. • GLAZING AREA • 344.E 6O. Fr. • GLA66 RATIO . O) t O HEAT TYPE • ELECT RJRN O FLOOR INSULATION . R -30 MN O WALL INSULATION • R -71 MN O CEILING (FLAT) . R -38 MN O CEILING (VAULTED) • R -30 MN BUILDING AREAS O MAN FLOOR AREA • L3166 6O. Fr. O UPPER FLOOR • 0673 6Q FT. O GARAGE AREA . 634A 6Q Fr. GENERAL NOTES: R All O ALL DIMENSIONS ARE FAAMING S TO FRAMM AND BASED ON ACTUAL MATERIAL THICK NE56 4 O BIIILDIG E]NELOPE CI"TIa=ZN � 7W' D(TEIWR FPA-E U&LS E W TA6. OSA LULL 6IEATHM A MW TDC 68 MOST RE BARWR WRZOIIAL LAP 60Pr PER PLAN 0Q FLOOR tiler u••OL. O GL UED AND NAILED OVER R PFE -MANF. RJCF TRWES 74• ga p$ggg 04 1A6.OSD. R0CF SVEATMN3 vmIP5 � dMDNG PAPER CO7OMM ROCFNG�tl !y¢y¢ pp4 N O ALL UAND00S LNITB TO ISE VINYL FRAME p< iY O VERIFY ALL ELECTRICAL UV CURER ON SITE PRIOR TO INSTALLING O ALL C"TRCTKN TO taiiY tim 2003 IJBr- AND ALL STA AND LOCAL BUILDING. CCODE6TE I� o 0 10 2 0 U 0 _Z 0 J a 5 m BY: 'REDLINE: REVISION DATE FINAL DW"S 7)IV06 HIS COPYRIGHT PROJECT HANSEN SHEET L 0 0 R P L A N MAIN FLOOR r PLAN I14 a I' -0 r II.N BY DATE MB 01/11/04 ALIT Nr. i I I � r i I - z 0 C D WOOD STUD WALL FOOTING AT OPENING 105 SCALE: N.T.S. NOTE�E PLATE FWUNG PER SHEARWALL SCHEDULE 2. PLYWOOD SHEATHING 3. PLYWOOD WEB JOIST PER PLAN 4. RIM JOIST BY JOIST MANUFACTURER -ATTACH WITH (2) Hid NAILS PER JEST 5. SHEATHING AND ATTACHMENT PER SHEARWALL SCHEDULE 6. 16d TOENAILS 0 6. O.C. 7. EDGE NAUNG PLYWOOD WEB JOIST AT WOOD STUD WALL n c V I SCA c. N.T.S. NOTES: 1. SIMPSON H25 0 EACH JOIST (3)-\ 2. 2. RIu JOIST WITH (2) IOd NAILS PER JOST 3. WOOD JOIST PER PLAN (2) 4. 2a BLOCKING WITH (3) 16d TOENAILS PER BLOCK 5. WOOD BEAM PER PLAN (1) , _/ IX (5) cv.A � WOOD JOIST AT WOOD BEAM �PLAN-CORNER REINFORCING IN CONCRETE FOOTING STEM /WALL �WOOID COLUMN FOOTING v� SCALE• N,T.S, �_� SCALE: N.T.S. NOTES. 1. BASE PLATE RULING PER (1) SHEANALL SCHEDULE 6) 2. PLYWOOD SHIRTING (2) 3. BLOCJONG AT 48' O.C. BY (3) (y) (e) JOIST MANUFACTURER 4. RIM JOIST BY JOIST WNUTACIUER -ATTACH (4) WIWITH ((2) 10d NAIS PER OCK 7) 5. PLYWOOD WEB JOISTS PER (B) PLAN 6, SHEATHING AND ATTACHMENT PER 5) SHEARWALL SCHEDULE 7. I6d TOENALS 0 6. O.C. B. EDGE RILING 9, 6) 16 SCREWS PER BLOCK Hid NAILS ALTERNATE) PLYWOOD WEB JOIST AT WOOD STUD n WALL V SCALE: N.T.S. O/ nCY WOOD JOIST AT WOOID BEAM cvv SCAT: N.TS. NOTES: . 1.. WOOD JOIST PER PLAN 2 SIMPSON H2.5 CUP AT EACH JOIST 3. 2. NM JEST WITH (2) 1W INNS PER JOIST . 4. WOW BUM PER PLAN 5. 164 TOENAILS 0 6' O.C. Em 1. DOUBLE MCC NAILING 2. PLYWOOD SHEATHING 3. PLYWOOD WEB JOIST PER PLAN 4. JOIST HANGER BY JEST MANUFACTURER 5. WOOD BEAU PER PLAN F1) (2) (3) (5) �� PLYWOOD WEB JOIST AT WOOD BEAM �� SCALE: N.TS. WOOD BEAM AT WOOD COLUMN �A SCALL• N.T. 1. BRIM SPLICE AS OCCURS 2. WOOD BEAM PER PUN 3, SIMPSON AC TYPE POST . CAP 4. WOOD COLUMN PER PUN ri�} ��i��ii�, 1�i3��i���j�l�l���r> >��I�����►�1►i5�'�'`����'�'�1�� 4 A x �, N t+Z," 4 Inch 1116 4k�I ASmr , fi w rr 4t.fsar1. o NY 'r,rJ A At 4 '11 ti L. 5..:; gas' I����I�����ii��li��������li���� :i�:i liU.1 IiIili�Ii�i III li:i� iii�l�n���iiiliiu�iinlii i iiiilii i iiiiliiii�ii► iliiii�iiiilfii11ii�ilii����ii�l��i .i� i 4 74 NOTES: NOTES: NOTES: NOTES: (I) I. BASIC PLATE RAILING PER SHEAR (9) WALL SCHEDULE 9, EDGE NAIUNG (I I. BASE PLATE NAILING PEfl SHEAR 10. IOU JOIST BY JOIST (2) (5) 1. (3) IOd HAILS PER BLOCK (7) (3) 2. PLYWOOD SHEATHING 1). 1W TOENAILS O 6' O.C. (1 t) (3) WALL SCHEDULE MAAFACTURER - ATOGH W11H (2) 2. EDGE HAULING (2) (2) 10d NAILS PER BLOCK (1) 2. EDGE NAILING . (4) (10) A PUWOW WED JOISTS PER PLAN 11. 6' CONCRETE STEM WALL (MINIMUM) AND FOOTING, WIDEN (6) MAXIMUM , 11. 16d TOENAILS 0 67 O.C. (I0) 3. PLYWOOD SHEATHING 3. 0.YW000 WEB JOISTS PER PINT 9 4, RIM JOST BY JOIST () FOOTING AS REDO FON VENEER 3. 1EDLEDjBASE PLATE PER SHEARWALL SCH (1) (11) 12. (6) 10d NAILS PER BLOCK, 4. PLYWOOD WEB JOISTS PER PINT (3) 1. WOOD BFNA PER PLAN . . MAAIFACNRER - ATTACH WITH (2) 10d NAILS PER JOIST - SEE ARCHITECTURAL FOR ADDITIONAL INFORMATION (5) ° a • �, r„,+ -. 5. 14 BARS AT 16. O.C., ALTERNATE BENDS (2) 5. PLYWOOD WEB JOIST BLOCKING 0 13, e' CONCRETE STELA WALL (7) S. PLYWOOD SHEATHING RGo ) 6. SHEATHING AND ATTACHMENT PER 45' O.C. . (OOTING) AND FOOTING, WIDEN (4) (3) �,�I 5. (Z) jl BARS CONTINUOUS (AT (fi) FOOTING AS ITECT FOR VENEER 8. OCCUR GRADE OR CONUIETE SLAB AS t OCCURS 6 6. BLOCKING BY JOIST MANUFACTURER A (6) TOP) BARS 0 f0' (7) 1'-41' WIN. 00) 9, B' CONCRETE STEM WALL (MINIMUM) AND �y �,., ILLHITI S. (2) II OARS CONTINUOUS (AT .- SEE ARCHITECTURAL FOR ADDITION& INFORMATION qq 10. (2) 14 BARS CONTINUOUS TOP AND `104 WOOD STUD WALL FOOTING BOTTOM ( ) (9) 7. SIMPSON POST CAP " 7 () HORIZONTAL (6) i0P) PROVIDE 14 BARS 0 10' TO (11) DIAMETER 6. 5/6' DETER ANCHOR BOLTS ' (1J) D.C. HORIZONTAL (10) 8. WOOD POST PER PLAN (6�p PER SHEARWALL SCHEOULL 45' 1� 7. 5/8' DIAMETER ANCHOR BOLTS 9. - SIMPSON POST BASE O.C. MAXIMUM 9 �: PER SHEAR WALL SCHEDULE. 49' i '• n+�INm L'A 7. j4 BUMS 0 Ifi' O.C. MAXIMUM. .. .: • O.C. UAKMUU ID, DI TREATED BASE PLATE 5 /6' +° ALTERNATE BENDS ' •. . B. �4 BANS 0 18' O.C. MAXIMUM, �.1' -4' MIN. (12) DIAMETER ANCHOR BO175 AT AB' O.C. AT l4 BARS WNnxIWS n 1' -1 MIN. ALTERNATE BENDS I1. CONTINUOUS CONCRETE FOOTING PER 9. (1) f4 BARS CONTINUOUS TYPICAL INTERIOR SPREAD FOOTING 101 TYPICAL FOUNDAl10N STEM WALL WITH PLYWOOD WEB JOIST `J SCALE: N.T.S. 102 TYPICAL FOUNDATION STEM WALL WITH PLYWOOD WEB JOIST �� WffH PLYWOOED WEB JOIST 12. (2) 14 BARS CONTINUOUS SCALE: N.T,S. NOTES: NOTES: NOTES: 1. CONCRETE SUB ON GRADE 1. CORNEA BARS SAME SIZE NA I. ARCHITECTURAL COrER AS (2) (3) 2. SKID WALL BEYOND 3. TOOLED EDGE SPACING AS H NZO IAL (1) REINFORCING LAP PENT GSN (24' (3) MINIMUM) 1 () I (4) 2. 13 TES 0 6' O.C. - USE (3) (I) (4) 4. FINISH WAN OR CONCRETE .. 2 CONCRETE STEM WALL OR �, I I F5) 13 TIES IN TOP 5• SLAB AS OCCURS (2) 3. (4) 15 HOOKED DOWELS b 9,A (5) 5. B' CONCRETE STEM WALL (NNIMUM) AND FOOTING WITH REINFORCING CONTINUOUS FROM BEIDIN (2) 3. &iFANAIE BENDS (2) 4. REINFORCING PER PLUMS AND /OR DETAILS 3 () (fi) .- '�..I'.�(7 4. WOW COLUMN PER PLAN 5. I:OLUMN BASE 9 ... °• (4) (4I 6. CONCRETE SLAB OR FINISH 6. TI HOOKED O 16' O.C, fi I , GRADE AS OCCURS n ALTERNATE BENDS BENDS (6) 7. CONCRETE PEBASTAL (6);a.• 6. CONCRETE FOOTING ! ` 9, 14 BARS 0 12• D.C. EACH WAY C D WOOD STUD WALL FOOTING AT OPENING 105 SCALE: N.T.S. NOTE�E PLATE FWUNG PER SHEARWALL SCHEDULE 2. PLYWOOD SHEATHING 3. PLYWOOD WEB JOIST PER PLAN 4. RIM JOIST BY JOIST MANUFACTURER -ATTACH WITH (2) Hid NAILS PER JEST 5. SHEATHING AND ATTACHMENT PER SHEARWALL SCHEDULE 6. 16d TOENAILS 0 6. O.C. 7. EDGE NAUNG PLYWOOD WEB JOIST AT WOOD STUD WALL n c V I SCA c. N.T.S. NOTES: 1. SIMPSON H25 0 EACH JOIST (3)-\ 2. 2. RIu JOIST WITH (2) IOd NAILS PER JOST 3. WOOD JOIST PER PLAN (2) 4. 2a BLOCKING WITH (3) 16d TOENAILS PER BLOCK 5. WOOD BEAM PER PLAN (1) , _/ IX (5) cv.A � WOOD JOIST AT WOOD BEAM �PLAN-CORNER REINFORCING IN CONCRETE FOOTING STEM /WALL �WOOID COLUMN FOOTING v� SCALE• N,T.S, �_� SCALE: N.T.S. NOTES. 1. BASE PLATE RULING PER (1) SHEANALL SCHEDULE 6) 2. PLYWOOD SHIRTING (2) 3. BLOCJONG AT 48' O.C. BY (3) (y) (e) JOIST MANUFACTURER 4. RIM JOIST BY JOIST WNUTACIUER -ATTACH (4) WIWITH ((2) 10d NAIS PER OCK 7) 5. PLYWOOD WEB JOISTS PER (B) PLAN 6, SHEATHING AND ATTACHMENT PER 5) SHEARWALL SCHEDULE 7. I6d TOENALS 0 6. O.C. B. EDGE RILING 9, 6) 16 SCREWS PER BLOCK Hid NAILS ALTERNATE) PLYWOOD WEB JOIST AT WOOD STUD n WALL V SCALE: N.T.S. O/ nCY WOOD JOIST AT WOOID BEAM cvv SCAT: N.TS. NOTES: . 1.. WOOD JOIST PER PLAN 2 SIMPSON H2.5 CUP AT EACH JOIST 3. 2. NM JEST WITH (2) 1W INNS PER JOIST . 4. WOW BUM PER PLAN 5. 164 TOENAILS 0 6' O.C. Em 1. DOUBLE MCC NAILING 2. PLYWOOD SHEATHING 3. PLYWOOD WEB JOIST PER PLAN 4. JOIST HANGER BY JEST MANUFACTURER 5. WOOD BEAU PER PLAN F1) (2) (3) (5) �� PLYWOOD WEB JOIST AT WOOD BEAM �� SCALE: N.TS. WOOD BEAM AT WOOD COLUMN �A SCALL• N.T. 1. BRIM SPLICE AS OCCURS 2. WOOD BEAM PER PUN 3, SIMPSON AC TYPE POST . CAP 4. WOOD COLUMN PER PUN ri�} ��i��ii�, 1�i3��i���j�l�l���r> >��I�����►�1►i5�'�'`����'�'�1�� 4 A x �, N t+Z," 4 Inch 1116 4k�I ASmr , fi w rr 4t.fsar1. o NY 'r,rJ A At 4 '11 ti L. 5..:; gas' I����I�����ii��li��������li���� :i�:i liU.1 IiIili�Ii�i III li:i� iii�l�n���iiiliiu�iinlii i iiiilii i iiiiliiii�ii► iliiii�iiiilfii11ii�ilii����ii�l��i .i� i 4 74 NOTES: 1. WOOD STIR WAIL . 2. 5 /e' DIAMETER ANCHOR DOLTS PER (- SHEARWALL SCHEDULE, 45' O.C. (6) MAXIMUM , 3. 1EDLEDjBASE PLATE PER SHEARWALL SCH (4) 4. CONCRETE SLAB ON GRADE I ° a • �, r„,+ -. 5. 14 BARS AT 16. O.C., ALTERNATE BENDS RGo ) 6. SHEATHING AND ATTACHMENT PER HIM (5) (9) SHEARWALL SCHEDULE 7. EDGE ROM 8. OCCUR GRADE OR CONUIETE SLAB AS t OCCURS 1'-41' WIN. 00) 9, B' CONCRETE STEM WALL (MINIMUM) AND FOOTING qq 10. (2) 14 BARS CONTINUOUS TOP AND `104 WOOD STUD WALL FOOTING BOTTOM o o hq Z \� SCALE. N.T.S. NOTES: 1. EDGE NMUNG 2. BLOCKING BY JOIST MANUFACTURER 3• IDd NAILS TO MATCH SPACING OF EDGE RULING 4. PLYWOOD SHEATHING 5. PLYWOOD WEB JOIST PER 6. NOD BEAN BELOW PLYWOOD WEB JOIST AT WOOD BEAM cv SCALE: N.T.S. I i p NOTES: ' 1. WOOD BEAM PER PLAN 2. SIMPSON ACE TYPE POST CAP Z-0) 3. WOOD COLUMN PER PLAN WOOD BEAM AT WOOD COLUMN cvu SCALE: N.TS. I 9F,1,L �tP �� f� o t7A• B r• b7 U� J z z a S d Y 2 //� N 3 C • S W K n C/) LL! I -Z_� "� F- Y (n V 5 N Z v w N Z o 0 9 00 Z m Q O C7 Z 3 ? Z O v=i Ogj3 O a Q N Q Cr WO UCo O 9 eJ a Lu LuCLQ LLtu tu 3 CFI � 91L[t N0. S1.1 12916 A B C 7 2 1 0 1 4 GENERAL STRUCTURAL NOTES BUIIDING CODE: WOOD (COMUII[T11: DEMTAL: 2003 EDITION OE THE INTERNATIONAL BUILDING CODE. LM: ROOF LIVE LOAD - 25 PSF (SNOW). SUPERIMPOSED DEAD LOAD ON ROOF TRUSSES - 14 PSF. (EXCLUDES TRUSS WEIGHT) ( 9 PSF TOP CHORD / 5 PSF BOTTOM CHORD) RDDF DEAD LOAD • 16 PSF. FLOOR LIVE LOAD • 40 PSF (REDUCIBLE). FLOOR DEAD LOAD • 12 PSF. NAND LOAD - 85 MPH BASIC WIND SPEED, EXPOSURE B. SEISMIC DESIGN CATEGORY D. CQTt@ATQAS: SPREAD FOOTINGS SHALL BEM ON FIRM, UNDISTURBED SOL 18' MINIMUM BELOW FINISHED GRADE FINISHED GRADE IS DEFINED AS TOP OF SLAB FOR INFERIOR FOOTINGS AND LOWEST ADJACENT GRADE WITHIN 5 FOR PERIMETER FOOTINGS. DESIGN SOIL BERING V - 1500 FLEE AIDE PSF. TILE STRUCTURAL CONSTNUCIIDN DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONDUCTOR SNAIL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE WOO CONSTRUCTION, SUCH MEASURES SHALL INCLUDE, OUT NOT BE LIMITED TO, BRACING, SNORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS. METHODS, TECHNIQUES, SEQUENCES FOR PROCEDURE O' CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO. CONSIRIICBON MATERAS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSIRIICIION. LOAD SOUL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT, WHERE REFERENCE IS MADE TD VARIOUS TEST STANDARDS FOR MATERIALS, SUCH STANDARDS SHALL BE THE LATEST EDITION AND /011 ADDENOA ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCIHRECTURA, MECHANM PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR 10 CONSTRUCTION, OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. F AN OPTION IS CHOSEN. CONTRACTOR SHALL DE E9EK8EII : WOOD JUST: TYPE: 2X4 H.F. 2 2X6 OR LARGER H.F. 2 BEAUS: OF ISNE ABLE STRUCTURAL REQUIREMENT IBC TABLE 190 RA SIGN I STRUCTURAL DESIGN 5 BUSED ON 1'e OF 2,500 PS. PER NC E WIDTH 4. OR LESS DF. 2 WIDTH GREATER THAN 4' D.F. 2 LEDGERS AND TOP PLATES: HF. 112 STUDS: CONTRACTOR SHALL BE RESPONSIBLE FOR VERTCAIION OF ALL dMEN5NN5 WITH AAOitECI11RA1. 2X4 H.F. )2 2X6 OR LARGER H.F. J2 POSTS: SCIMNS PI 6' O.C. 04 0.6 4X6 OR LARGER 12 D.F. 2 6X6 OR LARGER of. 12 TILE STRUCTURAL CONSTNUCIIDN DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONDUCTOR SNAIL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE WOO CONSTRUCTION, SUCH MEASURES SHALL INCLUDE, OUT NOT BE LIMITED TO, BRACING, SNORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC. THE STRUCTURAL ENGINEER SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS. METHODS, TECHNIQUES, SEQUENCES FOR PROCEDURE O' CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO. CONSIRIICBON MATERAS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSIRIICIION. LOAD SOUL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT, WHERE REFERENCE IS MADE TD VARIOUS TEST STANDARDS FOR MATERIALS, SUCH STANDARDS SHALL BE THE LATEST EDITION AND /011 ADDENOA ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCIHRECTURA, MECHANM PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR 10 CONSTRUCTION, OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. F AN OPTION IS CHOSEN. CONTRACTOR SHALL DE E9EK8EII : CLUED- LAMINATED BEAUS YGLLLAMI: RESPONSIBLE FOR ALL NECESSARY CHANCES AND SHALL COORDINATE AL DETAILS. EDGE 15 OR LARGER NUTS AND DETAILS ON DRAWINGS TAKE PRECEDENCE OVER GENERA. STRUCTURAL NOTES AND STRENGTH OF CO. SHALL DE PSI COMPLY WITH EXPOSURE MINIMUM ENT GLUED- UMMTED BEAUS SHALL HAVE THE FOLLOWING MINIMUM PRDPEDTIES Fb - 2,400 PSL F• - 240 IRS ARE SII CONFORM TO TYPICAL DECALS. WHERE NO DEEMS ARE SIIOAN, CONSTRUCTION SHALL LOIFORM TO 9UIUq WORK ON OF ISNE ABLE STRUCTURAL REQUIREMENT IBC TABLE 190 RA SIGN I STRUCTURAL DESIGN 5 BUSED ON 1'e OF 2,500 PS. PER NC E PSI, Fc (PERPENDICULAR) .650 PE • BEAUS CAM SUPPORTS TIE PROJECT. ION RE.2(2). 1704A, NO SPECIAL INSPECTION REOUPEO. NO E FATE THE SPECKED I OP AND BOTTOM. SHALL FA USING PROPERTIES TOP AND BOTTOM. ALL BUDS SAIL BE FABRICATED USING 5d N4t5 5/16• WATERPROOF GUIE FADRIGTXN AND FINAIMXX PER LATEST ANC AND WCU STANDARDS. Bfµi TO FABRICATION BEAUS CONTRACTOR SHALL BE RESPONSIBLE FOR VERTCAIION OF ALL dMEN5NN5 WITH AAOitECI11RA1. ALL CONCRETE CONSTRUCTION SHALL CONFORM 10 AEI. MECHANICALLY VIBRATE ALL CONCRETE WHEN BEM GRADE STAMP AND MC STAMP AND CERTIFICATE. CAMBER AS SHOWN ON DRAWINGS. DRAWINGS PRIOR TO STMT OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE ARCHITECT. PLACED, EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED ONLY AT TICI OILS, FLOOR DUCTS, TURNDOWNS, 40/20 SCIMNS PI 6' O.C. ETC. MAXIMUM SLUMP 4 -1/2' FOR CONCRETE WITHOUT PUSFICIZER. F PLASTICIZER IS USED, A HIGHER SHEAR WALL TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PINKS, Olt APPLY UNLESS NOTED OTHERWISE WN4. SLUMP MAY C ALLOWED UPON BETE LABS ENCGRADE APPROVAL UNLESS BY CONTROL OHS (KIM N WRITING BY THE AR C, ALL CONCRETE SUBS ON SPADE BOUND BY CONTROL JOINT (KEYED ALL PLYWOOD SHALL BE AMERICAN PLYWOOD ASSOCIATIN'COX' RATED SEATING OR BUTTER, AND SHALL WHERE DISCREPANCIES OCCUR BETWEEN PUNS, DETAILS, GENERAL STRUCTURAL NOTES AND MOWN AT T EE OR SAW Uln, AS SHOWN ON THE FOUNDATION PLAN, SUCH THAT THE ENCLOSED AREA GOES NOT EX CEED BEM THE STAMP OF AN APPROVED TESTING AGENCY. LAY UP PLYWOOD WITH FACE GRAN PERPENDICULAR SPECIFICATIONS, THE GREATER REOUIREMENT SHALL GOVERN. 225 SQU FEET. KEYED CONTROL JOI TS NEED ONLY OCCUR Al EXPOSED EDGES DURING POURING, ALL TO SUPPORTS, STAGGER JOINT. ALL NAILNC BALL BE WITH COMMON NAILS. WHERE SCREWS ARE INDICATED FOR WOOD TO WOOD ATACHWERrS, USE WOOD SCREWS. HORIZONTAL DIAPHRAGM AND ANY ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW. STALL BEAR THE SEAL 01' OWNER JOINT MAY BE SAW GUI. SFEARWALL CAPACITIES SHALL BE PER LATEST EDITION OF I.C.C. REPORT ESR -1539. ALL PLYWOOD SHALL A REGISTERED ENGINEER RECOGNIZED BY TIE BUILDING CODE JURISDICTION OF THIS PROJECT. FLY ASH - F PERMITTED BY ARCHITECTURAL SPECFICATIONS. SHALL BE LIMITED TO 18% OF CEMEN TTXXJS BE OF THE FOLLOWING NOMINAL THICKNESS, SPAN/INDIX RATIO AND SHALL BE ATTACHED AS FOLLOWS OUTSIDE FACE OF WALL MATERIALS AND SHALL HAVE A REPLACEMENT FACTOR OF 1.2 RELATIVE TO CEMENT REPLACED. NO FLY ASH UNLESS NOTED OTHERWISE: OPPOSITE ADDITIVES SIM BE USED N ARTWORK OR ARCHITECTURALLY EXPOSED CONCRETE ASIA A615 (Fy - 60 XSQ DEFORMED BARS FOR AL BARS 15 AND LARGER. ASTM A615 (Fy - 40 XSQ DEFORMED BADS FOR AL BARS 14 AND SMALLER. NO TACK WELDING OF REINFORCING 8V6 ALLOWED WiTHOU11 PRIOR REVIEW OF PROCEDURE WITH THE STRUCTURAL ENGINEER LATEST A.C.I. CODE AND DETAUNG MOBAL APPLY. CLEAR CONCRETE COVERAGES AS FOLLOWS CAST AGAINST AM PERMANENTLY EXPOSED TO EARTH 3' EXPOSED TO EARTH OR WEATHER EDGE 15 OR LARGER 2' 15 AND SMALLER 1 1/2' ALL GRIER PER LATEST EDITION Of ACT 318, ATTACHMENT. LAP SPLICES N CONCREM- LAP SPLICES, UNLESS NOTED OTHERWISE, SHALL BE CLASS S' TENSION LAP SPLICES PER LATEST EDITION OF ALL 318. STAGGER SPLICES A MINIMUM OF ONE LW LENGTH. ALL REINFORCING SHALL BE CHAIRED TO ENSURE PROPER CLEARANCES. SUPPORT OF FOUNDATION REINFORCING MUST PROVIDE ISOLATION THOU MOISTURE/CORROSION. ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY THE STRUCTURAL ENINEER PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS Al ALL CORNERS AND INTERSECTIONS PER TYPICAL DUALS. REINFORCING BAR SPACINGS GIVEN ARE MAXIMUM ON CENTERS. ALL BARS PER CRS SPECIFICATIONS AND ILMDBODIL DOWEL ALL VERTICAL REINFORCING TO FOUNDATION WITH STANDARD SD DEGREE HOOKS UNLESS NOTED OTHERWISE. SECURELY TIE AL BARS IN LOCATION BEFORE PLACING CONCRETE STRUCTURAL STEEL ALL DOLT SHALL BE ASIA A707, UNLESS NOTED OTHERWISE ALL ARDOR DOTS SHALL BE ASTU FI554, GRADE 36. ALL CONSTRUCHION PER LATEST ArSC HANDBOOIK. ALL EXPANSION AND EPDXY BOLTS TO HAVE I.C.C. RATING FOR MATERIAL INTO WHICH INSTALLATION TAKES PLACE. ALL BOLTS, ANCHOR DOLTS, EXPANSION DOTS, ETC, SHALL BE INSTALLED WITH STEEL WASHERS AT FACE OF WOOD. PLYWOOD WED JOIST: DESIGN, FABRICATION AND ERECTION N ACCORD4CE WITH THE LATEST EDITION I.C.C. REPORT ESR -1405. CONNECTIONS AND EEIPoNG MATERIAL TO BE SHOP CONNECTED TO JOISTS AND DESIGNED AND FURNISHED BY JOIST FABRICATOR. CALCULATIONS SHALL. INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWS: FLOOR ENE LOAD MAAMUM - L/480. FLOOR TOTAL LOAD MAXOMHU - L/24o. CONTRACTOR SHALL SUBMIT SUMP DRAWWGS WITH DESIGN CALCUTATXNS SEALED BY A REGISTERED ENGINEER FOR REVIEW PRIOR 10 MANUFACTURE ADDITIONAL JOISTS SHALL BE SUPPLIED AS REOUNCD TO SUPPORT MECHANICAL EQUIPMENT. PREFABRICATED WOOD TRUSSES: . PREFABRICATED WTOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS STATED IN THE GENERAT. STRUCTURAL NOTES OR AS LOCATED ON PLANS. BRIDGING SIZE AND SPACING WISE. G Of TRUSS MANUFACTURER UNLESS NOTED OTHER CONIRACTDR SHALL SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS. AND DESIGN CALCULATIONS SCALED BY A REGISTERED ENGINEER FOR REVEV4 PRIOR TO MANUFACTURE. CALCULATIONS AND SHOP DRAWINGS SHALL SHOW ANY SPECK. DEEMS REQUIRED AT BEARING POINTS. ALL CONKLCTORS SHAD. HAYE CURRENT LC.0 APPROVAL. CALCULATIONS S1IALL. INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWS: ROOF TOTAL LOAD MAXIMUM - L/240. ROOF LIVE LOAD MAXIMUM - L/360. ADDITIONAL TRUSSES SHALL BE SUPPLIED AS REQUIRED 10 SUPPORT MECHANICAL EQUIPMENT. MULTIPLE TRUSS UEUBERS SHALL BE FASTENED TOGETHER TO ALLOW TRANSFER OF SHEAR AND TENSION FORCES (MINIMUM 200 PLF) AT PLYWOOD SHEATHING JOINTS AND TO PREVENT CROSS GRAN BENDING OF TOP CHOIMS, ATTACHMENT SHALL BE A CONTINUOUS 20 GAGE METAL PLATE OR OTHER APPROVED MEANT. METHOD OF ATTACHMENT SHALL BE INDICATED ON SHOP DRAWINGS FOR REVIEW, TRUSS MANUFACTURER SHALL HAYE I.C.C. APPROVAL OR BE AN APPROVED FABRICATOR ACCORDING TO THE 9LIEDING JURISDICTION. TRUSS MANUFACTURER SHAT PERMWCNILY IDENTIFY EACH TRUSS. ym; SAWN LUMBER: FRAMING LUMBER SHALL COMPLY VAIN THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN WOOD PRODUCTS ASSOCIATION OR THE WEST COAST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER SHAD. BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER CRACK AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: SCREWS AT FLOOR SHEATHING SHALL BE IB X 2 1/2' LONG FOR SHEATHING LESS TAN I- THICK. ALL FLOOR SHEATHING SHALL BE CLUED TO SUPPORT MEMBERS WITH AN APA AFC -at OIMMED GLUE. AT CONTRACTOR'S ORION, USE 10d NAILS IN LIEU OF SCREWS AT FLOOR SHEATHING. ALTERNATE AMERICAN PLYWOOD ASSOCIATION PERFORMANCE RATED SHEATHING MAY BE USED AS AN ALTERNATE TO PLYWOOD WITH PRIOR APPROVAL OF OWNER. RATED SHEARING BALL COMPLY WITH I.C.C. REPORT NO. HER -124, EXPOSURE 1, AND SHALL HAVE A SPAN RATING AND SHEAR VALUE EQUIVALENT TO OR BETTER TIM THE PLYWOOD B REPLACES. ATTACHMENT AND THICKNESS (WITHIN 1/32') BULL. BE THE SANE AS THE PLYWOOD R REPLACES. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. HAILING ALL NAILS SHALL COtirm TO ASTM F 1667. AL HALING SHALL BE WITH COMMON NINE NAILS OR APPROVED EQUAL PER NC 2304.9.5, AL MILS AND FASIENER9 IN PRESSURE -TREATED OR FIRE RETARDANT W00D SHALL BE HOT -OPPED ZINC GALVANIZED STEEL. STARLESS STEEL SILICON! BRONZE, COPPED, OR APPROVED EQUN, TYPICAL UNLESS NOTED OIHERWISE. NAILS SPECIFIED BY PENNYWEIGHT SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: PQIDWEIOM: SHANK DIAMETER: SPAR /INDEX EDGE INTERMEDIATE USE: THICKNESS: MFR: ATTACHMENT: ATTACHMENT. ROOF 1/2' 32/16 84 NITS 5d N4t5 5/16• 7 /8• B' AT 6' O.C. AT 12' D.C. FLOOR 3/4' T A, C 40/20 SCIMNS PI 6' O.C. SCREWS cl 12' O.C. SHEAR WALL 1/2' 24/0 14 GAGE STAPLES 14 GAGE STAPLES 9' N/A _ _ _ _ NOT APPLICABLE AT 6' O.C. AT 12' O.C. SCREWS AT FLOOR SHEATHING SHALL BE IB X 2 1/2' LONG FOR SHEATHING LESS TAN I- THICK. ALL FLOOR SHEATHING SHALL BE CLUED TO SUPPORT MEMBERS WITH AN APA AFC -at OIMMED GLUE. AT CONTRACTOR'S ORION, USE 10d NAILS IN LIEU OF SCREWS AT FLOOR SHEATHING. ALTERNATE AMERICAN PLYWOOD ASSOCIATION PERFORMANCE RATED SHEATHING MAY BE USED AS AN ALTERNATE TO PLYWOOD WITH PRIOR APPROVAL OF OWNER. RATED SHEARING BALL COMPLY WITH I.C.C. REPORT NO. HER -124, EXPOSURE 1, AND SHALL HAVE A SPAN RATING AND SHEAR VALUE EQUIVALENT TO OR BETTER TIM THE PLYWOOD B REPLACES. ATTACHMENT AND THICKNESS (WITHIN 1/32') BULL. BE THE SANE AS THE PLYWOOD R REPLACES. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. HAILING ALL NAILS SHALL COtirm TO ASTM F 1667. AL HALING SHALL BE WITH COMMON NINE NAILS OR APPROVED EQUAL PER NC 2304.9.5, AL MILS AND FASIENER9 IN PRESSURE -TREATED OR FIRE RETARDANT W00D SHALL BE HOT -OPPED ZINC GALVANIZED STEEL. STARLESS STEEL SILICON! BRONZE, COPPED, OR APPROVED EQUN, TYPICAL UNLESS NOTED OIHERWISE. NAILS SPECIFIED BY PENNYWEIGHT SHALL HAVE THE FOLLOWING MINIMUM PROPERTIES: PQIDWEIOM: SHANK DIAMETER: NAIL BENDING YIELD STRENGTH (Fyb): 6d 0.131' 100,000 PSI 10d 0.148' 90,000 PSI 16d 0.162' 90,000 PSI WEAL DO NOT NOTCH OR DRLL JOISTS, BEAMS, OR LOAD DFABNG STUDS VARM PRIOR APPROVAL OF THE STRUCTURAL ENGINEER THRU THE ARCHITECT. DOUBLE UP FLOOR JOIST AND BLOCKING UNDER PMIRIONS. PROVIDE Z' SOLID BLOCX114G AT SUPPORT OF ALL JDISIS. DOUBLE UP STUDS AT JAMBS AND AS REQUIRED UNDER BENTS. EVERY OTHER STUD OF W00D FRAME ICAING WALL SHAD. HAVE A SIMPSON H3 ANCIIOR TOP AND BOTTOM, EXCEPT AT THOSE WAILS WHERE PLYWOOD SHEATHING IS NARED DIRECTLY 10 THE TOP AND BOTTOM PLATES. PROVIDE 2X SOLID BLOCKING AT M10-HEIGHT OF BEARING STUD WALLS. ALL NVUNG NOT NOTED STALL BE ACCORDING TO TABLE 2304.9.1 OF THE INTERNATIONAL BINDING CODE. WOOD CONNECTORS SAIL BE AS MANUFACTURED BY SIMPSON STRONG -TIE COMPANY, INC. OR OTHER MANUFACTURER WITH CURRENT AND EOLAVNM I.C.C. APPROVAL ' ALL FIELD CUT ENDS, NOTCHES, AND DRILLED HOES OF PRESSURE TREATED WOOD SHALL BE RMCAIED N THE FIELD IN ACCORDANCE WITH AWPA M4. ALL WOOD CONNECTORS N CONTACT WITH PRESSURE TREATED OR FIRE RETARDANT W000 SHALL BE HOT -DIPPED GALVANIZED, STAINLESS STEEL OR APPROVED EOLAL, TIPIGV. UNLESS OTHERWISE NOTED. STROP DRAWINGS: SHOP DRAWINGS SHALL BE SUBMITTED FOR ALL STRUCTURAL ITEMS N ADDITION 10 ITEMS REQUIRED BY ARCHITECTURAL. SPECIFICATIONS. THE CONTRACTOR SFWL REVIEW ALL SHOP DRAWINGS PRIOR TO SUBMITTAL TITS NOT IN ACCORDANCE WITH CONTACT DOCUMENTS SHALL BE FLAGGED UPON CONTRACTOR'S REVIEW VERIFY ALL DIMENSIONS WITH ARCHITECT. ANY CHANGES, SUBSMUTIONS, OR DEVIATIONS FROM CONTRACT DOCUMENT SHALL BE CLOUDED BY MANUFACTURED OR FABRICATOR. ANY OF THE AFOREMENTIONED WHICH ARE NOT CLOUDED OR FLAGGED BY SUBMRDNG PARTIES SHALL NOT BE CONSIDERED APPROVED AFTER ENWEER'S REVIEW, UNLESS NOTED ACCORDINGLY. THE ENGINEER FITS THE RIGHT TO APPROVE OR OSAPPROVE ANY CIWCES 10 CONTRACT DOCUMENTS AT ANY TIME BEFORE OR RATER SHOP DRAWING REVIEW, THE SHOP DRAWINGS 00 NOT REPLACE THE CONTRACT DOCUMENTS. ITEMS OMREEO OR SHOWN INCORRECTLY AND NOT FLAGGED BY THE STRUCTURAL ENGINEER OR ARCHITECT SHALL NOT BE CONSIDERED OUNCES TO CONTRACT DOCIWENT. IT IS THE COMPACTOR'S RESPONSIBILITY ED INSURE ITEMS ARE CONSTRUCTED TO CONTRACT DOCUMENT. THE ADEQUACY OF ENGINEERING DESIGNS AND LAYOUT PERFORMED BY OTHERS RESTS WITH TIE DESIGNING OR SUBMITTING AUTHORITY. REVIEWING IS INTENDED ONLY AS AN AID TO THE CONTRACTOR N OBTAINING CORRECT SUMP DRAWINGS, RESPONSIBILITY FOR CORRECTNESS SHALL REST WITH THE COMPACTOR BOLT DIAMETER VERT DOLT EMBEDMENT LENGTH HORR BOLT VADEDUENT LENGTH HEADED STUD FILLET WELD SIZE. S' 1/2' 7' 4• 1/4' 5/8' 7' 4- 5/16• 3/4' 7 5' 5/16• 7 /8• B' 6' 5/16• 1' 9' 7' 318' m Illllliii IIIII� - - -- 11/4' 11• 9' N/A _ _ _ _ NOTES: PROVIDE MOLARS. #00 BOLT, AND EXPANSION BOLTS, PER THIS SCHEDULE UNLESS NOTED ON PLANS OR ON DETAILS EXPANSION DOTS SHALL HAVE I.C.C. REPORT FOR SAME INSTALLATION Ai 'ANCHORS' USE 3/16' FILET TIICKNESS OF URYPACK DOES (1) (J) NOT APPLY TOWARDS EMBEDMENT. NOTES: I I 1. FACE OF WLU P - (2) OF W44 COLUMN, II ETC $ I. Z. N A.B. - - - _ ANCHOR VAT 0 _ _ _ _ AT (MEASUREMENT) N N, OR BOLT HEAD, ANCHdI BOT EXPANSION BOT HEADED STUD SMIIM (EPDXY BOLT SIMUA) a PRATE, ANGLE, TYPICAL ANCHOR, ANCHOR BOLT, AND avJNLL ETG X01 EXPANSION BOLT SCHEDULE 0.0.0 - - - - BOTTOM O DECK SCALE N.T.S. LORI LEG VERTICAL IfflIM 1. TOP BARS ARE ANY HORIZONTAL BARS PLACED SO THAT MORE TAN 12' OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE REINFORCEMENT. 2. UNLESS NOTED OIHEAWSC LAP SPLICES N CONCRETE BUMS, SLABS. WALLS, AND FOOTINGS STEW. BE CLASS 'D' TENSION LAP SPLICES. 3. CONTACT STRUCTURAL ENGINEER IF CENTER TO CENTER SPACING OF REINFORCEMENT IS LESS TAN OR EOW. TO 3 BAR DIAMETERS (0db). 4. LAP SPLICES BASED UPON TIC FOLLONINC STEEL PROPERTIES: 3 ly - 40 KSI A AND LARGER ly . 60 KSI ` LAP SCHEDULE FOR REINFORCING STEEL LJ •Ij'I'Ijl^Ijl ICI Ijl'I�I Ijl Ijl ICI I�I�I�I ICI Ijl I�1 ICI Iii; �IIlI�-I l���h_II_i__I.i_�.11_Ll.l _�_h_��., Incnl v I 1sl 1l I I I 2l I I . I ) '4�.. ;� A F . jasTcm S(nce187211 5X4 bll Ell Zll 6IL 011 II .III�IIII IlUlllll IIIIIIIU Illllllll Illllilll Illllllll �nlliul IIIIIIIII Ilfllllll IIII�IIII IIII�IIII IIII�IIII IIII�NII IIII�IIII IIII�IILI . ABBREVIATIONS A.B.C. - - - - AGGREGATE BASE CDURSE LEW. - - - - INSIDE FACE or WALL AFT. - - - ABOVE FUtNED FLDOR ILL - - - - INVERT ELEVATION ALT. _ _ _ _ ALTERHAIE Il��mllll� HORIZONTAL A.B. - - - _ ANCHOR VAT 0 _ _ _ _ AT (MEASUREMENT) K(IKIP) _ ®�mm _ - - - _ _ BEµ I FINESED LLL - - LOS (II _ _ _ LINE LOADS POUNDS B.F,F. - - - - BELOW IL FLOOR B.O.B. - - - - BOTTOM M BON WE - - - - LONG LEG HORRO T 0.0.0 - - - - BOTTOM O DECK LEV - - - - LORI LEG VERTICAL B.O.F. - - - - BOTTOM Lf FOOTING MFR('S) - - - MANUFACIURER('S) m Illllliii IIIII� � IIIIII� � ©® N/A _ _ _ _ NOT APPLICABLE �IIIIIII� N.T.S. - - - - ®�IIIIIIWi C.LEL - - - CENTALNE GF BEAM O.C. - - - - © ®IIIIII�� O.F.W. - - - - OUTSIDE FACE OF WALL C.L.F. - - - - CEHIERUIIE OF FCOING OPP - - - - OPPOSITE C.E.W. - - - - CENTEROE OF WALL P.C. - - - - PRECAST CONCRETE CLR - _ _ _ CLEAR PUT _ _ _ _ POUNDS PER LNFM FOOT ��IIIIII�IIIIII��� PROM - - - PREFABRICATED _ GONG CJ. - CONCRETE JOAN PSF _ _ _ _ ® ©�� REI - - - - -POUNDS PER SQUARE NCH CONCRETE ONO C.M.U. - - - CONCRETE UISONRf UNIT RFNF - - - - REINFORCING CONN - - - - CONNECTION Sul - - - - SHORT LEG HORIZONTAL COAT _ _ _ _ CONTINUOUS SLV _ _ _ _ SFIOgT LEG VERTICAL D.E. _ _ _ _ _DEAD LOAD ' SDI _ SMEAR 0 OR D0. - - DIAMETER SO - - - ' - SQUARE ON _ - _ _ _ DOWN STD _ _ _ _ STANDARD DWGCS) _ _ _ DRAINING(S) T.L. _ _ _ _ TOTAL LOAD E.O.S. - - - - EDGE OF SUB 1.08. - - - - TOP OF BEAM EL OR ELEVr. - - EIEYATFA T.O.D. - - - - TOP OF DECK EO--- - -EQUAL T.OE. - -- -TOP OF FOOTING EQUIPMENT T.O.G. - - - - TOP OF GRATE EX . - - - - IXPANSIO'I T.OL - - - - TOP OF LEDGER IfflIM 1. TOP BARS ARE ANY HORIZONTAL BARS PLACED SO THAT MORE TAN 12' OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE REINFORCEMENT. 2. UNLESS NOTED OIHEAWSC LAP SPLICES N CONCRETE BUMS, SLABS. WALLS, AND FOOTINGS STEW. BE CLASS 'D' TENSION LAP SPLICES. 3. CONTACT STRUCTURAL ENGINEER IF CENTER TO CENTER SPACING OF REINFORCEMENT IS LESS TAN OR EOW. TO 3 BAR DIAMETERS (0db). 4. LAP SPLICES BASED UPON TIC FOLLONINC STEEL PROPERTIES: 3 ly - 40 KSI A AND LARGER ly . 60 KSI ` LAP SCHEDULE FOR REINFORCING STEEL LJ •Ij'I'Ijl^Ijl ICI Ijl'I�I Ijl Ijl ICI I�I�I�I ICI Ijl I�1 ICI Iii; �IIlI�-I l���h_II_i__I.i_�.11_Ll.l _�_h_��., Incnl v I 1sl 1l I I I 2l I I . I ) '4�.. ;� A F . jasTcm S(nce187211 5X4 bll Ell Zll 6IL 011 II .III�IIII IlUlllll IIIIIIIU Illllllll Illllilll Illllllll �nlliul IIIIIIIII Ilfllllll IIII�IIII IIII�IIII IIII�IIII IIII�NII IIII�IIII IIII�IILI . ABBREVIATIONS A.B.C. - - - - AGGREGATE BASE CDURSE LEW. - - - - INSIDE FACE or WALL AFT. - - - ABOVE FUtNED FLDOR ILL - - - - INVERT ELEVATION ALT. _ _ _ _ ALTERHAIE IKRZ _ _ _ _ HORIZONTAL A.B. - - - _ ANCHOR VAT 0 _ _ _ _ AT (MEASUREMENT) K(IKIP) _ X,000 POURS _ - - - _ _ BEµ I FINESED LLL - - LOS (II _ _ _ LINE LOADS POUNDS B.F,F. - - - - BELOW IL FLOOR B.O.B. - - - - BOTTOM M BON WE - - - - LONG LEG HORRO T 0.0.0 - - - - BOTTOM O DECK LEV - - - - LORI LEG VERTICAL B.O.F. - - - - BOTTOM Lf FOOTING MFR('S) - - - MANUFACIURER('S) O.O.P. - - - - BOTTOM O PLATE MA5 CJ. - - - . MASONRY CONTROL JOAN BRC - - - - BEARING MECIfL - - MECHANICAL CJ.P. _ _ _ _ CAST N PACE N/A _ _ _ _ NOT APPLICABLE C.L. - - - - CENTERLINE N.T.S. - - - - NOT 10 SCALE C.LEL - - - CENTALNE GF BEAM O.C. - - - - ON CENTER C.LC - - - - CENTERLINE OF COLUUN O.F.W. - - - - OUTSIDE FACE OF WALL C.L.F. - - - - CEHIERUIIE OF FCOING OPP - - - - OPPOSITE C.E.W. - - - - CENTEROE OF WALL P.C. - - - - PRECAST CONCRETE CLR - _ _ _ CLEAR PUT _ _ _ _ POUNDS PER LNFM FOOT CONC - - - - CONCRETE PROM - - - PREFABRICATED _ GONG CJ. - CONCRETE JOAN PSF _ _ _ _ POUNDS PER SQUARE FOOT CONE SJ, - - SAWCUT JOINT REI - - - - -POUNDS PER SQUARE NCH CONCRETE ONO C.M.U. - - - CONCRETE UISONRf UNIT RFNF - - - - REINFORCING CONN - - - - CONNECTION Sul - - - - SHORT LEG HORIZONTAL COAT _ _ _ _ CONTINUOUS SLV _ _ _ _ SFIOgT LEG VERTICAL D.E. _ _ _ _ _DEAD LOAD ' SDI _ SMEAR 0 OR D0. - - DIAMETER SO - - - ' - SQUARE ON _ - _ _ _ DOWN STD _ _ _ _ STANDARD DWGCS) _ _ _ DRAINING(S) T.L. _ _ _ _ TOTAL LOAD E.O.S. - - - - EDGE OF SUB 1.08. - - - - TOP OF BEAM EL OR ELEVr. - - EIEYATFA T.O.D. - - - - TOP OF DECK EO--- - -EQUAL T.OE. - -- -TOP OF FOOTING EQUIPMENT T.O.G. - - - - TOP OF GRATE EX . - - - - IXPANSIO'I T.OL - - - - TOP OF LEDGER IXP. JT - - - (EJJ IXPlNSMN JOAN LOA. - - - - TOP OF MASONRY E.W. _ _ _ _ EACH WAY T.OP. _ _ _ _ TOP OF PLATE F.F. _ _ _ _ FINISHED FLOOR Los: _ _ _ _ TOP OF STEEL F.O.M. _ _ _ _ FACE OF MEMBER T.O.W. _ _ TOP OF WALL COIL - - - - FACE OF STEEL TYP - - - - _ TYPICAL F.O.W. _ _ _ _ FACE OF WAR, U.N.O. _ _ _ _ UNLESS NOTED OTHERWISE W - _ _ _ _ GAGE VENT _ _ _ - VERTICAL GALA _ _ _ - GALVANIZED WSIP _ _ _ _ WATER STOP GSN _ _ _ _ GENERA STHICTUIUL NOTES W.W.F. _ _ _ _ WELM WIRE FABRIC OD (GUAM) - (UKD LMMtED BEAM W/ _ _ _ _ _ WITH . W/0 _ _ _ - WRHw 9 q g o El 0 U=„ J Z = N 3 MM • d � ''� LL o: v an w P- / W h E-Z -� (1) (2) NOTES: Z v 1. CONCRETE SUB ON GRADE g SAWCUT- I/8' WIDE X 1/4 va SUB THICIONESS N DEPTH- CUT ° •• SEOUL BE MADE SOON ENOUGH TO PREVENT r�A' e CRACKING, BUT NOT CAUSE SAN CUT JOINT Y1L!Nw. SPRING OF THE CONCRETE p WHILE SAWING. WORK MUST BE Z_ O (I) ACCOMPLISHED 'ATM (3) Ea RETE PLACEMENT. -9 p Z Z 3. CONLUOUS KEY- SEE TYPICAL M W Q 0 Z 3 Z 2' Z 2 �y. .• KEYED JOINTS NEED ONLY O (L j a �toJQ141' R 4' AQ_ OCCUR AT EXPOSED EDGES 0 m m 9 '1' -0• a. 6' r'= t� DURING PLACEMENT UNLESS Q a PLUG GO NOTED ON THE U Zt M CONTROL JOINTS IN a N a D 03 CONICREME SLAB ON GRAIDE SCALE: N.T.S. : NOTES: 1 1. CONCRETE iii Y. MATERIAL PRIOR 10 PLACING O I ADJACENT CONCRETE Z 1 1/2' (2) i� Z Z W.0 P Q e ° . e• - a ALL DIMENSIONS ARE 31/2' U b J • . G °• Q a YYYJJJ F a .G' �H 1 EL1m �ItT � y U � o Y 11�II EEmpXq _ 0 Q �� n TYPICAL KEY IN CONCRETE . 7- SCARE; N.T,S. A i GABLE ENO) TRUSS SCALE. N.Ts. NOTES: I. EDGE HALING 2, WOW FASCIA WITH (2) 10d NAILS PER OUTRIGGER 3. 2.4 OUTRIGGER O 24' O.C. 4, SIMPSON A35 CUP O 21' O.C. 5. GABLE END TRUSS 6. SHEATHING AND ATTACHMENT PER SHEARWALL SCHEDULE, CONTINUE SHEATHING OVER GABLE END TRUSS 7. 16d IOENMS 0 6' O.C. 8. 2.4 BRACE 0 48' O.C. WITH SIMPSON A35 CUP EACH END 9• WOOD TRUSS PER PLAN r- (2) (6J NOTES: (y) (21 6 � k l I. iII lIII �_!iII1I �JIiIII EDGE OF SHEARWALL (s) (y) ANCHOR BOLT 2. CONTINUE HEADER 70 ENO STUD 2. DOUBLE STUDS AT SHEARWALL t t 2, I 3. EDGES - ATTACH STUDS TO .I' (4) I 3. ADJACENT STUD WITIN I0d NAILS I• ITOOR OUSE PLATE O 12' O.C. I' (6) UNIFACIURERS RECOMMENDATIONS 3. EDGE RULING - ALSO NAIL TO I, 5' TOP � AS EWE OF I (o (6) ° SHFARWALL HA ILING (6) a - 4. HOIDONN REQUIRED BOTH EWES 7. (2) 2. STUDS OR 4 POSE OF SHEARWALL B 5. •• .. II, (4) • S. SHFATTUNG AND ATTACHMENT PER SHEARWALL SCHEDULE •a • { ,II • S. ANCHOR BOLTS PER SHEARWALL • �•; • 9. SCHEDULE . I n : W I• °LJ Il . 7. TREATED RASE PLATE PER SHEARWALL . 40I SHEARWALL DETAIL W rH SIMPSON •HI -3 STRAP TIE HOLDOWN SCALE: TUTS. EMBED 7' MINIMUM WITH 2'.2.3116' 12' D.C. Ic AD I6' MN. (I) (6J NOTES: (2) 6 � k l I. iII lIII �_!iII1I �JIiIII 1, 2. TOP PLATE (y) ANCHOR BOLT 2. CONTINUE HEADER 70 ENO STUD V J Q t t 2, I 3. ad NAILS O 3' O.G EACH WAY (B) I 3. 4. ON HEADER SIMPSON STHD14 - INSTALL PER ITOOR OUSE PLATE (7) SHEARWALL SCHEDULE UNIFACIURERS RECOMMENDATIONS ONE i 5' (2) 10d NAILS TD HEADER 6 OrS 0 (6) ° B. CORNER ENO STUD AS OCCURS "• ' rl -/ S. 7. (2) 2. STUDS OR 4 POSE (4) (p) 5. . U HAILS O 3' O.C. ALL PLATES,. 2. (l) BOLT PER SHEARWAU. ERS HEAD AND STUDS (Z) I a. 9. 1/2' NOMINAL APA RATED SHEATHING (t) (10) 10. (2) 5/8' DWAETER ANCIDR BOLTS - •HI -3 (11) ONE EMBED 7' MINIMUM WITH 2'.2.3116' 12' D.C. (12) 30.E 0 PULE WASHER 6 O (I!) 11. (3) 2. PLATES - HAL SHEATHING 10 EACH PULE i 6 II () 12. U NAILS 0 3' O.C. KID EACH PLATE 7' MIN. i 13. TOP OF CONCRETE ' • • 1(QIES; • . d • •d A ALL STUDS TO BE DOUGLAS FIR 12 IN 5 8 / /' O 2/' O.0 • ! d •� SCJJL• N.T.S. I LATERAL RESTRAINT PANELS ' B. RARE STEW WALL HEIGHT AS RECURRED 10 MAINTAIN 6'-0' MAIL PANEL HEIGHT. LATERAL RESTRAINT PANEL 'tNJ SCAM HIS s @ SGUE: N.TS. ONE -STORY SHEARWALL ELEVATION NOTES: 1. MULTIPLE STUDS (MINIMUM 2 UN.O.) AT EACH END OF PANEL RULED AS BUILT -UP POST 2. HOLDOWN PER PUN 3. WOW STUD 4. BLOCKING FWARED AT SHEATHING PANEL JOINTS 5. ANCHOR BOLTS PER SHEARWALL SCHEDULE 6. SHEATHING AND ATTACHMENT PER SHEARWALL SCHEDULE 7. FUBSHFA FLOOR NO7E5: 1. WOW STUD WALL 2. DOUBLE STUD AT EDGES OF STEM WALL 3. SLAP PER FLAN. CENTER STRAP BETWEEN FLOORS. 4. SOLD BLOCK UNDER SW AS REO'0 S. BLOCKING OR RU JOIST AS OCCURS NOTE' WALL SHHEATHWG NOT SHOWN FOR HOLDOWN STRAP AT WOOD STUO) WALL SCNL• TITS T 3 I -(2) T II II �I u�u II! i $HEAR WALL SCHEDULE II 11 it p� "' !{41E$ SEES 6 � k l I. iII lIII �_!iII1I �JIiIII STUDS (MUMAN 2 ME 6 .I• • BASE PLATE ANCHOR BOLT EACH D (6) V J Q t t 2, I NAILED AS BUILT -UP POST WOW STUD . (7) (B) I 3. NIrort PER •I �I• ITOOR OUSE PLATE I I I I SHEARWALL SCHEDULE 112' PW ONE __IIIIII _ _ _ 4. MOCKING REQUIRED AT SHEATHING ,I, 6 OrS 0 5/67 046' O.C. PANEL JOINTS SIMPSON A35 0 48' O.C. rl -/ S. SIMPSON SIRUP PER PIAN 14 G1GE STAPLES 0 4' D.C, 12' O.C. 6. HOLDOWN PER PLAN 5167 0 48' O.C.. 2. 7• II II BOLT PER SHEARWAU. (Z) I a. SCHEDULE FIRST FLOOR LINE (t) II II II 9. Ib�b•�h• SECOND FLOOR LINE 21' O.C. •HI -3 �IIII✓�(4) ICI II ONE b � .• I' '' 12' D.C. II II III II II II III II 30.E 0 •'• d.' d : 6 O II III II II II I I 5/87 0 16, O.C. • ��J • ' • 6 II () , • n. I DETAIL Coi -2 1/ :' Pn ONE SHEARWALL VM TWO -STORY SHEARWALL ELEVATION �7 SCALE: N.T.S. n AT FLOOR WPPORTED B) tiA/`f S2 IU NAILS ,OC 5 8 / /' O 2/' O.0 3. SCJJL• N.T.S. I $HEAR WALL SCHEDULE WALL SHEATHING SEES EDGE �E FIELD G FRAMING AT ADI. BASE PLATE ANCHOR BOLT FDN SILL PULE/ ELOCFONC/PoM JOIST V J Q RECEIVE APA RATED SHEATHING, FULLY BLOCKED WITH MUMUM EDGE ATTACHMENT OF 14 CAGE STAPLES 6' Z W Ib a W 0 D.C, 12' O.C. FIELD. Q n T- L11 PANEL EDGES ATTACHMENT . SPACING ., ITOOR OUSE PLATE ATTACHMENT PI -6 112' PW ONE 14 CAGE STAPLES 0 6' O.C. 12' D.C. L 6 OrS 0 5/67 046' O.C. 2. SIMPSON A35 0 48' O.C. rl -/ 1/2' PW ONE 14 G1GE STAPLES 0 4' D.C, 12' O.C. 2. 16d NAILS 0 5167 0 48' O.C.. 2. ,SIMPSON A35 O - 4. 04C. 21' O.C. •HI -3 1 /Z' PIN ONE 14 CAGE STAPLES 0 3' O.C. 12' D.C. J. OR (2) 2. 30.E 0 S/e7 D 32' O.C. Jr SIMPSON A15 0 5/87 0 16, O.C. 2. 16 , Coi -2 1/ :' Pn ONE 14 DUCE STAPLES O Z' O.C. 12' D.C. 3x OR Z 2x () S2 IU NAILS ,OC 5 8 / /' O 2/' O.0 3. I )SIUPSW NS O e• C.C. IOCh . 1(18 � ��® c :Iq� '`t }..+ekaW+kU YJ�1t?(Wyl�ua 4�9!t Arx#��:.,�t?d�L�•'r�h kr>u11+� .. ' � - .! t 1 !.�1Fm• �A\Hi'ilrR 1 9t k1 � i< t 1�"N j 2 Fk 1 .. +2'� . �. S(Nce1872 5 L b L E L Z L -. i � b� .:� 0 ;4��� G�� 8,t',L�+ �s��`r� 9�� 5. , b... E Z 6:•. " WD .: !,; I�IL��Ii����l�� ►�i����l����i����l 111 1111linI III lIIII i�����illilli����l����i► ���1� ►���f�►�1���►�iiiiliiii�iii.il 4 76 NOTES: 1. EDGE OF SHEARWALL Y 2. DOUBLE STUDS AT SHEARWALL v� EDGES - ATTACH STUDS 10 ° ADJACENT STUD WITH 10d NAILS i 6 O 12' O.C. b 0a (2) J. PUKE SLUE AS EWE OF TOP SHEARWALL NAEING 4. RJ TYPE HOLDOWN REQUIRED a (6I BOTH EDGES OF SWARWAL () S. SHEATHING AND ATTACHMENT PER e SHFARNALL SCHEDULE V ■ + 5 k 5. EDGE NAILNG AT SILL PLATE �!, • 0 2) SCHEDULE ANCHOR WILES PER SIEARWAl �b7 SCHCDUHE (II)8. BASE PLATE HALING PER SHEARWALL SCHEDULE 1 )9. PLYWOOD SHEATHING (' '• 10. RIM JOLT v V Z o 11. TREATED BASE PLATE PER J liH m SHEARWALL SCHEDULE 12. CRAPPIE STUDS AT STRAP =' : 3 LOCATIONS d i IMPSON STRAP TIE HOLDOWN od Im ZOUNIDATION W Co LLI " W L Z w • x �q vJ V J O i Z S N LU U C4 Z o 00 "no z m w ¢ Oz3Z ZE0 z T Omj3 � 5�Of Q a a >E SHEARWALL STRUCTURAL NOTES: J I, rRAMNG STUDS SN1U. BE FEN FIR J2 SPACED AT 16- D.C. a MA)ODUW. THICKNESS OF STUDS SHALL BE 2. UNLESS OTHERWISE NOTED IN SCHEDULE. 2. SHEARING PANELS WAY BE DYED VERTICAL OR HORIZONTAL BLOCK ALL HORIZONTAL EWES VAIN 2. OR S. BLOCKING TO L).( WIDTH UNLESS NOTED OTHERW MATCH STD OTHERWISE W Z J 3. ALL D(TEROR WALLS NOT OESIGNUED AS SHENRWALLS STALL V J Q RECEIVE APA RATED SHEATHING, FULLY BLOCKED WITH MUMUM EDGE ATTACHMENT OF 14 CAGE STAPLES 6' Z W Ib a W 0 D.C, 12' O.C. FIELD. Q n T- L11 4. NWUNG APPLIES TO ALL SUDS. TOP AND BOTTOM PLATES AND BLOCKING. Cf) QJ � 3 Q J 5. MINIMUM ANCHOR BOLT SPACING OF 45' O.C. UNLESS OTHERWISE NOTED IN SCHEDULE JINNUM OF 2 ANCHORS PER r Q LZ 4 3 WALL PROVIDE 2'.2'.3 /16' SQUARE WASHERS AT EACH ANCHOR. W NOT RECESS BOLTS. j 6. STAPLES SHALL BE 11 GAGE WITH A CURE DIAMETER OF 0.080 = r DID T co w INCHES AND A MINIMUM OUTSIDE DIMENSION CROWN WIDTH OF 7/16' AS PER ESR -1539 OR APPROVED EQUAL t- slaCr Na 7. BLOCKINO/RM JOIST ATTACHMENT NEED NOT BE USED WHERE S1.3 THE SHEATHING R DIRECTLY ATTACHED 70 FIE GASE/SU. PLATE WITH EDGE NANNG. PROTECT Na S. AT CONTRACTOR'S OPTION, 8d NAILS MAY BE USED W LIEU OF 14 GNX STAPLES. 14']('�1G LL..::JJ VV A nn, WOOD HEADER cva SCALE: N.T.S. NOTES: 1. WOOD STIR WALL 7. WOOD HEADER PER PUN 3. (2) 16d TOENAILS EACH SIX EACH END 4. (2) I6d NAILS AS SHOWN 5. RUN VERTEAL STUDS UP PAST HEADER AS SHOWN - 6. (2) 16d NAILS O 12' O.C. 7. 16d INKS 0 12' O.C. STAGGERED BOTH SIDES 5. DOUBLE STUDS UNDER HEADER BEARNCS FOR OPENING WIDTHS GREATER TRW W -0' 2 O a 6' -D' uMuuu LAP TYPICAL SPLICE OF TOP PLATES 21v SCALE: HIS. NOTES: 12' (1) 1. ,/4 DEPTH OF MEMBER, 1YWCA. (2) 2 1/2'1 BOLT, MNIMUu • 1 (2) 2.12 AND LARGER USE 1/2' (1) (4) A DOLTS 0 24' O.C. 4. 16d wIL. MM UM (1) (4) (2) (2) OPTION 1 (3) 5. (2) 200 AND SMA LFR USE 16d 6. W.L.S AT 12' O.C. STAGGERED (1) NOTES: 9 (4) ATTACHMENT (BOLTS OR RUNS) . MI 0 o COMNUIOUS FOR LENGTH OF (J) (3) MEMBER. O O OPTION 2 (s) NOTES: I. TOP PLATE SPLICE MR STUD ONLY. 2. DOUBLE TOP PUTS 3. KOO STUDS. NOTES: I. 6. SAWN OR 5 1/8' OLD 2. (6) 16d RAINS EACH SATE, TYP. 3. PLYWOOD FILLER 4. 4. SAWN OR 3 1/8' OLD BUILT -UP WOOD MEMBER n,A BUILT -UP POST PERPENDICULAR TO WALL Glu SCALE V.S. GPt SCALE: N.TS. NOTES: (I) (4) NOTES: 1. WOOD TRUSS PER PLAN I. EWE NAENC 2 PLYWDOO SWATHING 2. RIDGE VENTS 3. EDGE WL1N0 (2) 3. MOD MISS PER PLAN (I) 1. 2. BLOCKING (3) (2) 4. PLYWOOD S14FATHING (3) S. EDGE NAINC WITH RIDGE VFNf9 (4) 5. 7. SOUP BLOCKING 6. SHEATHING AND ATTACHMENT PER (B) SHEARWALL SCHEDULE (1) 7. SIMPSON H2.5 AT EACH TRUSS -� (4) C (7 AT GIRDER TRUSS, USE SIMPSON (9) H25 EACH SIDE OF ORDER aiI. WOOD FASO% WITH (2) 10d (5) RATS PER TRUSS 3) (6) 9. 16d WAS TO MATCH SPACING OF VICE AWING WITIM RIDGE %ENTS 0 WOOD TRUSS AT WOOD STUD WALL 301 SGIE: N.T.S. NOTES: 1. 2. OR VALLEY SET OVER �..-•' l 1••''• FRAMNG AT 24' O.C. -^'"` )) .- •-- ••._,;" - I :I 2. WOOD TRUSS PER PLAN BELOW t• ^^ 3. LINE OF PLYWOOD SFEAIHIA joins „• /.'r ( -� •- "•`�I�t -•. 4. 2.8 UYW MT OVER PLYWOOD _ -t t- "••rt SHEATHING WITH (3) 16d WAS - -. -., - -• -... TYPCk AT EACH TRUSS -"' -;�5) ^I,I .. - ~- - •r. %';'y -i-�{ 5. SIMPSON A34 OR (2) 16E I -•a)t NO�TOESN, IS 1. PLTYAOD SHEAIHINO ON PRIMARY - ROOF TRUSSES Sw1L BE - -1") f•: ^'- 'x••.•.1,1` 2 FOR CLARITY, SHEANWO MR )- :- •..•I,(" VALLEY FRAMING NOT SHORN. .--"•'- _ "'- "'•••••.:. - 3. AT 2. OVER FRAMING USE 111E FOLLOWING: PLAN - TYPICAL VALLEY 0' -4' - -. 2x4 MIN. 4' -8' 2.6 MIN. �n FRAMING AT WOOD TRUSSES °o'10s' =2: o IAN": vv SCALE V.S. nnn REP we SCALE N.7.5. WOOD TRUSS AT WOOED BEAM gn SCALE: N.T.S. NOTES: 1. WOOD TRU55 PER PUN 2 SYPSON A35 CUP AT EACH TRUSS 3• PLYWOOD SHEATHING 4, EWE RUNG 5. 2. BLOCKING WITH (3) 16d NALS PER BLOCK 6. WOW WMI . 7. WOW FASCIA WITH (2) . 10d NNLS PER TRUSS 11. ME PLATE NNUNC PER (�) SHFARWALL SCHEDULE 2. PLYWOOD SHEATHING (2) (I I) (6) 3, BLOCKING 0 48' O.C. BY JOIST MANUFACTURER 4. RIM JOIST BY JOIST (7) MANUCACTURER -ATTACH (4) (6) WITH 2) IDd HAAS PER BLOCK 5. PLYWOOD WEB JOISTS PER PUN G. DECIONG PER ARCHITECTURAL DRAWING 5) (I1)(g) 7. 2. P.T. LEDGER ATIA04ED (10) TO RIM JOSH WITH (2) SOS 1/4' . 4' WOW SCREWS 0 12' O.C. 5• SIMPSON LU TYPE HANGER 9. W000 JOIST PER PUN 10, WOOD STUD WALE OR CONCRETE STEM WALL AS , DGERS @ RI�ST WITH LEDGER wl- SCALC: N.T.S. AM �lNOTES: I• .(6) 16d N4LS 2. (4) 16d NAGS 3. FULL NEKNT STUD 4. CONTINUOUS DOUBLE TOP PLATE 5. WOOD HEADER PER 6• (2) CRIPPLE STUDS 212 BUILT -UP POST PARALLEL TO WALL SCALE: N.T.S. 1. EWE NAILING 2. PLYWOOD SWATTING 1 (2) 16d NALS PER STUD , 4. COHTM10U5 L LEDGER , 5. SO4PSON W TYPE RANGER 6. WOOD TRUSS PER PLAN 7. W SOUD D WALL / �•Ei) L(6) B. WOOD STUD CONE ` ��/ (3)� WOOD TRUSS AT WOOED STUED WALL C SCALE: N.T.S. WOOED TRUSS AT GIRDER TRUSS 31: SCALE: N.T.S.' J Inch 1/10 11 2`I 3I tr \V��T: /. sltt het 2 Non S(nce18�2T■ ,f) SIN 7,1 :£ 46 tib. EL Z6:` i 661k':IOL NILI�I�IIIIIIIIII�I�II�Il����► �1�� ►�I���I����I����i����i������ ►1����I���� I I RA13., I. EWE NARNG 2. PLYWOOD SHEATNNG 3. ORDER TRUSS PER PLAN 4. JACK TRUSS PER PLAN 5. SIMPSON W TYPE HANGER. AT HIP CARRIER, USE SIMPSON TH TYPE HANGER IE WOOD TRUSS TO TRUSS GIRDER 304 sFALE N.T.S. t NOTES: 1RYW SHFATHNC 2. PREFABRICATED WOW TRUSS 3. EDGE WILING 4. 2. BLOCKING WITH (3) 16d NAILS PER BLOCK 5. HANGER BY TRUSS MANUFACTURER 6. PREFABRICATED WOW TRUSS GIRDER WOOED TRUSSES AT WOOD TRUSS 17v0 SCALE: N.Y.S. Ul:b 1. EDGE FAILING 2 SIMPSON HIS AT EACH TRUSS 1 PLYWOOD SHEATHING 4. PREFABRICATED WOOD TRUSS 5. HP CARRIER TRUSS 6• SAPSON TRUSS HANGER �VL 4p b !' a'b7 ■ U� JZ�s J j 1. = y 3 + C 1 v .+GJ EWE R (n Lu " ` A� fL z y r x r Cl) V J o 3 Z `L)) g W N O 9 0 � Z m W a o (7Z 3Z ZLL M N Omj3 Z Lm CO B Q N Q Irl CO g Z_ 8 WO Q 0 En z Won a cl) w a--I ir Z I- 3 a! W :3 rp chi a Z :Yd ■� 9MCT N4 T� S1.2 � lmoxct Na � 12916 J1 ..?•.rti 7 #£ a M. 9 1 4. vq .. , jz NOTES: 1RYW SHFATHNC 2. PREFABRICATED WOW TRUSS 3. EDGE WILING 4. 2. BLOCKING WITH (3) 16d NAILS PER BLOCK 5. HANGER BY TRUSS MANUFACTURER 6. PREFABRICATED WOW TRUSS GIRDER WOOED TRUSSES AT WOOD TRUSS 17v0 SCALE: N.Y.S. Ul:b 1. EDGE FAILING 2 SIMPSON HIS AT EACH TRUSS 1 PLYWOOD SHEATHING 4. PREFABRICATED WOOD TRUSS 5. HP CARRIER TRUSS 6• SAPSON TRUSS HANGER �VL 4p b !' a'b7 ■ U� JZ�s J j 1. = y 3 + C 1 v .+GJ EWE R (n Lu " ` A� fL z y r x r Cl) V J o 3 Z `L)) g W N O 9 0 � Z m W a o (7Z 3Z ZLL M N Omj3 Z Lm CO B Q N Q Irl CO g Z_ 8 WO Q 0 En z Won a cl) w a--I ir Z I- 3 a! W :3 rp chi a Z :Yd ■� 9MCT N4 T� S1.2 � lmoxct Na � 12916 SITTS & HILL ENGINEERS. INC. DESIGNED J. H DATE b3inilDto JOB 1291 JO TACOMA, WASHINGTON (253) 474 ' CHECKED DATE SHEET PROJECT k h ili4b\ Di l i tth 1 i CA Al li LIA - 15)1911 ill IS 41.441.1.11 „ ..t.auLL 0F , - hi:646i iihri lisi5 . - - . . . - : . : • . : - . , . , . . . . . . , . , 4 ■ ■ y . ■ > ... . . . . • . . 1 . . it".,1,, 7....... • • ..t - - - • ; , 74.41i...3.-1, ble_l_..4.1.5 Tip _-_,._ • „__• , . • - ; ._ , , . • , . • I ; - ft 3 l it :G , I tAXi- ‘, VLSE,.: • 3 , 4 , 1 4 - 1 1 ■-• - Illtielleartli r t42,.$1 ' i . : r t 4' - llPh..i, Itt t: 1H f'l it +7. ; /I2. lb. . . , . ,. . . . . . . i . i - J 1:-. 2 . .1 , ' ii- , , la b[ i J,IZt jai ii-: 6.d fiej ,F Of il, , i .4.4tti VII f. 1 3/ • ' • : H I i /ttL-AH - L-1-' - 1 ” _. 4. , ; : • , ' f ! - ; 4 -t- - ■ • r Lit I ' • : . • • • • t . • ' T t t f usc 642, t2i [ fr ■ • , . " • r I : 4--: . f ■ ' , : , ' ' • , , ._..,. , r r r 4 : A I - J r i I r r t r r i 1 r rrr f - - t ' ' 4 - ' ..„ ; . , , , , . L 1 1 4--i- L ' ■ 1 4 ' 1 ■ •- 4--• .. --1-• ■ : : _ ' . •. ' t I- 1 r 1 r • I t• r , - 4 " I I T .4, t 'I" 2 .;;;' t t + SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474 -9449 %1I a L9.44 a : Viz . :XS Y J447 !S A1.0 t: w : z r ; _z z E It+.4k4 14 el wriLYsis /0 Q�rg .r, -Ott - X a USE:'Iz I.Q'4 ,25 --: PROJECT DESIGNED . -• F, DATE D?:10 )!ino JOB 4 )Z ) •P CHECKED DATE SHEET 0F06 SITTS & HILL ENGINEERS, INC. DESIGNED DATE 0370 JOB R. 9/b TACOMA, WASHINGTON (253) 474-9449 CHECKED DATE SHEET a )� -� 4 J � - al r) I.ra,cldg-, OF 07 • PROJECT tl�Hl I. ➢'r 7` Y lo ��A A .� ,7110 04472/2)• - �✓�ryi, iy � r'/`� h r 'f giiinnuc; Atiiril.ysi4 ` 1 'ZS LN=G ' - L5 *J 2. lid, tl : c>SE Bearing a Supports Max. Left Reaction Max. Right Reaction I DL DL DL 0.031 : 1 0.3 k -ft 10.9 k -ft 0.32 k -ft at 2.500 ft 0.00 k -ft at 5.000 ft 0.00 k -ft 0.00 k -ft 10.87 Iv 8.59 psi Fv 276.00 psi is 0.000 ft Rb 0.000 Max Moment 0.32 k -ft 0.00 k -ft 0.00 k -ft a Left Support 0.27 k 0.980 in2 276.00 psi 0.26 k 0.26 k Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 40.00 #/ft #/ft tf(ft Center Span 5.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Ex/ Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi Total Load -0.004 In 2.500 ft 15,931.73 LL LL LL Span= 5.00ft, Beam Width = 3.500in x Depth = 9.in, Ends are Pin -Pin Sxx 47.250 in3 CI 256.250 Sxx Req'd 1.39 in3 0.00 in3 0.00 M3 a Right Support 0.27 k 0.980 in2 276.00 psi Scope: Reactions... Left DL Right DL Title: Dsgnr: Description : Bearing Length Req'd Bearing Length Req'd 62.50 #/It *ft #/ft Maximum Shear • 1.5 Allowable Shear: Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl a Left Right n Camber. @ Left Center a Right 0.10 k Max 0.10 k Max Area 31.500 in2 Allowable fb 2,760.00 psi 2,760.00 psi 2 760.00 psi Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.113 in 0.113 in Job # Date: 12:25PM, 2 MAR 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.3 k 8.7 k 0.26 k 0.26 k 0.000 in 0.002 in 0.000 in 0.26 k 0.26 k 0.000 in 0.000 in 0.0 0.0 I [Stress Caics r 08 Rev: 580004 User: KW- 0602811, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engtneering Software General Timber Beam Page 1 12916.ecwCalalations Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Full Length Uniform Loads I Summary [Deflections Section Name 3.5x9 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever R2 I Span= 4.00ft, Beam Width = 3.500in x Depth = 9.1n, Ends are Pin -Pin Max Stress Ratio 0.121 : 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow tb 281.14 psi Fb 2,760.00 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D. @ Center (5) Left @ Right Bending Analysis Ck 20.711 Le Cv 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction DL DL DL Center Span 3.500 in Left Cantilever 9.000 in Right Cantilever GluLam Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi 1.150 Fv Allow 240.0 psi Pin -Pin Fc Allow 650.0 psi E 1,800.0 ksi peed Load -0.003 in 2.000 ft 14,766.0 L. Deft) ... 0.005 In 0.000 in 0.000 in 216.00 #/ft #/ft #/ft 1.1 k -ft 10.9 k -ft 1.11 k -ft at 2.000 ft 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 10.87 fv 33.32 psI Fv 276.00 psi 0.000 ft 0.000 Max Moment 1.11 k -ft 0.00 k-ft 0.00 k -ft @ Left Support 1.05 k 3.802 In2 276.00 psI Tota Load -0.008 In 2.000 ft 5,762.34 Sxx CI LL LL LL Title : Dsgnr: Description : Scope: Reactions... Left DL Right DL 4.00 ft ft ft 337.50 #/ft #/ft #/ft Lu Lu Lu Maximum Shear * 1.5 Allowable Shear. 0.43 k 0.43 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl tress Calcs r 47.250 In3 Area 31.500 in2 1107.000 Ski{ Recd 4.81 in3 0.00 1n3 0.00 in3 @ Right Support 1.05 k 3.802 in2 276.00 psi Allowable lb 2,760.00 psi 2,760.00 psi 2,760.00 psi 1.11 k Bearing Length Req'd 0.487 in 1.11 k Bearing Length Req'd 0.487 in Job # Date: 10:52AM, 9 MAR 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK 1.0 k 8.7 k @Left 1.11k @ Right 1.11 k Camber: @ Left 0.000in @ Center 0.005in @ Right 0.000in Max 1.11 k Max 1.11 k peed Load Total Load 0.000 in 0.000 In 0.0 0.0 0.000 in 0.000 In 0.0 0.0 09 Rev: 580004 User. KW- 0602611, Ver 5.110, 1- Dec -2003 (c)1963 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12916.ecw:Calwiations Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Deflections Section Name Beam Width Beam Depth Member Type Load Our. Factor Beam End Fixity #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right Dead Load Live Load ...distance Trapezoidal Loads Summary Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 @ Center @ Left @ Right R3 3.5x9 Center Span 3.500 in Left Cantilever 9.0001n Right Cantilever GiuLam Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi 1.150 Fv Allow 240.0 psi Pin -Pin Fc Allow 650.0 psi E 1,800.0 ksl 352.0 lbs 550.0 lbs 1.000 ft Max Stress Ratio Maximum Moment Allowable Max Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow tb 254.07 psi Fb 2,760.00 psi 112.00 #/ft 112.00 #/ft 40.00 #/ft 40.00 #Rt pead Load -0.004 in 2.300 ft 14,633.3 • D.L. Deft ) ... 0.006 in 0.000 In 0.000 In lbs lbs 0.000 ft LL @ Left LL Right LL @ Left LL @ Right lbs lbs 0.000 ft Span= 5.00ft, Beam Width = 3.500in x Depth = 9.1n, Ends are Pin -Pin 0.161 : 1 1.0 k -ft 10.9 k -ft at 1.000 ft at 5.000 ft 1.00 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 10.87 fv 44.36 psi Fv 276.00 psi Total Load -0.011 in 2.300 ft 5,710.54 Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: 175.00 #/ft 175.00 1Nft 62.50 #/ft 62.50 #/ft L iDoint Loads I lbs lbs 0.000 ft 5.00 ft ft ft Maximum Shear • 1.5 Allowable Shear. 1.4 k 8.7 k @Left 1.14k @ Right 0.46 k Camber. @ Left 0.000 in @ Center 0.006in @ Right 0.000 in 0.45 k 0.18 k Left Cantilever... Deflection ...Length/Deli Right Cantilever... Deflection ...Length/Deft Lu Lu Lu Start Loc 0.000 ft End Loc 1.000 ft Start Loc 1.000 ft End Loc 5.000 ft lbs lbs lbs lbs 0.000 ft 0.000 ft Job # Date: 10:52AM, 9 MAR 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 1.14k Max 0.46 k pead Load Total Load 0.000 in 0.000 In 0.0 0.0 0.000 In 0.000 in 0.0 0.0 lbs lbs 0.000ft 1 0 Description R3 Bending Analysts Ck 20.711 Cv 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb M, V, & D @ Specified Locations @ Center Span Location = C Right Cant. Location = @ Left Cant Location = 0.000 ft 0.000 Max Moment 1.00 k -ft 0.00 k -ft 0.00 k -ft CO Left Support 1.40 k 5.063 in2 276.00 psi 1.14 k 0.46 k 0.00 ft 0.00 ft 0.00 ft Sxx 47.250 in3 Ci 1143.900 Sxx Read 4.35 in3 0.00 in3 0.00 in3 @ Right Support 0.57 k 2.061 in2 276.00 psi Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope: Rev: 580004 User: KW- 0802811. Ver5.e.0, 1- Dec-2003 (0)1983 -2003 ENERCALC Engineering Sofixare General Timber Beam Page 2 II 12915.ecw:Calculalions [Stress Caics r Bearing Length Req'd Bearing Length Req'd Area 31.500 in2 Allowable lb 2,760.00 psi 2,760.00 psi 2,760.00 psi 0.503 In 0.200 in Shear 1.14 k 0.00 k 0.00 k Job # Date: 10:52AM, 9 MAR 06 Query Values r Deflection 0.0000 in 0.0000 In 0.0000 in 11 Rev: 580004 User. KW- 0602611, Ver 5.8.0, 1- Dec -2003 (c01963 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12916.eav:Calculations Description L Summary [Deflections Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever R4 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined II Section Name 3.5x9 Beam Width Beam Depth Member Type [Full Length Uniform Loads Max C Left Support Max C Right Support Max. M allow lb 146.43 psi Fb 2,760.00 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 • D. C Center C Left C Right Bending Analysis Ck 20:711 Le Cv 1.000 Rb Center C Left Support a Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing C Supports Max. Left Reaction Max. Right Reaction DL DL DL Center Span 3.500 in Left Cantilever 9.000 in Right Cantilever GluLam Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi 1.150 Fv Allow 240.0 psi Pin -Pin Fc Allow 650.0 psi E 1,800.0 ksi Span= 5.00ft, Beam Width = 3.500in x Depth = 9.in, Ends are Pin -Pin Max Stress Ratio 0.056 ; 1 Maximum Moment 0.6 k -ft Maximum Shear • 1.5 Allowable 10.9 k -ft Allowable Max. Positive Moment 0.58 k -ft at 2.500 ft Shear. Max. Negative Moment 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 10.87 fv Fv Dead Load -0.003 in 2.500 ft 22,680.6 L. Deft ) ... 0.004 in 0.000 in 0.000 in 0.000 ft 0.000 Max Moment 0.58 k -ft 0.00 k -ft 0.00 k -ft C Left Support 0.49 k 1.765 in2 276.00 psi 0.46 k 0.46 k 72.00 #/ft #/ft #/ft 15.46 psi 276.00 psi LL LL LL Reactions... Left DL Right DL Title: Dsgnr: Description : Scope: Sxx 47.250 in3 CI 461.250 Sxx Req'd 2.51 In3 0.00 In3 0.00 in3 C Right Support 0.49 k 1.765 in2 276.00 psi 5.00 ft Lu ft Lu ft Lu 112.50 #/ft #/ft #/ft Bearing Length Req'd 0.203 in Bearing Length Req'd 0.203 in Job # Date: 12:25PM, 2 MAR 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.5 k 8.7 k C Left 0.46 k Right 0.46 k Camber: C Left 0.000 in Center 0.004 in C Right 0.000in 0.18 k 0.18 k Max 0.46 k Max 0.46 k Total Load Left Cantilever... Dead Load Total Load -0.007 in Deflection 0.000 in 0.000 in 2.500 ft ...LengthlDefl 0.0 0.0 8,850.96 Right Cantilever... Deflection ...Lenglh/Defl [Stress Calcs I Area 31.500 in2 Allowable tb 2,760.00 psi 2,760.00 psi 2,760.00 psi 0.000 in 0.000 in 0.0 0.0 12 I Rev: 580004 User. Kw -0802611, Ver 5.8.0, 1 -Dec -2003 _ (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12916.ear.Cakulalons Description �eneral Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.5x10.5 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever 'oint Loads r Dead Load Live Load ...distance L Summary [Deflections R5 1,030.0 lbs 1,608.0 lbs 6.000 ft Span= 10.00ft, Beam Width = 5.500in x Depth = 10.5in, Ends are Pin -Pin Max Stress Ratio 0.357 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max 02 Left Support Max 0 Right Support Max. M allow lb 985.43 psi Fb 2 760 00 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 • D. Center Left Right DL DL DL 5.500 In 10.500 in GluLam 1.150 Pin -Pin lbs lbs 0.000 ft 8.30 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 23.24 fv Fv Peed Load -0.052 M 5.200 ft 2,314.5 L. Defl) ... 0.078 in 0.000 in 0.000 In 64.00 #/ft #/ft 1#ft 8.3 k -ft 23.2 k -ft at 6.000 ft at 10.000 ft 58.83 psi 276.00 psi Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi lbs lbs 0.000 ft Total Load -0.133 in 5.200 ft 903.55 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: lbs lbs 0.000 ft 10.00 ft Lu ft Lu ft Lu 100.00 #/ft #/ft #/ft Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl lbs lbs 0.000 ft Job # Date: 12:25PM, 2 MAR 06 lbs lbs 0.000 ft 0.00 ft 0.00 ft 0.00 ft Beam Design OK 3.4 k 15.9 k @ Left 1.88k Right 2.40 k Camber. © Left 0.000in Center 0.078 in Right 0.000in Maximum Shear * 1.5 Allowable Shear: 0.73 k 0.94 k Max 1.88 Max 2.40 k Dead Load Total Load 0.000 In 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 lbs lbs 0.000ft 13 Description R5 Bending Analysis Ck 20.711 Cv 1.000 Center Q Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing 0 Supports Max. Left Reaction Max. Right Reaction Le Rb 0.000 ft 0.000 Max Moment 8.30 k -ft 0.00 k -ft 0.00 k -ft Left Support 2.61 k 9.443 1n2 276.00 psi 1.88 k 2.40 k Sxx 101.063 in3 Cl 1875.200 that Redo 36.08 in3 0.00 in3 0.00 in3 Right Support 3.40 k 12.310 in2 276.00 psi Title : Dsgnr. Description : Scope: Rev: 580004 User: KW-0602811, Ver 5.8.0, 1- Dec -2003 (4)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 I 12916.ecw:Calculalions Bearing Length Req'd Bearing Length Req'd Area 57.750 in2 Allowable tb 2,760.00 psi 2,760.00 psi 2,760.00 psi 0.525 in 0.672 in Query Values M, V, 8 D 0 Specified Locations Moment Deflection a Center Span Location = 0.00 ft 0.00 k -ft 0.0000 in 0 Right Cant. Location = 0.00 ft 0.00 k -ft 0.0000 in 0 Left Cant. Location = 0.00 ft 0.00k -ft 0.0000 in Shear 1.88 k 0.00 k 0.00 k Job # Date: 12:25PM, 2 MAR 06 14 Rev: 580004 User: KW-0802611, Ver 5.e.0, 1-Dec-2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 III 12916.ecw^.Calculations Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x12 Beam Width 5.125 in Beam Depth 12.000 in Member Type GluLam Load Dur. Factor Beam End Fixity #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right #3 DL @ Left DL @ Right Dead Load Live Load ...distance R6 960.0 lbs 1,500.0 lbs 8.000 ft 1.150 Pin -Pin 72.00 #/ft LL O Left 72.00 #/ft LL @ Right 248.00 Mt LL @ Left 248.00 #/ft LL @ Right 96.00 Mt LL @ Left 96.00 #/ ft LL @ Right lbs lbs 0.000 ft Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi lbs lbs 0.000 ft Title : Dsgnr: Description : Scope: 10.00ft Lu ft Lu ft Lu 112.50 Mt Start Loc 4.000 ft 112.50 Mt End Loc 8.000 ft 387.50 Mt Start Loc 8.000 ft 387.50 #/ft End Loc 10.000 ft 150.00 #/ft Start Loc 0.000 ft 150.00 Mt End Loc 4.000 ft lbs lbs lbs lbs lbs lbs 0.000 ft 0.000 ft 0.000 ft Job # Date: 10:52AM, 9 MAR 06 0.00 ft 0.00 ft 0.00 ft Trapezoidal Loads r Point Loads r Deflections Center Span... pead Load Total Load Left Cantilever... Deflection -0.031 In -0.060 In Deflection ...Location 5.360 ft 5.360 ft ...Length/Defl ...Length/Deli 3,831.1 1,495.07 Right Cantilever... Camber ( using 1.5 • D.L Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.047 in ...Length/Defi 0.0 0.0 @ Left 0.000 In @ Right 0.000 In lbs lbs 0.000ft Beam Design OK Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 28.29 Reactions... lb 608.11 psi N 76.00 psi Left DL 0.66 k Max 1.70 k Fb 2,760.00 psi Fv 276.00 psi Right DL 1.46 k Max 3.75 k Camber: @ Left 0.000 in @ Center 0.047in @ Right 0.000 In Dead Load Total Load 0.000 In 0.000 in 0.0 0.0 15 Rev: 580004 User: KW -0802611, Ver 5.8.0, 1 -Dec -2003 (0)1963 -2003 ENERCALC Engineering Software General Timber Beam Page 2 12916.ecw:Calculalions Description R6 Stress Caics Bending Analysis Ck 20.711 Cv 1.000 Q Center Left Support CO Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing ft Supports Max. Left Reaction Max. Right Reaction Le Rb M, V, & D O Specified Locations s Center Span Location = CO Right Cant. Location = Q Left Cant Location = 0.000 ft 0.000 Max Moment 6.23 k -ft 0.00 k -ft 0.00 k -ft t Left Support 2.18 k 7.910 in2 276.00 psi 1.70 k 3.75 k 0.00 ft 0.00 ft 0.00 ft Scope: Sxx 123.000 in3 CI 1701.500 Sxx Rend 27.10 in3 0.00 in3 0.00 in3 Right Support 4.67 k 16.935 in2 276.00 psi Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Bearing Length Req'd Beating Length Req'd Area 61.500 in2 Allowable lb 2,760.00 psi 2,760.00 psi 2,760.00 psi 0.511 in 1.126 in Shear 1.70 k 0.00 k 0.00 k Job # Date 10•52AM 9 MAR 06 Query Values I Deflection 0.0000 in 0.0000 In 0.0000 in 16 @ Right R7 Dead Load 2,524.0 lbs Live Load 3,942.0 lbs ...distance 8.000 ft 5.500 in 12.000In GluLam 1.150 Pin -Pin #/ft LL @ Left 104.00 #/t LL @ Right 1t/ft LL @ Left 162.50 ft/ft LL @ Right lbs lbs 0.000 ft Span= 10.00ft, Beam Width = 5.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max M allow lb 1,056.80 psi Fb 2,760.00 psi Dead Lad -0.058 In 5.480 ft 2,074.3 • D.L. Deft ) ... 0.087 In 0.000 in 0.000 in Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow Fv Allow Fc Allow E lbs lbs 0.000 ft Depth = 12.In, Ends are Pin -Pin 0.478 : 1 11.6 k -ft 30.4 k -ft 11.62 k -ft at 8.000 ft -0.00 k -ft at 10.000 ft 0.00 k -ft 0.00 k -ft 30.36 fv 132.00 psi Fv 276.00 psi Total Load -0.115 In 5.560 ft 1,039.22 Reactions... Left DL Right DL Tine : Dsgnr: Description : Scope : #/ft #/ft #/ft #/ft lbs lbs 0.000 ft 10.00ft Lu ft Lu ft Lu 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksi 0.95 k 2.91 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Start Loc End Loc Start Loc End Loc lbs lbs 0.000 ft Maximum Shear * 1.5 Allowable Shear: Job It Date: 10:52AM, 9 MAR 06 lbs lbs 0.000 ft 0.00 ft 0.00 ft 0.00 ft 0.000 ft 10.000 ft 0.000 ft 10.000 ft Beam Design OK 8.7 k 18.2 k @ Left 1.74 k @ Right 6.06 k Camber: @ Left 0.000 in @ Center 0.087in @ Right 0.000 in Max 1.74k Max 6.06 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 lbs lbs 0.000 ft 17 I Rev: 560004 User. KW-0602811, Ver 5.8.0. 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 12916.ecw:Calculations Description R7 Stress Caics I Bending Analysis Ck 20.711 Cv 1.000 ft Center C Left Support C Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing it Supports Max Left Reaction Max. Right Reaction Le Rb Query Values I M, V, & D C Specified Locations Center Span Location = Right Cant. Location = tip Left Cant. Location = 0.000 ft 0.000 Max Moment 11.62 k -ft 0.00 k -ft 0.00 k -ft C Left Support 2.59 k 9.370 in2 276.00 psi 1.74 k 8.06 k 0.00 ft 0.00 ft 0.00 ft Sxx 132.000 in3 CI 1737.366 Sxx Read 50.54 in3 0.00 in3 0.00 in3 Right Support 8.71 k 31.5651n2 276.00 psi Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope : Bearing Length Req'd Bearing Length Req'd Area 66.000 in2 Allowable ib 2,760.00 psi 2,760.00 psi 2,760.00 psi 0.486 in 1.695 in Shear 1.74 k 0.00 k 0.00 k Job # Date: 10:52AM, 9 MAR 06 Deflection 0.0000 In 0.0000 in 0.0000 in 18 © Right R8 3.5x10.5 3.500 in 10.500 in GluLam Trapezoidal Loads r 1.150 192.0 lbs 300.0 lbs 4.000 ft Pin -Pin 32.00 #/ft 32.00 Mt 80.00 #/ft 80.00 #/ft [Point Loads r lbs lbs 0.000 ft Span = 7.00ft, Beam Width = 3.500in x Depth = 10.5in, Ends are Pin -Pin 1.65 k -ft -0.00 k -ft 0.00 k -ft 0.00 k -ft 14.79 fv Fv Dead Load -0.008 In 3.640 ft 10,121.8 •D.L Deft )... 0.012 In 0.000 In 0.000 In LL© Left LL Right LL © Left LL © Right 0.112 : 1 1.7 k -ft 14.8 k -ft at 4.004 ft at 7.000 ft 27.76 psi 276.00 psi lbs lbs 0.000 ft Total Load -0.021 In 3.640 ft 3,949.97 Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi 50 00 #!ft 50.00 #/ft 125.00 #/ft 125.00 Mt lbs lbs 0.000ft 7.00 ft ft ft Maximum Shear * 1.5 Allowable Shear. 1.0 k 10.1 k Q Left 0.58 k @Right 0 86 k Camber: Q Left 0.000in O Center 0.0121n Q Right 0.000in 0.23 k 0.33 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Lu Lu Lu Start Loc End Loc Start Loc End Loc lbs lbs 0.000 ft Job # Date: 10:52AM, 9 MAR 06 lbs lbs 0.000 ft 0.00 ft 0.00 ft 0.00 ft 0.000 ft 4.000 ft 4.000 ft 7.000 ft Beam Design OK Max 0.58k Max 0.86 k Dead Load Total Load 0.000 in 0 000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 lbs lbs 0.000ft 19 Rev: 580004 User. KW-0602811, Ver5.8.0, 1 -Dec -2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Page 2 r 12916.ecw:Calalations Description R8 Stress Caics Bending Analysis Ck 20.711 Cv 1.000 Q Center Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing © Supports Max. Left Reaction Max. Right Reaction Le Rb 0.000 ft 0.000 Max Moment 1.65 k -ft 0.00 k -ft 0.00 k -ft Left Support 0.76 k 2.749 in2 276.00 psi 0.58 k 0.88 k CI Title : Dsgnr. Description : Scope: 64.313 in3 576.928 Sxx Rend 7.18 Ina 0.00 in3 0.00 ina Right Support 1.02 k 3.696 in2 276.00 psi Bearing Length Req'd Bearing Length Req'd Area 36.750 in2 Allowable fb 2,760.00 psi 2,760.00 psi 2,760.00 psi 0.254 in 0.377 in Job Date: 10:52AM, 9 MAR 06 20 [Query Values M, V, & D @ Specified Locations Center Span Location = O Right Cant Location = Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k-ft Shear 0.58 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction R9 I Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow Rt 168.30 psi Fb 2 760.00 psi Bending Analysis Ck 20.711 to Cv 1.000 Rb 1.150 Pin -Pin Trapezoidal Loads I 32.00 #/ft LL @ Left 32.00 #/ft U. @ Right 48.00 #/ft LL @ Left 48.00 #/tt LL @ Right 32.00 #/ft LL @ Left 32.00 #/ft LL @ Right Span= 8.00ft, Beam Width = 3.500in x Depth = 10.5in, Ends are Pin -Pin 0.90 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 14.79 N Fv Center Span... pead Load Deflection -0.007 in ...Location 4.000 ft ...Length/Deft 14,587.5 Camber ( using 1.5 • D.L. Deft ) ... @ Center 0.010 in @ Left 0.000 In @ Right 0.000 in 0.000 ft 0.000 Max Moment 0.90 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.51 k 1.843 in2 276.00 psi 0.41 k 0.41 k 0.061 • 1 0.9 k -ft 14.8 k -ft at at 13.84 psi 276.00 psi Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Mow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi Total Load -0.017 in 4.000 ft 5,692.67 4.000 ft 8.000 ft Scope: Reactions... Left DL Right DL Sxx 64.313 in3 CI 410.000 Sim Read 3.92 in3 0.00 Ina 0.00 in3 @ Right Support 0.51 k 1.843 in2 276.00 psi Title : Dsgnr: Description : 50.00 #Nt 50.00 #/t 75.00 #/ft 75.00 #/it 50.00 #/ft 50.00 #/ ft Bearing Length Req'd Bearing Length Req'd 8.00 ft Lu ft Lu ft Lu Stan Loc End Loc Start Loc End Loc Start Loc End Loc Maximum Shear * 1.5 Allowable Shear: 0.5 k 10.1 k @ Left 0.41 k @ Right 0.41 k Camber: @ Left 0.000in @ Center 0.010 in @ Right 0.000 In 0.16 k 0.16 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl `Stress Caics I Area 36.750 in2 Allowable lb 2,760.00 psi 2 760 00 psi 2,760.00 psi 0.180 in 0.180 In Job # Date: 12:25PM, 2 MAR 06 0.00 ft 0.00 ft 0.00 ft 0.000 ft 2.000 ft 2.000 ft 6.000 ft 6.000 ft 8.000 ft Beam Design OK Max 0.41 k Max 0.41 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 21 . Bearing @ Supports Max. Left Reaction Max. Right Reaction R10 3.5x9 DL DL DL 3.500 in 9.000 in GluLam 1.150 Pin -Pin Center Span... peed Load Deflection -0.003 in ...Location 2.500 ft ...Length/Deft 22,680.6 Camber ( using 1.5 • D.L. Del) ... @ Center 0.004 in @ Left 0.000 in @ Right 0.000 in = 3.500in x Depth = 9.in, Ends are Pin -Pin 0.056 : 1 0.6 k -ft 10.9 k -ft 0.58 k -ft at 2.500 ft . 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 10.87 N Fv 0.000 ft 0.000 Max Moment 0.58 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.49 k 1.765 1n2 276.00 psi 0.46 k 0.46 k 72.00 #/ft #/ft #/ft 15.46 psi 276.00 psi Total Load -0.007 in 2.500 ft 8,850.96 LL LL LL Reactions... Left DL Right DL Sxx 47.250 in3 G 461.250 Svc Read 2.51 in3 0.00 in3 0.00 1n3 @ Right Support 0.49 k 1.7651n2 276.00 psi Title : Dsgnr: Description : Scope: Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi Bearing Length Req'd Bearing Length Req'd 5.00ft Lu ft Lu ft w 112.50 #/ ft #/ft #/ft Maximum Shear' 1.5 Allowable Shear: 0.5 k 8.7 k @ Left 0.46 k @ Right 0.46 k Camber. @ Left 0.000in @ Center 0.004 in @ Right 0.000 in 0.18 k 0.18 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Area 31.500 in2 Allowable tb 2,760.00 psi 2,760.00 psi 2,760.00 psi 0.203 in 0.203 in Job # Date: 12:25PM, 2 MAR 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 0.46k Max 0.46 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Stress Cates I 22 File: D06- 014 \ 35mm Drawing #Z i. •, I 1- i,-14 - IlT + 1 71.4 *1_11; _1144_:1_+ _L4____,L. ; ' ■ ' I 4 : • ■” 4- ' i• I ! ! ! 1 ! 1 ' it ; : ; ' i ; ; ' ; ; iiiii. f j." I li Tr e l i ii ; ITC)t - . ,..._ -t, "; ..! i I Iii4,44i12-- • , • , 4 _. - _i_i__ 1 ! ! •;, , ! : 2 ; i 4 , T , • , rikliftelaL5] ' • • T 1 SITTS & HILL ENGINEERS, INC. DESIGNED KT. H. DATE 03 JOB /7. i / 14 TACOMA, WASHINGTON (253) 474-9449 CHECKED DATE SHEET PROJECT LiAillidA j MiiJ 4 i.ii j R (9 ye' I Ili tif. kb tcum le L44 dote& UP)Fg kftt 46, : tc. I i,?11_1(.16t7;01 ;al f tt A w LAjbk lil k t e' ll:1 H1.21 = 134 .1 1.,t, qv424AI ::: ,Z5U 2 4 J. ,_11 12 - (1,1 ibikci c - 141111 2 ; - ' 4 30 t.51-41 i5 fi 1 t • - )Y5 • -Rif Ti . 'l 4 -I in f I 4 ' • • 5 1 Z ' elretil Of .:4,4.2CAW ' : USE :` Y.Ci* ' t ,10!),L , czAD, i 4 :4 11 • , ' . • ' • ' ) : ': , I , ' 1-- -Ea t t Vtji:,‘., 4o_ibi (tt t . atil . L fta 0 1.1? • , r L:LJ ;T: i • -.... 1 k3. s titi,',. ' , • - r : • . • , • : 1 + ' • I ] • i 4 1# _ aibil Ili i r ilini il) Oki Iii, j ,- T5 ili I - it T - 11 - T T ' IIINII 1 OF Mr. 1.1 1,01:4_i,; 7,Sti IL:4 ti 2 al b; .1:1'5 I* . 1 , , _, r D , , 11.I.REONEURII + t , i t LL ib T _ : WIsL,F ' I Ar it., ru -T - r + , ft N't 1[11.41.4 f • , r • : ' • ' ] , • • I • , • -V -1 AT- ck iw itu ,„ ; • r 1?i I : 1 : ' • I T : . , , ; , , • , • • 1-71 . I • 2$ - Ok gr: slzit OF 25 r--t • i. 1 i . j■ .1._ . . . . . , , 4 1 -I . . . . , , ] T , ; . . , ..„ ] 1 .]:, ] , , r • 1-- • , , • --I . T • , r- . • , •: : ; T ; „T. ' • ; , • 4 • . , . • 1 • : ; : -- • - T - t 7- - I - 1 . - • 1 . • • . -1 Rev: 580004 User KW-0602611, Ver 5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCAIC Engineering Software General Timber Beam Page 1 1 1291 8 ecw:Calculations Description UF1 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined r [Point Loads L Section Name 5.5x12 Beam Width 5.5001n Beam Depth 12.000 in Member Type GluLam Load Our. Factor Beam End Fixity #1 DL 0 Left DL 0 Right #2 DL 0 Left DL © Right #3 DL 0 Left DL 0 Right #4 DL © Left DL 0 Right Dead Load Live Load ...distance Summary Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 Center Ig> Left Right 432.0 lbs 675.0 lbs 1.500 ft f lb 1,426.94 psi Fb 2,400.00 psi 1 .000 Pin -Pin Trapezoidal Loads 296.00 #/ft LL © Left 296.00 #/ft LL 0 Right 84.00 #/ft LL @ Left 84.00 #/ft LL Right 200.00 #/ft LL @ Left 200.00 #/ft LL 0 Right 200.00 1//ft LL © Left 200.00 #/ft LL 0 Right Dead Load - 0.0661n 5.200 ft 1,807.6 •D.L Deft )... 0.100 in 0.000 in 0.000 In 432.0 lbs 675.0 lbs 5.500 ft Span= 10.00ft, Beam Width = 5.500in x Depth = 12.in, Ends are Pin -Pin Max Stress Ratio 0 595 1 Maximum Moment 15.7 k -ft Maximum Shear' 1.5 Allowable 26.4 k -ft Allowable Max. Positive Moment 15.70 k -ft at 5.920 ft Shear. Max. Negative Moment 0.00 k -ft at 0.000 ft Max 0 Left Support 0.00 k -ft Camber. Max 0 Right Support 0.00 k -ft Max. M allow 26.40 N Fv 137.32 psi 240.00 psi 568.0 lbs 888.0 lbs 6.000 ft Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi Total Loaq -0.190 in 5.200 ft 630.97 Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: 337.50 #/ft Start Loc 0.000 ft 337.50 #/ft End Loc 1.500 ft 280.00 #/ft Start Loc 0.000 ft 280.00 #/ft End Loc 10.000 ft 187.50 it/ft Start Loc 5.500 ft 187.50 #Rt End Loc 6.000 ft 187.50 #/ft Start Loc 8.000 ft 187.50 #/ft End Loc 8.500 ft 1,160.0 lbs 1,812.0 lbs 8.000 ft 10.00 ft ft ft 1.93 k 2.25 k Left Cantilever... Deflection ...LengthiDefl Right Cantilever... Deflection ...LengthlDefl Lu Lu Lu 100.0 lbs 156.0 lbs 8.500 ft Job # Date: 12:55PM, 9 MAR 06 lbs lbs 0.000 ft 0.00 ft 0.00 ft 0.00 ft lbs lbs 0.000 ft Beam Design OK 9.1 k 15.8 k Left 5.47 k Q Right 6.41 k Left 0.000in Center 0.100in Right 0.000in Max 5.47k Max 6.41 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.0001n 0.0001n 0.0 0.0 r 26 Description Bending Analysis Ck 22.210 Cv 1.000 UF1 Center Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing 0 Supports Max. Left Reaction Max. Right Reaction Le Rb M, V, 8 D O Specified Locations Center Span Location = Right Cant. Location = Left Cant. Location = 0.000 ft 0.000 Max Moment 15.70 k -ft 0.00 k -ft 0.00 k -ft Left Support 6.71 k 27.950 in2 240.00 psi 5.47 k 6.41 k 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope : Rev: 580004 User: KW-0802611, Ver 5.8.0, 1-Dec-2003 (c)1983.2003 ENERCALC Engineering Software General Timber Beam Page 2 12916.eca:Calculations Stress Caics r Sxx 132.000 in3 CI 5469.530 &D Sc" 78.48 in3 0.00 in3 0.00 in3 Right Support 9.06 k 37.764 in2 240.00 psi Bearing Length Req'd Bearing Length Req'd Area 66.000 in2 Allowable fb 2,400.00 psi 2,400.00 psi 2,400.00 psi 1.530 in 1.792 in Shear 5.47 k 0.00 k 0.00 k Job # Date: 12:55PM, 9 MAR 06 Query Values I Deflection 0.0000 in 0.0000 in 0.0000 in 27 Rev: 580004 User: KW- 0802811, Ver 5.8.0.1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12916.ecw:Calwlalions Description General Information Code Ref. 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Deflections Section Name 5.5x9 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Point Loads Dead Load Live Load ...distance Summary Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * Center 0 Left Right UF2 950.0 lbs 2,081.0 lbs 0.500 ft I Max O Left Support Max 0 Right Support Max. M allow fb 1,098.82 psi Fb 2,400.00 psi DL DL DL 5.500 In 9.0001n GluLaam 1.000 Pin -Pin 0.00 k -ft 0.00 k -ft 14.85 Iv Fv Dead Load -0.066 In 5.612 ft 2,082.7 D.L. Deft ) ... 0.099 In 0.000 In 0.000 In lbs lbs 0.000 ft 84.00 #/tt #/ft I#ft 59.30 psi 240.00 psi Title : Dsgnr: Description : Scope: Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Mow 2,400.0 psi Fv Allow 240.0 psi Fc Mow 650.0 psi E 1,800.0 ksi Full Length Uniform Loads lbs lbs 0.000 ft Total Load -0.274 In 5.658 ft 503.33 LL LL LL Reactions... Left DL Right DL lbs lbs 0.000 ft 1.39 k 11.50ft Lu ft Lu ft Lu 280.00 #/ft #/ft #/ft 0.52 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl lbs lbs 0.000 ft Span= 11.50ft, Beam Width = 5.5001n x Depth = 9.1n, Ends are Pin -Pin Max Stress Ratio 0.458 : 1 Maximum Moment 6.8 k -ft Maximum Shear * 1.5 Allowable 14.8 k -ft Allowable Max. Positive Moment 6.80 k -ft at 5.382 ft Shear: Max. Negative Moment 0.00 k -ft at 11.500 ft Job # Date: 1:01 PM, 9 MAR 06 lbs lbs 0.000 ft 0.00 ft 0.00 ft 0.00 ft 2.9 k 11.9 k O Left 4.99 k Right 2.22 k Camber. @ Left 0.000 in Center 0.099in Right 0.000 in Max 4.99k Max 2.22 k Dead Load Total Load 0.000 in 0.000 In 0.0 0.0 0.000 in 0.000 in 0.0 0.0 lbs lbs 0.000ft Beam Design OK 28 I Rev: 580004 User. KW-0602611, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 I 12916.ecw:Caiculations Description UF2 [Stress Calcs Bending Analysis Ck 22.210 Cv 1.000 Center fg Left Support CO Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb [Query Values I M, V, & D @ Specified Locations Center Span Location = Right Cant. Location = © Left Cant Location = 0.000 ft 0.000 Max Moment 6.80 k -ft 0.00 k -ft 0.00 k -ft Q Left Support 2.54 k 10.583 in2 240.00 psi 4.99 k 2.22 k 0.00 ft 0.00 ft 0.00 ft Sxx 74.250 in3 CI 4992.217 Sxx Read 33.99 in3 0.00 in3 0.00 in3 Right Support 2.94 k 12.230 in2 240.00 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope: Area 49.500 in2 Allowable tb 2,400.00 psi 2,400.00 psi 2,400.00 psi 1.396 in 0.622 in Shear 4.99 k 0.00 k 0.00 k Job # Date: 1:01 PM, 9 MAR 06 Deflection 0.0000 in 0.0000 in 0.0000 in 29 Camber ( using 1.5 • D. Center Left SI Right DL DL DL 1.000 Pin -Pin Full Length Uniform Loads r 68.00 #/ft #/ft #/ft Trapezoidal Loads r 8.00 #/ft LL Left # 8.00 /ft LL © Right 14.00 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft lbs lbs 0.000 ft 26.40 1,272.96 psi fv 109.82 psi 2,400.00 psi Fv 240.00 psi pead Load -0.052 In 4.600 ft 2,317.0 L. Deft ) 0.078 In 0.000 In 0.000 In at at Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi lbs lbs 0.000 ft Span= 10.00ft, Beam Width = 5.5001n x Depth = 12.ln, Ends are Pin -Pin Max Stress Ratio 0.530 : 1 Maximum Moment 14.0 k -ft Allowable 26.4 k -ft Total Load -0.151 In 4.640 ft 792.78 3.000 ft 10.000 ft LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: 10.00 ft ft ft 226.60 #!it #/ft #/ft Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft 26.60 #/ft Start Loc 0.000 ft 26.60 #/ft End Loc 3.000 ft [Point Loads r lbs lbs lbs lbs lbs lbs 0.000 ft 0.000 ft 0.000 ft 7.2 k 15.8 k ©Left 5.16k Right 3.03 k Camber. @ Left 0.000 in Center 0.0781n Right 0.000 In 1.77 k Max 5.16k 0.95 k Max 3.03 k Maximum Shear 1.5 Allowable Shear: Left Cantilever... Deflection ...Length/Deft Right Cantilever... Deflection ...Length/Deft Job # Date: 12:24PM, 2 MAR 06 lbs lbs 0.000ft Beam Design OK Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 In 0.000 In 0.0 0.0 30 Rev: 580004 User: KW- 0602611, Ver 5.6.0, 1- Dec -2003 (c31983.2003 ENERCALC Engineering Software General Timber Beam Page 2 12916ecw:Calwlaliats Description UF3 Stress Caics Bending Analysis Ck 22.210 Cv 1.000 el Center Left Support 02 Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing fa Supports Max. Left Reaction Max. Right Reaction Le Rb 0.000 ft 0.000 Max Moment 14.00 k -ft 0.00 k -ft 0.00 k -ft Left Support 7.25 k 30.201 In2 240.00 psi rb Query Values I M, V, 8 D C Specified Locations tro Center Span Location Right Cant. Location = t Left Cant. Location = 5.16 k 3.03 k 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Sxx 132.000 in3 CI 5161.329 Sxx Read 70.01 in3 0.00 in3 0.00 in3 Q Right Support 4A1 k 17.105 in2 240.00 psi Title : Dsgnr: Description : Scope: Bearing Length Req'd Bearing Length Req'd Area 66.000 in2 Allowable lb 2,400.00 psi 2,400.00 psi 2,400.00 psi 1.444 in 0.848 in Shear 5.16 k 0.00 k 0.00 k Job # Date: 12:24PM, 2 MAR 06 Deflection 0.0000 in 0.0000 in 0.0000 in 31 Rev: 580004 U ser. KW-0602611, Ver 5.6.0, 1- Dec-2003 (0)1963 -2003 ENERCALC Engineering Software General Timber Beam Page 1 1291 8 ecw:Calculalions Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Center Left Cantilever Right Cantilever #1 DL @ Left DL © Right #2 DL @ Left DL @ Right #3 DL 0 Left DL a Right [Point Loads Dead Load Live Load ...distance Summary Deflections Load Dur. Factor Beam End Fixity UF4 5.5x9.5 1,120.0 lbs 1,750.0 lbs 2.000 ft Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max Left Support Max © Right Support Max. M allow lb 1,247.66 psi Fb 3,000.00 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 • D. Center Left Q Right DL DL DL 5.5001n 9.5001n Sawn 1.000 Pin -Pin Dead Load -0.0671n 4.800 ft 1,796.1 L. Defl ) ... 0.100 in 0.000 in 0.000 in 58.00 Mt Mt #/ft 328.00 Mt LL Left 328.00 #/ ft LL i Right 120.00 #/ft LL © Left 120.00 #/ft LL © Right 120.00 Mt LL © Left 120.00 Mt LL C Right 100.0 lbs 156.0 lbs 4.000 ft Center Span Left Cantilever Right Cantilever IJC, Fb Base Allow Fv Allow Fc Allow E 100.0 lbs 156.0 lbs 9.000 ft LL LL LL Span= 10.00ft, Beam Width = 5.500in x Depth = 9.5in, Ends are Pin -Pin Max Stress Ratio 0.424 ; 1 8.6 k -ft 20.7 k -ft 8.60 k -ft at 2.960 ft 0.00 k - ft at 10.000 ft 0.00 k -ft 0.00 k -ft 20.68 Reactions... N 127.16 psi Left DL Fv 300.00 psi Right DL Total Load -0.179 in 4.640 ft 671.54 Title : Dsgnr: Description : Scope: 387.50 #/ft 387.50 11/ft 62.50 Mt 62.50 *ft 62.50 Mt 62.50 Mt lbs lbs 0.000 ft 10.00 ft ft ft 3,000.0 psi 300.0 psi 650.0 psi 2,100.0 ksi 165.00 #/ft #/ft #Rt [Trapezoidal Loads Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Full Length Uniform Loads r Maximum Shear Allowable Shear. Lu Lu Lu Start Loc End Loc Start Loc End Loc Start Loc End Loc lbs lbs 0 000 ft Job # Date: 12:55PM, 9 MAR 06 0.00 ft 0.00 ft 0.00 ft 0.000 ft 2.000 ft 2.000 ft 4.000 ft 9.000 ft 10.000 ft lbs lbs 0.000 ft Beam Design OK • 1.5 6.6 k 15.7 k C Left 5.14 k Right 2.45k Camber. (0 Left 0.000 in Center 0.100 in Q Right 0.000 in 2.02 k Max 5.14k 0.90 k Max 2.45 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 lbs lbs 0.000 ft 32 M Rev: 580004 User: KW-0602611, Ver 5.8.0. 1- Dec.2003 (c)1963-2003 ENERCALC Engineering Software General Timber Beam Page 2 II 12916.ecw:Calculalions Description UF4 Stress Calcs Bending Analysis Ck 21.457 Le Cf 1.000 Rb Center ig Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing t Supports Max. Left Reaction Max. Right Reaction Query Values r M, V, & D 0 Specified Locations ft Center Span Location = t Right Cant. Location = Q Left Cant. Location = 0.000 ft 0.000 Max Moment 8.60 k -ft 0.00 k -ft 0.00 k -ft et Left Support 6.64 k 22.147 in2 300.00 psi 5.14 k 2.45 k 0.00 ft 0.00 ft 0.00 ft Scope: Sxx 82.729 in3 CI 5142.724 Sxx Read 34.41 In3 0.00 in3 0.00 in3 (4) Right Support 3.21 k 10.698 in2 300.00 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Area 52.250 in2 Allowable fb 3,000.00 psi 3,000.00 psi 3,000.00 psi 1.439 In 0.685 In Shear 5.14 k 0.00 k 0.00 k Job It Date: 12:55PM, 9 MAR 06 Deflection 0.0000 in 0.0000 in 0.0000 in 33 Rev: 580004 User. KW-0802611, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12018.ew:Calculatlons Description General information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined r Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity [Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right #3 DL 0 Left DL @ Right #4 DL @ Left DL 0 Right UF5 5.5x9.5 IJC 5.500 in 9.500 in Manuf /So.Pine 1.000 Pin -Pin 168.00 #/ft LL 0 Left 168.00 #/ft LL 0 Right 73.00 #/t LL @ Left 73.00 #/ft LL (a) Right 168.00 #/ft LL @ Left 168.00 #/ft LL M Right 64.00 #/ft LL © Left 64.00 #/ft LL © Right Center Span Left Cantilever Right Cantilever IJC, Fb Base Mow Fv Allow Fc Allow E [Point Loads Dead Load Live Load ...distance L Summary [Deflections Center Span... Deflection ...Location ...Length/Dell Camber ( using 1.5 Center Left Right 92.0 lbs 144.0 lbs 4.000 ft Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max 0 Left Support Max 0 Right Support Max. M allow fb 715.09 psi Fb 3,000.00 psi Dead Load -0.047 In 5.040 ft 2,544.6 •D.L.Defl )... 0.071 in 0.000 In 0.000 In 92.0 lbs 144.0 lbs 6.000 ft 4.9 k -ft 20.7 k -ft 4.93 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 20.68 fv 56.38 psi Fv 300.00 psi 200.0 lbs 312.0 lbs 9.000 ft Span= 10.00ft, Beam Width = 5.5001n x Depth = 9.51n, Ends are Pin -Pin Max Stress Ratio 0.238 Total Load -0.107 in 5.040 ft 1,116.43 5.160 ft 10.000 ft Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: 10.00 ft ft ft 3,000.0 psi 300.0 psi 650.0 psi 2,100.0 ksi 137.50 Mt Start Loc 0.000 ft 137.50 #/ft End Loc 4.000 ft 215.00 #/ft Start Loc 4.000 ft 215.00 Mt End Loc 6.000 ft 137.50 #/ ft Start Loc 6.000 ft 137.50 #/ft End Loc 9.000 ft 185.00 #ttt Start Loc 9.000 ft 185.00 #/ft End Loc 10.000 ft lbs lbs lbs lbs lbs lbs 0.000 ft 0.000 ft 0.000 ft Maximum Shear * 1.5 Allowable Shear: 0.85 k 0.92 k Left Cantilever... Deflection ...Length/Deli Right Cantilever... Deflection ...Length /Defl Camber. Lu Lu Lu Job # Date: 12:55PM, 9 MAR 06 0.00 ft 0.00 ft 0.00 ft lbs lbs 0.000 ft Beam Design OK 2.9 k 15.7 k OLeft 1.79k Right 2.15 k a Left 0.000in Center 0.071 in Right 0.000 in Max 1.79k Max 2.15 k Peas Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 In 0.000 in 0.0 0.0 34 Rev: 580004 User. KW-0802611, Ver 5.8.0, 1 -Dec -2003 _ (c)1983-2003 ENERCALC Engineering Software General Timber Beam Page 2 ` 12918.ecw:Cakutatians t Description Bending Analysis Ck 21.457 Cf 1.000 UF5 Stress Caics � Center Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing Supports Max. Left Reaction Max. Right Reaction Le Rb M. V. 8 D @ Specified Locations Center Span Location = Right CanL Location a Left Cant. Location = 0.000 ft 0.000 Max Moment 4.93 k -ft 0.00 k -ft 0.00 k -ft Left Support 2.34 k 7.811 in2 300.00 psi 1.79 k 2.15 k Query Values 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Sxx 82.7291n3 CI 1794.374 S 11Read 19.72 Ina 0.00 in3 0.00 in3 Right Support 2.95 k 9.819 In2 300.00 psi Title : Dsgnr: Description : Scope: Bearing Length Req'd Bearing Length Req'd Area 52.250 1n2 Allowable ib 3,000.00 psi 3,000.00 psi 3,000.00 psi 0.502 in 0.602 In Shear 1.79 k 0.00 k 0.00 k Job # Date: 12:55PM, 9 MAR 06 Deflection 0.0000 in 0.0000 in 0.0000 in 35 Center Left Cantilever Right Cantilever Summary Deflections Span= 10.00ft, Beam Width = 5.500in x Depth = 9.in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max a Left Support Max 0 Right Support Max. M allow (b 1,208.08 psi Fb 2,400.00 psi Center Span... pearl Load Deflection -0.052 In ...Location 5.000 ft ...Length/Deft 2,324.4 Camber ( using 1.5 • D.L Defl) ... Center 0.077 in Left 0.000 In Right 0.000 In `Stress Caics Bending Analysis Ck 22.210 Cv 1.000 C Center Left Support C Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing © Supports Max. Left Reaction Max. Right Reaction UF6 Le Rb DL DL DL 5.500 In 9.000 In GluLam 1.000 Pin -Pin 7.47 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 14.85 fv 77.56 psi Fv 240.00 psi 0.000 ft 0.000 Max Moment 7.47 k -ft 0.00 k -ft 0.00 k -ft it Left Support 3.84 k 15.996 in2 240.00 psi 2.99 k 2.99 k 138.00 #/ft #/ft #/ft Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi 0.503 : 1 7.5 k -ft 14.8 k -ft at 5.000 ft at 0.000 ft Total Load -0.224 in 5.000 ft 536.40 LL LL LL Scope: Reactions... Left DL Right DL Sxx 74.250 in3 CI 2989.999 Sxx Req'd 37.37 in3 0.00 In3 0.00 in3 I§ Right Support 3.84 k 15.996 in2 240.00 psi Title : Dsgnr: Description : Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Bearing Length Req'd Bearing Length Req'd 10.00ft Lu ft Lu ft Lu 460.00 #/ft #/ft #/ft Maximum Shear * 1.5 3.8 k Allowable 11.9 k Shear: CO Left 2.99 k (a Right 2.99 k Camber. el Left 0 000 in © Center 0.077 in Right 0.000in 0.69 k Max 2.99k 0.69 k Max 2.99 k Area 49.500 in2 Allowable lb 2,400.00 psi 2,400.00 psi 2,400.00 psi peed Load Total Load 0.000 in 0.000 in 0.0 0.0 0.836 In 0.836 in Job # Date: 12:24PM, 2 MAR 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.000 In 0.000 in 0.0 0.0 36 Rev: 580004 User: KW-0602611, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12918.ecw:Calculations Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Full Length Uniform Loads LTrapezoldai Loads Point Loads I Dead Load Uve Load ...distance Summary [Deflections Section Name 3.5x9 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever #1 DL © Left DL @ Right #2 DL © Left DL @ Right UF7 446.0 lbs 698.0 lbs 0.250 ft Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow A 236.80 psi Fb 2,400.00 psi DL DL DL Center Span... Dead Load Deflection -0.006 in ...Location 2.664 ft ...Length/Dell 11,185.5 Camber ( using 1.5 • D.L. Deft ) ... © Center 0.010 In © Left 0.000 In @ Right 0.000 In Center Span 3.500 in Left Cantilever 9.000 in Right Cantilever GluLam Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi 1.000 Fv Allow 240.0 psi Pin -Pin Fc Allow 650.0 psi E 1,800.0 ksi 125.00 #/ft LL @ Left 125.00 #/ft LL @ Right 48.00 #/ft LL @ Left 48.00 #/ft LL © Right 550.0 lbs 352.0 lbs 0.750 ft 8.00 #/ft #/ft #/t Span= 6.00ft, Beam Width = 3.500in x Depth = 9.In, Ends are Pin -Pin Max Stress Ratio 0.166 ; 1 0.9 k -ft 9.4 k -ft 0.93 k -ft at 0.768 ft 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 9.45 fv 39.89 psi Fv 240.00 psi 178.0 lbs 277.0 lbs 5.750 ft Total Load -0.014 In 2.712 ft 5,261.19 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: 187.50 ti/ft 187.50 #/ft 75.00 St/ft 75.00 #/ft lbs lbs 0.000 ft 6.00 ft ft ft 26.60 #/ft # /ft #/ft Maximum Shear * 1.5 Allowable Shear: Camber: 0.97 k 0.29 k Left Cantilever... Deflection ...Length/Deli Right Cantilever... Deflection ...Length/Defl Lu Lu Lu Start Loc 0.000 ft End Loc 0.250 ft Start Loc 5.750 ft End Loc 6.000 ft lbs lbs lbs lbs 0.000 ft 0.000 ft Job # Date: 12:55PM, 9 MAR 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK 1.3 k 7.6 k @ Left 2.09 k @ Right 0.73 k © Left 0.000in @ Center 0.010in © Right 0.000in Max 2.09k Max 0.73 k Dead Load Total Load 0.000 in 0.000 In 0.0 0.0 0.000 in 0.000 in 0.0 0.0 lbs lbs 0.000ft 37 Rev: 580004 User: KW -0602811, Ver 5.8.0.1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 2 I 12916.ecw:Celculations Description UF7 [Stress Calcs Bending Analysis Ck 22.210 Cv 1.000 Q Center Left Support Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing 0 Supports Max. Left Reaction Max. Right Reaction Le Rb • M, V, & D O Specified Locations Center Span Location = Right Cant. Location = Left Cant. Location = 0.000 ft 0.000 Max Moment 0.93 k -ft 0.00 k -ft 0.00 k -ft Left Support 1.26 k 5.235 in2 240.00 psi 2.09 k 0.73 k 0.00 ft 0.00 ft 0.00 ft Scope: Sxx 47.2501n3 CI 2085.480 Sxx Read 4.66 in3 0.00 1n3 0.00 in3 Q Right Support 0.33 k 1.378 in2 240.00 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Area 31.500 in2 Allowable tb 2,400.00 psi 2,400.00 psi 2,400.00 psi 0.917 in 0.322 in Query Values Shear 2.09 k 0.00 k 0.00 k Job # Date: 12:55PM, 9 MAR 06 Deflection 0.0000 in 0.0000 in 0.0000 in 38 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 PROJECT: 12916 ARMSTRONG BUILDING COMPONENTS 12916 PWI.mcd 03/01/06 3 re design KJH chk BRL Member UF8 L := 14 -ft Length of Plywood Web Joist S := 16 -in On Center Spacing of Plywood Web Joists Wd := 12•psf Floor Dead Load W := 40 -psf Floor Live Load Use a 9 -1/2" Deep PWI-20 Plywood Web Joist EI 145.10 -in Bending Stiffness K:= 4.94.10 Mallow 2180.1b -ft Vallow 1120•lb S•(W + W1).L V max = 2 psf a psi plf a psf•ft lb =_ plf•ft 144 Coefficient of Shear Deflection Allowable Moment Allowable Shear S•(Wd+ Wi)•L Mmax 8 Mmax = 1698.6716.11 < M = 2 1801b - OK Vmax = 485.33 lb < Vallow = 1120 lb A max 5•S•�Wd+ WI)•L + S.(Wd + WJ -L2 4allow L 384•EI K 360 Amax = 0.446 in L Aacmai Amax Aallow, = 0.467in Aacmal = 376.42 OK OK HANSEN RESIDENCE JOIST DEPTH JOIST SERIES v -✓ I (x 10 lb -in') v M ( ft -Ibs) V(4) 013s) 111 (Ibs) ER(`) (113s) v('o (10 Flu PWC LVL Flange MSR Flange 9' /s" P1(I -20 PWI -20 145 2180 - -- 1120 1700 830 4.94 P111-30 PWI -30 161 2800 - - -- 1120 1905 945 4.94 21(1 -40 PWI-40 193 2423 2355 1120 2160 1080 4.94 P1(1 -50 PW1-50 186 3290 - - -- 1120 2040 1015 4.94 P1(1 - 60 PW1 231 3339 3245 1120 2160 1080 4.94 11 P1(1-20 PWI -20 253 2910 - -- 1420 1700 830 6.18 PRI -30 PWI -30 280 3715 - 1420 1905 945 6.18 P1(1 -40 PWI -40 330 3236 3145 1420 2500 1200 6.18 P1(1-50 PWI -50 322 4375 -- 1420 2040 1015 6.18 P1(1-60 PWI -60 396 4460 4335 1420 2500 1200 6.18 PR1-70 PWI -70 420 5600 - 1420 2335 1160 6.18 - -- PWI -93 659 8580 - 1420 2760 1280 6.18 14" PRI-40 PW1-40 482 3971 3860 1710 2500 1200 7.28 P1(1-50 PW1-50 480 5350 - 1710 2040 1015 7.28 P1(1 -60 PWI -60 584 5473 5320 1710 2500 1200 7.28 P111-70 PW1-70 613 7120 - 1710 2335 1160 7.28 -_- pW1 -93 961 10530 -- 1710 3020 1280 7.28 16" PRI-40 PWI-40 657 4666 4535 1970 2500 1200 8.32 P111-50 PWI -50 663 6270 -- 1970 2040 1015 8.32 PRI-60 PWI -60 799 6430 6250 1970 2500 1200 8.32 PRI -70 PW1-70 841 8350 - 1970 2335 1160 8.32 -- PW1-93 1301 12360 ---- 1970 3020 1280 8.32 . . . _ _ __ _ . ,. __.___ _r I - -J . n ._r..... e.......* f . Fr "..d If TAU he Minded far other 40 File: D06 -0141 35mm Drawing #3 SITTS & HILL ENGINEERS, INC. DESIGNED KT .N DATE (A 'NO JOB! TACOMA, WASHINGTON (253) 474 -9449 CHECKED DATE PROJECT 111A IQ&fl )',thitti: Nmmn{ /u -kind) f,;»diiuv FYlwlm: iFimo,, _ ganlntc, . WD-- 17-'i [ - 1.� I i2 4 4, LA � I i i 3,i1a1 338L� z r✓, .L 7 k t . 4x . , SHEET OF 42 Rev: 580004 User: KW -0602611, Ver 5.8.0, 1-Dec.2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam Page 1 12916.ecw:Caicutations Description General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined LFull Length Uniform Loads Section Name Beam Width Beam Depth Member Type Summary [Deflections Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever MF1 Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow tb 937.72 psi Fb 1,170.00 psi Bending Analysis Ck 34.195 Le Cf 1.300 Rb Center Left Support Right Support Shear Analysts Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 4x8 Center Span 4.00ft 3.500 in Left Cantilever ft 7.250 In Right Cantilever ft Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 180.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi DL DL DL Span= 4.00ft, Beam Width = 3.500in x Depth = 7.251n, Ends are Pin -Pin Max Stress Ratio 0.801 : 1 Maximum Moment 2.4 k -ft Allowable 3.0 k -ft Center Span... peed Load Deflection -0.011 in ...Location 2.000 ft ...Length/Defl 4,384.6 Camber ( using 1.5 • D.L. Deft) .. Center 0.016 In Left 0.000 In Right 0.000 in 338.00 #/ft #/ft #/ft 2.40 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 2.99 fv 99.71 psi Fv 180.00 psi 0.000 ft 0.000 Max Moment 2.40 k -ft 0.00 k -ft 0.00 k -ft Left Support 2.53 k 14.057 in2 180.00 psi 2.40 k 2.40 k at 2.000 ft at 4.000 ft Total Load -0.039 in 2.000 ft 1,237.07 Sxx CI LL LL LL Scope: Reactions... Left DL Right DL 30.661 in3 2395.999 Star Recd 24.57 in3 0.00 in3 0.00 in3 Right Support 2.53 k 14.057 in2 180.00 psi Title: Dsgnr: Description : Bearing Length Req'd Bearing Length Req'd 860.00 *ft *ft Lu Lu Lu Maximum Shear " 1.5 Allowable Shear. 0.68 k 0.68 k Left Cantilever... Deflection ...Length/Dell Right Cantilever... Deflection ...Length/Defl 2.5 k 4.6 k @ Left 2.40 k Right 2.40 k Camber. @ Left 0.000 in Q Center 0.016 in Q Right 0.000 in Stress Caics I Area 25.375 in2 Allowable lb 1,170.00 psi 1,170.00 psi 1,170.00 psi 1.095 In 1.095 in Job # Date: 12:44PM, 10 MAR 06 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 2.40 k Max 2.40 k peed Load Total Load 0.000 In 0.000 In 0.0 0.0 0.000 in 0.000 in 0.0 0.0 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409- 5697 Telephone (253) 474 -9449 PROJECT: 12916 ARMSTRONG BUILDING COMPONENTS 44 12916 PW I.mcd 03/01/06 design KJH chk BRL Member MF2 L:= 14 -ft S:= 16 -in Wd := 12 -psf W1:= 40 -psf Use a 9 - 1/2" Deep PWI - 20 Plywood Web Joist El := 145.10 -in K:= 4.94.10 -lb Marlow 2180 -lb -ft Vailow i= 1120 -lb S -(Wd+ WI) -L Mmax 8 S-(W + Vmax := 2 5 -S -(Wd + WI) -L S -(Wd + w Amax 384 -EI + K psf = 144 plf = psf -ft lb = plf -ft Length of Plywood Web Joist On Center Spacing of Plywood Web Joists Floor Dead Load Floor Live Load Bending Stiffness Coefficient of Shear Deflection Allowable Moment Allowable Shear Mmax = 1698.6716 -ft . • < Mallow = 2180Ib -ft OK V maz = 485.33 lb < V = 11201b Amax = 0.446in < kn = 0.467in OK Aacwal L Amax L Aalbw 360 A, = 376.42 OK HANSEN RESIDENCE JOIST F JOIST SERIES v vvy'V M M (a) (ft lbs) V I Ile E ER(6) J Jr pm p pWC ( LVL Flange F MSR V 9Vs" P PRI -20 P PWI -20 1 145 2 2180 - - -- 1 1120 1 1700 8 830 4 4.94 P1(1-30 P PWI -30 1 161 2 2800 - -- 1 1120 1 1905 9 945 4 4,94 PRI-40 P PWI -40 1 193 2 2423 2 2355 1 1120 2 2160 1 1080 4 4.94 PRI -50 P PW1-50 1 186 3 3290 - - -- 1 1120 2 2040 1 1015 4 4.94 P1(1-60 P PWI -60 2 231 3 3339 3 3245 1 1120 2 2160 1 1080 4 4.94 11 /a" - P1(1-20 P PWI -20 2 253 2 2910 - - -- 1 1420 1 1700 8 830 6 6.18 PRI -30 P PWI -30 2 280 3 3715 - -- 1 1420 1 1905 9 945 6 6.18 PRI-40 P PWI-40 3 330 3 3236 3 3145 1 1420 2 2500 1 1200 6 6.18 P111-50 P PWI -50 3 322 4 4375 - - 1 1420 2 2040 1 1015 6 6.18 PRI -60 P PWI -60 3 396 4 4460 4 4335 1 1420 2 2500 1 1200 6 6.18 P1(1-70 P PWI -70 4 420 5 5600 - ---- 1 1420 2 2335 1 1160 6 6.18 --- 1 1'WI -93 6 659 8 8580 - - 1 1420 2 2760 1 1280 6 6.18 14" - P1(1-40 P PWI -40 4 482 3 3971 3 3860 1 1710 2 2500 1 1200 7 7.28 PM -50 P PWI -50 4 480 5 5350 - -- 1 1710 2 2040 1 1015 7 7.28 P1(1-60 P PWI -60 5 584 5 5473 5 5320 1 1710 2 2500 1 1200 7 7.28 PR1 -70 P PWI -70 6 613 7 7120 - - 1 1710 2 2335 1 1160 7 7.28 -- P PW1- 93 9 961 1 10530 - - 1 1710 3 3020 1 1280 7 7.28 16" - PRI-40 P PWI -40 6 657 4 4666 4 4535 1 1970 2 2500 1 1200 8 8.32 PRI -50 P PWI -50 . .663 6 6270 - - -- 1 1970 2 2040 1 1015 8 832 PRI-60 P PWI -60 . .799 6 6430 6 6250 1 1970 2 2500 1 1200 8 8.32 PRI -70 P PWI -70 8 841 8 8350 - - 1 1970 2 2335 1 1160 8 8.32 - -- P PWI -93' 1 1301 1 12360 - -- 1 1970 3 3020 1 1280 8 8.32 0 a W = uniform load (p10 1= design span (inches) P = concentrated load (pounds) El = bending stiffness of the 1-joist (lbs-in K = coefficient of shear deflection (pounds) r SITTS & HILL ENGINEERS INC. PROJECT:12916 ARMSTRONG BULDING 2901 SO.40th St., Tacoma, WA 98409- COMPONENTS 5697 Telephone (253) 474 -9449 12916 Gravity.mcd 03/01/06 design KJH chk BRL 46 Stud Wall Analysis psi psf = HF #2 H:= 941 144 F 1300•psi C 1.15 C 13 CM:= 1 C 1 CL:= 1 CF 1.10 C := 1.15 Fb:= 850•psi F Fb'CD'CFb'CM'Ct CL'Cr F'b = 1461 psi F",:= Fe C Cp F" = 1645 psi E' := 1300000.psi Axial Load Capacity (DL +LL) Slenderness Ratio (SL) H SL := h C := 0.8 K := 0.3 K F� := FCF = 1011 psi SL 2 C b :_ t + 0.375-in F := C F" F' = 838 psi PmaxBearing'= Cb•A•Fcp 1 + F 1 + PCS Fa Fa F r C := 2•C 2•C C C = 0.51 PmaxAxial := F'c'A A := t•h t-h 3 I: 12 S:= — c FinaxBearing = 4177 lb P, = 69101b Pn,:= [(16•psf + 25•psf)•(1240 + (12-psf + 40•psf)•(7•ft) + 160•plf11.33•ft PDL:= [(16•psf)•(12•ft) + (l2•psf)•(7•ft) + 160plf]•1.33•ft PRIM = if (PmaxBearing < PmaxAxial +Pmaxnearing >PmaxAxial) Try - 2x6 Studs @ 16" o.c. t:= 1.5•in h 5.5-in A = 83 in I = 20.8 is S =7.6in h o — 2 PDL = 580 lb PrL = 13511b < P ax = 417716 O_K plf = psf•ft lb = plf•ft F 405-psi HANSEN RESIDENCE SITTS & HILL ENGINEERS INC. PROJECT:12916 ARMSTRONG BULDING 2901 SO. 40th St., Tacoma, WA 98409- COMPONENTS 5697 Telephone (253) 474 -9449 12916 Gravity.mcd 03/01/06 design KJH chk BRL 4 "l Axial Stress (DL +Wind) CD:= 133 F " C := F F"C = 1902 psi PDL fDL -= A 1 + FCE F w,,,i„d := 12.9•psf • 1.33•ft w M 8 Combined Stresses 1 + rCE F C :_ L 2•C 2•C fDL = 70 psi S, := F'b fb :_ — f = 276 psi M= 174ft•Ib Cont. watt Footing Design Soil Bearing Pressure (S Sb := I500•psf Pit = 13511b P L33-ft Sb Ece P C =0.46 Bending Stresses CD := 1 F := Fb•CD•CFm•CM•C,•CL•C, F'b = 1271 psi + i f F b — 0.24 < 1 O.K. USE 2x6 Studs(&' 16" o.c. ( DL b 1 — FcE F = 0.68 ft F' := CP F" F' = 866 psi S 1.64in < S = 7.56in O.K. USE 1'4" x 8" thick continuous footing HANSEN RESIDENCE SITTS & HILL ENGINEERS INC. PROJECT:12916 ARMSTRONG BULDING 2901 SO. 40th St., Tacoma, WA 98409- COMPONENTS 5697 Telephone (253) 474 -9449 12916 Gravity.mcd 03/01/06 design KJH 48 chk BRL (2) - 2x6 HF #2 Built - Up Post Axial Load Capacity Slenderness Ratio (SL) SL := C:= 0.8 K := 03 KcE•E' FOE := 2 2 1 +FcE 1 + "cE Fce F "� F" C. 2•C 2•C C Kf F' := C F' = 287 psi (2) -2x6 HF #2 Built -Up Post PmaxAxial = 4728lb Base Plate Bearing Stress t + 0.375•in Cb. FOE = 301 psi Cb = 1.13 PmaxBeming Cb'Fcp'A PmaxBearing = 7518lb "max if (PmaxBearing < PmaxAxial, PmaxBearing, PmaxAxial) Pmax = 47281b H:= 9•ft psf := — psi 144 F := 1300-psi C 1 CFb := 13 CM := 1 C 1 CL := I CFc := 1.1 F 405-psi E' 1300000-psi F"' := FC C F " = 1430 psi PmaxAxial Fe A (2) -2x6 HF#2 Built -Up Post Properties Kf:= 1 h := 5.5-in t:= 2.1.5 -in A:= t•h t•h 3 I 12 I.2 S:= — h C =0.2 plf := psf•ft lb := plf -ft .Kf • 0.6 for unbraced nailed Suitt up posts - 0.15 for bolted 1.0 for braced built up posts) A = 16.5 in I = 41.6 in S = 15.1 in HANSEN RESIDENCE ■ SITTS & HILL ENGINEERS INC. PROJECT:12916 ARMSTRONG BULDING 2901 SO. 40th St., Tacoma, WA 98409- COMPONENTS 5697 Telephone (253) 474 -9449 12916 Gravity.mcd 03/01/06 design KJH 49 chkBRL (3) -2x6 HF #2 Built -Up Post F, := 1300-psi CD:= 1 E' 1300000-psi F", := F F " 1430 psi Axial Load Capacity Slenderness Ratio (SL) SL= H C 0.8 K := 0.3 KcE•E' FCE SL F 1 + F" C :_ 2•C F ' o _ Cp-F", (3) -2x6 HF #2 Built -Up Post PmaaAxial = 14678Ib Base Plate Bearing Stress t + 0.375•in Cb := Pmaageariag Cb•Fcp•A Pmex := if (Pmaxgearing < PnauAxial, Pmaxgearing . PmaxAxial) E = 10859 lb F� = 677 psi F 2 1 + - Fop F " 2C F' = 593 psi PmaxAxial := F' A Cb = 1.08 Pmaxsearing = 10859 lb psi H:= 9-ft psf :_ 144 CH, := 1.3 C := 1 C := 1 C := 1 Cp := 1.1 K I h 5.5•in t:= 3.1.5-in K C =0.41 A: =t•h A= 24.8in 3 L= th I= 62.4in4 12 S := 1 - S = 22.7 in h plf psf•ft lb := plf-ft F 405-psi (3) -2x6 HF #2 Built -Up Post Properties tKf = 0.6 for unbraced nailed built ,tp posts - 0.75 for bolted 1.0 for braced built up posts) HANSEN RESIDENCE SITTS & HILL ENGINEERS INC. PROJECT:12918 ARMSTRONG BULDING 2901 SO.40th St., Tacoma, WA 98409- COMPONENTS 5697 Telephone (253) 474 -9449 12916 Gravity.mcd 03/01/06 design KJH chk BRL 50 (2) -2x4 HF #2 Built -Up Post F,:= 1300•psi CD:= 1 CFb:= 1.5 Cm:= 1 C 1 C 1 CF 1.15 F 405-psi E':= 1300000•psi F'c Fc'CD•CFc F"' = 1495 psi Axial Load Capacity Slenderness Ratio (SL) SL := H C:= 0.8 K = 0.3 E' 3 Far = FOE = 301 psi I. th 1= 10.7in4 SL2 12 I.2 S: = — S= 6.lin F� FLT 2 h I +— l +— F Cs C p : 2.0 c 2•C c Kr C p = 0.19 Base Plate Bearing Stress C6:= t + 0.375• in t PmaxBearing Cb•Fcp•A ' max = 30161b F = C P F ", F, =287 psi (2) - 2x4 HF #2 Built -Up Post PmaxAxial = 3016 lb FinaxAxial := F' A Cb = 1.13 PmaxBearing = 4784 lb Pm := if ( PmaxBearing < PmaxAxial, PmaxBearing,PmaxAxiai) psi H:= 9•ft psf := 144 plf := psf•ft lb := plf•ft (2) -2x4 HF#2 Built -Up Post Properties Kt := 1 h := 3.5.in t = 2.1.5 -in A: =t•h A= 10.5in :Kt = 0.6 for unbraced nailed built up posts - 0/5 for bolted 1.0 for braced built up posts) HANSEN RESIDENCE 5697 Telephone (253) 474 -9449 SITTS & HILL ENGINEERS INC. PROJECT:12916 ARMSTRONG BULDING 2901 SO. 40th St., Tacoma, WA 98409- COMPONENTS 12916 Gravity.mcd 03/01/06 design KJH chk BRL 51 (3) -2x4 HF #2 Built -Up Post F 1300•psi CD := 1 B':= 1300000•psi F " := Fc CD. CEc F " e = 1495 psi Axial Load Capacity Slenderness Ratio (SL) SL := t K�•E' F =— SL Z PCE 1 + P" • 2C F' := CP F " F = 598 psi (3) -2x4 HF #2 Built -Up Post Pma.Wxial = 94111b Base Plate Bearing Stress t + 0.375•in Cb PmaxBearing := COT' A Pmax = 69101b C := 0.8 K 0.3 F = 677 psi Cp := 1.5 Cb = 1.08 PmaxBearing = 69101b Pmax if (PmaxBearing < PmaxAxial) PmaxBearing r PmaxAxial) H:= 9-ft psf 144 C 1 C 1 C 1 Cp 1.15 F := 405•psi PmaxAxial F A (3) -2x4 HF #2 Built -Up Post Properties K I h := 3.5-in t:= 3.1.5•in A: =t•h A= 15.8in t•h 3 I: 12 S:= I -2 S= 9.2in h C = 0.4 plf psf•ft lb := plf-ft .Kf = 0.6 for unbraced nailed built ip posts - 0.75 for bolted 1.0 for braced built up posts) I = 16.1 in HANSEN RESIDENCE SITTS Sr HILL ENGINEERS INC. PROJECT:12916 ARMSTRONG BULDING 2901 SO. 40th St., Tacoma, WA 98409- COMPONENTS 5697 Telephone (253) 474 -9449 12916 Gravity.mcd 03/01/06 design KJH chk BRL 52 4x4 HF #2 Post F, := 1300•psi CD := 1 E':= 1300000•psi F " = F C F' = 1495 psi Axial Load Capacity Slenderness Ratio (SL) SL — h K FCE SL 2 FCE 1 + F " C 2-C C := 0.8 KCE 03 F' C P F " F' = 383 psi 4x4 HF #2 Post PrnaxAxial = 4694 lb Base Plate Bearing Stress t + 0.375•in Cb• PmaxBearing Cb•Fnp•A P = 4694 lb CFb := 1.5 C := 1 C := 1 C := 1 CF, := 1.15 FCE = 410 psi 1 FCE FCE P p, Kf 2-C C Cb = 1.11 P B ear i ng = 5493 lb P max := if (PmaxBearing < PmaxAxial. PmaxBearing + PmaxAxial) H:= 9-ft psf := 144 plf := psf-ft lb := pif-ft PmaxAxial := Fe A 4x4 HF#2 Post Properties Kf:= 1 h := 3.5•in t := 3.5.in A:= t•h A= 12.3in bh 3 I: 12 I.2 S :_ — h C = 0.26 F •= 405•psi 1 . 1( f = 0.6 for unbraced nailed built ip posts - 0.75 for bolted 1.0 for braced built up posts) [ = 12.5 in S = 7.1in HANSEN RESIDENCE 0.2 139.4 Sa = FaSs, Fa = 1.00 1.0 073.4 Sa = FvS1, Fv = 1.52 53 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12916 ARMSTRONG BUILDING COMPONENTS 12916 Lateral (IBC).mcd 03/01/06 design KJH 5 4 chk BRL LATERAL ANALYSIS : AS PER SECTION 1616.6 OF THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE, THE HORIZONTAL SEISMIC FORCE "Qe" SHALL BE DETERMINED BY ONE OF THE TYPES OF ANALYSES PERMITTED BY SECTION 9.5.2.5.1 OF ASCE 7-02. AS PERMITTED IN SECTION 9.5.2.5.1 OF ASCE 7 -02, THE EQUIVALENT LATERAL FORCE PROCEDURE DESCRIBED IN SECTION 9.5.5 OF ASCE 7 -02 SHALL BE USED TO DETERMINE THE SEISMIC FORCE "Qe ". AS PER SECTION 1617.1 OF THE 2003 EDITION OF THE INTERNATIONAL BUILDING CODE, THE SEISMIC LOAD EFFECT "E" FOR USE IN THE BASIC LOAD COMBINATIONS OF SECTION 1605.3 (OR SECTION 2.4.1 OF ASCE 7 -02) SHALL BE DETERMINED IN ACCORDANCE WITH SECTION 9.5.2.7 OF ASCE 7 -02. R := 6 S _ 1.394 Si := 0.483 SDS SDI F,:= 1.0 F� := 1.52 I 1.0 T C 0.02 x := 0.75 k C h„ := 18.5•ft h„ Wn D W RESPONSE MODIFICATION COEFFICIENT, TABLE 9.5.2.2 MAPPED SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS MAPPED SPECTRAL RESPONSE ACCELERATION AT ONE SECOND PERIOD DESIGN SPECTRAL RESPONSE ACCELERATION AT SHORT PERIODS DESIGN SPECTRAL RESPONSE ACCELERATION AT ONE SECOND PERIOD ACCELERATION BASED SITE COEFFICIENT, TABLE 9.4.1.2.4a VELOCITY BASED SITE COEFFICIENT AT ONE SECOND PERIOD, TABLE 9.4.2.4b OCCUPANCY IMPORTANCE FACTOR, TABLE 9.4.1 FUNDAMENTAL PERIOD OF THE STRUCTURE IN SECONDS, EQUATION 9.5.5.3.2 -1 FUNDAMENTAL PERIOD COEFFICIENT, TABLE 9.5.5.3.2 FUNDAMENTAL PERIOD COEFFICIENT, TABLE 9.5.5.3.2 EXPONENT RELATING TO THE PERIOD OF THE STRUCTURE, SECTION 9.5.5.4 VERTICAL SEISMIC DISTRIBUTION FACTOR, EQUATION 9.5.5.4 -2 HEIGHT IN FEET ABOVE THE BASE TO THE HIGHEST LEVEL OF THE STRUCTURE HEIGHT IN FEET ABOVE THE BASE OF THE STRUCTURE TO LEVEL "n" WEIGHT OF THE STRUCTURE AT LEVEL "n" SEISMIC DESIGN CATEGORY p := 1 z SEISMIC WEIGHT OF STRUCTURE ft h ` T := Ci 8 T = 0.1784 k:= if[T 5 0.5,1,(if(T 2 2.5,2,1 + 2.5 —T Sips 3 - Fa Ss SDs = 0.929 SDS SDI Cs! :_ — Csmas •_ 2 I T CR) C := max(min(Csi,Csmar),Csmin) C = 0.155 k =1 2 SDI := 3'F„.SI C 0.044S SDI = 0.489 pif := ft HANSEN RESIDENCE SITTS & HILL ENGINEERS INC. 2901 SO. 40th St, Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12916 ARMSTRONG BUILDING COMPONENTS 12916 Lateral (IBC).mcd 03/01/06 design KJH 55 chk BRL SEISMIC FORCES SHALL BE DISTRIBUTED VERTICALLY IN ACCORDANCE WITH SECTION 9.5.5.4 wR:= 14•ft•8.5•ft +4341.34.5•ft+ 10•ft•9•ft w2:= wR•16-psf wuF := 1141.8.5•ft + 40•ft•31 •ft W 23.1.14.5-ft + 10•ft•29•ft + 4•ft•6•ft w'I wuF( + 10•psf) + wii•16•psf 0.6D +E w2•h2 Cv2 WT/12 + wt'hl w Cvl 0.6D +0.7E +H w2•h2 + wt•hj CJ2 = 0.474 Co = 0.526 w = 1692.5 ft w = 27080 lb w = 1333.5 ft w = 647.5 ft 2 w = 3969716 h 18.5•ft h := 14.ft THE SEISMIC FORCE AT EACH LEVEL OF THE STRUCTURE SHALL BE DETERMINED IN ACCORDANCE WITH EQUATIONS 9.5.5.2 -1 AND 9.5.5.4 -1 V2 := CJ2•Cg (w2 + wt V2 = 4903.4 lb V := C (w + wt) V = 5439.6 lb CONSERVATIVELY, ASSUME A REDUNDANCY FACTOR OF 1 / 0.7, WHICH IS APPROXIMATLEY EQUAL TO 1.4 _ 1 P • 0.7 THE SEISMIC FORCE "V" IS A STRENGTH LEVEL FORCE - REDUCE THE SEISMIC FORCE TO THE ALLOWABLE STRESS LEVEL "E" EE2 := 0.7V2.p EE2 = 4903.4 lb FE = 0.7V EE = 5439.6 lb THE CONTROLLING LOAD COMBINATION FOR THE SEISMIC ANALYSIS OF THE WOOD SHEARWALLS IS LOAD COMBINATION 8 OF SECTION 2.4.1 OF ASCE 7 -02, SHOWN BELOW: AS THE SHEARWALLS WILL NOT BE LOADED BY EITHER LATERAL EARTH PRESSURE, GROUND WATER PRESSURE OR PRESSURE DUE TO THE PRESENCE OF BULK MATERIALS, "H' MAY BE TAKEN AS EQUAL TO ZERO. THE COEFFICIENT "0r BEFORE THE SEISMIC LOAD EFFECT FACTOR "E" IS THE REDUCTION TERM TO CONVERT THE STRENGTH LEVEL FORCES TO THE ALLOWABLE STRESS LEVEL FORCES. AS THE SEISMIC FORCES HAVE ALREADY BEEN CONVERTED TO ALLOWABLE STRESS LEVEL, THE EFFECTIVE LOAD COMBINATION IS AS FOLLOWS: AS PER SECTION 9.5.2.7 OF ASCE 7 -02, THE VERTICAL SEISMIC EFFECT TERM "0.2 Sds D" NEED ONLY BE USED IN LOAD COMBINATIONS 3 AND 4 IN SECTION 2.4.1 OF ASCE 7 -02. THE VERTICAL SEISMIC EFFECT TERM SHALL NOT APPLY TO THIS ANALYSIS. HANSEN RESIDENCE .17 # &IIAUUQ uuuusi LflO :a[!3 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409-5697 Telephone (253) 474 -9449 Fax (253)474 -0153 PROJECT :12916 ARMSTRONG BUILDING COMPONENTS 12916 Lateral (IBC).mcd 03/01/06 5 rr design KJH chk BRL WIND USE SIMPLIFIED WIND LOAD METHOD PER IBC SECTION 1609.6. Ps= X Iw Ps30 X = ADJUSTMENT FACTOR FOR BUILDING HEIGHT AND EXPOSURE, TABLE 1609.6.2.1(4) Iw = IMPORTANCE FACTOR, TABLE 1604.5 Ps30 = SIMPLIFIED DESIGN WIND PRESSURE, TABLE 1609.6.2.1(1) Le = 2 a 2.:= 1.0 1": =1.0 Ps30a := 12.9•psf Ps306 8.8•psf po0,:= 10.2•psf Ps30d := 7.0•psf WIND EXPOSURE = B 85 mph 3- SECOND GUST WIND SPEED Le = LENGTH OF THE WIND PRESSURE END ZONES a = LEAST OF (10% OF THE LEAST HORIZONTAL DIMENSION or 0.4 x MEAN ROOD HEIGHT) BUT NOT LESS THAN (4% OF THE LEAST HORIZONTAL DIRECTION or 3' -0 ") H = MEAN ROOF HEIGHT Ls = LEAST HORIZONTAL DIMENSION H 23.ft L := 29•ft al := min(0.10•L a2 := max(0.04•L a if(al <a2,a2,at) L 2-a Psa := max(X 10 'Psf) Psb max(X•Iw'Ps306, psc max(x'lw'Ps30,, Psd max(x'Iw ps30d,10•psf) at =2.9ft a2 =3ft a =3ft L =6ft H, := 9-ft 1l := 12.5•ft H2:= 4.5•ft H := 9.25-ft H3 := 6.25•ft I-14:= 4.75.ft p 12.91bff Psb = 101bft Pse = 10.21bff p = 101bff EXPOSED HEIGHT OF ROOF EXPOSED HEIGHT OF ROOF EXPOSED HEIGHT OF UPPER FLOOR EXPOSED HEIGHT OF LOWER FLOOR EXPOSED HEIGHT OF LOWER FLOOR EXPOSED HEIGHT OF LOWER FLOOR THE CONTROLLING LOAD COMBINATION FOR THE WIND ANALYSIS OF THE WOOD SHEARWALLS IS LOAD COMBINATION 7 OF SECTION 2.4.1 OF ASCE 7 -02, SHOWN BELOW: 0.6D +W +H AS THE SHEARWALLS WILL NOT BE LOADED BY EITHER LATERAL EARTH PRESSURE, GROUND WATER PRESSURE OR PRESSURE DUE TO THE PRESENCE OF BULK MATERIALS, "H' MAY BE TAKEN AS EQUAL TO ZERO. THE EFFECTIVE LOAD COMBINATION IS AS FOLLOWS: 0.6D + W LATERAL FORCES WILL BE DISTRIBUTED ALONG LINES OF FORCE/RESISTANCE. LINES OF FORCE/RESISTANCE WILL BE INVESTIGATED FOR BOTH WIND AND SEISMIC LATERAL LOADS. LATERAL FORCES WILL BE RESISTED BY PLYWOOD DIAPHRAGMS AND WOOD SHEARWALLS SUPPORTED ON CONCRETE FOUNDATIONS. HANSEN RESIDENCE g tUiAtBJU muiS£ ibIO :NH SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474.9449 Fax (253) 474 -0153 PROJECT :12916 ARMSTRONG BUILDING COMPONENTS 12916 Lateral (IBC).mcd 03/01/06 5 „ design KJH chk BRL Upper Floor Walls Floor Wall Line B: Total Wall Length: Wind Tributary Width: TW := 40•ft•0.5 Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: Lbb := 14•ft + 8.5•ft Vbb Psa•Le•H2 + Psc•(TW — Le)•H2 + Psb•Leg. Psd•(Tw — Le) 11 Vbb = 2790.9 lb V vbb := Lbb Ebb EE2 40ft•50•ft•0.5 WR Eb. Lbb Ibb 8.5•ft Roof := 16•psf-2.5•ft•Ibb Wall := 10•psf•Hw Ibb Total := Roof + Wall OTM„, := vbb•Ibb•H OTM := Eb•lbb•H DLR„ := 0.6Total• 126 DLR, := 0.6Total• 16 OTM,„ — DLR,„ Uw 166 OTM, — DLR, Ibb U:= max(U vbb = 124lbff Ebb = 2897.2 lb E = 128.816 ft t Roof = 340 lb Wall = 680 lb Total = 10201b OTM = 8434.7 lb ft OTM, = 8755.8 lb ft DLR = 2601 lb ft DLR, = 2601 lb ft U = 686.3 lb U, = 724.1 lb U = 724.1 lb Plate Height: H := 8•ft �6earUi1 4 G;3ge$ t pacify,',#, 2? (bear titlalC')"yj [14 Gage Staple )✓apa9)ty - " 14.L1 1 ESISTt 0 NDJOR QORNLR F OLDOWN NEEDg HANSEN RESIDENCE SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474-9449 Fax (253) 474 -0153 PROJECT :12916 ARMSTRONG BUILDING COMPONENTS 12916 Lateral (IBC).mcd 03/01/06 design KJH 60 chk BRL Floor Wall Line F: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: Lff := 29- ft TW := 40•ft•0.5 V ff Psa'Le 112 + Pse – Le) H2 + Psb-Le.Hr + Pscr(TW – Le) Hr Vff = 2790.9 lb Vff vff := — Lff Eff := EE2 Eff Er. Lff — 1ff:= 29•ft OTM := Erlff•H 40ft•31.5 -W0.5 WR Roof := 16•psf•5.5•ft•Iff Wall := l0•psf•Hwlff Total := Roof + Wall OTM vff •Iff•H w DLR := 0.6Total• 12 DLR, := 0.6Tota1. OTM – DLR Uw 1ff OTM - DLR Us. Iff U:= max(U vff= 96.2lbft Eff = 1825.216 Er = 62.9 lb ft Roof = 2552 lb Wall = 2320 lb Total = 48721b OTM = 22327.2 lb ft OTM, = 14601.7 lbft DLR = 42386.4 lb ft DLR, = 42386.4lbft U = -691.7 lb U, = -958.1 lb U = - 691.7 lb Plate Height: H 8-ft L7t �rrrsTl ND /OR CORNER F OLDOWN NEEDED HANSEN RESIDENCE SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12916 ARMSTRONG BUILDING COMPONENTS 12916 Lateral (IBC).mcd 03/01/06 s . design KJH chk BRL Floor Wall Line 1: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check Aspect Ratio: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: Ll1 := 3.ft + 3-ft TW:= 8.5•ft•0.5 V11 Psi Le'H2 + Psc'(TW — L H2 + Psb'Le'Hr + Pse(TW — L e) Hr v11:= Vu LII 8.5•ft•11•ft•0.5 Ell := EE Ell E1 : LII E El :_ Ill := 3-ft Roof := 16-psf•4•ft-111 Wall := 10•psf•H01I Total := Roof + Wall OTM„ := vll•111•H OTM,:= E DLR„, := 0.6Total 1 2 1 DLR, := 0.6Total• 1 2 1 OTM,„ – DLR„ U :_ 111 111 U := max(U U Wa OTM, – DLR, v11 = 108.41bff El1 = 135.41b E = 22.6Ibft El= 30.11b Roof = 192 lb Wall = 240 lb Total = 432 lb OTM„, = 2601.9 Ib ft OTM, = 541.816 ft DLR„ = 388.8 Ib ft DLR, = 388.8lbft U = 737.71b U, = 51 lb U = 737.71b Plate Height: H := 8-ft wWt ;Cage 0Paai PL }mEeSISTetro r ND/OR pRNER: - DLDOWN +NEE V = 650.5 lb HANSEN RESIDENCE SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12916 ARMSTRONG BUILDING COMPONENTS 12916 Lateral (IBC).mcd 03/01/06 6 Zdesign KJH chk BRL Floor Wall Line 2: Total Wall Length: L22 := 8•ft + 3ft + 2.75ft Wind Tributary Width: TW := (8.5•ft +3l.5•ft)•0.5 Total Wind Force: V22 Psn'TWFlr +psc'TWH2 Wind Shear: v22 := V v22 = 197.7lbft L22 Seismic Base Shear: E22 := EE (8.5-ft-11-ft + 31.5•ft•40•ft)•0 E22 = 1960.6 lb WR Seismic Force: E E22 2: L22 E2= 142.61681 Check Aspect Ratio: E2 2� 2.751 E2 = 207.4lb H E2 Check wall section: 122 := 2.75-ft Dead load resisting: Roof := 16•psf•2.5•ft•122 Roof = 110 lb Wall := 10•psf•H022 Wall = 220 lb Total := Roof + Wall Total = 330 lb Wind Overturning: OTM v22.122•H OTM = 4348.8 lbft Seismic Overturning: OTM, 52.122•11 OTM, = 3137lbft Wind Resisting Moment: DLR := 0.6Total• 1 2 2 DLR = 272.3 lb ft Seismic Resisting Moment: DLR, := 0.6Total• 1 2 2 DLR, = 272.3 lb ft Net Uplift: U OTM - DLR :_ 122 U = 1482.4 lb OTM, - DLR, U, 122 U = 1041.71b U := max(U U U = 1482.4 lb Plate Height: H := 8-ft griNe 4 Gage Step apactty = 274 V22 = 2718 lb HANSEN RESIDENCE SITTS & HILL ENGINEERS INC. 2901 SO.40th St., Tacoma, WA 98409-5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12916 ARMSTRONG BUILDING COMPONENTS 12916 Lateral (IBC).mcd 03/01/06 design KJH 6d chk BRL Floor Wail Line 3: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check Aspect Ratio: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: L33 := 4•ft + 5ft + 3.25ft + 4.25•ft TW:= 31.5•ft•0.5 V33 = Psa'Le'H2 + Pss — 1 - e)'H2 + Psb'I e'Hr + Psd'(TW — Le) Hr v33 := V33 L33 E33 EE2 E33 E3 : L33 E3 E3 2 (3.25. ft) II \L 133 := 3.25•ft 31,5•ft•30•ft•0.5 WR Roof := 16•psf•4.5•ft•133 Wall := l0-psf•H 133 Total := Roof + Wall OTM v33.133•H OTM, := E DLR 0.6Total• 123 DLR., := 0.6Total • l OTM - DLR Uw. 133 OTM, - DLR, 133 U max(U v33 = 134.1 lb ft t E33 = 1368.9 lb E3 = 831b ft t E3= 102.116 W Roof = 234 lb Wall = 260 lb Total = 494 lb OTM = 3487.7 lb ft OTM = 2157.116 ft DLR = 481.6 lb ft DLR, = 481.61b ft U = 924.91b U = 515.5 lb U = 924.91b Plate Height: H := 8.ft p1ear/ 4' Gage Stapi apactty. =1$4„ V33 = 2213.3 lb ulST iTRAP T.JE: ! N HANSEN RESIDENCE aun ZutuS£ LflO :apj PROJECT :12916 ARMSTRONG BUILDING COMPONENTS 12916 Lateral (IBC).mcd 03/01 /06 design KJH 65 chk BRL Main Floor Walls Floor Wall Line A: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: La := 26-ft TW l0.5•ft•0.5 Va p L'H3 + p – Le)'H3 + Psb'Le'Hrl + Pscr(TW – L) Hrl V, = 1092.2lb V. va:= — La 10.5•ft•26 .0.5 Ea := EE1 Ea E,. La la:= 26-ft OTM := va•la -H OTM, E la•H U,, :_ la la U := max(U,, U WR Roof := 16•psf•6.5•ft•la Wall := I0•psf•Hw la Floor 12•psf-Oft•la Total := Roof + Wall + Floor DLR„ := 0.6Total• 2 DLR, 0.6Total• 2 OTM, – DLR„ OTM, – DLR, U, va = 421b it 1 Ea = 438.7lb E, = 16.91b Roof = 2704 lb Wall = 3250 lb Floor = O lb Total = 5954 lb OTM = 13652.3 lb ft OTM, = 5483.8lbft DLR„, = 46441.2 lb ft DLR, = 46441.2 lb ft U = – 1261.1 lb U, = – 1575.3 lb Plate Height H 12.5-ft L rr 1 ESiSt b '"IH AO RS U = – 1261.1 lb $ND /OR CORNER rRAMING. NO tOLDOW NEEbl i hiarWelll an e " 4 gage stapl apa clt3/ 1 4 HANSEN RESIDENCE SITTS & HILL ENGINEERS INC. 2901 SO.40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474-0153 PROJECT :12916 ARMSTRONG BUILDING COMPONENTS 12916 Lateral (IBC).mcd 03/01/06 design KJH 66 chk BRL Floor Wall Line B: Total Wall Length: Lb:= 8•ft Wind Tributary Width: TW := (10.ft + 20.ft).0.5 Total Wind Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: Vb psc'TW'Hl + Vbb Vb = 4206.11b V Wind Shear: vb := 1, Lb Seismic Base Shear: Seismic Force: Eb:- FE] (l0•ft•26•ft +20ft•34•ft)•0.5 + Ebb wup + wjp Eb. Eb Lb — Ibb:= 8•ft Roof := 16•psf•5.5•ft•Ibb Wall := 10•psf•Hw lbb•2 Floor := 12•psf•0.67•ft•Ibb Total := Roof + Wall + Floor OTM vb•lbb•H OTM Eb•lbb•H DLR := 0.6Tota1• DLR 0.6Total• lbb — OTM - DLR Uw lbb OTM - DLR U := lbb U:= max(U vb = 525.8 lb ft l Eb = 523.5lbff Roof = 704 lb Wall = 12801b Floor = 64.3 lb Total = 2048.3 lb Plate Height: Eb = 4187.7 lb Pliear W 04 gage* Opacity =776 3heafVi 4 gagestap ei �apl3eriv;= 54; OTM = 33649.2lbft OTM = 33501.7 lb ft DLR = 49161b ft DLR = 49161b ft U = 3591.7 lb U, = 3573.21b iSE STHDIORYS s. U = 3591.71b TRAP TIE HOLD H 8•ft HANSEN RESIDENCE SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 4749449 Fax (253) 474 -0153 PROJECT :12916 ARMSTRONG BUILDING COMPONENTS 12916 Lateral (IBC).mcd 03/01/06 design KJH chk BRL C 7 Floor Wall Line E: Total Wall Length: Wind Tributary Width: TW := (20•ft +20•f0•0.5 Total Wind Force: V p + p Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Net Uplift: Le:= 10.5•ft V. = 3687 lb V ve:_ — Le (20•ft.42.5•ft+ 20•ft•434)•0.5 Ee := EE1 Ee = 2747.916 wR Be E. := Le le:= 10.5•ft Roof := 16•psf•11.5•ft•1e Wall := 10•psf•Hw le Floor: 12•psf•Oft•le Total := Roof + Wall + Floor OTM := ve•le•H OTM, := Ee le•H DLR := 0.6Total. 2 Seismic Resisting Moment: DLR, := 0.6Total• le 2 OTM — DLR U le OTM, — DLR, U, le U := max(U ve = 351.11bft' E = 261.71b ft t 4 gage staple apaclt 27,4 Roof = 1932 lb Wall = 8401b Floor = 0 lb Total = 2772 lb OTM = 294961bft OTM, = 21983.3 lb ft DLR = 8731.8 lb ft DLR, = 8731.8 Ib ft U = 1977.51b U, = 12621b ESTRUI U = 1977.51b TRAP T(R Plate Height: H 8•ft alf,t7 JJ gage staples pacltfl,;3$4: IMP LO, WN . HANSEN RESIDENCE SITTS & HILL ENGINEERS INC. 2901 SO.40th St., Tacoma, WA 98409 -5697 Telephone (253) 474-9449 Fax (253) 474 -0153 PROJECT :12916 ARMSTRONG BUILDING COMPONENTS 12916 Lateral (IBC).mcd 03/01/06 design KJH 68 chk BRL Floor Wall Line F: Total Wall Length: Wind Tributary Width: TW := 20•ft•0.5 Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: Lf := 24•ft + 17.5•ft Vr:= pseLeHi + p (TW – L + Vn Vf = 3884.2 lb Vf of := — Lf Ef EE 1 20ft•45•ft•0.5 + Eff wUF + w12 Er. Lf — lff:= 17.5•ft Roof := 16•psf•5.5•ft•lff Wall := 10•psf•Hw Iff•2 Floor := 12•psf•0.67•ft•Iff Total := Roof + Wall + Floor OTM vf•1ff•H OTM, := Eflff•H DLR := 0.6Total• 12 DLR, := 0.6Total• 1ff — 2 OTM„ – DLR Uw 1ff OTM, – DLR U, 1ff U := max(U U of = 93.6lb Eb = 4187.7 lb Ef = 73.8 the Roof = 15401b Wall = 2800 lb Floor = 140.7 lb Total = 4480.7 lb OTM,, = 13103.5 lb ft OTM, = 10325.8 lb ft DLR = 23523.7 Ib ft DLR., = 23523.7 lb ft U,,, = –595.4 lb U = –754.2 lb U = – 595.416 Plate Height: H 8•ft /0i? CORNER OLPOWN NEEO HANSEN RESIDENCE SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12916 ARMSTRONG BUILDING COMPONENTS 12916 Lateral (IBC).mcd 03/01/06 design KJH chk BRL 69 Floor Wall Line 1: Total Wall Length: Wind Shear: Seismic Base Shear: Seismic Force. Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: LI = 11•ft Wind Tributary Width: TW 8.5 -ft-0.5 Total Wind Force: V := p, Le Ht + p, (TW - L -H + V11 V = 1201.3 lb Vl v1 := — LI El := EE1 8.5•ft•11•ft•0.5 + EI1 w + w El El• LI 11 := 11 -ft Roof := 16•psf•4401 Wall := 10•psf -H ll -2 Floor := 12•psf•4.5ft•Il Total := Roof + Wall + Floor OTM v1.11•H OTM, := E DLR := 0.6Total• 2 DLR. := 0.6Total• - OTM, - DLR U :_ 11 OTM, - DLR, U,:- 11 U := max(U U vI= 109.21bft El = 263.81b E = 241be Roof = 704 lb Wall = 17601b Floor = 594 lb Total = 30581b OTM = 9610.5lbft OTM, = 2110.51b ft DLR = 10091.4 lb ft DLR. = 10091.4lbft U = -43.7 lb U, = -725.5 lb U = -43.7 lb Plate Height: H 8•ft SI LI ESI. O DIY AND/OR CORNER PRA IOLDOWN;NEEDED HANSEN RESIDENCE SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12916 ARMSTRONG BUILDING COMPONENTS 12916 Lateral (IBC).mcd 03/01/06 design KJH 70 chk BRL Floor Wall Line 2: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear Seismic Force: Check Aspect Ratio: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: L2 6.5•ft + 641 +3.ft TW := (8.5•ft + 21.5.8)•0.5 V2 p, •TWH1 + V22 V2 = 4133.3 lb V v2:_ — L2 E2:= EE1 (8.5.8.11.8 + 21.5•ft•50•ft)•0.5 + E22 w + w E2 E := — L2 E2 E2 12:= 3•ft 2( 3 — H Roof 16•psf•2.5•ft•I2 Wall := 10-psf-H Floor= 12•psf•7ft•12 Total := Roof + Wall + Floor OTM v2.12•H OTM, E2' l Hw DLR„ := 0.6Tota1. DLR, := 0.6Total• 2 OTM - DLR Uw 12 OTM, - DLR, U, := 12 U:= max(U v2 = 266.7Ibft E2 = 230lbff E2 = 306.7 lb 8-1 Roof = 120 lb Wall = 480 lb Floor = 252 lb Total = 852 lb OTM = 6399.9lbft Plate Height: H 8.ft E2 = 3564.9 lb OTM, = 5519.916 ft DLR = 766.8 lb ft DLR, = 766.8 lb ft U = 1877.716 U, = 1584.4 lb Uiar$TlH116RJ`S u, 18773 lb TRAP ; CIF }4OLDOI HANSEN RESIDENCE • Sins & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12916 ARMSTRONG BUILDING COMPONENTS 12916 Lateral (IBC).mcd 03/01/06 design KJH 71 chk BRL Floor Wall Line 2a: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Wind Overturning: Seismic Overturning: Wind Resisting Moment: Seismic Resisting Moment: Net Uplift: L2a:= 8•ft TW := (21.5•ft + 23•ft)•0.5 V2a psc'TW(H1 + H2 ) + Psd'TW'Hr V2 = 5123.1 lb V2a v2a:= — L2a E2a:= EE1 (21.5•ft•50•ft +20.ft-50•ft).0.5 E2a = 2848.8 lb WUF + Wu E2a E24, L2a 12a =8•ft Roof := 16•psf•O'ft•12a Wall := 10•psf•H 12a Floor := 12•psf•Oft•12a Total := Roof + Wall + Floor OTM„,:= v2•12a•H OTM := E2.12a-H DLR„, := 0.6Total• 12a DLR. := 0.6Total• ila OTM – DLR U . 12a OTM – DLR., U 12a U max(U E2 = 356.11b ft Roof = 0 lb Wall = 640 lb Floor = 0 lb Total = 640 lb OTM = 17066.3 lb ft OTM = 14719.7 lb ft DLR = 15361b ft DLR = 15361b ft U µ = 1941.3 lb U = 164816 U = 1941.31b v2a = 640.4 lb ft Plate Height: H 8-ft pa r S"f'F)Cyfidsw TRAP.,71EBOL,D HANSEN RESIDENCE SITTS & HILL ENGINEERS INC. 2901 SO. 40th SI, Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :12916 ARMSTRONG BUILDING COMPONENTS 12916 Lateral (IBC).mcd 03/01/06 design KJH , chk BRL 2 Floor Wall Line 3: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check Aspect Ratio: V3 = 2779.4 lb V3 v3 := L3 — E3. L3 — E3 E3 Check wall section: 13 := 2.5•ft Dead load resisting: L3:= 3•ft + 2.5ft +2.5ft TW:= 12•ft•0.5 V3 psc•TWH1 + V33 E3 := EE 12•ft•30•ft•0.5 + E33 WUF + wLF 2 (2.5•ft� H Wind Overturning: OTM, := v3-13.H„ Seismic Overturning: OTM, := E3.13•H Wind Resisting Moment: DLR 0.6Total.2 Seismic Resisting Moment: DLR, := 0.6Total• 13 2 OTM — DLR, Net Uplift: U 13 OTM, — DLR, U, 13 U:= max(U Plate Height: v3 = 347.41b ft t E3 = 1863.21b E3 = 232.9 lb 8 t E3 = 372.6 Ib t3 t Roof 16•psf•3-ft -13 Roof = 1201b Wall := 10•psf•H 13.2 Wall = 400 lb Floor:= 12•psf•Oft•13 Floor = O lb Total := Roof + Wall + Floor Total = 520 lb OTM = 6948.6 lb ft OTM, = 4657.91b ft DLR = 390lb ft DLR, = 390 lb ft U = 2623.4 lb U, = 1707.21b U = 2623.416 1 TR ani HH TR 1P;1 iE i H w := 8•ft HANSEN RESIDENCE SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409-5697 Telephone (253) 474-9449 Fax (253) 474-0153 PROJECT :12916 ARMSTRONG BUILDING COMPONENTS 12916 Lateral (IBC).mcd 03/01/06 design KJH chk BRL 73 Floor Wall Line 4: Total Wall Length: Wind Tributary Width: Total Wind Force: Wind Shear: Seismic Base Shear: Seismic Force: Check wall section: Dead load resisting: Net Uplift: L4 := 2•ft + 2ft TW := 23•ft•0.5 V4 := psateas + Pse(TW - LePli Psb + Pscr(TW - Le) V4= 1697.91b V4 v4 := — L4 E4:= EE1 23. ft.20.ft.0.5 E4 C4 := — L4 14= 2-ft WuF Wjp E4 = 157.9 lb ft Roof := 16•psf.5.5.ft•14 Roof = 1761b Wall := 10.psf .H Wall = 160 lb Floor := I 2.psf Oft.14 Floor = 0 lb Total := Roof + Wall + Floor Total = 336 lb Wind Overturning: OTM, := v4•14•H OTM = 6791.5 lb ft Seismic Overturning: OTM, := E OTM, = 2526.2 lb ft Wind Resisting Moment: DLR„ := 0.6Total. 14 DLR, = 201.61b ft 2 Seismic Resisting Moment: DLR, := 0.6Total• 14 — DLR., = 201.61b ft 2 OTM - DLR., := U = 3294.9 lb 14 OTM, - DLR, U, U = 1162.31b 14 U := max(U U E4 = 631.6 lb Plate Height: $11 v4 = 424.5 lb ft 2 ap k oit i l ' _ 14 giOntap PrStarilOSIMPSOR STRAT,IWAWAPYgNi ME:LATERAL REETRAINED PANEL FOR OARAOE PIER8, 1405/Sf, „_. H := 8•ft HANSEN RESIDENCE File: D06-�14J. 35mm Drawing # 740 June 13, 2006 Jesper Hansen 13601— 42 " Avenue S Tukwila, WA 98168 RE: CORRECTION LETTER #1 Development Permit Application Number D06 -141 Hansen Residence— 11841 — 44 Place S Dear Mr. Hansen: This letter is to inform you of corrections that must be addressed before your development permit(s) 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 Public Works Department. At this time, the Building, Fire and Planning Departments have no comments. Public Works Department: Dave McPherson, at 206 -431 -2448, 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) complete 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, Brenda Holt Permit Coordinator Encl aok P:lplanning brrnda\D06 -141 - correction hr #1.doc bh City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206- 431 -3665 DATE: June 7, 2006 PERMIT NO: D06 -141 PROJECT: Hansen (SFR) 11841 — 44 Place South CITY OF TUKWILA PUBLIC WORKS DEPARTMENT REVIEW COMMENTS PLAN REVIEWER: Contact David McPherson at (206) 431 -2448, if you have any questions regarding the following comments. 1. Verify if new house is to be connected to the existing side sewer. If connecting to existing side sewer, show and label on Civil plan sheet. 2. Verify if new house is to be connected to the existing water meter. If connecting to existing water meter, show and label on Civil plan sheet. Water line from existing water meter to new house, shall be installed on private property and not in the Public right -of -way. 3. Storm drainage for downspouts, driveway, and foundation drain (if applicable); shall be designed to infiltrate and then overflow to the existing storm drainage system. Show and label on -site infiltration system and connection to Public system. There is an existing drainage system located on the East side of 44 Place South and to the South of your project site. 4. Infiltration system may be designed with a trench(s) or drywell(s) per King County Surface Water Design Manual —1998. See enclosed samples. 5. Verify cost estimate for Public Works activities — See enclosed Bulletin A2. Include cost for on -site infiltration system and connection to Public system. 6. Verify the cut/fill quantities and show on site plan. Do not include excavation for house foundation or utility trenches. 7. Allentown Water and Sanitary Sewer Assessment fees have been paid for one house on this parcel. 8. Attachment and samples are provided, as applicable, to facilitate plan or permit approval. 9. If it is necessary to cut pavement within 44 Place South, pavement mitigation fee will apply. See Public Works Bulletin A3 — enclosed. 10. Work within the City Right -of -Way will require a Bond and Insurance naming the City as additionally insured. May 23, 2006 Mr. Jesper Hansen 13601 42 Ave S Tukwila, WA 98168 RE: Proposed Short Plat D06 -141 Dear Mr. Hansen: As part your recent submittal for your building permit you included a proposed short plat layout. The short plat shows two lots that have very irregular boundaries. Please note that the Planning Division of DCD has signed off on the construction of one single - family house, however, Planning is not approving the proposed lot layout and it is highly likely that if you submit a short plat as shown on the site map it would not be approved. If you have any questions, please call (206) 431 -3684 or send an email to bmiles a(�- ci.tukwila.wa.us. Sincerely, ‘randon J. Miles Assistant Planner City of Tukwila cc. Nora Gierloff, Planptng Supervisor File (D06 -141) Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206 -431 -3665 April 28, 2006 Jesper Hansen 13601 42 Av S Tukwila, WA 98168 City of Tukwila Department of Community Development Steve Lancaster, Director RE: Letter of Incomplete Application # 1 Development Permit Application D06 -141 Hansen Residence — 11841 44 P1 S Dear Mr. Hansen: This letter is to inform you that your application received at the City of Tukwila Permit Center on April 19, 2006 is determined to be incomplete. Before your application can continue the plan review process the attached items from the following department(s) needs to be addressed: Building Department: Allen Johannessen, at 206 433 -7163, if you have any questions concerning the attached comments. Planning Department: Brandon Miles, at 206 -431 -3684, if you have any questions concerning the attached comments. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised 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) 433 -7165. Enclosures File: Permit D06 -141 P:VennifenIncomplete Letterst20061D06 -141 Incomplete Ltr #1.DOC jem Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206- 431 -3665 Determination of Completeness Memo Date: April 25, 2006 Project Name: Hansen Residence Plan Review: Allen Johannessen, Plans Examiner Permit #: D06 -141 Tukwila Building Division Allen Johannessen, Plan Examiner A 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. PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (Drawing and structural calculations sheets shall be original signed wet stamp not copied.) 1 Provide additional plan details to Identify a footing drain or a crawl space water discharge system Footing drains shall be shown on a site plan. 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 them be questions concerning the above requirements, contact the Building Division at 206- 431 -3670. No further comments at this time. DATE: CONTACT: RE: ADDRESS: ZONING: April 25, 2006 Jesper Hansen D06 -141 11841 44 Ave South LDR PLANNING DIVISION COMMENTS The Planning Division of DCD has reviewed the above permit application. Planning cannot approve the application. The Division comments are as follows: 1. The site map shows two separate dimensions for each property line. One notes the length of the property lines according to the survey and the other according to a plat. All references to the plat dimensions need to be removed. Only the survey lengths should be on the site map. 2. The City recently held a pre - application conference on the above property (PRE06- 011). At the meeting it was noted that the applicant had a desire to short plat the subject property. As noted at the pre - application meeting, the property is zoned Low Density Residential (LDR). Any lot created via a short plat would have to meet the minimum lot size of 6,500 square feet. Based on the plans submitted for this short plat, which are identical to the plans reviewed by Planning for the pre - application meeting, the remaining lot area to the north will not be able to meet the City's minimum lot size requirement A short plat would not be approved by the City for the subject property if the proposed lots are not equal or greater than 6,500 square feet. You may want to consider relocating the proposed home on the property in order to best take advantage of the site area. Please address both comments when you resubmit ACTIVITY NUMBER: D06 -141 DATE: 06 -23 -06 PROJECT NAME: HANSEN RESIDENCE SITE ADDRESS: 11841 44 PL S Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Issued DEPARTMENTS: Building Division ❑ Fire Prevention Complete Nt Comments: APPROVALS OR CORRECTIONS: Documents/routing slip.doc 2 -2802 PERMIT COORD COPY ' PLAN REVIEW /ROUTING SLIP Incomplete Planning Division Public Works Structural ❑ Permit Coordinator V> �1� � lo DETERMINATION OF COMPLETENESS: (Tues., Thurs.) TUES/THURS ROU ING: Please Route Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: DATE: u DUE DATE: 06-27 -06 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: DUE DATE: 07-25-06 Approved ❑ Approved with Conditions ►g Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D06 -141 PROJECT NAME: HANSEN RESIDENCE SITE ADDRESS: 11841 44 PL S Original Plan Submittal Response to Correction Letter # DATE: 05 -18 -06 X Response to Incomplete Letter # 1 Revision # After Permit Issued DEPARTMENTS: ^,/' Bud g It ion Fire Prevention P bli Work Structural DETERMINATI)DN OF COMPLETENESS: (Tues., Thurs.) Complete Comments: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Incomplete Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUJING: Please Route E MI Structural Review Required ❑ REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -2602 Approved with Conditions DATE: A? 5 23 1 Planning Division Permit Coordinator DUE DATE: 05-23-06 Not Applicable ❑ No further Review Required DATE: DUE DATE: 06-20-06 Not Approved (attach comments) Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW [Q Staff Initials: PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D06 -141 DATE: 04 -19 -06 PROJECT NAME: HANSEN RESIDENCE SITE ADDRESS: 11841 44 PL S X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Issued DEPARTMENTS: �2 pG f u ll ing Division Public Works Complete ❑ Comments: Structural DETERMINATION OF COMPLETENESS: (Tues., Thprs.) Incomplete Permit Center Use Only ," INCOMPLETE LETTER MAILED: p'.I.Z4 • i LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg Fire ❑ Ping PW ❑ Staff Initials: JiG/w TUES/THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Notation: REVIEWER'S INITIALS: Documentdrouting slip.doc 2 -2802 ,PERMIT COORD COPY �...,, Fire Prev'enti n 44191519° � G Approved with Conditions ❑ DUE DATE: 04-5-06 Not Applicable ❑ No further Review Required DATE: DUE DATE: 0523-06 Not Approved (attach comments) ❑ DATE: Planning Division Permit Coordinator ❑ C Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: 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 Date: 06123 J200u' Plan Check/Permit Number: D06 -141 ❑ Response to Incomplete Letter # Z Response to Correction Letter # 1 ❑ Revision # ^ after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Steven M. Mullet, Mayor Steve Lancaster, Director Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. ary JUN 2 3 2006 pE R�l7 CENTER Project Name: HANSEN RESIDENCE Project Address: 11841 — 44 Place S Contact Person: Jesper Hansen Phone Number: 02010) 7 -NI - Lk. 4 Z Summary of Revision: I. 1441S& S I t p IQ.1. Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision 1Q Received at the City of Tukwila Permit Center by: Entered in Permits Plus on ativyta0 \applications\ orms- applications on Imekevision submittal Created: 8 -13 -2004 Revised: MAY -02 -2006 05:28 PM PATTY.PHAVONG Date: 4/'7 IX Entered in Permits Plus on _.aillidAL IappbcanoNHorm.- appbadona an nnebevieion ,ubm,lul Claw: s43 novae: City of Tukwila Department of Community Development 6300 Southcenter Boulovird, Suite #100 Tukwila, Wallington 98188 Phone: 206 -431 -3670 Fax: 306-431-3663 Web site: htto• /hvww,ettelhvilo.we.ya Revision submittals must be submitted In person at the Permit Center. Revisions will not be accepted through die mail, fhz, etc. Co Plan Chcch/Permlt Number; D06441 Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # _ after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner 2067609380 P.05 day teiQtcn Steven M. Mullet, Mayor Steve Lancaster, Director *Nor ru kivitA MAY 1 8 2006 RM1T CENTE Project Name: Hansen Residence Project Address; 11841 44 P1 S Contact Person: Jesper Hansen Phone Number: Summary of Revision: A A /l r £L G I. ErvIrsiEe S/ 71C- l .a.v 14 F&r r //.Vele L SAncc — Su /99M ,oAnl. Mr "1r Sheet Number(e): "Cloud" or highlight all areas of revision hiel iding date of Won Received at the City of T ulcwila Permit Center by / .1 Residential Sewer Usetertification (To be completed for all new sewer connections, reconnections, or change of use of existing connections. This form does not apply to repairs or replacements of existing sewer connections within five years of disconnect.) Pursuant to King County Code 28.84, all sewer customers who establish a new service which uses metropolitan sewage facilities shall be subject to a capacity charge. The amount of the charge Is established annually by the King County Council as a rate per month per residential customer or residential customer equivalent for a period of fifteen years. The purpose of the charge Is to recover costs of providing sewage treatment capacity for new sewer customers. The charge Is collected seml•annually. MI future billings can be prepaid at a discounted amount. Questions regarding the capacity charge or this form should be referred to King County Wastewater Treatment Division at (208) 684-1740. (Please print or type) Owner's Name H( -twin, ;Rs pt r (fart, PIM, MkWl• Initial) Property Tax I.D. Number ;3 4 MMM 1 01 32-0 Subdivision Name lkiiiyyvtn lrva C Dbdiv # Lot # t 3 C�a rd Block # Building Name N i t , (r applicable) Property Street Address 119'11 4 H .tln P I rt r C Spt.1X14 City, State, Zip TL,kujt k U/ o19 fl f, Owner's Mailing Address 1 4a.v■ rl flvt ,Arbt. S D i t/ti e l (If different from above) tINUI., U) ciSI(^47 Owner's Phone Number (.1(212_.) fa— Property Contact Phone Number ( ) Party to be Billed (ff different from owner) Party's Mailing Address City or Sewer District TIA14.0i la Date of Connection Side Sewer Permit # Demolition of pre- existing building? ❑Yes ❑ No Type of building demolished? Sewer disconnect date? Residential Customer RECEIVED Equivalent (RCE) CITYOFTUKWILA 1.0 APR 1 , 9 2006 PERMIT CENTER Please check appropriate box: ' Single-family ❑ Duplex (0.8 RCE per unit) ❑ 3 -Plex (0.8 RCE per unit) ❑ 4 -Plex (0.8 RCE per unit) ❑ 5 or more (0.64 RCE per unit) No. of Units x 0.64 = ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 1.0 1.6 2.4 3.2 Department of Natural Resources and Parks Wastewater Treatment Division For condominiums, please fill out Supplemental Form A In addition to this form. I certify that the Information given is correct. I understand that the capacity charge levied will be based on this information and any deviation will require resub n of corrected data for determination of a revised capaci c arge. Signature of Owner /Representative Print Name of Owner /Representative gsPgQ- i1ms,-0 1057 (Rev. 7/02) White — King County Yellow — Local Sewer Agency Pink — Sewer Customer p0H Date IF A C&s License Information License ARMSTC•373N0 Licensee Name ARMSTRONG CONST CO INC Licensee Type CONSTRUCTION CONTRACTOR UBI 171002737 - i A • • u • • - II 1 Status Ind. Ins. Account Id Business Type CORPORATION Address 1 2709 AUBURN WAY N Address 2 City AUBURN County KING State WA Zip 98002 Phone 2065474520 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 8/20/1963 Expiration Date 5/7/2008 Suspend Date Separation Date Parent Company • Previous License Next License ARM51L•340ME Associated License Look Up a Contractor, Electric; an or Plumber License Detail Page 1 of 4 Look Up a Contractor, Electrician or Plumber Printerfriendly_Yersion Search Home 1 r Safety 1. Claims B Insurance _ Workplace Rights Trades & Licensing Find a Law or Rule Get a Form or Publication General /Specialty Contractor A business registered as a construction contractor with LEt1 to perform construction work within the scope j of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment j of account and carry general liability insurance. Topic Index I Contact Info https: // fortress. wa. gov /lni/bbip/Detail.aspx ?License= ARMSTC *373N0 07/21/2006 x x x x x x x x x x x x x