Loading...
HomeMy WebLinkAboutPermit D04-163 - NGUYEN RESIDENCE - NEW HOUSENGUYEN RESIDENCE 5301 SLADE WY D04 -163 ~ W re 2 00 N 0. W= J CO L. W O. gQ a HO ZF-` W • o 0 O <n O I- ..z ' U 2' O ~ Z City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 5379200200 Address: 5301 SLADE WY TUKW Suite No: DEVELOPMENT PERMIT Permit Number: D04 -163 Issue Date: 08/05/2004 Permit Expires On: 02/01/2005 Tenant: Name: NGUYEN RESIDENCE Address: 5301 SLADE WY, TUKWILA WA Owner: Name: JORDANS WESTERN WOODCRAFT Address: 18836 102ND AVE SE, RENTON WA Contact Person: Name: TIEN NGUYEN (PRIMARY CONTACT) Address: 28038 39 AV S, AUBURN WA Contractor: Name: OWNER AFFIDAVIT - THANH L.T. NGUYEN Address: , Contractor License No: Phone: Phone: 206 999 -4350 Phone: Expiration Date: DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 3078 SF SINGLE FAMILY RESIDENCE WITH 751 SF ATTACHED GARAGE AND 144 SF COVERED DECK AND A 265 SF UNCOVERED DECK. PUBLIC WORKS ACTIVITIES INCLUDE: LAND ALTERING, TESC, STORM DRAINAGE, DRIVEWAY ACCESS, AND DRAINAGE FOR ROCKERIES. HIGHLINE WATER & VAL -VUE SAN. SEWER. Value of Construction: $306,701.19 Fees Collected: $3,991.87 Type of Fire Protection: N/A Uniform Building Code Edition: 1997 Type of Construction: VN Occupancy per UBC: 7 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 275 c.y. Fill 40 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Storm Drainage: Y Street Use: N Profit: N Water Main Extension: Water Meter: N N Private: Public: Non - Profit: N Public: doc: Devperm 004 -163 der} 4%p,`rui++;li5.tri.�- +Yr+a <:,;:r u:., w++. a.....aw.w•.a «Ati....«u�:.:wi.•. psi. ttw4 .d�i:G4+dikG:a:..,�<L''uaiii4u Printed: 08 -05 -2004 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature: / ! i Date: I hereby certify that I have read and examined this permit and kn ordinances governing this work will be complied with, whether sp ied herein or not. The granting of this perm't/^does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction r t erform e of work. I am authorized to sign and obtain this developme t permit. he same to be true and correct. All provisions of law and Signature: Print Name: Date: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: Devperm D04 -163 Printed: 08 -05 -2004 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 5379200200 Address: 5301 SLADE WY TUKW Suite No: Tenant: NGUYEN RESIDENCE PERMIT CONDITIONS Permit Number: D04 -163 Status: ISSUED Applied Date: 05/14/2004 Issue Date: 08/05/2004 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431 - 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: 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. 11: 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. 12: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 13: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Department of Public Health - Seattle and King County (206/296 - 4932). 14: 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). doc: Conditions D04 -163 Printed: 08 -05 -2004 • City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 15: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 16: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 17: Contractor shall notify Public Works Utility Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 18: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 19: Any material spilled onto any street shall be cleaned up immediately. 20: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 21: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 22: The Land Altering Permit Fee is based upon an estimated 275 cubic yards of cut and 40 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to the Final Inspection. 23: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 24: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 25: All conditions of the Silver View Heights short plat approval shall be met. Refer to permit Nos. MI01 -161 and L2000 -078. The Geotechnical Engineer shall provide certification on a lot by lot basis, including excavations for rockeries, that the work has been completed in accord with all geotechnical recommendations. 26: Rockeries shall be constructed per City of Tukwila standard detail RS -5. In the event that a rockery can not be installed per standard detail, the applicant is required to notify the Building Department immediately and submit alternative engineered plans for a retaining wall, including structural calculations. 27: Owner shall enter into and record at King, a Sensitive Area Covenant and Hold Harmless Agreement with the City of Tukwila, prior to final inspection of this Building permit by Public Works. * *continued on next page ** doc: Conditions D04 -163 Printed: 08 -05 -2004 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions 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 regulating construction or the performance of work. Signature: Print Name: T1-F7\ i'J Date: of law and ordinances other work or local laws doc: Conditions D04 -163 Printed: 08 -05 -2004 CITY OF TUKWIL'h Community Developme... Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Building Pet,...t.No. Mechanical Permit No Public Works Permit No Project No For office use only) Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** Site Address: cS� o / SC,tapiC 0,41 Ais Tenant Name: King Co Assessor's Tax No.: S 37 9%2.08 1-00 L y fAi - / 7,-wq 67v Suite Number: Property Owners Name: L y A/j ?e ) Floor: New Tenant: ❑ .... Yes fl ..No Mailing Address: 27.D3 3I 1-P- 4-/ S . Name: Ala /9o'6 City G`/41 State Day Telephone: 2 old —6 /9- 3F-93— Mailing Address: /d 6/6t, S e KS 7. T — f i/ .c ,1 ,e oz )eg.,4 7' 214V 9'3 O3c> State Zip E -Mail Address: (/ /CO'J,a C.d'a.a..7/Vis c-72/' Company Name: ,23,C47,41/03 G✓5rf+) ti/n17/•44--r--r �i✓� Mailing Address: /gf3 -6. /D l xi ,4-i' Contact Person: pDGI4--- -L7L JD/WA./ E -Mail Address: City Fax Number: 235-85'2- 342% /2 wilt/ City, Day Telephone: Fax Number: State Zip 22 / -Z-5df Contractor Registration Number: l>IZQA -G,/LJ /D / 413 Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** - ARCHITECT OFRECORD - All-plans- iliust- benvet- stamped- tyAr4hiteet -ef- Record. , .. Company Name: 6,u rT Mailing Address: t'66/c <� Contact Person: ✓bier 5,y �Jrl �s cv1,%� lip /, ' 1 /'4-/( ) / e `rr City Day Telephone: State -/P '3G Zip '706 — 6,lS- E -Mail Address: ( //5,2_, e ./ yes �—e ,7r v C C.) .41 �-.. 4 7, ryt57Fax Number: s3 — KS-2 - 3 4-.7 ENGINEER OF RECORD = All plans must be wet stamped by Engineer of Record Company Name: Mailing Address: Contact Person: •r <z (tc7 (,4.4C Dg.SI -4 Y 22/G E -Mail Address: Cr .V,ec 5 C: G ✓'Ad Ton( \applications \permit application (3.2003) 3/2003 .tar:` °a4.4.0 ;.Lau.:iSata.s,U. tt:. Page 1 City Day Telephone: ¢z 5 — a 9 -02 93 Fax Number: g 2 S - 2 52— 0976 /a 20/ State Zip tflsM` i', '!'f'Na= gEF^i+5'±,2"?zr,�v,,".. 'v:. a;"i.aMt' 1'?Y'M';'"ewVp?!?ia3Y�•. DING 'PERMIT INFORMA. Valuation of Project (contractor's bid price): $ Ur0 Existing Building Valuation: $ Scope of Work (please provide detailed information): N0. t<L c6r.� Q�r�' ar�f f=c � i1 2�s cl. "? G! S r. Will there be new rack storage? Ei .,Yes o If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below 2°°. Floor Floor Existing; Interior Remodel Addition to Existing Structure New 344- Type of Construction per UBC 5—A/ /s Basement /2 ! 9 Type of Occupancy per UBC 1Z3 Accessory Structure* .Attached Garage • Detached Garage 7i Attached Carport . :Detached Carport Covered.Deck Uncovered Deck / if 24 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) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 7 St2. / 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: 3 Will there be a change in use? 0 ....Yes Compact: Handicap: ..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: D.. Sprinklers ..Automatic Fire Alarm ..None 0.Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? O..Yes .. No If "yes ", attach list of materials and storage locations on a separate 8-1/2 x 11 paper indicating quantities and Material Safety Data Sheets. \applications \pcnnit application (3-2003) 3/2003 Page 2 Scope of Work (please provide detailed information): kC t^e S5 ?Re i the l S t v< S 'ra t k 143 et To t \Mv,, f'`.) 1- Gt. ti Q Cl - t l'S ✓l Call before you Dig: 1- 800 - 424 -5555 Tecy, ( nS soDD 7� Please. refer to •Public Works Bulletin #1 for fees and estimate sheet. • S S c yr Water District ❑ ...Tukwila ❑...Water District #125 ❑ ...Water Availability Provided [i. Highline ❑...Renton Sewer District ❑ ...Tukwila e.. Va1Vue ❑ .. Renton p ...Seattle ❑ ...Sewer Use Certificate 0... Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑ ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. Submitted with Application (mark boxes which apply): '...Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ ....B rid ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance " ..Construction/Excavation/Fill - Right -of -way A.JD/1'�/ Non Right -of -way �,/ ...Total Cut(., 2 )ubic yards A...Tota1 Fill( )ubic yards /0...Sa a y Siiddel mower ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water Geotechnical Report ❑ .. Maintenance Agreement(s) aoP ❑...Traffic Impact Analysis . Hold Harmless �a ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ .. Work in Flood Zone Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line .Permanent Water Meter Size... ❑...Temporary Water Meter Size.. ❑ ... Water Only Meter Size ❑ ...Sewer Main Extension Public _ ❑ ...Water Main Extension Public _ ,, „ WO WO# WO# Private Private ��- O4-v /ix .gb,frx‘ri-j) ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ...Deduct Water Meter Size FINANCE INFORMATION Fire Line Size at Property Line ❑ ...Water ❑ ...Sewer Monthly Service Billing to: Name: Mailing Address: Water Meter Refund /Billing: Name: Mailing Address: Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Day Telephone: City State Zip Day Telephone: City State Zip \applications \permit application (3 -2003) 3/2003 Page 3 MECHANICAL PERMIT INFO,ATION - 206-431-3670 MECHANICAL CONTRACTOR INFORMATION Company Name: 759 Mailing Address: City stale Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *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): Scope of Work (please provide detailed information):_ /l/Z-w r1/�r- ‹ j P s'ir✓�r�- j, vc�2e Use: Residential: New .... ® Replacement .... ❑ Commercial: New ..,, ❑ Replacement .... ❑ Fuel Type: Electric ❑ Gas....(} Other: Indicate type of mechanical work being installed and the quantity below: Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty Furnace <100K BTU Air Handling Unit >= 10,000 CFM Other Mechanical Equipment 0 -3 HP /100,000 BTU Furnace>100K BTU Evaporator Cooler 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan 15 -30 HP /1,000,000 BTU Suspended /Wall /Floor Mounted 1-Ieater Ventilation System 30 -50 I- IP/1,750,000 BT 1.1 = Appliance Vent Hood 50+ HP /1,750,000 BTCIi 0V. 1 1 ;', Heat/Refrig /Cooling System Incinerator - Domestic Air Handling Unit <= 10,000 CFM Incinerator — Comm /Ind T ;APPLICATION NOTES Applicable to all permits in this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING 0 RAU -10RIZEDAGENT: Signature: Print Name: t y 77 yV /t YA 6fte. V Mailing Address: 2g g 31-u fr/ . S, Date: 5 / / /U'/ Day Telephone: '7'7 City Stale Zip Date Application Accepted: vt I Date Application Expires: I Staff Initials: / /-- /51—o/ \applications \permit application (3.2003) 3/2003 Page 4 City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431-3670 Parcel No.: Address: Suite No: Applicant: z RECEIPT 11. , z ix w2 5379200200 Permit Number: D04-163 C.) 0 5301 SLADE WY TUKW Status: ISSUED u) 0 Applied Date: 05/14/2004 w w w i NGUYEN RESIDENCE Issue Date: 08/05/2004 -J 1- w 0 2 5 Receipt No.: R04-01629 Payment Amount: 47.00 u.. < w I CI Initials: LAW Payment Date: 12/06/2004 12:25 PM I- ILI User ID: 1630 Balance: $0.00 1 - 0 z I- LIJ Lu 2 m n 0 0 0 0 — a 1— ILJ ui I 0 '- Type Method Description Amount I= LI 0 . : Z Payment Check 1047 47.00 LU cn C.) 0 I - Payee: THANH L. T. NGUYEN TRANSACTION LIST: ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - RES 000/345.830 47.00 Total: 47.00 j.2./(rI 77•;.6 , doc: Receipt • ; Printed: 12-06-2004 City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 • Parcel No.: 5379200200 Address: 5301 SLADE WY TUKW Suite No: Applicant: NGUYEN RESIDENCE z RECEIPT W Permit Number: D04 -163 o Status: ISSUED co o. Applied Date: 05/14/2004 w = Issue Date: 08/05/2004 N F. wO} g J. Receipt No.: R05 -01239 Payment Amount: 47.00 LL. Gt c d Initials: LAW Payment Date: 08/19/2005 04:13 PM H w User ID: 1630 Balance: $0.00 ' z H F- O Z I— IIJ La Payee: THANH L. T. NGUYEN 0 N o I- ILI W !U Amount U- ~O Payment Check 1131 47.00 U co 1~- _ OH TRANSACTION LIST: Type Method Description ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - RES 000/345.830 47.00 Total: 47.00 6359 08/22 9716 TOTAL 47.00 doc: Receipt Printed: 08 -19 -2005 Z City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: Address: Suite No: Applicant: 5379200200 5301 SLADE WY TUKW NGUYEN RESIDENCE RECEIPT Permit Number: Status: Applied Date: Issue Date: D04 -163 APPROVED 05/14/2004 Receipt No.: Initials: User ID: R04 -01019 BLH ADMIN Payment Amount: Payment Date: Balance: 2,266.45 08/05/2004 04:13 PM $0.00 Payee: THANH L.T. NGUYEN TRANSACTION LIST: Type Method Description Amount Payment Check 1018 ACCOUNT ITEM LIST: Description Account Code 2,266.45 Current Pmts BUILDING - RES PW LAND ALT PERMIT FEE PW LAND ALT PLAN REVIEW STATE BUILDING SURCHARGE 000/322.100 000/342.400 000/345.830 000/386.904 2,152.95 72.00 37.00 4.50 Total: 2,266.45 \o? 3607 08 /06 9716 TOTAL 2350.01 doc: Receipt Printed: 08 -05 -2004 r City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: Address: Suite No: Applicant: 5379200200 5301 SLADE WY TUKW NGUYEN RESIDENCE RECEIPT Permit Number: Status: Applied Date: Issue Date: D04 -163 PENDING 05/14/2004 Receipt No.: Initials: User ID: R04 -00584 SKS 1165 Payment Amount: Payment Date: Balance: 1,725.42 05/14/2004 04:03 PM $2,266.45 Payee: LY THANH NGUYEN TRANSACTION LIST: Type Method Description Amount Payment Check 1095 ACCOUNT ITEM LIST: Description Account Code 1,725.42 Current Pmts PLAN CHECK - RES PW BASE APPLICATION FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW 000/345.830 000/322.100 000/342.400 000/345.830 1,399.42 250.00 38.00 38.00 Total: 1,725.42 061 05.117 9716 TOTAL, 1725.42 doc: Receipt Printed: 05 -14 -2004 Z -J C.) O 0 co 0 wL1.1 • u_ w 0 2 J u. Q. =d w • F- O Z I- LL! ui 0 O — O N wW LI O WZ • = O ~ z INSPECTI N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit „no z/—/93 PERM (206)431-3670 Project: Zr R ee, s NC/ y Type of In pection:_ /- / Ai /---) / Address: _5,../4.4)E to <7 Date Callec5 ,..... / Special Instructions: Date Warned: — - (a.m.. Requester: Phone No: glApproved per applicable codes. Corrections required prior to approval. COMMENTS: Datet44 ri $58.00- EINSPECTION FEE REQUIRED. Prior to inspection, fee must be "-I paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: IDate: • INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit PE IT NO. (206)431 -3670 Project: Type of Inspection: Address: ii.) J / 3O/ ,s4‘,/, GG'_ Date Called: Special Instructions: /Date • . `T Wanted: 2----,� a,r, ��+�=�' Requester: -~ Phone No: ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: .:271,?:".:1-7A 2, d_rs Inspector ( .ti? 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: Date: •.t.t'•.......;iL Jr, S;S!�'.'ry�•Li;fi".i`'.:,wKS': ra... :iti. +._rq:� ..Y.m - v :'a'A. 'N; rj;;xa'.4 t ^6Ra21I4�7F5i °M 3C1'kNs INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit (206)431 -36 Project: i i 5 /., ye An Type of Inspection:_ ?7 . ?-y -r e Address: de bns: Da e Called: (e7364 1414, /1 v; " C/ i Z Ale-f-e Specill"Tns'fr ,c4 Date Wanted: �` a.m Request: - "— Phone No: _ Approved per applicable codes. Corrections required prior to approval. COMMENTS: `) ,%fef `' 4 -»I 4 I, /I ( 4.e tO . 4:3-7fei /.1-7..6 /641-A, e-lfr")--) /1vt O.-- ,;%,,, (e7364 1414, /1 v; " C/ i Z Ale-f-e r k%, ' /../1 t�� (�.�- ,.,t., -4- ,.,—,/,(6 i it,/ }-‘, At, Pe. -7,,,?, jp,,,,ti, (7.4., -7��0-2 1 1/6weak.4,,/ ef,/- lat 47-y(,4- 1' 4 eel-- ie-e 4 de, se 0 `ale ,A h4.,....1.- ,s-/-3,) _ Ins pector: 6tAt M401'"\ $58.00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to.sechedule reinspection. Receipt No.: Date: q oil— /&_31 nt h- eat S ,o Xs INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: M/ u Y Type of Inspection: p. i (fit/ 4- Address: S3 a/ 5 LAD . c.w Date Called: //3/ f ab Special Instructions: C- tn1-e-4 --ti Zl 1 / to r a_ c) Date Wanted: Z///0(0 a.m. p.m. Requester Net (A y6&) Phone No 2U& q99 93 v 2. /r // C. ,6S c /AA- , l Approved per applicable codes. Corrections required prior to approval. COMMENTS: (.4 -.- a w -, !/C-, C ,C(.4-.-c. / Z% //o fi . -i C- tn1-e-4 --ti Zl 1 / to r a_ c) 2. /r // C. ,6S c /AA- , l ... 6- (,,A-‘ -, Lt ti i0 K_W';!^ra Ac_, y ( M • 1,431,1 (1.-,..,1,24-f � Z / (/o C. )4---(-4----6-k E'L+,..S -v- � Inspector: 6'") Date: Z / 4.4 El $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 L/ -/‘ 3 Project: ]'� - 9q(, Lir,i Ice' Aid' %f c Type of Insp tion: r''"� VU) �-" 1Occ i Address: (>1 �k, d ' 0)1.4 Date Called: o 1 ip s /o Special Instructions: Date Wanted: /)I P6/06 a l k. Requester: Phone 06 5 K -/o /er`f y$ 169 Approved per applicable codes. Corrections required prior to approval. t COMMENTS: ij1Y 02 4v cal? ij .1:t.J .6 //z o6 jli:u / 5(/ /doc,a4 sfAcvt44 c13 • i /u /v& (J,/ -6 4/0-/b/ (A/ Fir SC I L6i1 elf SC 1 / /LC fvi /(la 1,4d 7 7 Inspector: Date: El $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: } Z a,W 6 -J C.) 00 toc J WO J LL. <. ' a = W Z� Z° W 0 co c WW H0 IL O WZ U O= ~ Z INSPECTION NO. INSPECTION RECORD Retain a copy with permit DD )}- 1 63 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: p r����n PI ���, Type of Inspection: Pct 1.-- VV Address :53o i s e Wy Date Called: I-30-06 Special Instructions: Date Wanted: �a� 1 —.3' -- 06 p.m. Requester: Tien 4yer Phone No: 206_ 99q- 4 350 DApproved per applicable codes. Corrections required prior to approval. COMMENTS: //3!fr t4 sN( 14/43- dl c-- /l * /UJ6 0 %' SC 0,04 Aft-ai 10-c6 Inspector: 6,46 Date: / 3vok $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: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit 3 PrA/czii,& '/� �'C .0 5 Type of Inspec 'on: 6/ 62 /A16 Addres.: / S 3p/ .5-/ 144i W- I Date Called: /L? - 7- 0 Special Instructions: (, Date Wanted: /? - 7 - c)-5— a.m. p.m. Requester; "7—/(' iki Phone N 04 99'q- '3 5-6%, RApproved per applicable codes. Corrections required prior to approval. COMMENTS: Ih pe tor: Date: 12. - 7--D <. �8.00 REINSPECTIOj FEE REQUIRED. rior to inspection, fee must be ,id at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Rec lipt No.: Date: • INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit ( 06 431=3670 Pr ect: T 444-,?...4-7,41-7 I J 1 Type of Inspection: I %t_. 4(1. //1 _ /1 Addr ' s: /, J Date Called: Special.ln�truct ns: ., - /‘,9,3,4✓ -,� Date Wanted: /2 -7- S" . Reques !%-42.--e.'----/-7 phone � 99- %3: El-Approved per applicable codes. Corrections required prior to approval. COMMENTS: �}I F /ov2 rNs261,4r /v IV — D,04'A/r9 ('e �"i,.,v j / A vsz,1» J, . ., - /‘,9,3,4✓ -,� l ✓ Date: / ` —Os 8.00 REINSPECTIN FEE REQUIR D. Prior to inspection, fee must be \p id at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #1'00, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit Pr ' M t: /r ii Type of Inspection: L� /- 4.I.Gd t/ /740'.e' Alaidre g : / fi / /7` , Date Called: ' f 4?--b .--4,.--4,5.-- 4.� Specia Instructions: Date Wanted: - /2 — 7 - i .. p.m. Requester. _e--7 Pho a Nix_ �9 - Y3.5Z Approved per applicable codes. rrections required prior to approval. COMMENTS: Ins ec r: Date: > 00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit INSPECTIO O PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 DD.Y-/ it, g Project: Aloe/ b iq ge! S Type of Inspection; Int- 11)A Ilk( Aid Address: S l Wv A !U Date Called: / 24/ Special Instructions: Date Wanted: /0/25 xi., Requester: -�--�' l l ii'1 -, Phone No: }Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Inspe Date S�(�.. Q $58. REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southc ter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro a t' V 1-ri Ee.--- "� Type of Inspection: Addres 0 4e "-- Zuctions: Date Called: /0 ---r >W - OT Specialln Date Wanted: a.m. //1 —',.7.5.-:-Z-3 S Requ t e Phone No: (x' )9«— ,- -,54 `0\ai Approved per applicable codes. Corrections required prior to approval. CO MENTS: Inspect :// A144-9 Date: 0 REINSPEC ION EE REQUIRED. Prigg to inspection, fee must be I'd at 6300 Southcente Blvd., Suite 10Q /Call to sechedule reinspection. Re eipt No.: Date: 7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36'0 Project: // 2/ jiC-A% /c r° S Type of Inspection: -L, x-) 7",‘-/ /Agp , Address: S2 ( -) / S /f%-()E c,0 Date Called: / /0 //$ 0 Special Instructions: / / i r'6 d j u G/ i� /t�5° Date Wanted: / /6 /02 v a m1 p.m. Requester: /G !`7 /✓ 6 // /..5p,,,/,'-,-,, Phoile — /2 29 ElApproved per applicable codes. ElCorrections required prior to approval. COMMENTS: ,.►'7f Gtil �� (/ d)c/ /r.�ti. //01,---' 0 AY D . %I -/:,-- /G !`7 /✓ 6 // /..5p,,,/,'-,-,, / • qInspe t r. .4.4.4 .44 iC-7 Date: /© 4t S— /pE�8.00 REINSPECTION F E REQUIRED. p or to inspection, fee must be aid at 630DSouthcenter Blvd., Suite 100. Call to sechedute reinspection. Receipt No.: !Date: 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 Proje t: (RA ,tee Type of Inspection: 5 1) Address • / ..-: .e 0,...0 Date Called: _ Special nstructions: TU le 't 5 "(3C. (*)lC1 l Date Wanted: / (t a.m. p.m. Request /cQM Phone Q 2 q` 7' 3 Approved per applicable codes. EJCorrections required prior to approval. COMMENTS: /4t 7 J5/ �-04 U4 fi G{,� r'�.-l�Y�.`jn,a f -to .dc) (e) K a/ ,S e i'J C 4 Ape 5, J)96-0-1/,da-i 77) (-) 93-' Wen/ / 3 Li. 7 51) 5 417L.L4 Cam -1 TU le 't 5 "(3C. (*)lC1 l Inspector: /41 Date: /6/1 �k Y $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: _J Z '~ W CG 2 W D. J. U UO N0 W= I- CO LL O LL foci W ' Z� WO U� ON 0 I-- WW O .. Z U= Z INSPECTION RECORD Retain a copy with permit 4 INSPECTION NO. PE' MIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 j G9 e4/ �� tA. Type o> D -( n: 24, Ac Add s: . 3b 1 c4 ,0L64 ct -Y Date Called: ) �� 1/ g% Special Ins ructions: Date Wante a.m. Request - aer: i t./V) Phone No: _ Approved per applicable codes. D Corrections require`ii prior to approval. COMMENTS: ,, 'C, ta/ i /,S �� 1"7 -- ,tea ( � Sou 4 ) 44 di -4.1h.A..1,:k c) rc._ Inspector: Date: I� ClAiT $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: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 - (206)431 -3670 INSPECTION RECORD Retain a copy with permit IP69-i(fe PERMIT NO. P' Act: P�I ./� i' Type of Inspection: � � `�d�� Ill'`.') lil. r o ess! - 3ot SIa. 1.l. Date Called: lc) I,S(r Special Instructions: J Date Wanted: ,m, Request e. / Phone No. o. } p� Z 0 6 2 '-' I t— 4 3 5V Approved per applicable codes. Corrections required prior to approval. COMMENTS: ( CAvA // ;i .t/Sz/4 ' r /v)t) 4 �� 20s/ C' — 13),LA/ /1� ZIA — 4 � N52 //� / / 2 / Inspec Date: f,�/fas $ 8.00 REINSPECTION FE REQUIRED. 'or to inspection, fee must be id at 6300 Southcenter B d., Suite .1 0. Call to sechedute reinspection. e �ipt No.: ff Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION yi 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 tv-I -R14 Project: 00 inu■Ltn k -MI tvra, Type of Inspection: °-"' .. ahni n Address: W() a�x W() Date Called: 101111I Special Instructions: / „I /Or Date Wanted: . ID/ II" P.m. Requester: Ti LIA.. N)04A() (A, Phone No: J , -c(g ?11 Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: n ; ) tt CI 1 N.) 1R.o Tee gaoA +0 Gt' Pn i A ` ( x)r CI ■ AJS ?(:' 0 t rO ,.) re ?OVA ^t ✓ H-i-- vVl .4...c/sr S I r wi Los 6 c� yki- e Si {r o /,y i , ee bav--1 w el- -, fr�tcvJec�, -} ,�+Jc� /-�Ac204ec bLi 1L.c- } :,,..1,.....:,,.....,.. .4---"f \A t, / „I /Or do f eJecht.s ()ow r e-t i /J&tJs - (0 116 0 ,—t F. O is -it) -1-- k 0 S ) I L- 4-r Inspee!Qr: $58 pa Recesipt No.: Date: L1� 4 ID /0 r °LI"' 0 REINSPECTION FEE REQUIRED. Prii r to inspection, fee must be at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Date: ... r�r. . �. �a�. �.. r�. nr«.. r.. r�a�n... nr. iw. �.. �._ e.,,.oni➢- inYl.�f�.a.1iY'iW_-_. _ . • Lf INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 PERMIT NO. Project: /--- ( u f (',v 5 Types- o- f-Inspection: , if,Ui� �+Gr^ Ad ress: i ? / t.,,,, ti /Ode Dati: Called: • /l -76 -" �..5�" Special Instructions: i 7 Date Wanted: /7f4 tV >=/0ra r"- 51,...00- -s (, ./47/ 42 )aav -i Requester: 7-<__ D • riApproved per applicable codes. Corrections required prior to approval. COMMENTS: , .-_S` �7a� , n70 r-t 7 /,/ to ,,,r -1 xf "-- --- r., ii v { G"7i9 //X:14 c l r tO' /Are1 .e. L'il-r -71oC arts ` ttla- t/.tic- 1..72115 Ke-id /!%e. / A /4/ / ., r / -;c71 il-iir /_ ? /vcr C Crifrl)( ; i /> t `s �� s #) / c, 5 ,i- (;/1r/ (A,,4s ,;,c% I' -5',e'(7 •I' % /NS ' 'n`/ alPtic /7f4 tV >=/0ra r"- 51,...00- -s (, ./47/ 42 )aav -i f' /M .7.0 A/4/114/..) 2V/- ✓) Al/ .5/ ,n/) CA P/$ A s-6.0 ,5--k•47/ `f,, /tfi 4,')1/ ih.) C Inspector: Date: 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: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION RECORD Retain a copy with permit PERMIT NO. Proje t: ,'c;2/ f�/ f'S Type of Inspection: -- m�,AiG •'r 1 %efk- - 5-4, /i/ ((,4 -1r j Locos /..0,v Address: 536 /,ch, (/ Date Called: �b—r� --d� Special Instructions: 2/t6 3 rrt /2S Date Wanted: ,--� /0 — /2 ----') S a.m. p.m. Requeester: P o. No: � 95' %4/3 5 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: r •'r 1 %efk- - 5-4, /i/ ((,4 -1r j Locos /..0,v ...c,4?-1.0,e t/6/ -c/;.; c.14 -/ • 7 4,/n- // .� i7 d (1 .S il- eo 2/t6 3 rrt /2S r Inspe Date: r�-,� /0 –/2 –vim 0 REINSPECTION FEE RE UIRE�to inspection, fee must $58,A Q p be pa* at 6300 Southcenter Blvd., Suite 106. Call to sechedule reinspection. Rectef t No.: 'Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD f, Retain a copy with permit /.ICJ 5`'/�e .% ' PERM (206)431 -3670 Pr9 a t: Ee.k. Type of I%spection: Ae -.1- -,..4_, 4 '., .-''''A -e: , :;" Addr ' s: /. Date Called; • d /6 -- S 141. Special Instructions: ` Date Wa ed: a.n; Requester: . /0-7) Phone No: �� rr 1/35-e proved per applicable codes. ElCorrections required prior to approval. COMMENTS: ' 3 f f vgir egv e'C77 . -- nPeY7 -ip Al( c9 , i/ /0-7) //- A-/- c?iiY16-i ,0771/ 60 tip( 4. f /1 7, i t 4 r/. S , „). 0 0 nspec Date: - $58' •0 REINSPECTION FEE RE UIRED. Prior t inspection, fee must be pal at 6300 Southcenter Blvd., Suite 100. Cy to sechedule reinspection. Date: R ceidt No.: IN PE ION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 (206)431-3670 Pr9Sct: ' in Type of Inspection: . / (,)/ LP ';/', kr,/ L Address:) Called: 2) 4(212,--ce 3y ,94 /-,fe---z Special Instructions: Date Wanted: ,-, / / a.m., xi 15/05 Requester: i-/.4,64-),, 47 ii.A47 4140.A -0-1,5e^4,,A Phone No: 999- z/351 Approved per applicable codes. ■.se Corrections required prior to approval. COMMENTS: -N Jo, ii l G01, /,6 ( , 1 I 4 7,--)., oe-n, --)--t e_eA ' : 74,? /-"?-77-, ?-1-.i••V * 1 f,'/// icel-a,Gtx 2) 4(212,--ce 3y ,94 /-,fe---z ...&,-. ia, e_A, /A/ ,,,1-- j9/4,2...,/ , f.? ,d" / 5 ,E..i /4, e / tz,.., /4_2, 1-.7./,‘ , 5 el // fr"i0C- 1e,0//. /Ai/ i-/.4,64-),, 47 ii.A47 4140.A -0-1,5e^4,,A e• ci 1/-7/1:441 Ad"/"C 5) dIeldj ,51 4A-be/Xe/ $58. 0 REINSPECTION FE REQUIRED. Priorjoinspection, fee must be I—I paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: • I INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 Project: tr 6_41 7/Z-7 i / /i / Z/. r Type of lnf$CttI9 '7.) f e'( Addr s: '3a t >i( 1,0)L Date Called: 7 /ag jA"- Special Instructions: ` ' 1 Date Wanted: 77 ' tir 7/�(pan:. a.m. Requester: l .. , l e_ii x Phone No: q / Approved per applicable codes. Corrections required prior to approval. COMMENTS:/ /Kt, )-7 /e tr 6_41 7/Z-7 i / /i / Z/. r ..j/)(.> e- r 7 i r! . v to t„, t).--,C,.. c(ik o / ! 0,.. 4 f Ala' , / C!/ ) 7,2-,-, �f C'J c Z3 ,'. /fez '‹,/,:-/29 ,/ 71--- „ e-is , t/ 1.i# t 4. 1 -'- e 5° /$0 ( 9'7"--34" ier.c. are" ,..,, /) _ ��y , i (,)Z ,a LP • 4-'Y , . l�1--,7 .11 A./7 i/31,-4, / 1 Inspector: / Date: 1-1 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Date: INSPECTION NO. CITY OF T 6300 Southcente INSPECTION RECORD Retain a copy with permit ILA BUILDING DIVISION d., #100, Tukwila, WA 98188 (206)431 -3670 Po'e t: %.% .e4 /V,<1.- . Type Insp� o 2 at j Ad • U 1 5 e Cc. Date Called -......1 oil 05— Special Instructions: fV Date Wante7 G.r,•,p.- 05 p.m. Requester: 1i�1 iV7' i ,, yen Phohe No: 9 754 15X Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspecto Dat ej___� El $58.00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcen er Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Proj�4t: �� l Type of Inspection: 0 le l r✓t� � /e -e Addr s: f Date Called: Specia Ins ruc ions: /Date Wa ted: a.m. Requester " . -- =? / Ph�_No -c )/ 9 — V3 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspect CA _t_ 8.00 REINSPE TIO FEE REQUIRED. paid at 6300 Southcenter Blvd., Suite 1 Date: P 'or to inspection, fee must be . Call to sechedute reinspection. Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit (206)431 -3670 Project: IN o (A.i,r ¢%✓�L , Ty f Inspection: .. 4 0 l v. ��; `11,4' Addrgss: 4 5J301 Sl0sge.ii..�01 Da a Called: [ ai�� 5 � U /° DatJWanted: / ,rn� 11�� �`�- -� / Cr�i ,�7 R` tf✓i Special Instructions: Requester. / /erg Ph9 G No: Co `? 9 cl 4-35o VI Approved per applicable codes. El Corrections required prior to approval. COMMENTS: /4/-e, t''-► ,r,A.i. `,, ,,,5'z,- 4, s ,�,�� �-. �-� ,-• Dater <11./1--\ $58,00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431'3 ''b prvt ii Ty peof In ection • Ad Kegs: 5-1 Date Called: / 7/ 6" Special Instructions: Date Wanted: ,.../7/ �a„.m., Requester: Phone No: t20 0 Z37)—/15 Approved per applicable codes. Corrections required prior to approval. COMMEN1 S: Date: 5$. 0 REINSPECTION FEE R QUIRED. Prior,t inspection, fee must be aid at 6300 Southcenter Blv ., Suite 100. tall to sechedule reinspection. Receipt No.: Date: 'i. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #1 00, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit (206)431 -3670 P o ect: N tk\iQJn .�` , nc�_ Type of rectio //l 01 lit ".....A.J-4-Q.A.vs, 0_,(..)-■Aft-c-lEAS,"."4 3i0 t 5(0--* (t)e\ Ads ss: 1 Date Called: 5 3/ Special Instructions: w1 Date Wanted: �- 06 a.m. Requester: Phone No: 2blQ"'7y --j7 63 MApproved per applicable codes. Corrections required prior to approval. COMMENTS: 01 lit ".....A.J-4-Q.A.vs, 0_,(..)-■Aft-c-lEAS,"."4 (..- O I e C(A r\..kfi cf• . eN---_ Gf J kJ` Q „/\P' . r.1 .o.il i_,A - eh i A n .• A. Q .CA. --t— `n ti r V� l e ih r4sdiL r4 ,�i ,('- _,a-- ,..-�_ c4. -Q, _, �7-- ,..c._ �... 9,,,,,) c..... Sl- (— -e.--st ' .A.. Q__., 1 ctor: ,\ r�..)C!t Date: 9< Ell $5 .00 REINSPECTION FE REQUIRED. Prior o inspection, fee must be n d at 6300 Southcenter Blvd., Suite 100. Cat to sechedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcensek Blvd., #100, Tukwila, WA 98188 20 •)431 -3670 Pr•' t' �%( :T': F--- • „ice1� 0 (5, Type of Inspection: f �}7-- /1 /, h C'ij 5, �/ !a� j,� % Date Called: / // /2 — Special Instructions: �Y .. , fr-.4 j Date Wanted: �m` Requester: 1›y1 Phone NoC9& , 73D- /753 ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: 0 (5, ) / ee h / A; Spec'? -1/ d-r l 7,-/-7// 1/ -r- -✓ J21v -rJt�? i:v 4 7/� 5 o j /5 p G -. / / f :27 fr-.4 / i N ,// OlisUCrN / P /l! (- 4 %/0i i S- i r $ • .2,- /,l,./ ,tire /P -;•1; 7 /i)Js �) %/ 4 / %/r 7.41 4 / O /• 1 . --,-., - -.._, Inspec • r: (A.v+ -, ) "7 + (.74 .c %u-c_ Date: (8,00 REINSPECTIOIyiFEE REQUIRED /Prior to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. aeeeipt No.: Date: PA) INSPECTION NO. INSPECTION RECORD Retain a copy with permit q--) (Q3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: N &u y/.-700 Type of Inspection: /1, Lrl f. , 1 s, %l/ A4 2L df/ /. Address: ,e) r ,kAir�%ti A �04/r / iNs Date Called: Special Instructions: ! /� (/ .y. v, Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: 3/2 -/ /oi SILT /ti r Ai a - Cviv6 --/g. c.T'© /1, Lrl f. , 1 s, %l/ A4 2L df/ /. d ,2 _ 5-lo c40/4,4.:. /ill ` ce-/ ,e) r ,kAir�%ti A �04/r / iNs dloA4 /,- (r f G4."),4-T lo/J 4/6 dot2L /4-4..t if if.)/1.4--iii 14,--/.) / e-a'- i#i rs ,v/-t c.V1)..; i Inspector: 4c) Date: 2.'j /a 4 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: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 06)43 1 -3670 INSPECTION RECORD Retain a copy with permit PERMIT NO. Project: _ 4'6jt y6 J of Inspection: J-»vo -r,, Address: 6-01 5J42i tu9y Date Called: (1,6 1./4-,x- /YtC Fx -, A! .' 1� ke0t%tf'Yt Special Instructions: Date Wanted: a.m. p.m. Requester: r/ i() 6 I•t y,�,J Phone No: 2_0(aggy35-0 ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: /L ; vs G, 114o Ai671,(tJi/V� 4,,d-iT 00-55>075 0 /� C,4 // 51z #// -. SiL7-- A/ edit, c7L MJSf it /l 4/ lin 441,-.0/AviEly (1,6 1./4-,x- /YtC Fx -, A! .' 1� ke0t%tf'Yt - M/91 /l * /) 4 i 0 i r )49-4-, ,4Z -7 " eft617 i /4/4-hte/g v, 3-X'4#.%' n s Inspector: (4)V Date: 3/�� El $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: i4 1 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project: � v� U vP n 4ejc,leoc- e Type of Inspection: !re: rcooi / Address: I Suite #:57301 ..Vale. Wk Contact Person: Special Instructions: / Phone No.: 1)41- Approved per applicable codes. Corrections required prior to approval. COMMENTS: Needs Shift Inspection: 6/' Sprinklers: Fire Alarm: i f Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: p Vd Date: j � y /p6 H rs.: REINSPECTION FEE REQUIRED. Prior to inspection, fee must be aid at 444 Andover Park East. Call to schedule reinspection. Receipt No.: Date: Word /Inspection Record Form.Doc 12/2/05 T.F.D. Form F.P. 85 MAYES TESTING ENGINEERS, INC. MTE No.: Project: Address: Permit No.: Owner: Architect: Engineer: Contractor: Page 1 Date: Weather: Inspection: Sample(s): S`?T�t%+;+ 1 ' v'luti 'e,.4*'.7sr .w.'3:`.Y•T;`r " %.'- E5417 NGUYEN RESIDENCE 5301, Slade Way, Tukwila, WA D04163` (City of Tukwila) Nguyen Residence 10/14/05 Part Cloudy Magnetic Particle N/A Everett Office 917 -134th Street SW Suite A -1 Everett, WA 98204 ph 425.742.9360 fax 425.745.1737 Tacoma Office 10029 S. Tacoma Way Suite E -2 Tacoma, WA 98499 ph 253.584.3720 fax 253.584.3707 Portland Office 7911 NE 33rd Drive Suite 190 Portland, OR 97211 ph 503.281.7515 fax 503.281.7579 Arrived onsite for magnetic particle (MT) examination of HSS 7x5x1/4 tube columns to header connections in living room. Due to installation of "L" plates at north face, trim studs on east and west sides, and exterior OSB sheeting, the full penetration weldments are not accessible. To provide access, all of these items would need to be removed, inspection completed, and reinstalled to original strength. Weldments on "L" plates visible on north face were per plan and visually acceptable; workmanship per AWS D1.1. Preliminary Inspection INSPECTOR: Skip Szurek REVIEWED BY: / Timothy f Beckerle, P.E. cc: Tien Nguyen — Nguyen Residence; Bldg Dept — City of Tukwila M OYES TESTING ENGINEER '917 -134th St. SW, Suite A -1 Everett, WA 98204 10029 S. Tacoma Way, Suite E -2 Tacoma, WA 98499 7911 NE 33rd Drive, Suite 190 Portland, OR 97211 Ph 425.742.9360 Fax 425.745.1737 Ph 253.584.3720 Fax 253.584.3707 Ph 503.281.7515 Fax 503.281.7579 INSPECTOR:���i= HRS• INSPECTOR: HRS: INSPECTOR: HRS. TIME:_ TO. Page 1 of JOB NUMBER: L 5<-1 , I- DATE: i 07/ Li CM PROJECT: 13 O`(t ) k_c.: L i 1,-; - C L PERMIT #: WEATHER: C, L 0 c.3( OWN: ARCH: ENG: ;:,::1_2> CONTR: DO `A ! { (03 TYPE OF INSPECTION: Koµ SAMPLES: t---i l SUMMARY: . -1 VG-71) 0 13 'S I TE F AkGIQL- i IC,. PA-4T IC LC ( N"( 1 i,J A- 1- o ef,-P 14 5 x a .$ , A -t 7.k.DtE CQl,L) m t1�,, To (-4-6.'" b roi`JCC 0'3S VI Q G ...e' -mot. , `') UE To i LA-11 Ok1 (.'P %� () L t ' .. J i �'-4' r /AC. ) �� 1 NI :�i �-��S cs_xhi ACA':‘, E57:1 I ? c..' , C) --' w<J Q V . 7cY 2 ::. cM' b'S ;M .1.._,. (t, : woo L71-) C t fa C.: C e-t-AP Lr` .\ E-7'.\::› -61-3 2-E i +.)S tSt ., - -0 OR t e211,.-1 'L.. WC,t D1-kC' i S c "L`' PL-PcT `, V 1 ,51161...E CO A cc t vr ?1-- .) W OILY_ Iii f\--Q31-1 1 P (JC: Att.) To the best of:our knowledge; items inspected this date are:in accordance withapproved pI Yes EJ No❑ % 'preliminary Inspection s' specification NONCONFORMING CONDITIONS /CORRECTIVE ACTION TAKEN: 2_0(0 -Coif "9'�WtF,44, f*Y11}"R9°.4t'd?AA7rYf?+�Y.ir ,iyw<!.sr�!" Pfesr+,r. v,tr,- x,�q.,,,r.,•e rn .y <ari :w,^,.rwg:uva'Ct, y.. s;....r..,i•;•si ; nn.; �.,,�n, <r• RECEIVED CITY OF TUKWIt.A OCT 1 4 2005 PERMIT CENTER ti ....,.n....,.;aFr <:9113, 7:Lim.ert''.'M,04 10/13/2005 09:55 2534469595 MD Machinery 4222 110th ave. East Edgewood,Waah. 98372 USA D&D: MACHINERY : PAGE 01 FAX COVER SHEET SEM TO r4 4" 7 A Company IMMO y u- -E7 F„,411,11.14"11111111.1.1111111.1111 David C aarpealca Adman c IA 5 ot n **"'"*"'sivi Lumetvve.y Farm""ko6-41-31-3 665 Oft. location FAX 253 848 3059 Maw minter cell 253 732 0277 pUmlaut 0 Reply ASAP 0 Male easummt )51 Mama wiser IWFar yourlyfasisition Taal palm, anclamlne arbor z CONNENTS / Ce ff 4Z a- Q5"fon Ai 10/13/2005 09:55 2534469595 D &D :MACHINERY : STRUCTURAL lairLDEra ^`�; . Form. Mate : ;, : 'E NeaRi � ULS M•erid: Steel Fltip eu: AD Piacr ow r`4 44R % $0 OOL�tA. .. bkln�RMC; fai& oVer Jobe. Gs4ove ,17 p. j�Beekin Required foreVe(e penermion welds? PAGE 02 Y.: 4 "M" he r.,. :.d o+ °e/ry re' of WRBO rr eerree ao dek• ErgwuT DinctOr —" ra�n,.�.;. a:...;i:.¢::i n o:.�,;dx.: a.::,•:.u,:c;:,.�.s��:,a:zst: Page 1 of 2 Tien Nguyen From: Vernon E. Dusseau II [vernon @creativecomfort.net] Sent: Wednesday, August 03, 2005 11:44 PM To: Tien Nguyen Subject: RE: Basement Beam Request Hello Tien, FILE COPY I thought we covered this issue when we met at the Job Site. Yes, we did cover a great deal items that day. So here you go. The solution to install the beam under the beam. Install two pressure treated studs at each end of the beam. Minimum bearing of 3 ". Installed one stud at a time with 16d at 6" o.c. staggered or both studs together with SDS1 /4 x 4'/2" at 12" o.c. staggered( Simpson screws). The end of the stud in contact with the concrete to treated before installing the stud. The studs to be a very tight fit (1/64" tolerance) with no shims. Temporally support the new beam to allow enough room to install the studs. If the studs split at all the stud is to be replaced. Once the beam is installed LTP5 at 12" o.c. on each side. Stager one side fro the other. LTP5 to be installed vertical and centered at the joint. If the framer has any question he can reach me after 9:30 pm. I'll in meetings till then. How is the rest of the job coming along? Have a great day. Best regards, Vernon Example REVIEWED-FOR CODE alsovorhurzo AUG 1 6 2005 . Ci Of Tukwila B1.iI1 E) ;Y v7g\IT,STON. From: Tien Nguyen [mailto:TiNguyen @starbucks.com] Sent: Wednesday, August 03, 2005 7:38 AM To: Vernon E. Dusseau II Subject: RE: Basement Beam Request Vernon, Any word yet? Tien Nguyen Starbucks Coffee Company Implementation Specialist global network operations center, NABS Bus: 206 - 318 -6189 timuyen@starbucks.com RI Original Message 01 RECEIVED CRY OF TUKWILA AUG - 9 2005 PERMIT CENTER ISION NO 2 Po4. l ' r ksCex tDu'y INVF '.grtx...r. r.*_,..: 4114. /:, ..p.r�x- ...ee, ir..m.r.+r• a f.. wrc ...�.,•,".- o.,w:r�+..v.�rt.r�r: r Structural Design Associates North Star Building 2210 Hewitt Ave, Suite 401 Everett, WA 98201 (425) 339 -0293 July 18, 2005 FILE COPY Tien Nguyen 5820 Southcenter Blvd, #A30)errn ' r,qn, Tukwila, WA 98188 REVIEWED FOR CODE COMPLIANCE Dormritmo AUG 1 6 2005 City Of Tukwila Subject: Steel frame revisions for the new residence located at 5301 Slade Way S, Tukwila. SDA Ref. #2019 To whom this may concern: It has been brought to the attention of this office that the foundation used to support the subject steel frame was damaged during installation. The damaged portion of the foundation consists of concrete that has spalled from around the anchor bolts on one end of the frame. Additionally, J -bolts were set in the foundation wall instead of epoxy setting the bolts after placement of the frame. At the request of Tien and Vernon Dusseau, this office has redesigned the frame to avoid the damaged section of the foundation and utilize the installation of new anchor bolts. To accomplish this the width of the frame has been shortened by the width of the baseplate on each side (please see attached details and calculations). Please contact this office regarding any questions about the issues discussed in the above letter. Steven Cooke, E.I.T. Project Engineer ISIONN00 2 CITY OF TUKKWILA AUG - 9 2005 PERMIT CENTER • V. z et w QQ� JU 00 wI w0 � _o =w ZO 0 O— o la La LLz Li' U= 5 '- z /°- -G-ta`. LA t ss, lZ 4ig } 1 3,tl,l t6s _Z1 t5 C$ '4,1-- 1,3r t L! `Pr ~ t S v ...'∎A:rai L z Iz re w -I C.) O 0 CO C). J = N LL w0 Li. Q co 3 w z� z1- ILI La U � O — • I- CU• W H -- 1-o Z. LLi U= O ~ z Company : Structural Design Associates Designer : Steven Cooke Job Number : 2019 Steel Frame Nguyen Residence July 18, 2005 1 :40 PM Checked By: Global Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor (ASIF) 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 4 Redesign Sections Yes P -Delta Analysis Tolerance 0.50% Materials (General) 1 Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. (Psi)_ (Psi) Ratio (per 10 ^5 F) M2 2.9e +7 1 1.1154e +7 1 .3 1 .65 Sections Weight Density Yield Stress (Lb /ft^3) (Psi) 490 1 46000 Section Label Database Shape Material Label Area In ^2 SA SA I (90,270) 0,180) 90,270) (In 4) A I (0,180) A COLUMN HSS7X5X4 M2 5.225 1.2 1.2 21.285 35.783 BEAM HSS7X5X4 M2 _ 5.225 1.2 1.2 21.285 35.783 Joint Coordinates Joint Label X Coordinate (Ft) Y Coordinate (Ft) Joint Temperature F C1 1.25 0 0 C2 0 9.5 0 C3 13.75 9.5 0 C4 12.5 0 0 C5 1.25 9.5 0 C6 12.5 9.5 0 Boundary Conditions Joint Label X Translation (Lbrin) Y Translation (Lb /in) Rotation (K- ftirad� Cl Reaction Reaction Reaction C2 • C3 9.5 BEAM\ C4 Reaction Reaction Reaction C5 Reaction C6 1.25 COLUMN2 Reaction Member Data Section Member Label I Joint J Joint Rotate Set (decrees) End Releases I -End J -End End Offsets Inactive Member I -End J -End Code Length COLUMNI C1 C5 COLUMN • ` , 9.5 BEAM\ C2 C5 BEAM 1.25 COLUMN2 C4 C6 COLUMN 9.5 BEAM2 C5 C6 BEAM 11.25 BEAM3 C6 C3 BEAM 1.25 Distributed Load Patterns Pattern Label Direction Start Magnitude End Magnitude Start Location End Location LIVE1 Y [ (i -125 F) (Lb /ft, F) (Ft or %) (Ft or %) 1 -125 j 3.25 J 0 1 RISA -2D Basic Version 5.1a [C :\Documents and SettingslUser \Desktop1SDA Projects12019 - Nguyen Relittigerlient Frar 097.1.*9 s�tc �rra Company : Structural Design Associates Designer : Steven Cooke Job Number : 2019 Steel Frame Nguyen Residence July 18, 2005 1:40 PM Checked By: Distributed Load Patterns (continued) Pattem Label Direction Start Magnitude (Lb /ft. F) End Magnitude (Lb /ft . F) Start Location (Ft or %) End Location LIVE2 Y -27 -100 0 3.25 DEAD1 Y -165 -165 3.25 0 DEAD2 Y -90 -106 0 0 DEAD3 Y -106 -150 0 3.25 LIVE3 Y 0 -27 0 0 DEAD4 Y -165 -165 0 0 LIVE4 Y -125 -125 0 0 SEISMIC X 554.6 554.6 0 0 Basic Load Case Data BLC No. Basic Load Case Category Description Code Category Description Gravity X Y Load Type Totals Nodal Point Dist. 1 DEAD DL Dead Load 6635 1.75 BEAM2 1 4 3 LIVE LOAD LL Live Load C5 C6 Y 1 4 4 WIND LOAD WL Wind Load -6635 10.75 BEAM1 6 3 Member Point Loads, Category : DL, BLC 1: DEAD Member Label I Joint J Joint 1 BEAM2 Direction Magnitude Location or %) C5 1 C6 1 Y 1 (Lb -885ft� 1 {F 3.25, Member Point Loads, Category : LL, BLC 3 : LIVE LOAD Member Label BEAM2 I Joint J Joint Direction Magnitude Location or C5 1 C6 ) Y 1 (l -14 5ft� {F3.25%) Member Point Loads, Category : WL, BLC 4 : WIND LOAD Member Label I Joint • J Joint Direction Magnitude (Lb. Lb-ft ) Location fFtor %) BEAM2 C5 C6 Y 6635 1.75 BEAM2 C5 C6 Y -6635 3.75 BEAM2 C5 C6 Y 6635 8.5 BEAM2 C5 C6 Y -6635 10.75 BEAM1 C2 C5 Y -6635 0 BEAM3 C6 C3 Y 6635 1.25 Member Distributed Loads. Category • DL, BLC 1: DEAD Member Label I Joint J Joint Load Pattern Label a BEAM1 C2 C5 DEAD2 1 BEAM2 C5 C6 DEAD3 1 BEAM2 C5 C6 DEAD1 1 BEAM3 C6 C3 DEAD4 1 Member Distributed Loads, Category : LL, BLC 3 : LIVE LOAD Member Label I Joint J Joint Load Pattern Label Pattern Multiplier BEAM1 C2 C5 LIVE3 1 BEAM2 C5 C6 LIVE2 1 BEAM2 C5 C6 LIVE1 1 BEAM3 C6 C3 LIVE4 1 RISA -2D Basic Version 5.1a [C:1Documents and Settings \User1Desktop \SDA Projects12019 - Nguyen RelAkiedient Frar 1 Company : Structural Design Associates Designer : Steven Cooke Job Number : 2019 Steel Frame Nguyen Residence July 18, 2005 1:40 PM Checked By: Member Distributed Loads, Category : WL, BLC 4 : WIND LOAD Member Label I Joint J BEAM1 C2 C5 SEISMIC 1 BEAM2 C5 C6 SEISMIC 1 BEAM3 C6 C3 SEISMIC 1 Load Combinations Num Description Env WS PD CD BLC Factor BLC Factor B BLC 1 1 UBC 12 -7 1 y I 1 1 1 DL 1 3 min - 3812.875 3 - 2715.311 4 - 18111.16 4 C4 max 3812.875 4 5665.061 4 18111.16 3 min 2 1 UBC12 -8 (b) I y 1 I 11 DL 1 LL 1 SL 1 1 12549.41 9 min 0.000 1 0.000 1 - 6180.23 4 C6 max 0.000 1 3 1 UBC 12 -9 (a) I y I 1 1 1 DL 1 WL 1 1 - 15205.97 4 Reaction Totals : max 7625.75 4 5804.25 2 min - 7625.75 3 2654.775 7 4 I UBC 12 -9 (b) I y I 1 DL 1 WL -1 5 1 UBC 12 -9 (c) I y I 11 DL 1 EL .715 6 1 UBC 12 -9 (d) y I J 11 DL 1 EL -.715 7 1 UBC 12 -10 (a) 1 y 1 1 1 DL .9 EL .715 1 8 I UBC 12 -10 (b) I v I 1 1 DL .9 EL -.715 9 1 UBC 12 -11 (e) I y I I J 1 DL 1 LL .75 SL .75 WL .75 ) 10 1 UBC 12 -11 (f) I y I I I 1 DL 1 LL .75 SL .75 WL -.75 1 11 I UBC 12 -11 (g) 1 y I I 1 DL 1 LL .75 SL .75 EL .536 1 12 I UBC 12 -11 (h) 1 y 1 1 1 DL 1 LL .75 SL .75 EL -.536 1 13 1 1 1 Envelope Reactions Joint Label X Force (Lb) Y Force Lc (Lb) Lc Moment C1 max 3812.875 4 6187.645 9 18111.16 3 min - 3812.875 3 - 2715.311 4 - 18111.16 4 C4 max 3812.875 4 5665.061 4 18111.16 3 min - 3812.875 3 - 3048.264 3 - 18111.16 4 C5 max 0.000 1 0.000 1 12549.41 9 min 0.000 1 0.000 1 - 6180.23 4 C6 max 0.000 1 0.000 1 10830.02 3 min 0.000 1 0.000 1 - 15205.97 4 Reaction Totals : max 7625.75 4 5804.25 2 min - 7625.75 3 2654.775 7 Envelope Member Section Forces Member Label Section Axial Lc (Lb) COLUMNI Shear (Lb) Lc Moment Lc (Lb) 1 max 6187.645 9 3812.875 3 18111.16 3 min - 2715.311 4 - 3812.875 - 18111.16 4 RISA -2D Basic Version 5.1a [C:1Documents and SettingslUser\Desktop\SDA Projects12019 - Nguyen RefterAent Frar z:Fr.�t`,a»:eS� `4uS:X't�ttr;i{c�5 7?!.inn i!f ?+fi'*y§rW^m..a.;•a�::frnrn w:vw.w..:- ... °ww.. &,;.�:'w.�r+. .ar.•r.m�.w.:a: Y :.+ %.>...., rr��M _ ...w a9 Company : Structural Design Associates Designer : Steven Cooke Job Number : 2019 Steel Frame Nguyen Residence July 18, 2005 1:40 PM Checked By: Envelope Member Section Forces (continued) Member Label Section Axial Lc Shear Lc Moment Lc (Lb) (Lb) (Lb) 1 BEAM1 1 COLUMN2 BEAM2 1 BEAM3 2 max 6187.645 9 3812.875 3 6037.052 3 27600 min - 2715.311 4 - 3812.875 4 - 6037.052 4 3 max 6187.645 9 3812.875 3 6037.052 4 0 min - 2715.311 4 - 3812.875 4 - 6037.052 3 4 max 6187.645 9 3812.875 3 18111.16 4 20236.45 min - 2715.311 4 - 3812.875 4 - 18111.16 3 1 max 0 1 0 1 0 1 min 0 1 0 1 0 1 2 max 231.083 3 6596.389 4 2772.467 3 min - 231.083 4 - 6673.611 3 - 2756.534 4 3 max 462.167 3 6555.556 4 5561.568 3 min - 462.167 4 - 6714.444 3 - 5496.599 4 4 max 693.25 3 6512.5 4 8368.146 3 min - 693.25 4 - 6757.5 3 - 8219.188 4 1 max 5665.061 4 3812.875 3 18111.16 3 min - 3048.264 3 - 3812.875 4 - 18111.16 4 2 max 5665.061 4 3812.875 3 6037.052 3 min - 3048.264 3 - 3812.875 4 - 6037.052 4 3 max 5665.061 4 3812.875 3 6037.052 4 min - 3048.264 3 - 3812.875 4 - 6037.052 3 4 max 5665.061 4 3812.875 3 18111.16 4 min - 3048.264 3 - 3812.875 4 - 18111.16 3 1 max 3119.625 4 4493.745 10 6628.22 2 min - 3119.625 3 - 759.486 3 2445.637 3 2 max 1039.875 4 4492.014 3 4050.677 4 min - 1039.875 3 - 4221.311 4 - 6667.894 3 3 max 1039.875 3 1794.939 4 2528.461 3 min - 1039.875 4 - 2761.736 3 - 3840.499 4 4 max 3119.625 3 1176.189 4 6426.905 10 min - 3119.625 4 - 3555.792 9 - 883.622 3 1 max 693.25 4 6841.25 4 8422.573 4 min - 693.25 3 - 6428.75 3 - 8164.761 3 2 max 462.167 4 6772.5 4 5586.375 4 min - 462.167 3 - 6497.5 3 - 5471.792 3 3 max 231.083 4 6703.75 4 2778.823 4 min - 231.083 3 - 6566.25 3 - 2750.177 3 4 max 0 1 0 1 0 1 min 0 1 0 1 0 1 Envelope Member AISC ASD 9th Code Checks Member Label Code Chk Loc Shear Chk Loc (Ft) Lc (Ft) Lc Fa Psi Ft Psi Fb ASD Eqn. COLUMNI 0.742 0 3 0.076 0 3 21792.19 27600 30360 H1 -2 BEAM1 0.328 1.25 3 0.135 1.25 3 27132.67 27600 30360 H1-2 COLUMN2 0.739 0 4 0.076 0 3 21792.19 27600 30360 H1 -2 BEAM2 0.29 11.25 10 0.115 2.019 9 20236.45 27600 27600 H2 -1 BEAM3 0.33 0 4 0.137 0 4 27132.67 27600 30360 H1 -2 RISA -2D Basic Version 5.1a [C:1Documents and Settings\User\DesktoplSDA Projects12019 - Nguyen Refftitlen5ent Frar Page 1 of 2 received on 411412005 9:51:35 AM [Pacific Daylight Timel Apr, 14 2005 9:19RM HP L SER ET FAX • BANNER FILE COPY PAGE 01 p.2 To specify your own special Nile bock hwe, use the "Ss" Screen end anew �y-ar Ole block nom Pro R0, Zi . pr• R1, 141M-2M Tale ll'411' Job * : 2 9 Cor�tlli fir: SC Dote: APR 12,2005 This WO In Film aldoaireents end +ase nielmarideekforfe Cad.: me 2000 cantilevered Retaining Wall Design FMained Het tt 8.751 Wall height above soil = 0.50 ft Slops Behind Wel = 000 :1 Haight of Son over To .. 0.00 in Soil Dorm ty = 110.00 pd Wind on Stem 0.0 pet Too Searing Load .reeudtent etc. Son Pressure C Toe SON Pressure ® Heel Anovrabas = 2.000 psf Soil Pressure Less Than Aroweble ACI Factored ®Toe = 1,655 pof ACi Factored Hest = 0 per Fooling Skew A Toe 40.5 pat OK • Fooling Shear al He I = 21.7 psi OK Allowable Q 93.1 psi Well Stabllly Rados Overturning • 1.85 OK . Sliding _ • 0.67,UNS Sliding, Cake Slob Resists Al Siding 1 Lateral Siding F010e = 1,544.0 Ibe 2,368 be • 11.07 in ▪ 1.113 pef OK 0pofOK Mow Soll'9earNg s 2,000.0 per Equhrilent Fluid Pressure IIMhhod ' Feel Active Pl*qure • 35.0 pant Toe fu3lve Pressures 36.0 pen Pb, see P►sssus = 260.0 pen Water height over heel - 0.0 R' FooltnppSol FAetior = 0.440 Soil height lo Ignore Ibr puMrhre pressure = 12.00 In 'Stern conetructlO_j • Oielip height Wel Meted.' Above lie Thickness Reber Size Reber Speck* Reber Pieced et Damian Dale flarF8 + fslF* Toe Wdth Heel Total FF000ling Mt FocIPg THcknese Key Wirth Key Dtetmon from The 3.00 ft 1.67 4.157 8.00In 0.00m 000 In 0,00 ft . fe = 3,000 psi Fy = 40,000 Psi Footing Concrete Density ., 150.00 pcf Meer. As % = • 0.0018 Cover Tap = 2001n S Eqr 3.00 In Top Sewn n �4 000 Cbnosbs = 8.00 • 3 • 14.00 ° Edge Ri1T '!'1i F. OR CODE COW PLIPNCE • Total Force Section bairn Moment :..P4ted ft4= • MctnunL..Morntble 9ha =....Ariusi • pal= • Sheer,..,. lionsbla • psi = TABLET L ep Splice 'Above In s Lap Spice 1 Below In Wall Weight Reber Depth 'd re Olds frn Fs soid Grouting ifisPectIon Modular Redo W Short Tome Fedor Equiv. Sold Thick. Watery at Type Mm Orinci Data Weight psi. 3,000.0 • Fy pee = 60,000.0 i Footing Design Results 1 _1To._ 1i Factored Pressure = 1,558 0 pal Mu' : UpweM = 5.366 11 14 Mu' : Dc riward = • 630 74914 Mu: Design = 4,728 737114E Actual 1 ..Way Shear = 46.47 21.71 pal Adler/ 1-Wey Sheet 93.11 93.11 psi Toe Reinforcing = d4 4116.00 In Heel Reinforcing • = Norte Speed Key Reinforcing = None Speed . Tfl) /Ow r M t i 2 -(7/0 t ,rev&- Pin 5', emu. t`� 119 IZ C 1 � • ONO 2,277.7 5,043.4 6,861.9 31.6 93.1 35.00 926 100.0 6.00 AUG 1 6 7005 175 �� ' ' ciC ;, PEENED CrryoF . AUG - 9.2005 ft • PERMIT CENTER Mew r llca 6.60 Ill 5 18 In, * 14.50 In, 874 19.50 Inv 6841 25.75 In, 096 32 Heel: Not640 6req'd, Mu c S • Fr . Key: No key defined ! t," fN/!';, S'!" 3: M1xJ`- r[r"/"Gy7•ar�.WCWYia'WYr'�.rxT: +, '_ va:( rs�c.,. rn>•:.:,' r. TsSSllu'! 'l'N4•°F`. -0:ya'/fQ%•..52;4_M�y, ^'� Page 2 of 2 received on 411412005 9:57:35 AM (Pacific Daylight Time] irRpr 14 2005 9: 19RM HP LHSERJE T 'FAX To *pacify your (Arm ep.aN qUs block ben, toe the "Ss111ner *Green god wilier your ft s block Pro 64, 21Apv:2110),401“.11-Z102 BANNER TMe : V-V Carllllrvsr Well Jo b9 - 2019 Dspnt. SC 0sldlgti0h.... PAGE 02 p.1 Dab: APR 132005 nee Wall In Files aidocl.n.nb end aettlitgetueiddeseteeit Cantilevered Retaining Wall riiisign code RC ma+ nom Heel Active Preeeure •To. Acetic Pressure Surtrgs Over Toe Adjacent Foaling Loud Added Lateral Load Lead dt them Above Soil u e 9 Rime OI.esric. Mm..et 1Z It4 1,561,* 114 4.70.9 -7.8 0.22 -1.7 TOM 1,544.0 O.T.M. - 4,1160.2 ReeISUngVvuturNrp FMdo . 1:66 Vertical Lords used for Soil Pressure - 2,357.7 bs Vsracal component elective Dressage NOT used for soM proasure Pomo • t7/siano. Moment Le R 11.0 Soo over Heel. • Sloped 501 Over Feet : Surcharge Over Heel Adjacent Footing Load , Mel Deed Load On Stem Sol Over Toe • • StnherUe Over Toe : gtein Earth fa Stan Tr n ilkwo= • Footing Weight Key Weight ,Hest, Component • Tote, re 9es.7 4,17 4.0254 925.0 467.0 2,357.7 0.00 3.33 3,093.3 2.34 1,0110A bs R.lt.+ .8,199.2 z z re 2u1 3U O O (.00 J = �u- W O g• a N 1' a Z= f^. F— O Z Ill al O• N � H WW H 0 u- O W Z UD- H • 1"- z Zipper Zeman Associates, Inc,.,, Fritz 16-uPy r'-' M ^ Geotechnical Engineers and Environmental Consultants 18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771 -3304 / FAX (425) 771 -3549 DAILY FIELD REPORT # 1 DATE 7'//V/OS PAGE I OF l' PROJECT: /V` 1A-6rvt /-.5. .ZZA JOB NO. -1-63- _ CLIENT: _A/74 Get- n pj' \i\tF �1. r- C NTRACTOR• ZZA FIELD REP: L CATION• &/Y14n PE MIT NUMBER. RECEIVED ARR./DEP. TIME: 07 1 Y5/0"-'- ` it 5er../ TUKWIu 1 G L� Gmr Of 05 WEATHER: ?1124i -Tvvw►vl �O � EQUIPMENT USED /14 " - 9 2005 f AUG ■ ■ ei . m ..----- rFN7ER PERMIT tV A. s..w, '` 11' {\ se< /y /ii ii., 4,,y .7/7 1/N,j. Sd49 l--ir S Z.10 W..1 'tl/✓Gt /10. e.. `l/_e / AV- 6, e?..-e_.....0 4:17%,(7) . o6_ ..0 a( ` X , lif /1 1 2 &me . 7Z.„<_ ' 'r% - C 4c9. ,..c- s, -es ri 4.4 s�l.- i...7 eke ed ty-si 9/4 s, 2.5 6 y gt i./e‘ -4e4r d a/ "T Cl K Cc- suer.-- g 4 4Ty-c:, T, vY (' Cal I G: .e--Y ePiYY 8 /,O yk, ''- Se• t) iv'1 v, rip, € ' 7C.t-e__. 44R k1' r (et .// /, - h' . (/►-,o� 1 /1--v‘c) ,O`1 h t?' A 4(s... -�— I/5MS ' y //101.- a1 il-cG ,- s-k€/ "2/ d 4.... .. &c- `5 i- R4-uvt d ri.' SaL t-s Gv /74 , v e'v-- See. 7 i-c) ?& - d e/i ,5-6.-/ M 1 T :1-7 �� /4.l -J 6-eor4 i- h_c s lYi% ' f 9( /5.00 �'. ,b1 v'.�- DSO / #/L7h , A/c 06.c.,-4,-,-..e cI 4'�..,,,,5 ,1 of ©U94 -i)1 f y..rd Jps©IL /.virii,•', 74 ,E . 1, . 444/(.4/ ® b 1 ee .s 6d m4� S b% 6 J _5 5 i5 (- -j, :� /.� A ys Oer�,e.g..z c/ -- /6 ,A.--,4,Ges', 71t crl e' 4/1t4,6 C1,j,�%G�! ✓G'C �.7 Ak! sc9,Z- ,./,..- REVIEWED BY: !/ This report presents opinions formed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of the ZZA field representative. The presence of our field representative will be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the ZZA field representative nor the observation and testing by ZZA shall excuse the contractor in any way for defects discovered in its work. ZZA will not be responsible for job site safety on this project. � r'. ,;.,,tl Vn & 9 /� tl a ri a ra \ /1 Form III • 11 tar Zipper Zeman Associates, In 9-.), ��,,, �, Geotechnical Engineers and Environmental Consultants .- 18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771 -3304 / FAX (425) 771 -3549 DAILY FIELD REPORT # 1 DATE y /i t2 PAGE OF PROJECT: 4,1,1- ctvt 43. ZZA JOB NO. -�' ° -4. CLIENT: �l y/ tic �Gi^- (?G\IT5'�il�1 ' ^t '-.7.0 .-- C NTRACTOR• 1 /' 0L„IANcc ZZA FIELD REP: �v • S,'o�F ��i�l L CATION• Air' G�%, / r F-7 ARR./DEP. TIME: "`� `i (` r �"� RECEIVED /0 f� PE MIT NUMBER• •�•UKV" ry c GRY Of WEATHER: ?ii4'/ij �vvw► O UG 7 6 2 °aJ EQ IPMENT USED: Elsa' -- 9 2005 � AUG F �e ce.,v. � ei el, Vv w ,,i:_ r+ +c / S V (..( 1' ev 5r/ Z- /he.liv, 4.3- gn d >F- o-04,1 -5-,--494----- ,,,ti s. L10 01,1 sc,-.��c...i., e_ i-z...fc. 0 - i'G s `/ 1-M i 4 .-7c, s h4' c Q.yv d 6,,t Cr-c-cL. > .''L d $'t v- , e6_ . cq� o. ,,> .01,41.6 -es ,Ai 401-/4 -52,v- i.,7 ell d elii qar s, �s 6 y a ZAfP-4e4.- rG ad QL O'u ...Sec .4,- 0 4 4,-.. 4, wS d , j .e Y ee.pv 8 v,O P e'A Se l-c.) r' c.. ,r -, , Qtr - /0,, 7 444{J4,,em I (eu.A. 1, i ��. h fm ,1 /k-a el 7-1, -eh h ve- ag> ," CIS /e7S 4 XI //9<.4- d , 4-2.e. 6-lee/ moo, d : 'ic iy i 1��.,,.. & 4d S - � .t ,4 ai,L5 ,/411 7 , t ,,civc..,-- .�� d 6/i 1 rSUG 4 6.- 4,-7 d /4'fry 4-40E2 k4 f -4. 1'3 ideag 5 o ,': " i . e2 0 i Af Ar G:/c 0, _ .,.z cI Gi'(..--k-sp- o4 el, 94. ti,i s Y d J pG©) (4. ,;.-A,.', 7 .S . .L.e,_, . 74 4i.f/ev■ 4)e.q ®c6 C-6-0444:c.5 1 5,S 641 e 4• b 4c/ S els tea k-- � 1,-; d rk-c eehLr,.e....v 4 -- / / /,..7.,Z.0 5-, y' 7--A, G3zocre !/ /yYZG4, ✓ r9,,,ae.� ✓ G Le SC 9 tZ -G,./ .G! e1' REVIEWED BY: !� This report presents opinions formed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of the ZZA field representative. The presence of our field representative will be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the ZZA field representative nor the observation and testing by ZZA shall excuse the contractor in any way for defects discovered in its work. ZZA will not be responsible for job site safety on this project. n n c' ‘\t1 11 a 114:\ w Form #1 - vi,'i��1N tar. ua;, s��iwta�Aax /r'.3"HYsi017pr'7!�Fr'* #.rtK • 143 r Zipper Zeman Associates, Inc. Geotechnical Engineers and Environmental Consultants 18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771 -3304 / FAX (425) 771 -3549 DAILY FIELD REPORT # I DATE 1121/4-5 PAGE ' OF PROJECT: *L#' /2 , ZZA JOB NO. —44 U V J Al - i A :- i 0 c) D\ <4 - - �,i 41 _ _ --- • 7 q �� - � 25 fiL2S ✓G 4�tiCG5 / a i$ d4 t4.5 ,4 o el- V/45-A S a/jaro is . el' ? 0,m,y.1,-%, ,j cLc-Js ,Lv 6,e o4 -rke-i . M /,,i .O-,kve a to Y- ,rugs euv- i,e,i/v t-- -2.a.outA,vtA._?,v1. cia ti-t.e.-1.1 e t' 1 - . F/ = -. 62 —fr/7e; % s a)c ov-I eierr/ c Sail- 4,, v~614.0ta -U A 12.-Ati"-- / - 1-,:15 g , b q -vwS • ./o be--4- <-0.44 -1,, ,r d ..gv/vDS a 50 ► i-s K►., cn�, (4 ? G/ of Vi, t :s ,,ae, -- e nom. / /�, 6,.r * Fled , g4-,q...//s I / d L- D chz") d pi-. 3 LtJM '- e?),), % I - .54vv ri o G-- eoay-,,,,3 Loy) Ci.r _de d, I o.ti4v 4tJG 1 i--' t-1,3) yi (Eq.& 04,140 i L d ,Vwv l d T Page 2 of 4 received on 411512005 2:06:11 PM [Pacific Daylight Time] /-4.14- copy , Zipper Zeman Associates, Iii . -, , -. ,� Geotechnical Engineers and Environmental Consultants . - . 18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771.33041 FAX (425) 771 -3549 . '.... --- DAILY FIELD REPORT* A DATE 4' ' s -° 5 PAGE OF ._L —3 - PROJECT' /V, (Ay i n R <Sidt.. ee ' .-ZZA JbB NO: T -6 $0 - OS __.- ----~ °�� -: ,%: ,-;.i r` CLIENT: T 1 e er N. e in 1 Ic. 4.. 7 - ... i , -. `' CTOR. ? y ,CONY i+w•e, 6 co � P O DE - - -•tea LOCA ON: s / F �'t ""Y ECE(VED ZZA FIELD REP: T P ter,. OF TUKiN to ARR./DEP. TIME: d: V o 4• i / 1. 3o A "t ERMI NUMBER: ^� A WEATHER: Oa tv ca s+ co ' F 14 AUG 6 t��tIEQUIP 1 NT USED. /✓ o ... a AUG g Z�OJ PERMIT CENTER "r • W r'r , i !� i .�91 k e•/i tN .. v .. Gct<i.o 5 •t 6 yrs 41 t ear..1:1:4-10h5• IAL11 er A. .r .;kid `''' , o63r'r✓.t K Y4i/ki' Tu... •t1tlA`F10 .. IC* rM1 t r Wirt .. GArr A«d( t__i4404. r(rkvr ki..d 6 /v. 4-1. 14'itr1L(ed. for ...o.r r& / Ap /st of- ,4 a Ito ui•.dufiu►1 e, veal. r be At. ytoea an ...t (GVa•tiay ‘40.S R A v t/ i 6 G. f• Lai" 44. t4r (Dm . ✓ .t'i • L .-✓i"Lk_ t4 • if+v jbt.J+ f r>% r�G. it., . A c. f: , i. 5, t 4 r M 1 r Li/4_ 7 Ls 7 Ltr.✓ e v 6a S r &K.. e-v% f e lr, vk_t'ts? H. A r .., q /[ f . r " h r .. . _ . /i . - s ;, , 1 r r S • Irf h Ce w N 5 tom► i' A. c V _r G_/ t 4/101_ 4-.'19 n e.• X RP/ tCG v +G< to 1.4. & , ft; G :.t 4-r d ..✓_; Y L. tt c- Z...d /eve. (, A 5 L. I`ve. q v .5 le-- 0 ay y . o b s tv ✓Lt t 1_o.. ) a... /C .- (p.rt #M ert Ile. Eio►•.1 4 i 7 &! ph Stva,Gd 1A1-1" * r. yC /ow ev 14-o k I. DGa ti 17w Cleteµ IL ;0,15 ,'S D ✓t5 6h f-ed 6e /o1_ ,4._ Up /ER FB(,tA/L.fTT. V ? r rte y4 re 4M• .1 w t; aA. ce vlee n•✓.•s to ca I aC o.. ILe 50 '''t r1_ old d r4r rP.i,{/!►.rt e1 TL eye] 1_1 5.+55vi/( 10'15;5*fe D/: K6o.-i. f- 1 46 A Fret- of vtv), /tn' Se. f 1003[ 5 oft. (. ✓h •It otcw_?tD.•d( ;- ii..i Frw5 .7T P`rII PI PI i'e. Y. ■ 11 /�G /it eotsOJ /• , ° , .- M. d !.✓ ✓ t• i. V{/ r1_ v 1% e l ., Yl . 4 r .. ✓', f �Pi.. it 441.- AAn/l /v94:4ejt -me o6derei- $*64 ✓I 11_[_ 1_.5 »o'E I►dt•/eta_A. fi Iov foe REVIEWED BY: This report presents opinions formed as annuli of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of the ZZA field representative. The presence of our field representative will be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the ZZA field representative nor the observation and testing by ZZA shall excuse the contractor in any way for defects discovered in its work. ZZA will not be responsible for job sito safety on this project. NO Do4I3 r'"':'-,=: .:':a::t:::':.:::S�JI.�Y.:.,..: ' S."`. 1:`_::_... w, cuns��_ ��rR. s: xz^.:... ..................:.,.:..-.,.... �,...... ...�_�v:..- .._...._.._...._.... _...,_.__.�.._..,__..._. ............- . , � i.... .....�. Page 3 of 4 received on 411512005 2:06:11 PM [Pacific Daylight Time] Zipper Zeman Associates, Inc. Geotechnical Engineers and Environmental Consultants 18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771 -3304 / FAX (425) 771 -3549 DAILY FIELD REPORT* '2 • DATE '/ - IS' -° 5 PAGE A OF 3 PROJECT: N1 u y i w .l tS i I trt 1't ZZA JOB NO: ‘7` 6317 -0" o ... . f . r, ice, .. k .t Pa , 4- ; efA . el . n r4 $ : t a 1144 r 5 ; s ...., i1iv .4 . +v ". e et to... fwof toe i• -r g• r / (PA *he*[for- I , 1 'A .- TL e 1 to 2 ' #,T /QV I r SD rI 6 t "- es,. ..e aru.L ✓rjl to rrl,, leV? fL 54'✓K1.kv ✓w / 4f111 (om' et. ti-e.? *0 !� /'C4 _5¢ `1 S ife o F 1 C "'I, /i licit t( .4 fo e tai' Ala k , svA /ref 5J.t•��/ 7i1. e_xz.WO. f; al 14 .[ko ite ek't•emit toiertify L.". r ... k / , f- A. c (, , ♦' ••-, ` / . , . G., y e C V. i On. ro+ . .. .. . f . -- f P. 4ttt *--I SI.avK/l ge f .j4 "r/ a /o «1 or A0011.,. h 1 v►+ufin 1 'rI_L /oOJr 4�o11.3 L,,&t 6r 4.4, ea 4, eoc Felt to erof ..G•tl 6tCva1.1 /s ;.1 1 cif _Iy. tvek t6. 0 ;..t4•( t9 11e loo +1 -0 .a. ir4. !F 6k ck I.'i1 tdf vve•ti, Loh t ✓e ft' . LDwfiR Pout. Al QR rr• .I ARE4 ,/ 711.t Su4,v..//e ?OIl'i_ Ik. �Fi.a /17/`✓(✓ 1tl6.K /cIa4eaM_ /""�•it g eKtv•!(), /O..SiSt /Af Q1 ,r. a I;.....— d#kr,t 5i(fx S4ova i vf-v le. .w 6/ A 6 °`44 Li t0 A7 i•• (4t 5 • OT /...se , /'•ff.nv 5•I( 6wwA • T4.t 54.449 v,.. plc 0+,44 3 wej- to .r. N{'4.*. M trio y,ir& S0-c,.,d,' ...1 +MN-t• •• A6 s/v'col , ,,. a6uti+J tea :if Ofd' 74, e. /pd..,• «+/Oh l . = r lk • The + - ' l + t r.' r / r e . •rot' •fJ 6 e 5 c r, of y ,r /✓o -•. i'4 r 6 w s r pie- -N. c l (6-1 5 fiv..Ltlo•• •ur 1- a fa..9 r4. e so ...ft, a.- .0 vve so- sloe 0.5 st- it-C el_ td• ✓a..I-ii, , 4kjed OK Ou✓ 06jevv),tl'om.$ w•44 t,n..+( I-01a i vie. J.) rtI oft, «.lkd ri,c.F t✓;e V fro 6 % lh-r'5 af' loose iw A (-Cv V( A rem /+r/( �✓}..a. 10.,..,....1... ir f o►.. tore CA+5 .r ... . 1w' 's1 4. .4 ,L. toAot ', / 57$ '' tV •45 & rd 0' o 4,fc. O r GK Cr� 9 va.."'t�` e %�t.4/ G/ O14 t"w %Lt G ✓ ✓51`//C 1 ✓nefc. a lb.-, ••r So 64, ft a.,.1 '#, i'l' E120 ti,I U/_;9►,w.tr.+5 skou oe i•%. for flt7 +a +P A <ON- S +V 1410. �rtwa+/✓rfr,5 d ✓N lo- lb•, $ ii+ii'j DlC. N OK r� .,✓o v (c. /lj(t(r �G6/r: ( Salt. s. S M!, ✓a•�r /Yo /V or e�,.ivf/rhf-T srti.5r a 4" Aipn {'/L✓ � / 4 rR. f. to fry i/ ✓a A D i /0 r F 3 s 4 a w ., o ft. 194 t fa A '. , /i o.• /k f t 3. ' 4airtc7rao >.L,r.1•4."r ^.r,?i1.ir 'Arr . �` rt'.t�;�M7.�Ye•'�'n?�.•w�sV.��'• c ",..��..�. r,`.v. .`NHC *tt....�.;,..,,�e. w.X�a Page 4 of 4 received on 411512005 2:06:11 PM (Pacific Daylight Time] Zipper Zeman Associates, Inc. Geotechnical Engineers and Environmental Consultants • 18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771 -3304 / FAX (425) 771 -3549 DAILY FIELD REPORT # 'Z . DATE '1 'ns PAGE -3. OF 3 PROJECT: N Nye ^ R r s J I em re ZZA JOB NO: T- 6 30 "os 9 Go., sar.t :t :o,. Oleo :., Ske4rk /V, T..5 . . v.AO}ft fo....1,4:0" .s -- °—'- ----" r b or.. 5/,e '' • �► . 4 P 4 a d 4 f v. l #( rot& o, A '111 0 -A- t' a i 4_ D/1p'• ...P� es„,. / ✓Gfey„ F / rs4 `---~- L/K /f/ (..-I ta M;.-r1; 1IV O N 0 r•' ez,L.I ✓014,6. - pie Dr4i4%.. 1194#1;6( 4, A fi v e i'J 1:s 4, v t /eio44 oft . t. ' . . v.... • . - Ilkrirn isiersoftwievtgA. p„ A Of I., tar 51yAt+a,4 1, v4'I .'s 4o 4 ini(i e.d. . ti h, , 1 V' . f. o..I Ps. _ v •L . 4- efo...w u. _ ' 4 c f. et,- A. 1 •' "4 ` _ R �,.rd S r. IA't d (*PA en d It. A f p.. 44,1 el 31,4 4 dVwio.M.re 3fe ka 4, i. 54.Alle1 ih. A((D''I6igAt'e ✓rY -ek e ✓f!F7Nv.4,..f../44. Aye. 4 /yeSf+ -4eof or, ice-ti t 9 a •, X /0 L I - - t k G 4, : I Pt 1 4.7o v 5,91.9}-et. J 1'rk ( v t/b ill .1- p 1 1, ! , (-T j /V't 6- W/' e�wew�n. ,44ViIy7P1f�T,,'S S"a�?f's?'G!8'�T1!n!t Zipper Zeman Associates, Inc. Geotechnical Engineers and Environmental Consultants 18905 33rd Ave. W, Suite 117, Lynnwood, WA 98036 (425) 771 -3304 / FAX (425) 771 -3549 DAILY FIELD REPORT # 3 DATE y-.1 a - ° s PAGE OF 1— —L PROJECT: /v9'ty 6' r. Pe5;/(enCe ZZA JOB NO: `j- 630-oC CLIENT: r I e r< 441 LL y en CONTRACTOR. • ZZA FIELD REP: tra .n r5 6 eo - 7 t 5 LOCATION: s tome, 'A.14./ h.( 4 w 04.. w C4 ) , RECEIVED ARR./DEP. TIME: o c : Awl MIT NUMBER: N 4 CITY Of TUKWILA WEATHER: o ver c cis + 6 o' P Y EQUIPMENT USED. N A AUG ` 9 2005 , PERMIT CENTER we ,rrirfI Oh 5 4e a* sk( •Cy.' e'S÷ al- 't6{ tom 4e �t fo. to 0680r,/C rov /afion S ky of e rn/._ Aai tio.n5. up o.. a/. ; t 1 w t o 65 €r.re 1& .1 e 9._ j foe, ..r.c #O. A. t/ d( CAfc/v serf/t (vele So;IS - rf/QS,.. 14a tyI) *'r `i-4 /ow e#' ev(/ Aaw R1c ti[s "a t4fil.. .'+e",-1 S tth /C pi-f c.r A '<F./4 er 46, 6 r. f rk /C a, 4 l...ck pre heat r, (OM 54vu C4 -;10' G( ✓ /...; I. i i' rl eral 6 /tovdr a " • r el;e44•`L1lr 9/ %,..t11 e2.4i r,lo....,,ig4it.d' it, r5 /re 5tn II'I in I;elot /Clo'4 4/6.,. 8 a5 /d Oh OvY 04: ervn.7i Tie 9 A.. it ldfiHo _.0b:. •t t to o6,5 el S,..6 e/�.a�- ) wa5 6, atei,G,Gall w slor* ft( dtS ;1n/ co ;1 6Ce.✓: j 0f /vc_Su.t .1 r,�.. o �..il7/'+. WC /r ('o�'.^lr<,[ -ti. •f .ZZ A t?�5 / ✓,t 2,000 esP • p I 4i( (Ona Lt; 0.. o_#_ .rf e Ur Gk 5 /S ;-ch [Vf451, t -4 rU&-k- w0vk;z9 444 0 heee AYk(r if h5 be /..c., ,14 e'er? a-4 eoweALFE6tO ''' :i ION NG 2111 h. � ,,;;;5.1 REVIEWED BY: ,,I P. Y2,' ,? • .Q,•-. j/„.... /4 This report presents opinions formed as a result of our observations of the contractors activities relating to geotechnical engineering. We rely on the contractor to comply with the plans and specifications throughout the duration of the project irrespective of the presence of the ZZA field representative. The presence of our field representative will be for the purpose of providing observation and field testing services. Our work does not include supervision or direction of the actual work of the contractor, its employees, or agents. Neither the presence of the ZZA field representative nor the observation and testing by ZZA shall excuse the contractor in any way for defects discovered in its work. ZZA will not be responsible for job site safety on this project. I�WR?n!rt Doq.1,3 : Yy) r410 �:7ljiT7'iMlrYlV.a_^Y.: W:iPf.:h�.nP'YJa:...t3X ,vM1..�/s bi�'a7ei;a Snl::t r.' l�y...an...t,V:TYr...�..i:.il•Y 'fy'�T:'...'ri3 +.•..li4T.. _, �YAm.++.W.�..�.�.�..M.6�. • -"Page 2 of 3 received on 81512005 8:15:19 AM [Pacific D Ight Time � ,mug uo , cuuo 0; 1 -rrn i n Lna RJET FAX FILE copy Structural Design Associates North Star Building 2210 Hewitt Ave, Suite 401 Everett, WA 98201. (425) 339 -0293 August 4, 2005 Tien Nguyen 5820 Southcenter Blvd, #A303 . Tukwila, WA 98188 REVIEWED FOR R CODE COMPLIANCE AUG 1 6 2005 rioN p.2 Subject: Framing revisions for•the new residence located at 5301 Slade Way S, Tukwila. 0• SDA Ref. #2019 To whom this may concern: During construction, three issues have come up that require the support of this office. The issues are as follows: . 1. On several of the shearwalls, the plywood sheathing was not spliced on the appropriate plate. In order to fix this, all plywood edges on the shearwalls must be blocked and nailed using the appropriate panel edge nailing. Furthermore, at all places where the sheathing from an upper and lower wall are not spliced on the rim joist, an LTP4 (see attached Shearwall Schedule) must be used to transfer the shear forces between the bottom plate to the rim joist as well as the rim joist into the top or sill plate. • . 2. It has been brought to our attention that Douglas Fir framing was not used in the #7 shearwalls as required on the plans. ' A #7 shearwall requires 10d nails @ 3" o/c along all panel edges, however, if the shearwall is upgraded to a #8 shearwall (see attached • Shearwall Schedule), Douglas Fir framing is not required. It should be noted that all framing members receiving panel edge nailing from abutting panels for these walls requires the use of a single 3x member. 3. During the installation of the 'sill plates, the plates were notched due to an inadequate 0 length of anchor bolt. These plates should not be notched more than %2" and the washer size required by the local jurisdiction should be used. Where the notch into the sill plate is greater than 1/2" but less than 1" for a 3x member, a '/4" thick square washer measuring the width of the plate should be used. The notch should be flat to ensure uniform bearing of the new washer on the plate. Where the notch into the sill plate is greater than '/Z" on a 2x plate, a new anchor bolt should be installed 4" from the notch on each side of the existing anchor bolt. This office recommends using 5/8" diameter Titen bolts that will extend a minimum of 5" into the concrete stem wall. Please contact this office regarding any questions about the issues discussed in the LC v7' letter. _`POINEVAD • Regards,.. 14/6--9920005 r Steven Cooke,,E.I.T. Project Engineer , VIS 10 PERMIT CENTER 4I l63 ,k'�d. 10.Ht t' ?'. ��N�erk :,�'%T "zati•!�Y1ar!h�'n:�cv�� :non':. :rn:�r,...,...�, -..,, ..�t s�. E PES `3 . a -:] Page 3 of 3 received on 81512005 8:15:19 AM I (PacIficKnP'ttglISV.R E T FAX .riug cuuo 1-rrtri • • SHEARWALL SCHEDULE MARK SHEATHING EDGE NAIUNGFIELD NAIUNG SILL PLATE . CONN. 0 FND. BOTTOM PLATE CONN. 0 FRAMING 3/8" CDX. ONE FACE • 8d 0 6"o.c. • Bd 0 12"o.c. 5/8"dio . 0 48" o.c. w/ 2x BTM. PLATE LTP4 0 32 " o.c. wl 2x BTM. PLATE • A '. 3/8" CDX ONE FACE 8d 0 4"o.c. 8d 0 12"o.c. 5/8"dia. 0 36" o.c. w/ 2x BTM. PLATE LTP4 0 20" o.c. w/ 2x BTM. PLATE A 621 15/32" CDX ONE FACE 10d 0 4"o.c.10d . 0 12"o.c. 5/8"dia. 0 30" .o.c. w/ 3x BTM. PLATE LTP4 0 16" o.c. w/ 3 BTM. PLATE A L.S■ 15/32" CDX ONE PACE 10d 0 3"o.c.10d 0 12"o.c. 5/8"31cia.1.3.9A0 BTM. 24" o.c. w/ PLATE LTP4 0 12" o.c. wi 3 BTM. PLATE LM 15/32" CDX ONE FACE • • 10d 0 2"o.C.10d ' 0 12 . o.c. 5/8"dia. 0 20" o.c. w/ 3x BTM. PLATE LTP4 0 10" o.c. w/ 3 131M. PLATE 4611;a 15/32" CDX EACH FACE 10d 0 4"o . c.10d EACH FACE 0 12"o.c. EACH FACE 5/8"dl3. 0 14" o.c. w/ 3x BTM. PLATE LTP4 0 8" o.c. w/ 3x BTM. PLATE ,e, La 15/32" CDX EACH FACE iOd 0 r. o c.10d EACH FACE 0 .12"o.c. EACH FACE 5/8"dia: 0 12" o.c. w/ 3x BTM. PLATE LTP4 0 6" o.c. w/ 3 BTM. PLATE _4k LON 15/32" CDX EACH FACE 10d 0 2"o . c.10d EACH FACE 0 12"o.c. EACH FACE . 5/8"dio. 0 10" o.c. w/ 3x .BTM. PLATE °c LTP4 0 6" . . w/ 3x BTM. PLATE . • • •. • • • „ , , • • 4 a I I , ,•••■hg' 1 • • ' 4 • • • I FP • p.3 9.••,d .••• ay h • u V • k a A,.14,;;.'h; • i »I. • - ' Page 6 of 6 FIGURE 1— TYPICAL TITEN HD SCREW ANCHOR UGHTWEICHT CONCRETE ON METAL DECK • Cc ma 3,000 psi 6 -1/4" 1-1/2 - Edge Distance ■-7-1/2-_...I • 4 -1 /2" FIGURE 2 —TITEN HD SCREW ANCHOR INSTALLED THROUGH METAL DECK INTO LIGHTWEIGHT CONCRETE 11/2 INCHES FROM THE INCLINED EDGE ESR -1056 T'2o4L,ness TJ43eam(TM) 6.10 Serial Number. 7002101071 User..1 11/18/2004 4:41:28 PM Page 1 Engine Version: 1.10.3 LOADS: Analysis is for a Joist Member. Po cer,'"r' Primary Load Group - Residential - Living Areas (psf): 40.0i L 10 ?uration,12.0 Vertical Loads: UPPER FLOOR JOIST OF JST -09 11 7/8" TJI® 230, 2 plies @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 22' 1 1 1i. 9.. b 3'3" Product Diagram is Conceptual. ME COPY Type Class Live Point(plf) Snow(1.15) 113.0 Point(lbs) Floor(1.00) 0 SUPPORTS: Input Width 1 Stud wall 3.50" 2 Stud wall 5.50" Bearing Length 2.25" 5.50" Dead Location Application Comment 68.0 22' 91 22' Vertical Reactions (Ibs) Live /Dead /Uplift/Total 499 /110/0/609 871 / 424 / 0 / 1294 Detail Other A3: Rim Board El: Blocking 1 PIy 1 1/4 Board 1 PIy 11 7/8" TJI® 230 ead REVIEWED FOR CODE COMPL.IANCE DEG 01 2004 City Of Tukwila BUILNNNO E1VTS10Ii /8"'0:8E -1 J- Strarrd°Rlrtf - CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits: End supports, 3 1/2" . Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board,E1: Blocking yra'ION PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WWAY S TUKWILA, WA 98188 USA Copyright a 2003 by Trus Joist, a Weyerhaeuser Business TJI0 and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist ",Pro" and TJ -Pro" are trademarks of Trus Joist. runR(p i'KWH NOV 1 9 2004 PERM l c:tc4ctr, OPERATOR INFORMATION: Vernon E. Dusseau 11 Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon a,Dcreativecomforinet 2o4- 163 z '~ W QQ2 JU 00 N CI OD LIU J = H- W° g¢ 00 : =d uu z �. l— O w~ 7.) c) O-- 0f- w u- z w O~ z • A%yerimeuser Business TJ,Beam(1M) 8.10 Serial Number. 7002101071 User: l 11/18/2004 4:41:27 PM Page 2 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -09 11 7/8" TJI® 230, 2 plies @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum -721 595 Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Design Control Control - 648 3641 Passed (18°x) 595 2313 Passed (26 %) 2553 2553 8030 Passed (32 %) 0.212 0.458 Passed (U999 +) 0.235 0.916 Passed (L/937) 48 30 Passed Location Rt. end Span 1 under Floor loading Bearing 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading Span 1 - Deflection Criteria: STANDARD(LL:U480,TL:U240). Additional checks follow. -Right Overhang:(LL:0.200 ", TL:2U240). - Permanent bracing at third points in the back span or a direct applied ceiling over the entire back span length is required for right cantilever. See literature detail (PB1) for clarification. -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The Toad conditions considered in this design analysis include alternate member pattern loading. TJ -Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.41 PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WWAY S TUKWILA, WA 98188 USA Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJI0 and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist ",Pro" and TJ -Pro" are trademarks of Trus Joist. OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vemon @creativecomfort.net • ,e4t AWEyerhaeuser Business TJ-.Beam(TM) 8.10 Serial Number: 7002101071 User:1 11/18(2004 4:41:27 PM Page 3 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -09 11 7l8" TJI® 230, 2 plies @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design Toads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. - Permanent bracing at third points in the back span or a direct applied ceiling over the entire back span length is required for right cantilever. See literature detail (PB1) for clarification. PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WWAY S TUKWILA, WA 98188 USA Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam0 are registered trademarks of Trus Joist. e -I Joist",ProO1 and TJ -Pro" are trademarks of Trus Joist. OPERATOR INFORMATION: Vemon E. Dusseau 11 Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vemon@creativecomfort.net Tifige41- ANCEyeritienser Business TJ43am(TM) 8.10 Serial Number: 7002101071 Wax 1 11/1812004 4 :41:27 PM Page 4 Engine Version: 1.103 UPPER FLOOR JOIST OF JST -09 11 7/8" TJI® 230, 2 plies @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 18' 3.75" ^ 3' 5.75" Max. Vertical Reaction Total (lbs) 609 Max. Vertical Reaction Live (lbs) 499 Selected Bearing Length (in) 2.25(W) Max. Unbraced Length (in) 32 Loading on all spans, Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Loading on all spans, Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) ALTERNATE span loading Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) ALTERNATE span loading Design Shear (lbs) Max Shear (lbs) .Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) 1294 871 5.50 (W) 32 94 LDF = 0.90 , 1.0 Dead 105 107 107 110 - 175 234 - 186 237 424 424 356 -729 N/A LDF = 1.00 , 1.0 Dead + 1.0 Floor 572 -648 407 577 -692 423 577 1115 .592 1115 -1052 2404 0.194 0.217 N/A -0.097 - 0.087 on odd 4 spans, LDF = 1.00 , 1.0 Dead + 589 -631 234 595 -675 237 595 912 609 912 -729 2553 0.212 0.235 N/A -0.116 - 0.106 on even $ spans, LDF = 1.00 , 1.0 88 ' -192 407 89 -204 423 89 627 92 627 248 -1052 -0.019 0.010 PROJECT INFORMATION: NGUYEN RESIDENCE 6301 SLADE WWAY S TUKWILA, WA 98188 USA Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist",Pro" and TJ -Pro" are trademarks of Trus Joist. Dead + N/A 0.019 0.029 1.0 Floor 1.0 Floor O ERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vemon©creativecomfort.net .Cdriwiesw- AVEyerhaettser Business 7J•9eam(TM) 8.10 Serial Number: 7002101071 User. 1 11/18/2004 4:41:27 PM Pape 5 Engine Version:1.10.3 UPPER FLOOR JOIST OF JST -09 11 7 /8" TJI® 230, 2 plies @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Loading on all spans, LDF = Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection.(in) ALTERNATE span loading Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) ALTERNATE span loading Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) 1.15 , 1.0 Dead + 543 549 549 563 1.0 Floor + 1.0 Snow -676 558 -721 574 1294 1294 2172 -1576 N/A 0.165 -0.065 0.188 -0.055 on odd # spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow 575 -645 309 581 -689 313 581 1002 595. 1002 2432 -991 N/A 0.197 -0.100 0.220 -0.090 on even if spans, LDF = 1.15 , 1.0 Dead + 1.0 Floor + 1.0 Snow 59 -219 558 60 -233 574 60 806 64 806 114 -1576 N/A -0.049 0.052 -0.035 0.062 PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WWAY S TUKWILA, WA 98188 USA Copyright m 2003 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam are registered trademarks of Trus Joist. e -I Joist ",Pro" and TJ -Pro" are trademarks of Trus Joist. OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206-619-3995 Fax : 253-852-3427 vemon @creativecomfort.net .-i::xxri;'r+r+.. ;, i.:,f ;::4«::444.04n«+.:...:...`:itt. wet.. ,r....r:+ c.r .t.na+ �• a it,..4 N+.v%ww; '!N • . !FILE COPY ri:OnFvr., .1 ;1. 1s' Grravity Goad REVIEWED FOR C'akufations CODE COMPLIANCE APPROVED JUL 2 9 2004 OP' � � o City Of Tukwila BUILDING DIVISION u u u rinfirm CIO 00 11 tdell 1111111111111111111111 1111111111111111111111 Wguyen Residence Date: 5 -7 -04 r ryiWpE/VE0 Creative Comfort T`'kwll A Transforming Dreams into Reality MAY 1 4 2404 Phone: 206 -619 -3995 PERtiiircENrER Fax: 253 - 852 -3427 e -mail: vemonceativecomfort.net PROJECT NUMBER: 10104 ;'u`ilµtiiitl 1c* ow 4q4q4t. ouser Basns TJ-Beam(TM) 8.10 Serial Number 7002101071 User :1 6!8/2004 7:12:31 PM Page 1 Engine Version: 1.10.3 LOWER FLOOR FRAMING TOP FLUSH BEAM, LF BM -01 51 /4" x 11 7/8" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 1 2' d Overall Dimension:17' 15' 4 Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(ibs) Floor(1.00) 537 355 0 SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length LivelDeadlUpliftfTotal 1 Stud wall 5.50" 5.50" 1005 /713/0/1718 2 Stud wall 5.50" 5.50" 302 / 178 / 0 / 480 El: Blocking 1 Ply 1 1/4" x 11 7/8" 1.3E TimberStrand® LSL Al: Blocking 1 Ply 1 1/4" x 11 7/8" 1.3E TimberStrande LSL -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): El: Blocking,A1: Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) -1051 -964 12053 Passed (8 %) Left OH under Floor loading Moment (Ft -Lbs) -2166 -2166 29854 Passed (7 %) Left OH under Floor ALTERNATE span loading Live Load Defl (in) 0.019 0.200 Passed (2L1999 +) Left OH under Floor ALTERNATE span loading Total Load Defl (in) 0.021 0.223 Passed (2U999 +) Left OH under Floor ALTERNATE span loading - Deflection Criteria: STANDARD(LL:U480,TL:U240). Additional checks follow. -Left Overhang:(LL:0.200 ", TL:2L1240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Copyright ® 2003 by Trua Joist, a Weyerhaeuser Business Parallame is a registered trademark of Trua Joist. Co \Program Files \Trus Joist \TJ -Beam \Job Files \Nguyen Tien LF BM- 01.sms OPERATOR INFORMATION: Vernon E. Dusseau 11 Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernonccreativecomfort.net Ti4v/ost. e arsnecs TJ- Beam(TM) 8.10 Serial Number. 7002101071 User 1 5/8/2004 7:12:31 PM Page 2 Engine Version: 1.10.3 LOWER FLOOR FRAMING TOP FLUSH BEAM, LF BM -01 5 1/4" x 11 7/8" 2.0E Parailam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Copyright m 2003 by Trus Joist, a Weyerhaeuser Business Parallam0 is a registered trademark of Trus Joist. CAProgram Fi1es \Trus Joist \TJ -Beam \Job Files \Nguyen Tien LF DH- 01.sms OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 - 619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net e AW,ftrhneuser Business 7J-Beam(TM) 8.10 Serial Number: 7002101071 User:1 91812004 7:1231 PM Page 3 Engine Version: 1.10.3 LOWER FLOOR FRAMING TOP FLUSH BEAM, LF BM -01 5 1/4" x 11 718" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Required Bearing Length in Max. Unbraced Length (in) 2' 2.75" ^ 14' 5.25" 1718 1005 1.50(W) 204 32 32 Loading on all' spans, LDF = Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Loading on all spans, Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) 0.90 , 1.0 Dead -387 249 -425 288 713 713 N/A -870 443 LDF = 1.00 , 1.0 Dead + 1.0 -964 579 -1051 666 1718 1718 N/A -2166 937 0.006 0.008 0.008 0.017 ALTERNATE span loading on odd Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) A 480 302 1.50(W) -132 -167 167 178 Floor -286 -366 366 390 # spans, LDF = 1.00 , 1.0 Dead -964 339 -42 -1051 377 -77 1429 77 1429 81 N/A -2166 95 0.019 -0.022 0.021 -0.016 ALTERNATE span loading on even # Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA + 1.0 Floor spans, LDF = 1.00 , 1.0 Dead -387 489 -376 -425 576 -456 1002 456 1002 480 N/A -870 1453 -0.013 0.029 -0.011 0.037 Copyright a 2003 by True Joist, a Weyerhaeuser Business Perallamm is a registered trademark of Trus Joist. C: \Program Files \True Joist \TJ -Beam \Job Files \Nguyen Tien LF BM- 01.sms + 1.0 Floor OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon @creativecomfort.net • WI" A x„scr Business TJ•Beam(iM) 8.10 Serial Number 7002101071 User:1 518/2004 7:15:39 PM Page 1 Engine Version: 1.10.3 MAIN FLOOR FRAMING TOP FLUSH BEAM, LF -BM -02 51 /4" x 11 7/8" 2.0E Parailam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 17' 2' d.-- 15' Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(Ibs) Floor(1.00) 554 387 8' 6" SUPPORTS: Input Bearing Width Length 1 Stud wall 5.50" 5.50" 2 Stud wall 5.50" 5.50" Vertical Reactions (Ibs) Live /Dead /UpliftlTotal 698/522/0/1220 543/401 /0/943 Detail Other El: Blocking A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 1.3E TimberStrand® LSL 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): El: Blocking,A3: Rim Board PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Copyright ® 2003 by Trus Joist, a Weyerhaeuser Business Parallam0 is a registered trademark of True Joist. C: \Program Files \True Joist \TJ -Deem \Job Files \Nguyen Tien LF BM- 02.sms OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vemon@creativecomfort.net A TJ-Beam(TM) 8.10 Serial Num r 7002.1171‘ User 1 5/812004 7:15:38 PM Page 2 Engine Version: 1.10.3 MAIN FLOOR FRAMING TOP FLUSH BEAM, LF -BM -02 5 1/4" x 11 7/8" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum Design Control Shear (Ibs) 1061 974 12053 Moment (Ft -Lbs) 5124 5124 29854 Control Passed (8 %) Passed (17 %) Live Load Defl (In) 0.072 0.361 Passed (U999 +) Total Load Defl 0.123 0.722 Passed (in) (U999 +) Location Lt. end Span 1 under Floor loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading - Deflection Criteria: STANDARD(LL:U480,TL:U240). Additional checks follow. -Left Overhang:(LL:0,200 ", TL:2U240). - Bracing(Lu): Al! compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Copyright m 2003 by Trus Joist, a Weyerhaeuser Business Parallam® is a registered trademark of Trus Joist. C: \Program Files \Trus Joiat \TJ -Beam \Job Files \Nguyen Tien LF BN- 02.ams OPERATOR INFORMATION:, Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -819 -3995 Fax : 253-852-3427 vernon@creativecomfort.net z w �QQ1 JU 00 CO OD = w0 u 0d = W = z Z I- LL! :Eo uj 0 ON or- wW UL O wZ UN O~ Z ® A ncuser Business TJ•Beam(rM) 8.10 Serial Number 7002101071 User.1 5/9t2004 7:15:39 PM Page 3 Engine Version: 1.10.3 MAIN FLOOR FRAMING TOP FLUSH BEAM, LF -BM -02 5 1/4" x 11 7/8" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 2' 2.75" A 14' 5.25" A Max. Vertical Reaction Total (lbs) 1220 943 Max. Vertical Reaction Live (lbs) 698 543 Required Bearing Length in 1.50(W) 1.50(W) Max. Unbraced Length (in) 204 32 32 Loading on all spans, LDF = 0.90 , 1.0 Dead Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) -32 413 -355 -70 452 -390 522 390 522 401 0 -78 2135 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) -72 974 -833 -159 1061 -913 1220 913 1220 936 0 -178. 5068 -0.031 0.070 -0.054 0.122 ALTERNATE span loading on odd # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) -72 420 -348 -159 459 -383 618 383 618 387 0 -178 2079 0.001 -0.002 -0.021 0.050 ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA -32 967 -840 -70 1054 -919 1124 919 1124 943 0 -78 5124 -0.033 0.072 -0.056 0.123 Copyright a 2003 by True Joist, a Weyerhaeuser Business Parallam® is a registered trademark of True Joist. C: \Program Files \Trus Joist \TJ -Beam \Job Files \Nguyen Tien LF BM- 02.sms OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 - 619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net creativecomfort.net z Z CC U. 00 OD C3 J LL Wo g J UL ?. OD a =W ' Z �. I- 0 W~ W 0 ON 0 H W OC W U --O .. z' W Off' z Po b T4u/�elit t. user Business TJ-Beam(TM) 8.10 Serial Number 7002101071 User 1 5/6/2004 7:28:50 PM Page 1 Engine Version: 1.10.3 MAIN FLOOR FRAMING TOP FLUSH BEAM, LF -03 7" x 11 7/8" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 22' 6" 4 4 4 4 1 2' 15' 5'6 Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead Vertical Loads: Type Class Point(lbs) Point(Ibs) Point(lbs) Point(Ibs) Uniform(plf) Floor(1.00) Floor(1.00) Floor(1.00) Floor(1.00) Floor(1.00) Live 544 544 1297 1095 240.0 SUPPORTS: Input Bearing Width Length 1 Stud wall 2 Stud wall 3 Stud wall 3.50" 3.50" 3.50" 3.52" 3.50" .3.50" Dead 397 397 838 717 72.0 Location 3' 9" 8' 3" 15' 20' 0To22'6" Application Comment Adds To Vertical Reactions Detail (Ibs) Live /DeadlUpliftlTotal 3144 / 1476 / 0 / 4620 E1: Blocking 7027 / 3457 / 0 / 10484 B3 -1604/- 108/- 1717/- 1717 A3: Rim Board Other 1 Ply 1 1/4" x 11 7/8" 1.3E TimberStrand® LSL None 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): El: Blocking,B3,A3: Rim Board PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Copyright 0 2003 by Trua Joist, a Weyerhaeuser Buaineas Parallam0 is a registered trademark of Trua Joist. C: \Program Files \Trus Joist \TJ -Beam \Job Files \Nguyen Tien LP BM- 03.sma OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangiey Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon @creativecomfort.net dil- ARiyerhaettscr trtC TilAt TJ-Beam(TM) 8.10 Serial Number. 7002101071 User 1 5!8/2004 7:28:50 PM Page 2 Engine Version: 1.10,3 MAIN FLOOR FRAMING TOP FLUSH BEAM, LF -03 7" x 11 7/8" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum Shear (Ibs) -6123 Moment (Ft Lbs) -13481 Live Load Defl (in) Total Load Deft (in) Design Control Control -5680 16071 Passed (35 %) -13481 39805 Passed (34 %) 0.137 0.371 Passed (L/999 +) 0.198 0.743 Passed (L/900) Location Rt. end Span 1 under Floor ADJACENT span loading MID Span 2 under Floor ADJACENT span loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading - Deflection Criteria: STANDARD(LL:L/480,TL1/240). Additional checks follow. -Left Overhang:(LL:0.200 ", TL:2U240). - Uplift exceeds 1000 lbs for unbalanced load. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include altemate and adjacent member pattern loading. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Copyright O 2003 by Trus Joist, a Weyerhaeuser Business Parallam® is a registered trademark of Trus Joist. C: \Program Files \Trus Joist \TJ -Beam \Job Files \Nguyen Tien LE BM- 03.sms OPERATOR INFORMATION: Vernon E. Dusseau 11 Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net z w 6 —1 C.) UO 0 w= co Li. wO g3 LL N CJ =W _ I- O zH W w 0 -- O 0 WW O wz U= F. z e MM gitAf A rhxuser Business TJ•Beam(TM) 6.10 Serial Number: 7002101071 User 1 5/6/2004 7:26:50 PM Page 3 Engine Version: 1.10.3 MAIN FLOOR FRAMING TOP FLUSH BEAM, LF -03 7" x 11 7/8" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 2' 1.75" A 14' 10.25" ^ Max. Vertical Reaction Total (lbs) 4620 10484 Max. Vertical Reaction Live (lbs) Required Bearing Length in Max. Unbraced Length (in) Loading on all Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Loading on all spans, Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) 5' 4.00" ^ -1717 -1604 1.50(W) 3144 7027 1.55(W) 3.52(W) 270 32 32 32 32 spans, LDF = 0.90 , 1.0 Dead -111 1115 -1902 1305 -236 1240 -2027 1430 1476 3457 1476 3457 0 -253 3477 -4390 N/A ALTERNATE span loading on odd # Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) LDF = 1.00 , 1.0 Dead -394 3304 -837 3747 4584 4584 0 -898 - 0.058- -0.086 ALTERNATE span loading on even # Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA + 1.0 Floor -5621 3873 -6064 4316 10380 10380 -13244 N/A -0.014 -0.020 10472 0.125 0.186 249 126 -126 -108 859 424 -424 -359 spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor -394 1138 -1879 2269 -746 -837 1263 -2004 2712 -1180 2100 4715 1180 2100 4715 1245 0 0.008 -0.021 -898 2974 -4688 -0.012 0.049 spans, LDF = 1.00 -111 3281 -236 3723 3960 3960 0 -253 -0.066 -0.095 1692 0.008 0.004 , 1.0 Dead + 1.0 Floor -5644 2909 1853 -6087 3034 1731 9121 -1731 9121 -1717 10974 -12945 N/A 0.137 -0.020 0.198 -0.027 Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business Parallam® is a registered trademark of Trua Joist. C: \Program Files \Trua Joist \TJ -Beam \Job Files \Nguyen Tien LF BM- 03.sms OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax :253- 852 -3427 vemonicreativecomfort.net � Yp _aeuser Business TJ- Beam(TM) 8.10 Serial Number. 7002101071 User 1 502004 7:28:50 PM Page 4 Engine Version: 1.10.3 MAIN FLOOR FRAMING TOP FLUSH BEAM, LF -03 7" x 11 718" 2.0E Parailam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADJACENT span loading over support # 1, Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) ADJACENT span loading over support Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA LDF = 1.00, -394 3340 -837 3783 4620 4620 1.0 Dead + 1.0 Floor 1809 1686 -1686 -1672 -5585 2865 -6028 2990 9018 9018 -12708 N/A -0.020 -0.026 0 -898 10692 -0.060 0.131 - 0.089 0.192 # 2, LDF = 1.00, 1.0 -111 3245 -236 3687 3923 3923 -253 0 - 0.063 -0.092 Dead + 1.0 Floor -5680 3918 -6123 4361 10484 10484 -13481 N/A -0.014 -0.021 10754 0.130 0.191 Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business Parallam® is a registered trademark of Trus Joist. C: \Program Files \Trus Joist \TJ -Beam \Job Files \Nguyen Tien 11 BM- 03.sms 903 468 -468 -403 OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernonicreativecomfort.net CREATIVE COMFORT Tele: 206- 619 -3995 BeamChek v2.4 licensed to: Creative Comfort Reg # 104-61 NGUYEN RESIDENCE EXPOSED BEAM LF BM -04 Prepared by: VED Selection Conditions Attributes Actual Critical Status Ratio Values Adiustments Date: 5/06/04 6 -118x 10 -1/2 GLB 24F -V4 DFIDF Lu =0.0Ft Min Bearing Area R1= 6.2 In' R2= 6.9 in2 DL Defl 0.08 in Suggested Camber 0.13 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 11.0 ft 13.08 # 144# 11785'# L/240 L / 360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 2976 # 4012 # 4491 # N/A L / 435 L / 602 Reaction 2 LL Reaction 2 TL 3201 # 4491 # Section (in3) Shear (in2) TL Defl (in) LL Defl 94.17 58.92 OK 63% 53.81 35.45 OK 66% 0.30 0.55 OK 55% 0.22 0.37 OK 60% Fb (psi) Fv (psi) E (psi x mil) Fc i (psi) Base Values 2400 Base Adjusted 2400 190 190 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Point LL Point TL 302 B = 480 543 C = 943 Z Uniform LL: 300 Uniform TL: 390 = A Distance 6.67 9.42 Par Unif LL Par Unif TL 215 H = 280 120 1= 156 Start 0 7.5 End 7.5 11.0 Z W 6 JU 00 u1 0 J 1=- W O • -j u_Q co =W Z F.. 1- 0 Z 1- 0 0 O - 0 W• W �O wZ N 0 Z fi Pt toads: H Uniform Load A R1= 4012 R2 =4491 SPAN = 11.0 FT Uniform and partial uniform loads are lbs per lineal ft. utiC,..ww.rw4:r,�w�uA:..erb,n iil ikrr?.ii�4N3.lta::L1A,4i,'�9c ;.44:'+7;,t4a.:0‘,.idt,.. kiiii;,L CREATIVE COMFORT Tele: 206 - 619-3995 BeamChek v2.4 licensed to: Creative Comfort Reg # 104-61 NGUYEN RESIDENCE EXPOSED BEAM / GARAGE LF BM -05 Prepared by: VED Date: 5/01/04 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments t l Point LL 7027 5 -118x 19 -1/2 GLB 24F -V4 DF /DF Lu =0.0Ft Min Bearing Area R1= 16.2 in2 R2= 8.9 in2 DL Defl 0.04 in Suggested Camber 0.06 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 11.0 ft 24.28 # 267 # 29286'# L / 240 L / 360 Reaction 1 LL 7256 # Reaction 2 LL Reaction 1 TL 10547 # Reaction 2 TL Maximum V 10547 # Max V (Reduced) N/A TL Actual Defl L / >1000 LL Actual Defl L / >1000 4061 # 5781 # Section (in3) Shear (in2) TL Defl (in) LL Defl 324.80 146.43 OK 45% 99.94 83.26 OK 83% 0.12 0.55 OK 21% 0.08 0.37 OK 22% Fb (psi) Fv (psi) E (psi x mil) Fci (psi) Base Values Base Adjusted 2400 2400 190 190 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 110 Uniform TL: 143 = A Point TL B =10484 Distance Par Unif LL Par Unif TL 3.0 280 H = 364 Start End l 0 11.0 Pt Toads: Uniform Load A B R1 = 3206 R2 = 3424 SPAN = 11 FT Uniform and partial uniform Toads are Ibs per lineal ft. �W:- wr<Y+i'�MT )•.w.. P'r. v • • r••• ..n ... a:a2}eY40.1Y 1 fY ui2. wiO O 0 W =, J N �. w • }Or co V_ Q' d =W ZF 1- O Z F— w ui 0 0, co O — O H W W H Z w O ~. z CREATIVE COMFORT Tele: 206 - 619 -3995 BeamChek v2.4 licensed to: Creative Comfort Reg # 104-81 NGUYEN RESIDENCE LF BM -06 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads EXPOSED BEAM Prepared by: VED Date: 5/06/04 6x 12 DF -L #2 Lu =0.0Ft NDS '97 Min Bearing Area R1= 4.6 in2 R2= 4.6 in2 DL Defl 0.02 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 8.0 ft 15.37 # 123 # 5739'# L/240 L / 360 Reaction 1 LL 2160 # Reaction 2 LL Reaction 1 TL 2869 # Reaction 2 TL Maximum V 2869 # Max V (Reduced) N/A TL Actual Defl L / >1000 LL Actual Defl L / >1000 2160 # 2869 # Section (in3) Shear (in2) TL Defl (in) LL Defl 121.23 78.71 OK 65% 63.25 50.64 OK 80% 0.07 0.40 OK 18% 0.05 0.27 OK 21% Fb (psi) Fv (psi) E (psi x mil) Fc l (psi) Base Values Base Adjusted 875 875 85 85 1.3 1.3 625 625 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 540 Uniform TL: 702 = A Z :- Z �a w 00 CO J = N Nu. w OC u-Q = Cy I-W Z= I- 0 Z W O 03 • W O - O F- O UJ • 0 ww O~ Uniform Load A R1 = 2869 R2 = 2869 SPAN = 8.0 FT Uniform and partial uniform loads are Ibs per lineal ft. z W c Q2 JU 00 co o cnw J H u_ W or Q- L�L < C 2d w z= F- O z►- w w 2 • 0 U O - 0I- W W F- . • z wu.) U- 1-_ O ~ z tTiw?st. r lkisnccs TJ- Beam(TM) 8.10 Serial Number: 7002101071 User. 1 5/10/2004 9:44:45 AM Page 1 Engine Version: 1.10.3 UPPER FLOOR JOIST M44F JST -01 11 7/8" TJI® 210 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 26' 4" 15' 11'4" Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: 1 Plate on masonry wall 2 Glulam or solid sawn lumber beam Input Bearing Width Length 5.50" 425" 3.50" 3 Timberstrand 5.50" LSL Beam 3.50" Hanger Vertical Reactions Ply (Ibs) LivelDead/UpliftfTotal 354 /99/0/453 N/A 865/260/0/1125 284 /62 /-13 /346 Depth Nailing Detail Depth N/A N/A A3: Rim Board N/A N/A N/A B3 1 11.88" N/A Other 1 Ply 1 1/4" x11 7/8" 0.8E TJ- Strand Rim Board® None H1: Top None Mount Hanger - CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits: End supports, 3 1/2" . Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board,B3,H1: Top Mount Hanger PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net Copyright 5 2003 by Trus Joist, a Weyerhaeuser Business TJIS,TJ -Beam® and TimberStrand0 are registered trademarks of Trus Joist. e -I Joist",Pro" and TJ -Pro' are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. r....»,.«..,.».,„ �::..... w.,.., ��,• vac�nrn� «,rr+x�"er+ar.�ns+ne�•u;mm�wn:: tT4v/o4t. rhaeuer Rosns TJ-Beam(TM) 6.10 Serial Number. 7002101071 User.1 5/10/2004 9;44:46 AM Page 3 Engine Version: 1.10.3 UPPER FLOOR JOIST /JP JST -01 11 7/8 " TJI® 210 © 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum -610 1125 Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Design -575 1125 Control 1821 2145 -1500 -1500 3620 0.121 0.366 0.150 0.731 46 35 Control Passed (32 %) Passed (52 %) Passed (41%) Passed (U999 +) Passed (L/999 +) Passed Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading Span 1 - Deflection Criteria: STANDARD(LL:U480,TL:U240). - Deflection analysis is based on composite action with single layer of 23/32" Weyco Edge Gold (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The toad conditions considered in this design analysis include alternate member pattern loading. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Weyco Edge Gold (24" Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.49 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished In accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA OPERATOR INFORMATION; Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJI ®,TJ -Beam® and TimberStrand® are registered trademarks of Trus Joist. e -I Joist ",Prom and TJ -Pro" are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. z ;� z 6 JU UO OD C) CO al 1.1.1 vn w wo J 00a w z� �O zi- w w 0 ON oi- III w 2C 0 LI re, wz U= O~ z Si Tiwhs3t 41;:::11 AVEyerhacuserBosincs TJ- Beam(TM) 0.10 Serial Number. 7002101071 User: 1 5!10/2004 8:44:48 AM Page 2 Engine Version: 1.10.3 UPPER FLOOR JOIST F JST -01 11 718 "TJI ®210 @16 "oic THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED HANGERS: Simpson Strona -TIe® Connectors Support Model Slope Skew 3 Top Mount Hanger ITT2.1/11.88 0/12 0 Reverse Flanges N/A - Nailing for Support 3: Face: 2 -N10 , Top 4 -N10 , Member: 2 -N10 TJI HOLES: Diameter Height Width Left End To Top Hole Center Circular 6.00" - 7' 6" PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Top Flange Offset . No Top Flange Slope Species Support Wood 0 Span Design Control Span 210 Ibs 698Ibs Passed 1 (30.1%) OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon @creativecomfort.net Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJI ®,TJ -Beam® and TimberStrand® are registered trademarks of Trus Joist. e -I Joiat",Pro" and TJ -Pro" are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. `44 4 az�rik.i�` N/A Comment 41411121414;4%f gNiig AVEyethacuser Dasiness TJ•Beam(TM) 8.10 Serial Number. 7002101071 User. 1 5/10/2004 9:44:48 AM Page 4 Engine Version: 1.10.3 UPPER FLOOR JOIST F JST -01 11 7/8" TJI® 210 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 14' 7.50" ^ 10' 10.50" ^ Max. Vertical Reaction Total (lbs) 453 1125 346 Max. Vertical Reaction Live (lbs) 354 865 284 Selected Bearing Length (in) 4.25(W) 3.50(W) Max. Unbraced Length (in) 32 32 32 Loading on all spans, LDF = 0.90 , 1.0 Dead Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) 92 -133 112 93 -141 119 93 260 99 260 272 -346 95 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) -55 -55 55 62 399 -575 484 -239 404 -610 515 -239 404 1125 239 430 1125 271 1179 -1500 412 0.097 0.014 0.127 0.018 ALTERNATE span loading on odd # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) 422 -552 184 20 Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) 427 -587 194 20 427 781 -20 453 781 -13 1317 -1164 N/A 0.121 -0.039 0.150 -0.038 ALTERNATE span loading on even # spans, LDF = 1.00 , 1,0 Dead + 1.0 Floor • Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA 69 -155 412 -314 70 -164 440 -314 70 603 314 76 603 346 155 -682 712 -0.026 0.047 -0.012 0.050 OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net Copyright a 2003 by Trus Joist, a Weyerhaeuser Business TJIC,TJ -BeamB and TimberStranda are registered trademarks of Trua Joist. e -I Joist*',Pro" and TJ -Pro are trademarks of Trus Joist. Simpson Strong -Tie& Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. 41g:1104V °4t AVEyerhaeuser Business TJ•Beam(TM) 6,10 Serial Number. 7002101071 User :1 5/10/2004 9:44:46 AM Page 5 Engine Version: 1.10.9 UPPER FLOOR JOIST AIJF JST -01 11 7/8" TJI® 210 a@ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED PARTIAL loading on span 1 from left Design Shear (lbs) Max Shear (lbs) bearing 357 363 to right edge of hole 1 (1,0 Dead + 1.0 Floor ) -251 144 -22 -265 152 -22 PARTIAL loading on span 1 from right bearing to left edge of hole 1 (1.0 Dead + 1.0 Floor ) Design Shear (lbs) 168 -449 155 -10 Max Shear (lbs) 169 -478 164 -10 PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernonccreativecomfort.net Copyright 0 2003 by Trus Joint, a Weyerhaeuser Business TJI ®,TJ -Beam® and TimberStrand® are registered trademarks of True Joist. e -I Joist',ProO1 and TJ -Pro'" are trademarks of Trus Joist. Simpson Strong -Ties Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. z W: CC 6 -J U 00` OD 0 W= J � WD H 2' Z� I— O Z W :3p U O-- 0 I— LL O. Lid = O /— 71r. 4qiw/os3t mb 0 071 TJ- Beam(TM) 8.10 Serial Numbbeer. 7002101071 User.1 5/12004 8:10:08 AM Page 1 Engine Verson: 1.10.3 UPPER FLOOR JOIST MF JST -02 11 7 /8 "TJI®210 @16 "o /c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 111' 9" Overall Dimension: 31' 4" 2 7' 1." b 12' 9" Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (Ibs) Depth Live /Dead /Uplift/Total 1 Plate on 5.50" 4.25" 269 / 76 / 0 / 345 N/A N/A N/A A3: Rim 1 Ply 1 1/4" x 11 7/8" masonry wall Board 0.8E TJ- Strand Rim Board® 2 Stud wall 5.50" 5.50" 608 / 149 / 0/757 N/A . N/A N/A B3 None 3 Stud wall 3.50" 3.50" 697 / 18810 / 884 N/A N/A N/A B3 None 4 Timberstrand 5.50" Hanger 307 / 89 / 0 / 396 1 11.88" N/A H1: Top None LSL Beam Mount Hanger - CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits: End supports, 3 1/2" . Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board,B3,H1: Top Mount Hanger HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Flanges 4 Top Mount Hanger ITT2.1/11.88 0/12 0 N/A - Nailing for Support 4: Face: 2 -N10 , Top 4 -N10 , Member: 2 -N10 PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Top Flange Top Flange Offset Slope No 0 OPERATOR INFORMATION: Vernon E. Dusseau 1I Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net Copyright 0 2003 by•Trus Joist, a Weyerhaeuser Business TJI®,TJ -Beam® and TimberStrand0 are regiatered trademarks of Trus Joist. e -I Joiat',Pro" and TJ -Pro" are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. Support Wood Species N/A CTi4Vde- Alayerhaetiser Business TJ.Beam(TM) 8.10 Serial Number. 7002101071 User :1 5/1/2004 8:10:08 AM Page 2 Engine Version: 1.10.3 UPPER FLOOR JOIST MF JST -02 11 7/8 "TJI ®210 @16 " oic THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED TJI HOLES: Diameter Height Width Left End To Top Hole Center Circular 6.00" - 7' 3" Circular 6.00" PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA 25' 4" Span Design Control Span 1 Span 3 210Ibs 6981bs Passed (30.1 %) 210Ibs 698 Ibs Passed (30.1%) OPERATOR INFORMATION: Vernon E. Dusseau 11 Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJI®,TJ -Beam® and TimberStrand® are registered trademarks of Trus Joist. e -I Joist",PrOm and TJ -Prd" are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. ,..., ... Comment 41g::)14157404, ANCEyerhaeuser Business TJ- Beam(TM) 8.10 Serial Number. 7002101071 User.1 511/2004 8:10:08 AM Page 3 Engine Version:1,10.3 UPPER FLOOR JOIST MF JST -02 11 718 "TJI ®210 a@16 "o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum Shear (lbs) 506 Vertical Reaction (lbs) Moment (Ft -Lbs) -979 - 979 3620 Live Load Defl (in) 0.065 0.307 Design Control Control 475 1821 Passed (26 %) 884 884 2145 Passed (41%) Total Load Defl (in) 0.083 0.615 TJPro 54 35 Passed (27 %) Passed (U999 +) Passed (0999 +) Passed Location Lt. end Span 3 under Floor ADJACENT span loading Bearing 3 under Floor ADJACENT span loading MID Span 3 under Floor ADJACENT span loading MID Span 3 under Floor ALTERNATE span loading MID Span 3 under Floor ALTERNATE span loading Span 3 - Deflection Criteria: STANDARD(LL:U480,TL:U240). - Deflection analysis is based on composite action with single layer of 23/32" Weyco Edge Gold (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. The load conditions considered in this design analysis include alternate and adjacent member pattern loading. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Weyco Edge Gold (24" Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.49 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA OPERATOR INFORMATION: Vernon E. Dusseau 11 Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernonccreativecomfort.net Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJI®,TJ -Beam® and Timber3trand0 are registered trademarks of Trus Joist. e -I Joiat°',Pro" and TJ -Pro" are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. z _� '~ w o:2 00 c0 CD UU J= I-- OD w w() gQ cn =d w ' Z= i—. ZO w w 0 ON OH wW UL r- --O wz = O~ z 41i::114745;6' 1Ti'm9ss3t AVEyerhaeuser Business TJ•Beam(TM) 8.10 Serial Number 7002101071 User 1 5/112004 8:10:09 AM Page 4 Engine Version: 1.10.3 UPPER FLOOR JOIST MF JST -02 11 7 /8 "TJ1®210 a@16 "o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 10' 4.50" " 7' 10.00" ^ 12' 3.50" ^ Max. Vertical Reaction Total (lbs) 345 757 884 396 Max. Vertical Reaction Live (lbs) 269 608 697 307 Selected Bearing Length (in) 4.25(W) 5.50(W) 3.50(W) Max. Unbraced Length (in) 32 32 32 32 32 Loading on all spans, LDF = 0.90 , 1.0 Dead Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) 69 -88 47 -67 108 70 -96 53 -72 115 70 149 188 76 149 188 155 -131 -43 -207 208 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor • Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) 299 -382 205 -291 469 305 -414 230 -314 499 305 644 813 331 644 813 671 -568 -187 -896 900 0.034 -0.011 ' 0.058 0.045 -0.015 0.076 - 82 -82 82 89 - 353 - 353 353 385 ALTERNATE span loading on odd # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) ALTERNATE span loading on even Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA 313 -368 14 -100 458 -364 319 -400 18 -107 488 -364 319 419 595 364 345 419 595 396 735 -420 -409 -766 954 0.040 -0.024 0.065 0.051 -0.027 0.083 # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor 55 -102 238 -258 118 -71 56 -110 264 -279 126 -71 56 374 405 71 62 374 405 78 98. -279 224 -337 157 -0.007 0.012 -0.008 0.005 0.009 0.011 OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net Copyright ® 2003 by Trus Joist, a Weyerhaeuser Business TJI®,TJ -Beam® and TimberStrand® are registered trademarks of Trus Joist. e -I Joist ",Prc' and TJ -Pro" are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. z z I- �~ W 0: Ng 0O 00 0 W = J F- N LL W o u 4: 00 0 =a W. Z = F- O zl--. W :3 p ON 0 I- WW ~V -- Wz _ o z l*je T.41A1 U elr AVilmtlimmmr &uinm TJ•8eam(TM) 8.10 Serial Number 7002101071 User 1 514K104 8:10:09 AM Pape 5 Engine Version: 1.10.3 UPPER FLOOR JOIST MF JST -02 11 7 /8 "TJI ®210 a@16 "o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADJACENT span loading over support # 2, LDF = 1.00, 1.0 Dead + 1.0 Floor Design Shear (lbs) 286 -395 300 -195 112 -78 Max Shear (lbs). 292 -428 329 -214 119 -78 Member Reaction (lbs) 292 757 333 78 Support Reaction (lbs) 318 757 333 85 Moment (Ft -Lbs) 613 -706 76 -254 188 Live Deflection (in) 0.029 -0.005 -0.003 Total Deflection (in) 0.039 -0.007 0.015 ADJACENT span loading over support # 3, LDF = 1.00, 1.0 Dead + 1.0 Floor Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) 68 -89 142 -353 475 -346 69 -97 165 -379 506 -346 69 261 884 346 75 261 884 378 151 -141 54 -979 866 0.000 -0.009 0.054 0.010 -0.011 0.072 PARTIAL loading on span 1 from left bearing to right edge of hole 1 (1.0 Dead + 1.0 Floor ) Design Shear (lbs) 284 -242 92 -22 103 -86 Max Shear (lbs) 290 -256 100 -25 110 -86 PARTIAL loading on span 1 from right bearing to left edge of hole 1 (1.0 Dead + 1.0 Floor ) Design Shear (lbs) 91 -247 69 -45 106 -84 Max Shear (lbs) 92 -274 76 -50 113 -84 PARTIAL loading on span 3 from left bearing to right edge of hole 2 (1.0 Dead + 1.0 Floor ) Design Shear (lbs) 78 -80 -16 -130 390 -153 Max Shear (lbs) 79 -87 -13 -138 417 -153 PARTIAL loading on span 3 from right bearing to left edge of hole 2 (1.0 Dead + 1.0 Floor ) Design Shear (lbs) 74 -83 10 -105 198 -297 Max Shear (lbs) 76 -90 14 -112 209 -297 PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon©creativecomfort.net Copyright m 2003 by Trus Joiat, a Weyerhaeuser Business TJIe,TJ -Beam® and TimberStrand® are registered trademarks of Trus Joist. e -I Joist',Pro" and TJ -Pro° are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. A; ,r,"d msrr,�x;YWarrxda:�ru °' `44� 44444,o.it.n4 Tit° g4T1— AWeyerh:xuser Business TJ- Beam(TM) 8.10 Series Number. 7002101071 User.1 5110120048:48:08 AM Page 1 Engine Version: 1.10.3 MAIN FLOOR JOIST MF JST -03 11 7/8" TJI® 230 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 22' 3" 1 ftig 14' i" gi 5.9.. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(plf) Floor(1.00) 107.0 68.0 0 Point(plf) Floor(1.00) 0.0 90.0 0 Point(plf) Floor(1.00) 170.0 51.0 0 Point(plf) Floor(1.00) 0.0 99.0 0 PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA OPERATOR INFORMATION: Vernon E. Dusseau 11 Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax :253- 852 -3427 vernon @creativecomfort.net Copyright ® 2003 by Trus Joist, a Weyerhaeuser Business TJI ®,TJ -Beam® and TimbexStrande are registered trademarks of Trus Joist. e -I Joist",Pro' and TJ -Pre" are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. e f'.:i�i ��.:.j.ha e::- '.t'•ac i 4 .+%�w+yi,MtF:4= �"h?Ka:24ai'•r ® M TJ-Beam(TM) 6.10 Serial Number. 7002101071 User 1 5/10/2004 8:46:06 AM Pape 2 Engine Version: 1.10.3 SUPPORTS: MAIN FLOOR JOIST MF JST -03 11 7/8" TJI® 230 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (Ibs) Depth Live /Dead /Uplift/Total 1 Glulam or solid 5.50" 5.50" 891 / 630 / 0 / 1521 N/A N/A N/A El: Blocking 1 Ply 11 7/8" sawn lumber beam TJI® 230 2 Glulam or solid sawn lumber beam 3.50" 3.50" 791 / 80 / 0 / 872 N/A N/A N/A B3 None 3 Timberstrand LSL 5.50" Hanger 222 / 56 1 -131 / 278 1 11.88" N/A H1: Top None Beam Mount Hanger - CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits: End supports, 3 1/2" . Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): El: Blocking,B3,H1: Top Mount Hanger HANGER$: Simpson Stron i -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 3 Top Mount Hanger ITT3511.88 0/12 0 N/A No 0 N/A - Nailing for Support 3: Face: 2 -N10 , Top 4-N10 , Member: 2 -N10 PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA OPERATOR INFORMATION: Vemon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJI ®,TJ -Beam® and TimberStrand® are registered trademarks of Trus Joist. e -I Joist",Pro" and TJ -Pro"' are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. Ti‘'‘ D4t AWErrIticuscr Business TJ-Beam(TM) 8.10 Serial Number 7002101071 User. 1 5/10/2004 9:48:08 AM Page 3 Engine Version: 1.10.3 MAIN FLOOR JOIST MF JST -03 11 7 /8" TJI® 230 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum -935 1521 Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Design -919 1521 Control 1655 2790 Control Passed (56 %) Passed (55 %) -1911 -1911 4015 Passed (48 %) 0.090 0.357 Passed (L/999 +) 0.078 0.223 Passed (2L/685) 48 35 Passed Location Left OH under Floor loading Bearing 1 under Floor ADJACENT span loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading Left OH under Floor ALTERNATE span loading Span 1 - Deflection Criteria: STANDARD(LL:L/480,TL:L/240). Additional checks follow. - Left Overhang:(LL:0.200 ", TL:2L/240). - Deflection analysis is based on composite action with single layer of 23/32" Weyco Edge Gold (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate and adjacent member pattern loading. TJ -Pro RATING SYSTEM - The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Weyco Edge Gold (24" Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.55 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA OPERATOR INFORMATION: Vernon E. Dusseau 11 Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJI®,TJ -Beam® and TimberStrand® are registered trademarks of Trus Joist. e -I Joist ",Pro" and TJ -Pro' are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. o T49ost. verh ani «r Busnm TJ•Beam(TM) 8.10 Serial Number. 7002101071 User. 1 511012004 9:48:08 AM Page 4 Engine Verson: 1.10.3 MAIN FLOOR JOIST MF JST -03 11 7/8" TJI® 230 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Selected Bearing Length (in) Max. Unbraced Length (in) Loading Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) 2' 2.75" " 14' 3.25" A 5' 3.50" ^ 1521 872 278 891 791 222 5.50(W) 3.50(W) 61 32 32 32 32 on all spans, LDF = 0.90 , 1.0 Dead -443 172 -41 32 -446 184 -45 36 630 80 630 80 N/A -955 99 36 Loading on all spans, Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) LDF = 1.00 , 1.0 Dead -919 543 -935 583 1517 1517 N/A -1911 537 0.004 0.045 0.037 0.034 76 + 1.0 Floor - 380 285 - 407 307 714 714 -656 25 -0.008 -0.006 ALTERNATE span loading on odd # spans, Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) N/A Live Deflection (in) 0.046 Total Deflection (in) 0.078 LDF = 1.00 , 1.0 -919 257 -935 272 1206 1206 -1911 ALTERNATE span loading Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) Dead + 44 106 43 120 77 77 N/A 334 -0.050 -0.073 on even # spans; LDF = 1.00 , -443 459 PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA -446 495 941 941 N/A -955 -0.041 -0.009 1.0 Dead + -464 211 -495 223 717 717 810 -954 0.090 0.074 -49 -49 49 56 -59 - 59 59 91 1.0 Floor - 247 -247 247 278 439 0.011 0.013 1.0 Floor 138 138 -138 -131 N/A -0.018 -0.016 OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax :253 -852 -3427 vernon(,,cDcreativecomfort.net Copyright 0 2003 by Trua Joist, a Weyerhaeuser Business TJI®,TJ -Beam® and TimberStrand® are registered trademarks of Trua Joist. e -I Joiat",Pro" and TJ -Pro" are trademarks of Trua Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. MOIL ANCEyerhanner Business TJ- Beam(TM) 6.10 Serial Number. 7002101071 User.1 5/10/2004 9:48:08 AM Page 5 Engine Version: 1.10.3 MAIN FLOOR JOIST MF JST -03 11 7/8" TJI® 230 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADJACENT span loading over support Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) ADJACENT span loading over Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) # 1, LDF = 1.00, -919 547 - 935 586 1521 1521 N/A -1911 0.003 0.036 1.0 Dead + 1.0 -377 148 -403 157 560 560 567 -606 0.049 0.037 support # 2, LDF = 1.00, 1.0 Dead + - 443 456 -446 491 938 938 N/A -955 -0.040 -0.008 PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA - 468 348 - 498 373 872 872 785 -1005 0.087 0.071 Floor 72 72 -72 -65 N/A - 0.012 -0.009 1.0 Floor 6 6 -6 25 N/A - 0.014 - 0.012 OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 - 619 -3995 Fax : 253-852-3427 vernonccreativecomfort.net Copyright ® 2003 by Trus Joist, a Weyerhaeuser Business TJI ®,TJ -Beam® and TimberStrand® are registered trademarks of Trus Joist. e -i Joistt,Pro" and TJ -Pro" are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. z Q }-: =Z ~w cc 2 w D J U U O cr) 0 V) W WI J E- U) LL. W O Q r L L < S Ci I-- W Z= F- I- O ZI- W Lij D o U O- O F- W w 2 1---L-- O Z W 0) U- P. _ O ~ z T‘W vner 1,is*r TJ- Beam(TM) 8.10 Serial Number: r, 7002101071 User. 1 5/10/2004 8:57 :35 AM Page 1 Engine Version: 1.10.3 UPPER FLOOR BEAM MF BM -01 7" x 11 7/8" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 1 �© PI 15'6" b Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' Primary Load Group- Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Floor(1.00) 460.0 138.0 0 To 15' 6" Adds To SUPPORTS: Input Bearing Width Length 1 Stud wall 5.50" 5.50" 2 Stud wall 5.50" 5.50" Vertical Reactions Detail Other (Ibs) Live /Dead /Uplift/Total 3875 / 1364 / 0 / 5239 3875 / 1364 / 0 / 5239 A3: Rim 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board Board® A3: Rim 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Maximum Shear (Ibs) 5014 Moment (Ft -Lbs) 18593 Live Load Defl (in) Total Load Defl (in) Design Control -4260 16071 18593 39805 0.298 0.371 0.403 0.742 - Deflection Criteria: STANDARD(LL:U480,TL:L/240). (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise bracing is required to achieve member stability. - Bracing(Lu): All compression edges attachment and positioning of lateral PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Control Passed (27%) Passed (47 %) Passed (U598) Passed (L/442) Location Rt. end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Copyright ® 2003 by Trus Joist, a Weyerhaeuser Business Parallam® is a registered trademark of Trus Joist. C: \Program Files \Trus Joist \TJ -Beam \Job Files \Nguyen Tien MF BM- 01.sms OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net •Ynr..h ka.: • Proper V VI z 1:z QQ� -J 00 OD C) ni J = H NLL w0 1Q 0D w zI- F- 0 w~ w U C) O-- C)ff wW ti O ..z ZS' O = z tiTiw/ost. � Business TJ.Beam(TM) 8.10 Serial Number. 7002101071 User 1 5/1012004 8:57:35 AM Page 2 Engirt Version: 1.10.3 UPPER FLOOR BEAM MF BM -01 7" x 11 7/8" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business Parallam is a registered trademark of Trus Joist. C: \Program Piles \Trus Joist \TJ -Beam \Job Files \Nguyen Tien MF BM- 01.sms OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206- 6194995 Fax : 253-852-3427 vernon@creativecomfort.net e v"ci/ Almberhaauer Business TJ-Beam(TM) 6.10 Serial Numbbeer. 7002101071 User 1 5/10/2004 8:57:35 AM Page 3 Engine Version: 1.10.3 UPPER FLOOR BEAM MF BM -01 7" x 11 7/8" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 14' 10.00" ^ Max. Vertical Reaction Total (lbs) 5239 5239 Max. Vertical Reaction Live (lbs) 3875 3875 Required Bearing Length in 1.76(W) 1.76(W) Max. Unbraced Length (in) 32 Loading on all spans, LDF = 0.90 , 1.0 Dead Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Loading on all spans, LDF Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) 1109 -1109 1306 -1306 1306 1306 1364 1364 4841 1.00 , 1.0 Dead + 1.0 Floor 4260 -4260 5014 -5014 5014 5014 5239 5239 18593 0.298 0.403 PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Copyright O 2003 by Trus Joist, a Weyerhaeuser Business Parallam® is a registered trademark of Trus Joist. C: \Program Files \Trus Joist \TJ -Beam \Job Files \Nguyen Tien MF BM- 01.sms OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net CREATIVE COMFORT Tele: 206 - 619 -3995 BeamCliek v2.4 licensed to: Creative Comfort Reg # 104-61 NGUYEN RESIDENCE MF BM -02 EXPOSED BEAM / DECK Prepared by: VED Date: 4/30/04 Selection 1 6x 12 OF -L #2 Conditions Wet Use, NDS '97 Min Bearing Area Data Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl Attributes Actual Critical Status Ratio Values Adjustments Lu =0.0Ft R1= 5.1 in2 R2= 5.1 inz DL Defl 0.05 in 12.0 ft 15.37 # 184 # 6361 '# L / 240 L/360 Reaction 1 LL 1560 # Reaction 2 LL Reaction 1 TL 2120 # Reaction 2 TL Maximum V 2120 # Max V (Reduced) N/A TL Actual Defl L / 793 LL Actual Dell L / >1000 1560 # 2120 # Section (in3) 121.23 87.23 OK 72% Base Values Base Adjusted CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use CI Stability Shear (in2) 63.25 37.42 OK 59% Fb (psi) 875 875 1.000 1.00 1.00 TL Defl (in) 0.18 0.60 OK 30% Fv (psi) 85 85 LL Defl 0.13 0.40 OK 33% E (psi x rnil) 1.3 1.3 Fc (psi) 625 419 1.00 1.00 1.00 1.00 1.00 0.67 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Laads Uniform LL: 260 Uniform TL: 338 = A Uniform Load A R1 = 2120 R2 = 2120 SPAN = 12.0 FT Uniform and partial uniform loads are Ibs per lineal ft. NGUYEN RESIDENCE MF BM -03 CREATIVE COMFORT Tele: 206 - 619 -3995 BeamChek v2.4 licensed to: Creative Comfort Reg # 104-61 EXPOSED BEAM / FRONT PORCH Prepared by: VED Date: 4/30/04 Selection 1 6x 10 HF #2 Conditions Wet Use, NDS'97 Min Bearing Area R1= 5.2 in2 R2= 5.21'12 DL Dell 0.03 in Data Attributes Actual Critical Status Ratio Values Adjustments Lu =0.0Ft Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 9.42 ft 12.7 # 120 # 3313'# L/240 L / 360 Reaction 1 LL 1036 # Reaction 2 LL Reaction 1 TL 1407 # Reaction 2 TL Maximum V 1407 # Max V (Reduced) N/A TL Actual Defl L / 925 LL Actual Defl L / >1000 1036 # 1407 # Section (in3) 82.73 58.90 OK 71% Base Values Base Adjusted CF Size Factor Cd Duration Cr Repetitive Ch S1hear Stress Cm Wet Use CI Stability Shear (irf) 52.25 30.15 OK 58% Fb (psi) 675 675 1.000 1.00 1.00 TL Defl (in) 0.12 0.47 OK 26% Fv (psi) 70 70 LL Defl 0.09 0.31 OK 29% E (psi x mil) 1.1 1.1 Fc (psi) 405 271 1.00 1.00 1.00 1.00 1.00 0.67 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Loads Uniform LL: 220 Uniform TL: 286 = A Z r-- w rr 2 O 0 N0 W= J H W 0 =I- LL ?. in =W H= Z �. t- 0 Z I-. uj U� O — O I--. WW F- • V 1'O .. O N H =. O E-. Z Uniform Load A R1 = 1407 1 R2 = 1407 SPAN = 9.42 FT Uniform and partial uniform Toads are Ibs per lineal ft. TJ-Beam(C, Oht TM) 6.10 Serial Number. 7002101071 User.1 5!10/2004 9:10:41 AM Page 1 Engine Vemion: 1.10.3 UPPER FLOOR BEAM I JdF BM-04 3 112" x 11 718" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 11'1)2" Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Floor(1.00) 1121.0 335.0 5' 3" To 7' 11" Adds To Uniform(pif) Floor(1.00) 1028.0 308.0 7' 11" To 11' 1/2" Adds To SUPPORTS: Input Bearing Vertical Reactions Detail Width Length (Ibs) LivelDeadlUplifflTotal 1 Stud wall 5.50" 5.50" 1795 / 609 / 0 / 2404 A3: Rim Board 2 Stud wall 5.50" 5.50" 4848 / 1523 / 0 / 6371 A3: Rim Board -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Copyright m 2003 by Trus Joist, a Weyerhaeuser Business Parallam0 is a registered trademark of Trus Joist. C: \Program Files \Trus Joist \TJ - Beam \Job Files \Nguyen Tien MF BM- 04.5ms att Other 1 Ply 1/4 "x11 Board® 1 Ply1 1/4 "x11 Board® 7/8" 0.8E TJ- Strand Rim 7/8" 0.8E TJ- Strand Rim OPERATOR INFORMATION: Vernon E. Dusseau 11 Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net T''441 TJ- Beam(TM) 8.10 Serial N mber. 7002101071 User. 1 5/1012004 8:10:41 AM Page 2 Engine Version: 1.10.3 UPPER FLOOR BEAM OF BM-04 31 /2" x 11 7/8" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum Design Control Shear (Ibs) -5904 -4342 8035 Moment (Ft -Lbs) 12328 12328 19902 Live Load Defl (in) 0.195 0.259 Total Load Defl (in) 0.257 0.519 Control Passed (54%) Passed (62%) Passed (L/640) Passed (L/485) Location Rt. end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading - Deflection Criteria: STANDARD(LL:U480,TL:U240). - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Copyright O 2003 by True Joist, a Weyerhaeuser Business Parallam0 is a registered trademark of Trus Joist. C: \program Files \Trus Joist \TJ -Beam \Job Fi1es \Nguyen Tien MF BM- 04.sms OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon©creativecomfort.net tl e g4t a N,si,m TJ•Beam(TM) 6.10 Serial Number. 7002101071 User. 1 5/1012004 910 :41 AM Page 3 Engine Version: 1,10.3 UPPER FLOOR BEAM OF BM-04 31 /2" x 11 7/8" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group A 10' 4.50" ^ Max. Vertical Reaction Total (lbs) 2404 6371 Max. Vertical Reaction Live (lbs) 1795 4848 Required Bearing Length in 1.62(W) 4.28(W) Max. Unbraced Length (in) 32 Loading on all spans, Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) LDF = 0.90 , 1.0 573 600 600 609 Dead - 1041 - 1412 1412 1523 2967 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) 2310 -4342 Max Shear (lbs) 2382 -5904 Member Reaction (ibs) 2382 5904 Support Reaction (lbs) 2404 6371 Moment (Ft -Lbs) 12328 Live Deflection (in) 0.195 Total Deflection (in) 0.257 PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Copyright 0 2003 by Trus Joist, a Weyerhaeuser Buaineas Parallam0 is a registered trademark of Trus Joist. C: \Program Fi1ea \Trus Joist \TJ - Beam \Job Files \Nguyen Tien MF BM- 04.ama M OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 - 619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net z Z CC JU 00 ND • W= NW WD 1 u- Q. OD 0 =W Z �. O Z I— W uj 2Q • 0 'O N .0f-. WW 0: O. WZ 0 Z CREATIVE COMFORT Tele: 206 - 619 -3995 BeamChek v2.4 licensed to: Creative Comfort Reg # 104-61 NGUYEN REISDENCE MF BM -05 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Lizingsi FLUSH BEAM/ HAL Prepared by: VED Date: 5/01/04 4x 10 HF #2 Lu = 0.0 Ft No Splits, NDS '97 Min Bearing Area R1= 5.0 in2 R2= 5.0 in2 DL Defl<0.01 in. Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 3.0 ft 0# 0# 1504'# L/240 L / 360 Reaction 1 LL 1542 # Reaction 2 LL Reaction 1 TL 2006 # Reaction 2 TL Maximum V 2006 # Max V (Reduced) N/A TL Actual Defl L / >1000 LL Actual Defl L / >1000 1542 # 2006 # Section (in3) Shear (in2) TL Defl (in) LL Defl 49.91 17.70 OK 35% 32.38 9.75 OK 62% 0.01 0.15 OK 5% <0.01 0.10 OK 6% Fb (psi) Fv (psi) E (psi x mil) Fc l (psi) Base Values Base Adjusted 850 1020 75 150 1.3 1.3 405 405 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.200 1.00 1.00 1.00 1.00 2.00 (No Splits) 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Par Unif LL Par Unif TL 1028 H = 1337 Start End 0 3.0 z w 6 00 N0. J I- w 0 gQ =• d w Z= H O Z I- W U � O O I-- W w 2 H H u- O .. Z w U= O� z • • i1 a H R1 = 2006 R2 = 2006 SPAN = 3.O FT Uniform and partial uniform Toads are Ibs per lineal ft. CREATIVE COMFORT Tele: 206 -619 -3995 BeamChek v2.4 licensed to: Creative Comfort Reg # 104-61 NGUYEN RESIDENCE MF BM -06 Selection ,Conditions Data Attributes Actual Critical Status Ratio Values Adjustments EXPOSED BEAM / DINING RM Prepared by: VED Date: 5/01/04 4x 10 DF -L N2 Lu • 0.0 Ft NDS '97 Min Bearing Area R1= 2.4 in2 R2= 2.4 in2 DL Defl 0.03 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 7.5 ft Reaction 1 LL 863 # 7.87 # Reaction 1 TL 1485 # 59 # Maximum V 1485 # 2783'# Max V (Reduced) N/A L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 Reaction 2 LL Reaction 2 TL 863 # 1485 # Section (in3) Shear (in2) TL Defl (in) LL Defl 49.91 30.93 OK 62% 32.38 23.44 OK 72% 0.08 0.38 OK 20% 0.04 0.25 OK 18% Fb (psi) Fv (psi) E (psi x mil) Fc l (psi) Base Values Base Adjusted 900 1080 95 95 1.6 1.6 625 625 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.200 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 C1 Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 230 Uniform TL: 299 = A .,.' ,.:�I...,..r...»:s..:ii>�;,.::; �'so-y i� vi:� �•rr�2:•�:�a Par Unif TL H =89 Start End 0 7.5 H Uniform Load A R1 = 1485 R2 =1485 SPAN = 7.5 FT Uniform and partial uniform Toads are lbs per lineal ft. Z iF Z re LI R UO co 0 U) WI J N LL; W 0' g J. Nd, _; Z� F- 0 ZF- ill La U O N. 0 H; W W - O. Wu U =, O f- CREATIVE COMFORT Tele: 206 - 619 -3995 BeamChek v2.4 licensed to: Creative Comfort Reg # 104-61 NGUYEN RESIDENCE MF BM -07 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments EXPOSED BEAM / NOOK Prepared by: VED Date: 5/01/04 15 -1/8x 10 -112 GLB 24F -V8 DF/DF Lu =9.5Ft Lu OH =4.OFt I Overhang, Min Bearing Area R1= 5.4 in2 R2= 7.4 in2 DL Defl 0.12 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 13.5 ft 13.08 # 229 # 9996'# L / 240 L / 360 Reaction 1 LL Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl LL Actual Defl 2246 # 3534 # 3534 # N/A L / 507 L/819 Reaction 2 LL Reaction 2 TL Overhang Length Total Beam Length OH TL Actual Defl OH LL Actual Defl 2797 # 4803 # 4.0 ft 17.5 ft L / 365 L /590 Section (in3) Shear (in2) TL Defl (in) LL Defl OH TL Defl OH LL Defl 94.17 50.56 OK 54% 53.81 27.90 OK 52% 0.32 0.68 OK 47% 0.20 0.45 OK 44% -0.26 0.40 OK 66% -0.16 0.27 OK 61% Fb (psi) Fv (psi) E (psi x mil) Fc l (psi) Base Values Base Adjusted 2400 2373 190 190 1.8 1.8 650 650 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.000 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability CI Stability @ OH 0.9886 Rb 0.9953 Rb = 9.32 Le = 18.11 Ft Kbe = 0.61 = 6.29 Le © OH = 8.24 Ft Point LL Point TL 591 F = 1046 (OH) Distance 2.75 Uniform TL: 89 = A Par Unif LL Par Unif TL 400 H = 520 100 K = 130 (OH) 63 L =100 (OH) (Uniform Ld on Backspal Start End 0 9.5 0 4.0 0 4.0 Pt Toads: H Uniform Load A L R1 = 3534 R2 = 4803 BACKSPAN = 13.5 FT OH = 4 FT Uniform and partial uniform Toads are Ibs per lineal ft. Overhanging Toad distances are from R2. • `~ Z JU 00 U) O' W I. J F-. fn LL, wO J it. _, Ana I- w Z Z1 • 1- 0• . Z F— 11J a • U� ON .0H 'w • LL. 1-• H O. Z. w U= O ~. z aH =z ~ w w -J0 O 0 u) • W L11_ I— WO CL LL < (/)p 2 d Z= I- H O Z I- W W 2p O — p H w w • U �0 O Z W U 1- O ~ Z CREATIVE COMFORT Tele: 206 - 619 -3995 BeamChek v2.4 licensed to: Creature Comfort Reg # 104-61 NGUYEN RESIDENCE MF- HDR -01 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads WINDOW HEADER / TYPICAL Prepared by: VED Date: 5/01/04 4x 10 DF -L #2 Lu =0.0Ft NDS '97 Min Bearing Area R1= 2.6 in2 R2= 2.6 in2 DL Defl 0.01 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 6.5 ft 7.87 # 51 # 2650'# L / 240 L / 360 Reaction 1 LL 1235 # Reaction 2 LL Reaction 1 TL 1631 # Reaction 2 TL Maximum V 1631 # Max V (Reduced) N/A TL Actual Defl L / >1000 LL Actual Defl L / >1000 1235 # 1631 # Section (in3) Shear (in2) TL Defl (in) LL Defl 49.91 29.45 OK 59% 32.38 25.75 OK 80% 0.05 0.33 OK 17% 0.04 0.22 OK 19% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Base Values 900 Base Adjusted 1080 95 95 1.6 1.6 625 625 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.200 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Cl Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 380 Uniform TL: 494 = A 4i Uniform Load A R1 = 1631 R2 = 1631 SPAN = 6.5 FT Uniform and partial uniform loads are Ibs per lineal ft. o.yvt. wa�u..v v.. a.:�k.:,.w�.. a:«:..:.. w.. w ::��+w.kr;:�c...:i:..ss.t::,w�: aye+ w. Se: 4wL' d. ad' xyi�. pyl«+l nr.+ i.:..e:::. ukci4. +h.U4,1:a:�A::..:A.a..i,+1::�:. :Gu CREATIVE COMFORT Tele: 206 - 619 -3995 BeamChek v2.4 Ncensed to: Creative Comfort Reg # 104-61 NGUYEN RESIDENCE WINDOW HDDR/ DINNG MF HDR -02 Prepared by: VED Date: 5/01/04 Selection Conditions Dea Attributes Actual Critical Status Ratio Values Adjustments Loads 5 -1/8x 9 GLB 24F -V4 DF!DF Lu = 0.0 Ft Incised, Min Bearing Area R1= 5.5 in2 R2= 5.5 in2 DL Defl 0.05 in Suggested Camber 0.08 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 7.5 ft 11.21 # 84 # 6751 '# L / 240 L / 360 Reaction 1 LL 2194 # Reaction 2 LL Reaction 1 TL 3601 # Reaction 2 TL Maximum V 3601 # Max V (Reduced) N/A TL Actual Defl L / 702 LL Actual Defl L / >1000 2194# 3601 # Section (in3) Shear (in2) TL Defl (in) LL Defl 69.19 39.71 OK 57% 46.13 28.43 OK 62% 0.13 0.38 OK 34% 0.08 0.25 OK 31% Fb (psi) Fv (psi) E (psi x mil) Fc l (psi) Base Values 2400 Base Adjusted 2040 Cv Volume Cd Duration Cr Repetitive Ch Shear Stress Ci Incised 190 190 1.8 1.7 650 650 1.000 1.00 1.00 0.85 1.00 1.00 1.00 0.95 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 260 Uniform TL: 338 = A vet '.`,ylik`r.(.{J 't:re,o4 x:44 'so Par Unif LL Par Unif TL 325 H = 520 I =91 Start 0 0 End 7.5 7.5 r,{ H Uniform Load A R1 = 3601 R2 = 3601 SPAN = 7.5 FT Uniform and partial uniform loads are lbs per lineal ft. 1;,, �+ i�a.: id,,�:iis:�i.4.t�i.�L:.—.;i�'a �iJy}' .i::w�'N%va`.,w'ax:.r.;t:+d•,,i w: afp. �'iuR4't f NGUYEN RESIDENCE MF- HDR -03 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments Loads • I Point LL 263 CREATIVE COMFORT Tele: 206 -619 -3995 BeamChek v2.4 licensed to: Creative Comfort Reg # 104-61 DOOR HEASER / FAMILY ROOM Prepared by: VED Date: 5/01/04 14x 12 DF -L #2 Lu =0.0Ft NDS '97 Min Bearing Area R1= 2.9 in2 R2= 3.4 in2 DL Defl 0.01 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 6.5 ft 9.57 # 62 # 3025'# L / 240 L / 360 Reaction 1 LL 1095 # Reaction 2 LL Reaction 1 TL 1812 # Reaction 2 TL Maximum V 2135 # Max V (Reduced) N/A TL Actual Defl L / >1000 LL Actual Defl L / >1000 1297 # 2135 # Section (in3) Shear (in2) TL Defl (in) LL Defl 73.83 36.67 OK 50% 39.38 33.71 OK 86% 0.04 0.33 OK 11% 0.02 0.22 OK 10% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Base Values Base Adjusted 900 990 95 95 1.6 1.6 625 625 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 88 Uniform TL: 140 = A Point TL B = 420 Distance Par Unif LL Par Unif TL 5.75 H = 81 240 1 =312 Start 0 0 End I 6.5 6.5 A Pt loads: Uniform Load A 8 R1 = 1812 R2 = 2135 SPAN = 8.5 FT Uniform and partial uniform Toads are Ibs per lineal ft. ...;:{:...,..:« nr: ;':f ?:d'� "r ;''f: " ^a'�d$t�4k:3:i r.+ k•., a':t:.. dJ+ f�MY' r',,: F�.. uvY ;+...i:i:.�l::.i;iAawwxa:a:�A' CREATIVE COMFORT Tele: 206 -619 -3995 BeamChek v2.4 licensed to: Creative Comfort Reg # 104-61 NGUYEN RESIDENCE WINDOW HEADER / DEN MF- HDR -04 Prepared by: VED Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Date: 5/01/04 4x 10 DF -L #2 Lu =0.0Ft NDS '97 Min Bearing Area R1= 1.9 1n2 R2= 1.9 1n2 DL Defl<0.01 in. Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 6.5 ft Reaction 1 LL 878 # 7.87 # Reaction 1 TL 1166 # 51 # Maximum V 1166 # 1895'# Max V (Reduced) 890 # L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 Reaction 2 LL Reaction 2 TL 878 # 1166 # Section (in') Shear (in2) TL Defl (in) LL Defl 49.91 21.06 OK 42% 32.38 14.05 OK 43% 0.04 0.33 OK 12% 0.03 0.22 OK 14% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Base Values Base Adjusted 900 1080 95 95 1.6 1.6 625 625 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.200 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Lads Uniform LL: 270 Uniform TL: 351 = A ti 1 Uniform Load A R1 = 1166 R2 =1166 SPAN = 6.5 FT Uniform and partial uniform Toads are Ibs per lineal ft. Z W 'fY J U' 00 W• I J F.- W O. u_ Q Z �. O ZZH • ui G U O N • W. 0 —• O co ..z W O ~. z ". • Z LL1 W O 0 (/)O W 1.11 W • u_ j 0 • 7-1 • < • ° w z o z w w O C.2 O I- L11 0 :- Li- 0 Z 0 o Z a reu r une Tb4141 Die TJ-Beam(TM) 6.10 Serial Num 70021R01si071 User. 1 4/3012004 12:18:46 PM Page 1 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -01 11 7/8 "TJI ®210 @16 "o /c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 1-C 112" Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions Detail Other Width Length (Ibs) Live /Dead /Uplift!Total 1 Stud wall 5.50" 4.25" 377 /113/0/490 2 Stud wall 5.50" 4.25" 377 / 113 / 0 / 490 A3: Rim Board A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Riro Board® 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® - CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits: End supports, 3 1/2" . Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board TJI HOLES: Diameter Height Width Left End To Top Hole Span Design Control Comment Center Circular 6.00" 3' 4" Span 273 Ibs 698 Ibs Passed 1 (39.2 %) PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Copyright O 2003 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist",Proo and TJ -Pro°' are trademarks of Trus Joist. OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 - 619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net . je Tiws3t. A �rhaGr RusrKs TJ- Beam(TM) 6.10 Serial Number. 7002101071 Ueer:1 4/30/200412:18:48 PM Page 2 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -01 11 7/8 "TJI ®210 @16 "o /c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum Shear (Ibs) -464 Vertical Reaction (Ibs) 464 Moment (Ft -Lbs) 1550 Live Load Defl (in) Total Load Defl (in) TJPro Design Control -458 1655 464 1435 1550 3620 0.130 0.334 0.169 0.669 52 35 Control Passed (28 %) Passed (32 %) Passed (43%) Passed (1J999 +) Passed (L/948) Passed Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 - Deflection Criteria: STANDARD(LL:L/480,TL:L/240). - Deflection analysis is based on composite action with single layer of 23/32" Weyco Edge Gold (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Weyco Edge Gold (24" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.49 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Copyright m 2003 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam0 are registered trademarks of Trus Joist. e -I Joist ",Pro" and TJ -Pro" are trademarks of Trus Joist. .o«St:.wcard 4;,, OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernonccreativecomfort.net r e A erb cuscr Business TJ•8eam(TM) 6.10 Serial Number. 7002101071 User.1 4!30/200412:16:46 PM Pape 3 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -01 • 11 7/8 "TJI®210 @16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 13' 4.50" ^ Max. Vertical Reaction Total (lbs) 490 490 Max. Vertical Reaction Live (lbs) 377 377 Selected Bearing Length (in) 4.25(W) 4.25(W) Max. Unbraced Length (in) 32 Loading on all spans, LDF = 0.90 , 1.0 Dead Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Loading on all spans, LDF = 1.00 Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction abs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) 106 -106 107 -107 107 107 113 113 358 , 1.0 Dead 458 464 464 490 + 1.0 Floor -458 -464 464 490 1550 0.130 0.169 PARTIAL loading on span 1 from left bearing to right edge of hole 1 (1.0 Dead + 1.0 Floor ) Design Shear (lbs) 252 -126 Max Shear (lbs) 258 -128 PARTIAL loading on span 1 from right bearing to left edge of hole 1 (1.0 Dead + 1.0 Floor ) Design Shear (lbs) 333 -443 Max Shear (lbs) 334 -449 PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Copyright O 2003 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist ",Pro" and TJ -Pro" are trademarks of Trua Joist. OPERATOR INFORMATION: Vernon E. Dusseau 11 Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon©creativecomfort.net 'iJnafR.4uFaei:.1:. ",ir - .Yw Titrni A iser Business 1U- Beam(TM) 6.10 Serial Numoer 7002101071 User. 1 41301200412:17:35 PM Page 1 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -02 11 718 " TJI® 210@16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 15' 6" 0 14' 4" 4 2" Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. , Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Bearing Width Length 1 Stud wall 3.50" 2.25" Vertical Reactions Detail Other (Ibs) Live /Dead /Uplift/Total 382 /113/0/495 2 Stud wall 5.50" 5.50" 449 / 135 / 0 / 583 A3: Rim Board El: Blocking 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® 1 Ply 11 7/8" TJI® 210 - CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits: End supports, 3 1/2" . Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board,E1: Blocking TJI HOLES: Diameter Height Width Left End To Top Hole Span Design Control Comment Center Circular 8.00" 5' 10" Span 210 Ibs 424 Ibs Passed 1 (49.5 %) PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Copyright ® 2003 by Trus Joist, a Weyerhaeuser Busineaa TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist ",Pro" and TJ -Pro" aro trademarks of Trio Joist. p R"Y4444+i OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net Ti*" A "St VEyerhaeuser Business TJ- Beam(TM) 0.10 Serial Number 7002101071 User.1 4/30/200412:17:35 PM Page 2 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -02 11 7 /8 " TAO 210 @16 "o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum Shear (lbs) -487 Vertical Reaction 481 (Ibs) Moment (Ft -Lbs) 1666 Live Load Defl (in) Total Load Defl (in) TJPro Design Control Control 475 1655 Passed (29 %) 481 1110 Passed (43 %) 1666 3620 Passed (46 %) 0.150 0.347 Passed (L/999 +) 0.194 0.695 Passed (L/861) 50 35 Passed Location Lt. end Span 1 under Floor ALTERNATE span loading Bearing 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading Span 1 - Deflection Criteria: STANDARD(LL:U480,TL:U240). Additional checks follow. -Right Overhang:(LL:0.200 ", TL:0.200 "). - Deflection analysis is based on composite action with single layer of 23/32" Weyco Edge Gold (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Weyco Edge Gold (24" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating Include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.49 ADDITIONAL. NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist.,Pro" and TJ -Pro" are trademarks of Trus Joist. OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernonccreativecomfort.net z z w 6 JU 00 ( 0 J F- U) L w0 5 u. co =w Z �. I— O zI-- w U � O — O H- wW IL O wz U= O~ z Sqiw/e4t Business TJ•Beam(TM) 8.10 Serial Number. 7002101071 User 1 41301200412:17:36 PM Page 3 Engine Version: 1.10.3 UPPER FLOOR JOIST UF JST -02 11 7/8 "TJI ®210 a@16 "o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group A 13' 10.75" A 583 449 5.50(W) 32 104 Max. Vertical Reaction Total (ibs) 495 Max. Vertical Reaction Live (lbs) 382 Selected Bearing Length (in) 2.25(W) Max. Unbraced Length (in) 32 Loading on all Design Shear (lbs) Max Shear (ibs) Member Reaction (ibs) Support Reaction (lbs) Moment (Ft -Lbs) Loading on all spans, Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (ibs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) spans, LDF = 0.90 , 109 110 110 113 1' 4.75" 1.0 Dead - 104 19 - 112 22 135 135 378 -16 0 LDF = 1.00 , 1.0 Dead 471 477 477 491 + 1.0 Floor -451 81 -487 97 583 583 1640 -68 N/A 0.146 -0.039 0.190 -0.051 •ALTERNATE span loading on odd # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (ibs) 475 -448 19 Max Shear (ibs) 481 -483 22 Member Reaction (ibs) 481 505 Support Reaction (ibs) 495 505 Moment (Ft -Lbs) 1666 -16 0 Live Deflection (in) 0.150 -0.041 Total Deflection (in) 0.194 -0.052 ALTERNATE span loading on even # Design Shear (lbs) Max Shear (ibs) Member Reaction (ibs) Support Reaction (ibs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor 105 -108 81 106 -116 97 106 213 110 213 353 -68 0 -0.004 0.002 0.040 -0.010 Copyright m 2003 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I JoistTM,Pro" and TJ -Pro are trademarks of Trus Joist. C: \Program Files \Trus Joist \TJ -Beam \Jab Files \Nguyen Tien UF JST- 02.sms OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206- 619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net TJ•Beam(TM) 6.10 Serial Number. 7002101071 User: 1 4/30/200412:17:36 PM Page 4 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -02 11 7/8" TJI® 210 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED PARTIAL loading on span 1 from Design Shear (lbs) Max Shear (lbs) PARTIAL loading on span 1 from Design Shear (lbs) Max Shear (lbs) PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA left bearing to right edge of hole 1 (1.0 Dead + 1.0 Floor ) 354 -169 19 360 -180 22 right bearing to left edge of hole 1 (1.0 Dead + 1.0 Floor ) 251 -396 19 252 -429 22 Copyright m 2003 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joistr,Prd and TJ -Pro°" are trademarks of Trus Joist. OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206- 619 -3995 Fax :253- 852 -3427 vernon@creativecomfort.net z Wiz. .J U UO N0 W= J U- UJ O LL Q. V) 7.3° : w t-- _. Z F. I-- O. Z 1—• 11.1 uj Do 01- uJ uj 0 lllZ` O H- z Ti441 TJ- Beam(TM) 8.10 Serial Number. 7002101SInci 071 User. 1 4/30/20041:16:14 PM Pape 1 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -03 11 7/8" TJI® 360 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Width Overall Dimension: 33' 2" 0 0 ii'r 20' 5" Product Diagram is Conceptual. 1 Stud wall 5.50" Bearing Vertical Reactions Detail Other Length (Ibs) Live/Dead /Uplift/Total 4.25" 294 /41 /-115 /335 2 Stud wall 3.50" 3.50" 1121 1335 / 0 / 1456 3 Stud wall 5.50" 5.50" 530 /154/0/684 A3: Rim Board B3 El: Blocking 1 PIy 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® None 1 Ply 11 7/8" TJI® 360 - CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits: End supports, 3 1/2" . Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board,B3,E1: Blocking TJI HOLES: Diameter Height Width Left End To Top Hole Span Design Control Comment Center Circular 6.00" 6' 8" Span 285 Ibs 719 Ibs Passed 1 (39.6 %) Circular 8.00" 19' 9" Span 297 Ibs 437 Ibs Passed 2 (67.9 %) PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Copyright O 2003 by Trua Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trua Joist. e -I Joist ",ProO1 and TJ -Pro" are trademarks of Trus Joist. OPERATOR INFORMATION: Vernon E. Dusseau 11 Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net " qw +"""."'mm""rc"`” rr'"r rT?R .yeyJiu ws�:a�•,v. spC Ti*9ost. :tt Busness TJ-Beam(TM) 8.10 Serial Number. 7002101071 liter. 4/30/20041:15:14 PM Pape 2 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -03 11 7/8" TJ I® 360 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum Shear (Ibs) 831 Vertical Reaction 1456 (Ibs) Moment (Ft -Lbs) -2655 Live Load Defl (in) Total Load Defl (in) TJPro Design Control Control 787 1876 Passed (42 %) 1456 2460 Passed (59 %) -2655 6180 Passed (43 %) 0.282 0.505 Passed (L/858) 0.358 1.009 Passed (L1677) 37 35 Passed Location Lt. end Span 2 under Floor ADJACENT span loading Bearing 2 under Floor ADJACENT span loading MID Span 2 under Floor ADJACENT span loading MID Span 2 under Floor ALTERNATE span loading MID Span 2 under Floor ALTERNATE span loading Span 2 - Deflection Criteria: STANDARD(LL:U480,TL:U240). Additional checks follow. -Right Overhang:(LL:0.200 ", TL:0.200 "). - Deflection analysis is based on composite action with single layer of 23/32" Weyco Edge Gold (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The Toad conditions considered in this design analysis include alternate and adjacent member pattern loading. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Weyco Edge Gold (24" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.79 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design Toads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJI1 and TJ -Beamo are registered trademarks of Trus Joist. e -I Joist",Pro" and TJ -Pro" are trademarks of Trus Joist. OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 - 619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net z I- 11— w CC w 00 OD J 1— U) IL w0 gQ =a w z= 1— O Z~ w � U ON 0 I— WW 1-- -- 0 Lid ..z 0- 0~ z n VEyerhacuser 13usin¢t TJ- Beam(TM) 6.10 Serial Number. 7002101071 User.1 4130120041:15:14 PM Page 3 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -03 11 7/8" TJI® 360 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 11' 2.50" ^ 20' 2.25" A 1' 4.75" Max. Vertical Reaction Total (lbs) 335 1456 684 Max. Vertical Reaction Live (lbs) 294 1121 530 Selected Bearing Length (in) 4.25(W) 3.50(W) 5.50(W) Max. Unbraced Length (in) 32 32 32 32 115 Loading on all spans, LDF = 0.90 , 1.0 Dead Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) 34 -136 181 -123 19 35 -144 191 -132 22 35 335 154 41 335 154 39 -609 530 -16 N/A Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflectiol (in) Total Deflection (in) 147 -589 784 -534 81 153 -624 827 -573 97 153 1451 669 179 1451 669 169 -2638 2296 -68 N/A -0.034 0.251 -0.054 -0.044 0.326 -0.070 ALTERNATE span loading on odd # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) 303 -440 192 -112 81 309 -468 202 -121 97 309 670 217 335 670 217 689 -891 388 -68 0.043 -0.033 0.038 0.045 N/A 0.006 -0.010 ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA -122 -286 773 -545 19 -121 -300 816 -584 22 -121 1116 606 -115 1116 606 N/A -2356 2443 -16 0 -0.067 0.282 -0.060 -0.076 0.358 -0.076 Copyright ® 2003 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam are registered trademarks of Trus Joist. e -I JoistO',Pro' and TJ -Pro" are trademarks of Trus Joist. C: \Program Files \Trus Joist \TJ - Beam \Job Files \Nguyen Tien OF JST- 03.sms OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon ©creativecomfort.net Z 7:W ce J U. 00 LU uu U) u- W O. LL Q OD d =W I— _ Z W :0 ON = (0 H F- ra .. Z W U =. O~ Z #4.1 4/5740W, 041- A\yerhacuser Business TJ- 8eam(TM) 8.10 Serial Number. 7002101071 User:1 4!30/20041 :15:04 PM Page 4 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -03 11 7 /8 "TJI ®360 a@16 "o /c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADJACENT span loading over support # 2, LDF = 1.00, 1.0 Dead + 1.0 Floor Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) 146 -591 787 -531 19 152 -625 831 -569 22 152 1456 591 178 1456 591 166 -2655 2320 -16 -0.035 0.255 -0.045 0.330 0 -0.055 -0.071 ADJACENT span loading over support # 3, LDF = 1.00, 1.0 Dead + 1.0 Floor Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) -120 -284 770 -548 81 -119 -298 812 -587 97 -119 1111 684 -113 1111 684 N/A -2339 2420 -68 - 0.066 0.279 - 0.075 0.354 0 -0.059 -0.075 PARTIAL loading on span 1 from left bearing to right edge of hole 1 (1.0 Dead + 1.0 Floor ) Design Shear (lbs) 262 -248 189 -115 19 Max Shear (lbs) 267 -261 199 -124 22 PARTIAL loading on span 1 from right bearing to left edge of hole 1 (1.0 Dead + 1.0 Floor ) Design Shear (lbs) 84 -345 188 -116 19 Max Shear (lbs) 85 -369 198 -125 22 PARTIAL loading on span 2 from left bearing to right edge of hole 2 (1.0 Dead + 1.0 Floor ) Design Shear (lbs) -35 -202 554 -178 19 Max Shear (lbs) -34 -213 587 -189 22 PARTIAL loading on span 2 from right bearing to left edge of hole 2 (1.0 Dead + 1.0 Floor ) Design Shear (lbs) -61 -227 425 -500 19 Max Shear (lbs) -60 -239 445 -537 22 PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Copyright a 2003 by Trus Joist, a Weyerhaeuser Busineae TJI® and TJ -Beame are registered trademarks of Trus Joist. e -I Joist",Pro" and TJ -Pro'" are trademarks of Trus Joist. x::1.«•1 «.i w. � t..,w.,i:J iu..ilJ,i, N- �.�ii.k:�t�hfW+}+A.i OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax :253- 852 -3427 vernonicreativecomfort.net z kir JU UO N0 0) 111 J = F- N W0 Q =W O F- ill uj 2 v° O N, 0H Lu 1— --- LI w Z 00 O Z Ti#TJ.Beam(TM) 8.10 Serial Number. 7002101rsi071 User. 1 4/30/200412:10:40 PM Page 1 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -04 11 7/8" TJI® 230 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 27' 2" 1,.1" 0 3 4 8.1.. Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Width ' 1 Stud wall 5.50" 2 Stud wall 3.50" 3 Stud wall 5.50" - CAUTION: Required applications. Limits: stiffeners. -See TJ SPECIFIER'S TJI HOLES: Diameter Bearing Vertical Reactions Length (Ibs) Live /Dead /Uplift/Total 4.25" 431 /127/0/558 Detail Other A3: Rim Board 3.50" 1028 / 308 / 0 / 1337 B3 4.25" -214 / -1 /- 216 / -216 A3: Rim Board 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® None 1 Ply 1 1/4" x 11 7/8" 0.8E TJ- Strand Rim Board® bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential End supports, 3 1/2" . Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web Circular 8.00" / BUILDERS GUIDE for detail(s): A3: Rim Board,B3 Height Width Left End To Top Hole Span Design Control Comment Center 12' Span 308 Ibs 424 Ibs Passed 1 (72.6 %) PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Copyright O 2003 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist",Pro" and TJ -Pro" are trademarks of Trus Joist. OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon©creativecomfort.net ea /if" � Ah.�xr Du :rocs TJ- Bm(TM) 8.10 Serial Numberr. 7002101071 User :1 4/30/200412.10:40 PM Page 2 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -04 11 718" TJI® 230 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum -771 1337 Shear (Ibs) Vertical Reaction (Ibs) Moment (Ft -Lbs) Live Load Defl (in) Total Load Defl (In) TJPro Design -730 1337 Control Control 1821 Passed (40 %) 2410 Passed (55 %) -2298 -2298 4015 0.252 0.468 0.324 0.935 38 35 Passed (57 %) Passed (L/892) Passed (L/693) Passed Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 2 under Floor loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading Span 1 - Deflection Criteria: STANDARD(LL:U480,TL :11240). - Uplift exceeds 200 Ibs for unbalanced load. - Deflection analysis is based on composite action with single layer of 23/32" Weyco Edge Gold (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The Toad conditions considered in this design analysis include alternate member pattern loading. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Weyco Edge Gold (24" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.55 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design Toads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Copyright ® 2003 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I JoiatTM,Pro' and TJ -Pro are trademarks of Trua Joist. OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon @creativecomfort.net z '~ w 00 OD 0 w I 1- U) w w° w a =d I-w Z= 1- zI- w w : 0 c O-- CI 1-- wW U' IL" O wz = F. z • ' { ye Bun TJ,Beam(TM) 6.10 Serial Number. 7002101071 User 1 4130/200412:10:40 PM Page 3 Engine Version: 1.10.3 UPPER FLOOR JOIST UF JST -04 11 7/8" TJI® 230 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group A 18' 8.50" ^ 7' 8.50" A Max. Vertical Reaction Total (lbs) 558 1337 -216 Max. Vertical Reaction Live (lbs) 431 1028 -214 Selected Bearing Length (in) 4.25(W) 3.50(W) 4.25(W) Max. Unbraced Length (in) 32 32 32 Loading on all spans, LDF = 0.90 , 1.0 Dead Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) 120 -168 123 121 -178 130 121 308 127 308 460 -530 N/A Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) 8 7 -7 -1 520 -730 532 37 526 -771 565 31 526 1337 -31 552 1337 -5 1993 -2298 N/A 0.240 -0.032 0.312 -0.042 ALTERNATE span loading on odd # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) 526 -724 328 223 532 -765 345 222 532 1110 -222 558 1110 -216 2040 -2183 N/A 0.252 -0.045 0.324 -0.055 ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA 114 -174 327 -178 115 -184 351 -183 115 535 183 121 535 209 414 -646 243 -0.013 0.015 0.060 0.008 Copyright 0 2003 by Trus Joist, is Weyerhaeuser Business TJI® and TJ -Beam® are registered trademarks of Trus Joist. e -I Joist ",Pro" and TJ -Pro" are trademarks of Trus Joist. C: \Program Files \Trus Joist \TJ -Beam \Job Files \Nguyen Tien UF JST- O4.sms OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon @creativecomfort.net z Z JU UO N C) 0) ILI WI H N U D} g J. u_ OD :) 0 5EW ' ZI F- O Z F- W ui �p U O -- 0 F- WUJ E" 4: (5 .. z W 5E O~ z 41E::11115;i1 gtig6e- TJ;Beam(TM) 8.10 SerieI Number. 7002101071 User 1 4/30/200412:10:40 PM Page 4 Engine Vemlon:1.10.3 UPPER FLOOR JOIST OF JST -04 11 7/8" TJI® 230 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND. LOADS LISTED PARTIAL loading on span 1 from left Design Shear (lbs) Max Shear (lbs) bearing to right edge of hole 1 (1.0 Dead + 1.0 Floor ) 492 -419 256 148 498 -439 270 147 PARTIAL loading on span 1 from right bearing to left edge of hole 1 (1.0 Dead + 1.0 Floor ) Design Shear (lbs) 163 -499 206 95 Max Shear (lbs) 164 -531 217 94 PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Copyright a 2003 by Trus Joist, a Weyerhaeuser Business TJI® and TJ -Beam are registered trademarks of Trus Joist. e -I Joist ",Pro" and TJ -Pro'" are trademarks of Trus Joist. OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax :253- 852 -3427 vernon@creativecomfort.net . +;.�,- .�.ait:..'�!- .dtica�A:w$ � 4`+i�,::Ll'':+:slair,:«3ry '. riha. �"_• t�: insnHYYi :�a.uiaaWsSw..»,ww.:�:s,�;.s�.a WI° D41 #jqiw?st Business TJ- Beam(IM) 8.10 Serial Number. 7002101071 User 1 4=200411:38:24 AM Page 1 Engine Version: 1.10,3 UPPER FLOOR JOIST OF JST -05 11 7/8" TJI® 230 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 1 ' 19' 1" 1 Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (Ibs) Depth Live /Dead/Uplift/Total 1 Stud wall 5.50" 4.25" 511 / 153 / 0 / 664 N/A N/A N/A A3: Rim 1 Ply 1 1 /4" x 11 7/8" Board 0.8E TJ- Strand Rim Board® 2 Timberstrand 3.50" Hanger 507 / 152 / 0 / 659 1 11.88" N/A H1: Top None LSL Beam Mount Hanger - CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits: End supports, 3 1/2" . Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board,H1: Top Mount Hanger HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse . Top Flange Top Flange Support Wood Flanges Offset Slope Species 2 Top Mount Hanger ITT3511.88 0/12 0 N/A No 0 N/A - Nailing for Support 2: Face: 2 -N10 , Top 4 -N10 , Member: 2 -N10 PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax 253-852-3427 vernon©creativecomfort.net Copyright ® 2003 by True Joist, a Weyerhaeuser Business TJI ®,TJ -Beam® and TimberStrande are registered trademarks of Trus Joist. e -I Joist",Pro`" and TJ -Pro" are trademarks of Trus Joist. Simpson Strong -Tiee Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. 41Tiw/4t. c�iscr t4,snes TJ•Beam(rM) 8.10 Serial Number. 7002101071 User. 1 41301200411:38:24 AM Page 2 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -05 11 7/8" TJI® 230 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum Shear (Ibsj 638 Vertical Reaction (lbs) 638 Moment (Ft -Lbs) 2940 Live Load Defl (in) Total Load Defl (in) TJPro Design Control -638 1655 638 1460 2940 4015 0.402 0.460 0.523 0.921 35 35 Control Passed (39 %) Passed (44 %) Passed (73 %) Passed (U550) Passed (L/423) Passed Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 - Deflection Criteria: STANDARD(LL:U480,TL :L/240). - Deflection analysis is based on composite action with single layer of 23/32" Weyco Edge Gold (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Weyco Edge Gold (24" Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.55 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values, The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY 8 TUKWILA, WA 98188 USA OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vemonccreativecomfort.net Copyright ® 2003 by Trus Joist, a Weyerhaeuser Business TJI®,TJ- Beaurm and TimberStrand® are registered trademarks of Trus Joist. e -I Joist °,Pro° and TJ -Pro" are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. r AVEyerhaeuser Business TJ•Beim(TM) 6.10 Serial Number. 7002101071 User: 1 4/30/200411:38:24 AM Page 3 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -05 11 7/8 "TJI ®230@ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group A 18 Max. Vertical Reaction Total (lbs) 664 Max. Vertical Reaction Live (lbs) 511 Selected Bearing Length (in) 4.25(W) Max. Unbraced Length (in) 32 Loading on all spans, Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) LDF = 0.90 , 1.0 146 147 147 153 Loading on all spans, LDF = Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) 5.00" ^ 659 507 Dead -147 -147 147 152 678 1.00 , 1.0 Dead 633 638 638 664 PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA + 1.0 Floor - 638 - 638 638 659 2940 0.402 0.523 OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206- 619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net Copyright ® 2003 by Trus Joist, a Weyerhaeuser Business TJI®,TJ- Beare® and TimberStrand® are registered trademarks of Trus Joist. e -I Joist",ProO1 and TJ -Pre" are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. ;4 z z' -J 00 N O. co MI -J = F- N tL Wo u_ oo H = zF F- O z F- W 0 O -- 0 F- W W. U uLO w OH z Cgi*A1 MOIL AVVeyerhaeuser Business T,1•Beam(TM) 8.10 Serial Num6beer. 7002101071 User.1 413012004 1:35:10 PM Page 1 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -06 11 7 /8 "TJI®210 @16 "o /c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 5)4, 1.; Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (Ibs) Depth LivelDeadlUplift/Total 1 Stud wall 5.50" 4.25" 371 / 111 / 0 / 482 N/A N/A N/A A3: Rim Board 2 Parallam PSL Beam 1 Ply 1/4 "x11 7/8" 0.8E TJ- Strand Rim Board® 5.50" Hanger 376 / 113 / 0 / 488 1 11.88" N/A H1: Top None Mount Hanger - CAUTION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits: End supports, 3 1/2" . Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board,H1: Top Mount Hanger HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 2 Top Mount Hanger 1TT2.1/11.88 0/12 0 N/A No 0 N/A - Nailing for Support 2: Face: 2 -N10 , Top 4-N10 , Member: 2 -N10 PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA OPERATOR INFORMATION: Vernon E. Dusseau 11 Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net Copyright m 2003 by Trus Joist, a Weyerhaeuser Business TJI ®,TJ -Beam and Parallam are registered trademarks of Trus Joist. e -I Joist",Pro' and TJ -Pro" are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. 4 z Z ot rU 000 W = CO u. WO LQ OD =d w Z= 0 Z I— LU uj U� .O N 0 I-- uuw Hr_ ..z w v= O~ z WI" 4,10/L AVEyerhaeuser Business TJ-Beam(TM) 6.10 Serial Number. 7002101071 User.1 4/30120041:35:10 PM Pape 2 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -06 11 7/8" TJI® 210 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum Shear (Ibs) 456 Vertical Reaction (Ibs) 456 Moment (Ft -Lbs) 1502 Live Load Defl (in) Total Load Defl (in) TJPro Design Control -456 1655 456 1435 1502 3620 0.123 0.329 0.160 0.658 50 35 Control Passed (28 %) Passed (32 %) Passed (42 %) Passed (L/999 +) Passed (U989) Passed Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 - Deflection Criteria: STANDARD(LL:U480,TL:U240). - Deflection analysis is based on composite action with single layer of 23/32" Weyco Edge Gold (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Weyco Edge Gold (24" Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.49 ADDITIONAL NOTES:, - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJI®,TJ -Besm0 and Parallam® are registered trademarks of Trus Joist. e -I Joistv.,Pro" and TJ -Pro" are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. 41:::)11544 Tiw/o4t. rhaeusrr Busnm T,J•Beam(TM) 8.10 Serial Number. 7002101071 User 1 4/30120041:35:10 PM Page 3 Engine Venlon:1.10.3 UPPER FLOOR JOIST OF JST -06 11 7/8" TJ I® 210 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 13' 2.00" Max. Vertical Reaction Total (lbs) 482 Max. Vertical Reaction Live (lbs) 371 Selected Bearing Length (in) 4.25(W) Max. Unbraced Length (in) 32 Loading on all spans Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) , LDF = 0.90 , 1.0 104 105 105 111 Loading on all spans, LDF = 1.00 Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA A 488 376 Dead -105 -105 105 113 347 , 1.0 Dead 451 456 456 482 + 1.0 Floor -456 -456 456 488 1502 0.123 0.160 OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon @creativecomfort.net Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJI ®,TJ -Beam® and Parallam® are registered trademarks of Trua Joist. e -I JoiatTM,Pro°1 and TJ -Pro'" are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. z Z CC W J0. 00 W= J H. WO u. N =O F.. W or F- O Z I- W :Ep U O2 C3 F- LU ui IL O .. Z W H =; 0 Z TJ- Beam(TM) 8.10 Serial Number 7002 01071 User..1 413012004 1:33:31 PM Page 1 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -07 11 7/8 "TJI ®210 @16 "o /c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 0 1 '0 d 14'1A" 4 Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Width Length (Ibs) Depth Live/Dead /Uplift/Total 1 Stud wall 5.50" 4.25" 393 / 118 / 0 / 511 N/A N/A N/A 2 Parailam 5.50" Hanger 398 / 119 / 0 / 517 1 11.88" N/A PSL Beam Other A3: Rim 1 Ply 1/4 "x11 7/8" Board 0.8E TJ- Strand Rim Board® H1: Top None Mount Hanger - CAUTION: Required bearing length(s) exceed the minimum shown In the TJ Builder's guide for single family residential applications. Limits: End supports, 3 1/2" . Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board,H1: Top Mount Hanger HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Flanges 2 Top Mount Hanger ITT2.1/11.88 0/12 0 N/A - Nailing for Support 2: Face: 2 -N10 , Top 4 -N10 , Member: 2 -N10 PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA Top Flange Offset No Top Flange Slope 0 OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net Copyright 0 2003 by Trua Joist, a Weyerhaeuser Business TJI ®,TJ -Beam® and Parallam® are registered trademarks of Trua Joist. e -I Joiat",Pro'" and TJ -Pro" are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. Support Wood Species N/A .gigtf D41- +AVrh;cuscr @iciness TJ- Beam(TM) 6.10 Serial Number. 7002101071 User 1 4130120041:33:31 PM Page 2 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -07 11 718" TJI® 210 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED TJI HOLES: Diameter Height Width Left End To Top Hole Span Design Control Comment Center Circular 6.00" 6' 8" Span 210 Ibs 698 Ibs Passed 1 (30.1%) DESIGN CONTROLS: Maximum Shear (Ibs) -485 Vertical Reaction (Ibs) 485 Moment (Ft -Lbs) 1699 Live Load Defl (in) Total Load Defl (in) TJPro Design Control -485 1655 485 1435 1699 3620 0.154 0.350 0.200 0.700 46 35 Control Passed (29 %) Passed (34 %) Passed (47 %) Passed (L/999 +) Passed (0839) Passed Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 - Deflection Criteria: STANDARD(LL:U480,TL:L/240). - Deflection analysis is based on composite action with single layer of 23/32" Weyco Edge Gold (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Weyco Edge Gold (24" Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.49 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design Toads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernonccreativecomfort.net Copyright ® 2003 by Trus Joint, a Weyerhaeuser Business TJIV,TJ -Beam® and Parallam® are registered trademarks of Trus Joist. e -I Joist ",Pro" and TJ -Pro" are trademarks of Trus Joist. Simpson Strong -TieZ Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. PCw,.?aP17511AS1 r. tarAnMv+r. rw- v,,.._... ,,.....,a,mA+,.,. «..,∎ jurvxm"N_51:01104rireM:re*, -- ,... VINSWIIIWOMMIRt. 'gig° elit _Aerhner Business TJ-Beam(TM) 8.10 Serial Number. 7002101071 User 1 4/30/20041:33:31 PM Page 2 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -07 11 7 /8 "TJI®210 @16 "olc THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED TJI HOLES: Diameter Height Width Left End To Top Hole Center Circular 6.00" - - 6' 8" DESIGN CONTROLS: Maximum Shear (Ibs) -485 Vertical Reaction (Ibs) 485 Moment (Ft -Lbs) 1699 Live Load Dell (in) Total Load Defl (in) TJPro Design Control -485 1655 485 1435 1699 3620 0.154 0.350 0.200 0.700 46 35 Span Design Control Comment Span 210 Ibs 698 Ibs Passed 1 (30.1%) Control Passed (29 %) Passed (34%) Passed (47 %) Passed (1J999+) Passed (U839) Passed Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 - Deflection Criteria: STANDARD(LL:U480,TL:L/240). - Deflection analysis is based on composite action with single layer of 23/32" Weyco Edge Gold (246 Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Weyco Edge Gold (24" Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.49 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net Copyright m 2003 by Trus Joist, a Weyerhaeuser Business TJI®,TJ -Beam® and Parallam® are registered trademarks of True Joist. e -I Joint'",Pro" and TJ -Pro" are trademarks of Trus Joist. Simpson Strong-Tice Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. 'Fi'IRC ittrAikrgt4VO R V ,..tvor..e,« .. teve •.,.0,k r. .t*O70,?.rtt3rPetri....... -..s� aeacwt%rta" x'ct ,I,f z z n 00 OD C3 U) ILI J= F- w0 1-J OD d =w F- _ z� ►=O Z I- w U� O— wW ~tU-- LI O ..z w = O~ z Tiw/t. rhawser &isness TJ-Beam(TM) 8.10 Serial Number. 7002101071 User.1 4/30/20041:33:31 PM Page 2 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -07 11 7/8 "TJI ®210 c@16 "o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED TJI HOLES: Diameter Height Width Left End To Top Hole Span Design Control Comment Center Circular 6.00" 6' 8" Span 210 Ibs 698 Ibs Passed 1 (30.1%) DESIGN CONTROLS: Maximum Shear (Ibs) -485 Vertical Reaction (Ibs) 485 Moment (Ft -Lbs) 1699 Live Load Defl (in) Total Load Defl (in) TJPro Design Control -485 1655 485 1435 1699 3620 0.154 0.350 0.200 0.700 46 35 Control Passed (29%) Passed (34 %) Passed (47 %) Passed (L/999 +) Passed (L/839) Passed Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MD Span 1 under Floor loading MID Span 1 under Floor loading Span 1 - Deflection Criteria: STANDARD(LL:L/480,TL:L/240). - Deflection analysis is based on composite action with single layer of 23/32" Weyco Edge Gold (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Weyco Edge Gold (24" Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.49 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net Copyright O 2003 by True Joist, a Weyerhaeuser Business TJI®,TJ -Beam and Parallam® are registered trademarks of Trus Joist. e -I Joist ",Pro and TJ -Pro" are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. ilaikf41 »c.i i na�n;:li;Fd,..4, 4 i'ad it,14 '';. :a4a.44X,44 - eirali�J: AVEyerhaeuser Business enfi. oht TJ•Beam(TM) 6.10 Serial Number. 7002101071 User :1 4!30120041:33:31 PM Pape 3 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -07 11 7/8 "TJI ®210 @16 "o /c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 14' 0.00" ^ Max. Vertical Reaction Total (lbs) 511 517 Max. Vertical Reaction Live (lbs) 393 398 Selected Bearing Length (in) 4.25(W) Max. Unbraced Length (in) 32 Loading on all spans, Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Loading on all spans, LDF Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) PARTIAL loading on span Design Shear (lbs) Max Shear (lbs) LDF = 0.90 , 1.0 Dead 111 112 112 118 392 = 1.00 , 1.0 Dead 480 485 485 511 - 112 -112 112 119 + 1.0 Floor - 485 -485 485 517 1699 0.154 0.200 1 from left bearing to right edge 374 -194 379 -194 of hole 1 (1.0 Dead + 1.0 Floor ) PARTIAL loading on span 1 from right bearing to left edge of hole 1 (1.0 Dead + 1.0 Floor ) Design Shear (lbs) 231 -416 Max Shear (lbs) 233 -416 PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 - 619 -3995 Fax : 253-852-3427 vernon @creativecomfort.net Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJI®,TJ -Beam® and Parallam® are registered trademarks of Trus Joist. e -I Joist",Pro' and TJ -Pro are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. 41g::1[4256' T49o4t. aeuser 13usn s T3•Beam(TM) 8.10 Serial Number 7002101071 User 1 4130/20041:33:31 PM Page 3 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -07 11 7/8 "TJI ®210 @16 "o /c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 14' 0.00" ^ Max. Vertical Reaction Total (lbs) 511 Max. Vertical Reaction Live (lbs) 393 Selected Bearing Length (in) 4.25(W) Max. Unbraced Length (in) 32 Loading on all spans, Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Loading on all spans, LDF Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) PARTIAL loading on span 1 Design Shear (lbs) Max Shear (lbs) LDF = 0.90 , 1.0 111 112 112 119 517 398 Dead -112 -112 112 119 392 = 1.00 , 1.0 Dead + 1.0 Floor 480 -485 485 -485 485 485 511 517 AA699 0.154 0.200 from left bearing 374 379 to right edge of hole 1 (1.0 Dead + 1.0 Floor ) -194 -194 PARTIAL loading on span 1 from right bearing to left edge of .hole 1 (1.0 Dead + 1.0 Floor ) Design Shear (lbs) 231 -416 Max Shear (lbs) 233 -416 PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net Copyright m 2003 by Trus Joist, a Weyerhaeuser Business TJI®,TJ -Beam® and Parallam® are registered trademarks of Trus Joist. e -I Joistp1,ProO' and TJ -Prop are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. °W- Allayerhaeuser Business TJ-Beam(TM) 8.10 Serial Number 7002101071 User :1 4/30/2004 3:38:13 PM Page 1 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -08 11 718" TJI® 210 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED a' 51/2•• - -� Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 12.0 Dead SUPPORTS: Input Bearing Vertical Reactions Ply Depth Nailing Detail Other Width Length (Ibs) Depth Live /Dead /Upliftffotal 1 Stud wall 5.50" 425" 223 / 67 / 0 / 290 N/A N/A N/A A3: Rim 1 Ply 1 1/4" x 11 7/8" Board 0.8E TJ- Strand Rim Board® 2 Parallam 5,50" Hanger 228 / 68 / 0 / 296 1 11.88" N/A H1: Top None PSL Mount Beam Hanger - CAUTION: Required bearing length(s) exceed the minimum shown In the TJ Builder's guide for single family residential applications. Limits: End supports, 31/2" . Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board,H1: Top Mount Hanger HANGERS: Simpson Strong -Tie® Connectors Support Model Slope Skew Reverse Top Flange Top Flange Flanges Offset Slope 2 Top Mount Hanger ITT2.1/11.88 0/12 0 N/A No 0 - Nailing for Support 2: Face: 2 -N10 , Top 4-N10 , Member: 2 -N10 PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJI ®,TJ -Beam® and Parallam® are registered trademarks of Trus Joist. e -I Joist",Pro" and TJ -Pro" are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. :ru.:a,o.:a:..;w:a: Support Wood Species N/A T49ost. ttir Busness TJ- Beam(TM) 8.10 Serial Number. 7002101071 User..1 4/30/2004 3:38:13 PM Page 2 Engine Version: 1.10.3 UPPER FLOOR JOIST OF JST -08 11 7/8 "TJI ®210 @16 "o /c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: Maximum Shear (Ibs) 264 Vertical Reaction (Ibs) 264 Moment (Ft -Lbs) 504 Live Load Defl (in) Total Load Defl (in) TJPro Design Control -264 1655 264 1435 504 3620 0.018 0.191 0.024 0.381 65 35 Control Passed (16 %) Passed (18 %) Passed (14 %) Passed (L/999 +) Passed (L/999 +) Passed Location Rt. end Span 1 under Floor loading Bearing 2 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Span 1 - Deflection Criteria: STANDARD(LL:U480,TL:U240). - Deflection analysis is based on composite action with single layer of 23/32" Weyco Edge Gold (24" Span Rating) GLUED & NAILED wood decking. - Bracing(Lu): All compression edges (top and bottom) must be braced at 2' 8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ -Pro RATING SYSTEM -The TJ -Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 23/32" Weyco Edge Gold (24" Span Rating) decking. The controlling span is supported by beams. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.49 ADDITIONAL NOTES: - IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. - Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax :253 -852 -3427 vernontcreativecomfort.net Copyright 0 2003 by Trus Joist, a Weyerhaeuser Business TJI ®,TJ -Beam® and Parallam® are registered trademarks of Trus Joist. e -I Joist ",Pro" and TJ -Pro" are trademarks of True Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. z a w CC W JU 00 N 0 -_ H (/)w w° ¢ =a w zoc O za- w w Ua 0- 0H wW --O wz 0 92 0 41q� 2w TJ•Beam(TM) 8.10 Serial mime Usec 1 4/30/2004 3:38:13 PM Page 3 Engine Version: 1.10.3 esit meus r i111nem c 70021015071 UPPER FLOOR JOIST OF JST -08 11 718 "TJI ®210@16 "o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group A 7' 7.50" ^ Max. Vertical Reaction Total (lbs) 290 296 Max. Vertical Reaction Live (lbs) 223 228 Selected Searing Length (in) 4.25(W) Max. Unbraced Length (in) 32 • Loading on all spans, Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) LDF = 0.90 , 1.0 60 61 61 67 Loading on all spans, LDF = Design Shear (lbs) Max Shear (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft -Lbs) Live Deflection (in) Total Deflection (in) Dead - 61 -61 61 68 116 1.00 , 1.0 Dead 259 264 264 290 PROJECT INFORMATION: NGUYEN RESIDENCE 5301 SLADE WAY S TUKWILA, WA 98188 USA + 1.0 Floor -264 - 264 264 296 504 0.018 0.024 OPERATOR INFORMATION: Vernon E. Dusseau II Creative Comfort 10618 SE Kent Kangley Road Suite 202 Kent, Washington 98030 Phone : 206 -619 -3995 Fax : 253-852-3427 vernon@creativecomfort.net Copyright O 2003 by Trus Joist, a Weyerhaeuser Business TJI ®,TJ -Beam® and Parallam® are registered trademarks of Trus Joist. e -I Joist',Pro" and TJ -Pro' are trademarks of Trus Joist. Simpson Strong -Tie® Connectors is a registered trademark of Simpson Strong -Tie Company, Inc. z �_- Z . i. ce 00 y0 W= H W o. LL Q H T. Z� H O z W uj •0p O �. .0 I- W LU. Z tL 0 —O WZ • 0 a; H . O H z Z ~ • W W� JU O 0 U) u)W W= J • u WO 2} Q � Li.. < d W Z= H F- O Z W � p U O- O I- W w u. O .. z W� 0- I- O F- Z r_ Aul FAOI FAIMigsmi 41,I MEM •••..O NGUYEN REISDENCE OF HDR -01 Selection Conditions Data Attribu es Actual Critical Status Ratio Values Adiustments loads CREATIVE COMFORT Tele: 206 -619 -3995 BeamChek v2.4 licensed to: Creative Comfort Reg # 104 -61 WINDOW / HEADER / MASTER BEDRO Prepared by: VED Date: 5/01/04 4x10 HF#2 Lu : 0.0 Ft NDS '97 Min Bearing Area R1= 2.1 in2 R2= 2.1 in2 DL Defl 0.04 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 9.5 ft 0# 0# 2031 It L / 240 L / 360 Reaction 1 LL 537 # Reaction 1 TL 855 # Maximum V 855 # Max V (Reduced) N/A TL Actual Defl L / >1000 LL Actual Defl L / >1000 Reaction 2 LL Reaction 2 TL 537 # 855 # Section (in3) Shear (in2) TL Defl (in) LL Defl 49.91 23.89 OK 48% 32.38 17.10 OK 53% 0.11 0.48 OK 23% 0.07 0.32 OK 22% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Base Values 850 Base Adjusted 1020 75 75 1.3 1.3 405 405 CF Size Factor 1.200 Cd Duration 1.00 Cr Repetitive 1.00 Ch Shear Stress- - Cm Wet Use 1.00 1.00 1.00 1.00 • 1.00 1.00 ••• CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 113 Uniform TL: 180 = A Uniform Load A R1 = 855 R2 = 855 SPAN = 9.5 FT Uniform and partial uniform Toads are Ibs per lineal ft. CREATIVE COMFORT Tele: 206-619-3995 BeamChek v2.4 licensed to: Creative Comfort Reg # 10461 NGUYEN RESIDENCE OF HDR -02 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adiustments ,Loads WINDOW HEADER Prepared by: VED Date: 5/03/04 4x 10 DF -L 42 Lu = 0.0 Ft NDS '97 Min Bearing Area R1= 1.4 in2 R2= 1.4 in2 DL Defl 0.04 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 9.5 ft Reaction 1 LL 537 # 7.87 # Reaction 1 TL 892 # 75 # Maximum V 892 # 2119'# Max V (Reduced) N/A L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 Reaction 2 LL Reaction 2 TL 537 # 892 # Section (ire) Shear (in2) TL Defl (in) LL Defl 49.91 23.55 OK 47% 32.38 14.09 OK 44% 0.09 0.48 OK 20% 0.06 0.32 OK 18% Fb (psi) Fv (psi) E (psi x mil) Fc l (psi) Base Values Base Adjusted 900 1080 95 95 1.6 1.6 625 625 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.200 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability. 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Uniform LL: 113 Uniform TL: 180 = A l: Uniform Load A R1 = 892 R2 = 892 SPAN = 9.5 FT Uniform and partial uniform toads are Ibs per lineal ft. Notes HEADER IS TO SPAN OVER ALL THREE WINDOWS Z JU O 0 CO CI W =. J 1. W: WO 2a LL Q, N d: _. W Z �- O Z I- • W , O N O H W W S li. O Z W -I ~O H Z a CREATIVE COMFORT Tele: 206.619 -3995 BeamChek v2.4 licensed to: Creative Comfort Reg # 1D4-61 NGUYEN RESIDENCE OF HDR -03 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments WINDOW HEADER Prepared by: VED Date: 5/03/04 4x 12 DF -L #2 Lu =0.0Ft NDS'97 Min Bearing Area R1= 3.0 in2 R2= 1.7 in2 DL Defl 0.01 in Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 5.5 ft Reaction 1 LL 1035 # 9.57 # Reaction 1 TL 1900 # 53 # Maximum V 1900 # 2694 W Max V (Reduced) N/A L / 240 TL Actual Defl L / >1000 L / 360 LL Actual Defl L / >1000 Reaction 2 LL Reaction 2 TL 591 # 1046 # Section (1n3) Shear (in2) TL Defl (in) LL Dell 73.83 32.66 OK 44% 39.38 30.00 OK 76% 0.02 0.28 OK 0.01 0.18 OK 7% Fb (psi) Fv (psi) E (psi x mil) Fc (psi) Base Values Base Adjusted 900 990 95 95 1.6 1.6 625 625 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.100 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 o Point LL Point TL 1165 B =2159 Distance 1.42 Par Unif LL Par Unif TL 113 H = 180 Start End 1.42 5.5 V Pt loads: H B R1 =1900 R2 =1046 SPAN = 5.5 FT Uniform and partial uniform loads are tbs per lineal ft. vS:ntir+' .: .i::..:k. "is::i .ksk;ls4n +ni :: „L:vstd...*J voui, • NGUYEN RESIDENCE OF HDR -04 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads CREATIVE COMFORT Tele: 206 -619 -3995 BeamChek v2.4 licensed to: Creative Comfort Reg # 104-61 WINDOW HEADER Prepared by: VED Date: 5/03/04 4x 10 DF -L #2 Lu = 0.0 Ft NDS '97 Min Bearing Area R1= 1.5 in2 R2= 1.5 in2 DL Defl<0.01 in. Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl LL Max Defl 5.0 ft 7.87 # 39 # 1943'# L / 240 L / 360 Reaction 1 LL 547 # Reaction 1 TL 944 # Maximum V 944 # Max V (Reduced) N/A TL Actual Defl L / >1000 LL Actual Defl L / >1000 Reaction 2 LL Reaction 2 TL 554 # 941 # Section in 49.91 21.58 OK 43% Shear in 32.38 14.91 OK 46% Fb (psi) TL Defl 0.02 0.25 OK 10% Fv (psi) in LL Defl 0.01 0.17 OK 8% E (psi x mil) Fc L (psi) Base Values 900 Base Adjusted 1080 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 95 95 1.6 1.6 625 625 1.200 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 Point LL 298 473 Point TL B = 476 C = 844 0 Distance Par Unif LL Par Unit TL 2.08 2.08 113 H = 180 Start End 2.08 5.0 '~ W 00 w= F- Qw w 0. 2 ua =a �w z= O. Z t- W 0 ON 0 I- ww tl.O w = 0 z Pt loads: H R1 = 944 R2 = 941 SPAN = 5.0 FT Uniform and partial uniform Toads are Ibs per lineal ft. ,ca:.i w:.:v, =r' r.� ,,, ,.,. „ .isww«'•; racy + :'...,�;:.k «w.t.:.:sJFi+',,,ti. u.,, sw ..,iin.::+y:uw:.�.�;ni•.cM�:,t. s a..∎4,r iJ�44414 4h F1iyri..M4f..•.✓,�i+' ksrtu.tyi k.4rr11>�;.s eY,:oE,cir:.n.r/044,..4 :40;4, Z =Z ~ • w Q � O 0 0 cnw J �_ LL w O • } Q • J LL =a I- w Z= F-- �— O ZH ww U u) O- O F- w Li H I:17 O Z w U U- I- O ~ Z Transforming Dreams into Reality a DBL SLDR e-i O O FILE COPY r-•1 0 H Main Floor E •V w rl 0 a) E 0 Cr) a U m N N O bA Cr) L() e-1 E O bA z ce 2/11 6 JU UO U0. LLJ J (.0w w0 2 LL.Q co _ d Z� I- O Z U D o ff' O I- Ww — O z we O ~ Z Low E Low E Low E Low E Low E Low E Low E Low E Low E LowE Low E Low E Low E Low E O AWN DBL SLDR-24 SLDR SLDR O SLDR CSMT CSMT AWN 1 2C N 1 1E O N 9.33 O N �' 35.00 O rr—+ O N O N O N O Cm li r�-4 O rNi ir) ci 00.0£ 2.99 CO N N N e-1 c--r r-4 N r-i N r-+ e-1 Cr) Cr) H O O 4.67 O 1N-+ 2.33 35.00 16.00 O O N O eN—+ 27.00 e..o -1 16.50 rN-I 3.50 10.00 2036 2024 2060 2012 O Lrl n 4040 O L 2060 O 2960 2960 2060 CT N 2050 LiyingROqm E 0 cx bA a 1 Living Room O 0 WO a Dining Room LKitchen Nook O ww O !Family Room Family Room Powder Den Den Remarks Low E Low E Low E Low E W O ►-a W O ►-7 Function SLDR SLDR 0 CSMT 0 CSMT O O Quantity I Tc 1 2C N 1 1E 1 7 2 24 2 22 e-I O O N O O O, g !Bedroom-3 Bedroom -4 Master Bath Master Bath Master Bedroom Master Bedroom 2 HZ r 6 JU UO ° 11.1 H W u ° W Z= ZI- W Lu 2p U O - O I-- WW H0 WZ U= O F- Z Low E Low E Low E Low E Low E 0 h..l CSMT DBL -SLDR 0 1 Skylight Skylight 0 p Total 16.00 °000 R 1 37. 24, N r 1-4 r-i T-4 r-4 Total W AS di O 4 4.00 H 14.90 6.00 37.50 24.00 E 0 0 g 0 Master Bath Wall( in Closet 29E, 0 N 76E 609 Master Bedroom Bath -2 Bedroom-2 Foyer Remarks Low E Low E Low E Low E Function Skylight Skylight Skylight Skylight Total 16.00 °000 c) O O Quantity N cr) r-1 r—+ Total W O O 00 di O 4 4.00 cu N ...I C/) 4020 2020 N o N 2020 E 0 0 g Foyer Master Bath Wall( in Closet N r-1 LA ZQQ '~ • W JU O 0 co • tu J= CO I W 0 LLQ • � 2d FW Z= W • O U� O — CI 1-- WW 1--F � Z U N — 0 Z (f) O O e (N Floor Level Lower Floor O O O w 0 A 0 O v 0\ Fa 0 00 Floor Level 0 3 0 w .§ O 0 3 H c 0 z LC) Q) req X va N V r� N v w O al a • 4-+ (1) a) g o w tcti -g u zw a Q) ro .50 in • N Q 3 mss O Tj O a w - N 2 cn z c< j4) w z A Fax: 253 - 852 -3427 Ch m 0 N 0 czL Q) N H `1— W cc 2 -U O 0 W� w0 2 =I- LL 1— w z= H ZI- w • w oI ww • U -O uiz = o1— z Zipper Zeman Associates, Inc. Geotechnical and Environmental Consulting Jordans Western Woodcraft, Inc. 18836 - 102nd Avenue Southeast Renton, Washington 98168 Attention: Mr. Daryl Jordan REVIEWED FOR J -630 CODE COMPLIANCE April 19, 2000 APPROVED JUL 2 9 2004 City Of Tukwila BUILDING DIVISION Subject: Subsurface Exploration and Geotechnical Engineering Evaluation Slade Way Residential Development Tukwila, Washington FILE COPY Dear Mr. Jordan: r1y TI�KWI 4 MAY 1 4 2004 PERMIT CENTER Zipper Zeman Associates, Inc. (ZZA) is pleased to present herein a copy of the -above - referenced report. This report presents the results of our subsurface exploration and geologic reconnaissance study relative to foundation and construction considerations, as well as the City of Tukwila Sensitive Area designations for the project site. The purpose of the evaluation was to establish general surface and subsurface conditions at the site from which conclusions and recommendations regarding foundation design and construction considerations could be formulated, and to address sensitive area designations as defined by the City of Tukwila. The scope of our work consisted of field explorations, visual reconnaissance, geotechnical engineering analysis, and preparation of this report. Site grading plans were not available at the time that this report was prepared. For purposes of preparing this report, we have assumed that changes in existing site grades will be less than four feet. In the event of any changes in the nature, design, or location of the proposed structures, the conclusions and recommendations presented in this report should be reviewed and modified, if necessary, to reflect the changes. We recommend that ZZA be allowed the opportunity to review the plans and specifications for the project once they become available to determine that the recommendations presented herein have been properly interpreted with respect to this project. SITE AND PROJECT DESCRIPTION The project site is located on the south side of Slade Way, approximately t'A mile south of the intersection of South 160th Street and Slade Way in Tukwila, Washington. The site is currently undeveloped. The site is bordered to the north by Slade Way and to the south, east, and west by existing single - family residential developments. Site topography typically slopes gently downward to the east - northeast, with a steep northeast - facing slope adjacent to Slade Way. The gently sloping east - northeast facing slope encompasses the majority of the site and has slope 144 Railroad Avenue, Suite 211 Edmonds, Washington 93020 (425) 771 - 3304 (os Slade Way Residential Development Tukwila, Washington 3 -630 April 19, 2000 Page inclinations from 5 to 20 degrees. The steeper northeast trending slope that fronts Slade Way has a horizontal extent on the order of 25 to 30 feet, a slope height of about 10 feet near the sites northeast corner to 20 feet near the sites northwest comer, and an average inclination of 35 degrees. At the time of our site visit on January 14, 2000, we did not observe any surficial ponded water. Based on conversations with Jordans Western Woodcraft Inc., we understand that only Lots 1 and 2 (see Figure 1) will be developed for residential construction. Therefore, this report provides geotechnical recommendations only for Lots 1 and 2, and the access road to these lots from Slade Way. The geotechnical recommendations presented in this report are not applicable to residential construction on Lot 3 (see Figure 1). We understand that the new residential structures on Lots 1 and 2 may incorporate full height daylight basements. Finished floor elevations and grading plans were not available at the time of our evaluation. We anticipate that this project will require cuts to establish the access road from Slade Way and building pad grades. We also understand that the project may include a rockery -faced cut up to 4 feet deep along the west side of Lot 1. The proposed locations of the houses on site, as well as the approximate locations of the explorations accomplished for this study, are shown on the Site and Exploration Plan, Figure 1. GEOTECHNICAL EXPLORATION AND SUBSURFACE CONDITIONS The subsurface exploration program conducted for this study consisted of completing five test pit explorations across the site. Test pits TP -1 and TP4 were advanced near the top of the steep north - facing slope which fronts Slade Way. The remaining three test pits were advanced within the gently sloping east - northeast facing slope, which comprises the remainder of the site. Locating the test pit explorations was based upon the Site and Exploration Plan, Figure 1, and measuring from existing site features. The test pit explorations were completed to depths ranging from 8 to 13 feet below the existing ground surface. An engineering geologist from our firm monitored the test pit explorations and logged the soil conditions observed therein. Dynamic Cone Penetrometer tests were completed in general accordance with ASTM Special Publication No. 399 to assess relative soil density and consistency. The soil conditions revealed by the test pit explorations were relatively consistent with respect to soil type and density. In general, test pits TP -1 through TP -5 encountered approximately 6 inches of forest duff and silty sand topsoil containing a trace to some roots, fine organic material, and gravel. Below the topsoil, the explorations encountered interbedded sand with variable silt and gravel content, sandy silt, and clayey silt interpreted to represent recessional glacial outwash deposits to the total depth explored at 13 feet. In test pits TP -2 through TP -5, the recessional outwash deposits exhibited moderate weathering to a depth of 1.5 to 3.5 feet and were in a very loose to medium dense condition. The weathered zone in test pit TP -1 extended to a depth of 5 feet below existing grade and was in a loose to medium dense 19231 — 36ty Avenue W., Suite B201 Zipper Zeman Associates. Inc. Lynnwood, Washington 98036 (425) 771-3304 Slade Way Residential Development Tukwila, Washington J -630 April 19, 2000 Page 3 condition to 3 feet and a medium stiff condition from 3 to 5 feet below existing grade. Below the weathered zone, the recessional glacial outwash deposits were encountered in a medium dense to dense condition. z Perched groundwater seepage was encountered at multiple levels between 1 and 11 feet 're below existing grade in all five of the test pits at the time of exploration. Perched groundwater 6 develops where infiltration of surface water is impeded by low permeability silty soils. The v p interbedded nature and variable fines content of the on -site recessional glacial outwash deposits co are conducive to the development of perched groundwater conditions. Perched groundwater J I conditions can saturate near surface soils rendering them difficult to work with during wet 2 u.. periods. Site soil moisture conditions and the presence of perch groundwater will depend upon 2 season, precipitation, site utilization, and other on- and off -site factors. gQ Soil descriptions presented in this report are based on the subsurface conditions i d ILI encountered at the specific test pit locations across the site. Variations in subsurface conditions may exist between the exploration locations. The nature and extent of variations between the p explorations may not become evident until construction. If variations then appear, it may be w w uj necessary to reevaluate the recommendations presented in this report. U o CONCLUSIONS AND RECOMMENDATIONS o F- ww 0 We anticipate that the proposed development of Lots 1 and 2 will utilize wood frame construction above reinforced concrete, cast -in- place, foundations and concrete slab -on -grade z floors. We understand that the residential structures may incorporate full height daylight v basements. y 0 Sensitive Area Considerations The firm of Shannon & Wilson completed a geotechnical review of the subject site on behalf of the City of Tukwila in 1995. The results of this review are presented in a letter from Shannon & Wilson to the City of Tukwila dated June 26, 1995 regarding "Geotechnical review of proposed single- family residence development, 5305 Slade Way, Tukwila, Washington ". The property located at 5305 Slade Way essentially corresponds directly to Lots 1 and 2 of the proposed Slade Way residential development which is the subject of this geotechnical report. We understand that the firm of Shannon & Wilson has extensive experience with the stability of the slopes in the site vicinity. Shannon & Wilson has apparently studied the stability of the slopes in this area in great detail and has been involved with a number of projects in the area. The June 26, 1995 Shannon & Wilson letter provides that following observations "...no evidence of landsliding or landslide deposits was observed on the Martin property or on the slope between the property and Slade Way during our reconnaissance. However, the north shoulder of Zipper Zeman Associates. Inc. 19231 — 36ty Avenue NV., Suite B201 Lynnwood, Washington 98036 (425) 771 -3304 z Slade Way Residential Development Tukwila, Washington J -630 April 19, 2000 Page 4 Slade Way directly below the property has experienced repeated minor slippage in recent years. and has required pavement repair by the City on multiple occasions. Based on our review, the Martin property does not appear to fit well within the definitions of the various classes of areas of potential geologic stability, as defined by the Tukwila Municipal Code. The slope leading from Slade Way to the property is probably a Class 3 area because of the moderately steep slope. Regardless of the classification of these areas, however, it should be recognized that the Martin property is located in the immediate vicinity of areas where significant landsliding has occurred." The Shannon & Wilson letter continues "To the east and directly downslope from the Martin property, the moderately steep slope appears to be considerably more stable than the area north of Slade Way, and does not appear to have been involved in major landsliding. Nevertheless, geotechnical investigations in the mid- 1980's specified fairly rigorous design recommendations for the Silverview Development, particularly with respect to excavation and permanent dewatering requirements to enhance the slope stability of the area." The following conclusion is presented in the Shannon & Wilson letter "The Martin property does not appear to be within an area that has been directly affected by landsliding. The deep- seated landsliding and subsequent shallow landslides that have occurred to the north of Slade Way appear to have terminated a short distance to the north of this property. It appears to be more likely that the geologic conditions that control the slope stability of the Martin property are similar to the geologic conditions directly downslope to the east of the site in the Silverview Development." Observations were made regarding the surface conditions at the site during the current geotechnical investigation. In addition, five test pits were completed to explore shallow subsurface conditions. Based on the results of this effort, it is our opinion that the site conditions which we observed are consistent with those described in the Shannon & Wilson letter dated June 26, 1995. Further, it is our opinion that the evaluation of site stability presented in the referenced Shannon & Wilson letter appears to be appropriate and consistent with the site specific conditions observed in this study. Site Preparation We anticipate that this project will require cuts to establish the access road from Slade Way and building pad grades. We also understand that the project may include a rockery faced cut up to 4 feet deep along the west side of Lot 1. Site preparation should include the removal of all vegetation, root mass, organic soils, existing structures, undocumented fill material (if any), and any deleterious debris from building and paving areas, or those locations where "structural fill" is to be placed. Preparation for site grading and construction should begin with procedures intended to drain any ponded water and control surface water runoff. It will not be possible to successfully utilize on -site soils as "structural fill" if accumulated water is not drained prior to grading, or if drainage is not controlled during construction. Attempting to grade the site without 19231 — 36ty Avenue W., Suite B201 Zipper Zeman Associates. Inc. Lynnwood, Washington 98036 (425) 771.3304 :, A.,,..11 rrN Slade Way Residential Development Tukwila, Washington J -630 April 19, 2000 Pace 5 adequate drainage control measures will reduce the amount of on -site soil effectively available for use, increase the amount of select import fill materials required, and ultimately increase the cost of the earthwork and foundation construction phases of the project. Following clearing and grubbing, organic -rich silty sand and sandy silt topsoil will need to be stripped in the building and pavement areas, as well as those areas to receive structural fill. Topsoil thickness is anticipated to be on the order of 6 inches in these areas. Localized areas of deeper organics, such as root systems, may be encountered within the project site and should likewise be removed. Any excavations that extend below finish grades should be backfilled with structural fill as outlined subsequently in this report. In our opinion, the topsoil is not suitable for reuse as structural fill and should therefore be exported from the site or used for landscaping purposes. After stripping of the topsoil is completed, the exposed soils will generally consist of silty sand with varying amounts of gravel. After stripping, and prior to placement of structural fill, we recommend that foundation, floor subgrade, sidewalk, pavement, and areas to receive structural fill be proofrolled and compacted to a firm and unyielding condition in order to achieve a minimum compaction level of 95 percent of the modified Proctor maximum dry density as determined by the ASTM: D -1557 test procedure. Due to the silty nature of the near - surface soils, proofrolling and adequate compaction can only be achieved when the soils are within approximately ± 3 percent of the optimum moisture content. Soils which appear firm after stripping may be proof - rolled with a heavy compactor, loaded double -axle dump truck, or other heavy equipment. Areas where loose surface soils exist due to grubbing and stripping operations should be considered fill to the depth of the disturbance and treated as subsequently recommended for structural fill placement. The need for or advisability of proofrolling due to soil moisture conditions should determined at the time of construction. We recommend that a representative of our firm observe the soil conditions prior to and during proofrolling to evaluate the suitability of stripped subgrades prior to fill placement. Earthwork may be difficult or impossible during periods of elevated soil moisture and wet weather due to the moisture sensitive nature of the fined grained soils. Excavated site soils may not be reusable as structural fill depending on the moisture content and weather conditions at the time of construction. If soils are stockpiled for future reuse and wet weather is anticipated, the stockpile should be protected with plastic sheeting that is securely anchored. If on -site soils become unusable, it may become necessary to import clean, granular soils to complete wet weather site work. Subgrade soils that become disturbed due to elevated moisture conditions should be overexcavated to reveal firm, non - yielding, non - organic soils and backfilled with compacted structural fill. We recommend that the earthwork portion of this project be completed during extended periods of dry weather if possible. If earthwork is completed during the wet season (typically November through May) it may be necessary to take extra precautionary measures to protect subgrade soils. Wet season earthwork may require additional mitigative measures beyond that which would be expected during the drier summer and fall months. This could Zipper Zeman Associates. Inc. 19231 — 36ty Avenue W,, Suite B201 Lynnwood, Washington 98036 e hl YI ,+ys!tf,�1y v— (425) 771 -3304 Slade Way Residential Development Tukwila, Washington J -630 April 19, 2000 Page 6 include diversion of surface runoff around exposed soils, draining of ponded water on the site, and collection and rerouting of groundwater seepage from upgradient on- and off -site sources. Once subgrades are established, it may be necessary to protect the exposed subgrade soils from construction traffic. Placing 2 to 4 inch quarry spalls, crushed recycled concrete, or clean pit -run sand and gravel over these areas would further protect the soils from construction traffic. Materials considered suitable for subgrade protection are described in the following sections of the 1998 WSDOT /APWA Standard Specifications for Road, Bridge, and Municipal Construction: 9- 03.9(1) Ballast* 9- 03.9(3) Base Course* 9 -03.11 Recycled Portland Cement Rubble* 9 -03.18 Foundation Materials Class C* * These material specifications should be modified so that the percent passing the U.S. No. 200 sieve is less than 5 percent based upon the fraction passing the U.S. No. 4 sieve. Structural Fill All fill material placed in building, pavement, and non - landscaped areas should be placed in accordance with the recommendations herein for structural fill. Prior to placement, the surfaces to receive structural fill should be prepared as previously described. All structural fill should be free of organic material, debris, or other deleterious material. Individual particle size should be less than 6 inches in maximum dimension. Structural fill should be placed in lifts no greater than 8 inches in loose thickness and each lift should be compacted to at least 95 percent of the modified Proctor maximum dry density as determined by the ASTM:D -1557 test procedure. We recommend that a geotechnical engineer, or his representative, be present during grading so that an adequate number of density tests may be conducted as structural fill placement occurs. In this way, the adequacy of the earthwork may be evaluated as it proceeds. In the case of roadway and utility trench filling and wall backfilling in municipal rights -of -way, the backfill should be placed and compacted in accordance with current local codes and standards. Permanent fill slopes should be constructed no steeper than 2H:1 V. If the slopes are exposed to prolonged rainfall before vegetation becomes established, the surficial soils will be prone to erosion and possible shallow sloughing. Surficial repairs, such as armoring affected areas with quarry spalls, may be necessary until vegetation is established. Where the existing around surface slopes more than 5H:1V beneath proposed fills, the fill should be keyed and benched in suitable native soils per the minimum requirements of UBC. Volume 1, Section 33.3.2. Preparation of Ground. We recommend that all benches be at least 8 feet wide. 19231 — 36ty Avenue W., Suite B201 Zipper Zeman Associates. Inc. Lynnwood, Washington 93036 (425) 771-3304 Slade Way Residential Development Tukwila, Washington J -630 April 19, 2000 Pave 7 The suitability of soils for structural fill use depends primarily on the gradation and moisture content of the soil when it is placed. As the amount of fines (that soil fraction passing the U.S. No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult, or impossible, to achieve. Generally, soils containing more than about 5 percent fines by weight (based on that soil fraction passing the % -inch sieve) cannot be compacted to a firm, non - yielding condition when the moisture content is more than a few percent from optimum. The optimum moisture content is that which yields the greatest soil density under a given compactive effort. At the time of the subsurface evaluation, the site soils disclosed by the explorations appeared to have moisture contents above their optimum moisture content relative to their possible use as structural fill. However, soil moisture conditions should be expected to change throughout the year. Most of the site soils contain a significant fine- grained fraction. Consequently, use of the on -site soil as structural fill will require that strict control of the moisture content be maintained during the grading process. Selective drying of over - optimum moisture soils may be achieved by scarifying or windrowing surficial materials during dry weather. Soils which are dry of optimum may be moistened through the application of water and thorough blending to facilitate a uniform moisture distribution in the soil prior to compaction. In the event that inclement weather or wet site conditions prevent the use of on -site soil or non - select material as structural fill, we recommend that a "clean", free - draining pit -run sand and gravel be used. Such materials should generally contain less than 5 percent fines. based on that soil fraction passing the % -inch sieve, and not contain discrete particles greater than 6 inches in diameter. It should be noted that the placement of structural fill is, in many cases, weather - dependent. Delays due to inclement weather are common, even when using select granular fill. We recommend that site grading and subsurface utility work be scheduled for the drier months, if at all possible. Temporary and Permanent Cut Slopes Temporary slope stability is a function of many factors, including the following: 1. The presence and abundance of groundwater; 2. The type and density of the various soil strata; 3. The depth of cut; 4. Surcharge loadings adjacent to the excavation; 5. The length of time the excavation remains open. It is exceedingly difficult under the variable circumstances to pre - establish a safe and "maintenance -free" temporary cut slope angle. Therefore, it should be the responsibility of the contractor to maintain safe slope configurations since the contractor is continuously at the job site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface materials and groundwater conditions encountered. It may be necessary to drape temporary slopes with plastic or to otherwise protect the slopes from the elements and minimize sloughing Zipper Zeman Associates. Inc. 19231 — 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 gangelenSEMES .' 2£ .".Ali ::sextant• a:nraismas=2 ..."_`a.4.- - ,r.,e»,.•. w.-. r, (425) 771-3304 Slade Way Residential Development Tukwila, Washington J-630 April 19, 2000 Page 8 and erosion, We do not recommend vertical slopes or cuts deeper than 4 feet if worker access is necessary. The cuts should be adequately sloped or supported to prevent injury to personnel from local sloughing and spalling. The excavation should conform to applicable Federal, State, and local regulations. According to Chapter 296-155, Part N, Excavation Trenching and Shoring, of the Washington Administrative Code (WAC), it is our opinion that the soils encountered on site would be classified as Type C soils due to the moderate amount of perched water seepage observed at multiple levels within the explorations. According to the Code, excavations less than 20 feet deep in Type C soils may be cut at a maximum temporary slope angle of 33.E degrees (1- 1/2 H:1V). We recommend that temporary cuts exposed to inclement weather be covered with sheet plastic to reduce the risk of erosion and destabilization. We recommend that permanent slopes be designed at a 2H:1V inclination or flatter. It : as been our experience that permanent slopes steeper than 2H: 1 V will tend to ravel and slough to a flatter inclination over time. In addition, with the steeper slopes, topsoil erodes readily, and it is more difficult and takes longer to establish vegetation for slope protection. Shallow Foundations All footings should be founded within the medium dense to dense on -site soils, or within compacted structural fill which is placed above a stripped and properly prepared subgrade. Medium dense to dense on -site soils were encountered at depths ranging from 1.5 to 5 feet below existing site grades with an average depth to bearing soils around 3 feet. Footings should not be founded on or within loose or disturbed native or fill soil, topsoil, or existing undocumented fill material if it is disclosed during site grading, unless it has been evaluated by the geotechnical engineer. Continuous or column footings may be designed for a maximum allowable bearing pressure of 1,500 psf. Foundation members founded within structural fill compacted to 95 percent relative density (ASTM:D -1557) may also utilize a maximum allowable bearing pressure of 1,500 psf. A one -third increase of these bearing pressures may be used for short -term wind or seismic loading. For building and retaining wall foundations, we recommend using an allowable base friction value of 0.30 and a maximum allowable passive resistance of 200�pcf for those foundations embedded at least 18 inches below finish grades. Exterior footings should extend at least 18 inches below adjacent grade for frost protection, while interior footings should extend at least 12 inches below adjacent grade. We also recommend that all foundations be set back at least 5 feet horizontally from the face of any slope. This distance should be measured from the side of the footing horizontally to the slope face. We recommend that all continuous and isolated footings be at least 15 and 18 inches in width, respectively. We estimate that the total settlement of foundation members founded within the medium dense and dense silty sand soils may approach 1 inch. Differential settlement of foundations founded within the same soil type could approach 1/2 inch. Settlements would occur elastically as the loads are applied. If possible, we recommend that the foundation elements be placed Nvithin the same soil type to minimize the magnitude of possible differential settlement. It should be 19231 — 36ty Avenue W., Suite B201 Zipper Zeman Associates. Inc. Lynnwood, Washington 98036 (425) 771-3304 i Slade Way Residential Development Tukwila, Washington J -630 April 19, 2000 Page 9 noted that differential settlement could approach the total settlement values if adjacent footings are founded on different bearing strata. At the time this report was written, final design information regarding foundation or floor grades was not available. Consequently, we cannot comment conclusively regarding the anticipated bearing conditions of foundations at specific locations. Foundation settlement is oftentimes a function of the condition of the footing excavation subgrade. Footing excavations should be free of loose or soft soil, slough, debris, or water prior to pouring footing concrete. The high sensitivity of the silty site soils to disturbance may require that the footing excavations be covered with a lift of crushed rock or a lean concrete "mud mat" to minimize disturbance of the bearing surface during construction in wet weather. Under no circumstances should footings be cast atop loose or soft soil, slough, debris, or surfaces bearing standing water. We recommend that a qualified geotechnical engineer, or his representative, from our firm observe the condition of the footing subgrades prior to pouring concrete, or a lean concrete mud mat, in order to verify that the bearing soils are undisturbed and that conditions are consistent with the recommendations contained within this report. We recommend that the structures be protected by a perimeter footing drain. The drain should consist of a minimum 4 -inch diameter perforated pipe embedded in at least a 24 -inch wide zone of clean, free - draining granular material, such as pea gravel. Footing drains should be directed toward appropriate storm water drainage facilities and not onto the slope to the north. Roof drains should not be connected to the footing drains. Slab -On -Grade Floors Slab -on -grade floor subgrades should be prepared in accordance with the previous site preparation recommendations. The slab -on -grade should be founded on prerolled or compacted native ground or structural fill. The upper 1 -foot of native soils, and all structural fill, should be compacted to a minimum of 95 percent of the modified proctor maximum dry (ASTM:D - 1557). We recommend that the slab be underlain by a minimum 4 -inch thickness of washed rock, pea gravel, or crushed rock containing less than 3 percent fines passing the U.S. No. 200 sieve, based on the portion passing the' /4 -inch sieve, with at least 30 percent retained on the U.S. No. 4 sieve. This granular fill is intended to serve as a capillary break and working surface. An impervious moisture barrier should also be placed between the capillary break and floor slab. Depending on the elevation of the floor slabs, it may be necessary to install an underslab drainage system below on -grade floor slabs. We recommend that the underslab drainage system consist of at least 12 inches of structural fill consisting of free - draining (less than 3 percent fines) coarse sand and gravel. To discharge water which tends to collect in the zone of structural fill, we recommend that a system of 4 -inch diameter perforated drainage pipe be installed in trenches which extend below the zone of free - draining structural fill. These trenches should be at least 12 inches deep and backfilled with the free - draining coarse sand and gravel. The perforated drain pipe should have a maximum center to center spacing of 25 feet and should be sloped to drain to a suitable discharge. Cleanouts should be provided for the perforated drain pipe. We Zipper Zeman Associates. Inc. 19231 — 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 (425) 771-3304 Slade Way Residential Development Tukwila, Washington J -630 April 19, 2000 Page 10 recommend that the requirement for an underslab drainage system be further evaluated by our firm once additional information is available regarding the floor slab elevations. In floor slab areas where moisture sensitive floor coverings are planned, an impermeable membrane (e.g. polyethylene sheet) should be placed over the underslab drainage system to reduce the migration of moisture vapor through the concrete slab. The impermeable membrane should be protected by two inches of fine, moist sand placed both above and below the membrane. The sand cover should provide protection for the membrane and should promote uniform curing of the slab concrete. The sand cover should be moistened and tamped prior to slab placement. Backfilled Walls All backfill placed behind walls or around foundation elements should be placed in accordance with our recommendations for structural fill. The following recommended earth pressures, presented as equivalent fluid weights, are based on the assumption of a uniform level backfill with no buildup of hydrostatic pressure behind the wall. To minimize lateral earth pressures and prevent the buildup of hydrostatic pressures, the backfill within 24 inches of the wall should contain less than 5 percent fines, based on that portion passing the 3/4 -inch sieve, coupled with a perforated pipe drain placed at the base of the wall backfill, similar in configuration to that described for the perimeter footings. The upper 1 -foot of the wall backfill should consist of a low permeability silty soil and be sloped away from the wall in order to reduce the potential for surface water infiltration behind the wall. If the backfilled walls are structurally restrained from lateral movement at the top, we recommend that they be designed for an "at- rest" equivalent fluid weight of 55 pounds per cubic foot (pcf). If the tops of the walls are free to move laterally in an amount equal to at least 0.1 percent of the wall height during placement of backfill soils, they may be designed for an "active" equivalent fluid weight of 35 pcf. Surcharges due to sloping ground, adjacent footings, vehicles, construction equipment, etc., must be added to these values. The above equivalent fluid pressures assume that the backfill is compacted to approximately 90 percent of the modified Proctor maximum dry density. Additional compaction adjacent to the wall will increase the earth pressure, while a lesser degree of compaction could permit post construction settlements. Utility trenches constructed for this project may act as French drains by intercepting perched groundwater seepage. Some of these utility trenches may lead to the proposed houses and subject them to additional moisture. Therefore, it is highly recommended that the backfill within 24 inches of the wall should contain less than 5 percent fines, based on the portion passing the 1/4-inch sieve as recommended herein. Additionally, footing drains should be constructed at elevations below all wall penetrations and preferably at footing elevations. Drainage Zipper Zeman Associates. Inc. 19231 — 36ty Avenue W., Suite B201 Lynnwood, Washington 98036 (425) 771-3304 PSr,3:?l ".i!:t`,dt \intW,^ ntLb,('��,i•)�:::'ry'.�hl.:�r r �. v (100) TP -4 (120) LOT 3 LEGEND • 'r TP -1 Test pit number and approximate location. (80) Site specific ground surface elevation in feet. A ZZA site specific benchmark arbitrarily set at elevation 100 feet on Slade Way finished grade elevation. TP -1 (113) TP -3 (129) LOT 1 TP 2 (123) r-- LOT 2 Site and Exploration Plan taken from Site Plan prepared by Artistic Drafting Design, dated 6/18/99. �L ±4..)''.. i, ::i'';::1 ......• ..r W x:: Lc'.....�., i..auww.w....... �. 40 20 0 40 SCALE IN FEET ZIPPER ZEMAN ASSOCIATES ENC. GEOTECHNICAL AND ENVIRONMENTAL CONSULTING PROJECT NO. J -630 DATE: MAY 2000 DRAWN BY: JPG SCALE: 1" ..40' SLADE WAY RESIDENTIAL DEVELOPMENT TUKWILA, WASHINGTON SITE AND EXPLORATION PLAN FIGURE 1 ZIPPER ZEMAN ASSOCIATES, INC. 19231 367" Ave. W. Suite B20I, Lynnwood, Washington 98036 Test Pit TP-2 Project: Slade Way Residential Development Project No: J -630 Date Excavated 1;14'2000 Location: See Site And Exploration Plan, Figure 1. Site Specific Elevation: 123 Feet. Depth (ft) Material Description Sample Nc %M Testing Very loose, wet. dark brown, silty SAND with some fine • organic material and trace Fine roots. (Topsoil) Loose to medium dense, wet grading to saturated at 1.2 feet, .. orange brown, silty fine to medium SAND. •.. (Recessional Glacial Outwash) Medium dense to dense, wet to saturated, gray brown, gravelly SAND with some silt and trace cobbles to silty, gravelly SAND with trace to some cobbles. (Recessional Glacial Outwash) 2 4 25 6 1 8 10 12 Testpit terminated at 12 feet on 1/14/2000. Slight perched groundwater seepage observed at 1.2, 5, 7, and 11 feet below existing ground surface at time of excavation. Slight caving observed at saturated zones. Note: Ne= Dynamic Cone Penetration Test blow count per ASTM Special Technical Publication No. 399 • 14 16 18 ZIPPER ZEMAN ASSOCIATES, INC. 19231 36174 Ave. W. Suite B201. Lynnwood, Washington 98036 Test Pit TP -3 Project: Slade Way Residential Development Project No: J -630 Date Excavated 1114/2000 Location: See Site And Exploration Plan, Figure I. Site Specific Elevation: 129 Feet, Depth (ft) Material Description Sample tic %M Testing Very loose, wet, dark brown, silty SAND with some fine organic material. (Topsoil) Very loose to loose, wet _grading to saturated at 3 feet, orange brown, fine to medium SAND with trace to some silt. (Recessional Glacial Outwash) Medium dense grading to dense, moist to saturated, gray brown. silty SAND with some gavel and trace cobbles. (Recessional Glacial Outwash) 6 6 8 Test pit terminated at 8 feet on 1/1,112000. Slight perched groundwater seepage observed at 3 and 6 feet below existing ground surface at time of excavation. Note: Nc= Dynamic Cone Penetration Test blow count per ASTM Special Technical Publication No. 399 10 12 14 16 18 1 J ZIPPER ZEMAN ASSOCIATES, INC. 19231 36n' Ave. W. Suite 13201, Lynnwood, Washington 98036 Test Pit TP-5 Project: Slade Way Residential Development Project No: J-630 Date Excavated: 1114;2000 Location: See Site And Exploration Plan, Figure 1. Site Specific Elevation: 120 Feet. Depth (ft) Material Description Sample Nc °,AM Testing Very loose to loose, vet, brown, silty SAND with some tine organic material. (Topsoil) Loose to medium dense, moist to saturated, mottled gray brown, silty SAND with some gravel and trace cobbles. Moderate iron oxide staining. .• (Recessional Glacial Outwash) Medium dense to dense, moist to saturated, gray brown, silty SAND with some gravel and trace cobbles. (Recessional Glacial Outwash) '- 6 8 10 Medium dense, moist to wet, light gray, thinly bedded, silty fine SAND. (Recessional Glacial Outwash) 12 Test pit terminated at 12 feet on 1/14/2000. Slight perched groundwater seepage observed at 2. 4, and 7 feet below existing ground surface at time of excavation. Note; Nc= Dynamic Cone Penetration Test blow count per ASTM Special Technical Publication No. 399 • 14 16 18 1 Structural Design Associates North Star Building 2210 Hewitt Ave., Suite 401 Everett, WA 98201 Phone: (425) 339 -0293 Fax: (425) 252 -0916 e -mail: sda @surfbest.net FILE COPY Pe!rrng. "m on iSSions. STRUCTURAL CALCULATION, "" 11. , 172 REVISED CALCS FOR LATERAL ONL''Y ' "ot SDA Job #2019 01111'0 ). REVIEWED COMPL NCE ploppOVEO JUL 2-9 2004 — EXPIRES 1/3/C36 NGUYEN RESIDENCE TUKWILA, WA REVISED ON 4/7/2004 City Of Tu wila BUILDING DIVISION r,ry1F T i I Il MAY 4 2004 PEkMM/rcENrER b(>11414 •.re�^..�rr, <.� . any .rye.2.% � *-,,.r"D'E'.'k+!"gYt�i4S'S'..' ..a4 f i, • . • w re UO N 0 w= J H w 0 uQ wd • =▪ W Z �. • 1- O Z I— O co O — O H-. W w H H o wz w O Z NGUYEN UPPER LEFT SHEARWALL V(tot)= L(tot) 10.5 ft v = 792 PLF UBC 23- 11 -1 -1 ► OVERTURNING P2 1 792 ► PLF 16637 Ib BI Pi 4 ■ 3.25 T C1 Wind gov. Seismic gov. April 7, 2004 ' 1SDA Job# 2019 1 R -1 1 enter 1 for upper floor or 0 for main floor 1 enter 1 for right -left, or 0 for front -rear walls 1 0.6667 enter 1 for gov. 0 0.85 enter 0 for not gov. 0.82 x 1020 = 836 PLF -► USE Height of shear wall = Length of shear wall = P2 = T =C =[ Total = UPPER RIGHT SHEARWALL V(tot)= L(tot) v= 16637 Ib ft 15.25 545 PLF UBC 23- 11 -1 -1 ► OVERTURNING P2 545 PLF it 8 T f3.75 Irc • Pi 8 3.25 ft ft [(3 x 3 )]x15 + [( 8 x 3.25 )]10 = 270.8 Ib (4 / 3 ) x [( 270.8 )] = 333.3 Ib 792 x 8 ] -[ 271 *.5 ] - [ 333.3 ] upper + lower Wind gov. Seismic gov. 0.82 x 0 + 5869 = 5869 Ib USE SIMPSON DESIGN HOLDOWNS 1 enter 1 for upper floor or 0 for main floor enter 1 for right -left, or 0 for front -rear walls 0.6667 enter 1 for gov. 0.85 enter 0 for not gov. 1 1 0 870 = Height of shear wall = Length of shear wall = P1 = P2 = 713 PLF -► USE 8 3.75 ft ft [(3 x 4 )]x15 + [( 8 x 3.75 )]10 = 312.5 Ib (4 / 4 ) x [( 312.5 )] = 333.3 Ib 0 0.0 subdiaph.Iength total length = 5869 Ib 0 0.0 HD8A subdiaph.length total length T =C = [ 545 x 8 ] - [ 313 * .5 ] - [ 333.3 ] = 3874 1b Total = upper + lower UPPER FRONT SHEARWALL V(tot)= L(tot) 16.25 ft v = 260 PLF UBC 23- 11 -1 -1 -► OVERTURNING P2 1260 PLF 8466 Ib 8 T 12.75 4,c • Pi 1 Wind gov. Seismic gov. 0.82 x 0 + 3874 = 3874 Ib USE SIMPSON DESIGN HOLDOWNS 1 enter 1 for upper floor or 0 for main floor 0 enter 1 for right -left, or 0 for front -rear walls 0.6667 enter 1 for gov. 0.85 enter 0 for not gov. 0 1 430 = Height of shear wall = Length of shear wall = P1 = P2 = T =C = [ 260 x Total = upper + lower = 353 PLF -► USE 8 2.75 ft ft [(3 x 3 )]x15 + [( 8 x 2.75 )]10 = 292.2 Ib ( 4 / 3 ) x [( 292.2 )] = 425 Ib 8 ] - [ 292 *.5 ] - [ 425 ] 0 + 1513 = 1513 Ib USE SIMPSON DESIGN HOLDOWNS 0 0.0 MST60 subdiaph.Iength total length 1513 Ib MST37 Z ~W 6 00 CO J• = t- • L W0 2 gQ to =d 1- W Z= t- 1- 0 Z 2j 0▪ - 0 W W I=- H IL.O IliZ O 1- Z IVGU Y EN UPPER REAR SHEARWALL V(tot)= L(tot) 41.5Jft 8466 Ib Wind gov. Seismic gov. 1 0 0 1 v = 102 PLF UBC 23- 11 -1 -1 -► 0.82 x 280 = OVERTURNING P2 IF 102 , PLF ,I 1 r ► 5 T C1 MAIN LEFT April I, 1004 15UA Job# enter 1 for upper floor or 0 for main floor enter 1 for right -left, or 0 for front -rear walls 0.6667 enter 1 for gov. 0.85 enter 0 for not gov. Height of shear wall = Length of shear wall = P� = P2 = T =C = [ Total = SHEARWALL V(tot)= L(tot) v= 16522 Ib ft 6.5 1271 PLF UBC 23- 11 -1 -1 ► OVERTURNING sI 230 PLF -► USE 8 5 ft [(3 x 5 )]x15 + [( 8 x 5 )]10 = 531.3 Ib ( 4 / 5 ) x [( 531.3 )] = 425 Ib 102 x 8 ] - [ 531 * .5 ] - [ 425 ] upper + lower Wind gov. Seismic gov. 0 + 125.4 = 125.4 Ib NO HOLDOWNS REQUIRED 0 enter 1 for upper floor or 0 for main floor 1 enter 1 for right -left, or 0 for front -rear walls 0.6667 enter 1 for gov. 0.85 enter 0 for not gov. 1 0 2 x 665 = 1330 PLF USE P2 Height of shear wall = Length of shear wall = 1271 , PLF Pi 1 1 T ♦ 3.25 I c MAIN RIGHT 9 3.25 ft ft 2019 1 0 0.0 subdiaph.length total length = 125.4 Ib 0 0.0 OK subdiaph.length total length w/ DF FRAMING Pi = [(3 x 3 )]x15 + [( 9 x 3.25 )]10 = 292.5 Ib P2 = ( 4 / 3 ) x [( 292.5 )] = 360 Ib T =C = [ 1271 x Total = upper + lower = SHEARWALL V(tot)= L(tot) 33159 Ib 13.5 ft Wind gov. Seismic gov. 9] -[ 293 *.5 ] - [ 360] 0 + 10932 = 10932 Ib USE SIMPSON DESIGN HOLDOWNS enter 1 for upper floor or 0 for main floor enter 1 for right -left, or 0 for front -rear walls 0.6667 enter 1 for gov. 0.85 enter 0 for not gov. v = 1228 PLF UBC 23- 11 -1 -1 ► 2 x 665 = 1330 PLF -► USE OVERTURNING 9 • P2 Height of shear wall = Length of shear wall = 1228 PLF P1 = P2 = ( 4 / 3 ) x [( 270 )] _ T =C = [ 1228 x Total = upper + lower 9 3 ft ft [(3 x 3 )]x15 + [( 9 x = 10932 Ib 0 0.0 HD14A w/ 6x POST subdiaph.length total length w/ DF FRAMING 3 )]10 = 270 Ib 360 Ib 9] -[ 270 *.5 ] - [ 360] 01 + 10558 = 10558 Ib USE SIMPSON DESIGN HOLDOWNS = 10558 Ib HD14Aw/ J 6x POST Z z W 6 0O ND JI CO IL. WO 2 ga _a I- ill Z= t- 1- O WI- W ON 0 H. W H0 LI O ..Z = O~ Z NGUYEN MAIN FRONT SHEARWALL V(tot)= 18082 Ib Wind gov. L(tot) 16.25 ft Seismic gov. v = 556 PLF UBC 23- 11 -1 -1 ■ 0.82 x OVERTURNING P2 556 PLF 9 2.75 T c MAIN REAR Pi 4—► 1 April 7, 2004 I SDA Job# 2019 1 R -3 _ enter 1 for upper floor or 0 for main floor enter 1 for right -left, or 0 for front -rear walls 0 subdiaph.length 0.6667 enter 1 for gov. total length 0.85 enter 0 for not gov. 0 1 0 870 = 0.0 Height of shear wall = Length of shear wall = P1= P2 = 713 PLF —O. USE 2.75 ft ft [(3 x 3 )]x15 + [( 9 x 2.75 )]10 = 247.5 Ib (4 / 3 ) x [( 247.5 )] = 360 Ib T =C = [ 556 x Total = upper + lower SHEARWALL V(tot)= L(tot) 1 35 ft v = 258 PLF UBC 23- 11 -1 -1 ► OVERTURNING P2 1 258 PLF 18082 Ib sI T Wind gov. Seismic gov. 9 ] - [ 248 * .5 ] - [ 360 ] = 4524 Ib 1513 + 4524 = 6037 Ib USE SIMPSON DESIGN HOLDOWNS 1 enter 1 for upper floor or 0 for main floor 0 enter 1 for right -left, or 0 for front -rear walls 0.6667 enter 1 for gov. 0.85 enter 0 for not gov. 1 0 0.82 x 430 = 353 PLF Height of shear wall = Length of shear wall = Pi = P2 = 9 3 ft ft [(3 x 3 )]x15 + [( 9 x (4 / 3 ) x [( 270 )] = T =C = [ 258 x Total = upper + lower = LOWER RIGHT SHEARWALL V(tot)= L(tot) v= 36328 Ib ft 21 865 PLF UBC 23- 11 -1 -1 ■ OVERTURNING 9.7E • Wind gov. Seismic gov. USE 3 )]10 = 270 Ib 360 Ib 1 0 0.0 PHD8 -SDS3 subdiaph.length total length 9 ] - [ 270 * .5 ] - [ 360 ] = 1830 1b 125 + 1830 = 1955 Ib USE SIMPSON DESIGN HOLDOWNS 0 enter 1 for upper floor or 0 for main floor 1 enter 1 for right -left, or 0 for front -rear walls 0.6667 enter 1 for gov. 0.85 enter 0 for not gov. 1 0 0.82 x 1329 = 1090 PLF —► USE Height of shear wall = Length of shear wall = 9.75 Pi = [(3 x 5 )]x15 + [( 9.75 x P2 = (4 / 5 ) x [( 475 )] = T =C = [ 865 x Total = upper + lower 5 )]10 = 475 Ib 380 Ib 0 0.0 STHD8RJ subdiaph.length total length 9.75 ] - [ 475 * .5 ] - [ 380 ] = 7816 1b 01 + 7816 = 7816 Ib USE SIMPSON DESIGN HOLDOWNS HD8A W/ 6x POST NGUYEN 1 April ! , 1UU4 SUA Job# LOWER FRONT SHEARWALL V(tot)= L(tot) 31.75 ft 22591 Ib v = 356 PLF UBC 23- 11 -1 -1 ► OVERTURNING P2 • 1 356 PLF 9.7E Pi • 4 • 2.8 T C Wind gov. Seismic gov. 0.82 x 0 0 1 0 2019 1 K-'+ enter 1 for upper floor or 0 for main floor enter 1 for right -left, or 0 for front -rear walls 0.6667 enter 1 for gov. 0.85 enter 0 for not gov. 510 = 418 PLF -► USE Height of shear wall = Length of shear wall = 9.75 2.8 ft [(3 x 3 ))x15 + [( 9.75 x 2.8 )]10 = 266 Ib P2 = (4 / 3 ) x [( 266 )] 380 1b T =C =[ 356 x 9.75 ] -[ 266 *.5 ]- [ 380 ] Total = upper + lower 2543 + 2956 = 5499 Ib 0 0.0 USE SIMPSON DESIGN HOLDOWNS subdiaph.Iength total length = 2956 Ib PHD8 -SDS3 PG0y�,v 12 t// VoH 2ol,9 �.� F ?A- �� v� l7o� (A) /�-L- -' - = gSlct Stet LL 1 \ \ • E- Li .s/ -••' tz. ? F Mire A, 1rcz' A- bet 12_% tirV,(5�' 6S— St-r• Or_ 1,.=.- i. t7t o =- `7D PLl c.JLOL. . Ll C3) '+" IC - 14C., 1) r....k_t, /,p C6. ----- 70 Ll =- . LVA S C..S .. t A7k CIA C_■ 2 Wlm\ aY7 / -Zk73 ft 19,BS, '4 -6s LL p vie' C7 -64 - 1ry /- t2,2Ig -Fi -L C 3. o t31,16,-1 -PA . I,R, s/ -',j 4.1 . Jfs -(.t 91,c SE ED/- 25te12 T. 116 6 2, / _G • - /,ass �l� 1 . � %6 i y .- 2-b, r- Z - S. -7 I �t h - Ac.\,o.15 rct.'G� �b� .(t( 7, 12't (4Vi: c t)A) e-5// uLL P z • 2LLI 6 O 0 UJ J= • u w 0. u. Q to 3 zd I-w zf... wt-- • w O °. o1 wW 1- -. LL0 w = 0 z A' Title : Dsgnr: Description : Scope : Job # Date: 11:23AM. 1'1 APR 04 L Re. 1.4.1 l.ixAt K` '00Vr.0305a67.V? 5(3.0.2.'ap -2.402 Steel Column Base Plate trtIcl ,1- 2,!!1:; EIIER .aLr: En itweiiti i loft's ', 9 1 of �sumeul3 and ?oltihy ='d Iseo.tleslaopiSL'•• r't ..............".- ...r,.._.., - ....i,.., ...,.;,....9't• "''V ...`,..7r*MA'. . r.,.,....11•••••• .x:. T19 , I.•,' . .. ,‘,.1...,,,,,,,77., .•n"ti .. r. ",:' .,l. ,,,,15437:,../.,,,,,.”,:, ., ... , �1 Description Comp R -6A: Typ Baseplate General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Loads Axial Load X -X Axis Moment Plate Dimensions Plate Length Plate Width Plate Thickness Support Pier Size Pier Length Pier Width SU111111a1'y 0.00 k 19.90 k -ft 15.000 in 8.000 in 1.125 in 24.000 in 10.000 in Steel Section Section Length Section Width Flange Thickness Web Thickness Allowable Stresses HSS7x5x1 /4 7.000 in 5.000 In 0.250 in 0.250 in Concrete fc 2,500.0 psi Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Anchor Bolt Data Dist. from Plate Edge 1.500 in Bolt Count per Side 2 Tension Capacity 10.525 k Bolt Area 0.442 in2 Concrete Bearing Stress Bearing Stress OK Actual Bearing Stress 1,172.5 psi Allow per ACI318 -95, A3.1 =0.3' f'c' Sqrt(A2/A1) LDF 1,187.3 psi Allow per AISC J9 1,385.1 psi Plate Bending Stress Thickness OK Actual fb 31,717.7 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 8.931 k Allowable 10.525 k Baseplate OK Partial Bearing : Bolts in Tension 'Company : Structural Design Associates Designer : Steven Cooke Job Number : 2019 Steel Frame Nguyen Residence April 14, 2004 11:26 AM Checked By: Global Steel Code AISC 9th Edition ASD Allowable Stress Increase Factor (ASIF) 1.333 Include Shear Deformation Yes No. of Sections for Member Calcs 4 Redesign Sections Yes P -Delta Analysis Tolerance 0.50% Materials (General) Material Label M2 Sections Young's Modulus (Psi) 2.9e +7 Shear Modulus Poisson's Thermal Coef. Weight Density (Psi) Ratio (per 10 1'5 F) (Lb /ft ^3)._ 1.1154e +7 .3 I .65 1 490 Yield Stress (Psi) 46000 Section Label Database Shane Material Label Area In A2 SA SA I (90,270) 0.180) (90.270 In ^4 I (0,180) In ^4 COLUMN HSS7X5X4 M2 5.225 1.2 1.2 21.285 35.783 BEAM HSS7X5X4 M2 5.225 1.2 1.2 21.285 35.783 Joint Coordinates Joint Label X Coordinate (Ft) Y Coordinate (Ft) Joint Temperature F C1 0 0 0 C2 0 9.5 0 C3 13.75 9.5 0 C4 13.75 0 0 Boundary Conditions Joint Label X Translation (Lb /in) Y Translation (Lb /in) Rotation K- ft /radl C1 Reaction Reaction Reaction C2 15 LIVE2 Reaction C3 -100 9.5 Reaction C4 Reaction Reaction Reaction Member Data Member Label I Joint J Joint Rotate decrees Section Set End Releases I -End J -End AVM AVM End Offsets Inactive Member I -End J -End Code Length In In (Ft) COLUMNI C1 C2 -125 COLUMN 15 LIVE2 Y 0 -100 9.5 BEAM1 C2 C3 -165 BEAM 4.5 15 13.75 COLUMN2 C4 C3 COLUMN 9.5 Distributed Load Patterns Pattern Label Direction Start Magnitude Lb /ft, F End Magnitude (Lb /ft, F) Start Location (Ft or %) End Location (Ft or %) LIVE1 Y -125 -125 4.5 15 LIVE2 Y 0 -100 0 4.5 DEAD1 Y -165 -165 4.5 15 RISA -2D Basic Version 5.1a [C: \Documents and Settings \User \Desktop \SDA Projects\2019 - Nguyen R@rifiko7nent Fra Company : Structural Design Associates Designer : Steven Cooke Job Number : 2019 Steel Frame Nguyen Residence April 14, 2004 11:26 AM Checked By: Distributed Load Patterns (continued) Pattern Label DEAD2 Direction Y Basic Load Case Data Start Magnitude (Lb /ft, F) -90 End Magnitude (Lb /ft, F) -150 1 Start Location (Ft or %) 0 1 End Location (Ft or %) 4.5 BLC No. Basic Load Case Category Description Code Category Description Gravity X Y Load Type Totals Nodal Point Dist 1 DEAD DL Dead Load 6635 3 BEAM1 1 2 3 LIVE LOAD LL Live Load C2 C3 Y 1 2 4 WIND LOAD WL Wind Load -6635 12 1 6 C3 Joint Loads /Enforced Displacements , Category : WL, BLC 4 : WIND LOAD Joint Label [Woad or [Misplacement C2 J L Direction X Magnitude (Lb, Lb -ft, In, rad) 1 8319 J Member Point Loads, Category : DL, BLC 1 : DEAD Member Label I Joint J Joint Direction BEAM1 C2 1 C3 1 Y Magnitude (Lb, Lb -ft) -885 Location (Ft or %) 4.5 Member Point Loads, Category : LL, BLC 3 : LIVE LOAD Member Label I Joint J Joint Direction Magnitude (Lb, Lb -ft) -1475 BEAM1 1 C2 f C3 Y 1 Member Point Loads, Category : WL, BLC 4 : WIND LOAD Location (Ft or %) 4.5 Member Label I Joint J Joint Direction Magnitude (Lb. Lb -ft) Location (Ft or %1 BEAM1 C2 C3 Y 6635 3 BEAM1 C2 C3 Y -6635 5 BEAM1 C2 C3 Y 6635 9.75 BEAM1 C2 C3 Y -6635 12 BEAM1 C2 C3 Y -6635 0 BEAM1 C2 C3 Y 6635 15 Member Distributed Loads, Category : DL, BLC 1 : DEAD Member Label I Joint J Joint Load Pattern Label Pattern Multipli BEAM1 C2 C3 DEAD1 1 BEAM1 C2 C3 DEAD2 1 Member Distributed Loads, Category : LL, BLC 3 : LIVE LOAD Member Label I Joint J Joint Load Pattern Label Pattern Multiplier BEAM1 C2 C3 LIVE1 1 BEAM1 C2 C3 LIVE2 1 RISA -2D Basic Version 5.1a [C: \Documents and Settings \User \Desktop \SDA Projects\2019 - Nguyen Rftlytotiient Fra 'Company : Structural Design Associates Designer : Steven Cooke Job Number : 2019 Steel Frame Nguyen Residence April 14, 2004 11:26 AM Checked By: Load Combinations Description Env WS PD CD BLC Factor BLC Factor BLC Factor BLC Factor 1 I UBC 12 -7 { Y{ I 11 DL 1 3 min - 4177.871 3 - 2763.673 4 - 19844.89 4 C2 max 0.000 1 0.000 1 20966.9 3 6614.962 min 0.000 1 0.000 2 1 UBC12 -8 (b) 1 y 1 max 0.000 1 DL 1 LL 1 SL 1 0.000 1 0.000 1 - 23195.63 4 C4 max 4141.129 4 5714.923 4 19670.36 3 min - 4141.129 3 - 3025.107 UBC 12 -9 (a) 1 Y 4 Reaction Totals : 1 DL 1 WL 1 min -8319 3 2656.125 7 4 UBC 12 -9 (b) 1 y 1 1 1 DL 1 WL -1 . 5 1 UBC 12 -9 (c) y 1 DL 1 EL .715 [ 6 UBC 12 -9 (d) 1 y 1 1 DL 1 EL -.715 7 1 UBC 12 -10 (a) 1 y 1 1 1 DL .9 EL .715 8 UBC 12 -10 (b) 1 y 1 1 DL .9 EL -.715 9 1 UBC 12 -11 (e) ( y1 1 1 DL 1 LL .75 SL .75 WL .75 10 1 UBC 12 -11 (f) 1 y 1 1 1 DL 1 LL .75 SL .75 WL -.75 1 11 UBC 12 -11 (g) y 1 1 1 DL 1 LL .75 SL .75 EL .536 12 UBC 12 -11 (h) y 1 DL 1 LL .75 SL .75 EL -.536 113 1 1 . 1 Envelope Reactions Joint Label X Force (Lb) Y Force Lc (Lb) Moment Lc (Lb -ft) Lc C1 max 4177.871 4 6118.343 9 19844.89 3 3 min - 4177.871 3 - 2763.673 4 - 19844.89 4 C2 max 0.000 1 0.000 1 20966.9 3 6614.962 min 0.000 1 0.000 1 - 12643.36 4 C3 max 0.000 1 0.000 1 16338.67 3 min 0.000 1 0.000 1 - 23195.63 4 C4 max 4141.129 4 5714.923 4 19670.36 3 min - 4141.129 3 - 3025.107 3 - 19670.36 4 Reaction Totals : max 8319 4 5807.5 2 min -8319 3 2656.125 7 Envelope Member Section Forces Member Label Section Axial (Lb) Lc Shear Lc Moment Lc (Lb) ( ) Lb COLUMNI 1 max 6118.343 9 4177.871 3 19844.89 3 min - 2763.673 4 - 4177.871 4 - 19844.89 4 2 max 6118.343 9 4177.871 3 6614.962 3 min - 2763.673 4 - 4177.871 4 - 6614.962 4 RISA -2D Basic Version 5.1a [C: \Documents and Settings \User \Desktop \SDA Projects\2019 - Nguyen REkiptbo9rent Fra i:". rev. w4;>. is .n:1.:'iia;;c;�/�ir:i.ic'�J};u: ,i:.w.'xu.'lai:i�c,� •,.1:�34a: i,a:4Aata. /:ka'ra, .a,4;,,, :2f 'Company : Structural Design Associates Designer : Steven Cooke Job Number : 2019 Steel Frame Nguyen Residence April 14, 2004 11:26 AM Checked By: Envelope Member Section Forces, (continued) Member Label Section BEAM1 COLUMN2 Axial Lc Shear Lc Moment Lc Lb Lb) (Lb 3 max 6118.343 9 4177.871 3 6614.962 4 23292.49 min - 2763.673 4 - 4177.871 4 - 6614.962 3 4 max 6118.343 9 4177.871 3 19844.89 4 1540.229 min - 2763.673 4 - 4177.871 4 - 19844.89 3 1 max 4141.129 3 6118.343 9 9871.35 10 3 min - 4141.129 4 - 2763.673 4 1122.018 3 2 max 4141.129 3 4537.607 3 1197.352 4 - 7764.164 min - 4141.129 4 - 4202.423 4 - 6209.853 9 3 max 4141.129 3 1676.327 4 3449.082 3 - 528.976 min - 4141.129 4 - 2853.643 3 - 5454.303 4 4 max 4141.129 3 3025.107 3 6779.327 2 11586.28 min - 4141.129 4 - 5714.923 4 3085.63 7 1 max 5714.923 4 4141.129 3 19670.36 3 1672.851 min - 3025.107 3 - 4141.129 4 - 19670.36 4 2 max 5714.923 4 4141.129 3 6556.788 3 3 min - 3025.107 3 - 4141.129 4 - 6556.788 4 3 max 5714.923 4 4141.129 3 6556.788 4 - 4048.283 min - 3025.107 3 - 4141.129 4 - 6556.788 3 4 max 5714.923 4 4141.129 3 19670.36 4 - 792.626 min - 3025.107 3 - 4141.129 4 - 19670.36 3 Envelope Member Stresses Member Label Section COLUMN1 1 BEAM1 I COLUMN2 Axial (Psi) Shear Bending top Bending bot Lc (Psi) Lc (Psi) Lc (Psi) Lc 1 max 1171.072 9 1540.229 3 23292.49 4 23292.49 3 min - 528.976 4 - 1540.229 4 - 23292.49 3 - 23292.49 4 2 max 1171.072 9 1540.229 3 7764.164 4 7764.164 3 min - 528.976 4 - 1540.229 4 - 7764.164 3 - 7764.164 4 3 max 1171.072 9 1540.229 3 7764.164 3 7764.164 4 min - 528.976 4 - 1540.229 4 - 7764.164 4 - 7764.164 3 4 max 1171.072 9 1540.229 3 23292.49 3 23292.49 4 min - 528.976 4 - 1540.229 4 - 23292.49 4 - 23292.49 3 1 max 792.626 3 2255.61 9 - 1316.943 3 11586.28 10 min - 792.626 4 - 1018.866 4 - 11586.28 10 1316.943 3 2 max 792.626 3 1672.851 3 7288.676 9 1405.364 4 min - 792.626 4 - 1549.28 4 - 1405.364 4 - 7288.676 9 3 max 792.626 3 618.001 4 6401.866 4 4048.283 3 min - 792.626 4 - 1052.034 3 - 4048.283 3 - 6401.866 4 4 max 792.626 3 1115.247 3- 3621.689 7 7957.083 2 min - 792.626 4 - 2106.884 4 - 7957.083 2 3621.689 7 1 max 1093.856 4 1526.684 3 23087.65 4 23087.65 3 min - 579.016 3 - 1526.684 4 - 23087.65 3 - 23087.65 4 2 max 1093.856 4 1526.684 3 7695.883 4 7695.883 3 min - 579.016 3 - 1526.684 4 - 7695.883 3 - 7695.883 4 3 max 1093.856 4 1526.684 3 7695.883 3 7695.883 4 min - 579.016 3 - 1526.684 4 - 7695.883 4 - 7695.883 3 4 max 1093.856 4 1526.684 3 23087.65 3 23087.65 4 min - 579.016 3 - 1526.684 4 - 23087.65 4 - 23087.65 3 RISA -2D Basic Version 5.1a [C: \Documents and Settings \User \Desktop \SDA Projects\2019 - Nguyen RANOMthOient Fra ' Company : Structural Design Associates Designer : Steven Cooke Job Number : 2019 Steel Frame Nguyen Residence April 14, 2004 11:26 AM Checked By: Envelope Member Deflections Member Label Section x- Translate Lc y- Translate Lc (n) Uy Ratio Lc In (In 1 COLUMN1 1 max 0 1 0 1 NC 27600 30360 H1 -2 min 0 1 0 1 NC 9 2 max 0.001 4 0.134 4 3096.209 4 0.083 min -0.002 9 -0.134 3 3096.209 3 3 max 0.001 4 0.379 4 3096.209 4 min -0.003 9 -0.379 3 3096.209 3 4 max 0.002 4 0.513 4 NC min -0.005 9 -0.513 3 NC I BEAM1 1 max 0.513 3 0.002 4 NC min -0.513 4 -0.005 9 NC 2 max 0.511 3 -0.031 7 5545.188 7 min -0.511 4 -0.072 2 2364.112 2 3 max 0.51 3 -0.006 3 NC min -0.51 4 -0.071 10 2403.984 10 4 max 0.508 3 0.002 3 NC min -0.508 4 -0.004 4 NC COLUMN2 1 max 0 1 0 1 NC min 0 1 0 1 NC 2 max 0.001 3 0.133 4 3123.68 4 min -0.001 4 -0.133 3 3123.68 3 3 max 0.002 3 0.375 4 3123.68 4 min -0.003 4 -0.375 3 3123.68 3 4 max 0.002 3 0.508 4 NC min -0.004 4 -0.508 3 NC Envelope Member RISC ASD 9th Code Checks Member Label Code Chk Loc (Ft) Shear Chk Loc Lc (Ft Lc Fa Psi Ft Psi Fb Psi ASD Eqn. COLUMN1 0.809 0 3 0.084 0 3 21792.19 27600 30360 H1 -2 BEAM1 0.441 0 10 0.123 0 9 17782.38 27600 27600 H2 -1 COLUMN2 0.8 0 4 0.083 0 3 21792.19 27600 30360 H1 -2 RISA -2D Basic Version 5.1a [C: \Documents and Settings \User \Desktop \SDA Projects\2019 - Nguyen FINOltbrinent Fra Cq�(1�--)U! lL lL ti www X z 1 cQ (1) V c O 0 tN d 0 r nl V c:1 N c'N h c�j II l CASE -�� �T C o1 I L urn i?„.... co CT J t J VSO. s :(Y 11>/ i�5L GJ 6 L. 2.S7z1 L.) L= 2 � = 7.6lc_ 2 , C. 1 zJ = /So Q.. `-I r 701 743 4._;,?( k t t) 1 . CA&) 1L V �� Z (,J5 _ c. -k L) — Si t''L ate_ e_ kz_Z CnAA, P Yz 1.141, W. 6 _i 00 LLJ WI U LL Wo 2 g Q S • a I- W Z �. Z O. LU • w O • D- o 1- W• W u o wz 0 o ~ z Title : Dsgnr: Description : Scope : Job # Date: 3:466PM, 26 APR 04 L R..y ciiQlll?Q .Ir.�r.Kw- pnn,5067 1E4 ,.hri. .s1,.2oo2 General Timber Beam 0,983- :X92 EtIERr:ALC Ervaq}eyunu Sctra'ar. Description Comp R -12A: Cantilever Garage Page 1 b.InnnnC,uL +anrt u•IUngs user etAt lf,s•t, pr General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm: 5.25x11.875 Beam Width 5.250 in Beam Depth 11.875 in Member Type Load Dur. Factor Beam End Fixity 1.330 Pin -Pin Center Span 25.00 ft Lu Left Cantilever 2.50 ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow Fv Allow Fc Allow E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 4.00 ft 2.50 ft 0.00 ft Repetitive Member Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 16.00 #/ft 16.00 #/ft 11/ft LL LL LL 52.00 #/ft 52.00 # /ft #/ft Point Loads Dead Load Ibs Live Load 6,040.0 lbs .:.distance -2.500 ft $Uli'1111al y . .! %•i;. >;,�1�i!4'J.:k :'n1'nii.4�:i1+'.� `x', /l�:};t.ti'I*4J:,cl Ibs lbs Ibs Ibs 0.000 ft 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs lbs Ibs Ibs Ibs 0.000 ft 0.000 ft 6.000 ft Span= 25.00ft. Left Cant= 2.50ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.389 : 1 Maximum Moment -15.3 k-ft Allowable 39.4 k -ft Max. Positive Moment 5.29 k -ft at 12.500 ft Max. Negative Moment -0.05 k -ft at 0.000 ft Max © Left Support Max @ Right Support Max. M allow fb 1,489.20 psi Fb 3,827.42 psi -15.31 k -ft 0.00 k -ft 39.36 fv Fv 147.93 psi 385.70 psi Maximum Shear *1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 9.2 k 24.0 k Left 6.20 k Right 0.85 k Camber: © Left 0.042 in Center 0.141 in @ Right 0.000 in 0.24 k 0.20 k Max 7.67 k Max 0.85 k Deflections Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 Center Left Right Dead Load -0.094 in 12.500 ft 3,202.8 *D.L. Deft ) 0.141 in 0.042 in 0.000 in Total Load -0.406 in 12.500 ft 739.69 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft Dead Load Total Load 0.028 in -0.368 in 2,150.2 162.9 0.000 in 0.000 in 0.0 0.0 Title : Dsgnr: Description : Scope: Job # Date: 3:48PM. 26 APR 04 L Rsv: �Booc : use:.I:141.( Y)50,i Verrt;.o.2.8.112002 General Timber Beam Page 1 c) i9,'. 3... 1u1 2. EIIER CALC�6mlirnr'enntl= ctr•aalF• ridocurents:mds:- ttim)slusar\i 1tr,p\st pr I,4...•.........::...,.: v.,...:.,., r., ,n,;r7...,,._.,.•,.:;'.,,,,;a:� ,� n t , ors', ro s TIa,�T Inv 1 ..,.... .. .. .. ,,.• ;r,.•mt,,...rur -: •,;_:, .. � 'r,,.. :•?tn,a .. r.n rr• . ,.�•:,.� +7. Description Comp R -12B: Main Garage Beam General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity PrIlm: 7.0x11.875 7.000 in 11.875 in Full Length Uniform Loads 1.330 Pin -Pin Center'Span 20.00 ft Lu Left Cantilever ft Lu Right Cantilever 2.50 ft Lu Truss Joist - MacMillan, Paraliam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi 4.00 ft 0.00 ft 2.00 ft Repetitive Member Center DL Left Cantilever DL Right Cantilever DL 106.00 #/ft # /ft #/ft LL LL LL 52.00 # /ft # /ft #/ft Point Loads Dead Load Live Load ...distance Ibs Ibs - 10,600.0 Ibs 10800.0 Ibs 0.000 ft 2.000 ft Summary i ..: ra�c; f.ti! :}g•,m� ;.rr..,.,:1':!?f?:� t..s >'sFFF",�;F. • Ibs - 10,600.0 Ibs 7.000 ft Ibs Ibs .. 10,600.0 Ibs - 10,600.0 Ibs 14.000 ft 18.000 ft Ibs 10,600.0 Ibs 22.500 ft Ibs Ibs 0.000 9 Span= 20.00ft, Right Cant= 2.50ft, Beam Width = 7.000in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.503 1 Maximum Moment -26.5 k -ft Allowable 52.7 k -ft Max. Positive Moment 20.38 k -ft at 13.991 ft Max. Negative Moment -12.40 k -ft at 6.996 ft Max Left Support 0.00 k -ft Max @ Right Support -26.50 k -ft Max. M allow 52.66 fb 1,932.92 psi Fb 3,841.30 psi fv Fv 191.28 psi 385.70 psi Maximum Shear *1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 15.9 k 32.1 k Left 6.35 k Right 10.60 k Camber: © Left 0.000 in Center 0.293 in Right 0.112 in 1.06 k 1.06 k Max 5.02 k Max 8.73 k Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 " D. Center Left Right Dead Load -0.195 in 10.045 ft 1,228.8 L. Defl) ... 0.293 in 0.000 in 0.112 in •n4.:!F,•&I Fa i��'.i a;,:',Fri!'ed a.•:. Total Load -0.211 in 13.184 ft 1,137.35 •,14 i1 .a Left Cantilever... Deflection ...Length/Defl Right Cantilever.. Deflection ...Length /Dell Dead Load 0.000 in 0.0 0.075 in 802.9 Total Load 0.000 in 0.0 -0.348 in 172.6 Title : Dsgnr: Description : Scope : Job # Date: 3:46PM. 26 APR 04 t .lr.Ar.�:v�- VFr56O.2 -Se1 2002 General Timber Beam Page 1 (. t�rS�,'! )2 E1IFRUALC' rinjinevnnU 5r:1tvs hlncu I s• gs As.ta pr ni::nlc. am •Ilni luser'ulesAlol Description Comp R -12C: Garage Door Header General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Pr1Im: 5.25x11.975 5.250 in 11.875 in 1.330 Pin -Pin Center Span 8.50 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv AIIow 290.0 psi Fc AIIow 650.0 psi E 2,000.0 ksi 1.33 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 150.00 #/ft LL 500.00 #/ft #/ft LL #/ft #/ft LL #/ft Point Loads Dead Load Live Load ...distance Ibs 7,600.0 Ibs 4.000 ft Summary „ 'Ibs.. Ibs 0.000 ft Ibs Ibs Ibs lbs 0.000 ft 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Span= 8.50ft, Beam Width = 5.250in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.554 1 Maximum Moment 21.9 k-ft Allowable 39.6 k -ft Max. Positive Moment 21.90 k -ft at 4.012 ft Max. Negative Moment 0.00 k -ft at 8.500 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 39.57 fb 2,130.16 psi fv Fb 3,847.99 psi Fv 147.85 psi 385.70 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 9.2 k 24.0 k @ Left 6.79 k @ Right 6.34 k Camber: @ Left 0.000 in @ Center 0.018 In @ Right 0.000 in 0.64 k 0.64 k Max 6.79 k Max 6.34 k Deflections Center Span... Deflection ...Location ...Length /Dell Camber ( using 1.5 * D. Center @ Left @ Right Dead Load Total Load -0.012 in -0.166 in 4.250 ft 4.182 ft 8,483.4 613.61 L.Defl)... 0.018 In 0.000 in 0.000 in Left Cantilever... Dead Load Deflection 0.000 in ...Length /Defl 0.0 Right Cantilever... Deflection 0.000 in ...Length /Deft 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 v YtMi.'zi.:aii fzvar' Title : Dsgnr: Description : Scope : Job # Date: 3:48PM. 26 APR 04 tlnr't. r, Y.v,, ld"l1 `: �rcil ■ :r I 1 e teral Timber Beam i FrY;\l F njin =. nrr t :ItV.ats. Description Comp R -12D: Main Floor Cantilever Page 1 1, blrICIItl nl :rn.1 <ArItiI lt.\ :,(1'r 1,t p's.la pl General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity PrIim: 3.6x11.875 3.500 in 11.875 in 1.250 Pin -Pin Center Span 20.00 ft Lu Left Cantilever 2.00 ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow Fc Allow E 290.0 psi 650.0 psi 2,000.0 ksi 4.00 ft 2.00 ft 0.00 ft Repetitive Member Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 16.00 #/ft 16.00 #/ft #/ft LL LL LL 52.00 #/ft 52.00 #/ft #/ft Point Loads Dead Load Ibs Live Load 2,000.0 Ibs ...distance -2.000 ft Summary Ibs Ibs 0.000 ft ibs'... ibs 0.000 ft Ibs Ibs Ibs Ibs Ibs Ibs 0.000 ft 0.000 ft 0.000 ft Ibs Ibs 0.000 it Beam Design OK Span= 20.00ft, Left Cant= 2.00ft, Beam Width = 3.5001n x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.206 : 1 Maximum Moment -4.1 k -ft Maximum Shear * 1.5 3.1 k Allowable 24.4 k -ft Allowable 15.1 k Max. Positive Moment 3.38 k -ft at 10.000 ft Shear: @ Left . 2.13 k Max. Negative Moment -0.03 k -ft at 0.000 ft @ Right 0.68 k Max @ Left Support -4.14 k -ft Camber: @ Left 0.026 in Max @ Right Support 0.00 k -ft @ Center 0.086 in Max. M allow 24.38 Reactions... @ Right 0.000 in fb 603.36 psi fv 74.63 psi Left DL 0.19 k Max 3.02 k Fb 3,555.91 psi Fv 362.50 psi Right DL 0.16 k Max 0.68 k Deflections .:..i......:i' ...:.'./` \5.'. • 1.44 W.J7, ,1,3; •,.,,,%•Y+:i, v4.,,,,, 1":. il:..Y:. ...1:LY.......r.t..._ .. Center Span... Dead Load otal Load Left Cantilever... Deflection -0.058 In -0.249 in Deflection ...Location 10.000 ft 10.000 ft ...Length/Defl ...Length/Defl 4,170.3 963.14 Right Cantilever... Camber ( using 1.5' D.L. Defl ) ... Deflection @ Center 0.086 In ...Length/Defl @ Left 0.026 in @ Right 0.000 in Dead Load Total Load 0.017 In 2,799.7 0.000 in 0.0 -0.085 In 566.5 0.000 in 0.0 ?.> Bulling 530 ... ladWak, outh <%, .• N'lik, asiiingt 8 188 1'0.,. 44 t _ ..41 255.1111‘ LOT COVERAG LOT AREA: 7 - RESIDENCE, L. GARAGE: FRONT POR TOTAL SMUT COSMO AWN AT 1 FROM DOE OF A SEAL MN 1A6-230 PUOET SOUN POUR VAUL Of STROM NS 0 1,157 SO FT 752 1.86 SQ rigerilveP 10.15' AT U. FIR a, c ns dorno, t n do 0 a the\ad qu cy f he des er.V.A i led ,14:11r gskft 4, id nit al f v qun,,• d z GARAGE FRO LOWER FL MAIN FLOOR e ta RW sr 29279 IV 2O 6' CAST IRON RECEIVED (-wry or 71 A MAY 1 4 2004 PERMIT CENTEe' Creative Comfort Transform* Dreams into Reality Phone: 206-6 I 9-3995 Fax: 253-852-3427 e-mail: vemon0eativecomfort.net Oe opT JUL - 9 2004 PEI:IA.47 oft , Wguyen NEW RESIDENCE Site Pkin Scale: 1" = 30.00' INCOMPLETE I TR# Residence PARCEL No. 5379200100 PROJECT NUMBER: 10104 Date: 5-7-04 I Sheet: 1 of 1 • .... • . „ Do „ • .. • • , , ti- January 24, 2005 Ciiy of Tukwila Steven M Mullet, Mayor Department of Community Development Steve Lancaster, Director Mr. Tien Nguyen 5820 Southcenter Boulevard, #A303 Tukwila, WA 98188 RE: Request for Extension — Permit No. D04 -163— 5301 Slade Way South Dear Mr. Nguyen: This letter is in response to your written request for an extension to Permit No. D04 -163. Based on the information received, the City of Tukwila Building Division will be extending your permit to August 1, 2005. Please be advised that this will be the only extension granted for this project and no further notice will be given prior to the expiration date. A new permit and associated fees will be required after the above -noted expiration date. If you should have any questions, please contact our office at (206) 431 -3670. Robert Benedicto Building Official /sks File: Permit No. D04 -163 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206- 431 -3665 1/10/2005 Tien Nguyen (new address) 5820 Southcenter Blvd #A303 Tukwila, WA 98188 Re: Bldg Permit No. D04 -163 5301 Slade Way S Tukwila, WA 98188 Dear Bob Benedicto or City Official: I am writing to you regarding my Permit No. D04 -163. I would like to request an extension for my Building Permit that was issued on Aug -2004 for an additional 180 days, if possible. I have not started construction on my project due to me not receiving my construction loan from my bank institution yet. I was promised by my bank institution that a loan would to be granted a few months ago. Currently I am working with the bank and my loan officer to clear this matter and foresee approval within the next couple of months. Please consider this request and call me if you have any questions. Sincerely, Tien Nguyen 206 - 999 -4350 lay o,.�,, -zoo6- �ILA , i; `'' '. sk ADO y �Oi • � `O tf) ),A-":"44,-.., iiity. 2. fit'' :' 1908 01 -04 -2005 Cizy of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director TIEN NGUYEN 28038 39TH AVENUE SOUTH AUBURN, WASHINGTON 98001 RE: Permit No. D04 -163 5301 SLADE WY TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not : . commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Permit Center at 206 - 431 -3670 to arrange for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve a one -time extension up to 180 days. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 02/01/2005, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Stefania Spencer, Permit Technician xc: Permit File No. D04 -163 Bob Benedicto, Building Official 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206. 431.3665 V ,,,. ,,.,. f,+:, »,. ,..:'S3vrntMasrl?�9xn5<.y.; m nr3n eF,l�7+!11:!'I �; teattl May 20, 2004 City of Tuklvila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Mr. Vernon Dusseau 10618 SE Kent - Kangley Road, Suite 202 Kent, Washington 98030 RE: Letter of Incomplete Application # 1 Development Permit Application D04 -163 Nguyen Residence — 5301 Slade Way Dear Vernon: This letter is to inform you that your application received at the City of Tukwila Permit Center on May 14, 2004, is determined to be incomplete. Before your application can continue the plan review process the following items need to be addressed: Building Department: Ken Nelsen, at 206 431 -3677, if you have questions concerning the attached memo. Please address the above 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. 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. Sincerely, Stefani Spencer Permit Technician Enclosures File: Permit File No. D04 -163 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Tukwila Building Division Ken Nelsen, Plan Examiner Determination of Completeness Memo Date: May 18, 2004 Project Name: Nguyen Residence building permit application Application #: D04 -163 Plan Review: Ken Nelsen, Senior Plans Examiner The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comment. 1. Provide additional plan details to identify a footing drain discharge system. The discharge system will generally be separate from the roof drain system. Coordinate any combined discharge systems with the Tukwila Public Works DepartmentReview the following State Plumbing Code subsoil drain requirements for your design. z w _i0 00 J• = U) u_ w 0 =• d �w z= Zo LLJ 0 0— U. P.C. APPENDIX M: SUBSOIL DRAINS M 1.5 (Washington State Amendments) 0 f- W ❑ Subsoil drains shall be provided around the perimeter of buildings having basements, cellars, or H crawl spaces or floors below grade. Such subsoil drains may be positioned inside or outside of the u_ z footing, shall be of perforated, or open jointed approved drain tile or pipe not less than three (3) w inches in diameter, and shall be laid in gravel, slag, crushed rock, approved three quarter (3/4) inch U crushed rock, approved three quarter (3/4) inch crushed recycled glass aggregate, or other 0 H approved porous material, With a minimum of four (4) inches surrounding the pipe on all sides. z Filter media shall be provided for exterior subsoil piping. ❑ Subsoil drains shall be piped to a storm drain, to an approved water course, to the front street curb or gutter, or to an alley; or the discharge from the subsoil drains shall be conveyed to the alley by a concrete gutter. Where a continuously flowing spring or groundwater is encountered, subsoil drains shall be piped to a storm drain or an approved watercourse. ❑ Where it is not possible to convey the drainage by gravity, subsoil drains shall discharge to an accessible sump pit provided with an approved automatic electric pump. A sump pit shall be at least fifteen (15) inches in diameter, eighteen (18) inches in depth, and provided with a fitted cover. The sump pump shall have an adequate capacity to discharge all water coming into the sump as it accumulates to the required discharge point, and the capacity of the pump shall not be less than fifteen (15) gpm. The discharge piping from the sump pump shall be a minimum of one and one - half (1 -1/2) inches in diameter and have a union to make the pump accessible for servicing. ❑ Subsoil drains subject to backflow when discharging into a storm drain shall be provided with a backwater valve in the drain line so located as to be accessible for inspection and maintenance. No further comments at this time. ❑ Page 1 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -163 PROJECT NAME: NGUYEN RESIDENCE SITE ADDRESS: 5301 SLADE WY S DATE: 8 -9 -05 Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 2 After Permit Issued DEPARTMENTS: Buiidin a 'vision litO‹ n Public Works Fire Prevention Structural n n Planning Division n Permit Coordinator jet, DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete n DUE DATE: 8-11 -05 Not Applicable n Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS RO TING: Please Route Structural Review Required No further Review Required REVIEWER'S INITIALS: DATE: APPROVALS7 CORRECTIONS: Approved L✓ DUE DATE: 9 -8-05 Approved with Conditions U Not Approved (attach comments) u Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing sllp,doc 2 -28.02 z 1 • "w 6 UO N0 L11I Wu_ w� 1_ =w zF- F- 0 WI- 0 0- C1 F- LU W o w z U= O~ z PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -163 PROJECT NAME: NGUYEN RESIDENCE SITE ADDRESS: 5301 SLADE WY S DATE: 11 -19 -04 Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # X Revision # 1 After Permit Issued DEPARTMENTS: O061( 4(/ Buil. in: D vision 451 (1 if -z2- Fire Prevention Public rks y Structural n lI4 1 - /( -�' °Y Planning Division Al Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete n DUE DATE: 11-23-04 Not Applicable Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES /THURS RC)UTING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions DUE DATE: 12-21-04 Not Approved (attach comments) E Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slIp,doc 2-28-02 AdOO 08000 IIWd2d PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -163 PROJECT NAME: NGUYEN RESIDENCE SITE ADDRESS: 5301 SLADE WAY SOUTH DATE: 07 -09 -04 Original Plan Submittal X Response to Incomplete Letter # Response to Correction Letter # Revision #after/before permit is issued DEPARTMENTS: U.Aux. ing Division Public Works CI Fire Prevention [I] Planning Division Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 07 -13 -04 Complete d Incomplete ❑ Comments: Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROyTING: Please Route ,L��' Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 08 -10 -04 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slIp.doc 2 -28 -02 PERMIT COORD COPY PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -163 PROJECT NAME: NGUYEN RESIDENCE SITE ADDRESS: 5301 SLADE WAY DATE: 05 -14 -04 X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after/before permit is issued DEPARTMENTS: Public Works /115.1 ►fit, 51 t G Fire Prevention Lj Planning Division Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 05 -18 -04 Complete ❑ Incomplete Comments: Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: 5 ' " LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg JET Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 06 -15 -04 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2.28.02 i.. ��: dri'-` tiw.✓ ei. `.b..:�i:r:ai'wiii�ilalp:..,44r YAkla PERMIT COORD COPY PROJECT NAME: 4~1 fia4CPA4Ce-- PERM - NO:. Site Address: 5oj ,1,ate lei'- - -- Original Issue Date: REVISION LOG Revision No. Date Received Staff Initials Summary of Revision: Date • ''Staff Issued Initials I -,(o /b 1( �Gv Received By: /V ✓/ ( pleaase print) Revision No. 7 Date ! Staff Received i Initials Date Issued Staff Initials / c Summary of Revision: Received Received By: --Ti /J674t1 (please print) Revision Date Staff Date Staff No. • Received Initials I Issued Initials Summary of Revision: Received By: (please print) Revision No. Date Received Staff Initials Date Issued Staff Initials Summary of Revision: Received By: (please print) Revision No. Date Received Staff Initials Date Issued Staff Initials Summary of Revision: Received By: (please print) City of Tukwila Steven M. Mullet, Mayor Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http://www.citukwila.wa.us Steve Lancaster, Director VISION; SUBMITTL Revision submittals must be submitted in person at the Permit Center. Revisiony will not be accepted through the mail, fax, etc. Date: eaf/dc--- Plan Check/Permit Number: El Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: 1V6r &i ,1/ tp lam' Project Address: C&l 5'11479P--- sJ41 - 1 j %411/ Contact Person: / — / 9 � — .re) Phone Number: Summary of Revision: RECEIVED CrPY OF TUKWILA AUG -- 9 2005 PERMIT CENTER ,e-A) 1. L'. 0/ 3 6F p9t f 129F rii) ' k44-GL £ '.. i d? I .:92140 .rte /- ,..'EzO 1Piiifif ,fi t` "Z (qi ,F 5'rec7- (Vi,)e 7 9 - 6- , eAr - 6F S'h lt) L7 u/Mg 151(2L S ?9rHy ' (4) re) fir- z -r dr=y ,•k/ ? /4-14977-7,7 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: I01/LldJ1 Entered in Permits Plus on t' /`05 \applications\forms- applications on line\revision submittal Created: 8 -13 -2004 Revised: City of Tukwila Steven M. Mullet, Mayor 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 Steve Lancaster, Director REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the nail, fax, etc. Date: / 0//1) Plan Check/Permit Number: - (/'( K.; ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Revision # < after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: /lJ ' ' i�i� Project Address: 3& / /A/1 y S Contact Person: 77—t ) /t- y'- 1/2"7`V / Phone Number: 02-O6 - qq �eA4$ t Summary of Revision: — *pelf-- C.z 3 L. 1 ./ , ; , :a*.- ./ i- -r l �2 7. lg� ,44o1/ , -- 4-7---7'9 6h99 tk=--- 5' 5f(1-- or Tom- Z , '. , . e wrTgr < -P7 /22 /,, : -&2 i/ ry r;:e - (7,1 ?2) kg--03/1 a: -/ + A T z,,sic 44-X x747-- e hilt-7,) rid-A--6-3- A- 7 -,-5'j CITY OFT IVED KM/11 A Sheet Number(s): S �= 5 T$' 23-F /18�^ "Cloud" or highlight all areas of revision including date of revision NOV 1 9 2004 Received at the City of Tukwila Permit Center by: ��J PER^^ITCENr�R ctr Entered in Permits Plus on / 7'"/9 \applications\forms- applications on Iine\rcvision submittal Created: 8 -13 -2004 Revised: City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 is;.(t7�;�;�.•. ?:A Revision Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: -7/f7 Plan Check/Permit Number: p Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued Revision requested by a City Building Inspector or Plans Examiner Z 6 JU O 0 NO W 11J W LL wO g• 5 u_? =w Z� 1- O Z F- • w U � Project Name: /Irk T %z�� ii9 ) o Project Address: �j?D% .SGe�pI� God, / �• - U Contact Person: T juz u LJ % Phone Number: ,2196 — 9 9q — 4/;,;(3' - z co Summary of Revision: O~ 11L[, TPUrii/a-- prtie-iry Cod/Jar-0 7a ovSrdiq LSD 14Dj ce1v)` t &T /te ?fres, �► c.;.0 .CUPF. 191451/11rijo 041/44? a'!AM� 9 ?80i TCF FR Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on °i( am 08/06/03 Z • Rer9ential Sewer Use Certific4-ion . (To be completed for all maw,/ sewer connections, reconnections, or change of 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 semi - annually. AD 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 (206) 684 -1740. (Please print or type) Owner's Name ,r/i 1f )� L T (Last, Fire, Middle Initial) Property Tax I.D. Number � 379.2n p.zd t1 S7GI/6 ieav Subdivision Name 71,-ir/6177j7 Subdiv. # Lot # .1— Block # Building Name _ (il applicable) Property Street Address ,334 / ft LI, - City, State, Zip 72(/ /Jt 4 f VT( Owner's Mailing ,, Address S 11s (If different from above) Owner's Phone Number CL ) 9f/ - Property Contact Phone Number ( ) S Party to be Billed 61-1:9L/ (if different from owner) Party's Mailing Address City or Sewer District //A'`j/Glir' Date of Connection Side Sewer Permit # Demolition of pre- existing building? ❑ Yes 010 Type of building demolished? Sewer disconnect date? Plse check appropriate box: Ll 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 ❑ Mobile home space (1.0 RCE per space) No. of Spaces x 0.64 = x 1.0 = Account # Monthly.Rate Six Month .Due Residential Customer Equivalent (RCE) 1.0 1.6 2.4 3.2 RECEIVED r.i Tv OF TI WWII A MAY 1. 4 2004 PERM CENTER For condominiums, please fill out Supplemental Form A in addition to this form. I certify that the information given is correct. 1 u9 rstand that the capacity charge levied will be based on this information and any deviation will require resubmission o corrected data for determination of a revised capacity charge. l C� Signature of Owner /Representative Print Name of Owner /Representative 1057 (Rev. 8/01) White — King County ItafilivffilArt Yellow — Local Sewer Agency Date /MA yt' d Pink — Sewer Customer �/ I 3 «.... .,� ..� a -rr.. .. rr....,v,:.,.... r1VS , P.51.nrnyI,aMPA,r 10,.wPAll t " "P:t, 14816 Mary Road South P.O. Bo. 7550 Tukwila, WA 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 CERTIFICATE OF SEWER AVAILABILITY /NON- AVAILABILITY pit Certificate of Sewer Availability OR O Certificate of Sewer Non - Availability Part A: (To Be Completed by Applicant) Purpose of Certificate: Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: Zi Residential Single Family ❑ Residential Multi - Family ❑ Commercial ❑ Other Applicants Name: / M A r N Ly git ychi Phone: p060 9qq._ -350 Property Address or Approximate Location: Tax Lot Number: 5 30 l SLA bE WAYS 537 90 - C)b2o6 Legal Des/cription(Attach Map and Legal Description if necessary): Lbr r 1 _s-k #. L.Jo1' - n 7c1 . Part B: (To Be Completed by Sewer Agency) ,�/ n 1. lJ a. Sewer ervice will be provided by side sewer connection only to an existing (0 size sewer feet omthe site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and /or ❑ (2) the construction of a collection system on the site; and /or ❑ (3) other (describe): 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. ❑ a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ • °e' a. District Connection Charges due prior to connection: "3"7x /oo GFC: $ 850 •°'O SFC: $ 37 00. 0 UNIT: $ TOTAL: $ 4550 .c5)° (Subject to Change on January 1st) King County/METRO Capacity Charge: Currently, $1826.04 /residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co/Metro without notice.) RECEIVED C:ITY CW TI WWII A b. Easements: ❑ Required ❑ May be Required MAY 1 4 2004 c. Other: PERMIT CENTER I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the d n- ur By Sr,s, Insp. -ac) -04 Title Date a tHt• •••''''.1 S#'I' 4""4'44 4.11?1v...rr',",rtrm r i• xon., ns.-c•;: vn .2<..,,......,..e;.n.. „.._.:ti '..MtILfvri. l''JAn211 !'»,., .; . .r ^v ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY /NON - AVAILABILITY The following terms and conditions apply to the attached Val Vue Sewer District ( "District ") Certificate of Sewer Availability/Non - Availability ( "Certificate "). 1. This Certificate is valid only for the real property referenced herein ( "Property "), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and /or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. 1 acknowledge that I have received the Certificate of Sewer Availability/Non-Availability and this Attachment, and fully understand the terms and conditions herein. JA/VtlylA Applicant's Sig iat re Date WqP lu Y' • .• • . �• tpi.:yfi =•w �.; �{ t: t= �:'!« 7. �'i..^' a�'.:!? �a'=' 7i'! F�; p�,,. ri), ui?�±u�n��R•�v�.r;!'?rr?aar +•a�• - �aarry:;N -a �. . 1 O 'r fa ` N V.. iZWO_RL.a_ I Y v CA (7.........;"'...-..-- • ]I' ,/ 4 r r CM0_RL S " O lu Y' • .• • . �• tpi.:yfi =•w �.; �{ t: t= �:'!« 7. �'i..^' a�'.:!? �a'=' 7i'! F�; p�,,. ri), ui?�±u�n��R•�v�.r;!'?rr?aar +•a�• - �aarry:;N -a �. CITY OF TUKWIL. Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 CERTIFICATE OF Permit Cc. /Building Division: 206 - 431 -3670 Public Works Department: 206 -433 -0179 Planning Division: 206 - 431 -3670 WATER AVAILABILITY Required only if outside of City of Tukwila water district Part To'bc completed by applicant Site Address: 5301 Slade Way So PERMIT NO.: (attach Wrap and legal description showing hydrant location and size of a:ain) :. Owner inforinution: Agent /Contact Person :: Name: Ly Nguyen Agent /Contact: Tien Nguyen Address: 28038 39th Ave So Federal Way, WA 98001 Agent Address: 28038 39th Ave So Federal Way, WA 98001 Phone: 206 -999 -4350 Contact Phone: 206- 999 -4350 This certificate is for the purposes of:: BUILDING PERMIT ❑ COMMERCIAL INDUSTRIAL SFR El PRELIMINARY PLAT ❑ REZONE ❑ SHORT SUBDIVISION ❑ OTHER Estimated number of service connection and water meter size(s): 1 - existing Vehicular distance from nearest hydrant to the closest point of structure is 75' +- Area is served by (Water Utility District:) HIGHLINE WATER DISTRICT Owner /Agent Signature Date PAR completed by water utility ;district 1. The proposed project is within TUKWILA 2. 3. No improvements required. /King . (City /County) The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 2583. gpm at 20 psi residual for a duration of 2 hours at a velocity of 10 fps as documented by the attached calculations. 5. Water Availability: Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item B -3 are met. ❑ System is not capable of providing service to this project EIVD r.ITynFTIJKW11A MAY 1 4 2004 PERMIT CENrER I hereby certify that the above infomation is true and correct. HIGHLINE WATER DISTRICT / 206 - 824 -037 By Agency /Phone THOMAS KEOWN DISTRICT ENGINEER 3/2/04 Date o'H(.3 5137 ' M1563.1 .• M, X98 C„ cn ca 5143 415832 5149 M15833 -< M53120179 I 108 M3219 a Li- I M767 1 F---- > i1.8 m (0 c01 5109 > 0151 � M20016.� m M7739 c tiv .. Q 0 0 5201 v42989 1:11INIVIIIIIL.i..: • 1207 A15834 CO 0 0 W o, S N ,:(.44/1\3" \ CAdel 481.1E 4.81.18" M9008 TURWR 5212 M15836 jcIrl.oJ MITS 0 M9103 W t ( - to ' 671 '73.75 'J M, V, p tn W c_ j 55.07 H2244 56.92 •0 to 99.98 ;N {IJ;;;rrxir a 00 1 co a) 0 CD cr) 1 2 Q a) L1J 0 0.1 a) 2 as LL CD • - - - • < a. 20.01 a) isa E .„,..,— 0 C:t. > ..-.. < c) c) (° ,k3 c‘r :0 co Cr) U3 CD Cl.: CL a. 115.57 3 -o —(72 (73 E Li- E 0- il. a 1,000.00 2 .o = ....... 76 FA 08_ w Ei, ....... a_ 136.43 0 4 4740 Date: Tuesday, March 02, 2004, Time: 07:30:07, Page 1 HIGH.. NE WATER DISTRICT STATEMENT OF CHARGES PROJECT NAME: Ly & Tien Nguyen LOCATION: 5301 Slade Way So SCOPE: SFR 0 LFC = $.40 per lot SF Paid thru Jordan DE $0.00 GFC: $2,100.00 1 ERU per SFR = $2,100.00 $2,100.00 ERUS: 1 TOTAL CONNECTION CHARGES: NOTES: 3/4" meter hang fee: $220.00 MXU (radio Read): $235.00 GFC: $2,100.00 Total Due: $2,555.00 $2,100.00 The Facility charges listed above are based upon information provided by the project representative requesting Water Availability information. Total Facility charges, hang fees and service installation costs will be determined at the time service /meter installation is requested. All connection charges must be paid in full before water will be provided to a project. Prices subject to change without notice. Please call to verify. Glossary of Term ERU: Equivalent Residential Unit (ERU). One ERU = $2,100.00 GFC: General Facilities Charges are charges levied to provide an equitable means for new connections to the system to pay their fair share of the costs for overall system facilities and District - LFC: Local Facilities Charges are charges levied against newly connecting customers in order to cover the costs of the water system facilities in the immediate vicinity of the connecting property. PREPARED BY: POLLY DAIGLE REVIEWED BY: THOMAS KEOWN DATE: 3/1/04 DATE: 3/1/04 CITY OF T rWILA Permit Center 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188 Telephone: (206) 431 -3670 H -4 AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION STATE OF WASHINGTON ss. COUNTY OF KING I- //7/f' , states as follows: I have made application for a building permit from the City of Tukwila, Washington. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. I understand that prior to issuance of a building permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this building permit to be exempt under No. , and will therefore not be performed by a registered contractor. I understand that I may be waiving certain rights that I might othfse have under state law in any decision to engage an unregistered contractor to perform construction w•rk., AFFCONT 1/13/00 sLNekoi) ,tiff .17 Q'. $5510 N F4A 4 APPLI '.•1N Signed and sworn to before me this 54 day of At q M.st , 20 • (2&a.... a. N NOTARY PUBLIC in and Gil- the State of Washington, residing at County. Name as commissioned: Alice A. DG a.c y My commission expires: 6-/6 -- 0? n0, 18.27.090 Exemptions. This chapter s " ?II not apply to: 1. An authorized representative of the United States Government, the State of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale or installation of any finished products, materials, or articles of merchandise which are not actually fabricated into and do not become a permanent fixed part of a structure; 6. Any construction, alteration, improvement, or repair of personal property, except this chapter shall apply to all mobile /manufactured housing. A mobile /manufactured home may be installed, set up, or repaired by the registered or legal owner, by a contractor licensed under this chapter, or by a mobile /manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Anyy person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than $500, such work, or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division AFFCONT 1/13/00 of the operation is made into contracts of amounts less than $500 for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he is a contractor, or that he is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; 11. An owner who contracts for a project with a registered contractor; 12. Any person working on his own property, whether occupied by him or not, and any person working on his residence, whether owned by him or not but this exemption shall not apply to any person otherwise covered by this chapter who constructs an improvement on his own property with the intention and for the purpose of selling the improved property; 13. Owners of commercial properties who use their own employees to do maintenance, repair, and alteration work in or upon their own properties; 14. A licensed architect or civil or professional engineer acting solely in his professional capacity, an electrician licensed under the laws of the state of Washington, or a plumber licensed under the laws of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the licensee ;is operating within the scope of his license; 15. Any person who engagesiin the activities herein regulated as an employee of a registered contractor with wages as his sole compensation; 16. Contractors on highway projects who have been prequalified as required by chapter 13 of the Laws of 1961, RCW 47.28.070 with the department of transportation to perform highway construction, reconstruction, or maintenance work. ;F?trrpa�� }!nom uNggr.• p�yrx ,,.y�a::+tmcrurss�n��sn.�;n. FULL PEN -777- I\ ��-- SHEARWA' -. PER PLAN khsfP 3 -PLCS) --� 3x PL PER SHEARWALL SCHEDULE. ANCHOR TO BEAM w/ 5/8" STUD 0 HD8A w/ 6x POST WELD TO BEAM w/ )b" FILLET. (TYP 6 -PLCS) Y4" A36 PLATE TO MATCH CUT END DIM. (TYP EA SIDE) - PARTIAL PEN 6 1/2" )i6" `- Y4" A36 L- SHAPED PLATE EXTEND 7" DOWN COLUMN AND ALONG BEAM. (TYP EA FACE OF EACH CORNER) WELD PERIMETER W/ 346" FILLET. EXTERIOR WALL HSS 7 "x5 "xY4" (TYP) TRIM STUD AS RECD (SEE 3/S -3 FOR CONNECTION) Y4" m 12" O.C. FOOTING PER PLAN -\ % "O A307 THREADED ROD. EMBED 15" AND ANCHOR w/ SIMPSON SET EPDXY. (TYP) I 96- - A36 PLATE t J % ". THRU (TYP 4 -PL CS) ()TYPCAL BSE •gam %E r.- j_ LCJC MAC. .Vi=m t 1 I I -i Iii li. II Ii I,I �;i j I ' I i l i_ I I i I= STEEL FRAME © LIVING ROOM t FOR S T EEL FRAME A 15 .t:"' = Ci • L _ 3 'CAC C _ 1V1 E 2 += =V Jt: -'_ - `,_o. A _J,_ _VE'. - E2 =N. IR•'.•: L ON, � - - ',h .:F _ s.; -.. &` -S ANC CS gE 2x FRAME WALL -\ A , • STEEL OGLJMN PER P'._AN _• WL )ED 0 48" L C 0 ti0GN- SHEAR WAILS AND 0 32" G C 0 Sr•E4RWA. LS STUD 'yV .."", FPO'fDE SINGLE STUD 0 WON -SHEAR WALES NOTE: P?OvIDE DOUBLE STUD AS SHOWN FOR SHEARWALLS. TO STEEL COLUMN! A l!► - E = LL W �: LC` -C': F - V -- E I r aC = ::71`,E ' E = E- E. 2 _6 = 5, = :€AC -CAC NM MAW approval is subject to errors and Pcprovai of construction documents does not authortae the *Mon of • •or ordinance. Rereipt d approved - - ' Capyled • , is act i► fir 00 o BUILDING D1VI:SION i eon banods tothe t; :.- % ar ? prior $F0ra vaI Of scope i;a ilulkOse reZ revore a new plan sst'r'' • 7' STRUCTURAL STEEL 1. All. STRUCTURAL AND MISCELLAriEO(JS STEE-l. SHALL CONFORM TO y'4M A r.F, AND SHA! L BE rAE3R!CATED AND ERECTED Ire Ar=';ORCAN,,F. W,TH 1 HE A! SC "SPECIFICATION r' OR STRUCTURAL S'c E_L. BUILDINGS", L",TE ;' F Di TION SH(:'P DRAWINGS SHALI. BE_ SUBM17TE;) FOR APPROVAL PRIOR TO FABRICATION. 2 STEEL TUBES SHALL CONFORM TO AS Af30O, GRADE B (Fy= 46 UNLE -,S OTHERWISE. NOTED ON PLAN`_; 3 BOLTS SHALL CONFORM TO ASTM A31)7 JNLFSS OTHERWISE NOTED 4 NO ATTEMPT HAS BEEN MADE TO DIF FEREN HATE BETWEEN SHOP A-1. FIELD WE -..DED CONNECTIONS. A. WELDING IS TO COMA- -LY Wi T-H AWS SPECIFICATIONS AND IS TO BE DONE BY CERTIFIED WELDERS. 5 WELDING: ALL WELDING IS TO COMPLY WI (H AWl; SPECIFICATIONS ANf IS TO BF DEPARTMENT OF BUILDING SAFETY. Al L WELDING IS TO BE DONE BY =LEC R!C ARC ELECTRODES AS REQUIRED BY THE BUILDING CODE DONE BY CERTIFIED WEL.DEP' A'; RF:1I.IFED RI' THE PROCESS AND SHALL BE PEPr ORME_D WITH APP R )VELI 6. SPECIAL INSPECTION IS REQUIRED FOR ALL FIELD WELDS. 7. FIELD WELDS ARE DESIGNED AT HALF STRESS. NO CONTINUOUS I';;PECT1GN !S REQUIRED UNLESS OTHERWISE NOTcv. 8. ALL STRUCTURAL STEEL EXPOSED TO EARTH OR WEATHER SHALL FE GALVANIZED UNLESS OTHERWISE NOTED. 9. ARCH!TECTURAL PLANS ARE PART OF THE STRUCTURAL DESIGN DRAWINGS AND ARE TO BE USED TO DEFINE DETAIL CONFIGURATIONS INCLUDING, BUT NOT LIMITED TO, RELATIVE LOCATIONS AND ELEVATIONS' OF ALL MtMPFRS, ELEVATIONS LOCATION OF ALL OPENINGS, ETC. THE ARCHITECTURAL PLANS MUST BE USED IN THE DEVELOPMENT OF SHOP DRAWINGS. 10. REFER TO ARCHITECTURAL DRAWINGS FOR MISCELLANEOUS STEEL SHOWN OR NOTED ON THE DRAWINGS AS TO LOCATION FOR WHICH THE EXTENT IS NOT CLEAR. 11. UNLESS A LARGER SIZE OF FILLET WELD IS SP= CIFIED ON THE PLANS, PROVIDE MINIMUM SIZE OF WELD PER AISC SPECIFICATION AND TABLE J2.4. 12. ALL STRUCTURAL WELDERS TO BE CERTIFIED BY THE WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) WELDERS. 13. IF THE STEEL FABRICATOR'S SHOP DRAWINGS DIFFER FROM THE DESIGN DRAWINGS APPROVED BY THE BUILDING OFFICIAL, REDESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF THE PRC JECT STRUCTURAL ENGINEER SHALL BE SUBMITTED ALONG WITH THE SHOP DRAWINGS TO BUILDING OFFICIAL FOR APPROVAL. FRAMING LUMBER 1. FRAMING LUMBER SHALL BE DOUGLAS FIR/LARCH NO.1 FOR POSTS. BEAMS. AND HEADERS; HEM -FIR NO.2 FOR 2X AND 3X JOISTS, AND STUDS; AND HEM• PP NO.2 FOR ALL TOP AND BOTTOM PLATES (GRADES ARE TYPICAL UNLESS OTHERWISE NOTED ON PLANS). LUMBER TO BE GRADE MAkKED PEP WCLIB SPECIFICATIONS. 2. STRUCTURAL SHEATHING SHALL BE APA RATED PLYWOOD, EXPOSURE 1 SHEATHING CONFORMING TO EITHER COMMERCIAL STANDARDS P5 I -83, APA PRP-108, OR VOLUNTARY PRODUCT STANDARD PS2 -92. P ROVIDE MINIMUM OF 3/8" EDGE DISTANCE ON ALL NAILS AND A 1/8" EXPANSION JOINT BETWEEN ALL PANEL EDGES. MINIMUM SHEATHING REQUIREMENTS ARE AS FOLLOWS: ROOF SHEATHING TO BE 15/32" C -D INT -APA RATED PLYWOOD WITH EXTERIOR GLUE, P.I. 24/0 (USE 5 -PLY FOR PANELIZED ROOFS). NAILING 8D AT 6 INCHES ON CENTER AT PANEL EDGES AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. SUBFLOORING TO BE 3/4" T &G C-D INT -APA RATED PLYWOOD WITH EXTERIOR GLUE, P.I. 48/24. GLUE AND NAIL WITH 10d AT 6 INCHES ON CENTER AT PANEL EDGES AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. 3. NAILING SHALL CONFORM TO TABLE 23- II -B -1 OF THE UNIFORM BUILDING CODE UNLESS NOTED OTHERWISE. NAIL LAMINATE ALL OTHER MEMBERS WITH 16d AT TOP AND BOTTOM AND STAGGERED AT 12 INCHES ON CENTER WTIH (2) 16d AT ENDS AND AT EACH SPLICE. USE COMMON NAILS THROUGHOUT UNLESS NOTED OTHERW SE. 4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY DETAILED OR APPROVED IN WRITING BY THE STRUCTURAL ENGINEER. 5. USE DOUBLE JOISTS UNDER WALLS OR PARTITIONS PARALLEL TO JOISTS UNLESS SPECIFICALLY NOTED OTHERWISE. USE SOLID BLOCKING UNDER PARTITIONS PERPENDICULAR TO JOISTS. 6. MAXIMUM MOISTURE CONTENT SHALL NOT EXCEED 16% FOR ALL STRUCTURAL MEMBERS. 7. PROVIDE 2x2 WASHERS UNDER HEADS AND N.JTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. 8. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS 1/16. UNLESS OTHERWISE NOTED. LAG BOLT PILOT HOLES SHALL BE PRE - DRILLED TO 60% OF THE NOMINAL DIAMETER OF THE LAG BOLT UNLESS OTHERWISE NOTED. 9. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH 5/8" MINIMUM DIAMETER BOLTS SPACED AT 48" O.C. MAXIMUM SPACING (EMBED 7" MINIMUM INTO CONCRETE OR MASONRY). SEE PLANS AND DETAILS FOR SPECIFIC REQUIREMENTS WHERE OCCUR. 10. ALL FRAMING LUMBER iN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE TREATED. (SEE NOTE 1 FOR MINIMUM GRADE INFORMATION) 11. 2X4 RAFTERS EXCEPT WHERE SPECIFICALLY DETAILED SHALL NCT SUPPORT SUSPENDED CEILINGS, SPRINKLERS, DROP SOFFITS. OR ANY OTHER ELEMENTS. 12. WIRE STAPLES WITH 7/16" CROWN MAY BE SUBSTITUTED DIRECTLY FOR COMMON NAILS CALLED OUT ON STRUCTURAL PLANS: SHEARWALLS 8d = 14 GAGE x 11h" 1Od = 13 GAGE x 11h" DIAPHRAGMS OTHER 6d = 15 GAGE x 1 �� 8d = 13 GAGE X 1'6" 10d = 12 SAGE x 1½" SUBSTtTUT:ONS SHALL NOT BE USED WITHOUT PRIOR WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER. 13. EXTERIOR STUD WALLS SHALL BE 2X6 0 16" O.C.. UNLESS NOTED OTHERWISE. INTERIOR STUD BEARING WALLS SHALL BE CONSTRUCTED USING 2X4 0 16" O.C. AT UPPER TWO FLOORS AND ETHER 2X6 0 16" O -C. OR 3X4 0 116" 0.C. BELOW TOP 'WO FLOORS. STUD NON - BEARING WALLS SHALL BE CONSTRUC -ED USING 2X4 0 24" O.C.. UNLESS NOTED CTHERWISE. S_* NOTE 1 FOR LUMBER GRADES OF STUDS AND PLATES. 4 FRAMING ANCHORS FOR JOISTS, PURLNS AND POSTS SHALL (3 S'YPSCN, OR APPROVED EQUAL APPROVAL MUST BE OBTAINED IN WRITING PRIOR TO INSTAL! A T :CN. FILL ALL cASTENER HOLES WITH = AS"ENER T1PES rLNAfLS. BOLTS. ETC ). S ZES, AND CUANTi iES AS 'SPEC:F!ED BY THE MANUFACTUREP. 15 A N .ADERS S-iA:._ 9E 4X8 DF #2 UNLESS OTHERWISr NOTED Sti 2PAy■e.;CS GENERAL AL_ 1„(A "E•:�L;S AND *ORKMANSHIP S'i L rO' F OPM TO CONTPA_- 1P1.11y •.SS. ;� t1j 2 C F'•'� --; _�yS-:,>r'_`�CN ^� "--E CC�ti ;,;,__2� SHALL g` = -- �= P�_ ' _c ya. OF '... 'LE tiS coN,--4" "_ IS-L_.. CM _ ��. _ •-: Ec : � -� z•-4-Nz `� _ e NG =.'�� •.>> s IN S::RDA 1. _ # �__ '.A" \�� L -E _c c.&. _ _ ' \A`• A\ E►.., r V_5I 'SE •%;---.P: 07: _.?,,_..•. E `T `.1i _r 1t r__ c_-_- y' CODE ti r - --4■7 r s » f•• `!'i �� �3 _ `'r,_ �-� _ --p ate_ r :E: _ `_r i✓ �_ _:".. `rte . c_ ,♦_ `V�• C� E_~ ', A..E\ �` _�• _� ^�. ��LT_�ti�. �` ~�_ 5 %2 J_ ' Ac - :c A`.:E -- •` �. _ `• �!.'. 4%2 c.t s --: 44A -« - .Aam_ -�_ :C,C -214A A�`- cr S__ _ ��__ E BE 'a__z2 r- _�` A' ��.' :�. :� --; ;rC .z =' a`; c` `= �- ' -�` - -_ __ -�� 6 ^•F :� =CT_ =� c -E� Sri EE CRA*' E � � 1•� � t $_z +� =_ : \ `= Z.. _ 'i .' s _ _ :' ARAC -r=- -2 :CALLS s-r -AN. u ►-AR 2c'_.�, c c - -� _ti r-:. - S_- = -- -_ _ -= •€: - - `_ ` - 6 b.._ DE'aiS _ CSC ..`F : V i.. C ' ` h _ 3.N." ' C .. & _ _E: . 9 C Z'r2iNs, _ *'r'... keE .- h. A1■0 iLECTrcCa: :RAM :■•l -: ' ..K S'ZE AN -r`t:47-C% ^f il c'c N. F'F5. `' r. S_EEVES `.\.44VXj.• . ANC :r -? EV 0 .4E "" =g = tir +R "�.e�Ir' j �` to FRC `€ : wN1GS AI40 75 . +S R c x - .M?_ "a 5. ' : R -:A _ C . 111E _ c F`p. . ETC ALL `LI 'r .'t hi( :_'",'t!CAL EOL.P 4T 9'04-L. BE S" CP LA EP .,`, W4F YNIA r4C-1V 4++f+M4 C4 '14€ CRAM�1Vl.=5 PEL4C-AdE r' - 2 C• : �h5 S ;Art- t, =-r 'E ;- = ?ESE`! vow _E;L -€ C LARAM �E ;X a(CURIC' vei- 4'E C� `C CC ,C' +M`1+ ..£ :, w�ti,C.S, - €. =3.0 -�,L_ EVC.ER 'i.4LT '�+E PQCPEV RE S.CW5_ M11Y e( WOE 11/CCIFCAM.:144 -'1 2C -arLS :>F _1;hS- -11. _ e \;\C CF fiRr'E% A QC -vAL Cc T E ∎AGP EER i ` "E ` k aiNso wE` -.r►. °t AC'S ARE CC E A P C S. k:-.\ ate" "C - EE .. S E: C£� �E 2E "i& C �:-;_, ►TVD4S L:.�'+�G ?t.7 4Or _ie c0 -C _�►`�F _E`CJ�'� `'`� rE E E; 1 -04,..S CIyE��4+C^c +�«C' _C`C.a' Lh; ler ALL C NGS. c'C - - - • • • • • Associates 0 -4-J 425-252-0916 L 425- 339 -0293 W Z 0 (f) Ma Dais By Wits 0 • 0 0 (n J W D STRUCTURAL fiECiENED CITY OF TU(1NRA ,AUG - 3 ZOE JUL 18 sn�e�wa 2 V/ MEW Bic MC Oat 7/111/15 .bb Na 2019 NM= poLf k;, $4.11 40 I 0 9 no (�D IN LEGEND UPPER FLOOR WALLS EXPOSED NAM PER FLOOR PLAN HEADER OR KM PER FLOOR PLAN CONCENTRATED LOAD REST ON A BEAM CONCENTRATED LOAD SEE DETAIL W WASTE LINE WARM AIR AMY UNE NAILING REQUIREMENTS LJ16 joists at bearings: Two 8d (2X") box nails (1 each side), 1 32" • mim mum from end. Blocking Panels, rim joist or rim board to bearin TJ16 bkckirg panels or rim joist 1 0d (3' box nails at 6" o.c. Trus Joist nm board.- Toenail with 10d (3") box nags at 6" o. c. or 16d (32 ") box nags at 1211 O.C. Shear transfer. Connections equivalent to decking nag schedule. Rim board, rim joist or closure to Ul D12jit I%& width or les& Two 10d (3w) box nails, one each at top and bottom flange. TJIS/PtOlu 130, 350, 100C & 300C oimjoist Two 16d (3X-) box nails, one each at top and bottom flange. TJ18MmTN 550 & 400C dm joist Toenail joist to nm joist with one 10d (3") box nail each side of joist top flange. 2M minimum squash biocks: Two 10d (3w) box nails, one each at top and bottom flange. 3 0 Cut only found holes and only in the cen1w of bem - M-OKED FOR: Mb- -- W HledwiC2 UK Bedrim Gas Pl;:wnq at andcmila N-M- - G 01MION DO NOT allow wor z so woo an io" MW a - C d .joists am uneft6le unbi br ac e d bieraNy &----A- '0P16;5VV POW" W" s asev a Swe -on 0 I t^~ DO NOT s0K* hodlidlin IL &"'& fi%&.NJ&A^ NOTES: Lack of pr oper Wmmn during uc*mc can result in serious a ccide>sls. under VVW V c a i idisio a it tw am obso we ac �-- 0 will! be avoided. WSW al DKXA&V *onqws -mr- D oi - - and rr-. mm at TJ 8 p en d s4 p o ft 2 ES0014P a --W *BK:% $rWWW irU A %W e PM at to arid of to bay or MKM arid ask 3. SaWn sW.A a of 'v4 -w-%j+ - Do Qjft I & OV "a zr V M W SM smesrw- -*" to wow- it secr - .A • cm Ppeft aas6ona emu =r c ma o r t sp o w - '# zar�� VQLO* Sr-A orlei or =a- to "t we ambw %r9ft CXW AWWW --UW Mr4W 9MMIrt u4hry a aftwnce of r too vw &iWvvw* r -2 1546 H No. - 10dua • U Rm twAaw aavv a! i % Aow I Wim and OIL cf cructm *a na 811101111ft ft *ftb of &V a**" =0 a a 0 OWL No* OtOPMW AW Caper M d sane ow"umm 4w raneft mem Mb wo I's no" 'a aw oft ""M we �► ft*Aft Sam" me amp ftm 0 -11AWAR I.# Pet " 0 -U WAU M KM 9"n MR ft" TSMRRM 1 10 SEES TA D01H PEt PMN 2x WAU PER PLAN TS' TJI AT FLR TO FLR WARNING 70 r above "'ES I '1 71 : 4. ALL CONNEaOZ ANV FAMM FOR NOW CONSTRLL-TM 940kLL BE SAN" OR EQUAL ALL SPE(IW CONNECTM AND FASTENEZ MW OF NOTAM PER KANWAL m 9TCHCATIM. -5- MW SW AND BE SVE IS. ALL NAaANG 9iML K PY COMMa WFH TK 1997 (LB C. TAKE 23441� 1. NAM, SCHMM AND THE TRW X)ffT MC ANUMS RESK04M AFFUCAWN OUIDE 7.3U RDM PLAAS ANV fAFM FOR ADOMOML 00011MIM ,%PVI;w MILS CR STAKES IF00 ff FRAMPiG A NOW MATMa t PA MAUMN P% 0 TIANT io is 7AMMM00 M IL3 t• Je Creative C'omvort Transforming Dreams into Reality 10618 SE Kent Kangky Rd Suite 202 Kew, WnNngw 98030 United Shat of AAWrkO Ph".- 2068 19.3995 e-". wmon@ (1 0 1crea !.nd www.cre&fivwomfort.tw R3� v CL4 o a� C�4 Designer: Vemm E. Dussm It DW.- 1-1 844 Ck" Revkw. Date: Drafter. Veff wn E. Dun w-- a 111 D": 5-5-04 Bid fiekaw.• Release for Permit 5-6-04 I Venan E ElLmew N Date: I i -1 8-04 Date: PMDJKT Numm- 10104 NU KM AM =6% 6 Xf VVWWVM=%WC0W= WNW ow Irac wommm 20 oft a 99NIM SHMNUMM L moo • Maintain a distance fr om bearings Cut holes with cam and in the joist web only rM DETAIUVW41M All cs � \All 4. ALL CONNEaOZ ANV FAMM FOR NOW CONSTRLL-TM 940kLL BE SAN" OR EQUAL ALL SPE(IW CONNECTM AND FASTENEZ MW OF NOTAM PER KANWAL m 9TCHCATIM. -5- MW SW AND BE SVE IS. ALL NAaANG 9iML K PY COMMa WFH TK 1997 (LB C. TAKE 23441� 1. NAM, SCHMM AND THE TRW X)ffT MC ANUMS RESK04M AFFUCAWN OUIDE 7.3U RDM PLAAS ANV fAFM FOR ADOMOML 00011MIM ,%PVI;w MILS CR STAKES IF00 ff FRAMPiG A NOW MATMa t PA MAUMN P% 0 TIANT io is 7AMMM00 M IL3 t• Je Creative C'omvort Transforming Dreams into Reality 10618 SE Kent Kangky Rd Suite 202 Kew, WnNngw 98030 United Shat of AAWrkO Ph".- 2068 19.3995 e-". wmon@ (1 0 1crea !.nd www.cre&fivwomfort.tw R3� v CL4 o a� C�4 Designer: Vemm E. Dussm It DW.- 1-1 844 Ck" Revkw. Date: Drafter. Veff wn E. Dun w-- a 111 D": 5-5-04 Bid fiekaw.• Release for Permit 5-6-04 I Venan E ElLmew N Date: I i -1 8-04 Date: PMDJKT Numm- 10104 NU KM AM =6% 6 Xf VVWWVM=%WC0W= WNW ow Irac wommm 20 oft a 99NIM SHMNUMM L moo • Maintain a distance fr om bearings Cut holes with cam and in the joist web only 1 1 3 4 5 Q 71' 59' 12' 5' 14' 12' -11 9/16" 1 6' -6 7116" 10' -6" 11' -7 112" t 5' -8 5116" 10' -10 1/8" t '-5 112 8' -0 112" JJW .00 1 7'-11 5/8 " 4 3 -10 7/8 11 2' -4 1 12" 2 1 -10" 6040 T . 71 S%j JW ® rl C 4 th t ° \ tO I 00 EDa OF CLOTHE I 9 d I IN � o � • /� � . •-� sLO1iE � M N o W .I 2 all •' 020 ,� I N B o M TILE �S I -' .� CARPET �► I ` , f / I Master Deck �% 3, f— %;? 9 10 II 12 13 14 15 16 17 �' y1� 2668 WEATHERPROOF 1 y 8 i A 1 , :4 . a — `� • ,.°� ' 6 3/4" 7' -5 1/2" I 6 4 s �„� 5/16 ''� MEMBRANE 5 —.�� all h , �. Ago . 4 2 ' r \ aster ,��, an N ti Bedroom I N L A � � I CARPET Cn p //T\ SD M I \ Foam I \ I o 7 a Bed oom- �D z 2' - 10" 2' -10" I / CARPET 20 4x10 DF #2 OF HVR -02 6040 29 5 'il I — - t CSW I MAIN oo 76 DBL SLDR - 2' -2 /2" 2' -11 I 1'-0 112" 4' 2'_6" 21_60 4 48_3" 4 1_ 3 ., 7 . 71 4'_30 31 -9. 4' -71/2" 3_1 X - 1 112w 41_71/20 J. 10 19 10 10 ARCHITECTURAL NOTES - 13' V -6" 14' 8 15'-6- 59' U WffnEti s T AKr Oven SCALED DVADdKM. vENY AU DVAENS10NS AND COW TM IN HE FIELD AfASLAE ARE FEM SWACE TO SWAGE. YOU AW RE90alLE TO KW Au NOTES AND ALL SIG1rLRCW V000WAT1 N BEFORE PwLlRDr4G TIf THE PRbiEcT. F ANY Q ESTIONS SHOULD ARISE CAU RE OFF#CE BEFM PROCEEDPW OR THE TY OF TW DECWN IS ALL YOUZ 2. WR TO T}E (ORAL NOME 9fETS FOR FOR AU MORWTION. THESES OD SHIT T. hOTES Lbw BROW ARE ONLY RE VE TO AR0fffC-TL M ITFJ14S OF TIES SEE �04G ?VOTES .W NOTES FOR FRA4" 1~ ,T)M- 0 FRAMING .NOTES 3 FOR ALL E'rFRO. W34V ATJON AW ADCa01R M QUALITY REFER TO T1f GFl1TItiAL JINM SHEE S FOR Aounow mow w% J . sli" 1 VWWWSM TAB WMEFOCT Ovet Scmm . vIWY &L DAVISM W CONVInON W TLf RW AEASURRIOM 4. THR Mff 4,10 SE SAFE. ARE F &i SWAa TO AffA - READ ALL OF T1f NOTES. F V4 SHIN" AR'!SE CAL1 W Cffla KFM affliGMUff 5. FKM L.C. An0A . PRcXX& S. FARMS. CAW TS VC ,ALL OF RE DECNIM 15 ALL VOW. lutb RE" IJ V TO THK H"K SHOW LE MWSV' WM TIf 1"ff L Wou cen G OR ftsruu%cl. .2. PuTF NE04t SWAL IN r- I Vr. +; UNLESS NOW onHSnrIN• • MMY W 1 EVER= aEVATM. 6 36' BALL S Ix C4P w RAM J. *I. %XIVAZ • J. ALL WPVM IfADER'S SFVAL K 4X 10 DF #2. A4F f M#- &MOM Ank;ws wti OF P074LLW PER "Af4CruIllb >7lf�3" W AT f- IJ'. UNll ?9S N1 lW V MINE Also Ceara► WM WADM • PROM FLA "flu. SIL? LIGHT WGI S R AFE AA0 SIZE TO K WWW R TLf VIBW WIM E HA/A1bK Sff TAE iVWM ,FVW %VW IEFM FUM14G- ALYLAWT OWS Will K M ATW s 2- SCHEM/.E FOR . 9#01116"IM 4. AU 6Yh1C700 4W FASTS FM WOW CDP6lftJC7M SHM N R .Nd- iAAU s X 94TT IM"TICA FOR . [' FlICXVVA; OR EQUAL ALL SwEaW GONNIK'TORS MO IB405 VW K "TALLEV rQ 46VALFACTUM SWIRCIX411CM 0 36' R 4L 4%' RAillk%; SR EMS" ELf%AlILVd 4 V MAdU MR ` W -: S IM PfE Ca7Vd& PRL'%VF .3' DRAhKE S 3AWW LNW 11% SIM WALL 5. T!INK 4ND E SAFE 5 RA964G 4 COI[A ^ 1EATM PKW OEt =1 E ElS A LW !rQ lL EO MD AGWf4ClUFE5 9W% ?Ak AIDPE JF 6. DO WT OMN f1iW lW NAAS OR SEVI S /dO BE ROMS SIX GUANM OF M F4KW PER 12 Wf3. WILL Sft"Ift IIG� a" SID O�FR IIIW �1�N1E IL5 W WFOW AT JILL !IrM► OF AE F6AA � OR jW 3ii�A1RI1G4 . 7. MM TO 6041131AL MM 905 AND 4 1 616111� PSM JMD �S IM JILL JILL TIfAt N ow i t f - - - � - _ .r - .<--. •� - -- - - -- - - -.� ...- � - . - _ - r � - r a ,...+. • - +�`�!: s..a _. -- .�-..: -mac .� :L . __ '- _ _ �. �- � :.. k � * 1 1 N M En N N a N M 0 Cireatiove cioneort Transfoming Dneaazs into Reality 106 10 SE Kant Kwi& ey Rd Suite 202 Kent, IL/~on 98030 United States of America A": 206.619 -3995 e-nw .. "Wnono creati mfort.net www. iewK +cornixt.net s o � o J t V . I aOgr m Ver1wn E. Dusseau N Date: 1 -28-04 Cht Review: Date: Drafter: Vernon E. Dtneau u Date: 5"604 Bid Rte: Reiene for Permit: S4 ReWsion # V Dam: 1 i -i 8.04 Rsion #2: Date: PROJECT 10104 on PM •w oex► s " factus of COME aaumm. 1� M1/rilwll � E w �r ip�sNes �►rE ss�� a a• nESV��t�orawsw dar�a■r camas SAW Now N Eo OV o I o I o I o I o I o composBm' RW iWG "# BUILDING PAPER SHM ING PER ENGR REPORT TRUSSES AT 24" O.C. InwrunoN etlAJ:RE � wrr►i I•,u�,� VENT BLOCK 5 4" %. 6 F,ASaA GUTTER WN; MOUSE 1 1Z P 5fA TH" PER ENKA REPOU i PR PLAN t ,,r'!` j 9 -38 M//f1wk TOP PLATE CUlBLE PLATE 5 g iy_8. I 2%6 AT 16 U. �..?. R -21 64 IT /MAIN % 1 i TRUSSES: COMMON. 2x4 TC fr .2x4 SC srus. :..• Ll w r map I I r i ATTIC VENTILATION I SQ[W!E FEET OF WWRAnM = 30O SOUW FEET aF ATTIC. 50% AT lW EAVE AND 50 % N THE !E!EW PIORWN OF TW ROOF. EAVT VHYW s ' 1k V W = x02 Sa FT.: 3 z 7 lk = 0 OW SQ FT PW W%T BLOC], (rm llm c Sous WO WEVAtAWN .125 SO. ff PEt UNW MW ROM AT OW &W AND 1W RI11 191M OMM IMM A11D 1 F • • ROOF FRAMING NO TES I. MAIN ROM PITCH SHALL K5:12+1- TYWJkL UNLESS NOTED OTH ERNM 2. CO MMON sW*AES, To BE 9 TAUM PER MANLIFAC to R SP6 3FICATION. COLOR AND STYLE TO BE SELECTED BY THE HOAW O'0 3. ROM SWAINM PER RpORT, UN-0. 4. PROVW WOF MVIRATIONI PER 199711.B.G. S ECWNf 15053. 5. ALL CONNIErroRS FOR Joao COINSTRIX7M IRL BE 9WWM ,STRONG TE Olt EOLIAL ALL VFCFW FASTENERS MW BE INSTALLED FW A1~ACTtAWs 9WFICATTONI5. 6. ALL NA"W TO K N C06OUANCE wTH THE 1997 UALC.. NAMG SCHEDW TABLE 23•x$1. '_ SEE ROTOR PLAM AND GENIRAt WM OF THE APPROPIATE gGE 5 ALL WAS AND 1 E40M SM. S. PROVIDE RASNPOG AND COUNTEWL49WWATAIL WOF PEWMTIOW 9. PAO1DE COIN?W)US AETAL MUTT. PAINT OUTTER TO 4UT04 7W FASak SME AND COLOR TO K SE ECIM BY THE hVW CWMIL 10. PAOWE sUPSOM NX 3 uRFTANCHOR AT THE TOP PLATE Oft 4.L Ir M Ate WRIM uxa sf TKMI MANifACUM M49poos Fort 1 1. DIM SAFE - IF SAS. Y� Y .y if - J `J lk p0�1 -It�3 Creative cionvort Transforming Dreams into Reality 10618 SE Kent Kangky Rd Suite 202 Kent, WashirWm 98030 U wed State: of Anna n Phase: 206419 -3995 email: Hernong creadwcomim.ro www.crea *ecomfon -net a v CL4 4" o° moo Vernon E. 11 Date: .r 2m Client Review. ,Date. Drafter Vernon E Daum u (Date: 5 - 6.04 Release for Penn t: 54.04 Retire m # 1: Vanon E Du neau R Date: i I -16-04 Revwm #1: PMDJEa OWN am 10104 la fw mo a®v► o o0 o"my scavac came • rMR �fIC�E avria� .ssr� Comm swoaicrr oft ma.�a ms�a Wm smr Amr9 r f E t y , PROJECT TEAM CLIENT MR. 8 MRS. NGUYEN 5301 SLAVE WAY S TUKWILA, WASHINvTON 98188 U.S.A. BUILDING DESIGNER CREATIVE COMFORT ATTN: VERNON E DUSSEAU 10618 KENT KANGLEY ROM suirE 202 KENT, WASHINGTON 98031 TELEPHONE: 206- 619 -3995 GENERAL CONTRACTOR OWNER BUILDER MR. 8 MRS. NGUYEN 5301 SLAVE WAYS TUKWILA, WASHINGTON 98188 U.S.A. CONTACT FOR LAND ISSUES CREATIVE COMFORT ATTN: VERNON E DUSSEAU 10618 KENT KANGLEY ROAD SUITE 202 KENT, WASHINGTON 98030 TELEPHONE: 206-6 1 9-3995 FAX. 253-852-3427 CONTACT FOR BUILDING CODE ISSUES CREATIVE COMFORT ATTN: VERNON E DUSSEAU 10618 KENT KANGLEY ROAD SUITE 202 KENT. WASHINGTON 98030 TELEPHONE: 206-619-3995 FAX: 253-052-3427 STRUCTURAL ENGINEER STRUCURAL DESIGN 8 ASSICOATES ATTN: CHRIS 2210 HEWfT AVENUE SUITE 40 EVERETT, WSHINGTON 98201 VICINITY MAP �� M 1 � � 1 PV j r i Pwj1E T 10 BUILDING SCOPE RESIDENCE THE BUILDING SCOPE OF THIS PROJECT IS TO BUILD A RESIDENCE WITHIN THE COMPLIANCE OF THE CITY OF TUKWILA BUILDING AND LAND USE CODES. THE RESIDENCE TO BE BUILT WITH AN ATTACHED GARAGE. BUILDING TO BE BUILT IN COMPLIANCE OF ALL CODES APLECKABLE TO THE CONSTRUCTION OF THE PROJECT. THE PROJECT IS ALSO TO BE BUILT ACCORDING THE CLIENT DESIRE AS LONG AS ALL CODES ARE ADHERED TOO. GARAGE THE BUILDING SCOPE OF THIS PROJECT 15 TO BUILD A THREE CAR ATTACHED GARAGE THAT 1S IN COMPLIANCE OF ALL CODES APPLICABLE TO THE CONSTRUCTION OF THE PROTECT. THE PROJECT IS ALSO TO BE BUILT ACCORDING THE CLIENT DESIRE AS LONG AS ALL CODES ARE ADHERED roo. BUILDINGHEIGHT MAXIMUM BUILDING HEIGHT PER CODE IS 30'. THE BUILDING HEIGHT IS CALCULATED FROM THE AVERAGE BASE OF THE EXISTING GRADE TO THE UPMOST TOP OF THE RESIDENCE. THIS INCLUDES THE ROOFING MATERIAL. SEE SHEET A- I AND A -2 FOR VERIFICATION OF CODE COMPLIANCES. SLADE '% AN H W W r PROJECT DATA PROJECT ADDRESS: 5 30 SLADE WY SOUTH TUKWILA, WASHINGTON 98188 ZONING: R COMPREHENSIVE LAND USE PLAN: SINGLE FAMILY JURISDICTION; TUKWILA, WASHINGTON OCCUPANCY GROUP R -3 PROJECT TYPE: NEW CONSTRUCTION BUILDING CODE: 1997 U.B.C. CONSTI"ON TYPE: TYPE V -1 SEISMIC ZONE: NUMBER 3 WIND ZONE: 80 MPH EXPOSER "C' BUILDING AREA: I , 15 7.00 Sq. Ft. SITE AREA: 7,521.86 Sq. Ft. LOT COVERAGE: 15 % BUILDING HEIGHT: MAXIUM 30 BUILDING HEIGHT: PROPOSED 29'- 6 3/6 TAX PARCEL UMBER: 53 79200200 LEGAL DESCRIPTION: Account Number 53 7920020006 Record Nmber 01 Legal Dewtt.Ion 22 2MC MICKEN HEIGHTS DIV # I UNRECLOT I OF TUKWILA SHORT PLATL2000 -078 REC #20020917900004 Account Ntnnber 53 7920020006 Record Number 02 Legal Vacrotion SD SP DAF - N 100 FT Of 1f/ 150 FTOF NW 1 OF POR BEG AT W 1 14COR Of SEC 26 TH ALG W LN OFSD SEC N 0 -14 -13 W 1400 FT TH Account Number 53 79200200106 Record Number 03 Legal Description S 89 -21 -31 E 664 FT TO TPOBTH N 0 -14 -13 W 200 FT THS 89 -21 -31 E 160 FT TO NW COROF LOT I SILVER14EW TH ALG Account Number 5 3 7920020006 Record Number 04 legal Vesaodon W LN Of LOTS 1, 18 3 SILVERVIEWS 0 -09-36 E 200 FT THN 89 -21 -31 W 160 FT TO TPORAKA POR OF TR 22 RI K 2 OF Account Number 5 3 79200200106 Record Number 05 Legal Dna* Lion MCMICKEN HEIGHTS DIV/ I SYMBOLS .LEGEND SHEET INDEX DES CRIPTION SYMBOL SHEET # DESCRIPTION FULL HEIvHT WALL G -0. I PROJECT INFORMATION G -0.2 GENERAL NOTES BEARING WALL � � G -0.3 GENERAL NOTES G -0.4 GENERAL NOTES +znrvnoW cv.Lour 3068 SL - � A- I EXTERIOR ELEVATION A -2 EXTERIOR ELEVATION FEET —�� � I – WINDOW A -3 FOUNDATION PLAN INCHES — ' I FUNCTION A -4 LOWER FLOOR PLAN FEET - -- � INCHES A -5 MAIN FLOOR FRAMING PLAN A -6 MAIN FLOOR PLAN DOOR CALLOUr INCHES A-7 UPPER FLOOR FRAMING PLAN �— FEET A -8 UPPER FLOOR PLAN M � INCHES A -9 ROOF FRAMING PLAN FEET A -10 BUILDING SECTION A A A-1 I TJI DETAILS 8 INFORMATION EXPOSED BEAM A-12 CONSTRUCTION DETAILS BOTTOM FLUSH BEAM _ _ G I SITE PLAN S-1 STRUCTURAL ENGINEER NOTES CONCENTRATED LOAD S--2 STRUCTURAL ENGINEER DETAILS S -3 STRUCTURAL ENGINERR DETAILS S -4 LATERAL FLOOR PLANS DETAIL CALL OUT DETAIL NUMBER gee � . sperm � C�� -fu,�► S NUMBER TA 641.1 OUT DETAIL NUMBER SEE TRUS JOST MAC MILLUN ,hUW(1A1 FOR RESIDENTIAL APPUG4TION GUIDE ENGR. DETAIL CALL OUT .� DET-8 DETAIL NUMBER SECTION BOUT M i �IIIR � �d d !e Odom b mod= and Me vbhllon a/ aA' �� dm not a1M�r "ind ck ONA"OrAwa � v vp � Ada SECTION IDEIVTM giEET NLJMM 110 dW4M doll In snoop soon" at 100* None oftr apple" 449 ad Mw wa s tab" 00 10111mv low �1! �1lt Now sows _ _ ..- r -�.s �... _ .., .�.... ... � - . ...Z'_r� - �..:+ -' r..� _ ��....:► .�...["_��+ � � -..� �• -- .- +._- i'd�ra�C.... +L" �ri�re g3". -.r ..- :�►..- _Y..i- ..�r.�r. — '�..�,�++•�,�. .. ...- ._ . �..- .��_- r- .��.�� �..f.. -. �.- .r..-. �._.� �.- � �..- .r.�. ._..r � �. - � -�.. Creative C'orfy Ort Transforming Dreams into Reality 10610 SE Kent ICan#ky Rd Suke 101 Kent, Waihnaton 98030 lirte0 Seta of Amain Phork: 106. 619.3995 etnad: Mernorg crati►roomkrt.net www.crrs net t,Q ;z! 0� C� O W N Designer: Verwn E. [ usmu 11 Date: CA" Rft*w. Date: Drafter: Sg UARE .SOOT SUMMARY Vernon E. o 11 Date: 54-04 .LIVING SPACE Ad Release: LOWER FLOOR 3 44 SQ. FT. MAIN FLOOR 1, 515 SQ. FT. Rei for P ern it: UPPER FLOOR 1,219 SQ. FT. 5-604 TOTAL 3,078 SQ. FT. Revisi #1: GARAGE 751 SQ. FT. Dace: S o w .Revision #E2: COVERED DECK 144 SQ. FT. DECK, MAIN 12 1 SQ. FT. DECK MASTER 44 SO. FT. 10104 an w,a Mo oemb 6 POOPED 3 Q160w zO1NF R �reE wMS swu �o!rE FRONT 62 SO. FT. ...o�oecawwM► a !E !vim ice! 1��1wE PATIO 149 SG?. FT. �� •�`'�'�°� SWT 1 D xvisi 1 General Requirements Occupancy Serration Note Garages WW be separated from the dwelling by the installation of mater* approved for one -hour fire resistive construction (54 1 15.9 mmj type x) on the garage side. the materials shop extend from the fowdation to the roof sheaftV. Where living area a above the garage, the eeft and all supporting me 6r, kx*Kfirtg Posts and beams shall also be protected. When living space is provided above the garage and ceiling s tin g members are spaced more than 16` on cuter, then a double layer of gypsum board is required. Fire dampers need not be installed in or ducts passing thnWh the wall. floor or ceiling separating a Group R, Division 3 Occupancy from a Group U t.'krupancy. provided such ducts within the Group U Ocivpancy are constructe s teel having a dvckness not Ins than 0.019 inch (No. 26 galvwk gag and hav no aperwngs into the Group U Occupancy. 1997 UBC Sec. 302.4 exception 3. Smoke Detector Smolm detectors shah be isstalled in each sleeping roan and at pants mu* located in corridors or areas grvinf access to each separate sleeping area. Dweft uniu with more than one story and in dwie ft with basements, detector shah be instated on each story and int he basement. CWectors S81A reciewe shier WWWY powrcr from bu'&g wiring and shat be e"wd with a battery backup. 1997 UBC Sec. 310.9. Address Note APPROVED NUMBERS OR ADDRESS SHALL BE PROVIDED FOR ALL NE& BUILDINGS IN SUCH A POSTION AS TO BE PLAINLY ViS11BLE AND LEGIBLE FROM THE STREET OR ROAD FRONTING THE PROPER i Y. 199 7 UBC 502. D ivision - 2 Site Work EXCA OF Df PROJECT SITE M. IX W" CM OF 71! %j" LAND USE CODES AID TFE OF TFE U.B.C. ALL = PROTECT OF 9" COMM IS DIE SOLE of M COMIRACF DwMa MW M*O W Rmu BE SUOf TMT THE IMO SOIL 6 9"M TOWAWS TFE B[KDNG. ll SUCH CASES TFE 2.0P 9W BE A AIN M OF 2 % WITH= 91M MG WATER OVER TEf MKVSM LBf- PORTIONS FROM TAE U.B.C. I W4.7 DirabW Amilim WON be muk liar the C aNd d~ of swrfaoe www aw wd Wdd W ISee alr0 Secdow I W6.5.5.) 1 W6.5.5 Fm"o I drAom on rMw saw. Ire trop of my eft *w farmbge I &W waned abw die dnefto of Ire MOM raw at port of drd - it Ear dw biat Of an *Ponce d fe de vice a aw www of 12 whes (305 aw pis 2 Pte- Dw rwh� ink awl mwy *POW abral a dt+was' PWAM it can be dw r *&W five so dw pawl of drdrMe and ,wwW boom dw swwcb ie is Pr W*d at at lvcadois as tie s* Division - 3 Concrete FOUNDATION NOTES 1. WRITTEN DIMENSIONS TAKE PREDENCE OVER SCALED DEMENSIONS. VERIFY ALL DIMENSIONS AND CONOTION IN THE FIELD. IF ANY QUESTIONS SHOULD ARISE, CALL THE OFFICE BEFORE PROCEEDING OR THE RESPONSIBILITY OF THE DECESION IS ALL YOURS. 2. FOUNDATION SHALL BE PLACED ON FIRM UNDISTURBED EARTH. AT LEAST 12" FOR ONE STORY AND AT LEAST 18" FOR TWO STORIES BELOW FINISH GRADE. STEP FOOTINGS AS REQUIRED PER SITE CONDITIONS. ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH. ALLOWABLE SOIL- BEARING IS PRESUMED TO BE 2,000 PSF. UNLESS NOTED OTHERWISE. 3. ALL REINFORCED BAR SHALL BE GRADE 40 WITH MINIMUM LAP. CORNER BARS SHAU BE 24" IN EACH DIRECTION AT ALL HORIZONTAL REINFORCEMENTS. 4. ALL REINFORCEING BARS $ ALL BE SECURELY TIED WITH # 16 DOOUBLE- ANNEALED IRON WIRE. 5. ALL SILL PLATES SHALL BE 2x6 PRESSURED TREATED WOOD WITH 5/8" DIA. x 10" ANCHOR BOLT W1TH A MINIMUM DEPTH OF 7" EMBEDIMENT. ANCHOR BOLT SHALL BE PLACED AT 5'-0" O.C. FOR ONE STORY AND 4 O.C. FOR TWO STORIES. ANCHOR BOLT SHALL BE PLACED AT A MINIMUM OF I In FROM THE END OF EACH SILL PLATE AND FROM EACH CORNER. ANCHOR BOLT SHALL BE CENTERD IN THE 2x6 TREATED PLATE. VERIFY WITH THE STRUCTURAL ENGINEERS REPORT. UNLESS NOTED OT1fRWiSE. 6. ALL WOOD IN CONTACT WITH CONCRETE, MASONRY, EXPOSED TO THE EARTH AND EXPOSED TO THE WEAHTER SHALL BE PRESSURE TREATED OR TREATED WITH APPPROVED CHEMICALS OR PROTECTED WITH APPROVED MATERIAL PER UNIFORM BLRLDING CODE. 7. FLOOR FRAMING SHALL BE INSTALLED PRIOR TO ANY BACK FILLING. CONTACT STRUCTURAL ENGINEER IF YOU HAVE ANY QUESTIONS. S. PROVIDE TEMPORARY BRACJNG AS REQUIRED UNTIL ALL PERMANENT CONNECThS HAVE BE INSTALLED PER MANUFACTURES SPECIFICATIONS AND STIFFENERS HAVE BEEN INSTALLED. 9. ALL CONNECTORS AND FASTNERS FOR WOOL' CONSTRUCTION SHALL BE SIMPSON OR EQUAL, ALL SPECFJED CONNEWORS AND FASTNERSS MUST BE INSTALLED PER MANUFACTURE'S SPECIFICATIONS. 10. THINK SAFE AND BE SAFE. 11. ALL NAILING SHALL BE IN COMPLIANCE WITH THE 1997 U.B.C. TABLE 234-Q, NAILING SCHEDULE 12. SEE FLOOR PLANS FOR ADDITIONAL FRAMING INFORMATION. FOR �. w� CODE C Jt , I --1 �.t 1 APPROV 1 � ••� - � - Iii ��'� . , a '� Vernon E. Mum 11 Date: cbm Review . Date: Drafter: V&Tw E. Dun= 11 Date: 5-6.04 Bid WNW.: Release for Permit 5-6-04 lie+�orf ! Creative Division - 4 Comfort FOOTING SCHEDULE Masonry T�f °'�''°g &ams ,nto Rmrfty WOOD POST WITH POSIlNf CONNfCWN ON 1,2'x lI ` x 8' 106 18 SE Kent Karpley Rd El 1 22 CONCOEIE fOOANG WiM ( ?) +I4 AfdtAR SfT /!V EACH General Notes Stitt 202 p1RK/iplV. A4AXN/IMf LOAD SHAH BE ?.OAO F.S.f.. Keg. Wsdii►atan 98030 WOOD POST IG/IH PIDSIINF CONNECTION ON !8' xl8'x 8' MASONRY CONSiRIK'TION SIiAI.I BE COMPLETE COMPIIMKE OF THE U.B.C. Wrted Sp[et of AmericJ CONCIOE'1F F0071lV6 WlIH (?) 04 RFBAR SET IN EACH CHAPTER 21. REFER TO TFE MASONRY DESIGN AIANl1Al. AND MANIiACT19tE phprk: 206819.3995 18" pAUC1lOVV. MAXIMUM LOAD SHALL BE 3.000 P.S.f.. SPECIFICATIONS FOR ADWffIOW INFORMATION. WITH ALL PRECAUTION i0 PREVENT M015M PENETRATION INTO THE rmii: vemonC9? W000 POST WITH oOSITJVf CONNECTION ON 24' x 24'x 1.2' STRUCTURE. PROVIDE WEEP HOLES AT THE BOTTOM OF EXTERIOR MASONRY cnatiMttOm.9ort .net CONCRETE F007IN6 Willi { ?) 0910E9AR SET IN EACH i0 PROVIDE PROPER VENTILATION. www.nptjMacomfort.rkt 244 VaCTION. UM LOAD SHALL Bf 8.000 P.S.F.. INTERIOR MASONRY SHALL F1AVE M0b RESENTENT G. W.B. INSTALLED. COMMONLY GILLED GREEN BOARD.) THE GENERAL CONTRACTOR IS WOOD POST WRH AOSIIVE CONNECTION ON 30" x 30" x 11 ° RESPONSE 7V SEE THAT ALL APpUNCi10N5 ADHERE TO THE U.B.C. AND CpNCWIF F00I1fVG WITH (3) 04 MBAR SET IN EACH U.B.C. STANDARDS. DMCl1pN. MAXIM LOAD LOAD SFIALL BE 12.000 P.S.f.. 30' WOOD pipSi WITH PC7Sf1YECONNfC1JON ON 36" x 36'x 11" CONCRETE F0OIM6 W/IH (3) 09 AFBAR SET IN EACH t ` pWC11p1V. MAXIM LOAD LOAD SIiAlI BE 18.Og0 P.S.F.. v 36' FOOTING NOTES: N 1. BEAWNG SOIL fAPC11Y UNiF55 NDIESOTHERKRSf IS:.AAD PONDS PER SQUARE EDDY. 1. ALL M&iR M lHf FPOAWG SliAll HAVFA MNYIMUM Of 3' SEPARATION FROM IFIE f11R1H., UNLESS NOTED OT}INtI(N• d. ALL (GOOD POST SNAIL BF 4x� OR 4x6 FAR MITI CONNEC110N5 FOR 4x �w 0�4 BfMfS UNLESS fSS N01 ED OIHFRM 4. ALL IVppp POST SHALL BE 6x6 FOR 6x BEAMS IkVlE55 N01fD OIHERWLSf. O S. ALL AOST IBfAffSWDTREATEDORJREATED PER U .B.C.ORAAlOd7i/?E � 1� BAS fSS7ALLfD P6P U.B.C, � 1rl v Division Metals Flashing Notes pia* &M ww*m. *a to rod, && Xft w sift aw rwt pe�etraa. pa a.a �peciir�. in comolance Mrn dr U.B.C. SuboorMr�cmn tp piuridt dtn iforav rim at the Umw d irpecfion. *A Date: WJFCT 10104 •s w�► � c�ea� s � r�oi�a�+ •� sn� aa� 1t� RAK lNtt � E r � all 11E lrit� � Ipl � Corr af��os►ca�rs �t N� t - - -- i Division - 6 Wood &Plastics U B. C Chapter 23 2304.4 Vabiwati:ui, Installation and Nljnufacture 230 4 1 General Prepdraticui, rabi icari,in and ins'allation of v► id members and their f astNi r wq? , Thal; conforri l to acceptrl! engineering practices and to the requirements of !his code AP members shall be framed, anch.)red, tied and brac,ad to develop the strength and i igidit% nece\.,v % for the purposes for K hich the art- used 2,304 4 2 Timber connectors and fasteners. The ins of tinibt connectors and fasteners •hall be in accordance %% ith the pro► isions set forth in Division 111. Part III 2304 4 3 Structural glued larninated timber The manufacture and iabrication of structural glued-laminated timber shat! be under the supervision of qualified personnel. 23+ 4 4 Metal - plate- connected %k ocd trusses. 'Metal-plate- coiine:eted wcwd trusses shall conform to the previsions of Dw V Each manufacturer of trusses using metal p4 tF connectors shati retain an approved agenc having no financial i iterest in the piant being inspected to make nonscheduled mspectrAns of truces fabrication, delivers. and operations The inspection shall coxer a!' phases of truss operation. including lumber storage, handling. cutting, fixtures. presses or rollers. fabrication. oundling and binding, handling and deliver 2304.5 Dried Fire- retardant - treated Wood. Approved fire - retardant- treated wood shall be dried foliowirg treatment, to a tnaximsm moisture content as follows' solid -sawn lumber 2 inches X51 min' rn thickness or less to 19 percent, and pl► A ood to 15 percent 2304 6 Size of Structural Members. Sues of lumber and struc- tural glued - laminated timber referred to in this code are nominal .bizes. Computations to determine the required sizes of nienibei shall be based on the net dimensions ;actual si.zes.� and not the nominal sizes. 2304. i Shrinkage. Coris. shall be given in design to the possible effect of cross - grain dimensional changes considered verticall which ma► occur in lumber fabricated in a green condi- tion. 2304.8 Rejection The building official may den permission for the use of a wood member �,vhere permissible grade characteristics or defects are present in such a combination that they affect the sera iceability of the member- SEC I7Oti 2305 - DESIGN AND COhiSI UC - 140N 2;305 I general The following design requirements apply 2305.2 All A oxw struct ures shall be designed and constructed in accordance a itr the requirements of Division I and Division 11. Part 1 2303 3 Wind and earthquake load - resisting systerns for all engi- neered , t ood structures shall be designed and constructed in accordance 114 the requirements of Dr► ision I1. Part 11 2305 4 The desigr and construction of wood structures us :ng a11o: ►able stre_; design methods shall be in accordance - -vith Div!- sior Ill ?3r�5 The dfs:gn and construction of conventiona::ight - frame w ouc structure, shat: be ir: accordance a nth Division 1 V 2X, 6 The de:,-gr. and installatior? of timber c0 nnectl r: and fa:- eerx-_ shall be in acc ordance with Di isk•r 111. Par' 111 2�� 7 %letai-plate- connected - -t, tr;asset- =hall me f !c the pre'► Lsi-rt - 1` D:► isior,, 1_ 2.Z Dezrg^ o` structural glued bu;l*. - up member_­ %vlr^ p:► - Wood r :�r.ip•; :,eats shaI1 be ir, ac e .%i :I: Drs _sicr. V 1 \ 9 r -fists and rafter; _hall: be pre -. - :i',Et, *,- � fr a. ^:�C'r]d ^: f � i *r Df ► - i;;nr ►11 2.3'x, a Pate- : i;s 3*rc ieeper` Ail f •-indai: i -r p:3'r s :ILA 1r). - 1 s� � � _s ;r d;-e-' - tic• A ea-?n. &7-7 .. ' • %3t -es )T) : CM1e-e If t : ,r. 'h.-i he .. e3' A ck,d W F 'urxaa ! r ed %% -A)d. a. i , ,a k s i ! b - a:.3ec L a": avz-r _ %t-.j went-- t ' .i•Y i :Sir cr..a: x .: 2 r •_ is i ec - , r D'a.7..-1 `- a-: a zn:�-L %vet age.-z" ma be r .ni!z j ✓cur''?' 'i: flit^ �rC �• 1. ` �a X warms .7*IL � J�JV wl < app~ : e•: 1r : ! he tin ki-rg �•� ,- r - . � = .-e, : 'r accN : t 1T► f st"C',.. - � � A U , i �" Y ' . Ace' } : ' • f T• '�'G" : ' C"t': : �s Y - "V • 2 - rksrar .'l" CC' _ r • •7± +.'.tr\ � . �� :t 17 C � :dt:. - �• �G�.� • • dxra� .� :.C.r -; : •� 'a -�s.� or c:: a► ea~•• E •x"tir ' A!1 .r ear• t' : • L''L..! t �•1CTe": - r �� �': r 1rr-� 4 Y•' ecr j+ me&o* - . `ar* . ` , e - �.,....�, - r- a� ._r �;..`� �rrt` �f - �,s -a - t•� - y - rt ' 9'io6 N'(x)d and Earth Separation. Protection of %%(x ,against deterioration as set forth in the previous sections for speci- .' ied applications is required. In addition, wood used in construc- tion of permanent structures and located nearer than 6 inches (152 nim) to earth shall be treated wood or wood of natura! resistance to decax, as defined in Section 2302 1 where located on concrete slabs placed on earth, " shall be treated wood or ►% rxA of natu- ial resistance to decay. Where not subject to water splash or to ex terror moisture and located on concrete ha ing a minimum thickness of 3 inches (76 mm) with in imperviow, mernbrane in- stalled between concrete and earth. the % %ood rnav be untreated and of any species. 14 here planter boxes are installed adjacent to wood frame %balls, a 2 -inch -wide (51 mm' air space shall be provided between the planter and the wall. Flashings shall be installed when the air space is less than 6 inches (152 mm) in width- Where flashing is used, provisions shall be made to permit circulation of air in the air space. The wood -frame wall shall be provided with an exterior «all covering conforming to the provisions of Section 2310. 2320.11.5 Cripple walls. Foundation cripple walls shall be framed of studs not less in size than the studding above with a minimum length of 14 inches X mrw' or shall be framed of sol- id blocking. When exceeding 4 feet N219 mm► in height, such walls shall be framed of studs having the size required for an addi- tional story. Cripple wails having a stud height exceeding 14 inches 1 356 mmi shall be braced in accordance with Table 23 - 2. Solid blocking or wood structu ~al panel sheathing may be used to brace cripple walls having a stud height of 14 inches (356 mm) or less- In Seismic Zone 4, !Method 7 is not permitted for bracing any cripple wall studs. Spacing of boundary nailing for required wall bracing shall not exceed 6 inches (152 mm) on center along the foundation plate and the top plate of the cripple wall. Nail size, nail spacing I (;- field nailing and more restrictive boundary nailing requirements shall Le a- required elsewhere in the code for the specific bracing mate- rial used- 2320 -116 Headers. Headers and lintels shall conform to the re- quirements set forth in this paragraph and together with their sup- porting systems shall be designed to support the loads specified in this code. All openings 4 feet (1219 mm) wide or less in bearing walls shall be provided with headers consisting of either two pieces of 2 -inch (51 mm) framing lumber placed on edge and se- curely fastened together or 4 -inch (102 mail lumber of equivalent cross section. All openings more than 4 feet (1219 mm) wide shall be provided with headers or lintels. Each end of a lintel or header shall have a length of bearing of not less than 112 inches (38 mini for the f ull w idth of the lintel. 2320 11.; Pipes in walls. Stud partitions containing plumbing, heating. or other pipes shall be so framed and the joists underneath .) spaced as to give proper clearance for the piping. Where a parti- tion containing such piping runs parallel to the floor joists, the joists underneath such partitions shall be doubled and spaced to permit the passage of such pipes and shall be bridged. Where plumbing, heating or other pipes are piaced in or partly in a parti- tion. necessaarirg the cutting of the soles or plates, a metal tie not less than n 058 inch .' 147 mm.! A 6 galvanized gage) and 112 in- ches 38 min; wide shall be fastened to each piste across and to each side of the opening with not less than six 16d nails. 2320 1 LS Bridging. %Unless covered ov interior or exterior wall coverings or sheathing meeting the minrrnum requirements of this code. all stud partitiorn or walls ►i nth studs having a height to least - thickness ratio exceeding 50 shall have bridging m-! leas than 2 inches -51 rnm in thickness: dM' of the :arise width ar. the stud f:tte-d snugil. and nailed thereto tc provide adequate fa: eral supp 232L 11.9 Cuttirg and rw In ek'er,or wail:; and bearing pa nt.ons. anv w oc-e stud mad be - it not ^hed t- a depth not ex- iins 7 percen' : f its K idth Cut,.-.w rxt. i:ing of studs to a death no* Brea:e: Uk--n 40 ae-cent of the .►idrl� :)f the stud is per - m.j :n r- wnbearirrg supporting no iaads other than 232 i 1 E &-•. ►ed he ire- A hoie not g-ea:er :r. •diameter than ,, f rer.vnr rf tiS' stud -.% idf race; be trrec in a.-r mood stud. &;red j:n ac. greater 'rain 51: per cen: :)t 'tie v id o *ire zt:,a are per - lm*ted - rxxlbea .= ^F spa . horn or :n an :4a:. Wh each bored n: ��ubira = t L,xd5 3- se h► rea Ir rs - • cage _.:w4. `he e-?ge -•i the br•red n-,;e `v -parser tri. ,synch t T,T ': edge •r - •r �d B+ - .red ,' ies :i' d: w be �lcated d? r ise same of as a cut -- rr cr 232(_' 4 R• if and t e..;xs F -ammo Q"' ' 2 . Genera TIC - a.*r. :lg - wu fr ea in _.rC :' 8�x'� ',, roils .�, ..� s . - r rr.�,:;;.. si pre •1 ? ;;t,:is : er'�a, .r. 1 ura 'mr:z-4 .: r .'T _r x:ra•e- � rr •'�- -•;n< s :.fie lei= t..Pra^ : : er'ta :n .'2 ? ` ; _ i -pe 'i wm. - bt"- `•:x.70' r "� '3 ".'� s � :: rL�!� �� a` '� t►d.',1 !!:� H'n • a C • \ 3 a -, , 2 _ t »= ,`a ;r_Z.V ?: < %ds . be 1� AM L1 i- j ♦y A of * e - : - \ I �I/t be r.. 1 _ ` trXV .t' ah Tait r- Lam" -1 _R •� rw/. e 1?3 F_a,.. --v Rafkr s _4wa. he *rir:xei -:nee""h •apoaswe or -Ner e 'Y - Aw Thee sr,al 'b e a , E►W-_ a.' 'easy' t - :-r wwr � •h�i►-x is 1,i - -rt i ii►i i�rpt tier. rd -�' •�r - afar- • • i:' • a �r+� axed r+c� : Terre �•jlt 5r a le% -r "'t, - if 'er rwl Am - %an 2; s& " i 'nw. -*vr -ra and ft V cam V r%yn The -V ene •- the - &`-er 2320 12.4 Notches and bolts. Notch mg at the ends of rafters or ceiling joists shall not exceed one fourth the depth. Notches in the top or bottom of the rafter or ce.ling joist shall riot exceed one sixth the depth and shall not be located in the middle one third of the span, except that a notch not exceeding one third of the depth is permitted in the top of the rafter or ceiling joist not further from the face of the support than the depth of the member. Holes bored in rafters or ceiling joists shall not be within 2 in- ches (51 mm! of the top and bottom and their diareter shall not exceed one third the depth of the member. 2320.12.5 Framing around openings. Trimmer and header raf- ters shall be doubled. or of lumber of equivalent cross section, when the span of the header eviceeds 4 feet (1219 mm ". The ends of header rafters more than 6 feet (1829 mm) long shall be supported by framing anchors or rafter hangers unless bearing on TABLE 23-II-B-1 CONNECTION NAILING 1. Joist to sib or girder. toenail 3 -8d 2. Bridging to joist, toenail each end 2.8d 3. 1 " 6' (25 mm 152 mm) subtlow or less to each joist, fade nail 18d 4. Wider than 1 6" (25 mm 152 mm) sub/ba to each joist, face nail 3 -8d 5.2" (51 mm) subdoor to joist or girder, bind and fade nab 2 -16d 6. Sole plate to joist or blocking. typical face nail I6d at 16' (406 mm) o.c. Sole plate to joist or blocking, at braced wall panels 3 -16d per 16' (406 anti) 7. Top plate to stud, end nail 1 -16d S. Stud to sole plate 4 -8d. toenail or 1 -16d, end nail 9. Double studs, face nail 16d at 24" (6 10 mm) o.c. 10. Doubled top plates, typical face nail 16d at 16' (406 mm) o.c. Double top plates. lap splice 8 11. Bloddng between joists or rafters to top plate, toenail 3 - 8d 12. Rim joist to top plate. toenail Sd at 6' (152 mm) o.c. 13. Top plates. Laps and intersections. face nail 2 -16d 14. Corthuous header, two pieces 16d at 16' (406 mm) o.c. along each edge 15. Ceing joists to plate. toenail 3 -8d 16. Continuous header to stud, toenail 4-8d 17. Ceft joists, laps over partitions, face nail 3 -16d 18. Celrg joists to parald rafters. face nag 3 -16d 19. Rafter to plate, toahag 3 -8d 20. 1 " (25 mm) brace to each stud and plate, face nal 2 -8d 2 f . I " 8' (25 mm 203 mm) sheathing or ka to each bearing, fade nail 2 -8d 22. Wider than I' 8' (15 m n 103 mm) sheathing to each bearing, We nal 3 -8d 23. Built -W ciorner studs 16d at 24' (6 10 mm) o.c. 24. Built -W girder and beams 20d at 31' (0 13 mm) o.c. at top and bottom and staggered 2 -20d at ants and at each spice 25.2' (51 mm) planks 2 -16d at each bearing 26. Wood structural panels and perticleb�oard: ZSiibfloor and wag gwadeing (to framing): 1/2' (12.7 mm) and kia 6d3 19 32' -3/4' (15 mm- 19 mm) 6d4 or 6d5 7/8 "• i' (22 m w25 mm) Sd3 I i V 1114' (29 nw32 mm) i Od4 or 8d5 26. Waod smKiural perhds and particid am d.2 Subfl ic, and wag sheathing (to ha i ft): 112' (11.7 mm) and less 6d3 191 32'4 4' (15 mm-19 mm) $d4 or 6d5 7/8' -- i" (22 mrr}25 inn►) 8d3 11/ 8'! - 11 4' (19 mm-32 nvn) iOd4 or 8d5 Card i ration nbfibor r dabyment (to hwnir>g): 314' (19 mm) and less 6d5 7/8'- I' (22 sr 05 rrrn) 8d5 1 r; g' -11 , 1 4• (29 mm- mm) 1 Od4 or M 1 2 7. Pand siring (to fiarn618)1: � 0, 1 2' (11.7 sin) or less 6d6 5/8' (16 an) 8d6 28. Fiberboard sheathing.-7 1, 7' (11.7 sin) IVo. 1 t ga.8 I . Co mo= or brit nail rnw be utsred ewgx where ada nee stated '. Na6 spacxd at 6 iedees (132 mp) on daeriser at wires. 12 iedees (305 .wy at kadmnfiaw stwon except 6 iecthes ( 152 never) at at setpports wAee �a are 48 irdees r 1219 aniq or m ore. For r mbV of wood str:r rMW pamd and .rliiphira and 0aw w4b. rester so 5 - -1i i i - :315.3.3 axed 2315.4. *a* kw waif shier fthi g M& be ctir■ MM blond or caarg. 3. Cammm or dria!d shin 4. CanaxL 5 vekxmw shi"- u5- Caronawmotaw aft or caiiiV nib cor ammorrg to die rw it Sec t al ,", 4 3 Faiesecers speed 3 ardees ' - 6 rwwi din aeiieh n at esseiar ems art 6 rrdfrs 51 roar do M'e & of 94ports It ZOrromomenstaint :oioirg n96 >Mh ' f f i l rata hand and I i 2,Ndh •3f w• hsgdr star i :+rdr , ►1 ' mw slrer*wq arcs/ i 3 4wde 44 ie■ir k+Vter b 25 3: a4clr cxi •M Aesr %M cionbsrg W Mr of Se coow .: KM 3 9 - slap tixt1 ~ 164M& if I aii■sa a w ar 1 1 swab '9 aver WOO ilor 1 14rd : - mmt ssWI*Mg and 11 :-etM (3s MW bred gior .5 3: adh ,1ti� n■■r :h■■Mog aonhiishesoentg to Mr d Srie�tr 2#s.3 10 had si pp or at 16 aw wes 40 MVW ,00 snsch n r.50 aoW it Wmeg& ahi • Ow hn dicer of Me uswei rosim aMw =wW4 aAft ar ft* Ai *wad 6 =dies i 152 =M aw pm d age's, 12 aides (30 any ar $44"M 11- hest supPWIS at 49 i 0a 010 awt .'sang ar Mid a& gwmd 6 Ad= (0 52 MW do paned lea 1: adsseir fm ar at snMrss. D . . 40 ivision 7 Thermal & Moisture Fire Blocki n Protect Fk F0 k eking is required in the return air shah w1wt it intersects with open horizontal framing cavities and at floor ceiing levels. (See 708. 2. I) , Water H eater A orin Water heater shah be anclarrd or strapped to resist horizontal aspbcen -- doe to earthqu lee nation. Strapping shat be at points within the upper one - third and lower one -third of its vertical dimension». At the lower print, a MUM" distance of four inches shah be maintained above the controls with the strapping. 1997 UPC 510.5. Vapor Barrier-Ba throoms vapor barrier on i sufation instafied behind bathtubs or other such areas, where the backing of the madaanon does not press against the back of the gypum waborard or other wag covering, must k unbacW or have bucking with a Ilarnespread rating not to exceed 25 and smoke density rating not to exceed 450. 1997 LIBC 707.3 exception 2. If urbacked, a moisture barrier must be iestaffe+d that has a fiamespead raft not to exceed 15 and smoke density rating not to exceed 450. Insulation Flame Spread AN imAwon materials ircWing the facings. suds as vapor barriers cr breather psapers installed altar floor. /ceiling assernbfies, roof, 'ced'ing assembles, wag:, crawl spaces or attics, shah have a finw preW raring not to exceed 25 and a smoke denMy not to exceed 450. Tested in accordance whir UK Standard 8 -1. hirer such nnaterirah are instabd in coneeak spaces, the f n e-sprrad and snoke-developed Lrnitations do not apply to facings, prmakd that the facing is inssafied in substantial contact with the unv9m' surface of the cesging, dom or war finish. (UBC Sec. 707.3) The otposced area behind the tub must meet the required flame spread rating. KCV j - • � Ni .� CUD t vr.. -!A A pPRpVED ti a � 13 Cireati*ve cionvort Transforming Dreams into Reality 10618 SE Kent Kangky Rd Suite 202 Kent. Washington 98030 United States of Ameriica Plane: 206419 -3995 email: vemonca creathwonfon -net www. creadvecanfort- net v N w � o � d � m Nogn'l: Vernal E. Dussem 11 Date: Cknt Review. I � Drafter. Vernon E. Drnseau 11 Date: 5-6.04 t gene for Permit: 5-6-04 #1: Date: Date: wiFCi k1MOM. 10104 MW Kj%% Me cam► is no J�!!< R�P6 iiMtt � lE saws wes r tir+E sawan s A we !M &UM OWN CAm" smroiac�s wt E st��� �r G 3 • 6d4 No. 16 ga-9 25; 31' (20 ma) No. 11 ga.8 td4 No- 16 ga -9 t9. khterio► pareeing l,•4' (6.4 mini 4d1 3 8' (9.5 nuhr) 6d i 1 I . Co mo= or brit nail rnw be utsred ewgx where ada nee stated '. Na6 spacxd at 6 iedees (132 mp) on daeriser at wires. 12 iedees (305 .wy at kadmnfiaw stwon except 6 iecthes ( 152 never) at at setpports wAee �a are 48 irdees r 1219 aniq or m ore. For r mbV of wood str:r rMW pamd and .rliiphira and 0aw w4b. rester so 5 - -1i i i - :315.3.3 axed 2315.4. *a* kw waif shier fthi g M& be ctir■ MM blond or caarg. 3. Cammm or dria!d shin 4. CanaxL 5 vekxmw shi"- u5- Caronawmotaw aft or caiiiV nib cor ammorrg to die rw it Sec t al ,", 4 3 Faiesecers speed 3 ardees ' - 6 rwwi din aeiieh n at esseiar ems art 6 rrdfrs 51 roar do M'e & of 94ports It ZOrromomenstaint :oioirg n96 >Mh ' f f i l rata hand and I i 2,Ndh •3f w• hsgdr star i :+rdr , ►1 ' mw slrer*wq arcs/ i 3 4wde 44 ie■ir k+Vter b 25 3: a4clr cxi •M Aesr %M cionbsrg W Mr of Se coow .: KM 3 9 - slap tixt1 ~ 164M& if I aii■sa a w ar 1 1 swab '9 aver WOO ilor 1 14rd : - mmt ssWI*Mg and 11 :-etM (3s MW bred gior .5 3: adh ,1ti� n■■r :h■■Mog aonhiishesoentg to Mr d Srie�tr 2#s.3 10 had si pp or at 16 aw wes 40 MVW ,00 snsch n r.50 aoW it Wmeg& ahi • Ow hn dicer of Me uswei rosim aMw =wW4 aAft ar ft* Ai *wad 6 =dies i 152 =M aw pm d age's, 12 aides (30 any ar $44"M 11- hest supPWIS at 49 i 0a 010 awt .'sang ar Mid a& gwmd 6 Ad= (0 52 MW do paned lea 1: adsseir fm ar at snMrss. D . . 40 ivision 7 Thermal & Moisture Fire Blocki n Protect Fk F0 k eking is required in the return air shah w1wt it intersects with open horizontal framing cavities and at floor ceiing levels. (See 708. 2. I) , Water H eater A orin Water heater shah be anclarrd or strapped to resist horizontal aspbcen -- doe to earthqu lee nation. Strapping shat be at points within the upper one - third and lower one -third of its vertical dimension». At the lower print, a MUM" distance of four inches shah be maintained above the controls with the strapping. 1997 UPC 510.5. Vapor Barrier-Ba throoms vapor barrier on i sufation instafied behind bathtubs or other such areas, where the backing of the madaanon does not press against the back of the gypum waborard or other wag covering, must k unbacW or have bucking with a Ilarnespread rating not to exceed 25 and smoke density rating not to exceed 450. 1997 LIBC 707.3 exception 2. If urbacked, a moisture barrier must be iestaffe+d that has a fiamespead raft not to exceed 15 and smoke density rating not to exceed 450. Insulation Flame Spread AN imAwon materials ircWing the facings. suds as vapor barriers cr breather psapers installed altar floor. /ceiling assernbfies, roof, 'ced'ing assembles, wag:, crawl spaces or attics, shah have a finw preW raring not to exceed 25 and a smoke denMy not to exceed 450. Tested in accordance whir UK Standard 8 -1. hirer such nnaterirah are instabd in coneeak spaces, the f n e-sprrad and snoke-developed Lrnitations do not apply to facings, prmakd that the facing is inssafied in substantial contact with the unv9m' surface of the cesging, dom or war finish. (UBC Sec. 707.3) The otposced area behind the tub must meet the required flame spread rating. KCV j - • � Ni .� CUD t vr.. -!A A pPRpVED ti a � 13 Cireati*ve cionvort Transforming Dreams into Reality 10618 SE Kent Kangky Rd Suite 202 Kent. Washington 98030 United States of Ameriica Plane: 206419 -3995 email: vemonca creathwonfon -net www. creadvecanfort- net v N w � o � d � m Nogn'l: Vernal E. Dussem 11 Date: Cknt Review. I � Drafter. Vernon E. Drnseau 11 Date: 5-6.04 t gene for Permit: 5-6-04 #1: Date: Date: wiFCi k1MOM. 10104 MW Kj%% Me cam► is no J�!!< R�P6 iiMtt � lE saws wes r tir+E sawan s A we !M &UM OWN CAm" smroiac�s wt E st��� �r G 3 • D ivisi - 8 Doors and Windows SAFETY GLASS Per UBC 2406.4. safety glazing shall he installed at the following locations: a) Glazing in ingress and egress doors except jalousies. b) Glazing in fixed and sliding panels of s;i ft door assemboes and panels in swinging doors other than wardrobe doors. c) Dazing in storm doors. d) blazing in all unframed swinging doors. e) Gazing in doors and enclosures for hot tubs, whirlpools, saunas. steam rooms, bathtubs and showers. Glazing in any portion of a building wasp enclosing these compartments where the bottom exposed edge of the glazing is less than 60 k0es above a standing surface and gain inks. f) Glazing in faced or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 244 nch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking urrface. g) Glazing in an individual fired or operable panel, other than those locations described in hems E and F. that meets al of the following conditions: 0 Exposed area of an individual pane greater than 9 square feet. ii) Exposed bottom edge less than 18 inches above the floor. iii) Exposed top edge greater than 36 inches above the floor. iv) One or more walking surfaces within 36 inches horizontaih of the plane of the gad. h) Glazing in ra&Vs regardless of height above a wa&jV surface. Inekrded are structural baluster panels and nonstructural in-fill panels. 1) Exception: The folowirng products and applications are exempt from the rtisquirrnrents for hazardous locations as listed in iterm A through H: (f ) Glazing in hem F when there is an intwm ing wag or other permanent barrier between the door and the glazing. (2) Glazing in hem G when a protective bar is installed on the accessible sides of the glazing 34 inches to 38 inc m above the Okw. The bar shat be capable of Wdnstandiing a horizontal bad of 50 pounds per linear foot without contacting the glass and be a minirrurm of 1- l i2 inches in height. ( Outboard Pane in irisulatin glass units and in other muhiple glazed Panels in hem F *Moen the bottom exposed edge of de glass is 25 fret or more above any grade. roof. walking surface. or other horizontal or sloped (within 45 degrees of horizonuQ surface a*Kvm to the glass exterior. (4) Openings in door through which a 34nch4wieter sphere *4 not pass. (5) Assemblies of kaded. faceted or cwmW glass in hems A. B. F. and G when used for decorative purposes. �6) Curved povis in revolving door ate. () Door in commercial re fterated cabinets. ( Glass block panels compilt with Section 2 l 10. i) Ghazal in wals and fences used as the barrier for indoor and outdoor swirrrnirrg pods and spa when al of the foiownng caditions am present- 'The bottom edge of the glazing is less tfnan 60 inches above the Poo+ side of the glazing- ii.) The gfaz;ng s within 5 feet of a asi mrft pooi or spa water's edge. j) Gfaiaug in *aft encimng starwav taridi gs or wit w 5 i4eet of the bona*+ and top of starwns where the bottom ealpe ot the glass is Jess than 60 inches above .i WA RV surface. Occupancy 'e oration Door p sepa"E w air &-Nem Awing arm shaft shat br said woad err ;L I r^w%" &W. Vw -"uy ad setrz-wry 09 LA: Sur 312 4 eviceMion 3 WASHINGTON STATE ENERGY CODE 2001 EDITION CHAPTER 51.11 WAC TABLE 6-1 PRESCRIPTIVE REQUIREMENTS 0 " FOR GROUP R OCCUPNACY CLIMATE ZONE 0 OPTION GLAZING AREA 1 � % OF FLOOR GLAZING U- FAL'TOR DOOR 9 U- FACTOR CEILING 2 VAULTED 3 CEILING WALL ABOVE GRADE WALL INT 4 BELOW GRADE WALL EXT 4 BELOW GRADE FLOOR 5 SLAB ON 4 GRADE VERTICAL OVERHEAD I 11% 0.35 0.58 0.20 R -38 R -30 R -15 R -15 R -15 R -30 R -10 ff. ' 15 0.40 0.58 0.20 R -38 R -30 R -2 I R -15 R -21 R -30 R -10 Ill. UNLIMITED GROUP R -3 OCCUPANY ONLY 0.40 0.58 0.20 R -38 R -30 R -21 R -15 R -21 R -30 R -10 REFERENCE CASE 0. NOMINAL R- VALUES ARE FOR WOOD FRAME ASSEMBLIES ONLY OR ASSEMBLIES BUILT IN ACCORDANCE WITH SECTION 601.1. I . MINIMUM REQUIREMENTS FOR EACH OPTION LISTED. FOR EXAMPLE, IFA PROPOSED DESIGN HAS A GLAZING RATIO TO THE CONDITIONED FLOOR AREA OF 13 %, IT SHALL COMPLY WITH ALL OF THE REQUIREMENTS OF THE 15 % GLAZING OPTION (PR HIGHER). PROPOSED DESIGNS WHICH CANNOT MEET THE SPECIFIC REQUIREMENTS OF A LISTED OPTION ABOVE MAY CALCULATE COMPLIANCE BY CHAPTER 4 OR 5 OF THIS CODE. 2. REQUIREMENTS APPLIES TO ALL CEILINGS EXCEPT SINGLE RAFTERS OR JOIST VAULTED CEILINGS. 'ADV DENOTES ADVACNE FRAMED CEILING. 3. REQUIREMENTS APPLICABLE ONLY TO SINGLE RAFTERS OR JIST VAULTED CEILINGS. 4. BELOW GRADE WALLS SHALL BE INSULTED EITHER ON THE EXTERIOR TO A MINIMUM LEVEL OD R- 10.ORON THE EXTERIOR TO THE SAME LEVEL AS WAILS ABOVE GLADE. EXTERIOR INSULATION INSTALLED ON BELOW GRADE WALLSSHALL BE A RESISTANT MATERIAL, MANUFACTRED FOR THIS INTENDED USE, AND INSTALLED ACCORDING TO THE MANUFACTURE'S SPEGFICATIONS. SEE SECTION 602.2. S. FLOORS OVER CRAWL SPACES OR EXPOSED TO AMBIENT AIR CONDITIONS. 6. REQUIRED SLAB PERIMETER INSULATION SHALL BE A WATER RESISITANT MATERIAL, MANUFACTUREED FOR THE INTENDED USE, AND INSTALLED ACCORDING TO MANUFACTURES'S SPEOFICATIONS. SEE SECTION 602.4. 7. INT. DENOTES STANDARD FRAMING 16 INCHES ON CENTER WITH HEADERS, INSULATED WITH A MINIMUM OF R -5 INSULATION. S. THIS WALL INSULATION REQUIREMENT DENOTES R -19 WALL CAVITY INSULATION PLUS R -5 FOAM SHEATHING. 9. DOORS, INCLUDING ALL FIRE DOORS, SHALL BE ASSIGNED DEFAULT U- FACTORS FROM TABLE 10.6C. 10. WHEN A MAXIMUM GLAZING AREA 6 LISTED, THE TOTAL GLAZING AREA ( COMBINED VERT" PLUS OVERHEAD) AS A PERCENT OF GROSS CONDITIONED FLOOR AREA SHALL BE LESS THAN OR EQUAL TO THAT VALUE. OVERHEAD GLAZING WM U- FACTOR OF U-0 .40 OF LESS IS NOT INCLUDED IN GLAZING AREA LIMITATIONS. I I. OVERHEAD GLAZING SHALL HAVE U- FACTOR DETERMINED IN ACCORDANCE WITH NFRC 100 OR AS SPEOFIED IN SECTION 502.1.5. 12. LOG AND SLID TIMBER WALLS WITH A MINIMUM AVERAGE THICKNESS OF 3.5' ARE EXCEPT FROM THIS INSULATION REQUIREMENTS. D ivis ion - 9 NUT O-N-E FAN SCHEDULE SYMBOL NUTONf FAN CFM AMPS Q I Q7.90 90 CFM .5 AMP � I QT 130 1 130 CFM J.0 AMPS 1 i 9 � QT 130 130 CFM ! .0 AMPS i WH0LE HOUSE FAN. � ( HARD WIRED TO TIMER ON FURNACE Finishes GyDsum - Stairs &Soffits The wail and of eidoar+d nsabk spaux under stairway: shat be protected on the endorsed side au; re**w for me-IMF irnsistive eo utructiarr: see 1997 LIBC Section i 003.3.3.9. Clearly show an thr iawings how the code ru3giuiennent s sati*FaeuT !Vote: Typically. die iretabhe - of 5,%i' type X gyp� waaard on the walk and gulags of usable under-stair areas its al that is outsell to satWy des Illowe+ar. 9 a iv mpports art spaced greater than 16' an cents (such as star Alrivers than i 6 an cogei j then two byres of type X gypsum bowed "M be kutwhl& Water-Resistant GvDsum 99? WC 2512. when g"p is used as a buase for tie ar wai panP c for tub. :shower err water doeet va& waoer-remunt room WK"v board >rr be wa. ,eyp/rr gypsn.n ward s Mm tsed under air or wO panels w adorer wai ad cub%? areas when irtaIs in acrorinar wide 1997 U9C Table 25-G �aser�eirtawt r"m bawd she/ not bar wed a dw loo omq boaaw a) Ow a %qw retwd r. bi it orals suer 19 r 1 b Corrtirvots ho 1 1 widR I - swill s saviors. SOMN rouses err fav skon rasa. es On avow .here :awe *soft amore& 12 aches an eswer_ Site Built Showers .fr rt.h soower Am"M sir be serer Aw b* aft =* maw so Me &-ad of &* rust* drewmw % am ft sir ie so /iced " " NNW arnd mdw sirs at rr sripsw"br =wow w sv ssr set err wr pout "M a s cued so rnr lair UK 412 8 1 • ! r Division -1 Specialties D ivisio -11 Equipment All equipment will =tailed per code. Division -12 Furnishings D ivision -13 Special Construction D ivision -14 Conveying System REVIEWED FOR CODE COMPLIANCE APPROVED JUL 2 City Of -4 KY. is BUILDING DIVISI , D ivision -15 Mechanical Apphances capable of producing a spark or a (fame located M a garage -4WI be iro- with the p,k-t and burners or heating ekfrents at least I � 14 7 ,mrr.. abc %r the floor UNK Sec 303 1.3 Div - 16 Electrical 1 r0QM6 #W* of AT ek CVW- a 10ft v ytchim JopkalCrt3 arid e*c -,- v*rs xd lW M& C 71. = : nrr t Y 1 4 - Jv Creative Comfort Trensfom2ing Dreams into Realjty 10618 SE Kent Xwwky Rd Suite 202 Kart, Wallington 98030 United state of America Phone: 206419 -3995 email: vernon aQ creathrWomfon.net www.cresiwom v w � e c? � m Vernon E. Dusseau 11 Date: Chem Review: Date: per Vernon E. Duum 11 Date: 5404 Release for Pernrt: 5 -6-D4 RevWm # 1: Date: ReWsim #2: Daft: PRo*CT ti1Jtim- 10104 Asa K^ *M Mole 6 of Mme!* %T .A01M Z. f "M no* !rill "IN E A 4W saw UN" It aff 99%%S 6 I % ft 2~ "M awl" i>E~ coww - cow UT OIL =A E AMWW iQ 1E t�� 41� SET �G 4 :M 4 CA' C CC I Cv I CE ELEVATION LEGEND DESCRIPTION MATERIAL COLOR REMARKS SIDING STUCCO PAINT: OPTION: DRYWT WINDOW ViNn WHITE WINDOW TRIM I X 4 PAINT: 19140M NEAM DOOR WOOD PAINT: DOOR TRIM WOOD PAINT: BRICKMOLD ROOFING COMPOSITION 40 YEAR ARCHITECTURAL EAVF TRIM 5/4 X 8 PAINT. T 4".N. RMC#LV GABLE TRIM 5/4 X 10 w 1x3 PAINT. CORNER TRIM l X 6 PAINT: BUTTER METAL PAINT: MATCH WITH FASCIA DOWN SPOILT METAL PAINT: GABLE END SHAKE PAINT. GABLE END BAND 2 x 6 PAINT. WITH FLASHING RAILING WOOD 8 STUUCO PAINT: SEE DETAIL NOTE: COLORS I TEXTURES OF ALL MATERIALS TO BE VERIFIED WITH THE HOME OWNER 5I" ,I. PORCH COLUMN CAP DETAIL � c� I ( :4 ) PORCH COLUMN BASE DETAIL ,onw BLDG xcrwn s J T.O. U. FLR. PLATE �2 ,, t ( I N vy T � � � 13 1313 0 0 00 0 Owl. 0 i 1 1 IC3 a] I - 'Ir , T 0 N Fi R i.�. PRLVC am r i ll � f � AW Sk% XXXM AT f I tLMM FLOOR At REKWV _ .2 74_016'p ront evation 0 39_"' MAX. BLDG HEIGHT Right SC" I1 levation T Pf AN 1 !. 1 GRAE* IAL�R�'RAM w14DOw NE4M t ' � LA 4 4 T.O. SIMFLOOR T.O. PLATE 19140M NEAM t T 4".N. RMC#LV T PLATE 31 WVW" FEADEIL i 9 vA r No P���CT • 10104 lei RN MC [!!ii► � 1�E ilN6 �l �t E +CMS wes a waa s�vNa� s %ZWM sos SwnOIago 11 w[ E �&'w Si#ET II s Transforming Dreams .into Reality 10618 SE Kent Kangley Rd Suite 202 Kent, Washington 98030 United States of America Phone: 206 -619 -3995 e -mail: vernong creativecomfort. net www.crea REVIEWED FOR CODE COMPLIANCE APPROVED J can J ul Q :�u� v � N top 3 4 w O N J City Of TU K i - Ia Designer. BUILDiNG D' y'iSIGN 0 C reative Comfolt t o r Vernon E. Dusseau If Date: 1 - 28 - 04 Cram Review: Date: Drafter. Vernon E. Dusseau 11 �EtfL�. 29�t.66S63' Date: 4 -28-04 Bid Release: for Permit: 5 Gate: ELA 204.6CA4: Revision 02: Date: :d 1 - i CA! C r� C C31 C4) ELEVA ON LEGEND E !ZRIPTION MATERIAL COLOR REMARKS SIDING STUCCO OR 5" HORZ. PAINT: OPWN: DRYVIT WINDOW VINYL WHITE WINDOW TRIM I X 4 PAINT: DOOR WOOD PAINT: DOOR TRIM WOOD PAINT: BRICK&CiD ROOFING" COMPS 40 YEAR ARCHITECTURAL SAVE TRIM 5/4 X 8 PAINT: GABLE TRIM 514 X 10 w/ I x3 PAINT. CORNER TRIM I X 6 PAINT: GUTTER METAL PAINT: MATCH WITH FASCIA DOWN SPOUT METAL PAINT. GABLE END SHAKE PAINT: GABLE END BANG 2 x 6 PAINT WITH FLASHING RAILING WOOD 6 STUCCO PAINT. SEE DETAIL NOTE: COLORS I TEXTURES OF ALL MATERIALS TO BE VERIFIED WITH THE HOME OWNER T.Q. PLATE WINDOW HEADER T.O. SUBFLOOR T.O. PLATE WINDOW HEADER z F-, R T.O. SUBFLOOR C yam• > 000 5 . at at ft T.O. M. F4. SUBF C� PROPOSED GRADE Ri'?,ht E.Ievati 114 SEE SHEET A -1 FOR BLDG HEIGHT INFORMATION 12 . - --_- - — - - -- - 5 -s 5 -= -_ __ _- T.O. PLATE %1YDOW HEAVER LIP REVIEWED FOR CODE COMPLIANCE APPROVED JUL z q 230 City & Tukwila BUILDING DIVISION T.O. SUBROOR - -- T.O. PLATE _ wIYoOw HEAoER TO_ StoiOolt Ilk T PLATE nLVL'VP ob I escwyaanoc ,au� Right Elevation SCMf I.r= 70 _ _ __ . - -� -. ____ .._.- - - --..- _ r �. .� - -__- -- -. .._ _� -_. .. .'_ -rte ..�. _ -• ---. �_ __ _y. -_wr- _� ._. _._. -_ _ ...- ••- - -_ - - _ . No .: I 1 � Cmative cionvort Transforming Dreams .into Reality 006 19 SE Kent Kangky Rd Suite 202 Kent, Washington 98030 United States of America Phone: 20" 19 -3995 e - mail: Vernon aQ creativecomfort.net www.creativecomfort.net N O N LQ Designer: Vernon E. Dusseau H Date: 1 - 28 - 04 Gent Review: Date: Drafter: Vernon E. Dusseau It Date: 4 -28-04 � Release for Permit: 5-6.04 Revision # 1: Gate: Revision 02: Date: MIJF T Wes: 10104 1Mi �l,I► MC �:'� 61�E Ian IV J*C" :,.Arlw am ft4m 04W %'w E 4P1XX%L'W /! W Alff" 01" 4 am vallhow S :.err awes qs SW LV%31�� wl E 909L"W SHM 40 I cl';i I �r �r,. T _....,.. ,......_ y� c ' : ,,z �; t ms a.�,r_ . Wit. v:�tlA.: � R. FOUNDATION NOTES I. WRITTEN DIMENSIONS TAKE PREDENCE OVER SCALED DEMENSIONS. VERIFY ALL DIMENSKNS AND C ONDTION IN THE FIELD. IF ANY QUESTIONS SHOULD ARISE. CALL THE OFFICE BEFORE PROCEEDING OR THE RESPONSIBILITY OF THE DECESION IS ALL YOURS. 2. FOUNDATION SHALL BE PLACED ON FIRM UNDISTURBED EARTH, AT LEAST I2" FOR ONE STORY AND AT LEAST 18" FOR TWO STORIES BELOW FINISH GRADE. STEP FOOTINGS AS REQUIRED PER SITE CONDITIONS. ALL FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH. ALLOWABLE SOIL - BEARING IS PRESUMED TO BE 2.000 PSF. UNLESS NOTED OTHERWISE. 3. ALL REINFORCED BAR SHALL BE GRADE 40 WITH MINIMUM LAP. CORNER BARS SHALL BE 24 IN EACH DIRECTION AT ALL HORIZONTAL REINFORCEMENTS. 4. ALL REINFORC EIN BARS SHALL BE SECURELY TIED WITH # 16 DLX ANNEALED sRON WIRE.. 5. ALL SILL PLATES SHALL BE 2x6 PRESSURED TREATED WOOD V TTH 5 8" D1A. x 1 D' ANCHOR BOLT WITH A MINIMUM DEPTH OF 7" E-MBEDIMEti T. ANCHOR BOLT SHALL K PLACED AT 5'-0 J.C. FOR ONE ST%.,W) AND 4' 0. C. FOR TWO STORIES. ANCHOR BOLT SHALL BE PLACED AT A MINIMUM OF 12" FROM THE END Of EACH SILL PLATE A}VD FROM EACH CORNER_ ANCHOR BOLT SHALL BE CENTERD IN THE 2x6 TREATED PLATE. t"ER1FY %TTH THE ?RUk?URAL ENGINEERS REPORT. UNLESS N OTED OTHERWISE. . ALL w 4.XID 1% CONTACT �TTH CONCRETE. MAS4'�NRY. EXPOSED T O THE EARTH AND EXPOSED T`1 THE %VWTE SHAL.i BE PRESSURE TREA TEV k-V TRFA TELL U TTH APPPR � " S � VED CHE1Nk..AL_ OR (PROTECTED WITH APPROVED , MATERIAL PER Utill'ORM SUILr ING r: m. 7. FLXV FR.A,V1%G SHALL BE 1%STALLfV PRKV N ANY BACA I'ILLI%%;. C0% TACT STRUL?UR4 E,'V&INEER IF VOU H.AVT A%) 6 PRt' 7DE TF UPOIR AR) BRAD %6 AS RFQUEEC' U% Tit ALL PFR%fA%E%T CCW %%ECTk %S H4T BE INSTALLED PER Ai-kVt A4.. Tl1RfS SpfCyk ATk'%d A.%r S?IFff %fRs HAVE BEEN I.- STAU.EV J AU CO% k%D F4.37o ERS KW A �_XV %:0% TRik?KY% S HALL BE ��PSL� ��R EQUAL. ALL C0 %%ThJORS 4,%P Fk *7NER`S Wb7 BE A??ALLEV PER *"V 1kA TLrZf'_ Jq*C A T1C'%4 . to THIW SW 4W BE SAN_ I I . ALL %A&ft; 944U K 14 Co.W.FtW4LT W UN TK 199 U.e_: _ CEt T46U 23442. W1fts S OMH f a" SEE FICXV PL 4%%: FOR 4EMLYW Wk C4j c. I o F OOTING SCHEDULE FOOTING NOTES: CRAWLSPACE VENTILATION D WWD PAST WITH POSrTIVE CMNECTION Oar 12"% 1.2 % S" CONCRETE FOOTING IEITH;2) #t4 RE&AR SET tN EAL"N ,DOMCTiO!V• 44AX M(1M LOAD SK4LL BE .&"." PS. F.. K'000 PCKT WITH POSTTR'E C.ONNEL - 1 N ON 18" % I r % S' L i CUTE K10TING WITH '2; #4 REBAR SFT IN EACH 1 DRECTKA. -#AAXR*JW LAW 9 ALL BE 3 -" P.S.F.. a VI F07 (KITH POST WE +, s' WNE WIN 00%2 4' % 2 1 4 ' % 12 ' CON3MTE FLVTL'rG NITH 12 #4 REBAR SET IN E404 L , CWCTklk WV3WUW LOAD SHAD BE $." P s F. R %ZED PL"'►? 1KTTH P0sm I XI4WL?IL % 0% 3.K' % K" z I : L I11txm t�'�1[` L04V 9"a Iff ! :." P. i f C.�. tF kX'T w s " ? s♦ REAR _4T 1% E404 L W i • SEARMOG Soy CAPUn UNLESS NOTES Ors 13 2.OW POWS PR SQ(M WT. 2. AU REBAR By TFE WTJW s*ALL HA►T A MINMM Of 3" RPARATIC7ti FWM 7K EARTH.. UNLESS NOTED OTFEtR W. 3. ALL %'001D POST SHALL BE 4x4 OR 4x6 FOR BUTT CO K* 4% SEi+ W tJ!%WS NOTED OTFERWJSE'. 4. ALL W" POST SHALL BE fm6 FOR 6% BEAMS. UNLESS NOTED OTlfi JSE. S ALL POST 944 LL BE PRES AW TREATED OR TREATED PER LLB.0 OR A UOSTL rE BARM ISSTMILEV PER U.B.0 Foundation Plan scvr � r= ry • 4 19 I I% to NOTE: I SQUAW FOOT Of YENV AWN = 150 SQUAW FEET OF CRAWLSPACE. 16 � 16' = .89 SQ_ fT GROSS V NATION X SCE% = .71 NET VENTKAT)ON PER VENT SCR RI WACE DrtiVED BY VEYTxA 710V 041DFD BY JI-AI S RECLARE 520-95 / 2 130 3.47 J I REViE'�"QED FOR ' CODE APPROVED JUL C *L�' Of tSUA DTO-10N - Yom• s Cmative C 0 ort Transforming Dreams into Reality 10618 SE Kent Kangky Rd Suite 202 Kent, Washington 98030 United States of America Phase: 206 -619 -3995 e - mail: vernor)@ creativecomfort.net www. creativwomfort.net 0 v N O O N Designer: Vernon► E. DUsseau 11 Date: 1.18-04 Chant Review: Date: Drafter. Vim, E. Mum It Date: 5 -6-44 Release for Perm: 5-6-04 Remion # 1: _V- RevWw #1: Date: PRL T %tAfKx 10104 AkVirm I's "NOV awror a "W ..va, u MEMO ;Les Ak 14E sawaaE's tw of i~ tit owr %I*a C. I71C - . %XIM.V SW COCUMEW *a E 9MM Mod STET !1RJi�� ob i 40 CA r t- - i. r M Cp <> A RCHITECTURAL N 0 FRAMING NOTES t �R!TTE� � ti �S TAB PRf.:EPF'�� .��'ER w1tEr L�[tilEti �v_ l F? 1. SIMTEN MEN-9006 TAKE PFICEDENa CAR SCALED ALL LNUE%S N; A %V % :--l% 1TV% IN TF* F&P UEA_wRWWEtiTS ARE FROV MJ" ALL tr1 *kdlM MV " IN TW FED. WASLAMMW .gw4.-E TO AMA CE 1ZXU An RESPL f TO REAP Au NOTES A`V AL ARE f1tOV Aff 4a T Sif4Cf : REM ALL OF TK !MOTES• F ANY S4;%Fk: T 1%RNMA TlLY� BEfL'Rf MX FEVivv TFE TFf MNECT # A%l JtE�? Si�k�i1C� AM CALL TF# TEE w��txr ARC ��u� r+ BEfL�RE .� .mot TFt R WASStM OF TW MOWN ALL togs. �IF TAE � � fS 4u rC� PtATr F#.i�?TT but BE 9' - S' - - [I�tFS� '1��TFD �� T_ 19?FY �f TO TK .ittiERAI ♦."Tf �FfETS FL1Ti Tim All I�f. T}fSES SIM E17MLV VJ%ATIL'**'%:. %,oas Lhm wL N 4Rf nacni RFLATE T: 4RkHT=v - TuR41 rush .,* P.Lw 51EfT -4f FRA Wtiv �M--; -k%V 6INK41 fi'R VkA*W% ; f%A- 'W%4ATk1"1 3 4ll ��'�[t� Ff >�14LL 8f 4X 1 J [�Fi:. if FAR {� 1 80T70M IRl1SH � T S -�' lS�F� 1��TK� .`TF�rilSE ALS�? Vfr�l t'1TN S'!r[1L�' F. M ESE :7� ► f TES + k� A�['' 1�[11'Mi AfR Jl14CIT1 REFS l0 TK Al AW 4`. Eit 1 6EM t f EQ7Btk.V EU% -1TX%6. SU D9 r �EFcA: �•. r �#fTS fi1R 4[�tYTk�At ^ .V-'*U k Tk%% &7fL%kE iLyc 4["T&V%A1 KOM114" -1 Twr%A SAR {%` 6E SAff ; 41[ :�� `f. A%V F4L% KV B%XV EJUM Oft SPE. ► . �"Mr'�ft"T�' AW FASTFNM MW LE R�4i I:Z.Af'�� �� 4F"FiK . PRLXXA =t1 Ji�E:.:.�fTS 4%V 4 L /b?4UW PHt tit S*iWAWAS Mb WL4TEL` To.' Tim► NOW -Q44U M %fJV1 19" Pf K L WSW %la t ft TAtllry S THFA S+i M 4%C ff Ste_ 6 Mr E434 [FMS TO OF 4 P*7fa 41k'%E TW WINST Nom` RJIL 04 6 EV "4XV L'.f 1!E %4AS CY J% fflCt Rf FtLVn SW LS�S 4:% lBaf � .�f YW Fes? 742 T: K RE S4AE FEAR 1 �1 94U 99ARgai &XIF 9)E41NFI�x' 4W CVW f t4MP *; CE a1'm 1EE NL'%* ."WW W%Iff FaWPA; M4108US 00 WF %.%St Al 4U AM OF RE FRI WS; .' R lK ` RUING W PI�RTA� .'V YK S746 AS" TO K SM T PER BE US C OW 3 -VM 9*M 4NO SNRXIUM 906'� - hOM AW CE14RS FM 4Lrt FM naft 6. STEP F -XWAW% PER SITE CONDUX06. SEf ENG P"Pd FOR ADD TKW4 NWORWAX* s- 9• PRk'�Mff LE" PST 4W i &4U PIKSM ADV 4x6 P. T. F NES AM TO NUT BE44ft; SEiX' * OF TK BEAM 10. All RIM RATE WU BE 4 49� OF 3 ,' 0 S.8 A&T - LV. '.' O - S - B n CLA TACT SIM CONCRETE TO HAVE VOKUM PROTECTIONS Ft 19 CW 6 W T TO BELbW 11. _M WALL ik 's' ON E40f S". r DARE LMNG SPACE LOWER FLOOR MAIN FLOOR UPPER FLOOR TOTAL GARAGE • 1 1 DECK. MAIN DECK. MA5WR PATIO x. y. N OOT SUMMARY 344 SO. FT. I , 515 SQ. FT. 1,219 SO. FT. 3,078 SQ. FT. 751 SQ. FT. i 21 SO. FT. 144 SQ. FT. 6.2 SQ. FT. 149 SQ. Ff. • -rw_' _ are - Creative Comfort Transforming Dreams into Reality 10618 SE Kent Kangley Rd Suite 2o2 Kent, Washington 98030 United States of America Phone: 106-61 9.3995 e -mail: vernon@ creativecomfort.net www.cmativecomfort.net e v � o� a N � O O VeStgf ier- Vernon E. Dusseau 1 Date: 1 -1 c bmt Review: Date: Draft Vernon E. DUsseau 11 Date: 54-04 . Release f or P ermit: 5 Revision # 1: Dat Rm #1: Date: r MIJECT `tiNBER 10104 ft#^ a of ra► t .f J "M* Z.1'n fcat 3w: %.Y aE Imo' a+ r► rE W r, m i low amm 4 % "apwww 6 as 9~ am ftV .l+IAE ;.�rraer WOMEa'IUM7 CK'M WC91am as I t ae !i MM A4w4 • Is I ____J CA F_'� C C. c I I c I (4; LEGEND UPPER FLOOR WALLS EXPOSED BEAM PER FLOOR PLAN .. .._..._....r. - _ .,,....... HEADER OR BEAM PER FLOOR PLAN CONCENTRATED LOAD REST ON A BEAM ® CONCENTRATED LOAD SEE DETAIL "W' WASTE LINE WARM AIR SUPPLY LINE NAILING REQUIREMENTS TJI® joists at bearings: Two 8d (2%2 ") box nails (1 each side), 1 %" minimum from end. Blocking panels, rim joist or rim board to bearing elate: TJ19 blocking panels or rim joist. 10d (3') box nails at 6" o.c. Trus Joist rim board: Toenail with 10d (3 ") box nails at 6" o.c. or 16d (3% ") box nails at 12" o.c. Shear transfer. Connections equivalent to decking nail schedule. Rim board, rim joist or closure to TJI® "off ist: 1 3 /+, width or Mess - Two 10d (3') box nails, one each at top and bottom flange. TJJe/Pro Tu 130. 350 100C & 300C rim joist Two 16d (3% ") box nails, one each at top and bottom flange. TJ1(&/Prot" 550 & 400C rim joist. Toenail joist to rim joist with one 10d (? ") box nail each side of joist top flange. 2x4 minimum squash blocks: Two 10d (3 ") box nails. one each at top and bottom flange - ST NOTES SEE STRUCTURAL ENGINEER CALCULATIONS, DETAILS AND DRAWINGS FOR ALL STRUCTURAL INFORMATION. 2x WALL PER PUN TS' TJ1 AT FLR TO FLR i t t i t t 4 �, II Creative cionvolt TJI FLOOR FRAMING NOTES Cut only round holes and only in the center of beam v 2x WALL PER PLY SURFER PER PLV-- sWA TMG PER RM -- TS PER PLAN TJ1 PER Am r - l-- TJI PER PLY SLING PER ELEVATION \_ SWATMG PER REPORT ENGE P. T. 2x 10 MW SJU RPPED TO TW WDTH OF 1W STEM W ALL W/ 5:'r A.B.. SEE ENa. REPaORT 8 FDN PLATY 2X IO TRjA+I 6Aly ww�lrr� DOTES: i I..ac!< of proper bracing during cortistrvction con rm4* in serious Under ! moral oabiooris if ** foAauir� �lnls are wo be avoidtd. t j Joists are unsftb* urad braced havaRy 1. kww W D cocr .s VW - r - xara " -a- COW Ar _J a cwt a'c accors filVacing l Ar- aMm a Vol _ W ` VN - 'a i z rV "rV S 44 W i tai V to e J T* *a* X zroom 1 SAW - jai 4 S!- arcs 'd ' * - W W - % ST W �+tc t a zip a1 scoc " ir vVelvC 8'M AD a O MOT aftw mcm Vies •Stec . . , ts xax IDO NOT saw* biw o 49 to we& on )am WW on 4. '5^46r%-'r -UV --* r=W -• -aw z sea `J oW 0*20cr a *&a& - *a - or to WSW - '�eC�d ,101sil, S. -'as Y _-o W-0 Vo xt sr .$ WWS r oar to tic WC Dow- *rVM vW qW -%m V.•w- in OV 1 .rlr a womme of -t` tv+r+ !..0 &V.++rt #4 REAR COI► TFAM ~` #4 NEW C ANTNIVIUM i AT 1 r o.c. T1rP_ JST M ROTOR PLAN% 1 6 MR VJ - BtAa s4 REAR CpUiMl016 � 1 � s' FIDN WALL caw W/TPJM SCME r,* � 2x6 AT 16' O.C. HOUSE ~ R -2 I MITT 06LIABON R -30 GATT CATION 3.4' T8G PLY{[A" SLJ8 FLOOR GtuIBD ANV NANIV JST MNM PGZ PLAN 1 t GRADE ---�� 4' DRAN L ff x i M40 UW RF 'col co o v-, A PpR Sul OV o �� e 1. WRITTEN DLMENSIONS TAKE PENCE OVER SCALED DNS. VEINY ALL DIMENSIONS AND CONDfTION IN THE HaD. IF ANY QUESTIONS SHOUfLD ARISE, CALL THE OFFICE BEFORE PROCEEDIM OR Tlf RESPONSNUM OF DE DECISION IS ALL YOURS. 2. Rem TO THE TAI RESENTIAL APPLICATION GL IVE PRIOR TO ANY MIALLATION OF FRAMING MEMBER OR ANY DRRUNG. AND CUTTING AT ANY LOCATION. YOU SHALL BE RE9 NSRL.E FOR ANY AND ALL DAMAGES TO ANY OF TIE FM". TO IVCLU110 TOTAL RUIACEMEW COST. THS APPLIES TO ALL TRADIES PERSONNEL. 3. DETAIL CALL OU1rS CORRE9 0W TO TNS DETAIL NY MW APPLJCATION GUIVE FOR REMB P* MATION. .�� DETAK nee 4. ALL C MYECTORS AND FASTU�IERS FOR 91" Si4LLt SF AWSCV4 OR EQUAL. ALL SPECFW COW4ECTORS ANV F MUST BE INSTALLED PER 41A1"ACTtRM SPEC'EIt:ATIOW. = h . S. THM SW AND BE SAFE E. 4LL W^6 SfiAtL It IR COMPLIANCE WITH DE 199 - C - 14M 23 -" 1. WJNG SONIXU 41D TW TRW A36T WIC N[L4+►�� FESM7VA APPLICAI MV JULY. 7. SEE FLOOR PLAINS AND REPIORT IVIN FRA4RKi F4RXM47M_ I EV %0T C AER COVE WITS JR STAKES INTO Of F 46111I1G OR 964THIP11a tbt Adk3kX4W [K. PSt P4NVL4W Pit a T/T � 1��I11' lit 110 Transforming Dreams into Reality 10618 SE Kent Kangley Rd Suite 202 Kent, Washington 98030 United State of America Phone: 206•-619 -3995 e -mail: vemong creati►warnfort.net www. creativerornfort. net a v a� Designer: Vernon E. Dllsseau H Date: 1 18 Cent Review: IDate: Drafter: Vernon E. Dusseau 11 Date: 5-6-04 Bid Rdrase: for Permit: 5 Revision # 1: Date: Ran #2: 10104 me ft" Mc 0011W s no aA►7I► Js "MEaAW smPLAIaon& �E MICE KW to W► N 110111 mom lftm • &a sit s 0% W WW i01W mar %WUW .3MaMtr owes%v swee 13M a4 SK E S►'S` SH ME A"5 • Is iNaintain adequate distance form bearkligs Cut holes with care and in the joist web only J C ,A'*'*' C C N M ARCHITECTURAL NOTES 1. Ai n.% L*I4fNS0%. T.Uff PRTET%a MIR SCALD MIENAONS. VEND ALL [WENSIONS AND CONC'ITk� IN THE FIELD. McASUREMENTS ARE FROM SMALT TLS SLAtFACF. fLXJ ARE RElW%SWf TO REAL_N ALL NOTES AND ALL Su INFORMATICwt MORE PRCk_TEVlW TK il-E PRCWT. IF AM OLESTkhS 940(" ARISE CALL THE OFFk7E BEFt' W FROWMG CSR THE RESFON64Wn C Y THE 1*0Skr fS ALL VCX . REFER T# THE GE`EKAL %Z"ITE BEETS F.'W KV ALL INk NMATOS. THESES NCITFS LWEV RLCV ARE NZEL`TI t RELATE T`.' ARC MTEL ?EW Of THIS EET qE FRAMING k�TFS ANC' jENEkAL %0TS FLW FlZkW G I�'FLKR.MAT10h. 4 3 k,'V ALL E%ERv`1. � f %TILA Tk� AAA` I%MX' R AW Jt1ALl RkEFER T4,*I THE JE4EILAL VITF SHEETS kV AffNTXt -%AL I%kL'RNAT10% 4 TI %A SAFE A %r BE SAFE c FAAt LLY: AT10% LT AM14,%`i M_ - T: FI% TLWS.ZABNfTS A%V ALL VE W RELA TEP TO T.46 fA`4If !41AU Of % EM It IT k TI K !.� * -NW KM 4.11MYR ; LX NSTAL A ; e- AU A" KV THIS Fti TANK * T." f* K"n X^ 81 THE HL LAS `ER BEFM A%) FSA19*; TARES PLAN Alt T5 .X TIE _74& •VVSTF N r Ft Of Sit T Pr L' s C 1 .4. _ R` TV iTAac 2 4L1 S ii Of 4' 4& HA%r A T 4 W% %f0l f lfli $ _W s Ali A%V RAflt", SH El TERIL'V ELE i A lk",I -k%r ETTAA.S MR CW . MIIS RW :. . PIkMM 3 - MAn SCUPFfib MM THE gk S 4LL s FiL409W ANr ZC%AlWL.49fftai SfEAPM PRtt'i C*a W !'Sl N OWTAILfr IS u S C 4W %ftMF4 0t0KS S F%X ATX%d M RoM LY v 1 B 4a7l1E► &A KAARS i 9e CL's (5) I c I n I �5D O FRAMING NOTES I. 1t'RFT7N MR&M TARE PENCE OVER SCALED WOO AIL Any CONDT110h A DE fELD. ME MW SM&I TO SWACE_ WjW ALL OF THE NOTES. F AM QUEMOM S AD SSE OW THE Of U MI;M " OR THE RESET' IT OF THE CFCZWW IS All Y0M. ?. PLATE if .4a SHALL A B'-O . + - UMM !1CW LITfERSNE VMe iSTTH EX7ER X Q.&AT14 M. 3 4USVCMWMA W SWa BE {X O [tF* 2. 4W HER {'v 1 90TTOM RtlSH AT "-r. LNtES %OTEV CNTHUMSE ALSO VEIM119H Sf[X* AID MNACTL9E VOCR NTH EXTEMM E EVATIOA6 SEE T1f 55049W FOR AMTOW MkIM"Wk 4 Ail CCti►%& A.%V F 4. FOR S LXV J* Si sL� CSR EQUAL ALL _ *CffW C.Lw%NE%.`TOSS AW FA�?E%M 4*W N l 6MLLEV PER A4 %t#4CALdl9M 9%%3FIt:4 WAS S Y"M Jow 4w K SAS ,6 Ml %N C% IN Cif DE %*AS %X STARES INKI RE MOANS AN iR&ZIMA% t Ail 9E411l ai E" MR 4W CYM 19449%i ,U4M#" W MCI' CAW AT ALl *4 OF 99 FRIIWm; UMM M Ti# Si#J11846 IMM TO u"L%ffAI !MBE Si9f'i5 Ma S?k 902PM ORJ1� a l w MAIN FLOOR UPPER FLOOR TOTAL GARAGE COVERED nEac DECK, MAIN DECK. MASTER r� �110 �lql PATIO OOT SUMMARY 344 SO. FT. 19515 SO. .FT. 1 ,219 SO. FT. 3, 0 78 SQ. FT. i • 751 SO. FT. 144 SO. FT. 121 SO. FT. 144 SO. FT. 62 SO. FT. 149 SO. FT. Cireative Comfon Transforming Dreams into Reality 10618 SE Kent Kangky Rd Suite 202 Kent. Washington 90030 Lkked States of America Phone: 206-619 -3995 e -mail: vernong creadwomfort. net www. cmativecomfort. net e v � ° o Cz Designer. Vernon E. Dusseau 11 Date: 1 -28-0 Ch" Review: Date: Drafter. Vernon E. Dusseau 11 Date: 5-6-04 . • Release for Permit: 5 RevWm #E 1: Date: Uatr: M ?NNE: 10104 T_t..+IC Zvsi► s " WN K41" "w" �t E ImmX%up R 4" aE iMA6 a �txE sawam e .�► w i~ dru OWN %M E "3%w R _ i�.� s+wr[«� wti aE �� l9w .r • 4 19 r, �, cc - • r: LEGEND UPPER FLOOR WAILS EXPOSED BEAM PER FLOOR PLAN HEADER OR BEAM PER FLOOR PLAN 0 CONCENTRATED LOAD REST ON A BEAM CONCENTRATED LOAD SEE DETAIL "W` WASTE LINE WARM AIR SUPPLY LINE NAILING REQUIREMENTS TJI joists at bearings: Two 8d (2Y ") box nails (1 each side), 132" minimum from end. Blocking panels, rim foist or rim board to bean TJI® blocking panels or rim joist. 10d (3') box nails at 6" o.c. Trus Joist rim board- Toenail with 10d (3 ") box nails at 6" o.c. or 16d (334 ") box nails at 12" o.c. Shear transfer. Connections equivalent to decking nail schedule. Rim board, rim joist or closure to TJI Joist 1 width or less: Two 10d (31 box nails, one each at top and bottom flange. TJI@/PrvT" 130. 350. 100C 8 300C nm jorstt Two 16d (3X ") box nails, one each at top and bottom flange. TJaRroTm 550 8 400C nm joist: Toenail joist to rim joist with one + Jd (3 ") box nail each side of joist top flange. 2x4 minimum squash blocks: Two 10d (3") box nails, one each at top and bottom flange. 1 . 1 � Cut only round holes and only in the center of beam w� NOTES: WARNING Lack of proper brae v during corrstrvction can result in serious sccids - ft . Under 1'Xrsnal conditions d ote 116NO " grid - lines am obser4ed acciaenes will be avoided . aim are unstable unid braced bleraly �!. . ads �y , cz -T *00-2f- b-C -,- oss„ • OW --C SsXWU B w4m 1nthmolb:: 2- Essscwsr s ae— �s-�r �e�• sn�a -,-,� -+��c t rye +t ts = ` osb a� re r-o see yr. s �rso�e v+c .�i ' C' - A rr S . 30% r P DO NOT a��1r wO�rMns �~ • 90,00C 3. Sam s - ..r •yes • .a - ,�--�r- —_s �r - t s aracsa r+c aw ar io aw C arve • Sr4r - ^es • =,- LO NO T siw* A w" 19 so mom off )MM UVW Isftieft on oF WAnd d. S - ar : ooe ^• �+r•ee a sir ' • �-�r : soo ra eRi �r oe aoc+� r `�r - braC+od MOM :-In _ *w -ws 1pmor 1r.e Mos We ft ix wV boom- ergs WO c I o I c I c I v SWU PQ M PER PLAIT TS'TJI AT FLR TO FLR 2: WAI,t M MU SK4MV PW PLM► TSmftm 1 10 Serbs ra D0 PER MN 2z Witt PER PL4N ']V ve JL 0 1 r 'ES ) 0011E4SIMS. F: ANY canw OR TOR TO ANY BD CUTTM AND ALL E1R R t'JIE�'V ty rvT% CODE C(DMPLIANCE DETAK NUWR App ROV ED ' > > SKET JU City O; T Uk w +ia BUILDING CIVISIG 4. ALL C C*d*CTORS AND FASTE1r'ERS KW MW COhiMX - 1 ION SIM" BE 96WSM OR EOU4L ALL SPECEW COItNKCTORS AID FASTMIM AKST eE MTAUM PER AMA"AMMS SPECEXAT1M. 5. MW SAFE AW BE SW E. Alt WJW SUML BE !V COrb/'tMa WM TFE 1997 UB.C. TABLE ?3.9-6.1. NAA.91i0 SCP*Mf .AID Ttf ME JMT AW 4LL4%1 WSWO AI APPLKAWN GUEE SEE FLOOR PIAhS AAD S R@ FOR ADCUMAL FRAMW 1 9 [V It 'AILS OR STAPLES INTO THE FRAAMG SifAImw 114 P2 P4R4LL4U PSI rw rXA.16T rs to 44D LA 4 Cireative Comfort Transtorming Dreams into Reality 1061 S SE Kent Kangl y Rd Suite 202 Kent, Washington 98030 United States of America Phone: 206-619 -3995 e - mail: rwnon@ creativecomfort. net www.creatimomfort.net e M v � �i o a� Vwm E. Dusseau 11 Date: 1 -28-04 Cxent Review. Date: Drafter Vernon E. Dwseau 0 Date: 5 -5-04 Bid Release: Rekase for Permit: 5-6-04 Revision # 1: Dat Re #2. Date: 10104 Aaw7 � R� MC cam► 6 � ��75'r► � �E :�7��r *E!E Ran6 �Mtt �a7r E rEM6 W� a vE 11 ��► wE �M' UEi�lR 1t7r �'>�AawE 3r�t' O�t�aS � a� �►'�` �? 1E.•11l� 1/�S �f ~ r • ,q ,Maintain adequaft distance from �b►earngs Cut holes with care and in the joist web only C�� CD I O Creative cionvort T rfotm;ne Dreams inro.Pesliry • (F C) "I C> ARCHITECTURAL NOTES I . li'R mh 14 EN-Wh'S Tva MMCE.')ENcf OVER SCALED DIAMEwSK*d. ►'ERIFY all. CUSEWOhS AW CONEWWK IN M FIELD. MEASlJM4* YTS ARE AXW _gWACE TO RWACF. VOIJ ARE RESPONSIBLE TO READ ALL NOTES AND All Sk;%Fk:ANT INFORMATION WORE PRLV EEDING TK Tht PROJECT. E ANY QUESTX'%Ns SHOULD ARISE CALL T1# OFFILT BEFORE PRLICULV46 OR TTE RES!"SPLI Y OF THE VECW% 6 ALL VOMS. REFER TO THE a)YERAL %OTF giffTS FOR FC)R ALL INFORIA4TIOfV. THESES NOTES LISTED BELOIA` ARE ONRECTLI RELATE TC) ARCHTEL 17FAlS OF TW cl, SHEET SEE FRAMING NOTES AND GENERAL VIT1-15 FiX FRA40NG P*01 'NATIk KV ALL Ems). VEN TILA W)N .41V IVIL' OR AIR OLMM REFER TO TW JENOW 4 *' - ITF 9 CETS kIR AMTPL'* AL NFORMATK"Al T}wK SAFE A%D BE S AFE. S FINAL L��Aflk% LY APPMSa. PROM F XTURES CASF%ETS 4 k%V ALL ,iTE%b RELATED TO TW �'E • tALL BE ► 'ERE± WITH THE W O1iW 46 M' 11 ALL ' A h i4F V RADIUS v A 6 CCU AILA;HTS SRl BE f VIALLW PER 1�i1ii�Flk"T S �'E<�v�ITIO'k� 11 FW,V R FtA.gff%v -QC?L,A Fff 1 FUS SHAPE MV 50 TO RE tEMW S 11# Fk"*t* .% %& WORE FI AW#.; 9MA�IT SFUJS N 11 BE f%Qi4 TEr 2 R. son :t�X4Tk F -'%f S 4U I R-: GATT Fib SLA)%C PttXYrvv o se~ S 4[I A%[' R4RlM; SEE EMT" EU% ATXY' d ANC CAE US UK _. #L 'S PER a'*W P'R►XIM -3► M4#%4.7 LhM Of .4XVT It 4LL S H.+>94%; 4NV C. TE I.4s00; WE A THER mkxv M jaw su of ft'T4LUP F0 u 8 C 4W WW tE4C'Uff O%XI Anod. W. -gC CF JUVW CT 4A ^%N.- PER 1.0 ftJNB CE O FRAMING NOTES I . SO MN MM041M T.4(E MWCEMR1 a OVER SCAM VEREI All DPW 94SM M0 CONO "M N TFE FELD. WASUKAIMTS ARE FW1 SMACE TO S%fACE. READ Alt Of TFE NOTES_ F MY QUUnOM SHOULD ARISE CALL. THE Off#CF WME PROCEEM6 OR ME REaPONSMI lTY Of TIN oEt.?gm 5 ml YOM. 2 PATE f&MT S HML BE t -1 1 r. + - this wiw one_ KNR iTTH ME" EL.EVATIOAS. 3 411. S'C.LO�' W4VM *MU BE 4X 10 L*#2. 49 IM -O 1. 110TTOIM Fl115T14T 6 - 10". MLESS NCTED OTFER' M- ALSO 1rVSV WM *gtV9 itM"4CRAIK VEM EITH MENM ELFV'An iM5. SEE Tff WlCM Ei�llf FOR 4DCWFkYW P*0&A4TIOh. 4 4LL CCwvm%&'7JRS 4W F4j M k)R 3% 'TM Sii4LL BE SiA PSCK X f%Itk1L 4LL 063W 06' MIS I<ASfflNM .KW K P6T4LLfV PER 64~4 - RD'S 9%3Fk A1K)W. THM SAFE Me IF >Aff d M- %CN oN Bt Mf TW %4" Ot ST4/!ES IPM III WOES SW AMIMUS 00 Wf OWN AT Oil AMR OF RE /R11M* OR Of SfE4WW& 19M l0 ulgdM MM 9 15 AND 96w*w O�A�lIMG� � A11D OETARS Fat Ail ffa - REVIEWED FOR ODE COMPLIANCE APPROVED JUL 29 L SQUARE FOOT SUMMARY LIVING SPACE LOWER FLOOR MAIN FLOOR UPPER FLOOR TOTAL COVERED DECK DECK, MAIN DECK MASTER �.ST 4 w Ok� PAW 344 SO. FT. 1, 515 SO. FT. 1,119 SO. FT. 3, 0 78 SO. FT. 751 SO. FT. 144 SO. FT. I 1 SO. FT. 144 SO. FT. 149 SO. FT. • 10618 SE Kent Kangky Rd Suite 202 Kent, Wa"Won 98030 United States of America ,Phone: 206-619 -3995 e-mail: wernorp@ creatiVecomfort. net www.creatiwoentort.net e p W • � O O cl. K Designer Vw= E. Dusseau If Date: 1 - M Gent Review: Date. Drafter A/ awn E. D ss+eau II Date: 5 Reuse for Permit: 5-6-04 Revision 0 1: Date: Revision 02: Date: PI[LIJECT M/1WR 10104 as " SAC cam% a of farm %T %IAaW 1:40r er PM Rm swtt %►t E aw -- M"was4ffAwwAQ"�s %A ar Apwa Aww %3a > w t+MO► ML E I WK >r 1MI JUNWuM SHM NUUM A�8 y _J �4 H C%: � cip: c� c I v I G Cmati*ve Comfort Transforming Dreams into Reality Jor f FRAMING NOTES 12 1- MAN ROOF PITCH SFIAU BE 5:12+ - TYPICAL, UNIEZ NOTM PER � off. COMPOSTlOIv ROOFING 2. C06VOS TM SESNGIES, TO BE AYSTAUED M MANWACTUM 30# BUILDING PAPER SPKW'ATM. COLOR AND STYLE TO BE S19.ECTED BY THE HOW SNEATMW PER ENGR REPORT — TRUSSES AT 2-i" C). C". 3. ROOF SWAn*4G PER 04GP&M REPORT. U.N.O. 4. PROVDE ROOF WgUTM PER 199' EL&C.. S K7101V 1505.3. I rtiSULATION BAFFU 5. Au COWWTORS FOR SOW Co %lLL BE SRVSOM sr k)W TE OR EQUAL AU � FASTA MusT BE INSTAUM TTH 1 • AIRSP � PER MAW ACTIIS SiPECYOCA110P6. ,��. 6. 4u WJNG T O K N WW of 1 997 ue_G. �w1i M A EtiT WAX / SCHEDuF TAME 23-"1. SEE ft" PLW AW 4;UOM NM aF III AFFMORATE S 4" 8 FW R -3$ PCWTVAI FM ALL eEA1ws AIID IfADEES S�fS. utlTTFR 1 \ T��P P" a / 6_ PRO%WE RAS 949 AV COWBULARMW AT ALL ROOF a ` [XNBlf PEA TE 5 s3' v Ii . B. I SQUAW FEET OF W4TRAT10h = 300 SQUARE FEET OF ATTIC. 50* AT THE EAW PEIIETBAT1006. � �+VIO x? i /� TEE l� FORDOlr OF of ROOF. 9 PRbm " WTIIE U FAINT uZfITER TO NAToI WE FASCK MU AND C tOR TO BE SEIEt W P THE WW O MR kk qm WRAP .N46 AT i e %� :.. U. EAVE VEIVI"TION 10 P07M 9WP5C'xi HIS [ITT 4k'7tOR AT of TOP PiJ1TF ON ALL 2 ' DR WNT = 0.02 IS Sal. FT. a 3 x - 3% = 0-0446 S*2 FT. PER VI%T &L'%X KXW FWAAWVG WEMW UN-0. SEE TIM ORW140 3F"THPIK; Pm PWR FULNT R-21 B I TT / dM4 TA7^ KY ALWM�O� & POCI M7M 'PER AORT�01V T�01V � 1 - �c S� - � S�AfE. WhOMS � VEW AWN .,25 S Q FF PW UP" Foy 12. EAW IM 6 TO 5'-r i& &fAf 00 � 6 FO IF IrJO WM Q� a Me S810M APO COI.Q SM DO HM OW40 K FM "@1T dO� At E1+EB1 M1 � BE RU i81EsTil � EAC'EI �IGE 41O /. .l TRIESES.- COMMON 2A TC L 2x4 6C �c�+u,F: 3 ;• r' c•'V� v �-GR CGC'� C APP ROVED JUL c �y is i -) - 7 jK.'' =o i Af ' 10618 SE Kent Kangky Rd Suite 202 Kent, WasWgton 98030 United States of America Phone: 206 - 619.3995 e -mail: vermon cQ creatimomfort.net www. cr+eadwornfort. net e v a t4ki � ° o Designer. Vanon E. Dusseau 11 Date: t - Client Review: �1� Drafter: Vernon E. Duraeau 11 Date: 5 -6-04 .� Release for Ple"n t: 5-6-41 Revrs m # 1: Date: Revisim *1 Peu� wwra 10104 ' no pv^ vc swia► is of +aurae %T %3*W►E Z:sr MW PL4W 981L WW W omrm_r 0 mew ow" ♦ CIE opw o %V* of ww mm OR" � 4361W= :OM sw Out am E fmkm= JoncommmLms SWT A�9 of ROOF _J 01) i c I 30 I 0 UPPER FLOOR CONSTRUCTION G) 1. FLOOR FINISH, NOT SHOWN 2. 314" T$G O.S.B. SUBFLOOR, GLUED 8 NAILED 3. FLOOR JOIST PER PLAN. r. 3. 4. 5. 6. 7. F, GOOF CONSTRUCTION COMPOSTION ROOFING, INSTALL PER MANUFACTURES SPECIFICATIONS. #30 BUILDING PAPER. ROOF SHEATHING PER ENGR. REPORT, NAILING PER CODE TRUSSES PER PLAN 5;'8" G. W. B. 5%08 EAVE TRIM. 2X 10 GABLE TRIM. U.N.O. iZ &'' " c.mwispace r FTG UN -0 Cp EVTE A CO jVSTRUCTI O N .1. SIDING PER ELEVATION 2. hkx.[SE U'RAP 3. SHEATING PER EMA REPORT 4. 2x6 STUDS AT 16' O.C.. U. %.0. 5 . BEA418 HEADER PER PLAJ% 16. 1 .l WA LL CO 2. TTPICA WAIL 2X4 AT l O-C. 3. PL %AFL. 2x6 STUVS AT W O.G. 4. ! 2' 6. -B. 0-1 I o I e1 MAINFLOOR C RUCTION I . FLOOR FINISH, NOT SHOWN 2. 314" T8G O.S.B. SUBFLOOR, GLUED 6 NAILED 3. FLOOR JOIST PER PLAN. 4. R -30 BATT INSULATION LOWER FLOOR CON�LTRUCT /ON 1. FLOOR FINISH, NOT SHOWN 2. 3" CONC. W/ # 10 6x6 W.W.M. 3. VAPOR BARRIER 4. BEARING SOIL OR COMPACTED FILL GARAGE FLOOR f2 Q 5 I . FLOOR FINISH, NOT SHOWN 2. 4" CONC. W/ # 10 6x6 W.W.M. 3. VAPOR BARRIER 4. BEARING SOIL OR COMPACTED FILL r . 2x6 4W S11 I SEE FOtADAWN PUw FOR ADDfWW PW<XW I. r F~ATM WALL WITH #4 REM PER DETAIL 3. 16N r FOOTING W CONC STEM WALL W1 #4 MBAR PER MAAL 4. FOOT YGS SiAU BE A 1NM WOM i�M OF 1 r wow Ah�fD M41 E. S. POST # SAM PER PLAN_ 6. EIVM 1W AWVF ST<NXAWN. Vernon E. Dusseau H Date: 4 -22-04 Clem Review: FOUNVAM*4 AT GARAGE FWNN7 Building Section A - A 46= 10.00 STRUCTURAL NOTES r I% : .- "1114-1111 - ` c 1� riED FOR CEDE COMPLIANI APPROVED JU! .,� i C:�t �* � + •d FOUNDA TION CONSTRICT /ON v A - IC 7 ' 4 * - ►'�_ v _ ireative cionvott Transforming Dreams into Reality 10618 SE (Curt Kangky Rd Suite 202 Kent. Washington 98030 United States of America Phone: 206-619 -3995 e -mail: vemon@ creadwomfon.net www.creat vw mfon.rw e d v � C o v a� LQ _�1 in Drafter: V ernon E. Dussem 11 Date: 4 -2 7-04 �If I Release for Permit: 5-6-04 Revision # 1: Revision 02: 10104 as P"W' of JR&W Zara+ MW "V: %: IN �of W �a•� ���orrs� s+reoaawI am a fdnm r am a &I Aaw 1 0 * 1 _.-� ._ _ __ - _ - .� -.�. _� _ _ .� . �� . - � - -- -..�.. ._- � �. -- - � _ � - J - ... -tea_• - _ _ �. �. COMPOSTION ROOFING 30# BUILDING PAPER PER ENGR REPORT 6 TRUSSES AT 24" O.C. ' INSULATION BAFFLE WITH I VENT BLOCK GUTTER ----� 5 4" x S FASCIA CM&A" SIDING TA 6" CDX 2x6 AT 16: O.C. R - 2 I INSULATION I ,r 2" G. W. B. STRUCTURAL NOTES SEE STRUCTURAL ElvGi•YEER CALCULATIONS. DETAILS AND DRAWINGS FOR ALL STRUCTURAL INFORMATION. WINDOW PER PLAN 3/4" T &G PLYWOOD OR OSB SUBFLOOR JOIST PER PLAN HEADER PER PLAN WINDOW PER PIAN SIDING � 7 16" CDX 2x6 AT 16: O.C. R--2 I INSULATION 1 2" G. W.B. 2 c o FOR A DISTANC E OF ;' FR^M THE BUILDING n.S. - tl'�E - 2x6 P.T. SILPLATF WITH • _ 1 2' x 1 J' Al%ck OR BkX T WTM A MtN14W% APPR��1 El' .�� ti;P � , , � EM�BbDMEh T ��f '' AT 48' PR��OFI1�.; PE A' �._ r ' �` • O.C. ALSO REFER TO T}f i-- 9" WALL U B.` f � - � t • . C.A %T • a :lf L' BrFL'�RE �! 4' CON: - 11B PER U.B C. FTj [BRA..` . LSE !�: A•:.. �2y REAR r_ w ect .. 3 - r = 11 is IV SIDING PER ELEVATION SHEATH'G PER REPORT ENGR. P.T. 2x6 MUD SILL W A.B.. SEE ENGR. REPORT S FDN PLAN FOR ADDITIONAL INFORMATION Z FLASHING, OPTIONAL 2x 10 TRIM BAN, OPTIONAL 2x6 AT 16 O.L. 1.""l " G. W. B. HOUSEWRAP R -21 BAIT INSULATION R -10 RIGID INSULATION (2) #4 REBAR CONTINUOUS b 11 ur PROSOSED GRA6 i I #q REBAR CONTINUOUS I! AT IS" O.C.. TYP. 4" D.S. DRAIN LINE :' MIN. 0� b #4 REBAR CONTINUOUS 4" FOOTING GRAIN LINE 4' 8• 40 1'-9' FDN WALL, SLAB WITRIM OPTION SHEATH'G PER REPORT ENGR- HOUSE WRAP 1 2x6 AT 16" O.C. 2x6 P.T. MUD SILL Wi 518" A.B.. SEE ENGR. REPORT 8 FDN PLAN FOR ADDITIONAL INFORMATION ROCK VENEER INSTALLED PER MliNUF. SPfFlCATION. SIDING PER ELEVATION -" SHEATH'G PER REPORT ENGR. Z FLASHING •� 2x 10 TRIM BAN OPT10N FINISH GRADE 4" CONC. SLAB SEE FDN NOTES 4" D.S. DRAIN LINE z s c 4' FOOTING -- MAIN UNE 4 " 2x6 AT 16" O.C. HOUSEWRAP 8" 1' -4' 4" CONC. SLAB SEE FDN NOTES 4' GRAVEL BASE 6 MIL V.B., BLACK --., - #4 REBAR PER FOUDNATION PLAN #4 REBAR CONTINUOUS 4" SCALE: 314" 8 FDN WALL, GARAGE AND DRIVEWAY SIDING PER ELEVATION SHEATH PER REPORT ENGR. 2x6 AT 16" O.C. 2x6 P.T. MUD SILL W15/8' A.B.. SEE ENGR. REPORT 8 FDN PLAN FOR ADDITIONAL INFORMATION HOUSEWRAP Z FLASHING #4 REBAR CONTINUOUS AT I S" O.C. 2x 10 N W SANG --- #4 REBAR CONTIIVl1Cx15 AT 18" O.C. I ~AIRSPACE ./ .. .. �O 4' CONC. SLAB SEE FDN NOTES #4 REBAR AT 1 O.C. 4" CONC . SLAB SEE FDN NOTES —\ i.=4 REBAR AT I S O.C. 4" GRAVE[ BASE 4" GRAVEL BASE \, EXISTING GRADE ir EXISTING ��RADE � �\ 6 MIL V.B., BLACK \ 6 MIL Y.B.. BLACK �\ 4' D. S. � - DRAIN UNE Z 2) 04 REBAR CONTINUOUS DRAIN UNE / #4 REBAR CONTiN0005 � #4 REBAR CONTINUOUS a• roonNG -� a• FOOTING is DRAIN UNE ;' � ;• DRNN LINE 48 de � 4' l , -1 ' 1-4' OP71 ON 378" FDN WALL, GARAGE W1 ROCK VENEER scACE: 3; 4" 4 8" FDN WALL, GARAGE W/ TRIM OPTION SG41F: 3 \4 4000 (Af P T. 2� 10 Min 4LL RIPPED 70 \ R -30 BATE NVSllAT10N � TFE ItViH OF TFf STEM WAIL � � \ W i 8' AB.. Sff ENC& h6 BEA(Wu WALL - BLOCK /�iG PER PLAN \ Jt�RT F FM PUN k7R .k�1ST ?� FLOOR PLAN � � ,,t�L�fik�Al II�Fi7�1„Ti�Jh 3 �� TAG PlYIi�O�OD �8 FLOOR \ 1 T 1 IEM�� iJl � ` 8 e � E,1R�G kit ..�_ i4 BAR 1W FOIirMW ILM W 3' P1 P. T_ 2x4 aMT3. CV. F 1TE E4J1 CIMM �--` LIN TEE FOR. CONC. FOOTNG Pat PIA% .\ #4 NEW PER 1M PLAN E KAIN PER PLAIT P. T. POST PR PLA% Q) A34- (1) TO SM JF D& PW #4 BAR PER FOUNDM PLAN PQ Rm r vii %w 1 0104 1Ml� it�� NC JEai1T S Df aO* &AM aM. %x ae sw xWw ar w Me" wm. au►� a aw s qu off slow um OWN %Vpsw ;, wm vw :awar �o�a�wwR Mu aE SAISM a� %3��L as S TfNOXN CMG Ste: 34w TED FOOR SCAE 3AS e - -�.� �.� � _ .� �� � �_� ...�� �� _. _ mss a - .. �.. ♦ ..._. � -.rte Q. w - ._. t ... ..� ` .' a � - � _ _ -.. .i ._. . - ^- • � � C ireative C io ntfo Transforming Dreams into Reality 106 S SE Kent Kangley Rd Suite 202 Kent, Washington 98030 United States of America Phone: 206 -619 -3995 e -mail: vww@ creativecomfort.net www.creativecmfort.net rr..y �a V �y REVIE.NED FOR CODE CONIP1 ::ONCE APPROVED Designer. Cifij Of T'JK + a BUILDING DIVISIOti • Date• client Review: Date: Drafter: 1/enwn E. Dusseau 11 ,Date: 4.29 -04 &d Release: Release for Permit: 5 -6.0.1 Revirsim # 1: Date: T - ^ Date: 1 t i i i GENERAL NOTES- - -_ 1. THE SHEET IS PROVfDED YOU Ir/ITH CZi1k.1c REFERENCE TO THE TA DETAILS AND NOTES FROM Tt�M 1wEBSlTE. YOU ARE STILL RESPONSIBLE TO REFER TO TA Pl:{3FM Ct1VE FOR ALL APPLKAT*N, • 4 T rea tive SPECIFCATkINS AND t4TAILS. ALLOWABLE HOLES TJ1 • �. �.� 00 olss onvort 1. li ANY �uESTk�nr SHOULD ma F7RS7 REFER TO T> T11 SPEC1f1ER'S GINDE BEFORE GILL Clt"n E COMFORT. M THE OMa BEFORE PR�O�CFMW oR Tl* RESPONSI�.TY Of M XCSM IS ALL YOURS TO INCiWE REPEACEMENT COST OF AU MATERIALS AND �. Do not cur holes lacier Transformh7 lhrams 3. ALL NAILING AND FASTEN REQUIREMENTS ARE M Tf� SPEQF G IERS UIDE. No field cut �• No f fie 8 holes ;n than 1 %" in candlover ,�,� �i� ; '1,, into Reali 4. T y botched see reek See table hatched THINK SAFE AND BE SAFE. BEAN" AT WALL EXTERIOR DECK ATTACHMENT See tab See table zone Cut only round holes 10618 SE Kent Kangley Rd { �/ Structural exterior and only in the center suite 202 I reinforcen1ent S dianater maxim m hok for True Joist rim b0or'd sheoth of beam Kent. Washington 98030 on one side at E2, � . - 16 . jam, 6 dkmeter or blocking for lat+erol 2 fninimum 6 « LMited Stater of AnKr'ica . , rt " 6" Blocking both :ides at E3 11 MAKWA k+ for 9W joists or for POW blocking panels low "an 12' Phone: 206 -619 -3995 long. Do rot cut f a k I 2 x D 2 D Z l.Z 2 x L t L 1 - 2 mKoun�um 6" 6` knirnimk� minimum 'co !-mad: Attach rtinforeanent to flushing hok _ (al" tYp+ ---' - ''� creel W HO"@ joist top and bottom nay be cut to �" how) wr"*4 � w flanges with eel (2�") T reated 2x_ «diameter W in web outside - www.c'r+eatN+e�rnfoR.rkt comnnon nails at 6 on- le dger � 416 tenter. When reinforcing log bolt Thus Joist hatched area. `. both skies, stave- nob Coksnn ri!n board Z to "d splitting. Al Face grain .. hori=ontal �,� Allowobk load is 325 lbs (ASO) and 515 E2 E3 Ibs SD r « diameter I b � • �'Z -' .. _ il Maintain a *4 tn '' ALLOWABLE degl�ate w ` . MEARM�IO FOR DOOR B e a m s a H ead ers distance fir For infomnation on l ate bears -,•'e loud capacities, rifer to Moil "rw* 2x.,, wood backer and OR WRIDOW HEADER 2x diameter of the longest hole (M inin n) current This Jrterat'u�. TJIw joist web with 2 rows lOd S oodt if - � (3'} caAr110n llQlls to 6' �� COfrtlfKl�d depth on- eent�er, dindad. UK UK ,� header o Allowed hole lone 16d (334`) rails with • 3" Tip J 0 J oist 3� depth _ flange widths. s. BEAM ON rue Joist , rim board CAP , Allowed hole zone 3 spun �V A3 Allust how ls% rrilnkmm Ji O Wood bstrinp at'"ds bockv . � � , ROUND HOLE CHART BEAM DEPTH MAXIMUM ROUND .. �, L + For uniformly loaded beams only. Cut holes care h HOLE SIZE and in M. P - c►'st web a Rectangular holes are not allowed. or'�u Loud bearing or sheer wool! above BEAM TO BEAM 5' , 13/4 CONNECTION �! ,. .. .. + Holes in cantilevers require additional analysis. I �` ELI EWED �``` (T ma 44;jw ;Z4 (exist static over wall below) T/4 to 20 2 y CODE COMPL f0R See' for Allowed Hole Zone NCE �k^4 Pal Web stiffeners required �IPPI?OVED 2x4 mininwm if sides of h loterw alter do not s Wocks at kart JUL 2 4 ly sk�port 9 20 V of Tip joist top flange ' ' C 816tW App #1: .. Cit C)r Tukw;l ad "" to 1W TJP Joist � a T�f� TJ1 ass 8��� Top flan -ge cont�ret sarlbess end blocks installed at ''' DING DIVISION W ,, i , � s h°^ "'°'�'' , �a^ Minimum Distance from Inside Face of Any Support to Nearest Edge of Hole at B1W and 112W 2W F / ,� �r -� 0 '� �9 . as �h two 8d (2W For other bad condition or hole configurations not Included In this table, refer to Sec turr+ert Tres Joist BZ CW TJ -Beanie software or contact your Trus Joist representative. ' box nm1s, ' litaroturti for f ruining connectors typical Option #2: `\ � H&Vw h+lpht m&W be • 2x stropping installed .101 S T TJPWrom ROUND HOLE SIZE SQUARE OR RECTANGULAR HOLE SIZE mlhbnurp Of 4+0X of/bbt &00 &00 .foist span locations using DEPTH 2" 3" r 5" f Y r 8si4" 9" 1 Os / 12" r 3" C 5" 6�4" 7" 8s /" Q'' 1 Rt / 12" l��a above BEARING AT two 2yt« sir+ Pa',I • �� �- 1 DOTS 1' Option #3• ..� diraty applied ceiling -6" 2'-0" 2' -6 3'-6" 5'-6" 1'-6" 2'-6" 3'-6" 5' -0" 6' -0" 130 2' -0" 3 3'-S' 4 T -o" 2' -0" 3' -or' 4' -0" V-0" T-o" *%m apecad on dK a� 150 2'-0" 3-(r 3-T 5-(r 6 -6" 2'-( r' 3 0" 4-(r 6' 0" 6 6" t Filler bkxk: Hal with ten ._ ._ � - X)d (3`) box notis, clinched. PBl one or Vlore o/ d» Y*w brse� - Use ten 16d 01") box roils v erify Piar�allan,z' PSL or opdorrs show. must be I�ss.b d 9 " 250 z 3' 4'-6" 5'-6" T -0" 2' -Or' 3'-6" 4'-6" 6'-6" T -o" from each side with 3i4" TIN60 Strando LSL colkann � 350 1'$ 3'-6" 5'-T 6'-6" - r-O" 1'-6" Tor 5'-0` 6'-6" T-0" TJI• joist f krge widtis. 1000 1'-$" Z'-Or' 2'-6" 3'-6" 4'-6" 1'$ 2' -0" 3'-0'' 4' -Or' 4'-6' /• r Use fif tea+ roils with T'I• s - than tight B block: Instill See current 3000 2'-f ' V-T 4'-0" 5' -0" 6'-6" 2'4r 3'-T W-T 5'46" 6'-6" d� �P gr 'tight to top large True Joist De�lgrfef" 16. (tight to bottom flange I; WEB STIFFENER ATTACHMEl�1T 4000 z-T 3'-Or 4'-Or 5'-6" T$ 3' -0" W-T 5'$ T-0" Tom" r -- sy_ , :K= with face mount 100TS Attach ' 1'-0" 1'46" z-0" 2'-6" 34 r' 3'$ 6'-T 1'-6" 7-(r 3' -or' 4'-0" 6'$ T - T & -5" 130 1'-6" 2'-0" 2'-6" 3'-6" 4'$ 6 -0" V4 r' z -0" V-T 3'$ s-0" T$ 8'-Or' 9' -6 Dale. ' _ �E� ter lOd (3') boat nazis, - -- e _ - _ -- _ id;ncf,td when pass, -bk L W ` m°'cirxsn 150 1'-tT T -0" 2'-0" 3' -0" 4'-6" 5'-6" 9-6" T-T Z4 r' Vr V-T T-6" 9-0" Q' -Q'' - . 1t QevfrReview. �5 Three ee dd (6M box nails. 250 T - T 1 2' 4'40" 5' 6'$ 9r V - 7 z - 4 5' 8' 8'$ 9'•5"� ' ' ? - blade ckn td 11 350 1'$ z 3' 5'-0" ' 6'$ T 9'$ 1'$ 3! 4'$ 6' W 9' 9 be* sides 0. (T1ree 16d ($n box rails at 3 550 1' z$ 4'-Or' 5'-T T-)" &4r 10'-6" 3'-6" 5'-T &4r T$ 9' g 10' -6' , Date: avb �+ single • V4' — % TJr joist flanngc widths) 1000 1'r Tir Pis Web stiffenv each slide. - 1'-6" 2'-(r 2'$ T-T 4'-Or' 6'-6" T-T z-T 2 3'-6" 5'-0" 5'$ T -(r ��� H02 OF MMTNqE 1 3000 1'$ 2'-0" 3'-0" 3'-T 4'4" 644 9'-T 1'-6' z-6r' 3'$ 4'$ T-o" T-6" 9 ' j Of TROP _or�oe -o See sizes 4000 1'4r z-o" T-T 4'-T 5'-6~ s'-6" 9'-6" -.or 4'-T 5'4 r' 6'-6- g-(r ' g4 r' 1 o�-m Vernon E. D�ussm 11 Web sti, fem s S Tght fit W STS SIZ - 19-04 r',cgtNr'td ,, W-X hole Tor 130 1'-0" 1'-0r 1'-6" 2'-0 3 4r 3'-S' V-T 5'-6" 8'$ 1'-T 2'-Or 3'-0'' 4'-0'" 6'-Or . T-6" 10'-0 :: -1 11'- Date: s=ilt c+ E!W 11':` - ^' jo ists: 6` diem lei i�a" wig PMo•s: }� x 2 ' miniawra - max0w- or 5 Z joists or for + AAW aver of 2 *oom 12d (W lads at 12' o.e. 4 250 1' 1 • —( r ' 1 *47' 1' -D" T-T 4'-(T 6•-6" T-0 10' r4 r 1' -•Or' z-0' 4' T-0r 8'-6" 1 r3'-6 _ ` - ? 12'-0" i bkacidg pc-el ►as then 12` + bearing plate • = tea' ` x 2 35+0 1'-Or" .' -(T 1'-Or 2 $ 4'-Or, 5'-Or T$ 8'-0r 11'-0r' 1' 1'-Or 3'-(T S-T r4r 9r-Or' W-6' i 1 • -�:' 1 12`-0° • +re�gtired Max nun+ Y.' MOO of 3 rows 12d (3 7) �s at 12` o.c.. or i - , , _ ; br+c 7: ".• : t! lr btblss 2 1' x 2V mina 14" 550 1-tT 1-Or z-0' 3'$ 5 -6` 6'$ 8'-6' 9'-0' iz-T 2'$ 4 -Or 5 $ T-0' 1, 9'-Or' 10'-tT '.c C" ; 13 -T t orr 4wq permitted at beam` + IV�r'led c�owwrti�s ^e4�� an oddtiionri r+ow of i W 3lf 2x4 1000 1'-0" v4r . 1'-0" 1'-0�' 2'-�' 2'�" 3'-$' 4'-Or T-Or 1 - 4 r T-Or z-Or' , 3o4r 4'-Or � 5'-Or• T -rJ _ -��_ 9 -0'' i • - refs who mW slat is der ?%m specified �' � i 9-C, : , � � � for PetTINt 30oC 1 -0" ' 1 1 2'-6" 3'$ : 4 -•0' S$ 6'-Or 10' � 1 -Or ' 1$ 3' -•0'' -Or' s-6- T-0' _ � . , -6" : ! �� dwa ( 0 -2r x 3-y - - 5-6-04 , s _ 400C 1-Or' 1-Or 1-6' 3'-Or 4 -6" 5'-0r ' T-0" 8'-Or 11'-tT . z-Or 3'$ 4'-6` 6'-Or 8'-Or 9'-6"' 11' -f - ^ j 12 -0'i T-•.a : 7 - st rim � w10� rI•r� � 130 1' -0" • 1'-0r 1'-0r 1' -(T 1' -6' 2'-6" Tor ' 4'-Or' S'-6' , T$ 1' -(T 1' -(T 2'$ 3'$ s -Or 6'-3' 410 ' " -� � 2'-FT 13' �T � taoorti cue + Mii�wra of 2 razes � Oohs a+ _ _ �i►�eVtslOn � � : - -t • 250 i 1 - -(T` , 1'-,T 1'4 r I 1' -Or . 1'-0'' 1'-Or' 3'$ 4'-or T-0' . 9'$ 1' 1• 1'-0` z-Or'' S'-Or' ; r-T , ' ' !' -'r '-� -;T' 13••6' 2t' 0- sto�ered -- • - - - 350 1' -0` 1 ' -0" ; 1 '-v" ' 1' -or 1 ' -(T 2'-8' ' s -ar ! s-6' $-6' 1 C-6" 1 '-v' 1 '-0" 1'-or 3'-6' 6'-or T s' 1 - , ' r- 13*4r • • r • • • i • ') r Z T �. + Date: 18" S5i0 1'-D' ` 1-Or ' 1 1-fi 3'-g' ; 4 -T T-(T T$ 10'-O' 17-T 14 r' ' 2'-6' 4 -6' ' Er W4r ' 9$ _ - _ • _ s'-O' 15*-T E: �. °° ,' "'�' � NAlUNG REQUIRE I= ' 1'-or ,• -ar' i 1•.a- i ,'-ar ,•-or• ,•.�' z$ , r-g- 4'-or = s-6- ,'-ar 1•-O' � 1'-or z-ar 3 '�- 4 • - - ' - : �' -C 1 f•- iRe+ vas 3: -- s►.rr..� Warr so c w.,ww pre a d �Ir.►a�am 3ooC 1'-0' : 1 • -o" � • -�r 1'4r: z-o- ,, 2'-6• -4`4 r 4'-s • &4r V4r 1'-0" � 1'-0' 2'-Or, 3'-or ' s -Or i 6'-T .,_� = = � • 2 o.-- s s T Joirls at • two 8d 1 boot Weis (1 each si0e). 1 400C 1 •.� V ! 1'-CT ` 1' ' z$ Tor ' s-` ! 6'-O' : 8"$ 11'�r 1 • • 2'-0" i x4r , s-�T T-0r 644 , Yq - = '' -C' 14 -C' nrrrr.wn+ *= era. _ _ - _ Date: r 4" r 1a" 1r 1 14% - 1W i r C r i r , 1Q' i 1r ,10 le l dm bile or rtrw board to be rbu pMle; PLO CT ! TAM bbcil g aov t or rsn fief 10d (n bale rnris at 6• oat 360 1 '- 0 r ' 1 '-O' = 1 '-O' ` 1'-O"' i 4 -4' . T $ ' 13'-Q' 1'-0' ; 1'-Q' ' 3'-Q' 6-T 1 T-0' 1 5'-0" 1 T-6• r r IAtihAI�I1G MOM: i Tea .AOkift rip OOert Toarri won 10d M bare � at 6• ore. or 16d , 550 1*4r 1 i'-Or`' 3'-6' #r4r 10r -Or'I 1s-0"' 1'-Or Z-0' 6'-S i 10'$' 10104 WARNING Create d �+�► woo" drive! a am waart in seniors lh�drr `t7 Oorc nr4s 1 ? arc 3000 1'-jT 1'-7 1'- z ► e'4' V4 r 1 11 1 -W � r 1'-� 1'-0" 3'-0" �$ ' 1OS 13.0' 16'x' � ► r � Aorwl i are oBssrNt "Ek Shaw alwa . b dKkOle NO sc dtie. 4W 1 or 1'-0' 1` ?-'' T-V • a-O" 17 ` 1' ' 2'-W S-e' : 94� r 13'-6" 1 S••O" 1 1 � " � t�erh s � �_. .ioisas arks or�bis ill/ �d � 7 _ � a+r e�.� �• ,Q► b.�rda a"a •.�+ r.w st'> • is�r ati a�.rm Mo ss W ale/ 3W I V 1'-Q T-0" 1'-6' 2' 6' 1Q-0' 1t$ 1'-O' 1`-0' � 1'••O' 1 �-w 11'x' 1 6 - 7 ► 1 �' -5' ' t ? � � a�iw +t an "N or iw Two IN M boar nW one nil at top sad 1' !'-0' 1'-0' 1`-Or' 3'-a' • T-O' 1 ?-Q* � td's' « 1'-ZT' ' 1-0" � 4`-a' 9r-Q'' 14•-6' ! 1T-Q • ta'�" 19-x �reoe�irj� Z Ealreer► a .."+..R �ww.�e a w. asr s tot rract�r•�e otlr •.a.rr 1'-� 1'-Q 1`-0" 1'-Q SST' S-ar a'-0' 1 ?-D' 1'-Or ' 1'-0' 1'-6 S-0' $�' 1 2'$' 1S-Q' t9r-Q' 9 a sE�eraorra mss' ogee antes a gars ��rwE s • �+� • 1 on" 3, srN ar t o as +�s Aw.�rwr�1 w�wt ar. �e s • d.ar �� •fie wa T lo" 1X = WW i HOC live flit Two rid 4*7 bare 4=C 1`-w 1 1'-6' 1'-Q 3-0' �-Q' w4r w4r 1'-�T 14r i 4'-Or ► a-Q' � 1?$ 1W-a" 164r ! 2Cr4r • tvararr casrer OQ IMOT&VW WHAM w ..,. • w. 00 NOTsbc# b■iMiW s+rooacw� we w arrcwr ID woo awpeRe awM sw �ar1s/ i T . rr♦i�. am am* at tap and OuRawe orb. • L,Ma! }C' v" d by and bofoln of hoes. DO NOT cut joist � s�owe•7 �..rr w ar.w.ti>.rrtw aril► � r..r �. a�..e m.rs aw er Nro.e.� w. a�rR T,�PIo 50 & 4W dw f �t Totrsi 00 b On 00 rwl�1 arMa Tvim OWN Um IL �r.e pro "MrWo «.w.. W" o� 4P UO **to err %saw 9 �.a y0d baR N! M� !ice d iobR tap • Tabs s b d all u1 ftm bnd � s cwmd ��n sR�il. ��r tare r■rrsomm "no WNW Mbdmc Tiro UM (n bw mirk on am* at + For span (5 but wdko., y te" writs nil %#WWW VNWCidcancwdmWbeftam SIM I DIM d has "my be t, lop awe baMara �� bcafsd d to eNift of Ow IM MW m ~ bdw ovew In 9w Jollft '� I SIDING PER ELEVATION R -21 BATT INSULATION � ti ,;� 2 1(6 AT 16" 0 C: � s 1 SHEA TH'G PER REPORT ENGR. 3 4 " 0. S. B SUBFL 00R ---�\ TA'S PER PLAN - R -30 BATT INSULATION 5 8" GYPSUM .2x6 AT 16" O.C. H#.NJSEWRAP I, 2"x 6" LAGG BOLT W' WASHERS AT 32" O.C. SPACE DECKING PER PLAN «� P. T DECK JOIST PER PLAN JOIST HANGER PER PLAN P. T. LEDGER PER PLAN SIDING PER ELEVATION SHEATH'G PER REPORT ENGR. DO NOT DRILL OR NOTCH THE BEAM FOR ANY REASON! HOUSEWRAP DECK CONNECTION COMPOSTION ROOFING 30# BUILDING PAPER SHEATMING PER ENGR REPORT 'TRUSSES AT 24 O.0 R -38 BATT INSUATION 5.'8" CEiL11NG TRIM PER PLAN 2x AT 24" O.C. PER PLAN ?x4 WALL CEILING TRIM: OPTIONAL %6 Ckx16LE A 1 �. L T 'Vr f1f � T•' 2t6 AT ;c• " "I C FEAL� PB OLAh `�� 2X6 �Z� NSYAi�7Ni. a�lR7Ml 9 12x6 wAu w, 4x #FJM TJIS TO BE INSTALLED PER MANUFACTURES REQUIREMENTS TO INCLUDE HANGERS OPTION SCALE: 3 \4" 2 EXPOSED BEAM WITH.2X6 SPACER RIM PLY LINE BEA DO NOT DRILL OR NOTCH THE BEAM FOR ANY REASON! TJISS TO BE INSTALLED PER MANUFACTURES REQUIREMENTS TO INCLUDE HANGERS OPTION SCALE.- Nn 3 EXPOSED BEAM WITH 1X4 SPACER RIM 1 COMP. ROOFING PER i 5# BUILDING PAPER ---- PLAN CoMPOSnoN ROOFING 30# BUILDING PAPER SHEATHING PER ENGR REPORT SHEATHING PER ENGR REPORT SCISSOR TRUSSES PER PLAN TRUSSES AT 24" O.C. r " Aid FLOW INSULATION BAFFLE VENT BLOCKNG - ---�`` WITH 1 AIRSPACE GUTTER VENT BLOCK 5/4" x 8 FASCIA R-30 IN TION STAIR LSSU24 CONS j STRINGER TRUCTION I "VERIFY W/ COMPLIANCE. O FLR PLANS 1 i ','8 o tj O = 11 " MIN TREAD cc NOSE 2X4 THRUST BLOCK SCALE: Nn 4 INTERIOR STAIRS PER �J Pi / / / HANDGRIP TION SHALL NOT BE LESS THAN I • 1 146 x 2' IN CROS SECTION. HANDGIPR SHALL RETURN TO THE WALL POST OF A DISTANCE NOT LESS THAN 1 -112" BETWE N THE WALL AND HANDGRIP FORADDI AL INFORMATION REFER TO U.B.C. SECT. 1003.3.3.6. aA ' LSSU SHALL BE INSTALLED ONL Y IF THERE IS NO BRG WALL BELOW. ! iJ ac ' z � � G to " SEE U.B.C. FOR FULL J2 PER PLAN FLASHING AT THE SKYLI6M SKYLIGFff PER PLAN CURB AND FLASHING INSTALLED PER MANI�ACilAtfS SPECIATIDNS _ R -38 BATT INSWATION GUTTER - \TOP PLATE � - \TOP PLATE DOUBLE PLATE 5!8' G.W.B. - 5i8' G.W.B. DOUBLE PUTS SIDING 1/2' G.W.B. - 1/2' G.W.B. SiDUVG PER PLAN NOILISE WW .2z6ATiGO.C..U.N.O. �� __ hc6AT16'O.C..U.N.O. 1 /2' CDX ` R -11 BAIT INSIllATION PER ENGR. REPORT ~ R -21 GATT INSULATION r -� OPTUry - TRUSSES: COMMON, lx4 TC 5 2x4 BC SCALE: 3\4 7 TRUSSES.- SCISSORS 2x4 TC 5 2x4 BC .2X6 DOUBLE P1 2x6 STi�' f REA 2X6 TOP PLATE 1 :X6 AT 1 O.C. .2X6 STUD . J' `5 8'G.WB. � 0 t PER RAN PUN PR P J 5 r G.w-B. 5 8 6-W.B. BLOCKING 2x4 BLOCKING 5/8" G.W.& .- _ BLot7CING 11 TJIS PER PLM 518" '' I W*4E BELOW STAIRS (4) 2X 12 STRINGERS FIRE BLOCK'G AT MID -SPAN AND AT WALL ALONG STRINGER BETWEEN STUDS. 11 7/8" TJIS PER PLAN SCALE: 314" i1 PER PLAN - COMPOSTION ROOFING � 30#E BUILDING PAPER SWATHING PER ENGR REPORT TRUSSES AT 24 R-2 I BATT INSULATION R -38 BATT III U ATION SCALE: 3 .4' SKYLIGHT lNS coDt C `GNIPL ANC; P.�ti•�Q l ^ ^A ��e• � -� Vic. �'� 6 � I r L N T I NG z PER PLAN BOTTOM CORD Of TRUSS scW: 14* 10 1214 WALL w1 s. OR G.W.B. ►E,Aoer soar: DOWNG Roots ENTRY SCALE I- 5 r G. W.B. 5 /s� G.W. 0 B)a TO Tw 3 ' AW 2%65 / 5 8' G.1�' 8_ iI+�ACTt�f � DE • 2%4 BRIG WALL Aea t i ve Colv r olt Transforming Dreams into Reality 10618 SE Kent Kangky Rd Suite 202 Kent. Washington 98030 United States of America Phone: 206 -619 -3995 email. wrion(@ creativecom www. creatkoe+comfort. net 1 �4 ,O t4 Dftoner: Date: Clog ReWew. SCALE: 314" Date. Drafter: Vernon E. Dtosm 11 Date: 4-2904 . Nd �.�, Release for Permit: C� 5-6-04 #�. Date: Bevis w #2: ,Date: 10104 no Rr^ vw X%AS %. .3*WM l�R+Y�7T w ra �► �,�vra +fit wpr,a�� �rw: wars�o ®�owesa� sw wt a A100cw � we�u�a�siuw� SWT " 2X6 RIM ABOVE THE BEAM IS FOR DRILLING OR NOTCHING. 7 VG DO !Y{( IV/fTij ►� t�n� �+r • 2X4 RIM ABOVE THE BEAM IS FOR DRILLING OR NOTCHING. 1 Vd QI !Y'i( llAnW A/A CDAP't J cap C: C C - c Creative Cioneort NON -WO1TN SPUNBOUND FILTER FABRIC- IX1LL RETAIN \ PARTI ILES # f W SEIVE OR SMALLER 1 2 X 2 CAF OR EQUAL AT 48" O.C. I FLITFR FABRIC ON 2" % 2' -14 GA. WRE FABRIC BURY BOTTOM OF THE USE STAPLES OR FABRIC AIATERIAL IN WIRE RINGS, TYP. 1 8" x 12' TRENCH SILT FENCE ELEVATION FUTFR FABRIC ON .6' x 2" -14 GA. WIRE FABRIC SILT FENCE SECTION , SAWCUT EXISTING ASPHALT CONC. PAVEMENT AT 1' FROM EDGE OF ASPHALT PAVEMENT SEAL WITH MC - 250 PUGET SOUND ENERGY TO REPLACE EXISTING WI©E'EIING (TYP. \s�� POWER VAULT LID WITH LOAD BEARING LID. ix% 1"s IrMvTCN _\' ?� RESIDENTIAL DRIVEWAY APPROACH ' SECTION'( �-� STANDARD ( � � s� \( RS-8) `, \ : v�11CMQrk'SC I�;�: _ , \ ��ti�• \ CONTRACTOR HAND EXCAVATE •♦ ' . e 1NV.`. 255.66 \ TO EXPOSE EXISTING GAS AND r ♦ \ `. POWER LINES \ \ _, _ , . �•- TREII GRATE \. RIM EL.. 25&6 -V ` ALT- M6 \\ 8 iNV. OUT 236.1 MR. 5 MRS. NGUYEN I ` \. (� / \ LID - 5301 SLADE WAYS � - � . • , � f REMOVE THIS PORTION •� . ` OF EXISTING 1 Y PIPE TLIKWILA, WASHINGTON 98 ! 88 U.S.A. TAX PARCEL UMBER: 5379100200 z,•� ,� LOT COVERAGE CALCULATION LOT AREA: 7521.86 SOFT RESIDENCE, C.F.: 344 SO FT GARAGE: 751 SO FT FRO NT PORCH: 61 SO FT TOTAL 1,15 7 SO FT 1, 15 7 SO FT DIVIDED BY 7511.86 SO FT = 0.15 % GARAGE FRONT 2 74.0 LOWER FLOOR 174.0833' MAIN FLOOR 284.6042' ` Z 1 t- L6 2 4. `_ �,�,�YtiF r 1 ADPR -` `� 4 JUL AS Of 7 - E NG CURB SDL 0+09.67 u •, • R- ;� a �_ + GUTTER - CH #1 TYPE 1 `W1 7H VANED GRATE 4 �, , ` r ��-'" - + SICEWNALK (STANDARD: DS-25, DS-4, RS-27) + ' SDI: 1 +10.31 s \ '�? ?' ! BEGIN NEW t 68 #4 TYPE 2 -54` WIrr H LOCKING` - JD - i S'' ` _ = ' - - �- ; CURB, GUTTER, AND SIDEWALK � (STANDARD 'O¢ r � ' ' � �� \ - �•- 1y � �t Q S�2Z. U -, * A + \ \ \ 4 ti1 X�S I (N/; 12 "o N8�!'03'22 "W -_- - -- _-- . ` -,, .. ;' --•, c _ �• _ \' ` ~T4 \j PIPE ad 7.07' 150.fl . -- � ._' E''1'/SjZN �. C S IN ♦ b y .00 ;. 10 LF OF 12" CPEP STUB • 1c: SDL 0+00 INTAKE C • --- ^' 1 25 LF OF 12" CPEP t— ` \ o� ` • `.'• t is t 0. .00p 0 SDL 0+31L69 � `- 1 i I V ' .� i'. `. C8 2 TYPE 2 -54' WITH LOCKING LID 0 _ = �,. . R. �- _ WITH �. . "-�' � ; RESTRICTOR ASSEMBL AT U. FLR CB 05 TYPE OETATL) « � .- ♦ +rte ./' >► y i \ t i j PE 254' IMTH LOCKING LID (STANDARD DS-22, DS -14)) A Lai CP, Th a partial Building Site Plan. ro Transforming Dreams into Reality 10618 SE Kent Kangky Rd Suite 202 Kent, Washington 98030 United States of America Phone: 206 -619 -3995 e -mail: vernon creativecomfort.net www. cmativwomfort.net a 7 . v � a o LQ Designer': vernon E. Dw sear, It Date: 1 28 Curt ReNew: Date: Vra/ tff . Vffwn E. D seas, It Date: 5-6-04 Release for Permit: 5-6-04 Re0sim ,Date: Revrsim #�2: .Date: MIJEC"T M AKE- 10104 wi ksI'► NC c"04 3 no am RN6 "%L %CT E �a� w �• r��ct�� �E�1�61Mei 6 or COMAM Ina Now 1@ 1E •�ISi � r s• 1 t / 2 X.2 DF OR `Q(W ASHM GRAVE[. BOTH SIDES OF THE FABRIC FENCE v./ �I L ro Transforming Dreams into Reality 10618 SE Kent Kangky Rd Suite 202 Kent, Washington 98030 United States of America Phone: 206 -619 -3995 e -mail: vernon creativecomfort.net www. cmativwomfort.net a 7 . v � a o LQ Designer': vernon E. Dw sear, It Date: 1 28 Curt ReNew: Date: Vra/ tff . Vffwn E. D seas, It Date: 5-6-04 Release for Permit: 5-6-04 Re0sim ,Date: Revrsim #�2: .Date: MIJEC"T M AKE- 10104 wi ksI'► NC c"04 3 no am RN6 "%L %CT E �a� w �• r��ct�� �E�1�61Mei 6 or COMAM Ina Now 1@ 1E •�ISi � r s• 1 STRUCTURAL NOTES: DfftN CRITERIA. 1. 8 ING CODE: 199 UNIFORM BUILDING CODE 2. VERTI L LOADS: ROOF FLOOR SNOW LOAD 25 psf L IVE L OAD �4O psf DEAD LOAD 15 psf 1 2 pef 3. LATERAL LOAD CES TRANSMI BY DIAPHRAGM ACTION TO SHEARWALLS AND ENCE TO NDATION WHERE DISPLACEMENT IS RESISTED W PASS RE RE AND SLIDING FRICTION OF EARTH. 4. LATERAL WIND LOAD 0 H EXPOSURE " " 5. LATERA SEISM LOADS (ZONE E -pEH + Ev p =1.5 (ASS 0)), SOIL TYPE D LIMED) Eh al /1.4R)W, Ev =0 FOR ALL LE STRE ESIGN Co =0.36 R =5.5 W - DEAD GENLRAL: 1. ALL MATERIALS AND WORKMANSHIP SHALL CONFORM THE CONTRACT DRAWINGS. 2. RNING THE CONSTRUCTTON PERIOD THE CONTRACTOR SHALL BE RESPON E F THE SAFETY OF THE BUILDING. THE CONTRACTOR SHALL PROVIDE UATE SH . BRACING AND GUYS IN ACCORDANCE w/ ALL NATIONAL, ST AND LOCAL SAFETY DINANCES. ANY DEVIATION MUST BE APPROVED PRIOR T RECTION. 3. ALL ERCTION OCEDURES SHALL. CONFORM TO OSHA STAN DS. ANY DEVIATION MUST BE AP 0 BY OSHA PRIOR TO ERECTION. 4. THE CONTRACTOR S BE SOELLY RESPONSIBLE F AL_ CONSTRUCTION PROCEDURES. 5. THE CONTRACTOR SHALL RESPONSIBLE FO RDINAT NG THE WORK OF ALL TRADES AND SHALL CHECK DIMENSIONS DISCREPANCIES SHALL BE CALLED TO THE ATTENTION OF THE E EER AN E RESOLVED BEFORE PROCEEDING WITH THE WORK. 6. DRAWINGS INDICATE GENERAL AND )ETAiLS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFII Y IN01 ED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DET OF CON CTION SHALL BE USED SUBJECT TO REVIEW BY THE ENGINEER. 7. ALL DETAILS DESIGNA AS STANDARD OR TYPICAL HALL OCCUR IN ADDITION TO ANY OTHER SP C DETAIL CALLED OUT. 8. ALL INFORMA SHOWN ON THE DRAWINGS RELATIVE TO ISTING CONDITIONS IS GIVEN E BEST PRESENT KNOWLEDGE BUT WITHOUT OR ACCURACY. WHERE CONDITIONS CONFUCT WITH THE DRAWINGS, TH SHALL BE REPORTED TO NGINEER SO THAT THE PROPER REVISIONS MAY BE MAD MODincATIONS TO OF CONSTRUCITON SHALL NOT BE MADE WITHOUT PRIOR N APPROVAL THE ENGINEER. FRANM LU?AMffJL- 1. FRAMING LUMBER SHALL BE HEM -FIR NO. 2; AND HEM -FIR NO. 2 FOR ALL TOP AND BOTTOM PLATES (GRADES ARE TYPr.AL UNLESS OTHERWISE NOTED ON PLANS). LU R TO GRADE MARKED PER WCUB SPECIFICATIONS. 2. RAL SHEATHING SHALL BE APA RATED PLYWOOD, EXPOSURE 1, S THING CONFORMI TO EITHER COMMERCIAL STANDARDS P51 -83, APA PRP -108. VOLUNTARY PRODUCT ST PSE - 92. PROVIDE MINIMUM OF 3/8' EDGE DISTANC ON ALL NAILS AND 1/8 , EXP JOINTS BETWEEN ALL PANEL EDGES. MINIMUM THING REQUIREMENTS FOLLOWS: ROOF SHEATHI TO BE 15/ 32 - C -D INT -APA RATED PL D WITH EXTERIOR GLUE, P. 24/0 (USE 5 -PLY FOR PANELIZED ). NAIIUNG 8d O 5 INCHES ON ENTER AT PANEL EDGES AND 1 INCHES ON CENTER AT INTERMEDIATE SU RTS. SUBFLOORING TO BE 3/4 T&G C -D INT -APA D PLYWOOD WITH EXTERIOR GLUE . P.I. 48/24. GLUE NAIL WITH 1 O 6 INCHES ON CENTER AT PANEL EDGES AND 12 INCH ON CENTER INTERMEDIATE SUPPORTS. 3. NAILING SHALL CONFORM TO TABLE -11- -8 OF THE UNIFORM BUILDING CODE UNLESS NOTED OTHERWISE. USE COMMON NAILS ROUT UNLESS NOTED OTHERWISE. 4. NO STRUCTURAL MEMBER SHALL BE C NOTCHED UNL_^SS SPECIFICALLY DETAILED OR APPROVED IN WRFTnNG BY THE STRU ENGINEER. 5. PROVIDE 2x2 WASHERS UNDER H AND N OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. BOLT HOLES SHALL BE NOMI OF BOLT PL 1/16 UNLESS OTHERWISE NOTED. LAG BOLT PILOT HOLES SHALL PRE- DRILLED TO THE NOMINAL DIAMETER OF THE LAG BOLT UNLESS 0 NOTED. ALL SILL PLATES SHALL BOLTED TO THE FOUNDATION 5/8' MINIMUM DIAMETER BOLTS SPACED AT 48' o.c. MUM SPACMG (EMBED 5' MIN. INTO CRETE OR MASONRY). SEE PLANS AND DET FOR SPECIFIC REQUIREMENTS WHERE R. ALL FRAMING LUM IN CONTACT WITH MASONRY OR CONCRETE BE PRESSURE TREATED. (SEE 1 FOR MINIMUM GRADE INFORMATION) 'WIRE STAP WITH 7/16` CROWN MAY BE SUBSTITUTED DIRECTLY FOR COMMON NAILS CALLED ON STRUCTURAL PLANS: SHEARMI 8d = 14 GAGE x 1 -1 /2' 1 Od 13 GAGE x 1 -1 ' DIAPHRAGMS: 6d 15 GAGE x 1 -1 /' 2 SHEARWALL SCHEDULE _ -r -� _ --- i -- SI LL PLATE - BOTTOM PLANE "_ - _ T . __ tT r I ___ _ - .__. -n ._ TT F ._ _. T _ _. _ 71 ._ Fri - -- = MAR SHEATHING DGE NAILING ELD NAIUNG CONN. O FND. ONN. O f RAWNC 3/r CDX_ 8 dia 0 48 o.c. t 6d 0 8" o. c I U I I I I I I I I I I I} I ONE FACE � d O 6'o.c. 0d O 11 *o.c. w/ 2x BTM. PLATE w 2x BTM. o;.ATE 3/8 CDX 1 5 8 dia. 0 48� o .c. 18d O 6" ONE F o.c , ACE �8d O 4 o.c. Bd O 12 w/ 2x BTM. PLATE � w/ 2x BT'M �':�.TE_ 15/32 CDX , I ; 5 8 dia. O 32 o.c.! 20d O 3" o.c. ® :ONE FACE 00d 0 4 M o.c.,10d 0 12 10 o.c.. w 3x BTM. PLATE � w 3x BTM P A l E. I I I I I I I I I E I 15/32" CDX --� 15/8 "dia. O 24 o.c (2 20d O Z� o.c � I I ! I I I � � � k�- - - 4 I , ONE FACE 110d O 3'o.c.it - O 12'o.c. w/ 3x BTM. PLATE w 3x BTM_. P�A_I t I I I I I I I I I I I I I I 15/32 CDX ____._� ; 5/8 dia. O 24 o.c. 20d ® 3" �o.c.~ I I I ONE FACE t Od O 2'o.c. Od O 12`o.c. w 3x BTM. PLATE C 2 3x BTM U, AT E 15/32 CDX!1 Dd 0 4 o.c..10d O 12'o.c., 5/8 .c dia. O 16' o. 5 8 dia. 0 o.c. F ®'EACH FACE T EACH FACE RH FACE. ' w/ 3x BTM. PLATE � w 3x B1'M PLATE I I 15/32 CDX;10d O 3 o.c. Od O 12 o.c. +5/8 dio. O 12 o.c.; 5/8 dia. 0 6 o.c. ®i EACH FACE JEACH FACE FACE w 3x BTM. PLATE ; w/ 3x 8TV _ P A' _r 5/8 G 5/8 "dia. O 48 o.c.1 16d O 16" o C. , I ®; ONE FACE_ 16d O 7 16d O_ G" o.c. w/ 3x BTM. - PLATE w/ 2x BTV P'A Ft ;I If 'I it it III II II SHEA NOTES: I! I I ± i E 1. ALL STUDS AND BLOCKING SHALL BE HF #2 ALL TOP AND BOTTOM I I I I i I I PLATES SHALL BE HF #2. ALL SHEATHING EDGES SHALL BE BACKED LH I w WITH 2x OR WIDER FRAMING UNLESS OTHERWISE NOTED ,SEE NOTE #2). - - -- SHEATHING MAY BE INSTALLED EITHER HORIZONTALLY OR VERTICALLY. 2. WHERE SHEATHING NAILING IS A ® OR GREATER, FOUNDATION SILL PLATES AND ALL FRAMING MEMBERS RECIEVING EDGE NAALING FROM ABUTTING PANELS SHALL NOT BE LESS THAN A SINGLE 3 - INCH NOMINAL MEMBER AND SILL °LATES E H NOT BE LESS THAN A SINGLE 3 --INCE NOMINAL MEMBER. TWO 2X BOTTOM PLATES MAY BE SUBSTITUTED FOR A SINGLE 3X BOTTOM - - - -- - ---- -- -- -- PLATE WHEN APPLICABLE. 3. NAILING CRITERIA IS BASED ON UBC TABLE 23-11-'-! FOR CD PLYWOOD AND HF #2 -- FRAMING. WIRE STAPLES MAY BE SUBSTRUTED AS OUTLINED IN THE STRUCTURAL A DOUBLE TOP PLATE w EDGE NAILING (STAGGER) F TOP PLATE SPLICE AND NAILING PER PLANS. NOTES. OTHER SUBSTITUTIONS MUST BE VERIFIED IN WRITING BY THE STRL. ENGINEER. SEE SHEARWALL SCHEDULE FOR LU MBER GRADE). O LAP 4' O'MiNIMUM. CENTER SPLICE ON STUD. 4. HOLDOWNS AND OTHER CONNECTIONS MAY BE REQUIRED AT THE ENDS OF MANY @g EDGE NAIUNG AT ALL PANEL EDGES. BACK w/ ©HOLDOWN PER SCHEDULE AND PLAN SHEARWALLS. SIZES AND LOCATIONS OF THESE CONNECTORS ARE INDICATED ON 2x BLOCKING OR BACKING THE PLANS. REFER TO THE APPROPRIATE CONNECTOR DETAILS FOR ADDIONAL C EDGE WAILING TO HOLDOWN POST (FULL HEIGHT) 0 COORDINATE ALL STUD AND PLATE SIZES INFORMATION REGARDING ANCHOR BOLTS, EMBEDMENT LENGTH, ETC. w/ SHEARWALL SCHEDULE REQUIREMENTS 5 ANCHOR BOLTS MUST BE EM13EDED INTO CONCRETE OR GROUTED CMU A MINIMUM Q STUDS O 16' o.c. (D EDGE NAILING TO POSTS, TRIM STUDS OF 7 AND SHALL BE PLACED TO PROVIDED A MIMIMUM OF 2 GROUTED CLEAR @E P.T. SILL PLATE w/ EDGE NAUNG do ANCHOR AND KING STUDS F OF FORMED CONCRETE (PROVIDED 3' CLEAR FOR CONCRETE CAST BOLTS PER SHEARWALL SCHEDULE (PROVIDE A MINIMUM OF 5 /8"dia. ANCHOR BOLTS O 6. ALL MACHINE BOLTS (M.B.) SHALL BE ASTM A307 OR BETTER (NOTE: HILTI 48' o.c., EMBEDED 7" MIN.) KWIK BOLTS OF THESE SAME DIAMETER AS SHOWN ABOVE, MAY BE USED IN EXISTING CONCRETE. BOLTS SHALL BE EMBEDED A MINIMUM OF 5' INTO STND. SHEARWALL ELEVATION EXISTING CONRETE.) 7. AN ACCEPTABLE ALTERNATE FOR APA RATED 15/32 CDX SHEATHING '�.T.S. IS THE 15/32 ORIENTED STRAND BOARD (OSB). S. USE 2'X2'X3/16 WASHER OVER ALL ANCHOR BOLTS. I ? - o ROOF TRUSS }. w PER PLAN I� i NAIL NG EDGE / --3 CLEAR SPAN 17' MAXIMUM r•', , V' { I 2x CONT. BLOCKING 30" min. I w/ A35F O 24' o.c. REBAR y LENGTH: SHEARWALL ONE 14 REBAR EDGE NAILING i4L IN SHEAR CONE (12' MIN. REBAR LENGTH) FROM CORNER RIM JOIST INSTAL. SIMPSON 'STH'xD14RJ N.T.S. (4 PLC. TYP.) � (4 PLC. BREAK SHEATHING BREAK SHEATHING ON BLOCKING OR ON BLOCKING OR ' ' .0 RRIM JOIST ONLY ; RIM JOIST ONLY I / I A ` L JOIST PER PLAN ; �- 2x BLOCKING 3 BAYS 2x BLOCKING (2 BAPS) O 48' O.C. w/ A35 O 48' c.c. AT W = A35 O 48 0.c. P_ E & -2 BIE aN B�_OCKI:NG H2.5 A PERPENDICLI AR B JOIST PARALLEL - EXTERIOR C JOIST PARALLEL - I`'TMOR FLOOR JOIST TO SHEARWALL CONNECTION NOTE VENTIILA MAY BE REQUIRED AT BLOCKING VERIFY METHODE w/ ENGINEER PRK)R TO CONSTRUCTION. TRUSS / SHEARWALL CONN. N.TS. DIAPHRAGM DIAPHRAGM EDGE NAJUNG -- �-', EDGE NAILING H2 BETWEEN DIAPHRAGM 1 6d O 8' ox. 6d O 8` o.c. BLOCKING SHEARWALL EDGE NAILING 1 Od .� SHEARWALL (3) JOIST NAIUNG 16d O 8' o c EDGE NAILING ( ER B' L OCK EDGE NAILING ( PER BLOCK 1 P PLAN io c e t - ,v ....`..� ..� - a` w •' r -� I tTAZ 11Att)1T t1/'"�1�71'�w��� r•. MODEL ANCHOR THRU BOLTS EMBEDME MIN. EDGE . BOLT OR NAIjg LENGTH1 DISTANCE ' i STHD8 STRAP 24 1 jj 9 1 1/2 STHDM STRAP 24 16d 8 1 1/2 Q STHD 10 STRAP 8 16d lots 1 11 � STH01oRJ STRAP 2d 16d 10 1 1/2 X IL STH014 STRAP R IB) 8 16d 14 1 1/2 V STH014RJ STRAP 16d 14 1 1/2 (y H D2A 51C DIA 2 518 DIA 11 1 314 HD5A U4 DIA 2 3/4 DIA 11 1 3/4 � HDBA 7 8 DA 3 718' DIA 16 1 3/4 H D 1 QA 7/r DIA 4 7 8 DA 16 1 3 4 • HD 14A 1 DIA 4 1 DIA 1 1 3 4 1 HD20A i n cm 4 1 DIA 21 1 3/4 PHD5 -SDS3 5/ 8 DIA 14 SDS1/ 11' PHD8 -SDS3 7/8 DA 18 SDS 1 4x 14 PHD8 -SDS3 7 8 DIA 24 SDS 1 4 16 , MST37 STRAP 42 DBL• 1 dd in STUD CENTER on RIM JOIST MST48 STRAP 48 DBL• 16d in STUD CENTER on RIM JOIST MST60 STRAP 56 - 16d CENTER on RIM JOIST T2 - 84 - • 1k4n A449 (K P 2 DIA 14 3 1 2 M u 15' LUNt r UU K - U St 1 /4x3x3 PLATE AT BOTTOM OF ANCHOR BOLT 1. ALL THREAD BOLTS SHALL CONFORM TO ASTM A307. 2. MIN. CONCRETE COMPRESSIVE STRENGTH fc =2,SOOpsi. 3. HD14A, HD20A & HD15 REQUIRE A fix MIN. POST SIZE, U.N.O. 4, MINIMUM EDGE DISTANCE SHOWN IS FOR FORMED CONCRETE EXPOSED TO SOIL OR WEATHER. FOR CONCRETE CAST AGAINST SOIL PROVIDE 3' CLEAR TO ANCHOR BOLT. 5. NAILS TO HOLDOWN POSTS SHALL BE 10d COMMON. (16d SINKERS MAY BE USED WITH PRIOR WRITTEN APPOOVAL BY THE STRUCTURAL ENGINEER). TRIM STUD WHERE REQ'D. FOR FLUSH FINISH PROVIDE 4x SOLID SILL PLATE PER BLOCKING BELOW J SHEARWALL SCHEDULE HOLDOWN POST I + (2x MIN.) u + M ANCHOR BOLT PER SCHEDULE THRU BOLTS PER SCHEDULE } HOLDOWN POST PER PLAN ��- (2 -2x MIN) SEE NOTE #3 A HOLDOWN AT FLOOR TRIM STUD WHERE r HOLDOWN POST PER PLAN REQ D. FOR FLUSH (2 - 2x MIN.) SEE NOTES FINISH } - PRESSURE TREATED SILL PLATE PER SHEARWALL SCHEDULE (2 -2x MIN.) j. ANCHOR BOLT •: ', PER SCHEDULE W 4 B HOL] OWN AT SLAB HOEDOWN DETAILS 2x BLOCKING SHEATHING do � N PER SCHEDU "I-, IN, /-PREM"AN TIRED ROOF USSES PER VERi 2x BETWEE� � BLOCKING TYP. EACH SIDE OF TRUSS 2x BLOCKI TO WALL BL NG CONNECTION DOU OP PER MULE / PLAN PLA ENiW NAILING DS & SPACING dt SHE PER PLAN SCHmULE PLAN I ERIOR SHE L RP. TO ROOF TRUS N.TS. 1 PSDN F"09. 7 /9 11 4) `T}# R FAD D TH R U 13EAM - ,P T !/4x 3x 3 TD BCC OF ISEAM hS SVIDWN L'st.A M PER K. vu-N N BEAM/ HOEDOWN CONN. 2x6 P.T. HF #2 w/ DIAPHRAGM EDGE SHEARWALL 5180 dia. A.B. O i I NAIUNG PER PLAN N 4 -0' o.c. (MAX.) 24 SEE ARCH11TECTURAL 16d's O 8' o.c. BACKFILL w/ i #4 O 24' o.c. DRAWINGS FOR { A35 O 48' o.c. POROUS MATERIAL - SCREENED VENT REQUIREMENTS JOIST TO PLATE' SLAB PER PLAN REDUCE SPACING TO 12' o.c. FOR T SHEARWALL EDGE WALL PER HOOK VERT• NAI INTO FOOTING AS Ix- I SHOWN 2x BLOCKING (OR RNM JOIST r NG PER PLAN 2 -16d NAILS ' TO EA. JOISTS ----� } SEE SHEARWALL \_40 DEW. PLASTIC IF N SCHEDULE FOR PLATE - CENTER IN PIPE OU DATION SIZE AND ANCHOR BOLT ? FOOT WA PLAN SPACING) PEA GRAVEL O DRAIN TO DAYLK>fT OR APP'R'OVED OUT FALL S" ARWALL CONN. F SHEARWALL CONN. V / '.�.T.S q 9b CA -- n JU L -� - n - w. • �DQ No. Date By Revision 6. V L . CL ` Cc ;b� .� n' �\ Z ' .4?S? 3cte- S -1 1 O 13 0 CO) o Q N N � Q O � � C Q >1. N 0 40 X IL ._ 4 o 3Z� N V o o (Y O Co (y i R� w cm 0 4mi � a L 4J No. Date By Revision 6. V L . CL ` Cc ;b� .� n' �\ Z ' .4?S? 3cte- S -1 1 O E r i lb UNVI. AL L. FLOUR rF2^r•rlW-i IS t OMPI-P- tE I FIFA r LU r''I - A 1 L A r_C-)L rE--P 1��-I � F ,. � -, �- `, �► I��r- j�l,�I I.. rr. I rf~ [�ul. �= U C >I,� �- 1�, -tir�i F= r_ � < -;�- ► I,�rr It I �. I Iii 3 I JvlS r rr rP, r i. _AN w�. %17. PPT +,n N p � 6 t I ( r r- I A "'Wd ,'�i�f? AK :7MIENT WAL61--, JOIST E3 A 5 fE CtiTEP DOW N FOUH DA71 D _ i F OD , ANCE `vE E coN E0 1 i - JL' � - la t pr T3M yi 1 DINS DIVI BUIL I to 11 r » q r CEO NOT BACK FILL UNTIL ALL FLOOR &cd @11. O.C. FRAMING IS COMPLpTp PRESSURE Ti2F_ATEb S rLAI E i BCOL I PER 91-1 S ° RLJ _ r _L SCHEDU - rj /��Ix I L c 4 b P P- D G I~MAILING 3 •-10cl Mr* 15LO K aAr r I LL ul f Cp�?11 S MATER ►t CONC_ WA y I JOIS �, 3 f3A OF I JOL �3LKG�! 0 b "- o r. W1 LS . 9 LSE I t�lr 1 I DOWPL6 YO MATCH *:m Ioa , O.c.(v) At„ M WAtt W 06K - ._.- -- 3 OF-TAIL POR SL An GFR A t MOB INFO, a ' bRAIN F . � � � •d GG'NT, U 4 8" BA55 -MENT WALL I J0 1qT 1! � rr SININ lx� � r. N FL 16 HEAl? wnu_ I 'E rz PLAN watt. 46 Hw u Lp..- I A". F - C r x N N �►�.�a ..WA.L�6 KOM9 1 N t( " Z►�►,�.1 d►F•r�• s� " tL.G� *4 (0 Ia'' - (A s „�,, _ - * 4 is .L" I * �,_ as �� �� -O" -# I� ESL Is 44&- i - L _ 1 Nv !%U IpGGN�RC�p. W T op bokKib �. V W .�.� U Z i � 40*MA1N PFXF f 4- 0 �� t -W 4- S HA t_L.L 0 1 P AS & PIE. & VM '� <�., k En7 iiLwA�� �1L �tta 0) IN 1 PT'i WAAMb D1�11FJ �� of �� i��+►�t � t� . , 1N1'1 ►. � t �' � `�'” �m MALL- I _ /4a INA v-- thA"MA L.Aj°' 1 4' 15AXs !ONC. SI AM PICK 1'tiJ! M a il G I . f � � l t- � � . . � �.�rE'! r Y AA c�'Tt Rat t, t;2 L 7t ON41 TT 1�t IP- N I tGH1" v� WA L L.. _ LJ off G L • �+'s} Ca �,� v ti!1J1 -��I LUroag t7 V 6 +� 6 c. UNVI. AL L. FLOUR rF2^r•rlW-i IS t OMPI-P- tE I FIFA r LU r''I - A 1 L A r_C-)L rE--P 1��-I � F ,. � -, �- `, �► I��r- j�l,�I I.. rr. I rf~ [�ul. �= U C >I,� �- 1�, -tir�i F= r_ � < -;�- ► I,�rr It I �. I Iii 3 I JvlS r rr rP, r i. _AN w�. %17. PPT +,n N p � 6 t I ( r r- I A "'Wd ,'�i�f? AK :7MIENT WAL61--, JOIST E3 A 5 fE CtiTEP DOW N FOUH DA71 D _ i F OD , ANCE `vE E coN E0 1 i - JL' � - la t pr T3M yi 1 DINS DIVI BUIL I to 11 r » q r CEO NOT BACK FILL UNTIL ALL FLOOR &cd @11. O.C. FRAMING IS COMPLpTp PRESSURE Ti2F_ATEb S rLAI E i BCOL I PER 91-1 S ° RLJ _ r _L SCHEDU - rj /��Ix I L c 4 b P P- D G I~MAILING 3 •-10cl Mr* 15LO K aAr r I LL ul f Cp�?11 S MATER ►t CONC_ WA y I JOIS �, 3 f3A OF I JOL �3LKG�! 0 b "- o r. W1 LS . 9 LSE I t�lr 1 I DOWPL6 YO MATCH *:m Ioa , O.c.(v) At„ M WAtt W 06K - ._.- -- 3 OF-TAIL POR SL An GFR A t MOB INFO, a ' bRAIN F . � � � •d GG'NT, U 4 8" BA55 -MENT WALL I J0 1qT 1! � rr SININ ' ►ft'rAJ H1N* watt. 46 Hw u Lp..- I ,... r1 b F - _ N N N t( " Z►�►,�.1 d►F•r�• s� " tL.G� *4 (0 Ia'' (A n�aN _ - * 4 is .L" I * �,_ as �� �� -O" -# I� ESL Is 44&- i - L _ UNVI. AL L. FLOUR rF2^r•rlW-i IS t OMPI-P- tE I FIFA r LU r''I - A 1 L A r_C-)L rE--P 1��-I � F ,. � -, �- `, �► I��r- j�l,�I I.. rr. I rf~ [�ul. �= U C >I,� �- 1�, -tir�i F= r_ � < -;�- ► I,�rr It I �. I Iii 3 I JvlS r rr rP, r i. _AN w�. %17. PPT +,n N p � 6 t I ( r r- I A "'Wd ,'�i�f? AK :7MIENT WAL61--, JOIST E3 A 5 fE CtiTEP DOW N FOUH DA71 D _ i F OD , ANCE `vE E coN E0 1 i - JL' � - la t pr T3M yi 1 DINS DIVI BUIL I to 11 r » q r CEO NOT BACK FILL UNTIL ALL FLOOR &cd @11. O.C. FRAMING IS COMPLpTp PRESSURE Ti2F_ATEb S rLAI E i BCOL I PER 91-1 S ° RLJ _ r _L SCHEDU - rj /��Ix I L c 4 b P P- D G I~MAILING 3 •-10cl Mr* 15LO K aAr r I LL ul f Cp�?11 S MATER ►t CONC_ WA y I JOIS �, 3 f3A OF I JOL �3LKG�! 0 b "- o r. W1 LS . 9 LSE I t�lr 1 I DOWPL6 YO MATCH *:m Ioa , O.c.(v) At„ M WAtt W 06K - ._.- -- 3 OF-TAIL POR SL An GFR A t MOB INFO, a ' bRAIN F . � � � •d GG'NT, U 4 8" BA55 -MENT WALL I J0 1qT 1! � rr SININ No. Dote By Revision a 1964 lk' e Lp q V V o O N N N t( " ND r � r N X Q (A n�aN =a� 0 O �; N ` a Co � N 1 W � N �. V W .�.� U Z i � a L 0) No. Dote By Revision a 1964 lk' e Lp q FULL PEI TRIM (SEE 3/S -3 I YA c Y4 i' t I t 1' I I l - � -- ' � i � I � -- -' � � ._._ - � i - � ( I E j t I I i I �� � � � I ► � � _____ ; R i �� : � -. � `�_ , { - � I -- � -- - - - -' � I _. __ t � ``� STEEL FRAME C� L!V11 NG R44M i ij "m THRU 0 1 " (n'D 4 -PLCS) ! oc A36 a, LA- --� TYPICAL BASEPLATE FOR STEED FRAME %"m WELDED STUDS 0 4 -8" O.C. ® NON -SHEAR WADS ANC 0 32" G.C. e S- iEARWAL S. 1 � e E. PRnY ,�E DOVC _E S T,; D Az ;:_C% q 3.iE 4R -LS l� STUD WAL� � �T��! C^LUVN :�E A z _ T 5 ='St j 2 3 LA _RA ;.GAZ ' Vim. E S - m"SV _ C'4APu4Ml ' 0 AC Sf-EA" k _S 4 _ T =Ct. J►wC�►S * 5 QIES=`:1 SASS+ SS�.�E LA A - AS S , :, 0 0 c., T%4r�c A V _ a • LG 3 /4 "0 A307 THREADED ROD. EMBED 04" AND ANCHOR w/ S!VPSON SET EPDXY. (+YG) P \ l / bi C , 0 ' 3 G ST RUCTURAL STEEL 1. ALL STRUCTURAL AND MISCELLANEOUS STEEL SHALL CONFORM TO ASTM A36 AND SHALL F3E FABRICATED AND ERF CTED It1 ACCORDANCE WITH THE AISC "SPECIFICATION FOR STRUCTURAL STEEL. BUILDINGS ", LATEST EDITION. SHOP DRAWINGS SHALL 8E S08miT TF i APPROVAL PRIOR TO FABRICATION 2 STEEL TUBES SHALL CONFORM TO ASTM A500, GRADE 8 (Fy =46 KSI) UNLESS OTHERWISE NOTED ON PLANS 3. BOLTS SHALL CONFORM TO ASTM A307 UNLESS OTHERWISE NOTED 4. NO ATTEMPT HAS BEEN MADE TO DIFFERENTIATE BETWEEN SHOP AND FIELD WELDED CONNECTIONS ALL WELDING IS rO COMA'' Y WI AWS SPECIFICATIONS AND IS TO BE DUNE BY CERTIFIED WELDERS. 5. WELDING: ALL WELDING IS TO COMPLY WITH AWS SPECIFICATIONS AND IS TO BE GONE BY CE RTIFIED WELDERS AS RFQ,�!RFD 9Y ?NF DEPARTMENT OF BUILDING SAFETY. ALL WELDING IS TO BE DONE BY ELECTRIC ARC PROCESS AND SHALL BE PFFRFORMED �V!T ► A� �ROVEJ ELECTRODES AS REQUIRED BY THE BUILDING CODE. 6. SPECIAL INSPECTION IS REQUIRED FOR ALL FIELD WELDS. 7. FIELD WELDS ARE DESIGNED AT HALF STRESS. NO CONTINUOUS INSPECTION IS REQUIRED UNLESS OTHERWISE N 8 ALL STRUCTURAL STEEL EXPOSED TO EARTH OR WEATHER SHALL BE GALVANIZED UNLESS OTHERWISE NOTED. 9. ARCHITECTURAL PLANS ARE PART OF THE STRUCTURAL DESIGN DRAWINGS AND ARE TO BE USED TO DEFINE DE TAIL CONRGURATiCNS INCLUDING, BUT NOT LIMITED TO, RELATIVE LOCATIONS AND ELEVATIONS OF ALL MEMBERS, ELEVATIONS LOCATION OF ALL OPENING`:', ETC THE ARCHITECTURAL PLANS MUST BE USED IN THE DEVELOPMENT OF SHOP DRAWINGS. 10. REFER TO ARCHITECTURAL DRAWINGS FOR MISCELLANEOUS STEEL SHOWN OR NOTED ON THE DRAWINGS AS TO LOCATION FOR WHICH THE EXTENT IS NOT CLEAR. 1 1. UNLESS A LARGER SIZE OF FILLET WELD IS SPECIFIED ON THE PLANS, PROVIDE MINIMUM SIZE OF WELD PER AISC SPECIFICAT ON AND TAB L E J 2.4 . 12. ALL STRUCTURAL WELDERS TO BE CERTIFIED BY THE WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WAb WELDERS 13. IF THE STEEL FABRICATORS SHOP DRAWINGS DIFFER '-ROM THE DESIGN DRAWINGS APPROVED 8Y THE BUILDING OFFICIAL, REDESIGN DRAWINGS BEARING THE SEAL AND SIGNATURE OF THE PROJECT STRUCTURAL ENGINEER SHALL BE SlIBMITTED ALONG WITH THE SHOP DRAWINGS TO BUILDING OFFICIAL FOR APPROVAL. FRAMING LUMBER 1. FRAMING LUMBER SHALL BE DOUGLAS FIR /LARCH NO.1 FOR POSTS, BEAMS, AND HEADERS; HEM -FIR NO.2 FOR 2X AND 3X JOISTS, AND STUDS; AND HEM --FIR NO.2 FOR ALL TOP AND BOTTOM PLATES (GRADES ARE TYPICAL UNLESS OTHERWISE NOTED ON PLANS). LUMBER TO BE GRADE MARKED PER WCLIB SPECIFICATIONS. 2. STRUCTURAL SHEATHING SHALL BE APA RATED PLYWOOD, EXPOSURE 1 SHEATHING CONFORMING TO EITHER COMMERCIAL STANDARDS P51 -83, APA PRP -108, OR VOLUNTARY PRODUCT STANDARD PS2 -92. PROVIDE MINIMUM OF 3/8" EDGE DISTANCE ON ALL NAILS AND A 1/8" EXPANSION JOINT BETWEEN ALL PANEL EDGES. MINIMUM SHEATHING REQUIREMENTS ARE AS FOLLOWS: ROOF SHEATHING TO BE 15/32" C -D INT -APA RATED PLYWOOD WITH EXTERIOR GLUE, P.I. 24/0 (USE 5 -PLY FOR PANELIZED ROOFS) . NAILING 8D AT 6 INCHES ON CENTER AT PANEL EDGES AND 12 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. 88A rT� u -ice 40 •� O U i O N V) o cb 0 SUBFLOORING TO 8E 3/4" T&G C -D INT --APA RATED PLYWOOD WITH EXTERIOR GLUE, P.I. 48/24. GLUE AND NAIL WITH lOd AT 6 INCHES ON CENTER AT PANEL EDGES AND 12 INCHES ON CENTE AT INTERMEDIATE SUPPORTS. 3. NAILING SHALL CONFORM TO TABLE 23 11 - OF THE UNIFORM BUILDING CODE UNLESS NOTED OTHERWISE. NAIL LAMINATE ALL OTHER MEMBERS WITH 16d AT TOP AND BOTTOM AND STAGGERED AT 12 INCHES ON CENTER WT1H (2) 16d AT ENDS AND AT EACH SPLICE. USE COMMON NAILS THROUGHOUT UNLESS NOTED OTHERWISE. 4. NO STRUCTURAL MEMBER SHALL BE CUT OR NOTCHED UNLESS SPECIFICALLY DETAILED OR APPROVED IN WRITING BY THE STRUCTURAL ENGINEER. 5. USE DOUBLE JOISTS UNDER WALLS OR PARTITIONS PARALLEL TO JOISTS UNLESS SPECIFICALLY NOTED OTHERWISE. USE SOLID BLOCKING UNDER PARTITIONS PERPENDICULAR TO JOISTS. 6. MAXIMUM MOISTURE CONTENT SHALL NOT EXCEED 16% FOR ALL STRUCTURAL MEMBERS. 7. PROVIDE 2X2 WASHERS UNDER HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. 8. BOLT HOLES SHALL BE NOMINAL DIAMETER OF BOLT PLUS 1/16" UNLESS OTHERWISE NOTED. LAG BOLT PILOT HOLES SHALL BE PRE - DRILLED TO 60% OF THE NOMINAL DIAMETER OF THE LAG BOLT UNLESS OTHERWISE NOTED. 9. ALL SILL PLATES SHALL BE BOLTED TO THE FOUNDATION WITH 5/8" MINIMUM DIAMETER BOLTS SPACED AT 48" O.C. MAXIMUM SPACING (EMBED 7" MINIMUM INTO CONCRETE OR MASONRY). SEE PLANS AND DETAILS FOR SPECIFIC REQUIREMENTS WHERE OCCUR. 10. ALL FRAMING LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE TREATED. (SEE NOTE 1 FOR MINIMUM GRADE INFORMATION) 11. 2X4 RAFTERS EXCEPT WHERE SPECIFICALLY DETAILED SHALL NOT SUPPORT SUSPENDED CEILINGS, SPRINKLERS, DROP SOFcl OR ANY OTHER ELEMENTS. 12. WIRE STAPLES WITH 7/ CROWN MAY BE SUBSTITUTED DIRECTI`Y F OR CO MMON NAILS CALLED OUT ON STRUCTURAL PLANS: SHEARWALLS 8d 14 GAGE X 1 %" 1 Od 13 GAGE X 1 ih" DIAPHRAGMS 6d 15 GAGE X 1 8d 13 GAGE X 1�" 1 Od 12 GAGE X 1 OTHER SUBSTITUTIONS SHALL NOT BE USED WITHOUT PRIOR WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER. 13. EXTERIOR STUD WALLS SHALL BE 2X6 ® 16` O.C.. UNLESS NOTED OTHERWISE. INTERIOR STUD BEARING WALLS SHALL 9= CONSTRUCTED USING 2X4 A 16" O.C. AT UPPER TWO FLOORS AND EITHER 2X6 ® 16" O.C. OR 3X4 0 '15" Q.C. BELOW T CG -rW FLOORS. STUD NON-- BEARING WALLS SHALL BE CONSTRUCTED USING 2X4 ® 24" O.C.. UNLESS NOTED nTHERW' +SE. SEE NC'E ' FOR LUMBER GRADES OF STUDS AND PLATES. 14. FRAMING ANCHORS FOR JOISTS, PURLINS AND POSTS S HALL BE SIMPSON. OR APPROVED EQUAL. APPROVAL MUST BE OB TAiNED IN WRITING PRIOR TO INSTALLATION. FILL ALL FASTENER HOLES WITH F ASTENER TYPES (NAILS, BOLTS. ETC'.". S I ZES, AND QuAN {cr SPECIFIED BY THE MANUFACTURER. = T AS ^ 15. ALL HEADERS SHALL BE 4X8 DF#2 UNLESS O NOTED ON THE DRAWINGS GENERAL - A`' MATERIALS ANO *ORKMANSHIP SHALL CONFORM TO THE CONTRACT DRAWINGS. 2. OURiNG THE CONSTRUCTION PERfOON _1HE CONTRACTOR SHA�L 9E RESPONSIBI._.E FOR THE SAFE'v CF' "THE 8U `"E' CON SL+A PRO ADEQUATE SHCRING. BRACING AND GL!"S N AC CORDAINCE WITH ALL NATIONAL. STATE AND LCC.AL SA -ET_ ORO'N ANCES AN`' CE . -AT'ON VUST 9E APPROVED, PRIOR TO ERECTION. 3. EREC�G'i PROCEDURES SHALL r0NFOR10 TO %3"S --A T DE VIA TI ON ^T S � ANCARCS. 14h JEVIA+ {ON MU 9E '�P�RG'VE:, � �•S �r7tCr - .0 ='<� .. • ..� r_',^. SHALT BE SOLLiY RESPONSIBLE AL_ CONSTRUCT'- DROCECLRES {NCL:,ONG L, AGG' %G. S"ORING A %D Qc A&jACENT �RvpEriT*v. STRUCTURES. c'REE AND ' +_S :N ACCOROMCE W+ AL_ =-A AN"' CCA_ SA 04­­%. ANl 5- 'r`z CON R 5 WE RESPONS -Si E I:^,P Cv'CRE "NA`NG T. *0;�,;{ Or ALL TRA;ES ANP --AL_ ,�E x c • E'cJ. -. -c c..'_ eE :.ALL£., 'r, _ `'"'E�tT %� --» , `F �, r '' S .�_ "hG. N R AN' N/ ;C wr '/ J 6 SP-7- Jrrv!tiCS = OR S'R",h;r;sR/1L S _00 D+iI►+A►'�v5 ?':1►'; �E'wc lltvD ^�;h rc'A_S Oc C^ - MFi rON� � _ y .,- ^� .; ,N� -,� -_ - A C�c S V _A=- �1FcA:. s. K 'C DE*+4LS Sr=CrI�'v . S _�►P 5 Cr CC�S�� �C'v S�%4__ J 5�..�.;E' - r F �.. 0► 4_E DES'C A'vC AS S'ANt�=�C - r- -J�►� OC;:Lp Ih A`7a 'C (; - »_=• Ste` _ 'a _ CA_ _EJ c CCU -_ _ - _ - .�:. c,- F : w c y C ~�1(h �" J � _ , ^-..._� :."' .h DPJI�A�CS � `� Z< AN: _'IC � % �_ _{ ' t.�i 0 - %/ S -`,• BE ✓ � `'�. ` "� _ -- _ TMr �. =_ =�^ �►= = ^ -: s - ,, C "L ` � �cAt �!Q' C PRCVOE OPE4*0CaS WO SUP'P'ORTS. AS WO--% Z OSR S ANDARDt DE - A&S OR - *EA - cRS. WEZ-A.wC,'+l_ Plm*%G. E AL_ S.,Sa'E1�OEC WEC"* I AL _3LrPwr_%_ SK44 BE SWAY OR :.A ERAk -, 9RACEC T* k- ftF'1RWr-Oti &-KM N OIN rW Xv"PhGS RE:1•'*%&= - C c S'"MG CONS nOVS 'S :;WN AS Wr'"{C-:' vk.4RA/M' AGC�RAC'v WKW ACTJAL IC'Y ' T;OP;j ..,01��dC W 71 14 r-r _ :.F y .�_ r� + NEc� SIG rH1►T ' fE °j4'C�'EP q :Y'•S14h5 W" SE VAM MOOWICAT' - C DC&*LS :.CAS* , : r'C�h Srd1r, -_ !�; - 9F M/4`} M• -: , - N ApPROYO, OF r `2 ARCI►�%TECTURAL AM YEC). 'J C'AW'S ARE `OKSoOE`REC T6E SvK CrjqA, DESrGN _ AN C ARE - ?E _`5E '_` DEO- W DIETA& O T1ClwS VACI..JOrC. BuT W'Y' - -" �` - 0 +4EL TW LOCATXA OF r' _EVA►�' �_ sC*jEb� CF ALL OK ETC ++C`�►'S ANt Cti.J� 40^S r 0 W fe %b SHEARWALt. PER PLAN (TYP , I, 3x PL PER SHF ARWALL SCr- EDULE. AN(.;HOR TO BEAM w/ 5/8" STUD ® 12" HD8A w/ 6x POST WELD TO REAM w/ )fi" FILLET. (TYP 6 -PLCS) vp • y ' `s C i, ' ~ � Zs - I+TF.R.a DIim 0$ am" IF laft Job Nm P Sao M -I T- \.0 w.: • cn J Q W D J Of U Ul Q :s APB 2 7 200 y ' `s C i, ' ~ � Zs - I+TF.R.a DIim 0$ am" IF laft Job Nm P Sao M -I T- \.0 w.: • J cc HV 1 ND 1 4 HIS 14 — F1014 PV ttt EX TENC SHEA ; HING r~ y a v J ■ C 2� ■ Main Floor Lateral Plan " 1 I W4 H0i♦ ao 00 .o o. 5 Q w w w w I A: S1 rn Ok w w Main Floor Lateral Plan " 1 I W4 H0i♦ W PNVS -SnS3 C o� h 4 r T � h ~ h (4� 1 17 N, H014A ND 14A H014A h HD 14A �$ HP 14A r-1I i HD 14A 7' 51 `~ 1 I ■ ■ HMA AMA HDBA HDBA MMA 60 70 ❑O w w V V Upper Floor Lateral Plan V 0 0 J Le —1i�L1 6TAU PER IAMUFACTUMS PEFICA TIM ►�I ELATRAL ONLY Revision 0 1. Crate: Re+isim #2: Date: PWJ& !�! 10104 STR AFT 5.1 , snux7um C&Ct"nN& D ms .°� � �iGr �aae� � 96 E AND DRI INW5 S FOR A[.1 TM. �•�,� � � %j, % A of w4wJTW MW owur � o wer Fl oor -L � aw us& 9 S4 n V v V EXTEND --, SHEATHING - i. -.�i�- - .�.�..�... -ter - - - .��.. — .�.�... �..�� .� .�. _ -�-_. -..�_ �..- _ _ - �_- � �-� � �- ....•....�_.,- - �... - . - ' -. _. -- - _., _ .� _ ii. a ... ._-� r �..+ - �- _...p^ - - .�.. - .�. _ ��� �. - �- -,�... - -- •• -.. - . -- -..�.- .r - � — LATERAL LEGEND M S b/LJ DETAIL TAG AW60 WY60 OVE 8 / s f ----- SHEET WM ER PEV:EV"JLD Fi�R 1 CODE Mrtv1PL iANCE JUL 2 9 City of Tuo BUILDI D IVIS ION ' r 1 4 j V J W60 A4Sf60 Cireative Comfort T ransforming Dmms into Reality 1 0618 SE Kent Kangley Rd Suite 202 Kent, WasWgton 98030 United States of America Phorw: 206 - 619.3995 creatiwcomfort.rw www.creadwcomfort.net e CT I N 4� W c�S �I Designer. Vernon E. Dussew 11 Date: 4 -2 CIffa Revirw Date: Drafter: Vernon E. Dusseau 0 Date: 4 -2 7-04 Bid Rekwe: kekw for Permit: 4-28-04 y M M H w w V V 211 SI � Ok �c 1r W PNVS -SnS3 C o� h 4 r T � h ~ h (4� 1 17 N, H014A ND 14A H014A h HD 14A �$ HP 14A r-1I i HD 14A 7' 51 `~ 1 I ■ ■ HMA AMA HDBA HDBA MMA 60 70 ❑O w w V V Upper Floor Lateral Plan V 0 0 J Le —1i�L1 6TAU PER IAMUFACTUMS PEFICA TIM ►�I ELATRAL ONLY Revision 0 1. Crate: Re+isim #2: Date: PWJ& !�! 10104 STR AFT 5.1 , snux7um C&Ct"nN& D ms .°� � �iGr �aae� � 96 E AND DRI INW5 S FOR A[.1 TM. �•�,� � � %j, % A of w4wJTW MW owur � o wer Fl oor -L � aw us& 9 S4 n V v V EXTEND --, SHEATHING - i. -.�i�- - .�.�..�... -ter - - - .��.. — .�.�... �..�� .� .�. _ -�-_. -..�_ �..- _ _ - �_- � �-� � �- ....•....�_.,- - �... - . - ' -. _. -- - _., _ .� _ ii. a ... ._-� r �..+ - �- _...p^ - - .�.. - .�. _ ��� �. - �- -,�... - -- •• -.. - . -- -..�.- .r - � — LATERAL LEGEND M S b/LJ DETAIL TAG AW60 WY60 OVE 8 / s f ----- SHEET WM ER PEV:EV"JLD Fi�R 1 CODE Mrtv1PL iANCE JUL 2 9 City of Tuo BUILDI D IVIS ION ' r 1 4 j V J W60 A4Sf60 Cireative Comfort T ransforming Dmms into Reality 1 0618 SE Kent Kangley Rd Suite 202 Kent, WasWgton 98030 United States of America Phorw: 206 - 619.3995 creatiwcomfort.rw www.creadwcomfort.net e CT I N 4� W c�S �I Designer. Vernon E. Dussew 11 Date: 4 -2 CIffa Revirw Date: Drafter: Vernon E. Dusseau 0 Date: 4 -2 7-04 Bid Rekwe: kekw for Permit: 4-28-04 y M M H w w V V 211 SI �