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Home My WebLink AboutPermit D04-152 - CRESCENT HOMES - LOT 5CRESCENT HOMES, LOT 5 13512 43 AV S D04 -152 • • • W ct QQ� JU 00 W LIJ WI F- U) LL W0 co ± W; z± H- o UC 0- O I--` WW H H o W Z. U= 0 z City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 2613200155 Address: 13512 43 AV S TUKW Suite No: DEVELOPMENT PERMIT Permit Number: D04 -152 Issue Date: 08/26/2004 Permit Expires On: 02/22/2005 Tenant: Name: CRESCENT HOMES - LOT 5 Address: 13512 43 AV S, TUKWILA WA Owner: Name: CRESCENT HOMES Phone: Address: 425 PONTIUS AV N, #125, SEATTLE WA Contact Person: Name: BOB THOMPSON Phone: 253 569 -7579 Address: 425 PONTIUS AV N, #125, SEATTLE WA Contractor: Name: BAY DEVELOPMENT CORPORATION Phone: 253 569 -7579 Address: 425 PONTIUS AV N, #125, SEATTLE WA Contractor License No: BAYDEC *022MB Expiration Date:07 /02/2006 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 2,198 SQ FT SINGLE FAMILY RESIDENCE, 445 SQ FT ATTACHED GARAGE AND 100 SF COVERED DECK. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, UNDERGROUNDING OF POWER, AND DRIVEWAY. WATER DIST. 125 & VAL -VUE SEWER DIST. Value of Construction: $215,044.70 Fees Collected: $3,159.53 Type of Fire Protection: N/A Uniform Building Code Edition: 1997 Type of Construction: VN Occupancy per UBC: 7 Public Works Activities: Channelizatiori / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 100 c.y. FiII 150 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: N Storm Drainage: Y Street Use: N Profit: N Water Main Extension: Water Meter: N N Private: N Public: N Non - Profit: N Public: N doc: Devperm D04 -152 Printed: 08 -26 -2004 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature: 4 r' C(> 1it. -e., Date: cfbc /O (/ I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this ri nit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating cons ion or the performance of work. I am authorized to sign and obtain this development permit, Signature: Date: 6/2-6A Ll Print Name: 7TO GfIC.SLebo�" 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 -152 Printed: 08 -26 -2004 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 2613200155 Address: 13512 43 AV S TUKW Suite No: Tenant: CRESCENT HOMES - LOT 5 PERMIT CONDITIONS Permit Number: D04 -152 Status: ISSUED Applied Date: 05/06/2004 Issue Date: 08/26/2004 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 3: Plumbing permits shall be obtained through the Seattle -King County Department of Public Health. Plumbing will be inspected by that agency, including all gas piping (296- 4722). 4: Electrical permits shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (206- 835 - 1111). 5: All mechanical work shall be under separate permit issued by the City of Tukwila. 6: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any construction. These documents are to be maintained and available until final inspection approval is granted. 7: Engineered truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. 8: Any exposed insulations backing material shall have a Flame Spread Rating of 25 or less, and material shall bear identification showing the fire performance rating thereof. 9: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 10: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 11: All wood to remain in placed concrete shall be treated wood. 12: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations 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 ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 13: There shall be no occupancy of the building(s) until the final inspection has been completed by the Tukwila Building Inspector. 14: Ventilation is required for all new rooms and spaces of new or existing buildings in conformance with the Uniform Building Code and the Washington State Ventilation and Indoor Quality Code, Chapter 51 -13 WAC. 15: Fuel burning appliances may not be installed in sleeping rooms, U.M.C. 304.5. 16: Appliances which generate flame, spark or glowing ignition, shall be elevated 18 inches above the floor (U.M.C. 303.1.3.). doc: Conditions r■vuua7uu D04 -152 i +;n*rs.e»aa��vrrtac.�.w�re )I Printed: 08 -26 -2004 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 17: Water heater shall be anchored to resist earthquake (U.P.C. 510.5). 18: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 19: 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. 20: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. 21: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 22: Permit is valid between the weekday hours of 7:00 a.m. and 3 :30 p.m. only. 23: Any material spilled onto any street shall be cleaned up immediately. 24: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 25: 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. 26: The Land Altering Permit Fee is based upon an estimated 100 cubic yards of cut and 150 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. 27: 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. 28: 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. 29: Downspouts, driveway, patio and drainage from other impervious areas shall be collected in an on -site storm drain system. Drains shall be 4" minimum diameter, PVC schedule 40 or corrugated poly ethylene pipe with a minimum 1% slope for gravity discharge to location approved by the Public Works Department. Downspouts shall not connect to footing drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain. 30: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15 %. Turning radii shall be a minimum of 5'. 31: All conditions of the Sara Development plan approval shall be met. Refer to Permit Nos. MI01 -210, MI02 -186, and L01 -033. The Geotechnical Engineer shall provide certification on a lot by lot basis, including excavations for rockeries (if applicable), that the work has been completed in accord with all geotechnical recommendations. 32: Rockeries (if installed on this lot) 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. 33: Install yard drain(s) and perforated pipe along the driveway, as necessary to prevent on -site ponding of storm water runoff. doc: Conditions D04 -152 Printed: 08 -26 -2004 . ywm:,, �}; r., ntnxw_ �„ nnra,:. e% �nr�rx! �: x�t, rmc�c .zhza5+�ftK�strxx�o'«rrmrt� .-. .. x�,ee 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 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 regulating construction or the performance of work. as outlined. All provisions cancel the provision of any of law and ordinances other work or local laws .e°. Signature: Date: 8 J2(oV Print Name: 160 Lys bD�" doc: Conditions 004 -152 Printed: 08 -26 -2004 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Site Address:13 Tenant Name: 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** King Co Assessor's Tax No.:c,t26/ 32-0 oiST Lo'ri Suite Number: New Tenant: Property Owners Name: CY.e VACtike Floor: Yes D..No Mailing Address: I 5" Id ?Si Zip City State . . . coNT,Acyl•ggsoN Name: e-"-& "----r-VLAD■,A.VRSOk.t..2 Mailing Address: I Z5 V'i E-Mail Address: Av.t. IQ 112c Company Name: CVZSCsita Day Telephone: ,.25'3 5"4, 7579 Sacft Li-- LO4 ?PO, City State Zip Fax Number:0.2o 4 - 573- 6,74 Mailing Address: 2. . LJA 98/0 9 City State Zip Day Telephone: .53 5% 7-7577 Fax Number: ,20 32 3 4.71. Z -7/cy Contact Person: r -6.3)0 E-Mail Address: Contractor Registration Number: BPN 'DE * 0 22 04 Expiration Date: **An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance** :.ARCHITECT oF nowzilL All plans' must be wet stamped by Architect of Record Company Name: Mailing Address: Contact Person: E-Mail Address: City Day Telephone: Fax Number: State Zip Zip ENGINEEROF RECORD-All plans must be wet stamped by Engineer of Record Company Name: Mailing Address: City Contact Person: Day Telephone: E-Mail Address: Fax Number: State Zip \applications \ pcnnit application (3.2003) 3/2003 Page 1 • -,.!=wevir,90,,,r,,,?,,,immompotta.atiaa,91.atet,tt,wr°,3trt.awt",,w'Mk....,Atieratrott4,von.waa■im, 1 BUILDING PERMIT INFORM'�`ION - 206-431 -3670 , Valuation of Project (contractor's bid price): $ coo,,OO Existing Building Valuation: $ Scope of Work (please provide detailed information): Mu.) CO iY‘.ec -k o 3 CAS 5t vt t& r q Cite Ce VG Will there be new rack storage? ❑ ..Yes No If "yes ", see Handout No. for requirements. Provide All Building Areas in. Square Footage Below 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) %%Z-o *For an Accessory dwelling, provide the following: Lot Area (sq ft): G S'3.0 Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes a.No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑.. Sprinklers ❑ ..Automatic Fire Alarm .None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. 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. .applicationslpermit application (3 -2003) 3/2003 Page 2 Existing Interior Remodel Addition to ' Existing Structure New ` Type of : Construction per UBC Type of Occupancy per UBC 1't Floor ISS 2 °' Floor / ot/3 3ra Floor Floors: .:. thru Basement Accessory Structure* • . Attached Garage ` T /�S Detached Garage :. Attached Carport <. Detached Carport •. Covered Deck J Uncovered Deck 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) %%Z-o *For an Accessory dwelling, provide the following: Lot Area (sq ft): G S'3.0 Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes a.No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑.. Sprinklers ❑ ..Automatic Fire Alarm .None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. 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. .applicationslpermit application (3 -2003) 3/2003 Page 2 Scope of Work (please provide detailed information): C yt via c - S-to,(, A-. e—DV4'.1NA- stiz Call before you Dig: 1- 800 - 424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet Water District 0/..Tukwila ` ... Water District #125 .Water Availability Provided ❑ .. Highline ❑ ...Renton Sewer District �,� ❑ .Tukwila ... Va1Vue ❑ .. Renton ❑ .:.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. Su fitted with Application (mark boxes which apply): ..Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) eote cal eport v ❑...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑...Hold Harmless Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ .. Right -of -way Use - Profit for less than 72 hours 6/Right-of-way Use - No Disturbance ❑ .. Right -of -way Use — Potential Disturbance Right-of-way Non Right -of -way V '.Total Cut /oo cubic yards ...Total Fill ./.5:0 cubic yards ❑ . Work in Flood Zone Storm Drainage (...San iidd'S"ef r ❑ .. Abandon Septic Tank ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ ...Traffic Control ❑ .. Looped Fire Line ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water lJ1'(Yl. t'tS i ' (2i .,..Permanent Water Meter Size... "' WO# ❑ ...Temporary Water Meter Size.. WO# ❑ ...Water Only Meter Size WO# ❑ ...Sewer Main Extension Public Private ❑ ... Water Main Extension Public Private „ „ ❑ .. 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 CONTRACTOR INFORMATION Company Name: Mailing Address: Contact Person: E -Mail Address: City State Zip Day Telephone: 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 ** 00 Valuation of Project (contractor's bid price): $ _3792 Scope of Work (please provide detailed information): t\J LL) 14V a 4i■ Geis Ruvvt4 r 4. � � ,� -v a ve•L4 Use: Residential: New ;Re{ija9etftent'-.4 , Commercial: New ....E] Replacement .... [] Fuel Type: Electric 0 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 Heater Ventilation System 30 -50 HP /1,750,000 BTU - y Appliance Vent Hood 50+ HP/I,750,000 BTU Heat/Refrig /Cooling System Incinerator - Domestic Air Handling Unit <= 10,000 CFM Incinerator - Comm /Ind IT 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. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: Print Name: ob Date: J `6--t � Day Telephone: X53- SGT' 775-7Y Mailing Address: I-/2S !govt ti ct s AvQ Js i )Z5 SQL 4 W 95/0% City State Zip Date Application Accepted: \applications \permit application (3.2003) 3/2003 Date Application Expires: Page 4 Staff Instials: ANEW Z ,1-- Z rG W 6U 00 WI- NLL WO J ll —a =W Z ZO W 0 O— 0 I✓ WW H0 O Z W U= 0 Z City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT re Parcel No.: 2613200155 Permit Number: D04-152 -J o Address: 13512 43 AV S TUKW Status: APPROVED N 0 Suite No: Applied Date: 05/06/2004 w w Applicant: CRESCENT HOMES - LOT 5 Issue Date: N 1- u. uwO Receipt No.: R04 -01136 Payment Amount: 1,752.35 co CI Initials: LAW Payment Date: 08/26/2004 12:22 PM H = User ID: ADMIN Balance: $0.00 Z f- I- O Z !- W uj D p 0 O N o ff w =U Type Method Description Amount 11 0_ Payment Check 8324 1,752.35 U 0 -I O~ Payee: BAY DEVELOPMENT TRANSACTION LIST: ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - RES PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE 000/322.100 000/342.400 000/342.400 000/345.830 000/386.904 1,591.35 54.50 51.00 51.00 4.50 Total: 1,752.35 4726 08/27 9710 TOTAL 1035.91 doc: Receipt Printed: 08 -26 -2004 Z City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: Address: Suite No: Applicant: 2613200155 1351243 AV S TUKW CRESCENT HOMES - LOT 5 RECEIPT Permit Number: Status: Applied Date: Issue Date: D04 -152 PENDING 05/0612004 Receipt No.: Initials: User ID: R04 -00548 BLH ADMIN Payment Amount: Payment Date: Balance: 1,407.18 0510612004 01:42 PM $1,650.35 Payee: BAY DEVELOPMENT CORPORATION TRANSACTION LIST: Type Method Description Amount Payment Check 8048 ACCOUNT ITEM LIST: Description Account Code 1,407.18 Current Pmts BUILDING - RES PLAN CHECK - RES PW BASE APPLICATION FEE PW LAND ALT PLAN REVIEW 000/322.100 000/345.830 000/322.100 000/345.830 52.00 1,068.18 250.00 37.00 Total: 1,407.18 doc: Receipt Printed: 05 -06 -2004 23 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit O. (206)431 -3670 Pro4ect: /y- C y5 Type of Inspect 14 (} �,y� A t refs 4.3-dA0 •Date Called: C Special Instructions: Date Wanted: / ,�; (/ /�� p.m. (( Requester: Dw- Phone ,N c 71 L 'f (p t)g Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: ( O,ffr C,�- -c rn� \ ('p1A 7i � a y-g Vetfona -1.. ( of ,ir,0) -e,`'c CI AL A-n �- t Ir A . Inspector.—.9 \ ) Date: -0s- 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 NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Pro' ct: 4.‘ Y.(-'P✓'S 4ArY\P_S Type of Inspection: . ( '^rA. Address: 13s t)-, )-k 3 AV S Date Called: Special Instructions: Date Wanted: i.''S -Q 5 a.m. p.m. Requester: 2 \ J I Phone No: r ( 1 -C. l E C A Y 1('r, ► J vv,a 4-- !'% J 4 Approved per applicable codes. Corrections required prior to approval. COMMENTS: ,_) c\?... 'i?.e‘rhAi.A.. `. C),# 1.I03 X■ (\PAl A Qpre∎ V' VA. krfriu\ {ci- J -} S-VOlf e ) It)( )St'. (00 r 96vG;-P ` .D1 2 \ J I ILA-- r O V' C.`Q r ( 1 -C. l E C A Y 1('r, ► J vv,a 4-- !'% J 4 -rr c VN . \J r ,- �t- \(rA -4-, -,". Inspector: .„ I Date: L'_ 3 O El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: ., .'h AMA h+l »1.J 4�, <,i{ / v °d�1`FI:�+ti .i ;rS" V''lPWW+4. • ;,..: ,; 251�a dh,:" INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit (206)431 -3670 Pro ect:'` ((it, sr.: -1*- ` �-- .0 C .l Type of Inspection: ` , l 00 +t �VNS ∎/ OA l d Y\ Address: A Date Called: Specia Instructions: Date Wanted: L,_ S _ a.m. p.m. Requester: Phone No: Approved per applicable codes. ID Corrections required prior to approval. COMMENTS: Inspecto . Date: 11 S_ U s $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit PERMI (206)'• 3 =3670 P�r+oject: Tyr of Insp ctionn:- Address: 34 /a 4 /- .s. Date Calle 71/ Special Instructions: Date Wanted: _, Requester: Phone No: )--W Ue — - 7 / —. -P 4 9 e Approved per applicable codes. Corrections required prior to approval. COMMENTS: II . Inspector` t) i, ' () Date: ) 03 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: 19 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit • eject: A jad.d % ail l " . 1 Type of Inspect'on: 1 4 .. .... _ �Il Address: Date Called: v �-/ Special l struction : Date Wanted: 14 K` a.m. Requester: Phone No: ory1 _ j( I'M LP Approved per applicable codes. Corrections required prior to approval. COMMENTS: .;.. .. . �' • L n, Inspector: 41„,1 Date: 2<t 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: 6 AI INSPECTION NO. INSPECTION RECORD Retain a copy with permit y-/52 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 06)431 -3670 Project: AckeiAq 1- owl/La-Le 5 Type of Ins ection: Address 1 3 C)) D's q?"jklef.ip,.. Date Called: 3 / / Special Instructions: Date Wanted: 7c?' ��.1 1�, Requester: 11-44 � Pho No:�" Pieo lX - 7 /� 1 '3 -1Itzos Approved per applicable codes. Corrections required prior to approval. COMMENTS: ' / �l '�K �% fritaiC.� 6 (E-e-Li s,/?/05- ' ,(ja L4 kJ" f24s' A444-4) ' V e t' :..,...., Jr.` /3170 AriA-cP,4 64Arei,V S "3/ 2- 5' . c(-4,t6, 6 u.J-01. -t Inspector: Date: 0 $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: Y., 18' INSPECTION RECORD Retain a copy with permit INSPECTION NO. ��// CITY OF TUKWILA BUILDING DIVISU N 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pr ,sect: - ,'vt-z Y 1 -D a. - ,01_5 Type of Insp do ' r[r flV �` v, i tir b A r ss . r bate Called: /05– f Special Instructions: (6y4/19 8—et,,,, Date Wanted Igir • .m. Requester: ,L. Phone p2-0 Lk — t 72 —7q2.0 -14 Approved per applicable codes. Corrections required prior to approval. COMMENTS: i i Inspector: l`^" -Zeiv Date: 3_0 5 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: 17 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit Win PERMI,j'j f.'. 06 4 1 -3670 Project: /�) n,e 1-10111.61- - tom Type of Inspection: .. l ` � 1 1Q cCi A—ddress: I-; S VA If3 41), SI Date Called: ,� (;,. a-2/06- Special Instructions: Date Wanted: r a.m: m. Requester: T- 2 Phon No: [2,o1Q»7 f.; ' 79 2. (Approved per applicable codes. Corrections required prior to approval. COMMENTS: r E8 00 REINSPECTION FE REQUIRED. Prig/ to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. ,Call to sechedule reinspection. Receipt No.: Date: lb INSPECTION RECORD Retain a copy with permit ��LI S Z INSPECTION NO. PERMIT N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 - 3.670_ Projerti d t r t p.Y� .e�l� \\0,rive Type o Inspection: 1.),r-w\ l if ‘V v. CA l tiUl-., Address: 1'? 1, '--1". fl Date Called: l }} f \)okikiS r Pt 1\ c�ol?vf, Special Instructions: . Date Wanted: 2-"-1E--0 c a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: t` a lA1 �nlrr,�Jo�\ I }} f \)okikiS r Pt 1\ c�ol?vf, . Ironyv\ 1 Inspector.'"' Date: 1 R.-0 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Z Z re � WiO 00 • w J H N u- W0 LL Q s0 Z ZO W O • N • 1- W W. I— H tL 0 tll Z 2 0 Z INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION INSPECTION RECORD Retain a copy with permit PERMIT 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43' -3,670 Prro' ct: / a -t Type of IInssp ",efctio/ Vo,,por \tocAi i N e V' Address Called: _/ OS Special Instructions: �G=-l' D "7, -Le..-pk- Aciduk: ja.e." ez-v3—e.-- Date Wanted: °7 --/ t-,--5— a.m. m' Requester: _ ____ 71 Phone N7e) -77e— 7720 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Vo,,por \tocAi i N e V' V‘Crk 1 r\&\c 1 '& r nn-er NA V, r-f!A Inspector: ' t L S/ i ` M1 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: ita INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (20 •)431 -3670 Project: L0 7` Type of l pection: ' Address: / 2,--..--)-/ 2 A%3 a-v-e S Date Called: / , -� - /7 -- S Special Instructions: Date Wanted: F v 'DSc calm p.m. Requester: Phone 76 775 i 79 7a Approved per applicable codes. JJ Corrections required prior to approval. COMMENTS: .O'e Y P CA t Ov 5 `-r V-O vv\ f P far Inspector: (ILJ) ' Date: t US Et $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 (206)431 -3670 Pro•ejt: Type of Inspection: p kai I 1.15° C 0v vt-" if A-r1 r ,P 411 r` A ress: 4? _ `3 I-5 ' /�! G�L. -t/ Date Caile 9 r3f "" � r-�-- pe aF1nstructions: Date Wanted: r7 ~ / 17 �,� a.m. 'OS � Tm. Requester x, . 6.7(0 ) 77e— 77,? ElApproved per applicable codes. EqCorrections required prior to approval. COMMENTS: r 4 •) M1)C v, t ri.1 rOl)Ci k v. rs,.2 I r).M4 ( Peel l/ 2,) p kai I 1.15° C 0v vt-" if A-r1 r ,P 411 r` 11\6t 0--Gr" h-° d I'll()vvW C `O4?4- G vv( S'' c Up-O( bo,a --h C\uuv' Q0\\) v ) -ck; ' <, 3.) ` f l6 t V)'0CAL AN) 0 rtv1.-e. Lt I-4 LI•) A4-1t( QcC144 iInk rareAr� -Q '.) J-\Tri) tv PUSS (I O. fto -P %.-\--tAP 4 S u_AA -P Ire ° > \∎(R �� 5 V.4) S'> J tea >n ail II. IfiCa...vwr \S h ✓,tee, rodivt Ph�try 0p-Py. WeA\ 1 uic.. . 1 5� Y I0or lo.) r ' oC t 1 h c Ui c.4. 1A. ;1_1,- 20..1 Oh. s 1.2 1 0CG4 4 S? t‘ 5h,0,2'-1 LI - Jr .Q, -()Ic)dr -Nat —1.) POv\--VaecAir 1 hc, tA.)oi 1, 4-0 ro.SS C01't0 -PC4: (Ivn y Inspector: < Date:` \_0g 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: Date: z 4 re 2 00 W= J I. NLL W� u_= Nd = W i — Z'—— W W U� 0 WW H� iilLl z INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit PE4 I NO (206)431 -3670 Projec , v-P sc,e t) Q 4 5 Type of Inspection: T ro vr, I vyr Address: \ 512- 1-A-2, .,40 Date Called: 1 1 Special Instructions: 7?-_,(.... c i %ps pe,r. "{1iv,.parS 1.-p AI Fr Date Wanted: a.m. p.m. Requester: Phone No: Approved per applicable codes. 'Corrections required prior to approval. COMMENTS: COvA+n -Pc'4 ■Ciy. (1..A-c.;1 Si“)•'% KoA....1A i 1v, -ry Lc. rat \r s . ■-•$ ?-PNIOr la (' r1, �\ i ry rQ vvov 41 �0+C\ U v`� r 'co� CtoY, ,C., CfA4 -.‘m,-., d"C +A -0'e J . g.) 7?-_,(.... c i %ps pe,r. "{1iv,.parS 1.-p AI Fr C.)\/ ) 1 ∎ ,I 164 Inspector KoA....1A Date: 2- 11-05 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit (205)431 -3670 ProjeA fescPA 5 Type of Insp FYjon: tGt�‘r Address: 13 I2. �� 4 . s Date Called: Special Instructions: Date Wanted: 2- 10-0s- a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: t (" R Date: El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 1 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: r ♦ .. _4_ __r r11t1.a".�0 Type of InspeCttio,%r f I f/ Address: -5 t(t3 Date Called: r 1 �5 / Special Instructions. Date Wanted: .1 a.m. 1, ) V P.m Requester: ) / Ph ' a No. OIA —7 t�% ff--79 O EiApproved per applicable codes. © Corrections required prior to approval. COMMENTS: (J) ill „/ l017/-fn/ if 1 aTh../fj 4 `) yV (lt,,vvyii/ ) J � r aj(PA (Al r i 1e4...L ,i i„,. t _e i '1 r i --„--N c.0 ,A kJ:2 ( i i l■y\ ho ; i— .1,et- ►4 -tk.., . t v' Sl --:, Inspe tor: 55.00 REINSPECTION FEE REQUIRED. Prior t inspection, fee must be d at 6300 Southcenter Blvd., Suite 100. Cal[[ to sechedule reinspection. Date: - 5 / !� j f Receipt No.: Date: 1 0 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit Doi -162. PE IT (206)431 -3670 Proj t: v" . )c ✓V� n 5 Type of Inspection: 1 -� °if \CJ�t S h?fn: ; Address: 40 Date Called: _ �' Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: tapproved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: .---->tt9 Inspectof: Date: 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: Date: Z it.- W re JU 00 to cl J H U) u_ Wo 2 < =W H= ? WO ui UCi 0 N. C3 I— WW H0 U= O~ Z v t J INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit PER 06)431 -3670 Project: I . - ��,�>> : r/).4,<. ,,:_.? ,— Type of nspection: Address: Date Cra'11ed Special Instructions: Date Wanted: a.m. /- /4„..-:.).5-- if.rrr. Requester: �-.—, "i ' (j Ph -(' )(P) _7'7 (1 — _7 q,C) 2<pproved per applicable codes. ( Corrections required prior to approval. COMMENTS: COCC C wn \•u Date: 1_0 s. / LA $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule 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 PERMIT N Project: -ZP. i.) - pOr-V Typ of Inspec ion,,e Address: T - l . fir- :') i / -� Date Ca led: .� ` J f 04i.er Wock 9-o - Special Instructions: e -t-ier ca 14 HO- 05 Date Wanted: ,r 1 n( f,4 —Cfil a.m. Requester: I ()L L *i V•4 0 _ r 0 ^c 111 Phone No: , _ : , - 6 ) 6 , 7 7 7 ( ) DApproved per applicable codes. Corrections required prior to approval. COMMENTS: r,,vc 41� A nfirQ■i -ZP. i.) - pOr-V ` 2 .) fN 443 (0 ∎ ti.--, 4' 2 s � A \ - to S-A-c4 I kvj • _l. y. [ 1c cli1P -eve✓' f 04i.er Wock 9-o - is) 1 e -t-ier ca 14 HO- 05 i,vlPer CG v' 1 n( f,4 —Cfil f ¥tA Vv. 1 Vein . I ()L L *i V•4 0 _ r 0 ^c 111 Inspecto $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Date: `` t' Receipt No.: Date: s INSPECTI • N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION RECORD Retain a copy with permit PERMIT Pr ect: a� -I'ee //CZ-775 Type- f lnspec iibnn / J b 1 1 /.,lG t /!/GGflk Address: /C��: /357? �3 J_S bate Call d` (a )2. 1 D� Special Instructions: Date Wanted: f2a7�. iL m Requester: 0 fr_ ,4_,. werA-ker -,, \se 55 (spite' Ci- PhrnZ ()1 77P-792-0 Approved per applicable codes. IRCorrections required prior to approval. COMMENTS: " `. l I ` SnP�e (Ala i 1 Qi C�( / a YVU L,L)c.� 1 P (1 -Q 1/1 G i , tri �J ,(am( 3 �1 TO (j o-e c + ✓ o r o O 4-e ON" f,-s4 rail IA+ tc i e (s 4-66 -ct (f . 2) cL Se .e. C) i 1 90 -2 rti v\ S L 5 ,. )0(5 . 11-{ YV\oo. 1r1 . k+ ' 3.5" X IA) 1 A4k • YOJIA (e. ev , h r5 F-46, vv, ea r,sconse„. 0 fr_ ,4_,. werA-ker -,, \se 55 (spite' Ci- lnspecior'' ."1X01.1_ 1' Date: , _ %' ULi M $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: } W JU 00 N O J H W O LL. Q S• d Z= W • o o UN o WW • 0 tii co H H O Z INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit PERMIToNQ� (206)431 -3670 Pr jqct. hfral Ty, e of In pectin . r r 101 o e k G A ( vYl -r/vv4- ) ` . o , '�j kAl-e C%`i- (Poi( , y- (4.40 w ! o►� s i A dress: 1,3S) z. Li' , "i..b. Date Call : , -7, z3 l °(' 2.) ' 1rv.sse S t cthOv -e ._ 11 v t re, roovv1 �(1ti+ Special Instructions. -' Date Wanted: I 2 2 V i m • Requester: � � � Pone o� 77 92O EiApproved per applicable codes. Corrections required prior to approval. COMMENTS: 1. yvii 4: sS r; k.10 v^ lei -�-�„ 3b� Ct ,, S 1 e 3 . r r 101 o e k G A ( vYl -r/vv4- ) ` . o , '�j kAl-e C%`i- (Poi( , y- (4.40 w ! o►� s i 3•l ti-?-)Vs h nub vA r r r3 vt I r U� 1 S C� -� S � S y. � hr r. c 2 ,ir- r1�e- -ct; j ?, D ', r, li S I. `2i 2.) ' 1rv.sse S t cthOv -e ._ 11 v t re, roovv1 �(1ti+ .e.-- ciL-44,1 3O g o 73 tl t, s4eA i l,-S sr . i V4/- (� ( nv‘ �t.3 a�Ir( A-3S1 Inspector 0 tr. Date: 10 `r— ` 01-I E] $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISI INSPECTION RECORD Retain a copy with permit 6300 Southcenter Blvd., #100, Tukwila, WA 98188 D04�I5� PE' TO. Pr= �� C e �� 1-6nw Type of Inspection: I ( 41 /L iIdo* Aid e • Date Called: Special /Instructions: I- nl. f j (� �/ Date Wanted: ., p.m• ,7_-., Requester: �- e Phone No: l 778 - 79 4 n Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspectors 154. (` i) ( 4),(1,A,Ar, Date: p. _ 3_0L! $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule 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 (20.)431 -3670 Pr•)ect: ./,.4 sr. ice.', -Ltd- Type •Nnspectipn: k,,,,„. !O I ?t a • . dress: Date Called: i i /1 i/q0 if Special Instructions: ( ;a.;) ,,--.. Date Wanted: Requester: (` Phone No: c •7o _ Sci0 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspector Jo R.041,1, Date: 0.2_1 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PER T NO ( 0•)431 -3670 Pr ect: (AIM,CiA44 46/1424 — 104- Type spection: A2e A vvoo' r w (4 i i.0 vi-e Ir I d. DA UV Address : J Date Ca led: ii( ibcf 1`,j k•-\0\A A6w,n s4 ra S Iv\ plG c f i Special rnstr(ict ons: ,,Q.0.* (4)(t date W an ted: / c/O4. Ole ,Fp,C Requester: e! 1 ` Pfj7one No i9- DKApproved per applicable codes. D Corrections required prior to approval. COMMENTS: 1. A2e A vvoo' r w (4 i i.0 vi-e Ir e14c ∎1"-e -e rS CI-4011 1 2) 1`,j k•-\0\A A6w,n s4 ra S Iv\ plG c f i Inspector: Date: (_ L) Ej $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. Receipt No.: Date: Z fZ r4 00 w0 J H U) LL W0} J _co oa LL W W O U� 0I_- WW I=- WZ = O~ z 2 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pr 'ect: �, YearY.� vnPS y s Type o spectio ( rOP vv\ GO t01\ \Oc -I► Address: 13s) Xt1 14k/ Date Called: It —S -OLI Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: DRApproved per applicable codes. Ei Corrections required prior to approval. COMMENTS: ►�`� t' r t d,r- ep i P V- Inspector: Date: I 0 LI El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule 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 Project: C rt5ce - Homes Type of Inspection: downspouts Date Called: I r04 15 Address:13512 143 Ave s Special Instructions: L. i71' Date Wanted: 1 1 16-04- ... a.m p.m. Requester: r....r�e.,. Phone No: 2D6_ J IO_5q , 1D Approved per applicable codes. Corrections required prior to approval. COMMENTS: fro-1 SiLei-G-,0 Itilcb— L,s1-354 j) t� , {/1-6).‘A C am ) t4-40 ti•- . 12) stAib Inspector: Date: ti (0(^,Y4. El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: ~2 6 JU 0 CO J F- U) u_ W O u_ Q =W I- _ ZF. F- O W~ W 0 O — Ca 1-- WW WZ 111 U= O~ z INSPEC ON NO. PERMIT NO. S CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION RECORD Retain a copy with permit DC)4-1 ect: _Hotwe Typ of Inspection' ,fias;7, 71.5D D M e(Da e Called: /0/2/ °41 S4 6 Az s }y,P[1(,V,, J £r ow\ Special Instr ctions: y', trvi ■ 4s-eA [,,-,_ c.),- k,‘le,irs Date Wanted: z a.m. Requester: co//IoL( Poe o: X6'6) 71.3,41ot PV'\v,nf A-Cr COvv \\ I^ ∎1r)J5 ElApproved per applicable codes. ElCorrections required prior to approval. COMMENTS: \ar-Vi e-, k, A pprov et, GPO 4PC ie■ r-* ,On,r-t- 0 n S; r S4 6 Az s }y,P[1(,V,, J £r ow\ y', trvi ■ 4s-eA [,,-,_ c.),- k,‘le,irs PV'\v,nf A-Cr COvv \\ I^ ∎1r)J5 - Coov\C lAA-1 Cv LOA k 4,[ 0 inspectoru19 Date: ' U Li El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: z z re W QQ= U O N O W= NIL W 0 Q LL S9- H Z 0 Z LLI Ua co 0— 0 H =U IiiZ U= 0 z SITTS & HILL ENGINEERS, INC. Professional Engineers and Planners 2901 South 40'" Street, Tacoma, WA 98409-5697 Telephone 253-474-9449 Fax 253474 -0153 , ROBERT J. DAHMEN, P.E. BRENT K. LESLIE, P.E. ROBERT N. ERB, P.L.S RANDALL C. HAYDON, PLS. . Fax Transrhission Sheet^ To: Crescent Homes Date: Janus 10, 2005 Attention: Ted Chesledon From: Ed Brown Fax Number: 425.271 -7473 Number of Pages (Including Cover):1 Washington RE: 2200 Plan —13512 43(d Avenue South,, Tukwila, Documents Transmitted: 1) 2 Remarks: We are providing this letter in order to clarify the on the 2200 Plan: • Detail 301 shows the bird blocks installed them out parallel to the truss top chord. every other block attaching It to the top • Detail 303 calls for Simpson A5 clips to attach braces. 2 -10d nails may be used in lieu • Detail 403 indicates a lateral restraint panel installed as required to limit the panel height 0", the maximum distance from the top of should be limited to 7' -0". following items from Inspections #6 and *7 vertical. It is structurally acceptable to tilt A Simpson RBC clip should be installed on plate to provide the required shear transfer. the ends of the outriggers and truss of the Simpson clip if desired. and requires that the concrete stein wall be to 3.5 x width. Since the panel width is 2'- the stem wall to the bottom of the header 4 -�J�' �9 � � 0 04. "�., co-0 ;; • g .o ff nom �� . 1 (0 DES: 02JO7/ o C. 1 If an Incomplete transmission has been received, please contact our office at (253) 474-9449 Hard Copy: Will Follow Hard Copy: Will Not Follow boy- isz RECEIVED FEB 10 2005 DEPARTMENT f104.0141 FAX To: •■■••••••• Fax Moon ••••=01.11111111•11.1 CRESCENT HOMES BAY DEVELOPMENT CORP. 425 Pontius Ave. N.. #125, Seattle, WA 98109 206-3234656 (Fax) 206-3234762 ham Oats, CD Res CC; 11••••■•■• omm. 0 Wiped 0 For Ihrsieme 0 Plow Camino* 0 Pismo Reply • CINIMISIMII: 4,■■••. cr Lv-r 4176 n P4* rep nol " To- 1 4- ?Gt.- h•-• • 4- 4,4 oto- DoH RECEIVED DEC 2 0 7004 BUILDING DEPARTMENT U'. 1 -:''[JI- c't..144 .1 i 1Ai 1 -kr1M: SITTS & HILL ENGINEERS, INC. Professional Engineers and Planners 2901 Soiith 4e Street, Tenome. WA 08409 -5697 Telephone 253474-9449 Fax 253.474. 153 L. • 1';:11-Jt r• '1:1v ROBERT DAHMEN, PE BRENT K, LESLIE, P.E. ROBERT N. ERB. P.L.S. RANDALL C rfAYDON, P LS Fax Transmission Sheet To: of Tukwila Date: October 20, 2004 � Attention: Jim Dunaway From: Ed Brown Fax Number: 425.271.7473 Number of Pages (Including Cover): 2 RE: Sara Vista Lots 5 and 6 •- Tall Foundation Walls- Slte Specific Letter Documents Transmitted: -- _ - 1) 2) .... . ....... ..... Remarks:_..._ . �. ....__.__ Jkn, Attached is en alternate detail for the foundation walls for the Crescent Homes 2200 plan. These plans are being constructed on the following Lots: Lot 111 Sara Vista - 1.3512 43" Avenue South, Tukwila RECEIVED Lot 04 Sara vista - 13425 macadam Road South, Tukwila The attached detail is intended for these two locations. DEC 2 0 2004 BUILDING Please contact our office If you have any questions. DEPARTMENT N .LLE c T1. o Aky d� efeo rr,/x, _I O . . ,..0 'E H• ' I- • 1 35e;9 k' t'`.41ON41. :*.L', .,poll' a , rExPik ! -C U77 If an incomplete transmission has been received, please contact ou► office it (253) 474.9449 Hard Copy: Will Follow Hard Copy: Will Not Fol OW �: Rev cn Oresing Sui'kcl or Atai.1tr ALTERNATE STEM WALL DETAIL 'S' -(3) .i 1 N Revistiol Nc Oat• 1111111 : 1 SCE MATE NAILING PER SHEAR WALL Sr:H L uLE 2. FLOOR SHEATHING 3, FLOOR :OISTS PER PLAN 4, (2) %4 BARS CONTINUOUS (4T TOP) PROVILT Ijc AI 10' O.C. HORIZONTAL 5. 5/8" DIAMETER ANCHOR 80LTS WITH Fuir WASHERS 0 48' U.C. • EMS:; 7', MINUrUY G. 8' CONCRETE STEM WALL tRT1CAL AND MONOMIAL RUNFUECING PER SCHEDULE 8. DOWELS TO MATCH AND I/,P vEitrlr.,; REINFORCEMENT, ALTERNATE $EHCS 5. EDGE M I % 10. 2x CONTINUOUS RIDS 11. 18d 0 8' O.C. 12. (2) 14 WS. CONTINUOUS RETAINS HEIGHT RTI(AL, REINFURGhi; ! :ORIZON.'.AI. Rrir roRcI.MC; 13' —o' 14 BARS 0 s2" O.C.. i4 BAR 0 ‘0' 0 C. 6'--0, 14 BARS O r 8" O.C. 14 BAR: 0 10' O.C. 5•-0' #4 BARS 0 •9' O.0 it Elms c ;06 q.C. 671 RECEIVED DEC 2 0 2004 u'.._ ..,� —(12) BUILDING DEPARTNIENT [1�PIRi1:! TLHRUaHY ray aou� ALTERNATE FOUNDATION STEM WALL 101 �, ,� +,5 _... H••I c �rsulti,ic; '1g neers 00. R;•�• vi-elt. r:.rgi-i:. Wa:nirc:vn 984x'9 Z5j- 4:c— sa., ilT_�, BAY DEVELCAENT PLAN 2200 StTTS & HILL ENGINEERS, INC, Professional Engineers and Planners 2901 South 40'" Street. Tacoma, WA 9$409 -5897 Telephone 253. 474.9449 Fax 253474 -0153 Tr :360 _ TF, •: t .J rt . t t Y1 •' GICr.. ROBERT J. DAHMEN, P L. BRENT K LCSLIE, R.E. ROBERT' N. ERB, P,L.S RANDALL MAYTJC)N, P.L.S. Fax Transmission Sheet To: Crescent Date: January 1n� 2005 W y F� E.d Brown Attention: 'fed Chesledon Fax Number, 42.5.271 -7473 _ RE: 2200 Plan —13812 43'd Avenue South, Tukwila, _.____.._r Number of Pages (tnciudin� Coven: 1 Washington Documerots Transmitted: 1) IL__ .,.•••■••••••.. Remarks: Ws are providing this letter in order to ciarlfy the on the 2200 Plan: • Detail 301 shows the bird blocks installed them out parallel to the truss top chord. every other block attaching it to the top • Detail 303 calls for Simpson AS clips to braces. 2 -10d na{!s may be used In lieu • lentil 403 indicates a lateral restraint panel installed as required to limit the panel height 0", the maxintwtrn distance from the top should be limited to 7'-O ". _ r,.WM.. am following items from Inspections *S and 47 vertical, tt is structurally acceptable to tilt A Simpson RBC clip should be installed on plate to provide the required shear transfer. attach the ends of the outriggers and truss of the Simpson clip if desired. and requires that the concrete stem wail be to 3.5 x width. Since the panel width is .2'- of the stem wall to the bottom of the header V WAS! is* .i. . 11571T.§. pa221, If an incomplete transmission has been received, please contact our office at (253) 474.9449 Hard Copy: 1Mi11 f=ollow Hard Copy: MI Not Follow RECEIVED JAN 11 1..005 BUILDING DEPARTMENT 52 z i� .1 it w n 00 u0 • LIJ - H N O w J u. = I— w _ z� Z uj 0 U O N O H ww u- O .. z w O1' z TO: 25385 .3We 3' CLR. 2.-0" SOLI- NOTE 1. BA;,E PLATE NAILING PER SHEAR WALL SCHEDULE 2. FLOOR SHEATHING 3. FLOOR JOISTS PER PLAN 4, (2) 14 BARS CONTINUOUS (AT TOP) PROVIDE #4 AT 10' O.C. HORIZONTAL 5. 5/8" DIAMETER ANCHOR BOLTS WfTN PLATE WASHERS 0 48' O.C. — EMBC: 7 ", MINIMUM G. 8' CONCRETE STEM ilAU. 7. VERTICAL AND HORIZONTAL REINFORCING PER SCHEME 8. DOWELS TO MATCH AND LAP VERTICAL REINFORCEMENT, ALTERNATE BENDS 9. EDGE NA;UNG 10. Zx CONTINUOUS RIN 11. 16d 0 6" O.C. 12. (2) i4 BARS, CONTINUOUS RETAINED HEIGHT VERTICAL. REINFORCING HORIZONTAL. REINFORCING 13' -0" /4 BARS 0 'Z' O.C. j4 BARS 0 10' 0.e, 8'4)• #4 BARS 0 18" O.C. #4 BARS 0 10' O,C. 5' -0' fa BARS A 18' o.C. #4 BARS 0 t0' o+r,. \_(12) ALTERNATE FOUNDATION STEM WALL 101 SCALE: N,I.S• Situ & H°lI Consulting Engineers 2901 VI 40th Street, iccorlo. WoshinVton 98409 253 -474 -9449 rEICP1021 r$RRUA1W 07.20g6) TITLE BAY DEVELOPMENT PLAN 2200 Project No 11763 110/04 Drown Sicc' 8.141.. EngN,..' SK 1 -1 B.RL.1 RECEIVED CrT 2 2 2004 BUILDING DEPARTMENT "'",'.' "'"'7'" n'^..' 1. '"W'W.`.�"Fit.,+rrr.-`��.I•, ,ver, a�ML s.,.+...'...'...You..K,v acv- �H,nr�.mwMr p..�m.rr�, - „r �•r.,: FRAMING 4 FOUNDATION DIMENSION FOUNDATION DRAIN FINISH PER ELEVATION OVER )LB. BUILDING PAPER VER SHEATHING PER PLAN b" MIN. 2X STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN 5/4" T.4 G. PLYWOOD SUE3FLOOR GLUED NAILED . 1: .a 1.1'.. --0.11•11.: 4 " :1114 _\xf � � - III — III -1 I . Lul. .,c C�)- 1E-11 ,�- C1v STORMINE— I-I -~c ,C Il, I, 0-10 DRAIN =III �(f I:. y„ O <C <C IF REQUIRED' 1 11-1 I • D 1 I-=1 I I, ; • +,.II • --4- 6 MIL. BLACK V. B 4. TfI ^ill__i d A II,7;111= 4 FLR. JST5. PER PLAN P.T. SILL PLATE A.B. PER AND/OR FOUNDATION PLAN 4" DIA PERF. FOUNDATION DRAIN A a -�; C,rawk dYci \t& z Roo-Pv avC,• . 4KJ. -4-i l'\-1-1.1 lewev - 1-11cn. cvci \ dvgv_ RECEIVED MAY 1 8 2004 TUKWILA PUBLIC WORKS o h..( MAY 062004 PERMIT CFNTJ, rx 2 i0 O 0 (0 0 • w W I -3 1- U) u_ uj 0 g 5 IL. a co Lu z o z ai M • (f) O — C3 F- LU u j • 0 r: Z • u o Y Sitts & Hill Job Name Bay Development Professional Engineers & Planners 2901 South 40th Street Job No. 10489 Sheet No. 2/36 Tacoma, Washington 98409 253 - 474 -9449 Fax: 253 - 474 -0153 By B.T. Date 3/2002 BASIS FOR DESIGN BUILDING CODE: 1997 EDITION OF THE UNIFORM BUILDING CODE. LOADS: FOUNDATIONS: CONCRETE: REINFORCING: ROOF LIVE LOAD = 25 PSF (SNOW). ROOF DEAD LOAD = 16 PSF. FLOOR LIVE LOAD = 40 PSF (REDUCIBLE). FLOOR DEAD LOAD = 12 PSF. STAIR LIVE LOAD = 100 PSF. WIND LOAD; 80 MPH WIND SPEED, EXPOSURE B. SEISMIC ZONE 3 (Z = 0.30) SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 1'6" MINIMUM BELOW FINISHED GRADE. ALLOWABLE BEARING VALUE = 2000 PSF. MINIMUM 28 DAY STRENGTH 3,000 PSI EXCEPT AS FOLLOWS: SLABS ON GRADE 3,000 PSI FOUNDATIONS 2,500 PSI BARS #4 AND LARGER: Fy = 60,000 PSI. BARS #3 AND SMALLER: Fy = 40,000 PSI. STRUCTURAL STEEL: STRUCTURAL STEEL: Fy = 36,000 PSI. BOLTS: A307 p. WOOD: JOISTS 2X4 2 X 6 OR LARGER BEAMS WIDTH 4" OR LESS WIDTH GREATER THAN 4" LEDGERS AND TOP PLATES STUDS 2X4 2 X 6 OR LARGER POSTS 4X4 4 X 6 OR LARGER 6 X 6 OR LARGER WOOD TYPE H.F. #2 H.F. #2 D.F. #2 D.F. #2 H.F. #2 H.F. #2 H.F. #2 H.F. #2 H.F. #2 H.F. #2 GLUED - LAMINATED BEAMS (GLULAM): Fb = 2,400 PSI, Fv = 165 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI. I�i Sitts & Hill Job Name. Bay Development Professional Engineers 2901 South 401h Street Job No. 10489 Sheet No. 3/36 Tacoma, Washington 98409 253 - 474 -9449 Fax: 253 - 474 -0153 By B.T. Date. 3/2002 DESIGN LOADS ROOF DEAD LOADS: ROOF 6.5 PSF INSULATION 2.0 SHEATHING 1.5 FRAMING 2.5 BEAMS 1.5 MISC. MECH., & LGTN. 2.0 16 PSF TOTAL DEAD LOAD ROOF LIVE LOAD: 25 PSF (SNOW) FLOOR DEAD LOADS: FLR. CVR. 1.0 PSF INSULATION 1.0 SHEATHING 3.0 FRAMING 3.0 BEAMS 2.0 MISC. MECH., & LGTN. 2.0 FLOOR LIVE LOAD: 12 PSF TOTAL DEAD LOAD 40 PSF (REDUCIBLE) PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON z cr J0 00 c0. J t. W }O u Q =• a Z= 1- 0 Z • W U 0 O cn O E- • W H 0 /IL' O UN F=- 0 z t SIT7 & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT :Bay Development Telephone (253) 474 -9449 Fax (253) 474 -0153 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown LATERAL ANALYSIS : BASED ON 1997 UNIFORM BUILDING CODE AS AMENDED BY LOCAL JURISDICTION. SEISMIC LOADS BASED ON UBC CHAPTER 16, SECTION 1630.2 SEISMIC ZONE : 3 Z := .3 TABLE 16 -1 1:= 1.0 TABLE 16 -K Ca := 0.36 TABLE 16 -Q C� := 0.54 TABLE 16 -R R := 5.5 TABLE 16 -N W BUILDING /STRUCTURE WEIGHT Equation 30 -6 V := 0.11 •Ca.I W V = 0.04 W Minimum 2.5•Ca 1 Equation 30 -5 V := W R V = 0.164 W Governs by inspection. Acceleration controls seismic design of short structures. Conservatively, assume a redundancy factor of: p := 1.4 Working Strength Level then becomes: E := V —p W 1.4 E = 0.16 W (vertical component of earthquake ground motion taken as 0 for allowable stress design) Lateral forces will be distributed along lines of force /resistance. Lines of force /resistance will be investigated for both wind and seismic lateral loads. Bay Development SIT`E'S & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT :Bay Development Telephone (253) 474 -9449 Fax (253) 474 -0153 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown WIND USE METHOD 2 - PROJECTED AREA METHOD PER UBC SECTION 1621.3 STRUCTURE LESS THAN 200 FEET IN HEIGHT. P = Ce Cq qs Iw WHERE: WIND EXPOSURE = B 80 mph WIND SPEED Ce = COMBINED HEIGHT AND GUST FACTOR COEFFICIENT (TABLE 16 -G) Cq = PRESSURE COEFFICIENT (TABLE 16 -H) qs = WIND STAGNATION PRESSURE BASED ON WIND SPEED (TABLE 16 -F) Iw = IMPORTANCE FACTOR (TABLE 16 -K) Exposure B, 80 mph WIND SPEED Height Above Ground (ft.) 0' to 15' 15' to 20' 20' to 25' 25' to 30' qs := 16.4.— Iw := 1.0 Cq := 1.3 ft2 Ce Wind Pressure (psf) Ce15 := .62 PI := gs•Iw•Cq•Ce15 P1= 13.21bft2 Ce20 := .67 P2 := gs•Iw•Cq•Ce20 P2 = 14.31b f{2 Ce25 := .72 P3 := gs•Iw•Cq•Ce25 P3 = 15.41b ft 2 Ce30 := .76 P4 := gs•Iw•Cq•Ce30 P4 = 16.2 lb ft-2 30 to 40' Ce40 := .84 P5 := gs•Iw•Cq•Ce40 P5 = 17.9lbft2 WIND SHEAR AT ROOF DIAPHRAGM: W2 := P2.11.5•ft WIND SHEAR AT 2nd FLOOR DIAPHRAGM: WI := W2 + P1.8.5•ft W2= 164.31bft-1 W1 = 276.61b ft-1 5/3G Bay Development PZ. I • di 'Fr UPPER FL R. GE. VENT 1111111111i. .41111111111111111111r:•14111111111111111711' nIMAII1111111111111111111111711P1-1".1.111, """""•""" .41(11511111111.6r- 2x• BARGE to/ Ix3 TRIM rcompost-non' ROOFING METAL GUTTER 0/ bb FASCIA ' 2,14 TRIM BEVEL SIDING UPPER FLOOR MAIN FL. e. .111111111111•11111111•T•11111•Illhl•. SIG CAP SIGNE MAIN FLOOR ■=1•1 doir...-.111114 ..iinifilh, ..iiiiiii 113011. ...411TWIMIll 4ficiimilb..... ..011111111LIMINIII...4111111iiiiilliith, -"WWI AL•tif11111111111111111111111111111111111111111111111111... 'NI, tamtmestuon esimakimummusi EHEIEEIGHEIEHEEEI OD El ETD DO E] rnDDrnEJD =METE= FRONT ELEVATION 'A' tiO --W2--e?\•5.5°T7 UPPER FL. e. 0 0 0 UPPER FLOOR MAIN FL. e. 1/4" METAL GUTTER ol bib FASCIA COMPOSITION ROOFING GE. VENT 0 0 0• = 7m8 BARGE tu/ 63 TRIM BEVEL SIDING RIGHT ELEVATION 'A' 1/4"•1'-0" COMPOSITION ROOFING METAL GUTTER • o/ Iyb FASCIA BEVEL SIDING ✓ TSG. UPPER FL. IE. UPPER FLOOR MAIN FL. MAIN FLOOR 7.e BARGE r/ Ir3 TRIM REAR ELEVATION 'A' 1/4 " =1' -0" rBEVEL SIDING - METAL GUTTER of lab FASCIA —. STONE LEFT ELEVATION 'A' 1/4 " =1' -0" o UPPER FL. R. I7 METAL GUTTER o / h. FASCIA 7•E BARGE BOARD uI/ h 3 TRIM BEVEL SIDING • UPPER FLOOR 1w 1-1AIN FL, R. laimorriti STONE CAP STONE ---'� MAIN FLOCK SNAKE .Illti, .+4111111111►/. lnmati Im11�Ia-IimliliIm. rGOMPO5ITJ ROCFMC. -) X 1 a111■113N, .111111111111111�1�,, '.ailmumulmlumnl.,'ENEN1•11111 1 \ / \/ 1\ / \ rAr 1 VA:51 1 EEIEEIEEI W E' ' ©'1.�.:..'•J]f E®® JDEEE ED DEDEDED DEIDD EJ itr lik IF FRONT ELEVATION '13' 1/4". l'-0" 17 7,4 TRIM rCOMPOSITION ROOFING -) METAL GUTTER o/ 1, 0, FASCIA rBEVEL SIDING -) RIGHT ELEVATION 'B' 1/4". 1' -0" • ,4 r • m 0 CCr7F'OSITICN ROOFING METAL GUTTER of M6 FASCIA cBEVEL SIDING REAR ELEVATION 'B' I/4 "•1. -0" LEFT ELEY,4TION 1136 z • Z: IX 2 JU O 0 J W O Q =• O 1.W Z F- F- O ZF- W U O - W W LL - �" O uiZ O - O Z L, 5° BP 5. 3' -5 I/2" O 5' -1" i a SOC) 1/ 5 5N 2'•10174 25.5 v ; _ M 3 - 5,1/4" 3'.4 I/4" 1 s "5 51P 5° BP let-- P1. EL.'B' l'•9 (2) 7 +4 C- 50 74 3' -5 1/2" BEP 4 CARPET PL. EL. 141'FIX I.I *FIX ICI 'FI% N. BATH v.T.0.5 t S° TUB /SHLR OPEN TO B ELOW fa ^; a 5 el nt 5 °4 A 5P 2' c 1. 5 1211/4 4' -3 3/4" I iii"` MST, BATH 1/ �1 5 P SJ CJ FAN pT V.T0.S PJA 34',.49* 0 0 (7/ 2 +4 5 °4 ° ).O 1.50. FIX /•.'+ In+ 3'• b u r 1 I �1 'r , 1 /t • 7 �� Lo to 11.5 °T z Z 1C 2 JU U0 • 0 J• = N LL W 0 LL Q 1— W Z= z 0 LLI 0 N •L CI F" W • W 0 N WZ z . 7 ' • • .1 •1 • • T SITlt'S & HILL ENGINEERS INC. 2901 SO. 40th Si, Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown Upper Floor Walls Upper Floor Wall Line AA: Distance between Lines of Resistance: L2 := 28•ft W2 = 164.3 lb ft-1 Total Wall Length: Laa := (4 + 7.5 + 9 + 3).ft Plate Height: H,,„,:= 8.ft WV L2..5 Wind Shear vaa := t Shear Wall Type P1 -6 Laa vaa = 97.9 lb ft 10d nails @.6" O.C. Capacity = 278 PLF Seismic Tributary Weight: Roof := 16•psf•40• ft. 28 •ft Roof = 89601b 2 Wall := 10•psf•40•ft•5•ft Wall = 20001b W := Roof + Wall W = 109601b Seismic Force: Eaa := V•W — Laa Eaa = 76.3 lb ff t Wind Controls Design Check wall section: laa := 3•ft Overturning Moment: OTM := vaa•laa•H, OTM = 2348.7 lb ft Dead load resisting: Roof := 16•psf• 13•ft•laa Roof = 6241b Wall := 10•psf•Hw laa Wall = 2401b Resisting Moment: Net Uplift: Total := Roof + Wall Total = •864 lb DLR := Total. lag 2 U ._ OTM — DLR laa DLR = 12961b ft U = 350.91b No Holdown. Bay Development 1." SITTS & HILL ENGINEERS INC. 10489.mcd 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT :Bay Development 03/28/2002 Telephone (253) 474 -9449 design Binh Tran Fax (253) 474 -0153 chk Ed Brown Upper Floor Wall Line BB: Distance between Lines of Resistance: L2 := 28•ft W2 = 164.3 lb ft- Total Wall Length: Wind Shear Lbb := 13.5.ft Plate Height: HW := 8.ft W2.L2..5 vbb Lbb Seismic Tributary Weight: vbb = 170.41bft ' Shear Wall Type P1 -6 10d nails @ 6" O.C. Capacity = 278 PLF Roof := 16•psf•40•ft. 2 .ft Roof = 8960 Ib Wall := 10•psf•40•ft•5•ft Wall = 20001b Seismic Force: W := Roof + Wall W = 10960 lb V.W Ebb Lbb Ebb = 132.8 lb ft-' Wind Controls Design Check wall section: lbb := 13.5•ft Overturning Moment: OTM := vbb•lbb•H„ OTM = 18398.3 lb ft Dead load resisting: Roof := 16•psf• 13•ft•lbb Roof = 28081b Wall := 10•psf•H„.lbb Wall = 10801b Resisting Moment: Net Uplift: Total := Roof + Wall Total = 38881b DLR := Total • Ibb 2 U OTM — DLR lbb DLR = 26244 lb ft U = - 581.21b No Holdown. 7.A.,,.'0.'RHMtw atNM.wwMVro Bay Development f�� t ' SITT,S & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown Upper Floor Wall Line CC; Distance between Lines of Resistance: L 1 := 40. ft W2 = 164.3 lb ft I Total Wall Length: Lcc := (5.5 + 17).ft W2.L1..5 Wind Shear vcc :_ Lcc Seismic Tributary Weight: Plate Height: H, := 8-ft vcc = 1461b ff t Roof := 16•psf•28•ft. 2-40 . ft Roof = 8960 Ib Wall := 10•psf•28•ft•5•ft Wall = 14001b Seismic Force: W := Roof + Wall W = 103601b E" Lcc V•W Shear Wall Type P1 -6 1Od nails @ 6" O.C. Capacity = 278 PLF Ecc = 75,3 Ibft-t Wind Controls Design Check wall section: lcc := 5.5-ft Overturning Moment: OTM := vcc•lcc•H,,, OTM = 6424.8 lb ft Dead Toad resisting: Roof := 16•psf•2•ft•lcc Roof = 176 lb Wall := 10•psf•Hw 1cc Wall = 4401b Resisting Moment: Net Uplift: Total := Roof + Wall Total = 616 lb DLR := Total. — lcc 2 U :- OTM - DLR lcc DLR = 16941b ft U = 860.1 lb No Holdown. v.. • w<. -..� . Bay Development SITE'S & HILL ENGINEERS INC. 2901 SO. 40th Si, Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown Upper Floor Wall Line DD: Distance between Lines of Resistance: LI := 40.ft Total Wall Length: Ldd := 25.5• ft Wind Shear vdd := W2•L1•.5 Ldd Seismic Tributary Weight: W2 = 164.3 Ib ff t Plate Height: 1.1w := 8•ft vdd = 128.81b ft Shear Wall Type P1 -6 1Od nails @ 6" O.C. Capacity = 278 pif Roof := 16•psf•28•ft. 20 .ft Roof = 89601b Wall := 10•psf•28•ft•5•ft Wall = 14001b Seismic Force: W := Roof + Wall W = 103601b V.W Edd Ldd Edd = 66.5lbf(1 Wind Controls Design Check wall section: Idd := 25.5•ft Overturning Moment: OTM := vdd• ldd•1 -1w OTM = 26283.3 lb ft Dead Toad resisting: Roof := 16•psf•2•ft•Idd Roof = 8161b Wall := 10•psf•Hw ldd Wall = 20401b Total := Roof + Wall Total = 2856 Ib Resisting Moment: Net Uplift: DLR := Total. 1dd 2 U :_ OTM — DLR ldd DLR = 364141b ft U = —397.3 Ib No Holdown. 1OG :.�.F:.r...:iti�7:T✓+: did *iaLitLM + v"iar•Zi= 'ir.i}:e.4'1 ��(.jiin \•:r'.h:�dxJ W. {..t�:. Bay Development 11 z+ .t%%KO nf YO I� x 00 00 ' 1.117• RISER frIAx 1 0% 75.6 0 Is 5 KITCHEN h DINNG GREAT Rf"I, N.S. C CARPET CARPET 3.11 R -J 14.5. r D IW .1 7 3 5 °5 °iO_1� '0•CLR' DIRECT VENT 0.,75 FIREPLACE 5' -3 I!7" (7n.4 (2n.4 LND NS. m WHF. VTOS iI If v E IIlASNBr1 �I ,T09. 7' 2n.4 AS O i1 �2 LAYERS 3/4• PLY of CECK 0 3) 234 - CI=O.-' rA 3 n 3'.2 1/7 C9 PURR DCLLN FCR RJA I I Oj ;;,v== "1'.I (5) 7.4— LINE CF LOOR APAVE PL. EL. 'E7' r„6-3, b' -3• 6• 3•.0• 17..0• E' -0• 70-0• 2 CAR GARAGE 4' CONC. 5L.- - SLOPE 3• TOWARDS ON. DOORS INSTALL 134 • TYPE 'x' 6WO ON CL0. WALLS. AND SEAM 2 LAYERS AT 24'oc FRMG 16°1 °04 GAR DR T.I0 1/2• lb•-3• CONC. STOCP WJ CPT. OCCR 10 PO_ER HE ER 26 40' -0• '% ./, rte. /�a1 IOC Iry •ALL NOTE • TYP. • SOLI • FIRE • TOP NOTE • TYP. NOTE • SNCT 0I5C •Srp • ALL • FINIS+ U T. • 71 `lli►N.2 Lothi� — • • SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT :Bav Development Telephone (253) 474 -9449 Fax (253) 474 -0153 10489.mcd 04/02/2002 design Binh Tran chk Ed Brown Main Floor Walls Main Floor Wall Line A: Distance between Lines of Resistance: LI := 20• ft Total Wall Length: La := (7.5).ft Wind Shear va ._ WI•L1•.5 La Seismic Tributary Weight: W1 = 276.61bff I Plate Height: va= 368.8Ibff' Roof := 16•psf•40•ft• 20 .ft Roof = 64001b Wall := 10•psf•40•ft•12.5•ft Wall = 50001b Floor:= 12.psf.40.ft.—.ft Floor = 48001b 2 W := Roof + Wall + Floor W = 16200 Ib Seismic Force: V•W Ea La Hµ, := 9.ft Shear Wall Type P1-4 10d nails @ 4" O.C. Capacity = 418 PLF Ea = 353.51b ft t Wind Controls Design Check wall section: la := 7.5•ft Overturning Moment: OTM := va•la.11, OTM = 24896.4 lb ft Dead Toad resisting: Roof := 16•psf•13•ft•la Roof = 15601b Wall := 10•psf•HW2.1a Wall= 13501b Floor := 12•psf•6.5•ft•la Floor = 585 Ib Total := Roof + Wall + Floor Total = 3495 Ib Resisting Moment: Net Uplift: DLR := Total. la 2 OTM – DLR U :– la DLR = 13106.3 Ib ft U = 15721b Simpson Holdown. STHDIORJ te,(36, Bay Development 0 0 nN..'MW�asn9reYlIfHM*' ^ua�.rYM<t.ra•rt +l +rls�4 Nw�MMNTxM ;i.t��hM1 v ^.t�' resins' c�MTr. hY�S .Y:`2•r�Ai•!'P'M21Yk'fN..rq;.�K M . I�> SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT :Bav Development Telephone (253) 474 -9449 Fax (253) 474 -0153 10489.mcd 04/02/2002 design Binh Tran chk Ed Brown Main Floor Wall Line B: Distance between Lines of Resistance: Total Wall Length: Wind Shear LI := 20•ft L2 := 22•ft W1 = 276.61bft-I Lb := 11.ft Plate Height: H,y := 9. ft W1.(L1 + L2)..5 vb :- Lb Seismic Tributary Weight: vb = 528.11b ff Shear Wall Type P1 -3 10d nails @ 3" O.C. Capacity = 545 PLF Roof := 16.psf.40 ft 22 + 20 .ft Roof = I5601b 2 Wall := 10•psf•40•ft.12.5•ft Wall = 50001b 22 + 20 Floor : = 12•psf•40•ft• ft Floor= 100801b 2 W := Roof + Wall + Floor W = 28520 Ib Seismic Force: Eb := V W Eb = 424.3 Ib ft-1 Wind Controls Design Lb Check wall section: lb := 11 .ft Overturning Moment: OTM := vb.lb•HW OTM = 52282.5 lb ft Dead Toad resisting: Roof := 16•psf• 13•ft•lb Roof = 2288lb Wall := 10.psf•H,,,•2.1b Wall = 19801b Floor : = 12.psf.6.ft.lb Floor = 7921b Total := Roof + Wall + Floor Total = 5060 Ib Resisting Moment: Net Uplift: DLR := Total.— ]b DLR = 27830lbft 2 U OTM – DLR lb U = 2223 Ib Simpson Holdown. STHDI4RJ. Bay Development SITVS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT :Bay Development Telephone (253) 474 -9449 Fax (253) 474 -0153 10489.mcd 04/02/2002 design Binh Tran chk Ed Brown Main Floor Wall Line C: Distance between Lines of Resistance: L1 := 40.ft W1 = 276.61b ft-1 Total Wall Length: Wind Shear vc :– Lc := (17 + 15).ft Plate Height: H„,,:= 9•ft W1•L1..5 Lc Seismic Tributary Weight: vc = 172.91b ff i Shear Wall Type P1 -6 10d nails @ 6" O.C. Capacity = 278 PLF Roof := 1 6•psf•40•ft• 0 •ft Roof = 12800 Ib Wall := 10.psf.40.ft.12.5.ft Wall = 50001b Floor := 12•psf•40•ft.4.ft Floor = 9600 Ib 2 W := Roof + Wall + Floor W = 27400 Ib Seismic Force: Er := V W E, = 140.1 lb ft-1 Wind Controls Design Lc Check wall section: lc := 15.ft Overturning Moment: OTM := vc•lc•H OTM = 23340.4 Ib ft Dead Toad resisting: Roof := 16•psf•2•ft•lc Roof = 480 lb Wall := 10•psf•H .2.1c Wall = 27001b Floor:= 12•psf• 1.33•ft•1c Floor = 239.41b Total := Roof + Wall + Floor Total = 3419.4 Ib Resisting Moment: DLR := Total.— DLR = 25645.5 Ib ft 2 Net Uplift: OTM — DLR :_ lc U = – 153.71b No Holdown. Bay Development 74.,^ iKRY'!A t.,.'.. ",•"," M .+w. • ..• • '- •"••..ti`..m.......•. ..•...n,Wa.mw;.a „ y...0 . srv.4`r + e,ri4.:;M ) f • Snit & HILL ENGINEERS INC. ■2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT :Bay Development Telephone (253) 474 -9449 Fax (253) 474 -0153 10489.mcd 04/02/2002 design Binh Tran chk Ed Brown Main Floor Wall Line D: Distance between Lines of Resistance: LI := 40.ft W1 = 276.61bft-I Total Wall Length: Ld: =(11 + 18).ft Plate Height: Wind Shear Wt•LI•.5 vd Ld Seismic Tributary Weight: Seismic Force: vd = 190.81bft-t HW := 9.ft Shear Wall Type P1 -6 10d nails @ 6" O.C. Capacity = 278 PLF Roof := 16•psf•42•ft. 20 •ft Roof = 13440 Ib Wall := 10.psf.42..ft.12.5.ft Wall = 52501b Floor := 12•psf•42•ft• 40 —• ft Floor = 10080 Ib 2 W := Roof + Wall + Floor W = 28770 Ib Ed • Ld Ed = 162.3 Ib ft"' Wind Controls Design Check wall section: Id := 11 .ft Overturning Moment: Dead Toad resisting: Resisting Moment: Net Uplift: OTM := vd•ld.HW OTM = 18886.9 lb•ft Roof := 16•psf•2• ft. Id Roof = 3521b Wall := 10•psf•Hw •2•ld Wall = 19801b Floor := 12•psf•1.33•ft•ld Floor = 175.6 Ib Total := Roof + Wall + Floor • Total = 2507.6 lb DLR := Total. Id 2 U OTM – DLR Id DLR = 13791.6 lb ft U = 463.21b No Holdown. .. v..:; d, ua�w!..., i�..:..:. ��.,:: �LLw; xt: it;•;.:..: anyu'. c, n. �. wzr ::a��.ww:....,•:n::.u�w.�.a:;t i.:.r. Bay Development SITYS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Main Floo WaII Line E., . Distance betw: en Lines of Resistance: L1 := 20•ft Total WaII L: gth: Le :_ (21).ft Wi•L1 Wind Shear v •_ Le W1 = 276.61b ft-1 Plate Height: HW := 10.ft ve = 263.51b ft-1 Seismic Tributary Weight: ' oof := 16•psf•21.ft• 40 •ft 2 Seismic Force: Wa := 10•psf•21•ft•12.5•ft W := R.of + Wall V•W Ee := Le Check wall section: le := 21 • ft = 72.8 Ib ft-1 Overturning Moment: OTM := ve•le•1; Shear WaII Ty 10d: nails @ Capacity 10489.mcd 03/28/2002 d-sign Binh Tran chk Ed Brown _. 9 f – 67201b all = 2625 lb W = 9345 lb Wind Controls Design OTM = 55325.4 Ib ft Dead Toad resisting: Roof :_ •psf• 1 .ft e Wall : 0•psf• I 1e Resisting Moment: Net Uplift: Total\= Roof = 3360 Ib • Wall = 42001b + Wall Total = 7560 Ib / Total • — le 2 T – DLR le DLR = ' 3801b ft U = – 1145.5 lb o Holdown. ,: l.:j'Y. J +• G,iA +i'4.µ:.d 4.: a:v;:... 6+ 7':. tiu. hli':. til: s�kli. ir:'a:,'. Ui :t;w.ir:>]o-�/l:•t:.rn.:Y:iiN.�: - uos.coot,UM414.,64, 2O/ Q Bay Development 7'1M�MQ.4�4.M.•w „+I'RY u:,.wh�..�w'�.yp'ler r. �..Fnr r't:.. t. �.a., �•n ; • SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development 10489.mcd 04/02/2002 design Binh Tran chk Ed Brown 1 Main Floor Wall Line F: Distance between Lines of Resistance: L2 := 22• ft W1 = 276.6 lb ft -' Total Wall Length: Lf := (3 + 4).ft Plate Height: . HW := 9.ft Wind Shear W t •L2•.5 vf Lf Seismic Tributary Weight: Roof := 16•psf•20•ft• 22 —ft Wall := 10•psf•20•t.5•ft W := Roof + Wall Seismic Force: _yW Ef. Lf vf = 434.7 lb ft-' Roof = 35201b Wall = 1000lb W = 452016 Shear Wall Type P1 -3 10d nails @ 3" O.C. Capacity = 545 plf Ef = 105.7lb ff' Wind Controls Design Check wall section: If := 3•ft Overturning Moment: OTM := vf•1f•HW OTM = 11736.9lbft Dead Toad resisting: Roof := 16•psf•9•ft•lf Roof = 432 lb Wall := 10•psf•FI if Wall = 2701b Resisting Moment: Net Uplift: Total := Roof + Wa11 DLR := Total.— f • 2 OTM - DLR U If Total = 702 lb DLR = 1053 lb ft U = 3561.3 lb Simpson Holdown. STHDI4RJ. 1' HfC. R�' MM51rw. nw. ma�1 >':V.WNY#L'/N'it'.+YI..HNN'C.N3 aY•*F- rnar`kwR!'.�d^'S:en Bay Development 1 •R SET JALK TRUSSES r� LL. AF•50 ROCf VENT (TYP) r1CNO TR ENE YQ B'•O• CCFNER LEI •� 1 ❑ (3) 70'•0• CCt•rION TR)55E5 • 74. OC. STUD BACK 3 I/7- LEFT END T 5S OVERFRA9E W/ 7x • 74. OC. 70'•0• GABLE END GIRDER TRUSS (7) 17'.6• COMMON ' " TRUSSES • 74. OC. 5TUB BACK 1 V)• 17' 3 70••0• A-\ Y 1 _ -p1 0 1119 ST 0 547 F. E10I N•SCR 0`.£4T •(Dp y. I4 ' RCOF VENTS • A (5f.) (300X7• • EAVE VENTS • A f 5f) (300X7. TOTE t tRT 104 SPACE At E: EL0DE0 • 001 m=101144 101UV WITH WORE MESH $01E CART ITEMS WILE 41 E: [ caw • EFOI 114.= 10 MA U 19 U4• WIRE r1ES•I !BRACING: (717,44 UP TO 10' -0• LCt (7) 7.6 IC'•O• TO 14'.9• (31 )•S OVER 14'.0' LO• NOTES: • ALL B(15. 1 HORS. SHA OTHERWISE NOTED. • vENTED BLOCKING C • ROOF OVERHANGS TO • ROCF PITCHES TO BE • TRUSSES / RAFTERS SHALL OTHERWISE NOTED. TRUSS NOTES: • ALL TRUSSES SHALL CARR' • ALL TRUSSES SHALL BE ME r1ATATAC1URS SPECIFIC ATIC • TRUSSES WILL NOT BE MELT DEPT. APPROVAL OR ENG, • ALL TRUSSES SHALL HAVE SITE FOR FRAMING INSPECT • ALL CCT?1ECTIGNS OF RAF' MAIN GIRDER 10 BE PROV • TRUSS DRAWNGS 10 BE 51 WASHINGTON STATE STFUCT • TRUSSES SHALL BE MAW. UNDER THE REOUIRErEN15 BEAR THE CUALITY CCNIS MANUFACTURING PLANT'S 1• SPACING. SECTICN 7343b. •A°PROvEO HANGERS SHC RAFTERS. JACK OR HIP TR SECTICP:S 73115. 7303.A. 73• • LIGHT METAL PLATE CON• IDENTIFCATIC . INFOR:1ATI PERITANENTLY AFFIXEO Tt FOLLCINGI A. IDENTIFICATION C B. THE DESIGN LOA C. THE TRUSS 5•xAC • ALL ROOF TRUSSES SWAL FRAMEWCRK AND SUPPOF PART OF THE ILNOLE BUIL DELL FITTED AND SHALL BEFORE ANY LOAD 15 PL BRACING SHALL BE USEC • ROOF TRUSSES SHOULD E BEARING BY SOLID 9L0. DISPLACEMENT. THEY Si TO RESIST WIND SUCTION e 16'.Y COT-TM RU55E5 • 24• O uD 7' GE TRUSS 0.7.. o H SELL? I1 I I II a»0'•0• CCT•THCN I TRUSSES • 74' OC. SNB BAS: 4�Fr I t9eF. fizmit,k1 p (1)17'.6" Cd 1ov TRUSSES • 74• C . XSTUB BACK 1 IR• R!GWT 4 Loo -- 12. 3" 11 , iey3c, 20'.0' z I-z cc 6" 6 J U O 0 CO CI (0 ILI J F=" CO u. W0 J u. — W = _ 1- 0 z l— • W U� O — L3 1-- W W id O~ z ti hi e 16'.Y COT-TM RU55E5 • 24• O uD 7' GE TRUSS 0.7.. o H SELL? I1 I I II a»0'•0• CCT•THCN I TRUSSES • 74' OC. SNB BAS: 4�Fr I t9eF. fizmit,k1 p (1)17'.6" Cd 1ov TRUSSES • 74• C . XSTUB BACK 1 IR• R!GWT 4 Loo -- 12. 3" 11 , iey3c, 20'.0' z I-z cc 6" 6 J U O 0 CO CI (0 ILI J F=" CO u. W0 J u. — W = _ 1- 0 z l— • W U� O — L3 1-- W W id O~ z ' SJTTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown Roof Framing Plan "B ". 1. DOUG FIR No. 2 4X10 Roof Header NDS Table 4A CD := 1.15 b:=3.50 Fb := 900•CD d := 9.25 Fb = 1035 A := b d b 2 Fy := 95.CD S := d 6 Fy =109.2 bd3 I :_ 12 Span := 6 Tw := 6 Uld := 41 •Tw Uld.Span 2 Mmax := Mmax = 1107 A = 32.4 S = 49.9 1 = 230.8 Uld = 246 _ Mmax. 12 8 fb . S fv 1.5•Uld•(Span 2 12 A 2. DOUG FIR No. 2 4X10 Porch Beam. NDS Table 4A CD:= 1.15 Fb := 900•CD Fb = 1035 F„ := 95.CD b := 3.50 d := 9.25 A: =b•d A = 32.4 b d 2 S: = S =49.9 6 F„ =109.2 bds ._ 12 Span := 5 Tw := 8 Uld := 41 •Tw Uld.Span 2 Mmax := Mmax = 1025 8 I = 230.8 fb .— fb = 266.2 O.K. ff =25.4 O.K. Uld = 328 Mmax. 12 S 1.5•Uld• Span d 2 12) A fb = 246.4 O.K. fv = 26.3 O.K. Bay Development s +nev....•..r:M..mw.x.xv.wvert*. r...,.tuelm,V Its ...m.+M+taontw.reVaA..Vt1e4,+» 1; • • SITTS & HILL ENGINEERS INC. 10489.mcd 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT :Bay Development 03/28/2002 Telephone (253) 474 -9449 design Binh Tran Fax (253) 474 -0153 chk Ed Brown 3. DOUG FIR No. 2• 4X10 Roof Header NDS Table 4A CD:= 1.15 Fb := 900•CD Fb = 1035 F',:= 95.CD Fv = 109.2 b: =3.50 d := 9.25 A : =b•d A = 32.4 b d 2 S: = S =49.9 6 b d 3 1:— 1= 230.8 12 Span := 3 Tw := 4 Uld := 41 •Tw Uld = 164 Uld.Span2 Mmax := Mmax = 184.5 8 fv :_ Mmax. 12 fb := fb = 44.4 O.K. 1.5•Uld•(Span d 2 12 4. DOUG FIR No. 2 4X12 garage Header NDS Table 4A CD := 1.15 b := 3.50 Fb := 900•CD d := 11.25 Fb= 1035 A: =b•d Fv: =95•CD S := b d 2 6 Fv =109.2 bd3 I.- 12 Span := 16 Tw := 3 Uld := 41 •Tw Uld•Span2 A A = 39.4 . S = 73.8 1 = 415.3 Uld = 123 Mmax := 8 Mmax = 3936 fb := Mmax. 12 fb = 639.8 O.K. f,, = 5.5 O.K. 12 Amax Span 240 1.5.U1d• Span d Amax = 0.8 ( f . _ 2 12 A 5•UId•Span4.1728 'req = 126 384.1800000.Amax lreq 5•Uld•Span4.1728 A = 0.2 384.1800000.1 f� =33.1 O.K. 75J Bay Development tl�l�q�M�,jY.Myf:WrM!RMR.YI!Y'k 4°Q1WNlTtNY.43+ BMW+ Y; nry{." fl^ wt+*' �}• 4MuiNw.. w, Nn+.. rTr. vyn.. �w; HH0.} Y[^ '4w.M"A"`�+N�erMMpil.nttr;Rt'Tt SITTS & HILL ENGINEERS INC. 2901'SO.40th Si, Tacoma, WA 98409 -5697 PROJECT :Bay Development Telephone (253) 474 -9449 Fax (253) 474 -0153 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown 5. DOUG FIR No. 2 4X10 Roof Header NDS Table 4A CD := 1.15 Fb := 900•CD Fb = 1035 b := 3.50 d := 9.25 A := b•d := 95•CD S :- b•d 2 6 F„ =109.2 bd3 := 12 Span := 5 Tw := 13 Uld := 41 •Tw Uld.Span2 Mmax := A = 32.4 S = 49.9 I = 230.8 Uld = 533 8 Mmax = 1665.6 fb := Mma 12 fb = 400.5 O.K. 1.5•Uld• Span d 2 12) A 6. CHECK 3 1/8x10.5 GLB. 24F -V4' _ Vmax' 1.5 Are(' .- 165.1.15 _ Mmax' I2 Sf eq 2400.1.15 fv = 42.7 O.K. Span := 6 LI := 2 L1 = 2 L2 := 4 L2 = 4 PI := 2600 Uld l := 41.26 U1d2 := 41.- 2 2 WI := Uldl •L1 WI = 1066 W2 := U1d2•L2 W2 = 656 Vl :- W1•L1•.5 + P1•LI + W2.(L1 + L2..5) Span W2•L2•.5 + P1•L2+ W1.(L2 + LI..5) V2 :_ Span m : =2 m =2 Vp, := V2 — WI WIm Mmax := Vpi'm + 2 Vmax V2 Vpt = 1774.3 Mmax = 4614.7 Vmax = 2840.3 Areq = 22.5 < 42Actual := 32.81in2 OK Sfeq = 20.1 < Sb„3Actual := 57.42in3 OK VI = 1481.7 V2 = 2840.3 TCSE: ism :Z'�S..,ww.�..vftt.Mt".i'�,,.`. �.�,e'. f . •.. e.. • . �... ... ... Bay Development SITTS & HILL ENGINEERS INC. "2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT :Bay Development Telephone (253) 474 -9449 Fax (253) 474 -0153 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown 7. CHECK 3 118x10.5 GLB. 24F -V4 P1 �--- U 12 F6 Vmax• 1.5 _ Areq 165.1.15 Mm„. 12 Sf eq 2400.1.15 • Span : =5 LI : =2.5 LI =2.5 L2: =2.5 L2 =2.5P1 : =5100 Uldl := 41.8 Uld2 := 41.4 2 2 WI := Uld1•L1 WI = 410 W2 := Uld2•L2 W2 = 205 Wl•L1•.5 + P1•L1 + W2•(L1 + L2..5) V1:= Span W2.L2..5 + P1•L2+ WI .(L2 + L1..5) V2 :_ Span m := 2.5 m= 2.5 Vp, := V2 — W1 Vpt = 2498.8 W1 Mmax Vpt•m + 2 W21111 Mmax = 6759.4 Vmax := V2 Vmax = 2908.8 Arai = 23 < Am2Actual := 32.81in2 OK Sieq = 29.4 < S;,,3Actual := 57.42in3 OK VI = 2806.3 V2 = 2908.8 17'3; Bay Development 3c ix\ 11 ire• TABS ISO • 16. O.C. ep<t 0 OD' d 4X■ 0 sel 4 sY&<l & ►/z �C. `17 C). 411,13 fL ft 20 —104j 11\ ., • L- z 1---z ww 00 N D • LLI J � �LL w 0 uQ =• a I-w z� Z o. w • w U 0 0 H wW H- LLZ al U= O~ z 1 I,v .SITd'S & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown Upper Floor Framing Plan, 8. DOUG. FIR No. 2 CF := 1.0 Fv := 95 b:=3.5 d := 9.25 4X10 Floor Header. NDS Table 4A Fb := 900•CF A := b•d b•d2 b•d3 S :— I :_ Fb =900 A =32.4 6 12 Span := 6 Tw := 7 Uld := 52•Tw Uld = 364 S = 49.9 I = 230.8 UId•Span2 Mmax. 12 Mmax :— 8 Mmax = 1638 fb := S fb = 393.8 fv _ 1.5•Uld (Span — d 2 12 A fv = 37.6 9. CHECK 3 1/8x10.5 GLB. 24F -V4 Span := 6 LI := 5 LI = 5 L2 := 1 L2 = 1 PI := 1300 PI Uldl := 52. 14 U1d2 := 80 + 52.— 14 + 41.26 titi L1 12 1 2 2 2 1 �«o WI := Uldl•L1 W1 = 1820 W2:= Uld2•L2 W2 = 977 0 0 "max' 1.5 Af eq _ 165 /Amax. 12 S _ req 2400 V1 :_ WI .L1..5 + PI .LI + W2•(L1 + L2..5) Span ' W2•L2•.5 + PI •L2 + WI •(L2 + L1..5) V2 :_ Span m := 3.7 m = 3.7 Vpt: =V2 —W1 Mmax := V2.11-12 "max VI Vpt = —460.3 Mmax = 2515.5 "max = 2737.3 Area = 24.9 < A;„2Actual := 32.81in2 OK Sreq = 12.6 < St „3Actual := 57.42in3 OK V 1 = 2737.3 V2 = 1359.8 Bay Development .........«.r^ rya, .••++•- •• «er.tt»•-rw. <=.nw+n.,�fsn•.• nvYrtu�:: rr� ',; SITI S & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :B .y Development 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown 10. DOUG. FIR No. 2 CF : =1.0 Fv := 95 b := 3.5 d := 9.25 4X10 Floor Header. NDS Table 4A Fb := 900•CF A := b•d b•d2 b •d3 S .= I ._ Fb =900 A =32.4 6 12 Span := 5 Tw := 13.5 Uld := 52•Tw Uld = 702 S = 49.9 1= 230.8 Mmax := Uld•Span2 8 11. 11 7/8" TJI/PRO 150 @ 16" O.C. FLOOR JOISTS. Mmax• 12 Mmax = 2193.8 fb :- S fb = 527.4 1.5•Uld• Span d fv:- A 12 fv =56.2 Span := 13.5 Tw := 1.3 Uld := 52•Tw Uld = 67.6 Wlive 40•Tw Wlive = 52 plf Wdi := 12•Tw Wdl = 15.6 plf Wt1 Wlive+ WdI WU = 67.6 plf FROM TABLE, USE TJI /PRO 150 SERIES L/480. 12. CHECK 3 1/8X101/2 GLB. (24F -V4) bar � / / / // / / / // / f ll / / / / /// / / // / / / ////// B V2 V1 S-EEr 0 Bret 0 0 JaST afAR Sp/ N TJI/PRO150 117/ UVE LOAD 0480 TOTAL LG' D 16 65 93 18' 47 83 2Y 35 70 22 26 53 a := 1 a= 1 b := 4 b= 4 PI := 2800 Span := 5 Tw := 1.3 Uld := 52•Tw + 41.3 Uld = 190.6 V I a 2 Span VI = 1036.5 V2 := Uld• Span + P1 b V2 = 2716.5 2 Span Vmax V2 Vmax = 2716.5 2 Mmax UId• Span + P1 • a •b Mmax = 2835.6 8 Span _ Vmax' 1.5 Areq : 165 Areq = 24.7 < Ain 2Actual := 32.81in2 OK Mmax' 12 Sreq ' 2400 Sfeq = 14.2 < Sin3Actual := 57.42in3 OK Bay Development ,y ,SITTS & HILL ENGINEERS INC. 10489.mcd 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT :Bay Development 03/28/2002 Telephone (253) 474 -9449 design Binh Tran Fax (253) 474 -0153 chk Ed Brown 13. DOUG. FIR No. 2 CF := 1.0 Fv := 95 b := 3.5 d := 9.25 4X10 Floor Header. NDS Table 4A Fb := 900.CF A := b•d b•d2 b•d3 S := I .- Fb =900 A =32.4 6 12 Span := 8 Uld := 80 + 41.3 Uld = 203 S = 49.9 I = 230.8 Mmax := Uld•Span2 14. CHECK 4X10 DF #2 9m- 0 M re t 0 a 8 P1 ////// / / / / / / / / / //// Mmax = 1624 0 Mmax. I2 fb :- S 1.5 Uld Span d 2 12) A fb =390.5 fv = 30.4 a:=1 a= 1 b:=4 b= 4 P1:=800 Span := 5 Uld := 80 + 41.5 Uld = 285 VI := Uld. —Span + P1 • a 2 Span V1 = 872.5 V2 := Uld• Span + PI • b V2 = 1352.5 2 Span Vmax V2 Vmax = 1352.5 2 Mmax Uld. Span + P1 a b 8 Span Mmax = 1530.6 Areq : Vm951.5 Areq = 21.4 < A;,,2Actual := 32.38in2 OK Mmax. 12 _ Sreq 900 Sreq = 20.4 < Si„ 3Actual := 49.91in3 OK Bay Development SITTS & HILL ENGINEERS INC. ✓ 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT :Bay Development Telephone (253) 474-9449 Fax (253) 474 -0153 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown 15. CHECK 5 1/8X16 1/2 GLB. (24F -V4) P1 L1 lk2 VI Vmax' 1.5 Are(' .= 165 St Mmax. I2 2400 8 Uld := Mmax' Span2 Span. 12 Amax 240 Span := 20 L 1 := 12 LI = 12 L2 := 8 L2 = 8 PI := 2600 Uldl := 80 + 41.26 + 52.6 Uld2 := 80 + 52.12 + 41.8 2 2 2 2 WI := Uldl -L1 WI = 9228 W2 := Uld2•L2 W2 = 4448 WI -L1•.5 + PI•L1 + W2 -(L1 + L2..5) VI :_ Span V2 ._ W2•L2•.5 + P .L2 + WI •(L2 + L1..5) Span m: =11 m =11 Vpt := V2 — WI Mmax V2. 2 Vmax V2 5•Uld•Span4.1728 Ireq := 384.1800000•1max Vt,t = —838.8 Mmax = 46140.6 Vmax = 8389.2 VI = 7886.8 V2 = 8389.2 Areq = 76.3 < Ai:Actual := 84.56in2 OK S�eq = 230.7 < Sin3Actual := 232.51113 OK Uld = 922.8 Amax = 1 Ireq = 1845.6 G l;n4Actual := 1919in4 OK 4z-/g jNssv, 1.; rakw.:;: t: rw, a> w�.:,.; a: H. Ycr: r'. rl.v:�tsH6atara;.wS- .:uwyLa�:na «ate Bay Development AAP ~ MAIN FLOOR FRAMING .`G / LA/» ~`,4"4=-=°° SITTS & HILL ENGINEERS , INC. DESIGNED 13/N I DATE '/'/OJOB 16 (f.lk TACOMA, WASHINGTON (253) 474 -9449 CHECKED PROJECT DATE SHEET OF 3 Watt NN+Ocr reA}!47'T.•A:SX JTa..1,!is!,L"7,V13 ..:!MN. .`^-w MaRN}1141;'�.t„dN'!7.!5'e'4�'i • ,, •• • r••• 4 f Title : Dsgnr: Description : Scope : Job # Date: 11:OOAM, 8 MAY 03 Rev: 560000 User: KW-0602611, Ver 5.6.0, 2-Sep-2002 (c)1003 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p: 1104001104891calcutaltons110489fnd •re.ecw: Description R1. General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 1.5001n 9.250 in Sawn 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E 13.00 ft Lu ft Lu ft Lu 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi 0.00 ft 0.00 ft 0.00 ft 'Full Length Uniform Loads i Center Left Cantilever Right Cantilever Summary i DL DL DL 16.00 #/ft #/ft #/ft LL LL LL 52.00 #/ft #/ft #/ft Span= 13.00ft, Beam Width = 1.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 805.87 psi Fb 935.00 psi Depth = 9.25in, Ends are Pin -Pin 0.862 : 1 1.4 k -ft 1.7 k -ft at 6.500 ft at 0.000 ft 1.44 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 1.67 fv 42.43 psi Fv 75.00 psi Maximum Shear Allowable Shear: Reactions... Left DL Right DL Camber: 0.10 k 0.10 k * 1.5 @ Left @ Right @ Left @ Center @ Right Max Max Beam Design OK 0.6 k 1.0 k 0.44 k 0.44 k 0.000 in 0.120 in 0.000in 0.44 k 0.44 k Deflections Center Span... Deflection ...Location ...LengthlDefl Camber ( using 1.5 * D @ Center @ Left © Right Dead Load -0.080 in 6.500 ft 1,951.4 .L. Defl) ... 0.120 in 0.000 in 0.000 in Total Load -0.340 in 6.500 ft 459.14 Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 1CUN° MdiJRLt42Wi3t `M1��T= 1tk'Y,tiiYiMSlf.9i +R SCAIRM1 .�fifn'lA1.NW]nN%v....riFYYLRYt R W'CJ�`•ART17Y.'.NM��4YrrIr' Mtiv:C•1..Yf Calculations are designed to 1997 NDS and 1997 UBC Requirements 11 «• Rev: 560000 User: KW-0602611, Ver 5.6.0, 2- Sep -2002 (c)1983.2002 ENERCALC Engineering Software Description R2. Title : Dsgnr: Description : Scope : Job # Date: 11:OOAM, 8 MAY 03 General Timber Beam Page 1 p: \10400 \10489\calculatIons 110489 fnd- re.ecw: [General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 4x10 3.500 in 9.250 in Sawn 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 95.0 psi Fc Allow 625.0 psi E 1,600.0 ksi 4.50 ft Lu ft Lu ft Lu 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary i DL DL DL 320.00 # /ft #/ft #/ft LL LL LL 800.00 # /ft #/ft #/ft Span= 4.50ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 681.61 psi Fb 990.00 psi eflections Depth = 9.251n, Ends are Pin -Pin 0.816: 1 2.8 k -ft 4.1 k -ft at 2.250 ft at 0.000 ft 2.83 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.12 fv Fv 77.53 psi 95.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 2.5 k 3.1 k @ Left 2.52 k @ Right 2.52 k Camber: @ Left 0.000in @ Center 0.012in @ Right 0.000in 0.72 k 0.72 k Max 2.52 k Max 2.52 k Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * D. @ Center @ Left @ Right Dead Load -0.008 in 2.250 ft 6,755.5 L. Defl) ... 0.012 in 0.000 in 0.000 in Total Load -0.028 in 2.250 ft 1,930.13 MiW.4w1�w.J- YHfi+YM�'Jq '. Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Page 1 II p: 110400\ 10489\calculatlons \10489 fnd- re.ecw: 1 • Title : Dsgnr: Description : Scope : Job # Date: 11:OOAM, 8 MAY 03 Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (c)1983.2002 ENERCALC Engineering Software General Timber Beam Description R3. General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Span 3.50 ft Lu 3.500 in Left Cantilever ft Lu 9.250 in Right Cantilever ft Lu Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi 0.00 ft 0.00 ft 0.00 ft . 'Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary 1 DL DL DL 296.00 #/ft # /ft #/ft LL LL LL 720.00 #/ft # /ft #/ft Span= 3.50ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 374.04 psi Fb 990.00 psi 0.486 : 1 1.6 k -ft 4.1 k -ft at 1.750 ft at 3.500 ft 1.56 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.12 fv Fv 46.13 psi 95.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 1.5 k 3.1 k @ Left 1.78 k @ Right 1.78 k Camber: @ Left 0.000 in @ Center 0.004 in @ Right 0.000 in 0.52 k 0.52 k Max 1.78 k Max 1.78 k [Deflections Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 @ Center @ Left @ Right Dead Load -0.003 in 1.750 ft 15,521.9 *D.L.Defl)... 0.004 in 0.000 in 0.000 in Total Load -0.009 in 1.750 ft 4,522.14 Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl 4'°..�:{""'' awrc+ r! ese,warvykar�rarrnnao�t�.�z�,... Dead Load 0.000 in 0.0 0,000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 w 6 0 U O • 0 J• = H U) LL W O LL Q =• a W • z= I- O zll-- W O co O - O I- WW O 0 =O .• Z W • to . H 0 z. :ti''S & HILL ENGINEERS INC. - 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT :Bay Development Telephone (253) 474 -9449 Fax (253) 474 -0153 10489.mcd 03/28/2002 design Binh Tran chk Ed Brown 19. Stud Wall Design psf 44 plf = psf.ft lb !--z! plf•ft HF #2 H : =9•ft Fc := 1300•psi CD := 1 CFb := 1.5 CM := 1 Ci := 1 CL := 1 CFc := 1.15 Cr := 1.15 Fb := 850.psi F'b := Fb•CD•CFb•CM•Ct•CL•Cr F'b = 1466 psi F "c := FC.CD.CFC F "c = 1495 psi E' := 1300000.psi Axial Load Capacity (DL +LL) Slenderness Ratio (SL) SL := h• C := 0.8 KCE : =0.3 KCE•E' FCE :_ SL 2 FCE = 410 psi / \2 1 + FCE FCE 1 + FCE F "c F "c Fc Cp := 2.0 \ 2.0 C Cp = 0.3 Try - 2x4 Studs @ 16" o.c. t := 1.5.in h := 3.5.in A := t•h A = 5.3 in2 3 := t h 1= 5.4 in4 12 S:= I S= 3.lin3 c F' : =jCp•F "c F'cr= 383 psi Pmax F'� A l l PR,,, = 20121b PTL: =I (16•psf + 25•psf). 2 _ ) + (12•psf + 40.psf) l �ft J .1.33•ft h c := — 2 PDL := [16.Psfl.___) C2 ft (12 psi \ 1 eft /J 1.33.ft PDL = 388 Ib Axial Stress (DL +Wind) PTL = 1193 Ib < Pmax = 2012 Ib O_K CD:= 1.15 F"c := Fc. CD. CF, F"c = 1719 psi Cp :_ ( \2 I + ji�FCE E F" c F" 2.0 PDL fDL _ A • 2.0 i fDL = 74 psi FCE C _ Cp = 0.2 F'c := Cp.F "c F' = 387 psi Bay Development ^.::~'SINS & HILL ENGINEERS INC. 10489.mcd 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT :Bay Development 03/28/2002 Telephone (253) 474 -9449 design Binh Tran Fax (253) 474 -0153 chk Ed Brown Bending Stresses CD:= 1.15 F'b Fb•CD•CFb•CM•Ct•CL•Cr Wwind.= 15•psf•1.33•ft Wwind•H2 M 8 M Src9 F'b M fb. _S M = 202 ft. lb fb =791 psi Combined Stresses (foLj2 4. F', 1 fb — 0.6 1 _ fDL F'b FCE Cont. wall Footing Design Soil Bearing Pressure (Sb) Sb := 2000.psf PTL = 1193 lb PTL 1.33.ft Fwidth •= b F'b = 1686 psi Srcq = 1.44 in3 < S = 3.06 in3 O.K. < 1 O.K. USE 2x4 Studs ca 16" o.c. Fwidth = 0.4 ft USE 1'-4" x 8" thick continuous footing Bay Development : 1IIC.-& OO "essi '►M.' 311\ 'AWL Rrrrn III... naM1n1 usuu -•li 'OMILVI aiI mono .aum ti uiitr � r.r�- C'. rr GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED SARA DEVELOPMENT TUKWILA, WASHINGTON C1V GF TUKWEIA POROVtO SUN 2 1 20134 NS tOtt O t -D"3 p b}pt�! ,i PROJECT No. 092 -01004 FEBRUARY 20, 2001 Prepared for: MR. BEHZAD CHAUHDRY SARA DEVELOPMENT, INC. POST OFFICE BOX 5544 TUKWILA, WASHINGTON 98064 Prepared by: KRAZAN & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING DIVISION 19501 144' AVENUE NE, #F -300 WOODINVILLE, WASHINGTON 98072 (425) 485 -5519 MME. /MAN1 I%L CLL.i © 8 ASSOCIATES, INC. SITE DEVELOPMENT ENGINEERS Da-I- A 52 4 IKrazari & ASSOCIATES,INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION February 20, 2001 Mr. Behzad Chauhdry Sara Development, Inc. Post Office Box 5544 Kent, Washington 98064 A • ri r. b r -∎ ' , 4 RE: Geotechnical Engineering Investigation Report Proposed Sara Development Tukwila, Washington KA Project No. 092 -01004 Dear Mr. Chauhdry: In accordance with your request, we have completed a Geotechnical Engineering Investigation for the referenced site. The results of our investigation are presented in the, attached report. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. CB /cb Respectfully submitted, KRAZAN AND • .. i IA ES, INC. Chris Behrens Senior Engineering Geologist Eleven Offices Serving The Western United States 19501 144th Ave. NE #F -300• Woodinville, Washington 98072 • (425) 485 -5519 • Fax; (425) 485 -6837 092- 000244uanit PomLdoc MINIM MINN.i.■• IKrazan & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION TABLE OF' CONTENTS INTRODUCTION 1 PURPOSE AND SCOPE 1 PROPOSED CONSTRUCTION 2 SITE LOCATION AND SITE DESCRIPTION 2 GEOLOGIC SETTING 2 FIELD AND LABORATORY INVESTIGATIONS 3 SOIL PROFILE AND SUBSURFACE CONDITIONS 3 GROUNDWATER 4 SEISMIC CONDITIONS 5 CONCLUSIONS AND RECOMMENDATIONS 5 Erosion and Sediment Control 7 Site Preparation 8 Groundwater Influence on Structures /Construction 9 Structural fill 9 Drainage and Landscaping 10 Utility Trench Backfill 10 Floor Slabs and Exterior Flatwork 11 Lateral Earth Pressures for Permanent Structures 11 Foundations 12 Testing and Inspection 13 LIMITATIONS 13 VICINITY MAP Figure 1 SITE PLAN Figure 2 CROSS SECTIONS Figure 3 MILD AND LABORATORY INVESTIGATIONS Appendix A EARTHWORK SPECIFICATIONS Appendix B Eleven Offices Serving The Western United States I9501 144'h Ave. NE *Woodinville, Washington 98072 • (425) 485 -5519 • Fax: (425) 485 -6837 092-01004 Sara Devcbpmentdoc ri yr a rte= - .111=1. 1111iNIMNIMJII k1aZ2IIT1 & ASSOCIATES,INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION "TESTING & INSPECTION February 20, 2001 r.. KA Project No. 092 -01004 GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED SARA DEVELOPMENT TUKWILA, WASHINGTON 1 INTRODUCTION This report presents the results of our Geotechnical Engineering !Investigation for the proposed Sara Development to be located south of the Y- intersection of 43rd Avenue South and Macadam Road South, in Tukwila, Washington. Discussions regarding site conditions are presented herein, together with conclusions and recommendations pertaining to site preparation, temporary shoring, structural fill, utility trench backfill, drainage and landscaping, foundations, concrete floor slabs and exterior flatwork, and retaining wall/basement wall design parameters. A site plan showing the approximate exploratory test pit locations is presented following the text of this report. A description of the field investigation, exploratory test pit logs, and the exploratory test pit log legend are presented in Appendix A. Appendix A also contains a description of laboratory testing phase of this study; along with laboratory test results. Appendices B and C contain guides to aid in the development of earthwork and pavement specifications. When conflicts in the text of the report occur with the general specifications in the appendices, the recommendations in the text, of the report have precedence. PURPOSE AND SCOPE This investigation was conducted to evaluate the soil, slope, and groundwater conditions at the site, to make geotechnical engineering recommendations for use in design of specific construction elements, and to provide criteria for site preparation and structural fill construction. Our scope of services was performed in accordance with our proposal dated November 22, 2000 (KA Proposal No. P00 -361A) and included the following: • A site reconnaissance by a member of our engineering staff to evaluate the surface conditions at the project site. • A field investigation consisting of excavating eight exploratory test pits on the subject site. The test pits ranged in depth from 10 to 13 feet to evaluate the subsurface soil conditions at the project site. Eleven Offices Serving The Western United States 19501 144th Ave. NE #F -300 • Woodinville, Washington 98072 • (425) 485 -5519 • Fax: (425) 485 -6837 092-01004 sere tkvelopman.doe 1` L 3 4:1(J) KA No. 092 -01004 February 20, 2001 Page No. 2 • Performing laboratory tests on representative soil samples obtained from the borings to evaluate the physical and index properties of the subsurface soils. The subject site lies within the central Puget Lowland. The lowland is part of a regional north -south trending trough that extends from southwestern British Columbia to near Eugene, Oregon. North of YS`JJ,i:wy, Krazan & Associates, Inc. Eleven Offices Serving The Western United States �?l7A+eam„ssw.,me.snxnwern*• 092.01004 Sara DcvclopmeaLdoc + r " r • L. 1.. ^. KA No. 092 -01004 February 20, 2001 Page No. 3 Olympia, Washington, this lowland is glacially carved, with a depositional and erosional history including at least four separate glacial advance /retreats. The Puget Lowland is bounded on the west by the Olympic Mountains and on the east by the Cascade Range. The lowland is filled with glacial and nonglacial sediments consisting of interbedded gravel, sand, silt, till, and peat lenses. The United States Department of Interior USGS Des Moines, Washington Geology Map and the Preliminary Geologic Map of Seattle and Vicinity, Washington indicates that the property is located within the contacts of Kame - Terrace deposits (Late to Middle Pleistocene) and pre - Vashon drift or Transitional Beds (Middle Pleistocene). The Kame - Terrace deposits consist of a complex of poorly to well -sorted and stratified gravel and sand with variable amounts of silt and clay deposited against or close to the glacial ice. The Transitional Beds underlie the Kame - Terrace deposits and consists mostly of massive to thinly bedded clay, silt and fine sand, with peaty sand and gravel occurring in the lower part. These fine sediments were mostly deposited in lake (Glaciolacustrian) environments, and in fluvial systems prior to the advance of the glacier. The Transitional Beds appear firm in outcrops, but due to a high moisture content and jointing in the beds they can become unstable on steep slopes, and numerous landslides have occurred where exposed on bluffs and slopes. FIELD AND LABORATORY INVESTIGATIONS A field investigation consisting of excavating eight exploratory test pits ranging in depths of approximately 10 to 13 feet below existing site grade, using a Case 580 4X4 backhoe, was performed to evaluate the subsurface soil conditions at the project site. The test pit excavation was performed on January 23, 2001 utilizing Northwest Excavating & Trucking, Inc., as a subcontractor. Due to heavy vegetation and slopes the exploratory test pit locations were dependent on accessibility. The exploratory test pits were placed in or near the footprint of the proposed single family residence locations where possible. Figure 2 shows the approximate locations of the exploratory test pits. The soils encountered were continuously examined and visually classified in accordance with the Unified Classification System. Soil samples were retained for laboratory testing. A more detailed description of the field investigation is presented in Appendix A. Laboratory tests were performed on selected soil samples to evaluate their physical characteristics and engineering properties. The laboratory testing program was formulated with emphasis on the evaluation of natural moisture, and gradation of the materials encountered. Details of the laboratory test program and results of the laboratory tests are summarized in Appendix A. This information, along with the field observations, was used to prepare the final exploratory test pit logs in Appendix A. SOIL PROFILE AND SUBSURFACE CONDITIONS Based on our findings, the subsurface conditions encountered appeared to be typical of those found in the geologic region of the site. Our exploratory test pits revealed that the proposed lots and building sites to be generally underlain by approximately 1 to 2 feet of loose, silty fine sand with variable . amounts of gravel, roots, and organics (topsoil). In the exploratory test pits TP -1, TP -2, TP -3, TP-4, TP- Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092.01004 Sara Dcvebpmrnt,doc KA No. 092 -01004 February 20, 2001 Page No. 4 5, and TP -6 the above soils are underlain by 2 to 10 feet of loose to dense, fine to medium sand with variable amounts of silt and gravel (Kame- Terrace Deposits). The above soils were encountered in TP- 1, TP -3, and TP-4 to their termination depths. In the exploratory test pits TP -2, TP-4, TP -6, and TP -7 the Kame - Terrace deposits are underlain by approximately 4 to 9 feet of medium dense to dense silt with variable amounts of fine sand to stiff to very stiff lean clay (Transitional Beds) to their termination depths. In exploratory test pit TP -8 the topsoil is underlain by approximately 4 feet of loose, fine to medium sandy silt with variable amounts of gravel, asphalt, brick and floor tile rubble (Fill). The above fill is underlain by approximately 2 feet of loose, fine to medium sandy silt (Relic Topsoil). The relic topsoil is underlain by approximately 6 feet of stiff to very stiff lean clay (Transitional Beds) to TP -8 termination depth. Moisture contents of the sampled soil ranged from approximately 9 percent to 33 percent. For additional information about the soils encountered, please refer to the logs of the borings in Appendix A. SLOPE CHARACTERISTICS The southern portion of the property is occupied by a natural drainage gulch and is designated as an open space buffer area. The side slopes of the drainage gulch dip between approximately 18 and 33 degrees (33 to 65 percent grade). The slopes of the drainage gulch are heavily vegetated, and covered with forest duff limiting the exposure of soil to the creek cut. Besides the recent alluvial deposits (reworked glacial soils) along the creek channel, it appears that the creek channel is cut into the older weathered transitional beds. No apparent soil structures were observed (bedding dips, joints, or other contacts) due to erosion along the creek channel. However, trees along the drainage gulch slopes are tipped down slope, and or have curving trunks indicating soil creep over time. At ,the time of our visit the slopes appeared to be relatively stable, but recent rotational slide activity was observed along 43`d Avenue South, just south of proposed Lot -1. The recent slide scarp extends from approximately the intersection of South 137th Street and 43rd Avenue South for approximately 300 feet north. The toe of the slide was not observed due to heavy vegetation along the creek bed, but the slip plane most likely daylights along the creek at the base of the slope. A portion of the slope grades in the drainage gulch exceed 22 degrees (40 percent grade) shallow slides or soil slips involving the upper soil layers typically form on these slopes. They are typically caused by prolong rainfall and commonly produce debris flows. No recent shallow slides were observed, but the geomorphology of the drainage gulch indicates older shallow slide scars that have been overgrown. GROUNDWATER The exploratory test pit locations were checked for the presence of groundwater during and immediately following the excavation operations. Groundwater was encountered in exploratory test pits TP -1, TP -2, TP -3, and 'IT-6 between 2 and 9 feet below the existing ground surface. It should be recognized that water table elevations might fluctuate with time, being dependent upon seasonal precipitation, irrigation, land use, and climatic conditions, as well as other factors. Therefore, water level Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Developmai4doc ••�� .fir ; KA No. 092 -01004 February 20, 2001 Page No. 5 observations at the time of the field investigation may vary from those encountered during the construction phase of the project. The evaluation of such factors is beyond the scope of this report. Z SEISMIC CONDITIONS ,< z Ww According to the Seismic Zone Map of the United States contained in the 1997 Uniform Building Code, D the project site lies within Seismic The soils encountered exploratory test its were loose Seismic Risk Zone 3. pits 0 O to dense. The overall soil profile generally corresponds to seismic soil profiles SD as defined by Tale co 0 16 -J of the 1997 Uniform Building Code. Soil profile SD applies to a profile consisting of medium tux H dense to dense soils within the upper 100 feet of the profile. u. w0 CONCLUSIONS AND RECOMMENDATIONS J LL Based on the findings of our field and laboratory investigations, along with previous geotechnical 2 d experience in the project area, the following is a summary of our evaluations, conclusions, and H w Z'_- recommendations. After completion of the recommended site preparations, the parcel should be suitable O for the proposed developments. w I- Lu O • N O l-- The subject site is designated as a sensitive area, therefore falls under the Sensitive Area Ordinance w w Tukwila Municipal Code Chapter 18.45. Because of the variable topography over the site and the H H impact of the watercourse on the south portion of the site each proposed lot will be discussed LI Z individually below: w U= O ~ General Lot -1 Located on the south - southwest portion of the site. Lot -1 abuts a Type 2 watercourse according to Sensitive Area Ordinance Tukwila Municipal Code Chapter 18.45 in the code it states that a Type 2 watercourse requires a 35- foot -wide buffer on each side of the watercourse. This buffer is shown on the proposed 9 -lot short plat schematic layout, and also on the subject sites topographic map. Lot -1 also falls under areas of potential geologic instability because of slope areas greater than 40 .percent, and existing mappable landslide that closed 43`d Avenue South, portions of Lot -1 is defined as a Class 4 area. Since portions of the lot can be classified as Class 4 the proposed structure location shown on Lot -1 should in addition to its shown 35 foot offset from the required 35 foot buffer, have an additional set back of 20 feet. This is a total of approximately 90 feet from the creek and the base of the slope. However, it is a common practice for property owners with slopes of this nature to perform long -term observation of the slopes. It is recommended that slope areas be monitored and periodically examined to provide early recognition of slope changes and identify areas of potential concern. In addition it is recommended that the roof runoff, and footing drains from the proposed structure be tightlined into the existing storm drain system. Lot -2 Located on the southern portion of the site. Lot -2 abuts a Type 2 watercourse according to Sensitive Area Ordinance Tukwila Municipal Code Chapter 18.45 in the code it states that a Type 2 watercourse requires a 35- foot -wide buffer on each side of the watercourse. This buffer is shown on the proposed 9 -lot short plat schematic layout, and also on the subject sites Krazan & Associates, Inc. . Eleven Offices Serving The Westem United States 092.01004 Sara DcvelopmenLdoc Z KA No. 092 -01004 February 20, 2001 Page No. 6 topographic map. Lot -2 also falls under areas of potential geologic instability because of slope areas between 20 and 40 percent exist on the central and southeastern portions of Lot -2. Since the lot is underlain by relatively impermeable soils the lot should be classified as Class 3. The proposed structure location shown on Lot -2 should have an additional 20 -foot set back. This is a total of approximately 125 feet from the creek and the base of the slope. However, it is a common practice for property owners with slopes of this nature to perform long -term observation of the slopes. It is recommended that slope areas be monitored and periodically examined to provide early recognition of slope changes and identify areas of potential concem. In addition it is recommended that the roof runoff, and footing drains from the proposed structure be tightlined into the existing storm drain system. Lot -3 Located in the central portion of the site. Lot -3 southeast corner abuts a Type 2 watercourse according to Sensitive Area Ordinance Tukwila Municipal Code Chapter 18.45 in the code it states that a Type 2 watercourse requires a 35- foot -wide buffer on each side of the watercourse. This buffer is shown on the proposed 9 -lot short plat schematic layout, and also on the subject sites topographic map. Lot -3 also falls under areas of potential geologic instability because of slope areas between 20 and 40 percent exist on the central portions of Lot -3. Since the lot is underlain by relatively impermeable soils the lot should be classified as Class 3. The proposed structure location shown on Lot -3 is located near the central portion of an approximately 35 percent slope. It is our opinion that the construction of the proposed structure will not significantly affect the stability of the slope at . the site. However, it is a common practice for property owners with slopes of this nature to perform long -term observation of the slopes. It is recommended that slope areas be monitored and periodically examined to provide early recognition of slope changes and identify areas of potential concern. In addition it is recommended that the roof runoff, and footing drains from the proposed structure be tightlined into the existing storm drain system. Lot-4 Located on the west - central portion of the site. Lot-4 falls under areas of potential geologic instability because of slope areas between 20 and 40 percent exist on the central and western portions of Lot-4. Since the lot is underlain by relatively impermeable soils the lot should be classified as Class 3. The proposed structure location shown on Lot-4 is located near the toe of an approximately 30 percent slope. It is our opinion that the construction of the proposed structure will not significantly affect the stability of the slope at the site. However, it is a common practice for property owners with slopes of this nature to perform long -term observation of the slopes. It is recommended that slope areas be monitored and periodically examined to provide early recognition of slope changes and identify areas of potential concern. In addition it is recommended that the roof runoff, and footing drains from the proposed structure be tightlined into the existing storm drain system. Lot -5 Located on the east - central portion of the site. Lot -5 falls under areas of potential geologic instability because of the short plat location. Lot -5 slopes generally to the northeast at 10 percent or less. Since the lot slopes at 10 percent or less, in accordance with the Sensitive Area Ordinance Tukwila Municipal Code Chapter 18.45, the lot should be classified as Class 1. Lot -6 Located on the east - central portion of the site. Lot -6 falls under areas of potential geologic instability because of the short plat location. Lot -6 slopes generally to the northeast at 8 percent Krazan & Associates, Inc. Eleven Offices Serving The Western United States 09201004 San Deve1opmenldoc •^'s.. KA No. 092 -01004 February 20, 2001 Page No. 7 or less. Since the lot slopes at 8 percent or less, in accordance with the Sensitive Area Ordinance Tukwila Municipal Code Chapter 18.45 the lot should be classified as Class 1. Lot -7 Located on the northwestern portion of the site. Lot -7 falls under areas of potential geologic instability because of slope areas between 20 and 40 percent exist on the central and western portions of Lot -7. Since the lot is underlain by relatively permeable soils the lot should be classified as Class 2. The proposed structure location shown on Lot -7 is located near the toe of an approximately 28 percent slope. It is our opinion that the construction of the proposed structure will not significantly affect the stability of the slope at the site. However, it is a common practice for property owners with slopes of this nature to perform long -term observation of the slopes. It is recommended that slope areas be monitored and periodically examined to provide early recognition of slope changes and identify areas of potential concern. In addition it is recommended that the roof runoff, and footing drains from the proposed structure be tightlined into the existing storm drain system. Lot -8 Located on the north portion of the site. Lot -8 falls under areas of potential geologic instability because of the short plat location. Lot -8 slopes generally to the northeast at 20 percent or less. Since the lot slopes at 20 percent or less, in accordance with the Sensitive Area Ordinance Tukwila Municipal Code Chapter 18.45 the lot should be classified as Class 1. Lot -9 Located on the north portion of the site. Lot -9 falls under areas of potential geologic instability because the lot slopes between 20 and 40 percent to the northeast. Since the lot is underlain by relatively permeable soils the lot should be classified as Class 2. The proposed structure location shown on Lot -9 is located on the upper portion of an approximately 25 percent slope. It is our opinion that the construction of the proposed structure will not significantly affect the stability of the slope at the site. However, it is a common practice for property owners with slopes of this nature to perform long -term observation of the slopes. It is recommended that slope areas be monitored and periodically examined to provide early recognition of slope changes and identify areas of potential concern. In addition it is recommended that the roof runoff, and footing drains from the proposed structure be tightlined into the existing storm drain system. Erosion and Sediment Control Erosion and sediment control (ESC) is used to minimize the transportation of sediment to wet lands, streams, lakes, drainage systems, and adjacent properties. Regulations to control erosion are contained in the City of Tukwila Municipal Code and in other codes and ordinances of the city. Since the southern portion of the subject site is part of an existing watercourse, the ESC will need to be site specific. This may require more conservative Best Management Practices (BMPs) for the control of erosion and entrained sediment. This may include limiting the soil and foundation work to the dry season, and more stringent cover requirements, in order to maintain and protect surface water quality. As a minimum, the following basic recommendations should be incorporated in the design of the erosion and sediment control features of the site: Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Developmentdoc r The exploratory test pits encountered loose soils to a depth of 3 to 6 feet throughout the site. This material should be overexcavated to the level of medium dense soils.. The resulting excavations can be filled with Geotechnical engineer approved on site native soil, or imported structural fill to footing subgrade. This fill material should be within ± 2 percent of optimum moisture, and recompacted to a minimum of 95 percent of maximum dry density based on ASTM Test Method D1557. In addition, fat clay was encountered in test pit TP-4. Fat clay has a high shrink/swell potential and may cause differential movement of floor slabs and shallow foundations. The fat clay should be removed to a level where a minimum of 2 feet of non - expansive fill (approved native or imported structural fill) can be provided beneath floor slabs and foundation elements During wet weather conditions, typically October through May, subgrade stability problems and grading difficulties may develop due to excess moisture conditions, disturbance sensitive soils and/or the presence of perched groundwater. Construction during the extended wet weather periods could create the need to overexcavate exposed soils if they become disturbed and cannot be recompacted due to elevated moisture content and or weather conditions. If overexcavation is necessary, it should be Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092.01004 Sara Development.doc KA No. 092 -01004 February 20, 2001 Page No. 9 confirmed through continuous monitoring and testing by a qualified geotechnical engineer or senior geologist. Soils that have become unstable may require drying and recompaction. Selective drying may be accomplished by scarifying or windrowing surficial material during extended periods of dry warm weather. If the soils cannot be dried back to a workable moisture condition, remedial measures may be required. General project site winterization should consist of placement of aggregate base and protection of exposed soils during the construction phase. Any buried structures encountered during construction should be properly removed and backfilled. Excavations, depressions, or soft and pliant areas extending below planned finish subgrade level should be cleaned to firm undisturbed soil, and backfilled with structural fill. In general, any septic tanks, underground storage tanks, debris pits, cesspools, or similar structures should be entirely removed. Concrete footings should be removed to an equivalent depth of at least 3 feet below proposed footing elevations or as recommended by the Geotechnical engineer. The resulting excavations should be backfilled with structural fill. A representative of our firm should be present during all site clearing and grading operations to test and observe earthwork construction. This testing and observation is an integral part of our service as acceptance of earthwork construction is dependent upon compaction of the material and the stability of the material. The Geotechnical engineer may reject any material that does not meet compaction and stability requirements. Further recommendations of this report are predicated upon the assumption that earthwork construction will conform to recommendations set forth in this section and the Structural fill section. Groundwater Influence on Structures /Construction Groundwater was encountered in exploratory test pits TP-1, TP -2, TP -3, and TP -6 between 2 and 9 feet below the existing ground surface. The groundwater elevations are most likely caused by hillslope hydrology this is the process of groundwater flowing down gradient to a low point in this case the watercourse on the south portion of the site, and the Duwamish River valley. The Kame - Terrace deposits deposited on the site slopes can be considered to be relatively permeable. The Kame - Terrace deposit sands overlie the relatively impermeable Transitional Beds, resulting in horizontal migration of the groundwater within the overlying permeable soils. The gradient of the groundwater at the site is anticipated to roughly match the topography of the site. The use of a temporary dewatering system should be anticipated during excavation work for the proposed residential structures. Design of temporary dewatering system to remove groundwater should be the responsibility of the contractor. Structural Fill A portion of the existing soils may be suitable for reuse as non - expansive structural fill provided it is relatively free from organic material. We recommend that a representative of Krazan & Associates be on -site during excavation to determine which soils are suitable for structural fill. Krazan & Associates, Inc. Eleven Offices Serving The Western United States b1. 092.01004 Sara Developrnat.doc KA No. 092 -01004 February 20, 2001 Page No. 10 Imported structural fill material should consist of well graded gravel or a sand and gravel mixture with a maximum grain size of 1 '/z inches and less than 5 percent fines. All Structural fill material should be submitted for approval to the Geotechnical Engineer at least 48 hours prior to delivery to the site. Fill soils should be placed in lifts approximately 6 to 8 inches thick, moisture- conditioned as necessary, (moisture content of soil shall not vary by more than ±2 percent of optimum moisture) and compacted to 95 percent of the maximum density based on ASTM Test Method D1557. Additional lifts should not be placed if the previous lift did not meet the required dry density or if soil conditions are not stable. Drainage and Landscaping The ground surface should slope away from building pad and pavement areas toward appropriate drop inlets or other surface drainage devices. It is recommended that adjacent exterior grades be sloped a minimum of 2 percent for a minimum distance of 5 feet away from structures. Roof drains should be tightlined away from foundations. Subgrade soils in pavement areas should be sloped a minimum of 1 percent and drainage gradients maintained to carry all surface water to collection facilities and off -site. ,These grades should be maintained for the life of the project. Utility Trench BackfilI Utility trenches should be excavated according to accepted engineering practice following OSHA (Occupational Safety and Health Administration) standards by a contractor experienced in such work. The responsibility for the safety of open trenches should be borne by the contractor. Traffic and vibration adjacent to trench walls should be minimized; cyclic wetting and drying of excavation side slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater flow into open excavations could be experienced, especially during or shortly following periods of precipitation. Sandy soil conditions were encountered in the upper soils at the site. These cohesionless soils have a tendency to cave in trench wall excavations. Silts and lean clay soils were also encountered at the site. Even though these soils are considered cohesive, due to bedding and joint (fracture) planes in the soil they will also cave in trench wall excavations. Shoring or sloping back trench sidewalls may be required within these soils. All utility trench backfill should consist of structural fill. Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. The upper 2 feet of utility trench backfill placed in pavement areas should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. Below 2 feet, utility trench backfill in pavement areas should be compacted to at least 90 percent of the maximum dry density based on ASTM Test Method D1557. Pipe bedding should be in accordance with pipe manufacturer's recommendations. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 San Dcvclopmrntdoc KA No. 092 -01004 February 20, 2001 Page No. 13 Exterior footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Interior footings should have a minimum depth of 12 inches below pad subgrade (soil grade) or adjacent exterior grade, which ever is lower. Footings should have a minimum width of 12 inches regardless of load. If constructed as recommended. The total settlement is not expected to exceed 1 inch. Differential settlement, along a 20 -foot exterior wall footing, or between adjoining column footings, should be less than 1/2 inch, producing an angular distortion of 0.002. Most settlement is expected to occur during construction, as the loads are applied. However, additional post - construction settlement may occur if the foundation soils are flooded or saturated or if a strong seismic event results in liquefaction of the supporting granular soils. Seasonal rainfall, water run -off, or normal watering practice of trees and landscaping areas around the proposed buildings, should not flood and/or saturate footings. Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.30 acting between the base of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of 300 pounds per cubic foot acting against the appropriate vertical footing faces. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A 1/3 increase in the above value may be used for short duration, wind, or seismic loads. Testing. and Inspection A representative of Krazan & Associates, Inc. should be present at the site during the earthwork activities to confirm that actual subsurface conditions are consistent with the exploratory fieldwork. This activity is an integral part of our services as acceptance of earthwork construction is dependent upon compaction testing and stability of the material. This representative can also verify that the intent of these recommendations is incorporated into the project design and construction. Krazan & Associates, Inc. will not be responsible for grades or staking, since this is the responsibility of the Prime Contractor. LIMITATIONS Geotechnical engineering is one of the newest divisions of Civil Engineering. This branch of Civil Engineering is constantly improving as new technologies and understanding of earth sciences improves. Although your site was analyzed using the most appropriate current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to improvements in the field of Geotechnical engineering, physical changes in the site either due to excavation or fill placement, new agency regulations or possible changes in the proposed structure after the time of completion of the soils report may require the soils report to be professionally reviewed. In light of this, the Owner should be aware that there is a practical limit to the usefulness of this report Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092.01004 Sara Deve1opnrnadoc • KA No. 092 -01004 February 20, 2001 Page No. 13 Exterior footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Interior footings should have a minimum depth of 12 inches below pad subgrade (soil grade) or adjacent exterior grade, which ever is lower. Footings should have a minimum width of 12 inches regardless of load. If constructed as recommended. The total settlement is not expected to exceed 1 inch. Differential settlement, along a 20 -foot exterior wall footing, or between adjoining column footings, should be less than '/Z inch, producing an angular distortion of 0.002. Most settlement is expected to occur during construction, as the loads are applied. However, additional post - construction settlement may occur if the foundation soils are flooded or saturated or if a strong seismic event results in liquefaction of the supporting granular soils. Seasonal rainfall, water run -off, or normal watering practice of trees and landscaping areas around the proposed buildings, should not flood and/or saturate footings. Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.30 acting between the base of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of 300 pounds per cubic foot acting against the appropriate vertical footing faces. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A 1/3 increase in the above value may be used for short duration, wind, or seismic loads. Testing and Inspection A representative of Krazan & Associates, Inc. should be present at the site during the earthwork activities to confirm that actual subsurface conditions are consistent with the exploratory fieldwork. This activity is an integral part of our services as acceptance of earthwork construction is dependent upon compaction testing and stability of the material. This representative can also verify that the intent of these recommendations is incorporated into the project design and construction. Krazan & Associates, Inc. will not be responsible for grades or staking, since this is the responsibility of the Prime Contractor. LIMITATIONS Geotechnical engineering is one of the newest divisions of Civil Engineering. This branch of Civil Engineering is constantly improving as new technologies and understanding of earth sciences improves. Although your site was analyzed using the most appropriate current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to improvements in the field of Geotechnical engineering, physical changes in the site either due to excavation or fill placement, new agency regulations or possible changes in the proposed structure after the time of completion of the soils report may require the soils report to be professionally reviewed. In light of this, the Owner should be aware that there is a practical limit to the usefulness of this report Krazan & Associates, Inc. . Eleven Offices Serving The Western United States 092 -01004 Sara Devebpercm.doc • KA No. 092 -01004 February 20, 2001 Page No. 14 without critical review. Although the time limit for this review is strictly arbitrary, it is suggested that two years be considered a reasonable time for the usefulness of this report. Foundation and earthwork construction is characterized by the presence of a calculated risk that soil and groundwater conditions have been fully revealed by the original foundation investigation. This risk is derived from the practical necessity of basing interpretations and design conclusions on limited sampling of the earth. The recommendations made in this report are based on the assumption that soil conditions do not vary significantly from those disclosed "during our field investigation. If any variations or undesirable conditions are encountered during construction, the Geotechnical engineer should be notified so that supplemental recommendations can be made. The conclusions of this report are based on the information provided regarding the proposed construction. If the proposed construction is relocated or redesigned, the conclusions in this report may not be valid. The Geotechnical engineer should be notified of any changes so the recommendations can be reviewed and reevaluated. This report is a geotechnical engineering investigation with the purpose of evaluating the soil conditions in terms of foundation design. The scope of our services did not include any environmental site assessment for the presence or absence of hazardous and/or toxic materials in the soil, groundwater or atmosphere, or the presence of wetlands. Any statements, or absence of statements, in this report or on any boring log regarding odors, unusual or suspicious items, or conditions observed are strictly for descriptive purposed and are not intended to convey engineering judgment regarding potential hazardous and/or toxic assessment. The geotechnical information presented herein is based upon professional interpretation utilizing standard engineering practices and a degree of conservatism deemed proper for this project. It is not warranted that such information and interpretation cannot be superseded by future geotechnical developments. We emphasize that this report is valid for this project as outlined above, and should not be used for any other site. Krazan & Associates, inc. Eleven Offices Serving The Western United States 092.01004 Sara Dcvck p rat.doc EL \ • nve-In � _ •• : heatea' 1, • Duwa �,�� X75,.• , :la alle6": • 1.' • tit . i • t • l 599 .10 Foot , ilIIiIk Eartingtori Park adio mower: so c t 47 Hi Pa ARV S1Th LOCATION 1. Ltd „-., i �� ! �� Irk s��:j- • . "Mk Cy 299 '•y,' 11L- t' VMS iverton'-`Vnl li l 1 MIEVIDE 1 l'ote: Figure generated from TOPO! ®. 3 oft 1 KRAZAN & ASSOCIATES 19501 144th Ave. NE #F -300 Woodinville, WA 98072 . 425 -485 -5519 FIGURE 1— VICINITY MAP Location: Tukwila, Washington Job No. : 092 -01004 Client: Sara Development Date: 2 -20 -01 Logs of Test Pits Laboratory Testing • ., Appendix A Page A.1 APPENDIX A FIELD AND LABORATORY INVESTIGATIONS Field Investigation The field investigation consisted of a surface reconnaissance and a subsurface exploratory program. Eight exploratory test pits were excavated. The exploratory test pit locations are shown on the site plan. Elevations shown on the boring logs were interpolated from topographic information provided by others. The depths are from the existing ground surface at the time the borings were drilled. The soils encountered were logged in the field during the exploration and, with supplementary laboratory test data, are described in accordance with the Unified Soil Classification System. Soil samples were obtained from the exploratory test pit sidewalls or from the bottom of the exploratory test pit. All samples were returned to our Woodinville laboratory for evaluation. Laboratory Investigation The laboratory investigation was programmed to determine the physical and mechanical properties of the foundation soil underlying the site. Test results were used as criteria for determining the engineering suitability of the surface and subsurface materials encountered. In situ moisture contents, sieve analysis tests, and Atterberg Limit test were determined for the samples representative of the subsurface material. These tests, supplemented by visual observation, comprised the basis for our evaluation of the site material. The logs of the exploratory test pits and laboratory determinations are presented in this Appendix. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Dcveloprnent.doc z re tu QQ2 -J C.) U0 coc3 J• = Fr N w w 0 2 g w Q co d ui ? F- Z O. w w 0 0- 111 F- u. O .. z w • = O 1' z A CROSS SECTION A -A' 150 Elevation (ft) 140 130 I 140 I I I I I 120 • Surface Profile—^. 130 120 110 Surface P ofile -- 120 ( T °�� ' 100 creek I Wlipnmenl 110 100 90 100 90 I Surface Profile ' 90 i 0 50 100 150 200 250 300 (ft) B' CROSS SECTION B' -B B 140 Elevation (ft) ( Proposed Building Location —, 140 130 I 130 I I I 120 120 110 Surface P ofile -- 110 100 creek I Wlipnmenl 100 90 90 I 0 50 100 150 200 250 300(ft) Note: Site Plan Developed From Drawing Provided By Sarah Development , Inc. Finish Floor elevations have not been established 'at this time. The structures shown on'slope areas reflect proposed placement . Cross Sections Sarah Development Job Number: 092 - 01004 Date: February 15, 2001 Krazan & ASSOCIATES, INC Z Z re 2 —.I C.) U O rv� 0 CO 111 J-- W O• r u_ 4 = Ci _. Z� I-O Z F— W U • 0 O- O I— WW • O w Z = O F. • • CROSS SECTION A -A' CROSS SECTION B' -B B anon (n) E roposed Building Location 140 150 140 Surface Pro a --■A 130 I 1 i 130 Toposea Bulta g Luoduon Surface Isofile '�A. 120 110 Creek Lllgnment 110 i Eurface Profile —yam_ 90 100 ` 50 100 150 200 250 300(ft) 90 50 100 150 200 250 300(ft) CROSS SECTION B' -B B anon (n) E roposed Building Location 140 130 I 1 i 120 Surface Isofile '�A. 110 Creek Lllgnment 100 90 50 100 150 200 250 300(ft) thing Provided By Sarah Development , Inc. established at this time. reflect proposed placement . Cross Sections Sarah Development Figure 3 Job Number: 092 - 01004 Drawn By: WRJ Date: February 15, 2001 Krazan & ASSOCIATES, INC. Reviewer! By C.6 /T G.B Drawing Number. 2 Drawing Type: Site Plan s LEGEND Test Pit Location Existing Structures • Proposed New Construction Proposed Setback (Krazan) Topography Line (2 foot Intervals) Cross - section Line • Creek Alignment TP -1 0 Contou Note: Site Plan Developed From Drawing Provided By Sarah Development , Inc. Site Plan Sarah Development Scale: 1 in =60 feet Job Number: 092 - 01001 Date: February 15, 2001 1 \,1 azan. d ASSOC M Project: Residential Development Log of Test Pit 1 Project No: 092 -01004 Client: Sara Development Figure: A -1 Location: Tukwila, WA Logged By: ALH Depth to Water 2.0 feet, very heavy flow 1 1 SUBSURFACE PROFILE SAMPLE Moisture Content ( %) 20 40 60 80 Remarks fDepth _ .2 Description Sample Number v r Ground Surface 0 0� ., illililli i. Il Il.III SILTY SAND WITH GRAVEL (SM) Very dark brown, fine to medium grained sand, black bent' roots, loose, wet_ ST o�soil 7 WELL GRADED SAND WITH GRAVEL (SW) Dark yellowish brown, fine to coarse grained sand, loose to medium dense grading to dense, wet. (Kame- Terrace Deposit) 5—;.:',:. ..': Groundwater flow at 2 feet appears to come from an old stream channel. • ---� G-1 5— G -2 10 — J 1 15— 1 - 20— End of Test Pit Massive caving from surface • 15- i I _ i 20 I Method: Caterpillar 416C Krazan and Associates Excavation Date: 1/23/01 1501 -15th Street NW Contractor: Northwest Excavating Suite 106 Auburn, Washington 98002 Sheet:1 of 1 Project: 092 -01004 Log of Test Pit 2 Project No: 092 -01004 Client: Residential Development Figure: A -1 Location: Sara Development Logged By: ALH Depth to Water 5.5 feet, Tight seepage ' ISUBSURFACE PROFILE [ SAMPLE Moisture Content ( %) 20 40 60 80 Remarks Depth O E Description Sample Number .c m - Ground Surface 0 • . 0 1111111 ii 1.111 SILTY SAND WITH GRAVEL (SM) Very dark brown, fine to medium grained sand, black berry roots, loose, wet. gogso . • - POORLY GRADED SAND WITH SILT (SP -SM) Light yellowish brown, fine to medium grained sand, trace gravel, moist. Weathered Kame - Terrace Deposit2 5 10 = • `:.° G-1 5— • POORLY GRADED SAND W/SILT AND GRAVEL (SP -SM) G -2 9l;lil�' 1f I ll�l I Ul I I i Light gray, fine to medium grained sand, loose to medium dense grading to dense, very moist. QKame- Terrace Deposit SILTY SAND WITH GRAVEL (SM) Grayish brown, fine to medium grained sand, occasional cobbles and boulders and decomposed granite stones, very moist. LGlacial till SILT WITH SAND (ML) Light gray, very fine grained sand, moist. (Transitional Beds) - _(_; G -3 - • I G-4 10 G-5 .--i 15 1 20 End of Test Pit 15- 20 Method: Caterpillar 416C Krazan and Associates Excavation Date: 1/23/01 1501 -15th Street NW Contractor: Northwest Excavating Suite 106 Auburn, Washington 98002 Sheet: 1 of 1 Project: Residential Development Log of Test Pit 3 Project No: 092 -01004 Client: Sara Development Figure: A -3 Location: Tukwila, WA Logged By: ALH Depth to Water 2.0 feet, light flow SUBSURFACE PROFILE SAMPLE Moisture Content ( %) 20 40 60 80 i 1 t i Remarks Depth Symbol Description . Sample Number aa) in ( Ground Surface 0 0 111111 II1 111111 I 11111 I I11111111i I111,1 ,011 1 I {111 .0 1 I I 11 II1 {111 1 11 1 I {{I I I SILTY SAND WITH GRAVEL (SM) wet. Very dark brown, fine to medium grained sand, loose, STopsoif SILTY SAND WITH GRAVEL (SM) Grayish brown, fine to medium grained sand, moist to wet (Glacial till like below 5 feet). { Kame- Terrace Deposit) ( { { ' �' 10 ,` 151 20 End of Test Pit 15- 20 , Method: Caterpillar 416C Krazan and Associates Excavation Date: 1/23/01 1501 -15th Street NW Contractor: Northwest Excavating Suite 106 Auburn, Washington 98002 Sheet: 1 of 1 Project: Residential Development Log of Test Pit 4 Project No: 092 -01004 Client: Sara Development Figure: A-4 Location: Tukwila, WA • Logged By: ALH Depth to Water Not Observed SUBSURFACE PROFILE SAMPLE Moisture Content %) 20 40 60 80 t i r Remarks , Depth Symbol Description Sample Number ` I - L aa. o Ground Surface 0 0 l" lilli . SILTY SAND WrrH GRAVEL (SM) Very dark brown, fine to medium grained sand, loose, i ■ ,„ w ; =. wet. gopsoilL POORLY GRADED SAND WITH SILT (SP -SM) brown, fine to medium grained sand, loose, moist. Tame-Terrace Deposit' FAT CLAY (CH) Grayish brown, minor fracturing, stiff to very stiff, moist. (Transitional Beds) r 10 5 ! — G -1 10 r-^, I 1 End of Test Pit . • 1 15— 20 15 20 Method: Caterpillar 416C Krazan and Associates Excavation Date: 1/23/01 1501 - 15th Street NW Contractor: Northwest Excavating Suite 106 Auburn, Washington 98002 Sheet: 1 of 1 + k/ a�: yCY. 'l,4.V.= '{�:AF;.•w�ti,(.Lnyi+.i ry.a4; 4y4.4 : ..A.! • • Project: Residential Development Client: Sara Development Location: Tukwila WA Depth to Water Not Observed Log of Test Pit 5 Project No: 092 -01004 Figure: A -5 Logged By: ALH SUBSURFACE PROFILE r cu n 0 0 rn Description SAMPLE a0 .o E a .c E a c/) 0 Moisture Content ( %) 20 40 60 80 t Remarks Ground Surface SILTY SAND WITH GRAVEL. (SM) Very dark brown, fine to medium grained sand, loose, wet. _(Topsoil SILTY SAND WITH GRAVEL Yellowish brown, fine to coarse grained sand. Small lenses/layers of silt and clean sand and occasional cobbles, loose to medium dense, moist. (Somewhat glacial till -like in appearance.) (Kame - Terrace Deposit) End of Test Pit 15 0 10 15— 20 Method: Caterpillar 416C Contractor: Northwest Excavating Krazan and Associates 1501 - 15th Street NW Suite 106 Auburn, Washington 98002 Excavation Date: 1/23/01 Sheet: 1 of 1 • • Project: Residential Development Log of Test Pit 6 Project No: 092 -01004 Client: Sara Development Figure: A -6 Location: Tukwila WA Logged By: ALH Depth to Water 9.0 feet very light seepage SUBSURFACE PROFILE SAMPLE Moisture Content ( %) 20 40 60 80 Remarks Depth Symbol Description Sample Number v .a a Ground Surface 0 9I'P{IIi i1IiI, iirilli SILTY SAND WITH GRAVEL (SM) Very dark brown, fine to medium grained, loose, wet. ' STopsoill SILTY SAND (SM) ( Grayish brown, fine grained sand, loose, moist. SKame- Terrace Deposit) LEAN CLAY (CL) l` 5 10 II � it�' -� , /4 Gray, some fracturing and minor slickensides, very stiff, moist. (Transitional Beds) 5— G -1 - 10— ., - 15— .. _ 20— - End of Test Pit - 15— , I - i 20 1 , Krazan and Associates Method: Caterpillar 416C Excavation Date: 1/23/01 1501 - 15th Street NW Contractor: Northwest Excavating Suite 106 Auburn, Washington 98002 Sheet: 1 of 1 Project: Residential Development Log of Test Pit 7 Project No: 092 -01004 Client: Sara Development Figure: A -7 Location: Tukwila, WA Logged By: ALH Depth to Water Not Observed SUBSURFACE PROFILE SAMPLE Moisture Content (%) 20 40 60 80 i 1 Remarks Depth Symbol 1 Description Sample Number Depth (ft) Ground Surface 0 , 0 SILTY SAND (SM) Very dark brown, fine to medium grained sand, loose, wet. STopsoilj SANDY SILT (ML) Grayish brown, fine grained sand, medium dense, moist. gransitional Beds) LEAN CLAY (CL) Gray, stringers and lenses/layers of fine sand and occasional drop stone, stiff to very stiff, moist. ! 1 5 0--/ 5 10 15] 1 20 End of Test Pit . 15 20 Method: Caterpillar416C Krazan and Associates Excavation Date: 1/23/01 1501 - 15th Street NW Contractor: Northwest Excavating Suite 106 Auburn, Washington 98002 Sheet: 1 of 1 Project: Residential Development Log of Test Pit 8 Project No: 092 -01004 Client: Sara Development Figure: A -8 Location: Tukwila, WA Logged B gg By: ALH Depth to Water Not Observed SUBSURFACE PROFILE SAMPLE Moisture Content ( %) 20 40 60 80 Remarks Depth Symbol ' Description Sample Number 0 0 Ground Surface • SILTY SAND (SM) Very dark brown, fine to medium grained sand, loose, f wet. goasoi) J SANDY SILT (ML) Grayish brown, fine to medium grained sand, concrete and asphalt rubble, broken brick, floor tile, and gravel, soft/ loose, moist to very moist. _ I 5-1 Till SANDY SILT Dark brown, fine to medium grained, soft, moist (Old topsoil) j 1 10 %f LEAN CLAY (CL) Grayish brown, stiff to very stiff, moist to wet. (Transitional Beds) 1 I I I 1 I I I - 15 1 y 20-1 End of Test Pit I 15— _ I I . � I 20 1� Method: Caterpillar 416C Krazan and Associates Excavation Date: 1/23/01 1501 - 15th Street NW Contractor. Northwest Excavating Suite 106 Auburn, Washington 98002 Sheet: 1 of 1 • • 1 II • PERCENT FINER Particle Size Distribution Report Project: Sara Development Client: Sara Development, Inc. Project No.: 09201004 Sample No: 7104(1) Location: TP -1 G2 100 90 80 70 60 50 40 30 20 10 0 s £ Source of Sample: Date: 2 -9 -01 Elev./Depth: .1. 500 100 10 1 GRAIN SIZE - mm 01 0.01 0.001 % COBBLES % GRAVEL % SAND , , % FINES CRS. FINE CRS. MEDIUM FINE SILT CLAY 0.0 . 0.0 22.6 8.5 17.8 46.6 4.5 SIEVE SIZE PERCENT FINER SPEC.' PERCENT PASS? (X =NO) .75 in. 100.0 .625 in. 93.1 .5 in. 88.8 .375 in. 85.7 .25 in. 80.6 #4 77.4 #10 68.9 #20 61.5 #30 57.8 #40 51.1 #50 43.1 #60 36.5 #100 19.8 #200 4.5 (no specification provided) Soli Description Light brown, well graded SAND with gravel PL= D85= 8.97 D30= 0.209 Cu= 7.24 USCS= SW Sample 7104(1) Location: TP -1 G2 F.M.= 2.16 Atterberq Limits LL= PI= Coefficients D60= 0.717 D15= 0.124 Cc= 0.61 Classification AASHTC= Remarks DSq= 0.402 D10= 0.0989 Plate A -9 LIQUID AND PLASTIC LIMITS TEST REPORT PLASTICITY INDEX u O O w 0 a. •-•1 O O Dashed line indicates the approximate / / upper limit boundary for natural soils // / / -- / / / / / �O o e — / • / i // / / / O� G>,. • I / ML rOL MH or OH Mi% YA v f 10 30 50 70 90 110 LIQUID LIMIT MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS • Yellowish gray SILT with sand 33 24 9 ML Project No. 09201004 Client Sara Development, Inc. Project: Sara Development • Location: TP -2 G5 Remarks: • Sample 7104(2) location: TP -2 G5 LIQUID AND PLASTIC LIMITS TEST REPORT KRAZAN & ASSOCIATES, INC. Plate A-10 LIQUID AND PLASTIC LIMITS TEST REPORT PLASTICITY INDEX `� o J.. V 0 _ O O O C Dashed line indicates the approximate `l upper limit boundary for natural soils / / ' / /' / /' �o O G�` - / / / / / / / ' • t i /' / / / Oi G>' O\I • ML or OL MH or OH ice' 1 CW 10 30 50 70 ', 90 110 LIQUID UMrr MATERIAL DESCRIPTION LL PL PI %c#40 %c#200 USCS • Yellowish gray fat clay 56 27 29 CH Project No. 09201004 Client: Sara Development, Inc. Project: Sara Development • Location: TP-4 Si Remarks: • Sample 7104(3) location: TP-4 SI LIQUID AND PLASTIC LIMITS TEST REPORT KRAZAN & ASSOCIATES, INC. Plate A-11 Earthwork Specifications • a XIQNEddV Z NW JU 00 W= J CO WO LL Q' D. a. W Z�: F- O H-• ut 2p U O -U2' O H- W W_ IL I- 0. W - Z' H O H z Appendix B Page B.1 • APPENDIX B EARTHWORK SPECIFICATIONS GENERAL When the text of the report conflicts with the general specifications in this appendix, the recommendations in the report have precedence. SCOPE OF WORK: These specifications and applicable plans pertain to and include all earthwork associated with the site rough grading, including but not limited to the furnishing of all labor, tools, and equipment necessary for site clearing and grubbing, stripping, preparation of foundation materials for receiving fill, excavation, processing, placement and compaction of fill and backfill materials to the lines and grades shown on the project grading plans, and disposal of excess materials. PERFORMANCE: The Contractor shall be responsible for the satisfactory completion of all earthwork in accordance with the project plans and specifications. This work shall be inspected and tested by a representative of Krazan and Associates, Inc., hereinafter known as the Geotechnical engineer and/or Testing Agency. Attainment of design grades when achieved shall be certified to by the project Civil Engineer. Both the Geotechnical engineer and the Civil Engineer are the Owner's representatives. If the Contractor should fail to meet the technical or design requirements embodied in this document and on the applicable plans, he shall make the necessary readjustments until all work is deemed satisfactory as determined by both the Geotechnical engineer and the Civil Engineer. No deviation from these specifications shall be made except upon ,written approval of the Geotechnical engineer, Civil Engineer or project Architect. No earthwork shall be performed without the physical presence or approval of the Geotechnical engineer. The Contractor shall notify the Geotechnical engineer at least 2 working days prior to the commencement of any aspect of the site earthwork. The Contractor agrees that he shall assume sole and complete responsibility for job site conditions during the course of construction of this project, including safety of all persons and property; that this requirement shall apply continuously and not be limited to normal working hours; and that the Contractor shall defend, indemnify and hold the Owner and the Engineers harmless from any and all liability, real or alleged, in connection with the performance of work on this project, except for liability arising from the sole negligence of the Owner or the Engineers. TECHNICAL REQUIREMENTS: All compacted materials shall be densified to a density not less that 95 percent of the maximum dry density as determined by ASTM Test Method D1557, as specified in the technical portion of the Geotechnical Engineer's report. The location and frequency of field density tests shall be as determined by the Geotechnical engineer. The results of these tests and compliance with these specifications shall be the basis upon which the Geotechnical engineer will judge satisfactory completion of work. SOILS AND FOUNDATION CONDITIONS: The Contractor is presumed to have visited the site and to have familiarized himself with existing site conditions and the contents of the data presented in the soil report. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Developmcntdoe Appendix B Page B.2 The Contractor shall make his own interpretation of the data contained in said report, and the Contractor shall not be relieved of liability under the contractor for any loss sustained as a result of any variance between conditions indicated by or deduced from said report and the actual conditions encountered during the progress of the work. DUST CONTROL: The work includes dust control as required for the alleviation or prevention of any dust nuisance on or about the site or the borrow area, or off -site if caused by the Contractor's operation either during the performance of the earthwork or resulting from the conditions in which the Contractor leaves the site. The Contractor shall assume all liability, including Court costs of codefendants, for all claims related to dust or windblown materials attributable to his work. SITE PREPARATION Site preparation shall consist of site clearing and grubbing and the preparations of foundation materials for receiving fill. CLEARING AND GRUBBING: The Contractor shall accept the site in this present condition and • shall demolish and/or remove from the area of designated project, earthwork all structures, both surface and subsurface, trees, brush, roots, debris, organic matter, and all other matter determined by the Geotechnical engineer to be deleterious. Such materials shall become the property of the Contractor and shall be removed from the site. Tree root systems in proposed building areas should be removed to a minimum depth of 3 feet and to such an extent which would permit removal of all roots larger than 1 inch. Tree root removed in parking areas may be limited to the upper 11/2 feet of the ground surface. Backfill or tree root excavation should not be permitted until all exposed surfaces have been inspected and the Geotechnical engineer is present for the proper control of backfill placement and compaction. Burning in areas, which are to receive fill materials, shall not be permitted. • SUBGRADE PREPARATION: Surfaces to receive Structural fill, building or slab loads shall be prepared as outlined above, scarified to a depth of 6 inches, moisture- conditioned as necessary, and compacted to 95 percent of the maximum dry density as determined by ASTM Test Method D1557. Loose and/or areas of disturbed soils shall be moisture conditioned and compacted to 95 percent of the maximum dry density as determined by ASTM Test .Method D1557. All ruts, hummocks, or other uneven surface features shall be removed by surface grading prior to placement of any fill material. All areas, which are to receive fill materials, shall be approved by the Geotechnical engineer prior to the placement of any of the fill material. EXCAVATION: All excavation shall be, accomplished to the tolerance normally defined by the Civil Engineer as shown on the project grading plans. All over excavation below the grades specified shall be backfilled at the Contractor's expense and shall be compacted in accordance with the applicable technical requirements. FILL AND BACKFILL MATERIAL: No material shall be moved or compacted without the presence of the Geotechnical engineer. Material from the required site excavation may be utilized for construction site fills provided the Geotechnical engineer gives prior approval. All materials utilized for Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092.01034 Sara DevcloplmnLdoe Appendix B Page B.3 constructing site fills shall be free from vegetation or other deleterious matter as determined by the Geotechnical engineer. PLACEMENT, SPREADING AND COMPACTION: The placement and spreading of approved fill materials and the processing and compaction of approved fill and native materials shall be the responsibility of the Contractor. However, compaction of fill materials by flooding, ponding, or jetting w shall not be permitted unless specifically approved by local code, as well as the Geotechnical engineer. j Both cut and fill shall be surface compacted to the satisfaction of the Geotechnical engineer prior to —J v final acceptance. U O U0 LLI SEASONAL LIMITS: No fill material shall be placed, spread, or rolled while it is frozen or thawing �. or during unfavorable wet weather conditions. When the work is interrupted by heavy rains, fill operations shall not be resumed until the Geotechnical engineer indicates that the moisture content and W O density of previously placed fill are as specified. g J Both cut and fill shall be surface compacted to the satisfaction of the Geotechnical engineer prior to = d Z I-. o. Z w 0 O — 0 W W • U' IL- O w H =. O H final acceptance. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 09201004 Sara Dcvelopmrntdoc Z • •— �.� krazan & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION August 9, 2001 KA Project No. 092 -01004 Mr. Behzad Chaudry Sara Development, Inc. Post Office Box 5544 Tukwila, Washington 98064 RE: Geotechnical Peer Review Sara Short Plat Tukwila, Washington Dear Mr. Chaudry, In accordance with your request, we have reviewed the Shannon & Wilson, Inc Geotechnical Peer Review Letter Dated July 25, 2001, and the City of Tukwila Notice of Complete Application letter Dated July 26, 2001, for the referenced project. The Shannon & Wilson Peer Review Letter indicates that the proposed lot lines, for the residential development, have been revised and we have reviewed these modifications. We understand that the lot lines have been reconfigured to permit house construction and installation of the proposed stormwater detention system on Lot 9. The location for the proposed stormwater detention system on Lot -9 was determined after our geotechnical engineering investigation. Since the nearest exploratory test pit, TP -5, is approximately 140 feet south of the proposed location, we recommend that additional subsurface exploration be performed to verify soil type and groundwater conditions for design and construction recommendations. The Shannon & Wilson letter states that, in their opinion, the explorations, analyses and recommendations for Lots 2 through 8 are generally appropriate. However, it is their opinion, that the lot line revisions may indicate a greater influence of the landslide areas on the proposed Lot 1 and Lot 9 construction, than was anticipated in our original Geotechnical Investigation Report, dated February 20, 2001. Based on our review of the original lot lines and the information obtained during our initial investigation, it is our opinion that the recommended slope setbacks, for the proposed construction, are generally adequate. It should be noted that an extensive subsurface exploration program (with relatively deep drilling and sampling) and a detailed slope stability analysis were not included in the scope of our original work. Based on the initial lot layout and our understanding of the planned construction, it was our opinion that such an extensive study was not warranted and would not be cost - effective, even after observing the slide area. Based on our field observations, it is our opinion that the observed slide is not as extensive as indicated by the Shannon & Wilson letter. The revised lot configuration may indicate a greater than expected landslide influence on Lot 1 and/or Lot 9. Should the City of Tukwila require a detailed study of the existiiggCEIVED CITY OF TUKWILA Eleven Offices Serving The Western United States 19501 144`f' Ave. NE #F300 •Woodinville, Washington 98072 • (425) 485 -5519 • Fax: (425) 485 -6837 Lim 5 PERMIT CENTER i KA No. 092 -01004 August 9, 2001 Page No. 2 landslide, we have provided a separate cost proposal to perform the study in conjunction with the recommended subsurface exploration work for the detention pond located on Lot 9. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOCIATES, INC. Chris Behrens Senior Engineering Geologist Pacific Northwest Division CB/TGB h Timothy G. Betkerle, P.E. Engineering Manager Pacific Northwest Division `EXPIRES: 11 /10 / O l- Krazan & Associates, Inc. Offices Serving The Western United States 3 '3A1- Hi or vi PACIFIC 0 tdvMamwv 4)(6160(6MM h hhbba 1111111 -- Nhahbn 0000000 J J J J J J J SUDDIVISON NOTES: LOT AREAS: A' . • 1 FILE COPY 6 C1TY OF TUKWtt.A • APPROVED JUN 212O4 AS NO EEO JILD NG DVltt4ON Cf rY RECEIVED rum MAY 1 1 2004 PilMIrCENTER INCOMPLETE c•s -a r 0 0 CO 0 0) 13 O co O O^ Mo LL) N N .1 tl ) N N Cr) .1 O ID O O 00 .1 O a) MM c.n in N N cu v v N co W H :a) C 1-E. •V O A` V;� } 4. r ft, :.1y1�g.lc 't • :La. NSp ;{: ICU " a , xc ;rs .11 • r f: to 4 LI „a �' u1 }- 8 x a j ' TOM O N U) C7 N z o 0 a -, Ll. ., z C U O DETAIL Page # 1 of 1 IW/3' -5 1/2' FLAT CANT LOW THEN SLOP BC W /3' -0" CANT LOW STUB 2 -1/2" L (STUB 8" LEFT 9' -1 1/2" SPAN R SUPT 251•6* 1- w 00 -1 18" VENT I 'PHONE #: ALAA N X u, N J } a m co o .1 TAIL CUT: JI PC 3 _tn 1 cu . ION: TC SIZE: 2X4 Kent - (253) 854 -4990 FAX (253) 854.0065 Tacoma - (253) 582 -1444 FAX (253) 588-4535 CONTACT / POSIT TRAILER Y /N: N 0 1-1 \\ N .1 N .1 N .-4 12 12 N .-4 N r-1 O O O 12 N .1 PLAN / ELEV. / GAR (RT /LFT): 0 o m 0 CUSTOMER P.O. #: Left Ovj N O r-4 0 0 12 N 41 0 O O 12 N .-f N 4-1 0 N .1 N r1 N 4-1 N 4--1 _ U F- 0.. lO lO 4.5 4.5/3 4.5 lD l0 ID lD ID ID ID tD ti) lD l0 l4 CUSTOMER NUMBER: (CUSTOMER JOB #: • w 0. COM BLKD 1COM ,MONO GE SPL SCIS MONO MONOS COM BLKD COM _ COM COM • w 0 o 0 PART GE 0 1:x 0 w 0 COM J COM w 0 LUS24 HUS26 2X4 VENTS _ I BUILDING MATERIALS DER MATERIAL 1 1ST TRUSS BID / OR 'CUSTOMER NAME/SH1P TO: 1 U SPAN FEET• INCHES• 16TH O M .Ni O CO .N1 13 3 8 00 M .m1 7 0 0 20 0 0 0 0 OZ 20 0 0 20 0 0 00 41 al CO 4-1 O) O 00 N O 00 N 25 6 0 25 6 0 I25 6 0 1 25 6 0 , - d .1 •1 .1 LO In .1 .1 CO d' .1 M r-f .1 .1 a) 4-4 l.0 01 r-1 LO • w J w m -i •-+ Q N <t r•+ CO N CO M m .-f 0 N 0 CO 0 d' 0 •1 0 N 0 •--4 w N w •-a u- N LL M LL cl' LL. :!7 C, �wT1N5+:VF'rr.'. s 2200-A.XLS t9 w w 0 0 to 0 CO 0 t(1 N In N N M v u LL LL .-4 O LO 0 O COO M ri 0 CT MM N N _• CD ca CD • CD W �� , s it :_u,�::. •I onfi�me .dr:�fo�Fabricafon�`f�:�r:�:- T�z4 w,��fr= �� "a= _- ° "Confirmed.by. !'fi c.... Vic.. _._-... -l-:r �.r� -. f;i : to g O f— O A t 6 N z 0 o ', DETAIL Page # l of 1 IW/3' -5 1/2" FLAT CANT LOW THEN SLOP BC W /3' -0" CANT LOW (STUB 2.1/2" L STUB 8" LEFT 19'4 1/2" SPAN R SUPT 25' -6" 18" VENT' 18" VENT ISUPT20'OTO12'L - C - ni • -,a • A y �:;�; -., F- ' Z i , ¢ Q. w 2 Z O 0 . ¢ . ESTIMAIUH: ALAA al LD 0 N J M 0 \ 0) I-- r1 °o lD m TAIL CUT: J PC • , ;; . A 1 w 0 a 4. LLJ O M ITC SIZE: 2X4 CD ON: Kent - (253) 854.4990 FAX (1b.) t554 -UUbS • Tacoma - (253) 582 -1444 FAX (253) 588.4535 f CONTACT / POSIT( CRANE Y/N: ¢ J N ,1 O \ \\ N r1 N r1 O O N .- I 12 "000"" r-1 r-I 1-1 N .--1 r 12 0 PLAN / ELEV.,(G`R(RT /LFT): I LOT / BLDG #: CUSTOMER P.O. #: Left ovE O O 0 O 0 0 �Ni 0 �N -1N-i 12 0 PITCH Lo � 4 4.5/3 � l0 (0 (o (0 (0 (0 � (0 (0 (0'-o 4.5 4.5 :R NUMBER: _R JOB #: TYPE 3LKD ) GE CIS MONO )S 3LKD GE 6 4 'ENTS w 0 C7 w 0 O c.)(5 w _ C.9 TRUSS BID / ORDER MATERIAL LIST (CUSTOMER NAME /SHIP TO: DELIVERY ADDRESS: . ti 0 SPAN FEET - INCHES -16TH 12 3 0 12 3 0 Co Cr) M ■-I COO 01 M .-1 o000 0000 0 N 0 N 0 N 0 N Coco •-1, al -4 Ol 0000 0 N .00 010 N to N to N 125 • 6 0 0 .o 10 N . 0 0 • . to N 25 0 0 0 0 t0 I N .-1 .-. a ,-4 10 10 r, .-, M �t ,-� m .-. .-4 .-4 ° 0) .-4 .-4 d• .-I N L ko J w .-I N m<< ri CO N CO M CO r-1 0 N 0 M 0 Ct 0 r-; 0 N 0 .-+ w N W .-+ u. N u- M U. c?' U. .--f Y N Y M Y T f7 0 ■ r v 41 d d b tit ea T 0 M 0 O on 4! 0 i 0 O c 0 v a E m 1- A E O z .tn co 10- 0 4) N X 0 8 2200- A3C.XLS z Z oc 0 00 W• = H U LL W0 2 u_ a N I W_ z 1— 0 Z I— W • W 0 0 Ca O N O F— W • W F— .Z w 0 F- z t MiTek° MiTek Industries, Inc. 818 Soundside Rd Edenton, NC 27932 Telephone 2521482 -7000 Fax 252/482-7115 Re: 2200 -A BAY DEVELOPMENT #6 -084 PLAN 2200 -A mis The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC West- Everett, WA Pages or sheets covered by this seal:R9443385 thruR9443401 My license renewal date for the state of Washington islanuary 24, 2004. EXPIRES: 01 -24 -04 June 20,2003 Anderson, Bob The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI -1995 Sec. 2. W re 2 00 co W =. J W0 u.Q Y.).d =w z1.- I- O Z 1- W U �. O N. � I- W• „ I- �. Z U =. OF" z EVVETT, WA- 9112105-3212 0 -0-0 1 1-0-0 i russ typo — t5ty PTy - bAY bi:QECOPMENTOTT4 PLAN 2200 =A cols R9443385 COMMON 1 1 Job Reference (optional) . sun "tf6TN fToklndustries, Inc. Fri Jun 20 077.99riT7003 Page i 0.0.0 6.1.8 12-3-0 6 -1.8 4x4 = C 6 -1.8 13.3.0 1.0.0 Scale a 1:23.3 3x4 = 0-0-0 6-1-8 12 -3-0 3x4 = 0-0-0 6.1 -8 6 -1.8 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.63 BC 0.40 WB 0.08 DEFL in (loc) 1/dell Vert(LL) -0.03 D -F >999 Vert(TL) -0.07 D -F >999 Horz(TL) 0.01 D n/a 1st LC LL Min Udef1= 240 PLATES MI120 Weight: 47 Ib GRIP 185/148 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud . OTHERS 2 X 4 HF Stud /Std REACTIONS (Ib /size) B= 574/0 -5 -8, D= 574/0 -5-8 Max Horz B= 39(Ioad case 7) Max Uplift B=- 142(Ioad case 7), D=- 142(load case 8) FORCES (Ib) - First Load Case Only TOP CHORD A -B =14, B -C= -532, C-D= -532, D -E =14 BOT CHORD B -F =471, D -F=471 WEBS C -F =118 BRACING TOP CHORD BOT CHORD Sheathed or 6 -0-0 oc purlins. Rigid ceiling directly applied or 10 -0-0 oc bracing. NOTES 1) This truss has been checked for uniform roof live Toad only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.0psf; occupancy category II; exposure C; enclosed;MWFRS Interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Truss designed for wind bads in the plane of the truss only. For studs exposed to wind (normal to the face), see MITek "Standard Gable End Detail" 4) Design load is based on 25.0 psi specHied roof snow load. 5) Unbalanced snow bads have been considered for this design. 6) All plates are 1.5x4 MI120 unless otherwise Indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 142 Ib uplift at joint B and 142 Ib uplift at joint D. LOAD CASE(S) Standard EXPIRES: 01 -24 -04 June 20,2003 Ak Warning • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE FADE MlI•7473 BEFORE USE Design valid tor use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applcabily of design paramenlers and proper Incorporalbn of component Is responsibility of bulding designer • not truss designer. Bracing shown • for lateral support of Individual web members only. Additional temporary bracbp to Insure stability during construction is the responalb•ty of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, ereclbn end bradng, consult QST418 Quality Standard, 058.89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onolrlo Drive, Madison, WI 53719 ' r, o 2200 -A c Truss A2 e��,- lark— rupsde-a.srs— Truss Type COMMON Oty 1 Ply 1 BAY DEVELOPMENT/i6-084 PLAN 2200 -A mis R9443386 Job Reference (optional) 0.0.0 8.1.8 .000 s Jun 9 2003 MiToK Industries, Inc. Fri Jun 20 07:06:40 2003 Page 1 0.0-0 12 -3-0 6-1-8 4x4 = 6-1-8 Selo = 1:21.5 xa = 8-1-8 D 1.5x4 II 12 -3 -0 1'404-0 6-1-8 8.1 -8 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES - Code UBC97 /ANSI95 CSI TC 0.63 BC 0.40 WB 0.08 DEFL in (loc) i/de6 Vert(LL) -0.03 C -D >999 Vert(LL) -0.07 C -D >999 Horz(TL) 0.01 C n/a 1st LC LL Min 1 /deft = 240 PLATES MI120 Weight: 34 Ib GRIP 185/148 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud REACTIONS (Ib /size) M 495/0 -5 -8, C= 495/0 -5-8 Max Horz A=- 29(load case 5) Max Uplift A — 108(load case 7), C= 108(load case 8) FORCES (Ib) - First Load Case Only TOP CHORD A-B=-532, B -C =-532 BOT CHORD A- D=471, C -D =471 WEBS B -D =118 BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.0psf; occupancy category II; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load Is based on 25.0 psf specified root snow bad. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 Ib uplift at Joint A and 108 Ib uplift at joint C. LOAD CASE(S) Standard EXPIRES: 01 -24 -04 June 20,2003 ♦ Warning • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII•7473 BEFORE USE Deign veld for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be installed and boded vertically. Applcabliily of deign paramentors and proper Incorporation of component Is responsibility of building designer • not truss designer. Bredng shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability dudng construction is the reparability of the eredor. Additional permanent bradng of the overall structure Is the responsibility of the building designer. For general guidance regarding fabdcaUon, quality control, storage, delivery, erection and bracing, consult OST•88 Duality Standard, DSB•89 Bradng Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onaldo Drive, Madison. WI 53719 MiTeEc°' Truss Type MONO TRUSS TT, WA 98205 =3212 0.0.0 5.000 s Jun 13.3.8 Ply BAY DEVELOPMI_NT116 -0l T7tNI200 -A mis` 1 Job Reference (optional) 1Tek In ustries, Inc. Fri Jun 20 07:06 :4 c2003–Page 1 3x4 B 13 -3.8 4.50 (Tr R9443387 3x4 11 Scale =1:28,9 .1 3-0-0 3.0.0 3x4 = 13.3 -8 3x4 11 10-3-8 LOADING (psi) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0.0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.81 BC 0.88 WB 0.15 (Matrix) DEFL In (loc) Vert(LL) n/a - Vert(TL) n/a - Horz(TL) 0.00 K 1st LC LL Min 1 /dell = 240 l/de8 nla n/a n/a PLATES MI120 Weight: 63 Ib GRIP 1851148 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud OTHERS 2 X 4 HF Stud /Std BRACING TOP CHORD BOT CHORD Sheathed or 6 -0 -0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0 -0 oc bracing. REACTIONS (lb /size) K =- 74/10 -3 -8, L= 260/10.3 -8, M =86110 -3 -8, N= 125/10 -3-8, 0= 74/10 -3 -8, P= 277/10 -3 -8, Q =590110 -3-8, R= 946/10 -3.8 Max Horz R =137(load case 6) Max Uplift K=- 85(load case 2), L=- 29(load case 7), M =- 11(load case 6), N =- 12(load case 7), 0 =10(load case 6), P =- 24(load case 7), Q =- 677(load case 2), R — 102(load case 7) Max Gray K= 27(load case 7), L= 298(load case 2), M =99(load case 2), N= 144(load case 2), 0= 85(load case 2), P= 319(load case 2), Q =60(load case 7), R= 1087(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD A -B =345, B-C =117, C-D=-79, D -E =60, E -F =39, F -G =42, G -H =41, H -1=43, I -J =17, J -K =17 BOT CHORD A -S =300, R-S=-300, Q -R =25, P -Q =-25, O- P = -25, N- 0 = -25, M-N=-25, L- M = -25, K -L = -25 WEBS I-L=-150, H- M =-81, G- N=-86, F- 0 = -77, E -P =145, D -Q =224, C-R= -558, B-S=-224, B -R =346 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; B5mph; h=8ft; TCDL= 4.2psf; BCDL= 6.0psf; occupancy category II; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek'Standard Gable End Detail" 4) Design Toad Is based on 25.0 psi specified roof snow load. 5) Unbalanced snow loads have been considered for this design. 6) All plates are 1.5x4 MI120 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 Ib uplift at joint K, 29 Ib uplift at Joint L, 11 Ib uplift at Joint M, 12 Ib uplift at joint N, 10 Ib uplift at Joint 0, 24 Ib uplift at Joint P, coait&litnt Q and 102 Ib uplift at Joint R. EXPIRES: 01 -24 -04 June 20,2003 Warning - Vertfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design wld for use only with MITek connectors. Thla design is based only upon parameters shown, and is tor an Individual building component to be Installed and boded vertically. Applicability of design paramentars and proper Incorporation of component Is responslbay of building designer - not truss designer. Brectng shown b for lateral support of individual web members only. Additional temporary bracing to Insure sta illy during consbuctbn Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general gu dance regarding labricadon, quality control, storage, delivery, erection and bracing, consult OST-88 Dually Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bnsckg Recommendation evalable from Truss Plate Institute, 583 D'Onohlo Drive, Madison, WI 53719 :iii ITB �C�' 14 4 • o russ " Truss"type Qtty P y ' a 7 OT5MENT118 -084 PEAM 2d0 -A mis R9443387 2200 -A B1 MONO TRUSS * 1 1 ..,a-rw- mrxxi.xr�w • ea Job Reference (optional) om�. vrw r, cvcr�c r r, rrr% aoc'a- NOTES 10) Non Standard bearing condition. Review required. LOAD CASE(S) Standard .000 s Jun 9 2003 ITeK Industries, Inc. Fri Jun 20 07:06:42 2003 Page d� Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE Design valid or use vnty. with MtTek connector. This design s based only upon parameter: shown, and b for an individual building component to be Installed and M. Appicablity of design paramentera and proper Incorporation of component la responsibility of building designer • not truss desigrw, Bradng shown b for lateral support of Individual web members only. Additional temporary bracing to Insure staidly during construction Is the msponab@iy of the erector. Additional permanent bracing of the overall "Ordure Is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bradng, consult GST-80 Quality Standard, 05849 Bracing SpecNlcallon, and HI8.91 Handlkq k ataitng and Bracing Recommendation available from Truss Plata Institute, 683 D'OnoMo Drive, Madison, WI 53719 MiTek* . o ' T r r Job 2200•A 1B2 ERET ,, WA-M265 212 3.5.8 3x4 = truss Type MONO TRUSS 0.0.0 3.5.8 4ty Ply BAY DEVELOPMENT/id -0117' -PLAN 2200 -A mils 5 1 Job Reference (optional) 5.060 s Jun 2003 MiTek industries, Inc. Fri Jun 20 07:06:42;1003`Page 1 8-2-12 4-9-4 13 -3-8 5-0-12 R9443388 Scale .1:29.3 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANS195 CSI TC 0.45 BC 0.30 WB 0.35 ()EFL In (loc) ' Udell Vert(LL) -0.02 E -F >999 Vert(TL) -0.05 E -F >999 Horz(TL) -0.00 E n/a 1st LC LL Min l/defl = 240 PLATES MI120 Weight: 49 lb GRIP 185/148 LUMBER TOP CHORD 2 X 4 HF No,2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud REACTIONS (lb /size) E= 35510 -3 -0, G= 749/0 -5-8 Max Horz G= 157(load case 6) Max Uplift E — 113(Ioad case 6), G=- 168(Ioad case 7) Max Gray E= 408(Ioad case 2), G= 861(load case 2) FORCES (lb) - First Load Case Only pf TOP CHORD A -B =392, B- C = -406, C -D = -0, D- E = -157 BOT CHORD A- G = -366, F- G = -444, E -F =392 WEBS B-G=-563, B -F =811, C -F= -119, C- E = -384 BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES 1) This truss has been checked for uniform roof live Toad only, except as noted. 2) Wind: ASCE 7-98 per UBC97 /ANSI95; 85mph; h =Bft; TCDL= 4.2psf; BCDL= 6.0psf; occupancy category 11; exposure C; enciosed;MWFRS Interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design Toad Is based on 25.0 psf specified roof snow Toad. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord Ilve bad nonconcurrent with any other live bads per Table No. 16-B, UBC -97. 6) Bearing at joints) E considers parallel to grain value using ANSIITPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 ib uplift at joint E and 168 lb uplift at joint G. LOAD CASE(S) Standard EXPIRES: 01 -24 -04 June 20,2003 A, Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 BEFORE USE Design valid for use only with MRek connectors, This design Is based only upon parameters shown, end Is for an Individual building component to be Installed and boded vertically, Applicability of design paramenters and proper Incorporation of component Is responsibility of braiding designer - not truss designer. Bracing shown i for lateral support of Individual web members only. Addlbnat temporary bracing to Insure stability during construction Is the rssponsiblllly of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding latnkatlon, qualfly control, storage, delNery, eroc on and bracing, consul %OST .88 Quality Standen/, OSB-89 Bradng Specification. and HI0.91 Handling instating and Bracing Recommendation available from Truss Plate Institute, 583 D'Onoldo Drive, Madison, WI 53719 �W MiTek° .v o: ruse russfiype Qty y 1=NTg6 -084 PLAN 2200 -A mis R9443389 2200 -A B3 �p,,•,�x m.- n -,nom MONO TRUSS 5 1 Job Reference (optional) 1, rrf\ OVCVV- i -1 -0-0 1.0 -0 000 s Jun s 2003 MITok Industries, Inc. Fri Jun 20 07:06:43 4009 Page 0-0.0 3-1-12 3-1-12 7-0-0 3-10-4 1.5x4 11 0 Scale = 1:17.8 LOADING (psi) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.33 BC 0.12 WB 0.23 DEFL in (too) I/defl Vert(LL) -0.03 8 >999 Vert(TL) -0.05 A >254 Horz(TL) -0.00 E n/a 1st LC LL Min I/dell = 240 PLATES MI120 Weight: 26 Ib GRIP 185/148 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud REACTIONS (Ib /size) E =- 11/0 -1 -8, F= 650/0 -5 -8 Max Herz F= 76(load case 6) Max Uplift E=- 54(load case 6), F=- 179(Ioad case 7) Max Gray E= 16(load case 4), F= 753(Ioad case 2) FORCES (Ib) - First Load Case Only TOP CHORD A -B =10, B -C =546, C -D =0, D-E=-119 BOT CHORD B-F=-510, E- F = -510 WEBS C- F = -582, C -E =536 BRACING TOP CHORD BOT CHORD Sheathed or 7 -0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6 -0.0 oc bracing. NOTES 1) ThIs truss has been checked for uniform roof live Toad only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8(t; TCDL= 4.2psf; BCDL= 6.0psf; occupancy category II; exposure C; enclosed;MWFRS Interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design Toad Is based on 25.0 psf speciiied roof snow Toad. 4) Unbalanced snow Toads have been considered for this design. 5) Thls truss has been designed for a 10.0 psi bottom chord live Toad nonconcurrent with any other live Toads per Table No. 16 -B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s)'E. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 Ib uplift at Joint E and 179 Ib uplift at Joint F. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joints) E. LOAD CASE(S) Standard EXPIRES: 01 -24 -04 June 20,2003 Warnlnj • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI14473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual binding component to be kulaled and loaded vertically. Applicability of design psramentom and proper Incorporation of component Is responsibility of bulding designer • not truss designer. Bracing shown b for latorsl support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responalblllty of the ender. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding febrkstlon, qualify control, storage, delivery, erection and bracing, consult DST -88 Gushy Standard, DSB•89 Bracing SpecMkatlon, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrfo Drive, Madison, WI 53719., MIFM� ■ • Job Truss Truss Type Qty Ply BAY DEVELOPMEN1'+�b b�P11W2200 -A mis R9443390 2200 -A Cl COMMON 1 1 4,,M. MIKIWIMMia-,-1rt Job Reference (optional) 0.0.0 1 -1.0 -01 1-0-0 4.5 -13 4-5-13 1 10-0-0 5-6-3 .000 s Jun 9 2003 MiTek Industries, Inc. Fri Jun 20 07:06:45 2003 Page { 4x6 11 D 15.6.3 5-6-3 20-0-0 4-5-13 0.0.0 t212 0 1 1.0.0 Scale = 1:36.0 0.0.0 1 6.10 -1 6-10-1 1 13 -1 -15 6.3.13 1 0-0-0 20-0-0 6 -10.1 Plate Offsets (X,Y): (8:0 -1- 12,0- 0- 2),(F:0 -1- 12,0 -0.21 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.47 BC 0.56 WB 0.15 DEFL In (Ioc) I/deft Vert(LL) -0,07 H -J >999 Vert(LL) -0.16 H -J >999 Horz(TL) 0.04 F n!a 1st LC LL Min I/def1 = 240 PLATES MI120 Weight: 110 Ib GRIP 185/148 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud OTHERS 2 X 4 HF Stud /Std REACTIONS (lb /size) F= 899/05.8, B =899!0 -5-8 Max Horz B=- 55(load case 8) Max Uplift F= 213(load case 8), B =- 213(load case 7) FORCES (Ib) - First Load Case Only TOP CHORD A -B =14, B -C= -1316, C -D= -1080, D-E=-1080, E-F=-1316, F -G =14 GOT CHORD B-J=1159, 1-J=776, 1--1 =776, F -H =1159 WEBS C -J =-260, D -J =357, D -H =357, E -H= -260 BRACING TOP CHORD BOT CHORD Sheathed or 4-6-15 oc purlins. Rigid ceiling directly applied or 10 -0-0 oc bracing. NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8th; TCDL= 4,2psf; BCDL= 6.0psf; occupancy category II; exposure C; enclosed;MWFRS Interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MITek "Standard Gable End Detail" 4) Design load is based on 25.0 psf specified roof snow load. 5) Unbalanced snow loads have been considered for this design. 6) AH plates are 1.5x4 MI120 unless otherwise Indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads per Table No. 16 -B, UBC -97. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 213 lb uplift at joint F and 213 Ib uplift at joint B. LOAD CASE(S) Standard EXPIRES: 01 -24 -04 June 20,2003 ,L Wanting • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 BEFORE USE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and boded vertically, Applicability of design paramontars and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the m3ponsABRy of the erector. Additional permanent bracing of the overall structure is the responsibility o1 the buliding designer. For general guidance regarding febrketlon, quality control, storage, delivery. erection end bradng, consult QST-88 Ouaity Standard, DS11-89 Bracing Specification, and HI13-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onoldo Drive, Madison, WI 53719 1 o russ - -Truss Type Qry —Ply BAY DEVELOPMEN1-116:0134 PCAN- 2200 -. m s R9443391 2200 -A C2 COMMON 1 1 Job Reference (optional) nv . • •.v , , a-. a.nc , , , - 0-0.0 1 4.5.13 4-5-13 .000 s Jun a 20U3 MI 1 OK Induslrles, Inc. Fri Jun 20 07 :06:46 2003 Page 1 0.0.0 10 -0.0 5.8 -3 15.6 -3 4x8 II C 5-6-3 20 -0.0 4.5.13 214-0 1-0-0 Scale = 1:34.4 1 6-10-1 6-10-1 13-1-15 6-3-13 20 -0-0 6-10-1 Plate Offsets (X,Y): (A:0 -1- 12,0 -0.2J, (E:0 -1- 12,0 -0 -2) LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.47 BC 0.56 WB 0.15 DEFL In (Ioc) 1/de8 Vort(LL) -0.07 G -I >999 Vert(TL) -0.16 G -I >999 Horz(TL) 0.04 E n/a 1st LC LL Min I/defi = 240 PLATES MI120 Weight: 71 Ib GRIP 185/148 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud REACTIONS (Ib /size) E= 89910 -5-8, A= 821/0 -5-8 Max Horz A=- 60(load case 8) Max Uplift E=- 213(load case 8), A=- 179(load case 7) FORCES (Ib) - First Load Case Only TOP CHORD A -8 =1316, B-C= -1080, C -D= -1080, D -E= -1316, E -F =14 BOT CHORD A -I =1159, H -1 =776, G -H =776, E -G =1159 WEBS B -I =260, C -1 =357, C -G =357, D -G= -260 BRACING TOP CHORD BOT CHORD Sheathed or 4-6-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Thls truss has been chocked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.0psf; occupancy category 11; exposure C; enclosed;MWFRS Interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load is based on 25.0 psf specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 5) Thls truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads per Table No. 16-B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 213 Ib uplift at Joint E and 179 Ib uplift at joint A. - LOAD CASE(S) Standard EXPIRES: 01-24-04 June 20,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 BEFORE USE Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded verbally. AppliablUty of design paromenters and proper Incorporation of component b responsbIlky of building designer • not truss designer, Bracing shown b for lateral support of Individual web members only. Additional temporary bracing la Mauro stability during construction is the respanabINty of the erector. Additional permanent bracing of the overall structure Is the responsIbllky of the building designer. For general guidance regardlng IabrlcaU n Bracing quality control, storage, delivery, erection and bracing, consult OST-89 Duality Standard, DSB-89 Bracing Speckkalion, and H18.91 Handling g Recommendation available from Truss Plata Institute, 563 D'Onofrb Drive, Madison, WI 53719 Par M iTek° •uiiiw:A s. . r.- r.,...ew�.,�n+�t+n,�NCN ^+'w'l. RA�SYRk3&1M'1 • o. null Truss Type Ory Ply BAY ENt 6.064 PLAAt'U200•A cols R9443392 2200 -A C3 COMMON 3 1 Job Reference (optional) , EVERETT, WAz98205 -32 4.3.5 4.3.5 .000 s Jun 9 2UU3 MITeK Industries, IRC. Fn JUn ZU U /:Uti:47 ZUU3 Nage 9.9.8 5.8.3 15 -3.11 4x6 II C 5.6.3 1 19.9.8 4-5-13 0.0.0 12098 I 1.0-0 Scale 1:34.3 1 6-7-9 6 -7.9 12 -11.7 6-3-13 19.9.8 8 -10.1 Plate Offsets (X,Y): 1E:0 -1- 12,0 -0 -23 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.47 BC 0.56 WB 0.15 DEFL in (hoc) Udell Vert(LL) -0.07 0 -I >999 Vert(TL) -0.15 G -1 >999 Horz(TL) 0.03 E n/a 1st LCLL Min Wen =240 PLATES MI120 Weight: 70 Ib GRIP 185/148 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud REACTIONS (Ib /size) E= 895/0 -5 -8, A= 816/0 -3 -0 Max Horz A=- 60(ioad case 8) Max Uplift E=- 212(load case 8), A= 177(load case 7) FORCES (Ib) - First Load Case Only TOP CHORD A -8 =1290, B-C=-1061, C- D= -1070, D-E=-1307, E -F =14 BOT CHORD A -I =1130, H -I =768, G -H =768, E -G =1151 WEBS B- 1 = -242, C -I =342, C -G =357, D -G= -260 BRACING TOP CHORD BOT CHORD Sheathed or 4 -7 -1 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has bean checked for uniform root live Toad only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCOL= 6.0psf; occupancy category II; exposure C; enclosed;MWFRS Interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design Toad Is based on 25.0 psf specified roof snow Toad. 4) Unbalanced snow bads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 212 Ib uplift at Joint E and 177 Ib uplift at joint A. LOAD CASE(S) Standard EXPIRES: 01 -24 -04 June 20,2003 Warning • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE Design valid for use ony with MiTek connoclora. This design Is based only upon parameters shown, and b for an Individual building component to be Installed and loaded vertiaiy. Applicability o1 design peramenlers and proper Incorporalbn of component Is responalbllity of building designer • not truss designer. Bracing shown Is for lateral support of Individual web members only. Addtional temporary bracing to Insure stability during construction b the r sponsL Uy of the erector. Additional permanent bracing oI the overall structure Is the responsibility of the building designer. For general guidance regarding fabdcatlon, quality control, storage, delivery, erection and bradng, consult OST-88 Duality Standard, DSB-89 Bracing Spocflcalon, end 1118.01 %jl ! ` 1 e k Handling Installing and Bracing Recommendation available from Truss Plata Institute, 503 O Onohlo Drive, Madison, WI 53719 I N R i.E v.a - . •L . . .,._., -, +..,.,.c a .e. ,N • ;"Sit r' • o, Truss T 51Tyype city —'ply BAY DEVELIPMENTH6.084 p- av226' -' m s R9443393 2200 -A C4 COMMON 4 1 Job Reference (optional) „ YVtiDU<Ui)- 3.9 -13 3.9 -13 9-4-0 5-6-3 .000 s Jun 9 2003 MITek Industries, Inc. Fri Jun 20 07:06:48 2003 Pago 4 0.0.0 14 -10 -3 4x8 11 D 5-6-3 19 -4-0 4-5-13 2040 l 1 -0.0 Scale a 1:34.1 Plate Onsets (X,Y): LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 6-2-1 6-2-1 [A:0- 4- 4,Edge] SPACING 2 -0 -0 Plates Increase 1.15 Lumber Increase t15 Rep Stress Incr YES Code UBC97 /ANSI95 12.5 -15 CSI TC 0.47 BC 0.56 WB 0.15 6 -3 -13 19-4-0 DEFL in (Ioc) Udell Vert(LL) -0.07 H-J >999 Vert(TL) -0.15 H-J >999 Horz(1L) 0.03 F n/a 1st LCLLMinI/defi =240 6 -10 -1 PLATES MI120 Weight: 72 Ib { GRIP 185/148 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud SLIDER Left 2 X 4 HF Stud 2 -0 -2 BRACING TOP CHORD BOT CHORD REACTIONS (Ib /size) F= 881/0 -5.8, A= 802/0 -3-0 Max Horz A=- 60(load case 8) Max Uplift F=- 210(load case 8), A=- 173(load case 7) FORCES (Ib) - First Load Case Only TOP CHORD A-B=-1213, B -C= -1213, C -D= -1003, D-E=-1040, E -F= -1277, F -G =14 BOT CHORD A -J =1036, I -J =740, H -I =740, F -H =1125 WEBS C-J =-187, D -J =295, D -H =358, E- H = -261 Sheathed or 4 -7 -12 oc purllns. Rigid ceiling directly applied or 10 -0-0 oc bracing. NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.0psf; occupancy category 1l; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load is based on 25.0 psf specified roof snow load. 4) Unbalanced snow Toads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads per Table No. 16 -B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 Ib uplift at Joint F and 173 Ib uplift at Joint A. LOAD CASE(S) Standard EXPIRES: 01 -24 -04 June 20,2003 -. Warring - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an IndMdual building component to be Installed and loaded vertically. Applicability of design peramenlers and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during consbvclion Is the rwpon,Dlllly of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance . npardkg fabrication, quality control, storage, delivery, erection and bracing, consult QST-8E Quality Standard, DSB-89 Bracing Specification, and HIE -91 MIID Handing Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Orolrlo Drive, Madison, WI 53719 6t;. a` tii, isl :l�:�::': ?:r:xA1,(,�i:2;1:�r"i •. o• russ 7n-is-FM-so ry ly EVELOPMENTg6.084 PLAi1'2�btf 1C mils 2200-A D1 COMMON 1 1 Job Reference (optional) R9443394 rrES , SRErfcWA -982.05 =5212 5.000 s Jun skin ustries, Inc. Fri Jun 20-07:150:49 2003 Page 1 0.0.0 -1.0-0 1 1 -0.0 4.6-12 4.6.12 9 -1.8 3x4 = F 4.6.12 1 10.1.8 1-0-0 Scale z 1:18.2 0.0-02x4 = 9 -1.8 234 = 9 -1 -8 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0.0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.10 BC 0.03 WB 0.02 (Matrix) DEFL in (roc) 1/detl Vert(LL) n/a - n/a Vert(TL) -0.00 A >999 Horz(11) 0.00 J n/a 1st LC LL Min I /dell = 240 PLATES MI120 Weight: 35 Ib GRIP 185/148 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 OTHERS 2 X 4 HF StudiStd BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc puriins. Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (Ib /size) B= 158/9 -1 -8, J= 158/9 -1 -8, 0= 85/9 -1 -8, N= 8519 -1 -8, P= 67/9 -1-8, Q= 137/9 -1 -8, M= 6719 -1-8, L= 137/9 -1.8 Max Horz B= 32(Ioad case 7) Max Uplift B=- 33(load case 7), J — 38(load case 8), P=- 20(load case 7), M — 22(load case 8) Max Gray B= 182(Ioad case 2), J= 182(load case 3), 0= 86(load case 2), N= 86(load case 3), P= 82(Ioad case 2), Q= 156(Ioad case 2), M= 82(Ioad case 3), L= 156(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD A -B =27, B-C=-46, C- D = -37, D- E=-23, E-F=-33, F- G = -33, G- H = -23, H- 1 = -37, I- J=-46, J -K =27 BOT CHORD B -Q =14, P -Q =14, O -P =14, N -0 =14, M -N =14, L -M =14, J -L =14 WEBS E- 0 =-62, G-N=-62, D-P=-53, C-Q=-105, H -M= 53,1 -L =105 NOTES 1) This truss has been checked for uniform roof live Toad only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL=4.2psf; BCDL= 6.0pst; occupancy category 11; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) All plates are 1.5x4 MI120 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1 -4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 8) Provide mechanical connection (by others) of truss 10 bearing plate capable of withstanding 33 Ib uplift at joint 8, 38 Ib uplift at Joint J, 20 Ib uplift at joint P and 22 Ib uplift at Joint M. LOAD CASE(S) Standard EXPIRES: 01 -24 -04 June 20,2003 A Warning • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII -7473 BEFORE USE Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenlers and proper Incorporation of component Is responsibility of building designer • not Was designer. &ackp storm 1 for lateral support of individual web members only. Additional temporary bracing to Insure stability during consbuctlon Is the responsibility of the erector. Additional permanent bracing c1 the overall structure Is the responsibility of the building designer. For general guidance regarding febdcation, quality control, storage, delivery, erection and bracing, consult OST -88 Quality Standard. OsB-89 Bracing Specification, and HIB -91 Handling Installing and flaming Recommendation available from Truss Plate Institute, 583 D'Onafdo Drive. Madison, WI 53719 t/{n.rv. ••1 .'z4•M!s]Ynf�a:;i'KCr,.srWt Mir MiTek" -1 -0.0 l 1.0.0 4-6-12 4.6.12 { 0=0.0 9.1.8 4x4 = C 4.6.12 10 -1 -8 1.0.0 Scale ■ 1:18.2 0.0 -02x4 = 4 -6 -12 9 -1 -8 2x4OD0 4.6 -12 4-6-12 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.15 Lumber increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.32 BC 0.22 WB 0.06 DEFL in (loc) t/defl Vert(LL) -0.01 B -F >999 Vert(TL) -0.02 B -F >999 Horz(TL) 0.01 D n/a 1st LC LL Min i/def1= 240 PLATES MI120 Weight: 28 Ib GRIP 185/148 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud REACTIONS (Ib /size) B= 443/0 -5.8, D= 443/0 -5 -8 Max Horz B= 32(load case 7) Max Uplift 8=- 114(load case 7), 0 — 114(Ioad case 8) Max Gray B= 444(load case 2), D= 444(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD A -B =14, B -C= -386, C -D =-386, D -E =14 BOT CHORD B -F =340, D -F =340 WEBS C -F =87 BRACING TOP CHORD BOT CHORD Sheathed or 6 -0-0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.0pst; occupancy category II; exposure C; enclosed;MWFRS Interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design Toad Is based on 25.0 psf specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 Ib uplift at Joint B and 114 Ib uplift at joint D. LOAD CASE(S) Standard EXPIRES: 01 -24 -04 June 20,2003 . Warning - Verify design parameters and READ NOTES OH Tits AND INCLUDED MITER REFERENCE ?AOE M11•7473 BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown. and Is for an Individual buiding component to be Installed and loaded verticaly. Appicabliity of design paramenlers and proper Incorporation of component Is responsbltty of buiding designer- not truss designer. Wacky shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during consbuclbn Is the rosponsbliky of the erector. Additional permanent bracing of the overall structure la the responslbUlty at the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Duality Standard, DSB -89 Bradng Spectication, and HIB -91 Handling Installing and Bracing Recommendation evaiable from Truss Plate Institute, 583 D'Onolrfo Drive, Madison, WI 53719 Dar Truss Typo COMMON 4ty 3 2003 N Ply 1 eiTek lndustrtes. BAY DEVELtSPiviERTR7084 PLAN 22-0-0 KIs R9443395 Job Reference (optional) Inc. Fri .Jun 2rt n7TOWA Rinfr1rann 1 215.3212 5.000 s Jun 4-6-12 4.6.12 { 0=0.0 9.1.8 4x4 = C 4.6.12 10 -1 -8 1.0.0 Scale ■ 1:18.2 0.0 -02x4 = 4 -6 -12 9 -1 -8 2x4OD0 4.6 -12 4-6-12 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.15 Lumber increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.32 BC 0.22 WB 0.06 DEFL in (loc) t/defl Vert(LL) -0.01 B -F >999 Vert(TL) -0.02 B -F >999 Horz(TL) 0.01 D n/a 1st LC LL Min i/def1= 240 PLATES MI120 Weight: 28 Ib GRIP 185/148 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud REACTIONS (Ib /size) B= 443/0 -5.8, D= 443/0 -5 -8 Max Horz B= 32(load case 7) Max Uplift 8=- 114(load case 7), 0 — 114(Ioad case 8) Max Gray B= 444(load case 2), D= 444(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD A -B =14, B -C= -386, C -D =-386, D -E =14 BOT CHORD B -F =340, D -F =340 WEBS C -F =87 BRACING TOP CHORD BOT CHORD Sheathed or 6 -0-0 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.0pst; occupancy category II; exposure C; enclosed;MWFRS Interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design Toad Is based on 25.0 psf specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 Ib uplift at Joint B and 114 Ib uplift at joint D. LOAD CASE(S) Standard EXPIRES: 01 -24 -04 June 20,2003 . Warning - Verify design parameters and READ NOTES OH Tits AND INCLUDED MITER REFERENCE ?AOE M11•7473 BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parameters shown. and Is for an Individual buiding component to be Installed and loaded verticaly. Appicabliity of design paramenlers and proper Incorporation of component Is responsbltty of buiding designer- not truss designer. Wacky shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during consbuclbn Is the rosponsbliky of the erector. Additional permanent bracing of the overall structure la the responslbUlty at the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Duality Standard, DSB -89 Bradng Spectication, and HIB -91 Handling Installing and Bracing Recommendation evaiable from Truss Plate Institute, 583 D'Onolrfo Drive, Madison, WI 53719 Dar Job Truss ru� ss Type qty Ply BAY DEVELOPMENTg6.08473 220 • mis R9443396 2200 -A El COMMON 1 1 Job Reference (optional) -11-I 1-0-0 0 GVGRG1 I, VYM AOLUJ' 10-4-0 .000 s Jun 9 2003 MiTek Industries, Inc. Fri Jun 20 07:06:51 2003 Pago 8.00 [ir 10-4-0 16-1-4 3x4 = 5-9-4 20-8-0 3x8 M 4.6.12 0-0-0 121-6.0 1 1.0.0 Scale = 1:37.0 1 -2.4 3x4 = 0-0-0 III u u 1 u I ,:;•;••e ;. P.21 3x4 = 11 -9 -12 5x8 = 3x4 = 11-9-12 16 -1-4 4-3-8 { 0-0-0 20-8-0 4-6-12 { Plate Offsets (X,Y): [i:0- 3 -0,0 -3.0) LOADING (psf) TCLL 25.0 TCDL 7.0 BOLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.28 BC 0.17 WB 0.18 (Matrix) DEFL in (loc) Vert(LL) 0.01 N -P Vert(TL) -0.02 N -P Horz(TL) 0.00 N 1st LCLL Min Udefi =240 Udefl >999 >999 n/a PLATES MI120 Weight: 101 lb GRIP 185/148 LUMBER TOP CHORD BOT CHORD WEBS OTHERS REACTIONS 2X4HFNo.2 2X4HFNo.2 2 X 4 HF Stud 2 X 4 HF Stud /Std • BRACING TOP CHORD BOT CHORD Sheathed or 6 -0-0 oc puriins. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10 -0 -0 oc bracing: P- Q,N -P. (lb/size) B= 139/12 -0-0, T= 168/12 -0 -0, N= 417/0.5 -8, 0= 567/12 -0 -0, S= 32/12 -0-0, R= -48/12 -0 -0, U= 93/12 -0-0, V= 113/12 -0 -0, W= 117/12 -0 -0, X= 91/12 -0-0, Y= 172/12 -0-0 Max Horz B= 57(load case 7) Max Uplift T=- 6(load case 7), N=109(load case 8), 0= 151(load case 8), R=- 77(load case 4), U=- 15(load case 7), V= 12(load case 7), W= 10(load case 7), X= 15(load case 7), Y= -6(load case 7) Max Gray B= 190(load case 2), T= 168(load case 1), N =474(load case 3), Q= 639(load case 3), S= 61(load case 4), R= 37(load case 8), U= 118(load case 2), V= 129(load case 2), W= 134(load case 2), X= 105(load case 2), Y= 195(Ioad case 2) FORCES (lb) - TOP CHORD BOT CHORD WEBS First Load Case Only A -B =27, B -C =84, C -D=65, D -E =71, E -F =70, F -G =69, G -H =78, H -1= 47,1 -J=-4, J -K =98, K -L =72, L -M = -7, M-N=-434, N -0 =28 B- Y=-45, X- Y =-45, W- X=-45, V- W =-45, U -V = -45, T- U=-45, S -T=45, R- S=-45, Q- R =-45, P -Q =328 , N-P=328 M -P =99, Q -AB=437, AB-AC=-420, M -AC =-413, H -T= -156, G- U =-64, F-V=-87, E -W =88, D- X = -72, C -Y= -127, J-Q=-227, K- AB = -36, L-AC=-15 . NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.0psf; occupancy category 11; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical loft and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) Design load is based on 25.0 psf specified roof snow Toad. 5) Unbalanced snow loads have been considered for this design. Continued on page 2 EXPIRES: 01 -24 -04 June 20,2003 Wareing - Verify deslgr parameters and READ NOTES ON THIS AND INCLUDED NITER REFERENCE PAGE MII.7473 BEFORE USE Design veld for use only with MiTek connectors. This design Is based only upon pammelers shorn, and is for an Individual building component to be Instilled and loaded vertkaly. Applicability of design parameners and proper Incorporation of component Is responsibility of bulding designer - not Truss designer. &aci g shown is for lateral support of Individual web members only, Additional temporary bracing to Insure stability during construction is the responsblliy of the erector. Additional permanent bracing of the overall etrudure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erodbn and bradng, consult OST-88 Duality Standard, DSB-89 Uradng Specification, and HIB -91 Handling Installing and Bmcing Recommendation available from Truss Plato Institute, 583 D'Onohb Ortve, Madison, WI 53719 MiTek'' ( .rr RISS 2200 -A El 'fru`ss Type COMMON Qty 1 Ply 1 BAY DEVELOPMENT#6.084 PLAN 2200 -A mis Job Reference (optional) ROT, RT, WA 98205=327 200 5.000 s Jun 2003 MiTek Industries, Inc. Fri Jun 20 07:06:52 2003 Page 2 NOTES 6) All plates are 1.5x4 MI120 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) Thls truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uplift at Joint T, 109 lb uplift at joint N, 151 lb uplift at joint Q, 77 lb uplift at Joint R, 15 lb uplift at joint U, 12 lb uplift al Joint V, 10 lb uplift at Joint W, 15 lb uplift at joint X and 6 lb uplift at joint Y. LOAD CASE(S) Standard R9443396 A Warning • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an Individual buNding component to be Installed and loaded vertically. Applcabi5ty of design paramenters and proper Incorporation of component Is rasponsIbINty of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibINky of the erector. Additional permanent bracing of the overall structure Is the responsihillly of the building designer. For general guidance regarding fabrication, quality mnlrol, storage, delivery, erection and bradng, consult OST-88 Ouaiity Standard, OSB-89 Bradng Specification, and HIB -91 Handling InstaNkq end Bracing Recommendation avaNabla from Truss Plate Institute, 583 D'Onolrlo Drive, Madison, WI 53719 MiTek° o • -Truss LOADING Truss Type qty Ply BAY DEVELOPMENT/TR6TPI AN 2200 -A mis 2200 -A E2 rr . Ai. COMMON 1 2 Job Reference (optional) R9443397 0.0-0.. { 5 -7.4 5.7.4 10-4.0 .uUU s Jun 9 ZUUi MITek Ineustnes, Inc. Fri Jun 20 07:06:53 2003 Page 15 -0-12 4-8-12 4x6 I1 C 4.8.12 20.8.0 0 -0.0 5.7.4 { Scale = 1:35.0 5.7-4 5.7.4 10 -0.0 4-8-12 15 -0-12 4 -8 -12 20-8-0 5.7.4 { Plate Offsets (X,Y): IA:0 -3- 10,0- 2 -0j,(E:0 -3- 10,0- 2- 0j,(G:0 -4-0,0 -4.41 LOADING (psi) SPACING 2 -0 -0 CSI DEFL in (loc) Udell PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.70 Vert(LL) -0.17 F -G >999 MI120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.78 Vert(LL) -0.29 F -G >837 BCLL 0.0 Rep Stress Inch NO WB 0.56 Horz(TL) 0.07 E n/a BCDL 10.0 Code UBC97/ANS195 1st LC LL Min Udell = 240 Weight: 189 lb LUMBER TOP CHORD BOTCHORD WEBS 2X4HFNo.2 2X6DF2100F1.8E 2 X 4 HF Stud 'Except' C- G2X4HFNo.2 REACTIONS (Iblsize) A= 5738/0 -5.8, E= 573810 -5 -8 Max Horz A=-56(load case 5) Max Uplift A=- 657(load case 7), E=- 657(load case 8) FORCES (lb) - First Load Case Only TOP CHORD A -8 =9229, B -C= -6328, C- D= -6328, D- E = -9229 BOT CHORD A -I =8212, H -I =8212, G -H =8212, F -G =8212, E -F =8212 WEBS B-I =2546, C -G =5358, D -F =2546, 8- G= -2953, D-G =-2953 BRACING TOP CHORD BOT CHORD Sheathed or 3-5-8 oc purlins. Rigid ceiling directly applied or 10 -0 -0 oc bracing. NOTES 1) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0 -9.0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0 -9 -0 oc. 2) Thls truss has been checked for uniform roof live load only, except as noted. 3) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.0psf; occupancy category II; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 4) Design Toad Is based on 25.0 psf specified roof snow load. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 657 lb uplift at joint A and 657 lb uplift at joint E. 7) Girder carries tie -In span(s): 25 -6 -0 from 0 -0 -0 to 20 -8 -0 LOAD CASE(S) Standard Continued on page 2 EXPIRES: 01 -24 -04 June 20,2003 -. Warning • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1•7473 BEFORE USE Design veld for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual bulding component to be Installed and loaded vertically. Applcabliy of design paramenters and proper Incorporation of component Is responsibility of building designer • not Truss designer. Breckp shown Is for lateral support of Individual web members only. Additional temporary bracing to ksure stability during construction b the responsibaNy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, atoms, delivery, erection end bracing, consult QST-88 Quality Standard, OSB-89 Bracing Specification, and HIB -91 Handlklg Installing and Bracing Recommendation avaNablo from Truss Plate Institute, 683 D'Onohlo Drive, Madison, WI 53119 Nt MiTek°' ..t�l A 1 o • 2200•A fuss E2 russ ype COMMON Oty 1 Ply 2 BAY DEVELOPMENTS -064 PLAN 220Th mis R9443397 Job Reference (optional) LOAD CASE(S) Standard 1) Snow: Lumber Increaso =1.15, Plate Increase =1.15 Uniform Loads (p11) Vert: A -E=- 503.9, A•C= •64.0, C -E =•64.0 000 s Jun 9 2003 MITek Industries, Inc. Fri Jun 20 07:06:53 2003 Page Warning • Verify design parameter and READ NOTES OH THIS AND INCLUDED MITER REFERENCE PAGE MII•7473 BEFORE USE Design valid for use Installed and loaded�verticN MITe � bRly of design paremebnlero and upon Incorportion of component is responsibility io dso building designer component not tens N• Applicability d P son Pbn b designer. Bracing shown b for lateral support d Individual web members only. Additional temporary bracing to Insure alablGy during construction b the responsibility onto *radar. Additional permanent bracing of UN overall structure b the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bradng, consult GIST-88 Quaity Standard, OSB•99 Bracing Specification, and 1119.91 Handing Installing and Bradng Recommendation available from Tnrsa Plate Institute, 583 O'Onolrto Drive, Madison, WI 53719 MiTek'° ..., C. itRi :.d;:,N...m�ta+Pit..s'... .A� °4�ii+r"!Yi'+ia'".,i 5' G; s. auur.. 4kx. 14#(•,".'; n:. r. x.;. t::. �/. at. x: san� -:�.�._...r;�,«.,.a+w.ix:..:� .. • ...aiL."." • • 1•1.0.01 1 -0.0 Buss F1 ETtE t'1'; WA 082bs -5212 Truss e PTy BAY DEVELOPMEMV7684 PLAN 2200 -A mis R9443398 COMMON 1 1 Job Reference (optional) 12.9.0 000 s Jun MI 1 ek Ineustries, Inc. Fri Jun 20 07:06:54 2003 Pago 12.9.0 6.00 PT .1 K 25.6-0 3s4 = L 1-6-4 G /� Q F i cars/ 1111:11E I r _ ,n` .. -- .. .. .. Al..... ...ACAF....... MAD AC ... ... 54 = 12 -9.0 / { Scales 1:44.5 3x4 = 0 -0.0 AN 25.6-0 354 Plate Offsets (X,Y): 25-6-0 IAG:0- 3- 0,0 -3 -0) LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.10 BC 0.04 WB 0.06 (Matrix) DEFL In (hoc) Udell Vert(LL) n/a - n/a Vert(TL) -0.00 A >999 Horz(TL) 0.00 V n/a 1st LC LL Min Udell = 240 PLATES MI120 Weight: 137 lb GRIP 185/148 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 OTHERS 2 X 4 HF Stud/Std BRACING TOP CHORD BOT CHORD Sheathed or 6 -0-0 oc•purtins. Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb/size) B= 163/25 -6 -0, AG= 64/25 -6 -0, V= 79/25.6 -0, AF= 96/25 -6 -0, AE= 96/25.6 -0, AH= 112/25 -6 -0, AI= 112/25 -6 -0, AJ= 112/25 -6.0, AK= 111/25.6.0, AL= 115/25 -6 -0, AM= 100!25 -6 -0, AN= 149!25.6 -0, AD=65/25-6-0, AC= 112/25 -6 -0, AB= 112/25 -6 -0, AA= 112/25 -6 -0, Z= 111/25 -6 -0, Y= 117/25 -6 -0, X= 88/25 -6 -0, W= 178/25 -6.0 Max Horz B= 72(Ioad case 7) Max Uplift B=- 13(load case 5), AG=- 14(load case 7), A1- 1= case 7), A1=- 11(load case 7), AJ=- 11(load case 7), AK= 12(load case 7), AL=- 10(load case 7), AM - 16(load case 7), AN=- 3(load case 7), AD - 14(load case 8), AC - 18(load case 8), AB= 11(Ioad case 8), AA= 11(load case 8), Z - 12(Ioad case 8), Y=- 12(load case 8), X= 9(load case 8), W - 20(load case 8) Max Gray B= 188(load case 2), AG= 76(Ioad case 2), V= 87(load case 3), AF= 97(load case 2), AE= 96(load case 3), AH= 131(Ioad case 2), AI= 129(load case 2), AJ= 129(load case 2), AK= 128(load case 2), AL= 132(load case 2), AM= 116(load case 2), AN= 170(load case 2) , AD= 77(Ioad case 3), AC= 130(load case 3), AB= 129(load case 3), AA= 129(load case 3) , Z= 127(Ioad case 3), Y= 135(load case 3), X= 102(Ioad case 3), W= 205(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A -B =27, B- C=-49, C- D = -39, D-E=-35, E- F = -36, F-G=-35, G- H = -35, H•1 = -36, I- J = -35, J- K = -21, K- L = -38, L- M = -38, M- N =-21, N -0 =34, O- P = -35, P- Q = -35, Q-R=-35, R- S = -35, 5- T = -34, T- U=-40, U -V =-44 • BOT CHORD B- AN =15, AM- AN =15, AL- AM =15, AK•AL =15, AJ- AK =15, Al- AJ =15, AH- AI =15, AG- AH =15, AF- AG =14, AE- AF =14, AD- AE =14, AC- AD =14, AB•AC =14, AA- AB =14, Z- AA =14, Y -Z =14, X -Y =14, W -X =14, V -W =14 WEBS K- AF = -67, M- AE = -67, J -AG =- 55,1 -AH -84, H- Al = -86, G- AJ = -85, F- AK =-85, E -AL -87, D- AM = -77, C -AN= -112, N- AD = -55, O- AC =-84, P- AB = -86, Q- AA =-85, R- Z =-85, S- Y = -88, T -X = -72 , U- W = -126 Continued on page 2 EXPIRES: 01-24-04 June 20,2003 Warning - Verify dasIgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mt14473 BEFORE USE Design valid for use only with MITek oonnoctors. This design is based only upon parameters shown, and is for an Individual buId'ng component to be Installed and loaded vertically. Applicability of design paramenters end proper Incorporation of component Is responsibiAy of building designer- not truss dWgrw. Bracing shown le for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector, Additional permanent bracing of tha overall structure Is tha rosponslbllky of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-65 Quality Standard, D513-89 Bracing Specification, and 1118.91 Handling Installing and Bracing Recommendation available from Truss Pleb) Institute, 583 P'Onolrlo Drive, Madison, WI 53119 Vs MID M iTek° •1i !1 . �k3.vxT.krrw+ 1•4? 4� %odtlt.'t!%i!Ml.+'tPK.!nnrr,^�n vr. Mrs +ie ymrh:r.,e.,,c v�:;.,. -.v a,.r�wr.�vr- ,..�s.v ::i•,,rv'n'L'MVmY, •L. of 1 o Truss Truss Type Qty Ply BAY DEVELOPK EATj16b�ipLAN 220TH i s R9443398 2200 -A F1 COMMON 1 1 Job Reference (optional) , LvI r 1 1, •►H.7UGV.7- .UUU S JUn ti ZUU3 Mt 1 eK Industries, InC. Fn JUn ZU U /:Uti:55 ZUU3 Page NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7.98 per UBC97IANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.0psf; occupancy category II; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail* 4) All plates are 1.5x4 MI120 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 Ib uplift at joint B, 14 Ib uplift at joint AG, 15 lb uplift at joint AH, 11 Ib uplift at Joint AI, 11 Ib uplift at joint AJ, 12 Ib uplift at Joint AK, 10 Ib uplift at joint AL, 16 Ib uplift at joint AM, 3 lb uplift at joint AN, 14 Ib uplift at joint AD, 18 Ib uplift at joint AC, 11 Ib uplift at joint AB, 11 Ib uplift at joint AA, 12 Ib uplift at joint Z, 12 Ib uplift at joint Y, 9 lb uplift at joint X and 20 Ib uplift at Joint W. LOAD CASE(S) Standard Wanting • verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 BEFORE USE Design veld for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed end loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of buNdhg designer- not truss designer. Bredng shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability dudng construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding labriceSon, quality contr i, storage, delivery, erection and bracing, consult OST -ari Duality Standard, DSB. 9 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 553 D'OnoMo Drive, Madison. WI 53719 /Mr MiTek° (1 -0-0 1.0-0 5 -10.10 rues Typo Zesty COMMON 10 5-10-10 12-9-0 • e T e-V ' •. 1 Job Reference (optional) 5.ObO ss '.fun` 003 N i'i akTndustries, Inc. Fri Jun 20 07:06:56 -2150 ' age 0-A m s R9443399 6-10-6 19-7-6 4x6 11 D 6-10-6 25-6-0 5-10-10 0-0-0 Scale =1:44.4 0-0-0 8.11 -8 8.11 -8 16.6.8 7-7-0 0 -0-0 25-6-0 6 -11 -8 Plate Offsets (X,Y): 1B:0.4- 12,0- 1- 81,(F:0 -4- 12,0 -1 -81 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.74 BC 0.88 WB 0.20 DEFL in (lac) I/deft Vert(LL) -0.18 F -G >999 Vert(TL) -0.37 F -G >816 Horz(TL) 0.06 F n/a 1st LC LL Min Udell = 240 PLATES MI120 Weight: 90 Ib GRIP 185/148 LUMBER TOP CHORD BOT CHORD WEBS 2X4HFNo.2 2X4HFNo.2 2 X 4 HF Stud REACTIONS (Ib /size) B= 1135/0 -5 -8, F= 105610 -3.0 Max Herz B= 72(load case 7) Max Uplift B= 264(load case 7), F — 230(load case 8) FORCES (Ib) - First Load Case Only TOP CHORD A -B =14, B -C= -1697, C -D= -1394, D -E= -1402, E-F=-1712 BOT CHORD B -I =1501, H -I =1013, G -H =1013, F -G =1520 WEBS C- I = -344, D -I =459, D -G =474, E-G=-361 BRACING TOP CHORD BOT CHORD Sheathed or 3-6 -8 oc purtins. Rigid ceiling directly applied or 9 -7 -10 oc bracing. NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per U8C97 /ANSI95; 85mph; h=8ft; TCDL= 4.2psf; BCDL= 6.0psh occupancy category II; exposure C; enctosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load Is based on 25.0 psf specified roof snow Toad. 4) Unbalanced snow loads have been considered for this design. 5) Thls truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live Toads per Table No. 16 -B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 264 Ib uplift at Joint 8 and 230 Ib uplift at joint F. LOAD CASE(S) Standard EXPIRES: 01-24-04 June 20,2003 -S Wanting • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 BEFORE USE Design veld for use only with MITek connectors. This design Is based only upon parameters shown, end is for an Individual building component to be Installed and boded veniaty. Applabilty of design perementem and proper Incorporation of component Is tesponabIly of buldklg designer- not Inns designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction le the responsibility of the erector. Additional permanent bracing 01 the overall structure is the responsibility of the building designer. For general guidance rectardhtg Imbrication, gustily control, storage, delivery, erection and bradng, consult OST-88 Dually Standard, DSB-89 Bredng Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onolrb Drive, Madison, WI 53719 �m MiTekt' 1 -0-0 ruse Truss Typo t ty Ply BAY D5VErbF5iviEN7g6.O84 PLAFV. 2Ot -A mis R9443400 F3 COMMON 9 1 Job Reference (optional) EFIEIT,WA13112715.3212 5.000 s Jun 2003 hi Trek Industries, Inc. Fri Jun 20 07 37 20 3 Pago 1 0-0-0 5-10-10 5-10-10 6.00 rf'W 12-9-0 1.5x4 \\ 6-10-6 1 19-7-6 4x6 II D 6.10.6 { 25.6.0 5-10-10 �6.6 01 1.0.0 Scale o 1:44.9 3x6 = 0-0-0 Plate Offsets (X,Y): 8.11 -8 8-11-6 (B:0- 4- 12,0- 1- 8),[F:0 -4- 12,0 -1-8) .1 4x4 = 1 3x4 = 16.6 -8 7-7-0 25.6.0 6 -11 -8 3x6 = 0-0-0 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSi95 CSI TC 0.73 BC 0.86 WB 0.20 DEFL In (hoc) 1/dell Vert(LL) -0.18 F -H >999 Vert(TL) -0.37 F -H >816 Horz(TL) 0.06 F n/a 1st LCLL Min lideft =240 PLATES MI120 Weight: 92 Ib GRIP 185/148 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud REACTIONS (Ib /size) B= 1130/0.5 -8, F= 1130/0 -5-8 Max Horz B= 67(load case 7) Max Uplift B=- 263(Ioad case 7), F= 263(load case 8) FORCES (Ib) - First Load Case Only TOP CHORD A -B =14, B -C =1687, C-D=-1384, D -E= -1384, E-F=-1687, F -G =14 BOT CHORD B-J =1492, I -J =1004, 141 =1004, F -H =1492 WEBS C-J= -344, D- J=460, D -H =460, E -H= -344 BRACING TOP CHORD BOT CHORD Sheathed or 3-7 -0 oc purlins. Rigid ceiling directly applied or 9 -8 -12 oc bracing. NOTES 1) This truss has been checked for uniform roof live Toad only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; B5mph; h =8ft; TCDL= 4.2psf; BCDL= 6.0psf; occupancy category II; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposod;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load is based on 25.0 psf specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads per Table No. 16 -B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 263 Ib uplift at Joint B and 263 Ib uplift at joint F. LOAD CASE(S) Standard EXPIRES: 01 -24 -04 June 20,2003 A blaming - Verify design parameters and READ NOTES ON THIS MW INCLUDED MITER REFERENCE PAGE M114473 BEFORE U5E Design veld for use only with MMTek connectors. This design Is based only upon peramolors shown, and Is for an IndMdual bolding component to be Installed and loaded venially. Applicability of design commenters and proper Incorporation of component Is responsibility of bolding designer • nol truss designer. aradng shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the ender. Additional permanent bracing of the overall structure M the responsibility of the building designer. For general guidance reputing fabricator, quality control, storage, delivery, erection and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MiTek� 'w • • kl• ' Truss Type Qty COMMON 1 s un t1�b 6.00 IW € OPMENTllircia PEXIT2.266:A mis 1 Job Refarenco (optional) IT-e n • us as, nc. r un 20 07:06:55'f0-0-15age 1 R9443401 12-9-0 25-6-0 F6.6.01 12 -9.0 12.9-0 1 -0.0 Scale =1:44.9 3x4 = L 1:111 H 1.8-4 :.•::..:•:•:.• •.•.•.• • ;.•.; ... •:•:•• •. .. . 3x4 = AO AN AM AL AK AJ Al AH.G AFAE AD AC AB •••:: ••� ••: •!� •••••:• 5x6 = 0-0-0 25-6-0 Plate Offsets (X,Y): 25-6-0 [AH:0- 3- 0,0 -3-0] LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0 -0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.10 BC 0.03 WB 0.06 (Matrix) DEFL In (loc) 1ldell Vert(LL) n/a - n/a Vert(TL) -0.00 A >999 Horz(TL) 0.00 V n/a 1st LC LL Min I /dell = 240 PLATES MI120 Weight: 138 Ib GRIP 185/148 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 OTHERS 2 X 4 HF Stud/Std BRACING TOP CHORD BOT CHORD Sheathed or 6 -0-0 oc purlins. Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb/size) B= 163/25.6 -0, AH= 64/25 -6 -0, V= 163/25.6 -0, AG= 96/25.6 -0, AF= 96/25 -6 -0, A1= 112/25.6 -0, AJ= 112/25 -6 -0, AK= 112/25 -6 -0, AL= 111/25 -6 -0, AM= 115/25 -6 -0, AN= 100/25 -6 -0, A0= 149/25.6 -0, AE=65/25-6-0, AD= 112/25 -6 -0, AC= 113/25.6 -0, AB= 112/25 -6-0, AA= 111/25 -6 -0, Z= 115/25 -6 -0, Y= 100/25 -6 -0, X= 149/25 -6-0 Max Horz B= 67(load case 7) Max Uplift B=- 14(load case 5), AH=- 14(load case 7), V=- 16(load case 8), A1=- 15(load case 7), AJ= 11(load case 7), AK=- 11(load case 7), AL=- 12(load case 7), AM=- 10(load case 7), AN - 16(load case 7), A0=- 3(load case 7), AE=- 14(load case 8), AD= 18(load case 8), AC= 11(load case 8), AB= 11(Ioad case 8), AA= 12(load case 8), Z=- 10(load case 8), Y=- 16(Ioad case 8), X - 3(load case 8) Max Gray B= 188(load case 2), AH= 76(load case 2), V= 188(load case 3), AG= 97(load case 2), AF= 96(load case 3), AI= 131(load case 2), AJ= 129(load case 2), AK= 129(load case 2), AL= 128(load case 2), AM= 132(load case 2), AN= 116(load case 2), A0= 170(load case 2) AE= 77(load case 3), AD= 130(load case 3), AC= 129(load case 3), AB= 129(load case 3) , AA= 128(Ioad case 3), Z= 131(load case 3), Y= 116(load case 3), X= 170(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD A -B =27, B- C =-49, C- D = -38, D- E = -35, E- F = -35, F- G = -35, G.H = -35, H -1 =36, I- J = -35, J- K = -20, K- L = -38, L- M = -38, M-N=-20, N- 0 = -34, O- P = -35, P- Q = -34, Q-R=-34, R- S = -35, S- T = -34, T- U = -38, U- V =-48, V -W =27 BOT CHORD B- A0 =15, AN- A0 =15, AM- AN =15, AL- AM =15, AK- AL =15, AJ- AK =15, Al- AJ =15, AH- AI =15, AG- AH =14, AF- AG =14, AE- AF =14, AD- AE =14, AC- AD =14, AB- AC =14, AA- AB =14, Z- AA =14, Y -Z =14, X -Y =14, V -X =14 WEBS K- AG = -67, M- AF = -67, J- AH = -55, I- AI = -84, 1-1- AJ = -86, G- AK = -85, F- AL =-85, E- AM = -87, D-AN=-77, C -A0= -112, N- AE = -55, O- AD = -83, P- AC = -86, Q- AB = -85, R- AA=85, S- Z =-87, T- Y = -77, U- X = -112 Continued on page 2 EXPIRES: 01 -24 -04 June 20,2003 •� Warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1•7473 BEFORE USE DesIgn valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded verlally. Applicability of design peramenters and proper incorporation of oompononl Is responsibility of bul$ding designer • not truss designer. Bracing slwwn Is for latent support of individual web members only. Additional temporary bracing to Insure stability during construction is the neponst 1My of the erector. Addltionnl pennenant bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, slangs, delivery, erection and bracing, consult OST-88 Guidry Standard, 135B-89 Bradng Specification, and HIB -91 Handling hstaling and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Dove, Madison, WI 53719 Mit MiTek�' ..J::ro Y aern+ ...n ......•i.vmaaw x F,.r ;v n ftX cvcr�c �, - .000 s Jun 9 2003 MiTek Industries, Inc. Fri Jun ZU 07:Ub:59 1W3 I-'age NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.0psh occupancy category II; exposure C; enclosod;MWFRS Interior zone; cantilever left and right exposed ; end vortical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MITok "Standard Gable End Detair 4) All plates are 1.5x4 MII20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1.4-0 ac. 7) Thls truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ib uplift at Joint B, 14 Ib uplift at joint AH, 16 Ib uplift at joint V, 15 Ib uplift at joint AI, 11 Ib uplift at Joint AJ, 11 Ib uplift at Joint AK, 12 Ib uplift at joint AL, 10 Ib uplift at joint AM, 16 Ib uplift at joint AN, 3 Ib uplift at Joint AO, 14 Ib uplift at joint AE, 18 Ib uplift at joint AD, 11 Ib uplift at joint AC, 11 Ib uplift at joint AB, 12 Ib uplift at joint AA, 10 Ib uplift at joint Z, 16 Ib uplift at joint Y and 3 Ib uplift at joint X. LOAD CASE(S) Standard A Warning - Verify design peramelere and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI14473 BEFORE USE Design valid for use only wRh MITak connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Inatak d and loaded vertically. AppNcabllity of design parementers and proper Incorporation of component Is responsibilty of bu!ding designer - nol buss designer. Bracing shown Is for lateral support of Indivdual web members only. Additional temporary bracing to Insure stabl!ty during construction Is the responsibility of the erector. Additional permanent bracing of the overall sbudure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Ou.Nty Standard, DSB -89 Bracing Specification. and 1118.91 Handling Inslaring and Bracing Recommendation available from Truss Plate Institute, 503 D'Onoldo Drive, Madison, WI 53719 MiTekm russ 'hiss Typo Qty Ply BAY DEVELOPMENT#6.O8A— PEAK 2260 -A mis R9443401 2200•A F4 COMMON 1 1 Job Reference (optional) - cvcr�c �, - .000 s Jun 9 2003 MiTek Industries, Inc. Fri Jun ZU 07:Ub:59 1W3 I-'age NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h =8ft; TCDL= 4.2psf; BCDL= 6.0psh occupancy category II; exposure C; enclosod;MWFRS Interior zone; cantilever left and right exposed ; end vortical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MITok "Standard Gable End Detair 4) All plates are 1.5x4 MII20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1.4-0 ac. 7) Thls truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 Ib uplift at Joint B, 14 Ib uplift at joint AH, 16 Ib uplift at joint V, 15 Ib uplift at joint AI, 11 Ib uplift at Joint AJ, 11 Ib uplift at Joint AK, 12 Ib uplift at joint AL, 10 Ib uplift at joint AM, 16 Ib uplift at joint AN, 3 Ib uplift at Joint AO, 14 Ib uplift at joint AE, 18 Ib uplift at joint AD, 11 Ib uplift at joint AC, 11 Ib uplift at joint AB, 12 Ib uplift at joint AA, 10 Ib uplift at joint Z, 16 Ib uplift at joint Y and 3 Ib uplift at joint X. LOAD CASE(S) Standard A Warning - Verify design peramelere and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI14473 BEFORE USE Design valid for use only wRh MITak connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Inatak d and loaded vertically. AppNcabllity of design parementers and proper Incorporation of component Is responsibilty of bu!ding designer - nol buss designer. Bracing shown Is for lateral support of Indivdual web members only. Additional temporary bracing to Insure stabl!ty during construction Is the responsibility of the erector. Additional permanent bracing of the overall sbudure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Ou.Nty Standard, DSB -89 Bracing Specification. and 1118.91 Handling Inslaring and Bracing Recommendation available from Truss Plate Institute, 503 D'Onoldo Drive, Madison, WI 53719 MiTekm V Al to m Z 0 P,a o 7 a 7•Q 7Q cT C m m N C N (7Q0 NO 100 00 00 0(D N (Q S. 0o m n E. c n SNi3Va8 1V1131V1 111 v) r 3 A,W n cr -+ o £LPL-IIW a ;aags a3uaJb,va 6u!Jaaui6u3 Maim th o. 21H1Ia /3SIM N-9£0OL6 'M-ZZ0096 VZ£I'6 'L996 L9-96 ' l £-96 CONNECTOR PLATE CODE APPROVALS WEBS ARE NUMBERED FROM LEFT TO RIGHT „yam >x0 0z Z N T0> z O =0 m 2 CO �yv DD 70m Z C GE D3 --1m 1m mm 00 T, 0 og ym TOP CHORD 'TOP CHORD weisAS 6utiagwnN 0 *mil 'S6uIP1oH ®311911W £66 (!i A W (j o OD V a (n A W N -- ^T1 D (DC) ego 4.0 o n> C= CD -1 (Q 5 `^ � 'p v�' f7 1:3°C C C Q C Q p 'o 0 O O p• • 33 E m0 7.•O Q O 7.07 7No U O C 7Q 0 Q -rQ7 7 0 C C' 3 C 0m �•p7 n7 it/ um,•Q0 ° < <� 0Qa fm �m3 Izim oN �N 0. ?n m� 7a�. 0 (D oN 5°0 -i0 '^m° u+Q3 D7 CD 7 -1 a' 0vi (pN 'pt 5Th 7' 3 N7a (0 y. 0 m m --0m "'o a -'7•p m (Qm (D o °c `�° °< 70(0 ��s ao mo3 am �� 0O-� a 7m_� (oim° a O 0c o n0 ;°7m m 0 aN 00Q nu, moo c - gm _m Q m am "^ (� c1.0- g° a° :. 0 KR ,§:. N 3 =3 ;r O. n• Q� 7 m O ,mN„ m Q N • _ca m' .� O _7N,m °�°-� 2a o °a mc�� Q_-« amm ma oa'o mc*< °m (Q CU ?a7 ° °mo iu 0X 'O 6 0� f c 7:^n n.O' .12o 32 3• � m 7o m 7• 77 m o• 7 N om p °O ?moo ° c 9m pa p °-� -« �o o c0 m Rm7. O o a n oa 7 IAo 07� "D- � -}a 30 n asa ma o Q c7 5' ii p O �m oN 3° QQ ° m °N C o2c a D° �� C y .741 li-03 =.° 7Q �0 7m mQ a ,9� Q a'< nm c (� o� ° ma (Q•0. �a -►'^ �a a°_� n•' 3• QD. A -to m _ •D m (Q ,N do • 3. N0 m� sa m� oom Q. 30 00 oN 5 ??o (D �. 0 7 O O +7 J. _, Q, m 00 -« (Q 7 7 (Q 0(Q fQ ? 7 R Q -i.0 7 7 a 7 -• vmi -« 'O gQ = _? c o CL0 Q o o m -' Q.m m 7• O 7 Q a Q 7 (p N m a) -` -.. 7 ":5:-6. Q n • 'D m O Z o mo 3 cp n(b0 ao 7n Q 7 °D 'O CD o • N o ° —a o 0 Q o (D ee rnr.•n:>.rK:Wz June 10, 2004 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Bob Thompson 425 Pontius Avenue North, #125 Seattle, Washington 98109 RE: CORRECTION LETTER #1 Development Permit Application Number D04 -152 Dear Bob: This letter is to inform you of corrections that must be addressed before your development permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Department. At this time, the Building, Public Works and Fire Departments have no comments. Planning Department: Nora Gierloff, Planner, at (206) 433 -7141, if you have any questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted throujile the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, Stefama Spencer Permit Technician encl xc: File No. D04 -152 6300 Southcenter Boulevard, Suite #l00 • Tukwila, Washington 98188 • Phone: 206 -431 -3670 • Fax: 206 - 431.3665 May 13, 2004 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Mr. Bob Thompson 425 Pontius Avenue North, #125 Seattle, Washington 98109 RE: Letter of Incomplete Application # 1 Development Permit Application D04 -152 Crescent Homes — Lot 5 — 13512 43`d Avenue South Dear Bob: This letter is to inform you that your application received at the City of Tukwila Permit Center on May 6, 2004, is determined to be incomplete. Before your application can continue the plan review process the following items need to be addressed: Building Department: Jim Dunaway, at 206 431 -3674, if you have questions concerning the following: 1. Please provide structural calculations and truss details. 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 bp a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Sincerely, Gsu L Stefan] tSpencer Permit Technician Enclosures File: Permit File No. D04 -152 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -152 PROJECT NAME: CRESCENT HOMES - LOT 5 SITE ADDRESS: 13512 43RD AVENUE SOUTH DATE: 06 -15 -04 Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # after'before permit is issued DEPARTMENTS: Building Division ❑ Public Works ❑ Fire Prevention Structural 44, 6-V t ❑ Planning�Division ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 06 -17 -04 Complete Nit 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�_,J( Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Notation: Approved with Conditions d DUE DATE: 07 -15 -04 Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY Documents/routing sllp.doc 2-28-02 ••, . tia::.. d4a�:{:, � iW' '�.t,d.�e�.fii2�a:y�,F7.:. w., ..�'"n�•'us: 5RMIT COORD COQ CO(,' PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -152 DATE: 05 -13 -04 PROJECT NAME: CRESCENT HOMES - LOT 5 SITE ADDRESS: 13512 43RD AVENUE SOUTH Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # after /before permit is issued DEPARTMENTS: 4'6 n� ; G Building Division Public, trig s Aut�d�'zd -O Structural 11// Fire Prevention ❑ PI nning Division [� ❑ Permit Coordinator DETERMINA N OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 05 -18 -04 Complete Incomplete ❑ Comments: Not Applicable 0 Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS �TING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Notation: DUE DATE: 06 -15 -04 Approved with Conditions ❑ Not Approved (attach comments) E REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping PW ❑ Staff Initials: teS Documents /routing slip.doc 2 -28.02 PERMIT COORD COPY PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -152 PROJECT NAME: CRESCENT HOMES - LOT 5 DATE: 05 -06 -04 SITE ADDRESS: 13512 43RD AVENUE SOUTH X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after /before permit is issued DEPA • THE TS: Buildin•/r'vision Public Works 0 r--eo ` ? i Fire P enton ` - 4 Structural ❑ d Planning Division 0 Permit Coordinator xr DETERMINATION OF COMPLETENESS: (Tues., Thurs. Complete ❑ Incomplete DUE DATE: 05 -11 -04 Not Applicable Comments: Permit Center Use Only f INCOMPLETE LETTER MAILED: 5/3 'd ' , 7 LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg% 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 -08 -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 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 REVISION, SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: V'. /Q t Plan Check/Permit Number: D04 -152 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision # after/before Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: CRESCENT HOMES — LOT 5 Project Address: 13512 43RD AVENUE SOUTH Contact Person Bob Thompson Phone Number 2S ? -51' 757f Summary of Revision: �1�Qv� S'� Tic - W(o1/pt1 k1.064 SA, 3 SQ.e4- -; V Q Lc, h ve to N ttQvpv. t Q G � RECEIVED CITY OF TUKWILA PER R Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 6-/C-0(/ Entered in Sierra on 06/10/04 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 �.. R:' �`vf�_•4o. I ij 1 � F• p�_ ' 1 hT►PL�; Ik Y ?�. t�s' aw.,Y I Y ¢ r• :! t p..... :1 a , �� A• nth IA V v,?:3i �t1.s. r � ^4bR'1x'k.�.t�i.e.ti�.. ��!:G^'�. 61i�,F5,�'x�' 4i"�$..axKta.lvi, 5!:+, .r4 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: .04 1 5 Z KResponse to Incomplete Letter # ' ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: S qt vcc Vt j-j L-04- S ,ar'z «S /A, s Project Address: Contact Person es p,,.� Phone Number: Q2 s3 , 565. 7S 7y Summary of Revision: f Sc4.6 t i-t c for ce Ca- l C s °) (rte s s d.)e -tee 1 oq Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: If Entered in Permits Plus on •�'L�'� y 08/06/03 14816 Milljsry Road South P.O. Box ;50 Tukwila, WA 98168 , Phone: (208) 242 -3236 Fax: (206) 242 -1527 CERTIFICATE OF SEWER AVAILABILITY /NON- AVAILABILITY Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability Part A: (To Be Completed by Applicant) Purpose of Certificate: .Z Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: ,14 Residential Single Family ❑ Residential Multi- Family ❑ Commercial ❑ Other L'e,b Applicants Name: e,.�s ,,,./- ,t,,,�.�,s Phone {;,53) 5G09 _. 15/ 9 Property Address or Approximate Location: Tax Lot Number: 13 6 12 i - /(�'`�I / .'e ,S . (9(r 1,3�C") r- C is Description(Attach Map and Legal Description if necessary): k,,-1- 5 7LkL1-1 lc, c5P 't /Ql --C3� Part B: (To Be Completed by Sewer Agency) 1. ,. a. Sewer Servce will be provided by side sewer connection only to an existing (* 7 size sewer C v feet-from-the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and /or ❑ (2) the construction of a collection system on the site; and /or ❑ (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. ij 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: $ (s. a. District Connection Charges due prior to connection: GFC: $ ,53,S-D SFC: $ Ma.-D -� UNIT: $ TOTAL: $ Q7 c0 f — (Subject to Change on January 1st) King County/METRO Capacity Charge: Currently, $1867.54 /residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co/Metro without notice.) b. Easements: ❑ Required ❑ May be Required c. Other: MAY 0 6 2004 PERM,r cE-rvrR I hereby,certify that the above sewer agency information is true. This certification shall be valid for one year from the date of sia ture. Title YJX4(ny� aryM �w<';•a..uvew...k�'t 4^i�l".i,'�A.�,+; •.pr,.µ; ^, Y -y`; C}N." .^.vs..�.w..w..r; q•.' ..V _� �:1*•''' ."4, ii/(9k/ot4. Date / 10+ 152 • 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 govemmental 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. (O/ Applicant's Si ure 89539100]1270798.0115SY60]!.DOC (1/26/04) -1- tar* 1.14 ‘i.\\.4.44) 4$4,.,$$ • D to CITY OF TUKWIL4 Community Development Department Permit Center 6300 Southcenter 81vd,, Suite 100 Tukwila, WA 98188 Permit Center /Building Division: 206 -431 -3670 Public Works Department: 206-433-0179 Planning Division: 206-431-3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district PERMIT NO.: 3)04- 152. yp� y6I;?� �, '�Yf�' � 1�,y %y/�,�. ,�f.�, .�. 1 .��1,�,1p +I 11J r'1:C + �7• (7, � ,�.� �� S W a u� � AF )� ^, �, ��,.. •� �`MYi M,Y 'WT'A r.7i2�'� WIf.1'?Y CIi�.',Yfl' fi �'•4.'t•: I I t` '67 i1/ 4 ' I Wit' ri!��rtS,$1'••111 ..rS�i�':; i- �1�,,..Y,, ?.i';;Gi: El'•r11'i7��;if'a .,..jiLl.. ',1,;; Site address (attach map and•legal description showing hydrant location and size of main): 135112 43V Avt $. t 4K.43;1 9cf./406 MOZI ;fi31ti Name:: CYe 5 cm k post Address: sit N 2 doh Phone: Soy.ti LA. w 9 Po f 2o1. 3Z3 -��6 This certificate is for the purposes of: Residential Building Permit ❑ Commercial /Industrial Building Permit ' 110q 17- ors 411. e. L 1 ?; Name: r"-a__Irt,o,nssoLJ Address: (42s- Fe 4+ s 444/4 O. rzs /o • t Phone:253- 5144, 767f Estimated number of service connections and ❑ Preliminary Plat ❑ Short Subdivision ❑ Rezone ❑ Other water meter size(s): / - 3/41 Vehicular distance from nearest hydrant to the closest point of structure is ft. Area is served by (Water Utility District): W44-ti '1) + ; -* I ZS Owner /Agent Sigrt�ture 1. The proposed project is within T�-t�-wv l & 2. No improvements required. Date OVvy (City /County) 3. The improvements required to upgrade the water system to bring it Into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: N\� (Use separate sheet it more mom is needed) 4. Based upon the improvements listed above, water can be prow degand will be available at the site with a flow of 63 20 at 20 psi residual for a duration of 2 hours at a velocity of /u, fps as documented by the attached calculations. 5. Water availability: Acceptable service can be provided to this project f`I I y oP TI IKWII Acceptable service cannot be provided to this project unless the improvements In Item B -2 are metMA v 0 li ❑ System is not capable of providing service to this project. 2404 PERMIT CENTER -. - gpm I hereby certify that the above information is true and correct. �,s-r�) zs Agency /Phone 2°'- `Z- ` 7` �5�? This certificate is not valid without Water District No. 125's attachment entitled "Attachment to Certificate of Water Availability." Date l%; 2-g o 4 L71 -06" DO 41- IS 2. . - 4 ATTACHMENT TO z CERTIFICATE OF WATER AVAILABILITY . w KING COUNTY WATER DISTRICT NO. 125 6 Ce D O 0 CO 0 U) ii1 The following terms and conditions apply to the attached Certificate of Availability i ( "Certificate "). N w 0 2� 1. This Certificate of Water Availability is valid only for the real property referenced ga herein for the sole purpose of submission to the City oP tI; ,i4o "City "). This Certificate is N D issued at the request of the City, and is not assignable or transferable to any other party. Further, 1 W no third person or party shall have any rights hereunder whether by agency or as a third party , z 1i .. beneficiary or otherwise. . z 0 2. The District makes no representations, express or implied, that the applicant will 2 o be able to obtain the necessary permits, approvals, and authorizations from the City or any other o CL) applicable land use jurisdiction or governmental agency necessary before applicant can utilize 0 1- the utility service which is the subject of this Certificate. = v 4 1— r_... LO z w U= 0 h- 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all federal, state, and District laws, ordinances, policies and regulations in effect at the time of such application for utility service, including conservation, water restrictions, and other policies and regulations then in effect. Applicant's Signature �. Date �-2Er n District Representative :w;nry� uJ4a Date 4(0/6 / boquil s2 ;.:.....w- :t.:f,: z,=4M.,n RECEIVED '.ITV (1F TUKWII A MAY 0 6 2004 PERMIT CENTER z Look Up a Contractor, Electrician or Plumber License Detail Topic Index I Contact Info Page 1 of 2 Home Safety Claims & Insurance Workplace Rights Trades 8 Licensing, Find a Law or Rule Get a Form or Publication Look Up a Contractor, Electrician or Plumber ;General /Specialty Contractor IA business registered as a construction contractor with Lal to perform construction work within the scope ?of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. j License Information License BAYDEC *022MB Licensee Name BAY DEVELOPMENT CORPORATION Licensee Type CONSTRUCTION CONTRACTOR UBI 601851623 Verify Contractor Premium. Status Ind. Ins. Account Id Business Type CORPORATION Address 1 425 PONTIUS AVE N #125 Address 2 City SEATTLE County KING J State WA Zip 98109 Phone 2063236656 Status ACTIVE Specialty 1 GENERAL Specialty 2 UNUSED Effective Date 7/2/1998 Expiration Date 7/2/2006 Suspend Date Separation Date Parent Company Previous License Next License CL-IAABT_N19%2KE Associated License Business Owner Information Name Role Effective Date https: // fortress. wa. gov /lni/bbip /detail.aspx ?License= BAYDEC *022MB 08/26/2004 •r- .Sa.fCj V,ss& Li, T I 35 z M#3v:t* ..Ave $ C 1-014 96144 P- PD%•,,e‘r Cz - Gas CcAolL u), te44.e✓ S _ Sag,Jel tOiJA -- • 'Yr f`km Cy0.4.)1 civc4vt. FccAz aaA 4i411414.14 415E4" l - }44`K" CORRECTION ?-k LTR# Dirci.4.46) 1 d (41 , tow. ci 4)4 ovtt 4oev:f?r541cS 3Ts+ifM& '-f4) JK Gresceta- I" 7.-01 cpoteitit ,/%4a 4-e. .ciVweit.+-.1''' p' J' 4-19 Levi' y36-.t( Ave S • • i:•••■• fit' Y •voc— •. .. "..O� C' ",.- •r' "T :i'!""I�iII- �/'-.� "� Fe .. ' *!n'.�.�.- •..111.,. .. .w .:;+�T..!•.t"�"�"r:�"�Y�" w:• • 94 r ►.•►-.._ • ifrtc, al% 1#411/ 4 1 15' Oaf • .. ,. ..''11""" "."111.."11 "Ty •"^' -.� -- — ,- -- .TIO.,.• rivr . `AVM'I'w"a'.' ...°'�,.' "�T'%r �I +'.'�RN��'.�•�s f 1,•,. '. • These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with. the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance t . and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By - �.� Z l • • not' t)0111,- ? +yny�F • • • w r.s.u* x.'1... ..""rmentar"-.'Q*' +.0wVvimer rrriteveleleft. ode. eleeektm.f. `4 • .,.. • .. 0. • • • ' . ••: 1 / I J ap, •,.....:-.. or. I ' i / ji/f , 0 ° ° •• •• / el /- / / l. / i ./." jr i I ff I ir i ,-..• / 1 r/ / ♦ ,r • y •I • • • ■ j i I ) • „... 4.......:.:• 0. .., .. .0 . ."... 1. I so 0° «• •••••r , �:� • rry ✓� / •1 • f ^� �/ I •r•••r ••• •• ,1 , I • / s, r, 04' I i • i . l ./ 1// ..,r .. -0,g. .-- r eer / • / r ,••'..... ' / . / f r { / f • • , _ • • ten► i r 4.1' • ; I • r.► I I : / �% t ` • '+ i y • 1 . / .. — . . ........'” 1 it e's • .../ / • t ait : f i • i I it ./ ... ,,, 'Al // ' \ , ' • r 1 t 0 / . . :i \ . ■ I I' I • ( - • 1- f ' '• . /. \ (I \ el t. t tt:k 4...-. , f ` ''AN-. ''• -,. '' 1 it t + , ,• 1 _ .,` 1 f; 1 : : •% ' SEE DR INAG� D 1 SEW,E PROIFILIES1, F • ` .. t ELEVATI NS 0F: CRO SING ' IPES 1 ! •, 1 l • t 1 ' �)_ 1t • I ti51iN 01' � �E °()CP‘%1(3::( Sfni� • ••••• • • • \, • /, f1 fl 1 • % 4 t • : • • ii t. i \ i • I . \ 0%6? 1 • . ....:) '. 1 • est\\AO\I t w, l •'t 1 ‘15 \ \ . A J..: ,..;:. v \1461P4‘6 F ‘in...' / i ../6,0`141 ., / y r \/ f • • +. .. ....`: AWSMC S L4iTh1J • aF ' .. E'SSTING IJflU11. t.-4. ir foi /go,An*i..�tsL') ," r • ••'• • • y f r.� • ti • • .( *I • • • 11 • 1.;(14 • • • • • • 1 1 • • • • • • s • • • • • ,t • • • • • • • • aqb No • 0b • A • • • • • • • • • A. cd.,•A que • • • .t r• 1 /1� •. ' ` • • • •1 • r • • • , . •♦ 0 • •r• • -.4 1 t :••4%. , • • 1,�IpI )RARY CON -.TR EN TRA('.0 • N • • 1 i A •• • • 0 • • • • • • `►, • • ,. PROPOSSO TRUCg • «.• . 1 • f • .y • • • • !' • • � r • t • • •• 1 .% i • 1 . \ i r • .1 , • ,-. .,. • "S. • 'r • l'• •° r - •.•. ~ •• ., • ∎%• • •f r • • • . . .•• •0• ••1' 1 1 • 1 s 0 • I • .0 1 • • • • • 1.• • • • •• • • • •0 • • • ..v. It4.1 06vcisgeTuR ...•. IN • • • f•. /• • • • I• • • • J • •0 • J • • SCA fag ..• •• • r+ • r• • ,.•• •• ,w✓ AO 41 r•..• w•• �... ♦• 40 • . 01° r ; ,r� �• .••• • • 1 • • ow • , . • :, •,Iss s' ,; r . . `'� • • • • f r` , • de •1 .. r es. • rt�too • • tr • 1I •. r • �, dos . � •,r •r V .� 1 If .s • rr • . .•t,,• --)04•00•14 • - ,. • e— ::••.• ••• • 1. • ••• 400. .. • .,.- •4..•••.•' •1.• • 30 Moms, Lecorreohi 10, Egitrio6 /*haw Attire's/Iva. (Fog weogoiroolJ ow() • FINISHED GARAGE ELEVAllONS • • • PP • INSULATION A. CEILINGS • R -36 (VAULT 30) I. CEILINGS TO HAVE BAFFLES MAINTAINING 1" MININUM AIRSPACE ABOVE INSULATIONN. 2. eAFFLE5 ARE TO EXTEND 6" ABOVE BATT INSULATION 3. BAFFLES ARE TO EXTEND 12" ABOVE SLOWN - IN INSULATION. O. NEW WALLS • 2)c6 R -2I 1. ALL EXTERICR WALL CAVITIES, INCLUDING CAVITIES ISOLATED DURING FRAMING, MUST BE FILLED WITH UNCOMPRESSED INSULATION. 3. FACED BATTS ARE LAPPED AND ARE TO BE STAPLED TO FACE OF STUDS. UNFACED BATTS AiRE TO BE FRICTION FIT WITH 4 MIL VISQUEEN STAPLED TO FACE OF STUDS OR VAPOR BARRIER PAINT WITH DRY CUP PER RATE OF I MAX MAY 8E SUBSTITUTED FOR 4 MiL VISQUEEN. 4. INSULATE E3E1-1iND TUB /SHOWER, PARTITIONS AND CORNERS C. FLOORS • R-30 I. UNDERFLOOR INSULATION !S SUPPORTED BY LATH, TWINE OR BY OTHER NON - COMPRESSING MEANS. EXTERIOR GLUE TO BE USED ON SUB-FLOORS. 2. SLABS IN CONDITIONED SPACES THAT ARE NO LOWER THAN 24" BELOW FINISHED GRADE ARE TO BE INSULATED WITH R -I0 EXTRUDED POLYSTYRENE FOR A DISTANCE OF 24" INWARD FROM THE FOUNDATION FOUNDATION WALL OR DOWN TO THE TOP OF THE FOOTING. MOISTURE CONTROL I. N/A 2. CRAWL SPACE MUST HAVE 6 MIL BLACK VISQUEEN GROUND COVED'.. 3. EXTERIOR DOORS AND WINDOWS ARE TO BE CAULKED AND WEATHERSTRiPPED. 4. RECESSED LIGHT FIXTURES TO LIMIT AIR LEAKAGE PER WSEC 502.4.4. iN UNCONDITIONED AREAS. 5. ALL PLUMBING, ELECTRICAL AND I-4vAC PENETRATIONS iN FLOORS, WALLS AND CEILINGS ARE CAULKED AND SEALED 6. ELECTRICAL OUTLET AND LIGHT SWITCH BOXES ON EXTERIOR WALLS MUST BE SEALED AT THE BACK OF THE 130x OR EQUIPPED WiTH A FACE PLATE GASKET. .1. SOLE PLATE IS CAULKED OR GLUED TO SUBFLOOR. 8. CAULK /SEAL RiM JOISTS BETWEEN STORIES. 9. WHEN PENETRATIONS NEED FIRESTOPiNG REVEAL AND DISCUSS WITH YOUR BUiLDiNG DEPARTMENT INSP. FURNACE ARID WATER HEATiNG I. 1- 4EATiNG DUCTS OUTSIDE OF THE CONDITIONED SPACE MUST BE INSULATED TO R -8. DUCT JOINTS AND SEAMS ARE TO BE SEALED WITS -4 MATERIALS LISTED AND LABELED AS COMPLYING WITH UL 18IA OR UL 181B. 2. iN UNHEATED AREAS, HOT AND COLD WATER PiPES ARE TO BE INSULATED TO R -3. 3. WATER HEATER STORAGE TANK TO BE LABELED. AS MEETING THE 1981 NATIONAL APPLIANCE ENE `r' CONSERVATION ACT. 4. ELECTRIC WATER HEATERS SHALL NOT BE PLACED DIRECTLY ON CONCRETE SLAE3S BUT INSTEAD 31 -IALL. eE PROVIDED WITH AN R - I0 PAD' BETWEEN THE WATER HEATER AND THE SLAB. 5. LAVATORIES, TUBS AND SHOWERS ARE TO HAVE FLOW RESTRICTORS TO LIMIT HOT WATER DISCHARGE TO 2.5 GPM. WOOD STOVE 5 I. WOODSTOvES ARE TO 1.4AVE TIGHT FiTTiNG GLASS OR METAL DOORS. 2. WOODSTOVES ARE TO HAVE OUTSIDE COMBUSTION AIR DUCTED TO FIREBOX. (MIN. 6 SQ. IN. NET FREE VENT AREA.) COMBUSTION AIR DUCT MUST BE EQUIPPED WITH AN ACCESSIBLE DAMPER. COMBUSTION AIR MUST ORIGINATE BELOW THE FIREBOX. 3. WOODSTOvES MUST BE WASHINGTON STATE CERTIFIED. FIREFLACES I. FIREPLACES ARE TO HAVE TIGI- IT;,.Y FITTING GLASS OR METAL DOORS OR EQUIPPED WITH A FLUE DRAFT INDICT I ON FAN. 2. FIREPLACES ARE TO i-4AVE OUTSIDE COMBUSTION AiR DUCTED TO FIREBOX. (MIN. 6 SQ. IN. NET FREE VENT AREA.) COMBUSTION AiR DUCT "-UST BE EQUIPPED WITI -4 AN ACCESSIBLE DAi F ER. COMBUSTION A!R MUST ORIGINATE BELOW THE FIREBOX. 3. TIG1 -4TLY FITTING FLUE DAMPER WITH MANUAL OR AUTOMATIC CONTROLS. DOOR U -VALUE = 0.20 1 1. ExTERIOR SWINGING DOORS IN HEATED SPACE WITH MAXIMUM U -VALUE OF 020. GENERAL PROVISIONS 1. ALL STRUCTURAL SOFTWOOD PLYWOOD, PARTICLE- BOARD, WAFER BOARD AND ORIENTED STRAND BOARD ARE STAMPED "ExPOSURE 1" 2. RECESSED LIGHTS ARE IC. RATED, DOUBLE WALL CAN LIGHTS. PRESCR!PTIvE DESIGN REQUIREMENTS FOR INTERMITTENTLY INTEGRATED FORCED AIR VENTILATION SYSTEMS FOR RESIDENCES FOUR STORIES OR LESS MAY COMPLY WITH V.I.A.Q.C. SECTION 303 AS INDICATED BELOW RESIDENCES DESiCsNED TO COMPLY WITH WITH SECTION 302 SHALL SUBMIT CALCULATIONS FOR REVIEW AND PER SECTION 302.1.1. S'rSTEM CHARACTERISTICS NCT IDENTIFIED BELOW AND CONTiNUOUSL'? OPERATED SYSTEMS SHALL COMPLY WITH SECTION 302 A. 'SOURCE SPECIFIC VENTILATION REQUIREMENTS- I. EXHAUST FAN REQUIREMENTS: a. BATHS, LALINDRIES,4 1°OWDERS- -50 CFM • 025" w6. b. K; TC4 -4ENS - -100 CT-1F 6 025" W. RANGE 1-40005 AND DOWN DRAFT RANGES MAY BE RATED AT M00CFM AT .10 LU . 2. EXHAUST DUCT REQUIREMENTS: a. BE INSULATED TO R -4 IN UNCONDITIONED SPACES. b. BE EQUIPPED WITH A E3ACKDRAFT DAMPER. c TERMINATE OUTSIDE THE BUILDING. al. COMPLY WiTH TABLE 3 -3. e. SMALL TERMINATE NO CLOSER THAN 3' FROM OPENABLE DOORS OR WINDOWS. I+3. WHOLE HOUSE VENTILATION REQUIREMENT. OUTDOOR AiR SHALL BE SUPPLIED TO ALL HABITABLE ROOOMS TNROUCs 4 THE FORCED AiR HEATING SYSTEM USING THE FOLLOWING METHOD. • J . r '��V tr., t . - 0-•• to* v •••... IN4■ 11••r1.....propt w -* C. +`.w+ -. . . +•i - , e , -f ...yon r"s.e _ 4. I. FRESH AIR INLET DUCT SHALL COMPLY. WITH THE FOLLOWING, b. BE DUCTED FROM THE ExTERIOR AND CONNECTED TO THE RETURN AIR STREAM 4 FT. UPSTREAM OF THE FURN. BLOWER. c. BE INSULATED TO R -4 WHEN LOCATED WITHIN HEATED AREAS. d. BE PROTECTED FROM TI-4E ENTRY OF INSECTS, LEAVES AND OTHER MATERIAL. NOT TO RECEIVE FRESH AIR FROM THE FOLLOWING AREA. 1. WITHIN TEN FEET OF AN APPL1ACE VENT OUTLET, UNLESS THE VENT OUTLET IS THREE FEET AVOE THE FRESH AiR INLET 2. WHERE IT WiLL PICK UP OBJECTIONABLE ODORS, FUMES, OR FLAMMABLE VAPORS. 3. A HAZARDOUS OR UNSANITARY LOCATION. 4. A ROOM OR SPACE 1- WAVING FUEL BURNING APPLIANCES. 5. CLOSER THAN i0' FROM A PENT OPENING OF A PLUMBING DRAINAGE S1' STEM UNLESS TI-4E VENT OPENING i5 AT LEAST THREE FEET ABOVE THE FRESH AIR INLET. ATTICS, CRAWL SPACES OR GARAGES. 2. THE INLET DUCT SHALL BE EQUIPPED WITH 1 OF T1-4E FOLLOWING: a. THE INLET DUCT SHALL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL TIMERt b. A FIXED DAMPER INSTALLED AND SET TO MEET MEASURED FLOW RATES AS SPECIFIED IN TABLE 3 -2 OR c. AN AUTOMATIC FLOW RECsULATION1Cs DEVICE WITH FIELD MEASURED MINIMUM NEGATIVE PRESSURE OF 0.1 INCHES WATER GAUGE AT THE POINT WHERE THE OUTSIDE AIR DUCT IS CONNECTED TO THE RETURN AIR PLENUM. THE INTEGRATED VENTILATION SYSTEM SHALL DEMONSTRATE COMPLIANCE WITH vIAQC SECTION 303.12 B OT ON SITE FLOW TESTING OR OTHER APPROVED MEANS. DEMONSTRATION OF COMPLIANCE SHALL BE MADE AVAILABLE FOR THE INSPECTOR AT THE FINAL INSPECTION. JOB TYPE: NEW CONSTRUCTION OCCUPANCY: SINGLE FAMILY FUEL: CsAS CLIMATE ZONE 1 WINDOW U -VALUE .40 DOORS U -VALUE .20 CEILING WITH ATTICS R -38 CEILING VAULTED FR- 30 ABOVE GRApE WALLS R -21 SELOUJ GRADE WALLS INTERIOR R -21 BELOW GRADE WALLS EXTERIOR FR-10 FLOORS R -30 LAS1� • TABLE 3 -1 MINIMUM SOURCE SPECIFIC VENTILATION CAPACITY REQUIREMENTS INTERMITTENTLY OPERATING BATHIROOMS KITCHENS 50 CFM 100 CFM CONTINUOUS OPERATION 20 CFM 25 CFM TABLE 3 -2 VENTILATION RATES FOR ALL GROUP R OCCUPANCIES FOUR STORIES AND LESS. MINIMUM AND MAXIMUM VENTILATION RATES. CUBIC FEET PER MINUTE (CFM) FLOOR BEDROOMS AREA, FT2 2 OR LESS 3 �4 S 6 1 l 4 INCH MIN. MAX. MIN. MAX. MiN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. LESS THAN 500 50 15 65 98 80 120 95 143 110 165 125 188 140 210 501 -1000 55 83 10 105 85 128 100 150 115 113 130 195 145 218 1001 - 1500 60 90 15 113 90 135 105 158 120 180 135 203 150 225 1501 -2000 65 98 80 120 95 143 110 165 125 1S8 140 210 155 233 2001-2500 10 105 85 128 100 I50 II5 113 130 195 145 218 160 240 2501 -3000 15 113 90 135 105 158 I 120 180 135 203 150 225 165 248 3001-3500 80 120 95 143 110 165 125 188 140 210 155 233 110 255 3501 -4000 85 128 100 150 115 113 130 195 145 218 160 240 115 263 4001 -5000 95 143 110 165 125 188 140 210 155 233 110 255 185 218 5001 -6000 105 158 120 180 135 203 150 225 165 248 180 210 195 293 6001 -1000 115 113 130 195 145 218 160 240 115 263 190 285 205 308 1001 -8000 125 188 140 210 155 233 110 255 185 218 200 300 215 323 8001 -9000 135 203 150 225 165 248 180 210 195 293 210 315 225 33e. GREATER THAN 9000 j 145 218 160 240 115 263 190 285 205 308 220 330 235 353 • FOR RESIDENCES TI-4AT EXCEED 8 BEDROOMS, INCREASE THE MINIMUM REQUIREMENT LISTED FOR 8 BEDROOMS BY AN ADDITIONAL 15 CFM PER BEDROOM. THE MAXIMUM CFM IS EQUAL TO 1.5 TIMES THE MINIMUM. PRESCRIPTIVE HEATING SYSTEM SIZING PER WASHINGTON STATE ENEG CODE 2001 EDITION CHAPTER 9 MEN. AND / OR MAX. NUMBER OF BEDROOMS: 4 MAX. HEAT SYSTEM SIZE: 2198 SQ. FT. X 20 BTU /µR = 43,960 BTU OR LESS ALL HEATING SYSTEMS S! -FALL BE DESIGNED AND INSTALLED IN ACCORDANCE UJITN UNIFORM BUILDING CODE SECTION: 310.11 HEATING SYSTEM: MANUFACTURE PER CONTRACTOR VAPOR RETARDERS: FLOOR EXTERIOR T4G PLYWOOD WALLS 4- MILL POLY OR P1/4 PRIMER CEILINGS 4- MILL POLY OR PYA F'RfMER NOT FREQT) AT CEILING IF 12" OF AIR SPACE PROVIDED ABOVE INSULATION. • TABLE 3 -3 PRESCRIPTIVE EXHAUST DUCT SIZING FAN TESTED CR1 AT 0.25" WA. MiNIMU" i FLEX DIAMETER ? TAXIMUM LENGTH FEET MINIMUM SMOOTH DIAMETER MAXIMUM LENGTH FEET MAXIMUM ELBOWS (1) 50 4 INCH 1 25 4iNCH 10 3 50 5 INCH 90 5 INCH 100 3 50 6 INCH ! NO LIMIT 6 INCH NO LIMIT ' 3 80 4 iNCI -I (2) NA 4 INCH 20 3 80 5 INCH 15 5 INCH 100 3 80 6 INCH 90 ,6 INCH NO LIMIT 3 100 5 INCH NA 5 INCH I 50 3 100 6 INCH . +45 6 INCH NO LIMIT 3 125 - 6 INCH 15 6 INCH NO LIMIT 3 125 1 INCH 10 1 INCH , NO LIMIT 3 1. FOR EACH ADDITIONAL ELBOW SUBTRACT 10 FEET FROM LENGTH. 2. FLEX DUCTS OF THIS DIAMETER ARE NOT PERMITTED WiTH FANS OF TI-415 SIZE. VENTILATION SYSTEM SIZING PER TABLE 3 -2 OF THE 2000 Y.f_A_Q_G_ PRESCRIPTIVE SOURCE SPECIFIC EXHAUST VENTILATION PER V.I.A.Q.G. SECTION 3033 LOCATION MIN. MANUFACTURE MODEL CFM- 25lUrs SONES KITCHEN POWDER RM. LAUNDRY RM. MST. BATH CFM E0 CFM 50 CFM 50 CFM MI FOOL. MOAN e190AN e190 z4 RC1920X 590 CFM 84 CFM S4 C:F' 1 84 C.'R'1 PERSCRIFTI VE WHOLE HOUSE EXHAUST VENTILATION SYSTEM PER v.I.,A.Q.C. SECTION 303.4 LOCATION UP FL BATH MANUFACTURE MODEL IKANALFI_AKT / FANT'ECN F)c 4XL CFM-.25 WCs SONES 130 CFM 14 SUPPLY VENT 1L ATI ON SYSTEM INTERGRATED SYSTEM WITH FRESH AIR INTRODUCED INTO RETURN - AIR DUCT 1 LTH MOTORIZED DAMPER. FILE COPY 1 understand that the Plan Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of any adopted code or ordinance. Receipt of con- tractor's copy of approved plans acknowledged. By Date Permit No. . ., ,. g .. . •' `.: ;n1 t• ••• ,.• ••••. ;•. • - �. P w of r.• REVISIONS NO DIANGE9 SHALL BE MADE To "THE score OF WOAK WITHOUT PRIOR APPROVAL of TLEWILA JLDING DMSION. wn awcw. w.. Maur. A Nsw RAN «.rr,K AND MAY McwoE ADDITIONAL RAN aver nn. Rs EivE0 7r tiqwil A Mqr ot ?004 Pf k41/T CENTER CI �RO ROO Jtfli21 204 ,yDks NOtEU SEPARATE PERMIT REQUIRED FOR: MECHANICAL VELECTRICAL PLUMBING OAS PIPING CITY OF TUKWILA BUILDING DIVISION i fi. +n n ra g _g g g-et 440, 2Eat •,i) -2--601.82)4:t.0V 2.-(:))46EM011311: dc °'Y 354' .e'ti 2 flI11531-15E_ V,;0::118146;13!i Hflfl! fiipL Z u u _..�� sou �o �u� � ou 03 a E ta 9510 tisE W 1- 4 541' EVELOPMENT ENEY COE SHEET EC1 c�F 2)oc/6-1549- s4 " . 40,e at orA«' i‘,. ,. aft,',. 0.04.l . .• iEl ' ' .0•4 w• i+ �.. . 9 ♦'�t'gy"'G,iii'�' SKr'. r•'' •'r1A11"�h[r�4�Y�S�"YM,ti,w• *1M+.IMO. i'�'�V' :'•o�►aJZ • 1'y,„•t_'•..a.. ;I��r�L.w}1,''� "'M�• °'"T� 9' -2 1/2" r 51-1" 1 40' -0" 1 CONC. PATIO & I - 3'' 4'-11" *4 BAR • r 4" O.C. STue OUT 4" I (-- �• I J f N 1 1 •� I 1 L 1 1 1 1 „ 1 t �.. _ .. at•: i 21-0 8.. i' -3 1/2" 2 -10" 3'_a)" f —1 8" -5 3/4' 3' -1" x10 (I /12') 41111111111111 a _ 2 4' 14x10(I/12) J 4.- � IS 4x6 41-9 1/2" 41-9 1/2" 31-9 1/2" 1 1 4j10 (I /14'), 1 ,O 1 , 1, 1 J -t 1 24 1 1 241 1 241 L _..._ J L — _i L ._._ cgAta. SPAC5 6 MIL 3L ACK ' V I E EN' VAPOR BARRIER OVER ENTIRE CRAWL SPACE. 18" MIN. CLEARANCE UNDER FLOOR JOISTS. 12" MIN. CLEARANCE UNDER BEAMS. 3'-8" 4' -10" 4' -10" .�1 eq; Cr 31-1 1/4" 2'4 r� �1 � $1 I_JSJI 1 1 4x10 (1/14') AIM MENNI■IMINNOMINNI 24 J 4x6 s BEAM _... J SPLICES I8 "x30 "x10" CONC. PAD w/ (2) *4 BARSEW 41-0 1/4" r- 124 L 4x6 1+ -1 I 1111-1-4'W L WSJ { -9" 41-1 1/2" 31-6 1/4rj IS "x40 "x10" CONC. PAD w/ (2) *4 BARS LONG wAYS E (4) *4 BARS SHORT WAYS •4 BAR 4" FROM 3 - 0 FDN. EDG. , 1 . I i jel I T- 1 3' -5" 1 TOP OF FOOTING 6" BELOW FND WALL TYPICAL 2 PLACES to •4 BAR •24 "O.C. STUB OUT 24" 1 3 1 /4" 1r-11 1/2" 20 -0" 4x6 2 1/2" INSTALL 90 • FELT MEMBRANE AT POST TO FTG. CONN. 11 � 4' -2 3 icv L___J 118 JI 1 CONC. PORCH � g NO 4 BARS STUB OUT 24" NOR. AT 8" OC TYP. 2 PLACES /4" 1' -10 1/2" . .. Z. _:.._......:L.,_,..... 1 5' 6 - BUCKOUT FOR ' OPT. 30 DOOR 1 1 c.owc. SLAB 4" CONC. S AB - SLOPE 3" TOWARD O.N. DOORS EMBEDDED 1/4 ZIPSTRIP AT CENTER LINE 4 IN BOTH DIRECTIONS e-O/ e, '6' 'CONT. FOOTING r� t 16,_3" 20' -0" 11 V A 1 NOTE ADDITIONAL STRAPS REQUIRED FOR 3 CAR GARAGE SEE G- -I CANTL. ABOVE 101 51.1 OPT_ I STOOP M 1' -10 1/2" 40' -0" FOUNDATION PLAN 1/4" _ 1' 0" 1 • • S. N N r' 1 O r L 4x4 POST ON I8 "Xl8 "xl0" THK. w/ (2) 1'4 15.E.W. CONC. PAD 4x4 POST ON 24 "X24 "x10" THK. w/ (3) "4 B.E.W. CONC. PAD CRALIL 6PACE VENTILATIQP( a116 5Q. FT. AREA 150 z 1.84 SQ. FT. REQUIRED TYP. VENT T "x14" x .15 .51 S. FT. PER VENT" 144 VENTS REQUIRED 1.84 p 15.31 USE MIN. OF 16 vENTS ,51 NOTE5:, • 6 MIL. BLACK VAPOR [BARRIER OVER ENTIRE CRAWL AREA. 18" MIN. CLEARANCE UNDER FLOOR JOISTS. 12" MIN. CLEARANCE UNDER BEAMS. • SOLID BLOCKING OVER SUPPORTS. • ALL FIGS. TO BEAR ON UNDISTERBED SOIL. MINIMUM SOIL BEARING CAPACITY TO BE VERIFIED WITI -1 GEOTEC1 -I. REPORT SUPPLIED AT TIME OF SITE SPECIFIC PERMIT. • APPLICANT MUST PROVIDE SITE SPECIFIC SOILS REPORT TO VERIFY ADEQUATE SOIL BEARING CAPACITY OF AT LEAST 2000 P.S.F.. r • 4x6 POSTS TYP. 18 BEAM SPLICES. 4X4 POST AT CONT. ems. • ALL SEAMS TO BE 4xI0 D.F. "2 UNLESS NOTED OT14ERWISE. SEE SI�AIQLlN.L LEGEND. SWEET "Sr SEE STRAP LEGEND, SHEET "SI" SEE STRAP LEGEND, SHEET "SI" ft r,�,RE E,�ED T I /K1NII 4//1 Y 0 ?004 PEkMlT CENTER • r_?.rtitoim4al lqigtsTmilk P § t �0 T o �o b�'O 8:4 `0 s Tu g .a o ; "213/3E011139 4.1,7 irqrgrne-H-94 t -6.iL PROJECT: PLAN 2200 5,4Y oEVELOPMENT FOUNDATION PLAN 2x10 1-4FM2 JOISTS * lb" O.G. (16) 1" X 14" SCREENED FNDN. VENTS. (TYP 16) SU 0 MAIN FLOOR FRAMING PLAN _.rt .._. ..'. b . .... NOTE: 0 16' "2 " X 201/2 " FRAME-OUT FOR FURNACE ' • WARM-AIR DUCT, MECHANICAL CONTRACTOR TO VERIFY SIZE 4 LOCATION. 18" X 24" FRAME-OUT FOR CRAWL ACCESS. • ALL FLOOR JOISTS TO BE 2X10 I-1.F. 1'2 • 16" O.G. UNLESS NOTED_ • ALL FLOOR JOIST TO BE BLOCKED • BEARING. • . SEE FNDN. PLAN FOR E3E AM SIZES. o 446 ��T YRE TI V ED llKyyll4 Mqy062004 FERMI r CENTER •,•' • • ... -: Jaime" 1 gl-g o1 O1 g u 4 O s3„2 E 3 ` : •iopm.74--eiseef.uita 13 t to C : C IP& t3 ...e g ctT 3 --' 1-98b12:--, .8.11-ilx-s-0 8-z-13 0 9,11.to -11.7:83 b 8 .gbA 3hr. 1.§. > sittb 211,-?...Zitir-C.,;;.p 2?...;1914-8%.,S,-811 t46bLiOlt).1-t-pt ilDflil '. „).13=-' ird:=O2-25:3 ::' EP P•o>n 5 u o Buz tau .-emu — Ili' b It i �U tti A 4 -3 w 9(4. 0649 cv PROJECT: PLAN 2200 841' EVELOMENT O O -4 "(t SI4EET OF r 12'X10' CONC. PATIO 40' -0" 61 11 I0' -10" 91-8" HB E0 38 _ WSC424 30L1 I 1 -1 J 1 1 D/k E A I ~ I I� 13305T 1 8DIR5T 1 1.1.---Fis3 1 1 ioi ``' 1 11'). --'� 4 _ -A' I *;,t, Ito in t011 ct WI I1 1 3' -3 1/2" 9 .._ 11 3'-�" 5'-8 1/2" xO 12" 1 -1/2 RISER (MAX) -36"X36" LANDING 6° 6 Ox TSG W 30 TN UGI82484L m Z G (2) 2X6 4xi0 l2)2x6-'� 2X6 WALL MATCH DINING /LIVING OPENING HEIGHT DINIt VG CARPET r- • cn 4'_4" tai NOOK H.S. 5' -3" 11-5" 5m ox Sm Sm N.S. C 3' 6 4110 4IM 51-6" 2' _ 0" xO D BL 2X6 GREAT RM. CARPET 431-5 1/2" i)(2)2x4 .SD 0 24" TB (2)2x4 FAN OS PED SINK BUJ (2)2x4 8 csc 1.4.5. '0 -CLR' DIRECT VENT GAS FIREPLACE vINYL W.N.F. VT05 �OPT� ;1 JJiCLAS NE�I DRYER N// SEE SHEAR MLL LEGEND, MEET "SI" SEE STRAP LEGEND, SWEET Mel" 8 Xzd � n Z O3 5'-5 1/2" A cn (5) 2x6 -3 1/2" 3 if_ I/2 "X9" P.L. UJ/ ONE TOP m _ PLATE 1 -10' FLR A " (3)2x4 "(3)2x4 LINE OF FLOOR ABOVE rl -3 L1V1, CARPET dip (3)2x4 1 1 11 2 14 HES OVERHANG PLYWOOD 1" ,FOR DRYWALL ,LINE OF LOOK ABOVE 2CARGARAE 4" CONC. SLAB - SLOPE 3" TOUJARDS O.H. DOORS INSTALL 5/8" TYPE 'X' GLOB ON CLCs, WALLS, AND BEAM 2 LAYERS AT 24 "oc FRMG GAS cq W/E 3 OPT. cif I i CONC.5T001- '' (5) 2x4--- w/ OPT. DOOR 16010 OH GAR DR 4x12 C P'2 - POWER METER EL. 'B' 1 (3) 2X4' OPT. 3R0 CAR I GARAGE - SEE SHEET GI G3 12'-411/2" 61-3" 5'-9" 12' -C" 2' -5" 1' -11" 20' -0 81-0" 31-8" 1613" I' -10 1/2" 20' - 0" 1' -10 1/2".■7 401-0" 1 FLOOR PLAN 1/411 :11 -011 �A SIJI'1MARY: MAIN FLOOR • 1155 SQ. FT. UPPER FLOOR • 1043 SQ. FT. TOTAL • 2198 SQ. FT. GARAGE • 445 SQ. FT. Norge: • ALL IBMS. 4 HORS. TO BE 4x10 D.F. n UNLESS NOTED OTHERWISE. • TYP. E. TO BE 81-11/8". • SOLID !BLOCKING OVER SUPPORTS • FIRE BLOCK ALL 'PLUMBING PENETRATIONS. • TOP OF WINDOWS • 6,-10" ABOVE MAIN FLR. UNLESS NOTED OTHERWISE. • TYP. EXT. WALLS TO BE 2x6 • Inc" O.C. UNLESS NOTED OTHERWISE. • SMOKE DETECTORS TO E.3E HOT WIRED w/ DISCONNECTION SWITCH t BATTERY BACKUP. • SMOKE DETECTORS TO BE AUDIBLE IN ALL BEDROOMS. • ALL STORAGE AND SPACES UNDER STAIRCASE TO BE FINISHED w/ 5/8" TYPE "X" GLUM • HANDRAIL o 34" - 38" ABOVE TREAD NOSING. • INSTALL FIREPLACE(S) PER MANUFACTURER SPECIFIACTIONS. • • DENOTES SOLID BEARING UNDER CONCENTRATED LOADS USE (2) 2x6 AT 6" WALLS. 115E (2) 2x4 AT 4" WALLS. UNLESS NOTED OTHERWISE. • m DENOTES DBL. CRIPPLE . HEADERS OVER 6'-0" LONG. (TYP.) • DOOR BETWEEN HOUSE t GARAGE TO BE SOLID CORE w /SELF CLOSING HINGES. • 5/8" TYPE "X" G.W.B. ON HOUSE /GARAGE COMMON WALLS, CEILINGS, POSTS t BEAMS. • 5/8" TYPE 'X' GUJ.B. UNDER STAIRS. • 2x8 BLOCK _ 51" FOR THERMOSTAT. • VENT ALL FANS,DRYER EXHAUST TO OUTSIDE WATER HEATER PER 81 NAECA. f -MEAT ELEMENTS TO IBE 18" ABOvE CONCRETE SLAB. OUTSIDE AIR DUCT 24' x 30" CRAWL SPACE ACCESS PROVIDE 2X10 DIAG. BLKG AT 36" ABOVE NOSING EXTEND 12" BEYOND HANDRAIL AT TOP AND BOTTOM 'DIRECT VENT' GAS FIREPLACE, INSTALL PER (i) MANUFACTURERS SPEC., PREFAB. F.P. TO BEAR THE STAMP OF AN APPROVED TESTING LAB. PROVIDE 6" OUTSIDE AIR, HEARTH PER BUILDER/OWNER. WATER I- 1EATER TO BE ANCORED TO RESIST 4ORIZONTAL DISPLACEMENT DUE OT EARTHQUAKE MOTION PER 1991 UPC 5105 STRAP HWT AT UPPER ONE-THIRD AND LOWER ONE-THIRD OF ITS VERTICAL DIMENSION. GARAGE SLAB DROP OF MORE THAN 30" FROM MAIN FLOOR TO GARAGE SLAB, REVISE GARAGE DOOR I4E IGHT FROM 11-0" TO 8.-0". f OPT. LIVING PLAN 'Pnaitlif-EVI§g .o - 9 tH1 2 gl; 11-„S:EgiTogo-T....tb ;W12-i-4-!W f..ZT "t:"Ctit.FAC �u''L§> , eon ='� 9 v Pilltsitt§t- .... V a o' T1 C> & int§ v c d -- �v e E v °1- rs---ISC Pi PA S i kItt`t i 41.- •• M rti 044 ta0'A 43=4 MAIN FLOOR FILE NO: 5316 2x10 JOSITS AT 16" _OC_� BUILT UP POST TO ABY.CSEE DETAIL) TYP. UN.O. 5 1/81X16 I/2" GLIS BOTTOM FL.USI-I w/ JOIST 1 4 1 et 1 1 1 111111111 1111111111111.1111111111•1110 411111•111111MINIIIII MOO •111■1 0111111111111111111111■ 111111 UPPER FLOOR FRAIIING PLAN I/411=11-0" 2X6 STUDS IN UPPER ENTRY" NOTES: • ALL FLOOR JOISTS TO BE 2x10 AT 16" OC • ALL FLOOR JOIST TO BE BLOCKED AT BEARING. • MIN. 2" !BEARING END OF JSTS. 2x6 STUDS IN ENTRY/GARAGE 19 16" O.G. ENTRY 4' STUB BACK TRUSSES • • 24" O.C. 'GARAGE CO*IECTION DETAIL 1/2 " =1' -0" i 1/011 IMMENERIMEMb Mt, r 1 • OPT. EN }ALAN •••• .+....- «- r.t..._ ... +..... i...w. .,fa.g..ir`_:.ir..C- abi.Ahi.'. i` t.: s fla g Pt) 1-1 ffs ct sP§R it; -Vet la u g ilMiliftlth 6 tgizi 2's g � u o u t °1 61)3 tnc a -2 ta EP C Io n_ •3a V n 3 V w fp- in 0 9'4'6; :14'9 PROJECT: PL1AW s200 54Y DEVELOPMENT UPPER FLOOR PAMINC FILE NO: 5316 SHEET • • 40, 0" I2'- 5'-8" ...�...�.. �. 3 1/8 "xlm 1/2" ELEV. '8' 50 BP 54P S4F' I`J 01-10" 6'-10" 5'-0" it- 504 X0 be BP 0 SD ....� — — J �4x8 15212.2 CARPET 50 3' -3 1/2" 3' -3 1/2" 2' -3 1/2" 3' -"T" 2' -3 1/2 SD 3' -3 1/2" L (2) 2x6 C ARPE T P.L. EL. ,B1 J 4 - 4x8 4*.8 FIX 1616FIX 1616FIX L H.S H.S. AN v.T.0.8. 50 TUB /SHWR r m OPEN TO BELOW T 1. 2' -10 1/4" (�S7llL � 3' -0" 3' -0" 2'-8 1 /.t" 4'-6 11' - 0 1/2" I' -6 1/2" 6„ 3 FIX 3/4" tL a 2 . 8" I3'-5" '' -0 3/4" 6'-4 1/4" -` 0 d) wwwwwwwwwwwwwwsult__ ip 4 514 �6 -2 4" err /4 CENTER DIk IN WALL Cs' cv /4" -5 I /4' 3 I/8 "xlka 1/2" gLEV. PjSTl BEQ 41-4 1/4" 41-0" w FAN V.T.0.5. c -3 1/4 1/2" 2X4 FLAT I-}.3 8" T.B. 42" A.FF. fi•ATi4 MDT. ,111 •S• 10" v.T.0.8. F,...�.�. F-0 1/2" 6'-2 1/4" R/A 1 : "x4 ii A.:. -10" 0 6.0 "x3&fl UB • RO 58" x 34" I V 10 L 54P . NW (2) 2x6 ivD 18 I i vE32 "T 1 kV N FLUE S3/4" P.L. EL. vQ' 50 4 0 T.S.G. `cv O 0t 4' - ro 3/4" eitooL 6' 4" 31-69 13' -0" S' -1 1/2" 191 -4 40' -0" UPPER FLOOR PLAN �.... / _ -_ _ • /V" =1'_0 J cot‘° • T11� � 3HOl1�RS: • FIREBLOCK BETWEEN STUDS. • LIMIT SHOWER FLOW TO 2.5 GPM. • WALLS SHALL SE WATERPROOF TO MIN. 10" ABOVE DRAIN INLET H ,. ALL GLAZING INCLUDING WINDOWS WITI -41N T0" OF DRAIN INLET TO BE SAFETY GLASS. • A VAPOR BARRIER SHOULD NOT BE INSTALLED 13E1-HIND WATERPROOF Cs W.B. AT TUBS AND SHOWERS PER SEC. 302.4, EXCEPTION 3. $OTE:, • ALL ISMS. 4 HDRS. TO BE 4X8 DF. "2 UNLESS .... 1 NOTED OTHERWISE. • SMOKE DETECTORS (w/BATTERY BACKUP) ON CEILING OVER DOOR TYP. IN ALL BEDROOMS. . SMOKE DETECTORS TO BE AUDIE3LE IN ALL BEDROOMS. • • TYP. re. TO BE 8' -1 1/8 ". . SOLID BLOCKING OVER SUPPORTS. • FIRE BLOCK ALL PLUMBING PENETRATIONS. . TOP OF WINDOWS 4 6'-10" AE3OvE MAIN FLR. UNLESS NOTED OTHERWISE. • TYP. EXT. WALLS TO BE 2x6 * 16" O.G. UNLESS NOTED OTHERWISE. . • SMOKE DETECTORS TO BE AUDIBLE IN ALL BEDROOMS. • ALL STORAGE AND SPACES UNDER STAIRCASE TO BE FINISHED w/ 5/8" TYPE "X" G.W.B. • HANDRAIL * 34" - 38" ABOVE TREAD NOSING. • • INSTALL FIREPLACE(S) PER MANUFACTURER SPECIFIACTIONS. • ■ DENOTES SOLID BEARING UNDER CONCENTRATED LOADS USE (2) 2x6 AT 6" WALLS. USE (2) 2x4 AT 4" WALLS. UNLESS NOTED OTHERWISE. • VENT ALL FANS,DRYER EXHAUST TO OUTSIDE 22" x 30" ATTIC ACCESS WHOLE HOUSE FAN v.T.O.S. TUB DECK HEIGHT 20" ABOVE FLOOF2 1/2" DRYWALL. AT VANITY WALL AND 1/2" CEMENT BD AT TUB DEC d ., c O t 1 -:-- y 11 �o 14,g113-WIE_.? $ t 121:15 § 10 0 13 a u - 2 A V ae X33/ = 3 f P1-267ZrtfibE-2.L- ug-2-813 OD A 12 ri > � u 'c � 'c O .O�i 4)2 gyp' �1 ., (71 so klthUtati13■1 N`:// SEE SHEARUJALL SHEET "91" SEE STRAP LEGEND, SWEET "91" • RECEIVED KW►► A MAy0624 PERMIT cEN TER • 4 U Iu 7 x,41' !DEVELOPMENT UPPER FLOO LAN FILE NO: 536 SHEET OF • dr ALL EAVE VENTS TO BE VENTED WITH 3 HOLE 12" ON 2x4 RAFTERS D.S. T BELO A11111111 Ar-111 D.S. TO (BELOW r2230 I ATTIC k- LACEJ OVERFRAME w/ 2x la 24" O.C. LOCATE ATTIC ACCESS TO MAINTAIN MINIMUM 30" CLEAR - IEADROOM AF3OVE. D.5 * ONE FUL'_ SCEEN VENT NORWESCO E322 OR EQUAL 12' -3" COMMON 12 O D.S. cv 201-0" COMMA BLK FOR SIDING i2 ' 3" COMMON 13LK. FOR SIDING D.S. 12' -3" 20' -0" FLAT SOFFIT LINE SEE FLOOR PLANS FOR BEAM /HDR SIZES ROOF FRAMING PLAN 'A' 1/4" _ 1, _0" i ATTIC VENTILATION: KEY D E SCR I PT I ON AREA 1 4 , VENTILA IGN RE Q ' D a „ CsABLE VENT ARE 1..1 ACTUAL f'1I EAVE VENT ..)‹.. -1�1' AOOF vENT5 „ ,.4 MIN.-" EAVE 3MOLE ii,i 1 TIN. • RJLL EAVE ,,,� .. 00 UPPER ROOF 1132 5F 3.11 S.F. 0 SF. 31 1 3'1 0 Z L IVING/ENTRY 234 SF. 18 SF 0 SF. 1 2 1 « 1 1 - - - - -4> G A R�yc E 312 SF. 1.04 SF. 0 SF. 19 2 10 0 VENTED BLOCK (3) 2" • HOLES WITH 1/4" WIRE AT EACH TRUSS SPACE UNLESS NOTED « ,FULL SCREED! VENLT$ PER NORWESCO E322 BONDERIZED EVER VENT PART NO. 556011 WIT( -1 1/4" WIRE MESk AS NOTED EACH AF-50 ROOF VENT : (20X50 5c IN.) =211 SF. 144 EACH FULL SCREEN VENT = (80X 3.5 X 225) =.43 SF. 144 = VENTILATION= A (SF.) REQ'D (300) 0 SQ. FT. • GABLE VENTS (TOTAL 50. N.) (0.5) = SQ. FT. (144) L • ROOF VENTS = (BX.S) - C R NO. RF50 VENTS .271 • M EAVE VENTS = A (SF.) . = A a NO. 3 HOLE EAVE VENTS 3I -TOLES . (300X2X.05) 30 « FULL EAVE VENTS = (BX.5)- (XX.05) = NO. FULL SCREEN EAVE VENTS SOLID SCREEN . .43 X = N AVAILAE3LE EAVE VENTS 1 NOTE$:. 1 a • VENTED BLOCKING OVER SUPPORTS. • ROOF OVERHANGS TO BE 18" uu 12" AT 15ARGIGE U.O.N. • ROOF PITCHES TO BE 6/12 UNLESS CTHERWISE NOTED. • SKYLIGHTS ON 2x6 CURB - SAFETY GLASS SKYLIGHTS TO CONFORM TO UBS SECTION 2409 • TRUSSES 4 RAFTERS SHALL BE 24" O.C. UNLESS OTHERWISE NOTED. r .. • ALL SEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. ' TFU5S NOTES: • ALL TRUSSES SHALL CARRY MANUFACTURES STAMP. • ALL TRUSSES SHALL k3E INSTALLED 4 BRACED TO MANUFACTURS SPECIFICATIONS. N � o 6 2004 414 R��' T CFN TER • TRUSSES WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPT. APPROVAL OR ENGINEERING CALCULATIONS. • ALL TRUSSES SHALL HAVE DESIGN DETAILS 4 DRAWINGS ON SITE FOR FRAMING INSPECTION. • ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TO BE PROVIDED BY TRUSS MANUFACTURE. • TRUSS DRAWINGS TO BE STAMPED AND SIGNED BY A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER • TRUSSES SHALL BE MANUFACTURED IN A PLANT APPROVED UNDER THE REQUIREMENTS OF SECTION 11011. EACI.4 TRUSS SHALL BEAR THE QUALITY CONTROL STAMP (SECTION 2311.6) AS WELL AS MANUFACTURING PLANT'S NAME /ADDRESS, DESIGN LOAD AND MAXIMUM SPACING. • APPROVED HANGERS SHOULD BE USED AT ALL CONNECITONS OF RRAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSSES. • LIGHT METAL PLATE CONNECTORS TO HAVE FIELD AND GIRDER IDENTIFCATION. INFORMATION BRANDED, MARKED, OR OTHERRUISE PERMANENTLY AFFIXED TO EACH TRUSS SHALL CONTAIN THE FOLLOWING: A. IDENTIFICATION OF THE TRUSS MANUFACTURING COMPANY. B. THE DESIGN LOAD. C. THE TRUSS SPACING. • ALL ROOF TRUSSES SHALL BE SO FRAMED AND TIED INTO THE FRAMEWORK AND SUPPORTING WALLS SO AS TO FORM AN INTEGRAL PART OF THE WHOLE BUILDING_ ROOF TRUSSES SHALL WAVE JOINTS WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD 15 PLACED UPON THE TRUSS. DIAGONAL AND SWAY BRACING 51 -4ALL BE USED TO BRACE ALL ROOF TRUSSES. • ROOF TRUSSES SHOULD SE SUPPORTED LATERALLY AT POINTS OF BEARING BY SOLID BLOCKING TO PREVENT ROTAION AND LATERAL_ DISPLACEMENT. THEY SHOULD ALSO BE BLOCKED AT THE RIDGE TO RESIST W ND SUCTION ON THE SHEATHING. SECTION 2326.12.8. A- LJ-i5t • u2-ritcW#011E 21312trigo.24634; 1:-..--&m.2§-;-- .1V-JultViEl;',9)? ocLe:1-2e2ZETIbu 11-tTq44"g1P o o1 s — at ad5 b •-• I co 33- 2 2 6-71° > •o U &uc 0 ou F-.... it0,1 sLOts lU H Q z d ‘..1 z 0 FILE NO: 5316 SHEET OF • 1 . . . r ♦r . . t�" . 701 * ti. wr.'T 7MIwR�rrV'�a►. q' „rCna�llll✓wnM�M 12" oN •r 12" 761-1 ALL EAvE VENTS TO BE VENTED WITH 3 I4OLE 2x4 FARTERS JACK TRUSSES AF -50 ROOF VENT (TYP) 20' -8" GIRDER TRUSS 8'-0' CORNER SET D.S. TO C BELOW D.S. TO BELOW (3) 20' -0" COMMON TRUSSES • 24" O.G. STUB BACK 8" LEFT 12 (2) 2 0'-0" COMMON STUB BACK 2 1/2" LEFT 20' -0" • =LE END GIRDER TRUSS 12'-3.' COMMON RuSS K FOR SIDING 12' -3" • ONE FULL SCEEN VENT NORWESCO E322 OR EQUAL • • FLAT SOFFIT LINE FR OF FRAMING PLAN 'S' FLOOR PLANS FOR BEAM /HDR SIZES 0 D.S. t\ UMOO 4 Pi 10‘ 1$00 tOt ATTIC VENTILATION: .KEY DESCRIPTION - - AREA ',AN.. VENTLLATIM PRE Q' D : GABLE - VENT AREA ►�� ACTUAL EAvE VENT � ►x .. !" 1(N. --' -MIN. ROOF VENTS ,.=,.. • EAvE 3MOLE i.a ,, MIN. • FULL EAvE .,11 1 UPPER ROOF 1132 SF. 3.11 SF. 0 SF. 69 1 31 0 00 LIVING /ENTRY 234 SF. IS SF. 0 SF 4 1 2 �- & t 1 3 Cs.4RAciE __.••�• -� 312 SF. I.04 SF. 0 SF IS 2 I+0 0 VENTED BLOCK (3) 2" • HOLES WITH 1/4" WIRE AT EACH TRUSS SPACE UNLESS NOTED • . FULL SCREEN VENTS . PER NORIIJESCO E 32 2 BONDER(ZED EVER VENT PART NO. 556011 WITH 1/4" WIRE MESH A5 NOTED EACH AF -50 ROOF VENT = (40X50 5Q. IN.) =211 $F. 144 EACH RILL SCREEN VENT = (a0X35X215) =.43 5F. 144 $ = VENTILATION= A (SF.) = SQ. FT. REQ' D (300 ) • GABLE VENTS (TOTAL SO. IN.) (05) = .SQ. FT. (144) a▪ lb o ROOF VENTS= (BX.5) -C • NO. 12F50 VENTS (SF.) .2'11 . • ,A _ NO. 3 HOLE EAVE VENTS 3 HOLES (300X2X.05) 30 * FULL EAvE VENTS = (BX.5)- (XX.05) = NO. FULL SCREEN EAVE VENTS SOLID SCREEN .43 . • AvAILABLE EAVE VENTS E • EAVE VENTS = ,4 MD NOTES: • VENTED !BLOCKING OVER SUPPORTS. • ROOF OVERHANGS TO BE 12" AT OvERMANGE AND 9" OSAIRDGE UCN • ROOF PITCHES TO BE 6/12 UNLESS OTHERWISE NOTED. . • SKYLIGHTS ON 2x6 CURB - SAFETY GLASS SKYLIGHTS TO CONFORM TO UBS SECTION 2409 • TRUSSES 4 RAFTERS SHALL SSE ID 24" O.C. UNLESS OTHERWISE NOTED. • ALL BEAMS AND HEADERS TO E3E vERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS !BEFORE PROCEEDING. 1: "MAO. jaC21E31: , • . i • ALL TRUSSES SHALL CARRY MANUFACTURES STAMP. • ALL TRUSSES SHALL BE INSTALLED 4 BRACED TO MANUFACTURS SPECIFICATIONS. • TRUSSES WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPT. APPROvAL OR ENGINEERING CALCULATIONS. • ALL TRUSSES SHALL. HAVE DESIGN DETAILS 4 DRAWING=S ON SITE FOR FRAMING INSPECTION. • ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TO BE PROvIDED BY TRUSS MANUFACTURE. • TRUSS DRAWINGS TO BE STAMPED AND SIGNED BY A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER. • TRUSSES SHALL BE MANUFACTURED IN A PLANT APPROVED UNDER THE REQUIREMENTS OF SECTION 11011. EACH TRUSS SHALL BEAR THE QUALITY CONTROL STAMP (SECTION 2311.0) AS WELL AS MANUFACTURING PLANT'S NAME /ADDRESS, DESIGN LOAD AND MAXIMUM SPACING. • APPROVED HANGERS SHOULD BE USED AT ALL CONNECITONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSSES. • LIGHT METAL PLATE CONNECTORS TO HAVE FIELD AND GIRDER IDENTIFCATION. INFORMATION BRANDED, MARKED, OR OTHERRWISE PERMANENTLY AFFIXED TO EACH TRUSS SHALL CONTAIN THE FOLLOWING: 4. IDENTIFICATION OF THE TRUSS MANUFACTURING COMPANY. B. THE DESIGN LOAD. C. THE TRUSS SPACING. a ALL ROOF TRUSSES SHALL BE 50 FRAMED AND TIED INTO THE FRAMEWORK AND SUPPORTING WALLS SO AS TO FORM AN INTEGRAL PART OF THE WHOLE BUILDING. ROOF TRUSSES SHALL HAVE JOINTS WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD 15 PLACED UPON THE TRUSS. DIAGONAL AND SWAY !BRACING SHALL BE USED TO BRACE ALL ROOF TRUSSES. • ROOF TRUSSES SHOULD BE SUPPORTED LATERALLY AT POINTS OF BEARINCs BY SOLID BLOCKING TO PREVENT ROTAION AND LATERAL DISPLACEMENT. THEY SHOULD ALSO BE BLOCKED AT THE RIDGE TO RESIST WIND SUCTION ON THE SHEATHING. SECTION 2326.12.8. 11")44.4 • 4' u i ipp 3 g Vc14b1C08.F.4-iiiga "z--e°t2-6-gen -2.V.)t= ..1io -- p71 -'3 1 tn-p-2012i,a5" 3 4 0 � 4- �o 14 4 &u ouou -12117,44Pb: t ". ft:LE 41.8.1 X3,41' DEVELOPMENT ROOF FAMING PLAN 'B' FILE NO: 5316-6E3 SWEET 6E3 OF 6/4''X" TRI UPPER FL. E. 14 "x18" GAE3LE VENT -- SNAKES BEVEL SIDING E► rob. rr�► ■rrr�► rirrMP• ■11111MinitriliginantiPP` — �rr� urrrr■rrrru s ''' _�►_ 5/4 "x8" BARGE w/ 1x2 TRIM KEYSTONE METAL GUTTER o/ Ix& FASCI A 1X6 TRIM ABOVE WINDOWS (TYP.) b<4 SIDE TRIM (TYP.) le------ IX4 /1X3 CORNER TRIM 14"X18" GA1 BLE VENT 5/4 "X8" TRIP'► UPPER FLOOR MAIN FL. 'FE. /1111► MINI■ rrrrb.w 1 lII 11111111r11111111rr■ . rrrr1111rrrr1111■■ .4111 .■rrr ....ummono .Jrrrrr�rr..� airmonmrmrrtrnrrmunn amm m.. 2X3 BEVEL OVER 1X4 TRIM 5/4 "X8" TRIM WRAF' TOP OF COL. WITH 5/4" )/ Q MAIN FLOOR ■■ MIN ■•+ 41141i.merrir., UPPER FL. iE. = UPPER FLOOR MAIN FL. E. FRONT ELEVATION 1 /4!I Y I1 `0II METAL GUTTER 0/ lx6 FASCIA D 4/1X3 MAIN FLOOR 'F\ 5/4 "x8" BARGE w/ 1x2 TRIM BEVEL SIDING OPT. DOOR \ r I8 "x24" Cs.E. VENT 12 6" OVERHANGE UJ/ 1X6 FASCIA i 1 1/4" X I0" • . LIGHT BLOCK 5/4" PWW • 3 5/4"X8" SIDES 5/4 "X10" FRONT FACE COLUMN PLAN Co a jvol;lA teiA.04t0 334 2 1 VII i\S 00) out-t3*° lA 3/4" = 1.-0" RIGHT ELEVATION 'A' 1/4 "= 1_011 4.4 ow.; 7de111M 1.1or It•./bAclir iV►•A' oeir - -414••••ftiYp'ta!►.' s Ea4Z-40 nam� Velt§,61108.77;i11.6.1 > _ %. O V .� ' i SI% 5 PI lit-31 3 216 PITT b- > h.t Piv b..•...uc'VOV *- `' U 1 Pstztfili U Q.Oa4 AY EVELOMENT ELEVATONS FILE NO: 5316 -1,4 SHEET -1 A OF 1 • ofir UPPER FL. E. (2 12 5/4 "x8" BARGE BOARD w/ 1x2 TRIM 5/4"X8" TRIM KEYSTONE t3EVEL' SIDING IX6 TRIM ABOVE WINDOWS (TYP.) 1X4 SIDE TRIM (TYP.) IX4 /IX3 CORNER TRIM 1 2X3 BEVEL OVER IX4 TRIM S/4 "X8" TRIM ;1, UPPER FLOOR MAIN FL. E. SEE SIDE "EL" KE STONE 5/411 X Ci d 1" TRIM MAIN FLOOR UPPER FL. E. UPPER FLO MAIN FL. 1E. 7k— • M FRONT ELEVATION 15' 1/4" ::1'-�" 12 12 COMPOSITION ROOFING 6" OVERIANGE W/ IX& FASCIA 111 OPT. jar MAIN FLOOR 1/4" X 10" L IGs4T BLOCK � Wit.0 i� 1 P N `156 fo too 90\0° KEYSTONE 3/4" = l'-0" IGWT ELEVATION at 1 004 • 5/411X811 SIDES 5/4"X10" FRONT FACE COLUMN PLAN 3/4"= 11_0" +..- %wA..041"'t....0iOMM ' +'- err► ?:,+r ,..111101111* .40/* 8,41' DEVELOPMENT ELEVATIONS 15' SHEET -1E3 OF N a0 UPPER FL. fe. UPPER FLOOR . MAIN FL. fE. MAIN FLOOR UPPER FL. E. . cA ap UPPER FLOOR i"IAIN FL. le MAIN FLOOR 04.E ••••••• 444 • • 61 12 COMPOSITION ROOFING METAL GUTTER 0/ Ix& FASCIA BEVEL SIDING 5/4 "x8" BARGE w/ 1x2 TRIM 12 REAR ELEVATION '4' J /411„rI 0fl • cm a ikokio wootto 3%4 2 A 204 Ns %otit) ..■•...••.44..•.••. -��. LEFT ELEVATION 'A' 1/4" :11_0" • • RE FYl,:1Y06 4 2044 ~E-ircMl T CEHTeR • fir% Rest n.lq§ O 3 ilAO io n HH efs.-gf 1114 tux-P.4,9g 0 -1.13 3, 1,18 >..1.§ E-fgalL 1:13.41"olig o� ff `� u - -. I & 1ra XL--EiGtosZol ilL5.5 inAkOlitt A 1:: 0 ili pv 15,4Y EVELOPMENT ONO 4 } FILE NO: 5316 -8A SI4EET SA OF 11.0444,4414 •41044/ .4•71/4481,64.0.01111~10.11MONSMI111.110041.01144. R fat • • 5/4 "x8" BARGE w/ 1x2 TRIM 12 REAR ELEVATION 'B' I /4u_II_0II 12 BEVEL SIDING Ell MI MI 11111 • • LEFT ELEVATION '8' 1/4 "-1' -0" • o y nF T�V Ep Jew,, q MAY p 6 2004 PEkM1T CENTER 1)Dlefigt tst, • — , • • : ♦' g --Wgnr M.r>r••• , .w. • ..+r.r +64, ILA.. . ..• varstgagErn -0-2-tiegChEtt.t.T Q ti.31fMgr-tcg: o u o''-Lo e l 3 V > _ a[ liagfCbalL 11-g2.§9b_ 0 m a a) o 6 5 13 O o V - utppa_g>.ts=b=1— rf l i s t .+ 2 a r a m o_u E O O u si-gb=112mnigtf FILE NO: 5316-8E3 SHEET BE) OF FLAT !ROOF TO WALL: 5 "x5" x 10 FT METAL FLASHING TYPICAL AT ROOF TO WALL CONNECTION STEPPED ROOF TO WALL: 3 1/2"x3 1/2" x 1 FT METAL FLASHING INTERLOCK WITH ROOFING ROOF RAFTER ROOF SHEATHING FLA51-IIt DETAIL 3/4":11-0" -- NOTCI -k TOP OF 2 x 8 3 I /2" x 3" FOR DBL. TOP PLATES 5/8" TYPE `rr "Ix" G.W.B. ---- BEVEL SIDING Ix2TRIM PANEL BOX (2)2x8- 1 AT EACH SIDE 2 x 4 PRESSURE TREATED SILL w/ 5/8" ANCI -IOR BOLTS x4STUDS AT 16" O.C. .Ps SECTION METER TER CAN ttl 2 x 4 STUDS AT 16 O.C. X 2 TRIM BEVEL SIDING sNEaTHING EXTERIOR FLAN 1‘‘•-- 5/8" TYF:E "X" GILLS. PANEL !BOX INTERIOR 26 ELECTRICAL METER FRAN1NG WEER FL• 9� i' -fd" MONO W/ 3' -m" CANT 4 - 12 BEAM PER I/2 PLAN ilit�i� FA COMPOSITION !ROOFING 6 GIRDER TRUSS VENTED BLOCK w/ BAFFEL ETAL GUTTER 3/4" T 4Cs PLYWOOD SUBFLOOR BEAM PER P,. AN FLOOR JOISTS PER PLAN AM PER AN 1/2" G.W.B. TYP ON CEILINGS • TRUSSES • • • • Il 1 2X6 STUDS • I O -C. W/ R -21 INSULATION 2X4 TIRT'D MUD SILL W/ 5/8". X 10" ANCHOR !BOLTS • 48" O.C. R -30 INSULATI 0 O H 2X4 NAILS z O z ANCHOR POSTS ,s TOP 4 BTM. .•�-1 1/4" TO 2" CONT. HANDRAIL 34" TO 38" ABOVE NOSING • 1 1/8"X11 1 /4 " TREADS - - Q 'a - 0 TREAD ua 0 NOTES: 2X4 THRUST BLOCK • RISER 14El<sHTS 1 TREAD RUNS NOT TO VARY MORE THAN 3/8" WIT{ -41N ANY FLIGHT OF STAIRS. • iF STRINGER SPACING IS GREATER THAN Ib° O.G. PRAS�GTIOl�I DETAIL. SSTAIR. 4s" TYPE X G.W.B. • AREA 1BENEATH STAIRS 2X FIREBLOCKING 6 TOP 4 BTM. OF RUN * FIREBLKG. REQ'D. ALONG STRINGER BETWEEN EA. STUD (3) 2X12 STAIR JACKS 3/4u: r % I I A -35 g ALL POSTS (TYP.) "FELT UNDER ALL POSTS 6 MIL BLACK • VAPOR BARRIER SUILING SECTION C'A' ELEV) I,4"_1,_O" 1 /2" 053 DBL TOP PLATE -� 49" FRAMING 1/2" 058 DBL TOP PLATE, DBL 3/4" OSB 3' 3 TV OPENING RO49W24D DBL 2X6 ♦3" Imoralwznizmuinum c,, 1 —_ in F/P FACE FACE OF FRAMING --� ELYATIC!!l 1" MANTLE DBL. 3/4" 09E3 (3) 2X6 •41/2" DBL 2X6 STUB 058 INTO TV NICHE F/P FLUSH W/ ROOM WALL 2 1„ - t. ALL FOOTINGS TO BEAR ON UNDISTURBED SOIL - MIN. 2000 lbs. P.S.F. 12" NERVASTRAL BELOW DOOR THRESHOLD "4 BARS AT 16" O.C. 24" 22 1/2" X 30" ,R0001 -1 OPEN INGr WEATHER STRIP 2 X 10 ..L_ R -38 E3LOUN- IN TYP. 5/8" WHEN FRAMING AT 24" O.G. FINISH EDGE TRUSSES OVERHANG 3/8" TO MAX. 1/2" • NERVASTRAL es • ..... .4. «...i,!.- y_....5... .v04. • at.'4M! 1110601. • 4.11► ?014^41.1b% 4,:.+— .'M�' '��. -M•".? w/'�'r - i �'{iMw�1...� rgrzt-Wg.toM 2E.41010;c1. :tgAtliti"1-0 J515 u 8 :;(3) 2-17.Pg5.:Ib41:figv -51.45,03101-15t kv8 15c8i --7-0 Ft r.z.pNspc>220r fan r) 1"5„?.4 i s �� v is" °) ta SAY DEVELOPMENT 6UILING GECTIOM PILE NO: 5316 -9 SHEET OF 0• T SPOT AND PLUG FAMILY Rf"1 SIDE HIN 3•-0" OF SLIDER Tv ABOVE FIREPLACE t0.146' DIRECT WIRE FIREPLACE FOR FAN. DISCONNECTED SWITCH LEG TO NANO BEHIND G.W.B. FOR OPT. STD (1) CEILING CAN CENTE ON ISLAND OPTIONAL (2) PENDAN 5 A5 SHOWN . F/P IGNITION Su1I TCH OUTLET AND Tv JACK TO BE INSIDE OF Tv NICHE OPT. SWITCH FOR F/P FAN ' GARAGE DOOR OPENER COPT. DR. PROvI DE CIRCUITS \ FOR FURN, WATERHTR, N AND TIMER PHONE OPT .....ry,�r: ".. ..f• . Z. ! , :. • , :•• t ,' i► r "w••we, • V./ III ^ ter-.. .* �.t^!" .Yc�rr'a�i,�.�. y. • , vvr • •ww•'rp- K.► ,,�, : - API7 :� ° "* T►: STD MAIN PLOO ELECTRICAL L4N '— 4, STD 3t) GFI OPT • 4011 r�R� Kw � �'F row a MAY 0 6 2004 PERMfT CENTER ELECTRICAL SYMBOLS: IIOv OUTLET +I6" TO TOP A.SF. G.F.I. G.F.I. OUTLET 5EE PLAN FOR HEIGHT 22mv0 I • SWITCHED OUTLET 220V OUTLET RECESSED LIGHT SURFACE LIGHT DIRECT CIRCUIT • ot EXHAUST FAN V.T.O.S. O 110v SMOKE DETECTOR TIE TOGETHER W/ eATTER7 BACKUP. SWITCH +48" TO TOP A.S.F. BATH SWITCH +48" TO TOP A.SF. SWITCH - 3 POLE TELEPHONE CABLE Tv JACK +Ib" TO TOP A.S.F. r6 g g hhiU g , �V 3= you' - -e 2 U� > X 413 t-413.67S-4hiauErf "-g ,o_...mkszes= .s.,,-RE0mt.9152202 21§ its011'4 •v ti.vc_ 0-vou t.-?.81-133 in---/t/gb )._4_=• iet) u ELG-6 13 r7L-3 0 ILI afie, 5AY DEVELOPMENT M FLOOR ELECTIGAL FILE NO: 5316 SHEET E1 OF • ff TV ifa= 1 z 71' P .4•' E 1 t al4 INN CENTER PENDENT ON WINDOW AND WALLS TO SWITCH BELOW BTM. OF FIXTURE R.I . AT +82" ABOVE F.F. UPPER FLOO ELECTRICAL PLAN 1/4"=r-0" r• VIO ELECTRICAL SYMBOLS: IIOv OUTLET +16" TO TOP A.SF. G.F.I. : &.F.I.OUTLET SEE PLAN FOR HEIGHT r)10 SWITCHED OUTLET ?2mv". 220v OUTLET RECESSED LIGHT 4). SURFACE LIGHT de DIRECT CIRCUIT 0 r��' �7F RECEIVED i iKwrr a MAY 0 6 2004 pEkM1T CENTER EXHAUST FAN V.T.O.S. IImv SMOKE DETECTOR TIE TOGETHER W/ BATTERY BACKUP. $ SWITCH +48" TO TOP A.SF. !BATH SWITCH +48" TO TOP A.SF. Ss SWITCH - 3 POLE TELEPHONE CI CABLE Tv JACK +t TO TOP A.S.F. • O 6 • •o s hs_46 -. te M 2I1g3 2-gilp fijii sfiq 1-1§t- ; tgagtni itliti-4i t=i§octi'n i°t13till iCck 13 ATA:olf!! .� :kl'Jc' Wo ;o V .o z •Vo ft- . a-649 ctS^cl 8,41' EVELOMENT UPPER FLOOR ELECTRICAL FILE NO: 5316 S4EET E2 4 i 2 r GARS y w Oa _, _`' CANTL. r SEE FOUNDATION PLAN `� +� t .5.'l.•.Ti� 'S 'KAws.ItM7ovIsze. "m D .S. BUCKOUT w/ OPT. 28 DOOR a? „ft__ 101-2 3/4" GONG. SLAB 6)(6 DF"2 POST ON 3 , " >'3& "X.12" CONC. PAD W/ (S) REBAR w/ ABE POST BASE 4" CONC. SLAB - SLOPE 3" TOWARDS 0.1--4. DOO RS CONT'S CONC FTc (TI-4ICKENE SLAB EDGE • 1 CONT. FOOTING Wt_3" ----1' 10 1/2" 2L' -0" 30' -0" 51.1 3" 1 / 2 " ...■ ■i/ 1/2" /� Imo' -0" ilk 1/2" POUMPATION PLAN 1,'4" =I' —E" .SEE FCNG:;`ION FLAN SHEET FOR ADDITIONAL DETAILS 0 • 5ms1 x0 41.1.11. '•• (2)2x4 scsc GREAT RM. CARPET SEE MAIN FLOOR PLAN FOR NOTES (2)2x4 �----- NOTE OPT. 2020 WINDOWS NOT ALLOWED WITH 3 CAR GARARE t L; T 1 1 I'ASI -� RI DRYER V.T.O.S. 1 5 1/8 "x1b 1/2" LINE OF LOOR ABOVE •.1■111101.. 191-4" GAS UJ/N POST 3 GAR GARAGE 4" CONC. SLAB - SLOPE 3" TWA RD S D OnRs i INSTALL 5/8" TYPE 'x' GW�3 CN CL G, !�l,4LL S, :AID BE.=AM 2 LAYERS AT 24 "oc FRMG 16°1°014 C=AR DR 77x12 I''2 101-3" 11- - ile Q c1 4 NUC412 1- HANGER 1 J CONC. STOOP w/ OF'T. DOOR etc'c-.4° OIN)*34. SN/Ik \ p$ 10-‘) (201 e 0 20' -0" 1 • #•* 11 -10 I/2 " _ - L-- 10 1/2" 30 -0" NAIN FLOOR PLAN 4'4 " =I' -0" SEE MN FLOOR SHEET 3 FOR ADDITIONAL DETAILS 4 I ri�ry �F T��Kwu 4 MAY 0 6 2004 PERMi7 CENTER AREA gUMMARY: MAIN FLOOR t 1155 ESQ FT. UPPER FLOOR c 1043 $Q. FT. TOTAL 2195 SQ. FT. CsARAGE ' 700 SQ. FT. iNs -.fig fib g tt; j9). E-40 17) Ki4 it 46 V. (;)., 15e g e -F. u 2 Pit) .4 8 „-° t h oct g�� 1-1) g 0 3 O 3 "Ft 81; 12, Ek) ti ° {5-1 0 u e .� F U ') v ov �j 41, E si. -t- % �a PROJECt: PLAN 2200 54Y DEVELOPMENT (3) CAR C44GE OPTION FILE NO: 5316 -Cs1 51-4EET G1 r • 4' • • y., 'r--- mr Ms.!'.....r - 10411.00;.. v .Mrf#a v - *. _. •. p. *N'...* • .•,.. . n� 0 4411104 04. 2x4 RAFTERS 813 L Q Q '0>- 11 OC a� -71 L r-- 1- fa 0 -41 613 S13 RIDGE E asMillim MUM +-y+•: • •.l: .• (4) 2 TRUSS STUS L z. 613 w 0 I• • (2)20' -0" COMM OC w Q�/ 1L STU= BACK 2 i /2" • UVtRI-KArit w/ 2x624 "O.C. AMMO •:. IL. (2) 20'-0" COMMON TRUSSES e24 "QC. 20' -0" cOMMC`s4 BLOCK FOR SIDING 20. -0" 1 1 ji ._ROOF F RAM 1 NG PLAN "A" SEE FLOOR PLANS FOR BEAM/NGR SIZES o I 1 i END TRUSS 11.1 1 1 OD•S. ATTIC VENTIL.ATI4: 13.-0" CORNER SET 4 it- x o D.S. D.S. yr` 20' - ROOF F RAM 1 MG PLAN "S" li4 " =1' -D" SEE FLOC PLANS FOR BEAM /HDR SIZES 5.71.1111111 DESCRIPTION AREA VENTILATION RE Q' ` ;!A GA LE VENT AREA AC EAVE VEN IN. * IN. ROOF PENT EAVE 3 0 :FULL IN. SAVE 3 Gc A IE A� E 312 SF. 104 SF. 0 Sf. 18 2 10 0 4 csi A ' Ads E 2509F 83 SF. 0 SF. 10 2 '3 0 SEE 6A/6151 FOR CALCULATIONS • 0 l!1 t0 4 0 A (4 rrTM nF TIVED KWI► A MAY 0 6 2004 PERMIT CENTER ' WOK Jb111/16rlM4.. II ..r• • 11.... °t "w ,.****, .;-M 11.5. o E�-o ° E „ri 7, _2,46 tcp-- = m ot- g _ts2 i3v_02 igtt m V Is 8 8 171 •La- „„ � ' 3 U > ? a_om- 3e "34"6.-18413/14"Ce'g:6 13 8 3 - a_ If n Ci) > G L O V 5 g -� ° p, 'o � � � V Cs EP C O V Vi -11 2 inguScinkL° 7.1 4.1 tiF 1-13 5AY EVELOPMENT FILE NO: 5316 -G2 SHEET G2 OF urrm rL. /L. 1 PPE R FLOOD �— COMP SHINGLES .. -- 1x4 /Ix3 CORNER BOS FRONT ELEvATION '4' i/4 " =1' -0" 12 ■ ■ IGWT ELEVATION '4' 1/8 " -1' 0" urrt ao UPPER FLOOR MAIN FLOOR 12 COMP SHINGLES CONT'S MIL GUTTER o/ Ix8 CEDAR FASCIA 1 1 11 MN NM MN ■■ NM M■ RN ■! Ell MN 1 • • FRONT ELEVATION 'B 1/4" = l'-0" Ix4 /1x3 CORNED BIDS • y'EL SIDING 8" TIIJ CM a�ROV �; 204'+ ,10 2 c*.s tto‘t.t) 12 • ■ • 11 IG14T ELEVATION '8' 1/8 " =1' -0" • • CITY OF Tio<Wn MAY 0 6 2004 PERMIT CENTER .. .w ,iYreA�1r"s^,a�7•. ♦+ • ,••••S^ •.11tw.•11C•.'*ar.o. •r+aeiwr -■..* �q►A�" ^.-.�rA�l,w�r.._..ry. .‘Lg 111'4 7 e ;� 140 41, ' V �3r • 1!1 1 E c�l� dl „, 4444 proiWgioiil ::: ! gt-T::1314c2 -!;:--. L,Iiiq..i.E..;;E:,41):E(3-: !filtqWW-4 -1 i: jijj;Ls .E2i : : -_-4 ,I ' 62 4141 1 $' .� , a/ 1 i t 2 2 9'. w _ V w `- _ X.AlintAt24113 E341' DEVELOMENT 3-C4 G4AGE OF'T. ELEVATIONS SWEET G3 OF Of 1 GENERAL STRUCTURAL NOTES WILDING CODE: 1997 EDITION OF THE UNIFORM BUILDING CODE, WITH KING COUNTY AMENDMENTS. WADS: WIND LOAD = 80 MPH WIND SPEED, EXPOSURE B. SEISMIC ZONE 3 (Z = 0.30 ) fOUNDATION$: A SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 1'6" MINIMUM BELOW FINISHED GRADE. FINISHED GRADE IS DEFINED AS TOP OF SLAB FOR INTERIOR FOOTINGS AND LOWEST ADJACENT GRADE WITHIN 5 FEET FOR PERIMETER FOOTINGS. DESIGN SOIL BEARING VALUE = 1000 PSF. CONCRETE: MINIMUM 28 DAY STRENGTH 3,000 PSI EXCEPT AS FOLLOWS: SLAB ON GRADE 3,000 PSI FOUNDATIONS M FOUNDATIONS AND CASSIONS 2,500 PSI ALL CONCRETE CONSTRUCTION SHALL CONFORM TO A.C.I. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED ONLY AT TRENCHES, FLOOR DUCTS, TURNDOWNS, ETC.. MAXIMUM SLUMP 4 1/2" FOR CONCRETE WITHOUT PLASTICIZER. IF PLASTICIZER IS USED, A HIGHER FINAL SLUMP MAY BE ALLOWED UPON STRUCTURAL ENGINEER'S APPROVAL. UNLESS APPROVED OTHERWISE IN WRITING BY THE ARCHITECT, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND BY CONTROL JOINTS (KEYED OR SAW CUT), AS SHOWN ON THE FOUNDATION PLAN, SUCH THAT THE ENCLOSED AREA DOES NOT EXCEED 225 SQUARE FEET. KEYED CONTROL JOINTS NEED ONLY OCCUR AT EXPOSED EDGES DURING POURING, ALL OTHER JOINTS MAY BE SAW CUT. FLY ASH – IF PERMITTED BY ARCHRECTURAL SPECIFICATIONS, SHALL BE LIMITED TO 18% OF CEMENTITIOUS MATERIALS AND SHALL HAVE A REPLACEMENT FACTOR OF 1.2 RELATIVE TO CEMENT REPLACED. NO FLY ASH ADDITIVES SHALL BE USED IN FLATWORK OR ,ARCHITECTURALLY EXPOSED CONCRETE. . REINFORCING: B ASTM A615 (Fy = 60 KSI) DEFORMED BARS FOR ALL BARS #5 AND LARGER. ASTM A615 (Fy = 40 KSI) DEFORMED BARS FOR ALL BARS #4 AND SMALLER. NO TACK WELDING OF REINFORCING BARS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH THE STRUCTURAL ENGINEER. LATEST ACI CODE AND DETAILING MANUAL APPLY. CLEAR 'CONCRETE COVERAGES AS FOLLOWS: CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH j 3" T HORIZ BOLT EMBEDMENT LENGTH EXPOSED TO EARTH OR WEATHER 1 2" 7" 16 OR LARGER 2" 5/8" 15 AND SMALLER 1 1/2" ALL OTHER PER LATEST EDITION OF ACI 318. 7" 5" ;LAP SPUCES IN CONCR T : LAP SPLICES, UNLESS NOTED OTHERWISE, SHALL BE CLASS "B" TENSION LAP SPLICES PER LATEST EDITION OF ACI 318. STAGGER SPLICES A MINIMUM OF ONE LAP LENGTH. ALL REINFORCING SHALL BE CHAIRED TO ENSURE PROPER CLEARANCES. SUPPORT OF FOUNDATION REINFORCING MUST PROVIDE ISOLATION FROM MOISTURE/ CORROSION. ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY THE STRUCTURAL ENGINEER. PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS AND INTERSECTIONS PER TYPICAL DETAILS. REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS. ALL BARS PER CRSI SPECIFICATIONS AND HANDBOOK. DOWEL ALL VERTICAL REINFORCING TO FOUNDATION WITH STANDARD 90 DEGREE HOOKS UNLESS NOTED OTHERWISE. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE. STRUCTURAL STE L: ALL STRUCTURAL STEEL SHALL BE ASTM A36 (Fy = 36 KSI). ALL BOLTS SHALL BE C ASTM A307, UNLESS NOTED OTHERWISE. ALL CONSTRUCTION PER LATEST AISC HANDBOOK. ALL EXPANSION AND EPDXY BOLTS TO HAVE I.C.B.O. RATING FOR MATERIAL INTO WHICH INSTALLATION TAKES PLACE. ALL BOLTS, ANCHOR BOLTS, EXPANSION BOLTS, ETC., SHALL BE INSTALLED WITH STEEL WASHERS AT FACE OF WOOD. ■ . BOLT DIAMETER VERT BOLT EMBEDMENT LENGTH T HORIZ BOLT EMBEDMENT LENGTH • ' HEADED STUD FILLET WELD SIZE, "S" 1 2" 7" 4" 1 4" 5/8" 7" 4" 5/16" o 3 4" / 7" 5" 5 16" / 2 PLYwo4Q: ALL PLYWOOD SHALL BE AMERICAN PLYWOOD ASSOCIATION "CDX" RATED SHEATHING OR BETTER, AND SHALL BEAR THE STAMP OF AN APPROVED TESTING AGENCY. LAY UP PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. STAGGER JOINTS. ALL NAILING, COMMON NAILS. WHERE SCREWS ARE INDICATED FOR WOOD TO WOOD ATTACHMENTS, USE WOOD SCREWS. ALL PLYWOOD SHALL BE OF THE FOLLOWING NOMINAL THICKNESS SPAN /INDEX RATIO AND SHALL BE ATTACHED AS FOLLOWS UNLESS NOTED OTHERWISE: . . USE: THICKNESS: SI Ps, SPAN /INDEX RATIO EDGE ATTACHMENT: INTERMEDIATE ATTACHMENT: ROOF 1/2" TOP 1 32/16 Bd at 6" O.C. 8d at 12" 0.C. SHEAR WALL 1/2" ENCLOSED W /SPIRAL TIES 24/0 8d at 6" O.C. 8d at 12" 0.C. ALTERNATE: 'AMERICAN PLYWOOD ASSOCIATION PERFORMANCE RATED SHEATHING MAY BE USED AS AN ALTERNATE TO PLYWOOD WITH PRIOR APPROVAL OF OWNER. RATED SHEATHING SHALL COMPLY WITH I.C.B.O. REPORT NO. NER -124, EXPOSURE 1, AND SHALL HAVE A SPAN RATING AND SHEAR VALUE EQUIVALENT TO OR BETTER THAN THE PLYWOOD IT REPLACES. ATTACHMENT AND THICKNESS (WITHIN 1/32") SHALL. BE THE SAME AS THE PLYWOOD IT REPLACES. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. WOOD GENERAL: DO NOT NOTCH OR DRILL JOISTS, BEAMS OR LOAD BEARING STUDS WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER THRU THE ARCHITECT. DOUBLE UP FLOOR JOISTS AND BLOCKING UNDER PARTITIONS. PROVIDE 2" SOUD BLOCKING AT SUPPORTS OF ALL JOISTS. DOUBLE UP STUDS AT JAMBS AND AS REQUIRED UNDER BEAMS. EVERY OTHER STUD OF WOOD FRAME BEARING WALL SHALL HAVE A SIMPSON H3 ANCHOR TOP AND BOTTOM, EXCEPT AT THOSE WALLS WHERE PLYWOOD SHEATHING IS NAILED DIRECTLY TO THE TOP AND BOTTOM PLATES. PROVIDE 2X SOLID BLOCKING AT MID – HEIGHT OF BEARING STUD WALLS. ALL NAILING NOT NOTED SHALL BE ACCORDING TO TABLE 23– II –B -1 OF THE UNIFORM BUILDING CODE. WOOD CONNECTORS SHALL BE AS MANUFACTURED BY SIMPSON STRONG–TIE COMPANY, INC. OR OTHER MANUFACTURER WITH CURRENT AND EQUIVALENT I.C.B.O. APPROVAL. . THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO, BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.. THE STRUCTURAL ENGINEERING SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES FOR PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION. :.LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH STANDARDS SHALL BE THE LATEST EDITION AND /OR ADDENDA. ESTABUSH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION IS CHOSEN, CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY CHANGES AND SHALL COORDINATE ALL DETAILS. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE ARCHITECT. TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY UNLESS NOTED OTHERWISE. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL NOTES AND SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN. ANY ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL OF A REGISTERED ENGINEER RECOGNIZED BY THE BUILDING CODE JURISDICTION OF THIS PROJECT. VOTES: PROVIDE ANCHORS, ANCHOR BOLTS AND EXPANSION BOLTS PER THIS SCHEDULE UNLESS NOTED ON PLANS OR OR DETAILS EXPANSION BOLTS SHALL HAVE ICBO REPORT FOR SAME INSTALLATION AT "ANCHORS" USE 3/16" FILLET THICKNESS OF DRYPACK DOES NOT APPLY TOWARDS EMBEDMENT. TYPICAL ANCHOR BOLT, AND EXPANSION BOLT SCHEDULE. 1 (3) • 3 ABBREVIATIONS A.B.C. – – – AGGREGATE BASE COURSE A.F.F. -- – – – ABOVE FINISHED FLOOR ALT. – – – ALTERNATE A.B. – – – – ANCHOR BOLT – – – – – AT (MEASUREMENT) BM BEAM B.F.F. -- – – – BELOW FINISHED FLOOR B.O.B. – – – – BOTTOM OF BEAM B.O.D – – – – BOTTOM OF DECK B.O.F. -- – – – BOTTOM OF FOOTING B.O.P. – – – BOTTOM OF PLATE BRG – – – – BEARING C.I. P. – – – – CAST IN PLACE C.L. – – – – CENTERLINE C.L.B. – – – CENTERLINE OF BEAM C.L.C. – – – – CENTERLINE OF COLUMN C.L.F. – – – – CENTERLINE OF FOOTING C.L.W. – – – CENTERLINE OF WALL CLR – – – – CLEAR CONC — — — CONCRETE CONC C.J. – – CONCRETE CONTROL JOINT CONC S.J. – CONCRETE SAWCUT JOINT C.M.U. – – – CONCRETE MASONRY UNIT CONN – – – – CONNECTION CONT – – – – CONTINUOUS D.L. – DEAD LOAD 0 OR DIA. – – DIAMETER ON DOWN DWG('S) – – – DRAWING('S) E.O.S. – – – – EDGE OF SLAB EL. OR ELEV. – – ELEVATION EQ EQUAL EQUIP – – – – EQUIPMENT EXP. – – – – EXPANSION BOLT EXP. JT – – – (E.J.) EXPANSION JOINT E.W. – – – – EACH WAY . F.F. – – – – FINISHED FLOOR F.O.M. – – – – fACE OF MEMBER F.O.S. – – – – FACE OF STEEL F.O.W. – – – – FACE OF WALL GA GAGE . GALV – – – – GALVANIZED G.S.N – – – – GENERAL STRUCTURAL NOTES GLB (CLULAM) – GLUED LAMINATED BEAM I.F.W. – – – – INSIDE FACE OF WALL I.E. — – – – INVERT ELEVATION HORIZ – – – – HORIZONTAL K(KIP) – – – 1,000 POUNDS L.L. -- – – – LIVE LOADS Les ( #) – – – LLH–––- LLV – –__ UIFR('S) – _ – MAS C.J. -- – – MECH'L – – – N/A –––- .T.S.– – – – – –– — – - P.C. – – – PLF – – –- PREFAB – — PSF – – – – PSI REINF – – – – SLH — —_— SLV – SIM – SQ STD – T.L. – T.O.B. T.O.D. T.O.F. T.O.G. T.O.L. T.O.M. T.O.P. T.O.S. T.O.W. TYP U.N.O. VERT WSTP W.W.F. W/ - w/o - POUNDS LONG LEG HORIZONTAL LONG LEG VERTICAL MANUFACTURER('S) MASONRY CONTROL JOINT MECHANICAL NOT APPLICABLE NOT TO SCALE ON CENTER OUTSIDE FACE OF WALL OPPOSITE PRECAST CONCRETE POUNDS PER LINEAR FOOT PREFABRICATED POUNDS PER SQUARE FOOT POUNDS PER SQUARE INCH REINFORCING SHORT LEG HORIZONTAL – – – SHORT LEG VERTICAL — – – SIMILAR SQUARE – – STANDARD – – TOTAL LOAD – – – TOP OF BEAM - – – TOP OF DECK – – – TOP OF FOOTING – – – TOP OF GRATE – – – TOP OF LEDGER – – – TOP OF MASONRY – – – TOP OF PLATE – – – TOP OF STEEL -� – –TOP OF WALL TYPICAL - – – UNLESS NOTED OTHERWISE – – – VERTICAL -- – – WATER STOP – -- – WELDED WIRE FABRIC – – – WITH - - – WITHOUT t . CP Of 1\040 2 1 20 4 tks 1.400 T• • CLASS B TENSION SPLICE LENGTHS COMP. BARS i SI Ps, f' c=2,500/3,000 PSI , f'c = 4,000 PSI ! f'c = ALL Li'', ON REGULAR TOP REGULAR >3db ► >6db _ TOP - >3db ' >6db STD LAP 1 ENCLOSED W /SPIRAL TIES SPACING ►>3db & SIZE ,_ >6db >3db >6db _ . 3 16" , 16" � 21" 21" 16" 16" 18" 18" 12" , 12" #4 22" , 22" 28" 28" 19" 19* 124" 24" 15" 12" . #5 27" 27" 35" 35" 23" 123" 30" 30" 19" 14" #6 35 32 48" 42 31 , 28 40 38 23 17 #7 48" 48 » 38 w 63 N 49 w 42 4 » 33 » 54 All, » 42 w 26 . 20" #8 63" - 43" 82" - 58" . 55" 37" * 71" 48" 30" 23" - i . #9 80" 48" 104" 83" 69" v 42" 90" , 55" I 34" 25" 110 102" 58" , 132" 76" 1 88" I 50" 114" 1 65" 38" 29" 111 N 128 71' 71 - 162 162" - N 93 » 108 » 62 w 140 » 80 42 " - 32" - r(2, ANCHOR QOLT ANCHOR (HEADED STUD SIMILAR) NO SCALE IMES; 1. BARS ARE ANY HORIZONTAL BARS PLACED SO THAT MORE THAN 12' OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE REINFORCEMENT. 2. UNLESS NOTED OTHERWISE, LAP SPLICES IN CONCRETE BEAMS, SLABS, WALLS, AND FOOTINGS SHALL BE CLASS "B" TENSION LAP SPLICES & LAP SPLICES IN CONCRETE COLUMNS SHALL BE COMPRESSION SPUCES. 3. CONTACT STRUCTURAL ENGINEER IF CENTER TO CENTER SPACING OF REINFORCEMENT IS LESS THAN OR EQUAL TO 3 BAR DIAMETERS (<3db). LAP SCHEDULE FOR REINFORCING STEEL. {r MS; 1. FACE OF WALL, TOP OF WALL, COLUMN, ETC. 2. 2" MIN. STANDARD HOOK OR BOLT HEAD, TYP. EXPANSION BOLT 3. PLATE, ANGLE CHANNEL (EPDXY BOLT SIMILAR) ETC. 1 • :/TY OF TI IKW► lA MAY 0 6 2004 'tKMIT CENTER • 0 J Z a) al cts cc g z W Z V`J r e J g W Q U W � CI W Tim) Ci) W ir Z cr75 W vi 0 E COj a v 0 WOc: . -) Z d Z� JJ y D— w ILI ~>- co 0 p•- >es°<wI—. v SHEET NO. S1.0 PROJECT NO. 10489 • • IUD X3/6 • ,...•,..r «.. • lia5; 1. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. FLOOR SHEATHING 3. FLOOR JOISTS PER PLAN 4, (2) 114 BAR CONTINUOUS (AT TOP) PROVIDE 14 AT 10' O.C. HORIZ. 5. 5/8' DIA. AB. SPACING PER SHEAR WALL SCHEDULE. 48. O.C. MAX. g, �4 AT 24' O.C. (MAX.) ALT (2) 14 BARS CONTINUOUS 8. EDGE NAILING 9. 2x CONTINUOUS RIM 0. 1 W 0 6* O.C. Barg 1. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. 16d 0 6` O.C. 3. FLOOR SHEATHING A. FLOOR JOISTS PER PLAN 5• BLOCKING 048` O.C. G. (2) f4 BAR CONTINUOUS (AT 70P) PROVIDE /4 AT 10' O.C. HORIZ. 7. 5/8' DIA. A.B. SPACING PER SHEAR WALL SCHEDULE. 48' O.C. MAX. g, 14 AT 24' O.C. (MAX.) ALT 9. (2) /4 BARS CONTINUOUS I/ II AP' AP' /I/ /I. ♦III/I.'IIIIIAVIIII AP' AP' IIIII //I FLOOR JOISTS PER PLAN 10d 0 4" O.C. MAIN FLOOR BEAM PER PLAN FLOOR SHEATHING POST PER PLAN. PROVIDE SIMPSON AC TYPE POST CONNECTION OR WOOD CLEAT. CONNECT POST TO FOOTING WITH SIMPSON A35. CONCRETE FOOTING PER PLAN. WOOD STUD WALL 2• 5/8" DIAMETER ANCHOR BOLTS. SPACING PER SHEAR WALL SCHEDULE 3. 2x BASE PLATE CONCRETE SLAB SLAB ON GRADE 5. �4 HOOKED DOWELS AT 24' O.C.. ALTERNATE BENDS ,6. SHEATHING AND NAILING PER SHEARWALL SCHEDULE 7. FINISH GRADE OR CONCRETE SLAB AS OCCURS 8. CONCRETE STEM WALL AND FOOTING 9. (2) #4 BARS CONTINUOUS TOP AND BOTTOM sti= • 1. CONCRETE SLAB ON GRADE 2. STUD WALL BEYOND 3. TOOLED EDGE 4. FINISH GRADE OR CONCRETE SLAB WHERE OCCURS 5. CONCRETE STEM WALL AND FOOTING WITH REINFORCING CONTINUOUS FROM BEYOND 6. 4 HOOKED DOWELS 0 24" O.C., ALTERNATE BENDS WOOD COLUMN COLUMN BASE FINISH GRADE OR CONCRETE SLAB WHERE OCCURS 12` SQUARE CONCRETE PEDESTAL CONCRETE FOOTING 13 TIES AT 8" O.C. (4) f5 HOOKED DOWELS CONCRETE SLAB ON GRADE NOTE: SEE ARCHITECTURAL DRAWINGS FOR COLUMN COVER AS OCCURS 1. CORNER BARS SAME SIZE & SPACING AS HORIZ. REINFORCING LAP PER GSN (24" MINIMUM) 2. CONCRETE STEM WALL OR FOOTING 3. ALTERNATE BENDS 4. REINFORCING PER PLANS AND/OR DETAILS LAP PER GSN (24' MIN.) IYP. TOP OF WALL FOOTING PIPE THRU STEM WALL AS OCCURS SEE iYP. DETAIL RETURN TO FOOTING THICKNESS AS SHOWN ON PLAN. 1. SIMPSON PB POST BASE 2. WOOD COLUMN 3. CONCRETE SLAB 4. CONCRETE FOOTING NOTE: D = 2' -0" MAXIMUM FOR ADDITIONAL INFORMATION, SEE PLANS AND DETAILS PLAN - CORNER REINFORCING IN CONCRETE FOOLING, STEM OR WALL 1. • 4' i 0 SHIeX24 SHI 1. 16d 0 6" O.C. BASE PLATE (MIN) 2. FLOOR SHEATHING 3. FLOOR JOISTS PER PLAN 4. 2x CONTINUOUS RIM JOIST WITH (2) 10d NAILS PER JOIST 5. WOOD STUD WALL 6. SHEATHING AND NAILING PER SHEARWALL SCHEDULE 7. EDGE NAIUNG 8• 16d 0 6" O.C. 16d 0 6` O.C. BASE PLATE (MIN) FLOOR SHEATHING 2x CONTINUOUS RIM JOIST WITH (2) 10d NAILS PER JOIST SIMPSON A34 CLIP 2x BLOCKING 048` O.C. FLOOR JOISTS PER PLAN SHEATHING AND NAILING PER SHEARWALL SCHEDULE EDGE NAILING 16d 0 6" U.C. 1. EDGE NAILING 2. PLYWOOD SHEATHING 3. JOIST PER PLAN 4. 2x BLOCKING W/ 3 -16d NAILS PER BLOCK 5. WOOD STUD WALL SHEATHING AND ATTACHMENT PER PLANS 6. 2X. CONT. RIM JOIST W/ 2--10d NAILS PER JOIST 7. DOUBLE 2X. TOP PLATE w/ 16d NAILS AT 12" O.C. �. 1. BASE PLATE NAILING PER SHEARWALL SCHEDULE 2. FLOOR SHEATHING 3. FLOOR JOISTS PER PLAN SHEATHING AND NAIUNG PER SHEARWALL SCHEDULE BEAM PER PLAN EDGE NAILING SIMPSON LU HANGER • AFIIINIIIIIAPAIrArAr /I 4111r 4115' II IV AP /I 4111I 41/ IV AY/ II AI /II ASO AP" AP".J DOUBLE EDGE NAILING FLOOR SHEATHING JOIST PER PLAN SIMPSON LU TYPE JOIST HANGER WOOD BEAM PER PLAN 1. WOOD STUD WALL 2. CONTINUOUS 2x WITH 16d NAILS 0 12" O.C. 3. WOOD BEAM 4. SHEATHING AND NAILING PER SHEARWALL SCHEDULE 1. PLYWOOD SHEATHING 2. 2x BLOCKING 3. FLOOR JOISTS PER PLAN 4. DOUBLE 2x TOP PLATE 5. WOOD STUD WALL 6. 2x TREAD AND RISERS 7. 2x12 STRINGER NOTE: SEE ARCHITECTURAL PLAN FOR TREAD, RISER AND NOSING DIMENSIONS WOOD STUD wa.L 2. SIMPSON 115 STUD TO STRINGER AT EVERY OTHER STUD 3. 2x TREAD AND RISERS '�• 16d 0 12* O.C. �• (3) 16d MINIMUM AT EACH STUD 6. 2x STRINGER NOTE: SEE ARCHITECTURAL PLANS FOR TREAD, RISER AND I�SING DIMENSION�Y rAlft#3v'q M,qy062004 PERMIT CENTER w • • • • d+..' 1 .II!'yy'/�ICA.. - �. ".iN�S`�A�.�1'.r'i,'• .o..►�• +._. • 'Ws :s3 ice 1 1. TRUSSES PER PLAN 2. ROOF SHEATHING 3. 8d 0 6` O.C. EDGE NAILING 4• 2x BLOCKING WITH (3) 16d PER BLOCK 5. SHEAR PANEL EDGE WUUNG 6. SHEATHING MID NAILING PER SHEARWALL SCHEDULE 7. SIMPSON H1 CUP AT EACH TRUSS 8. CONTINUOUS 2x FASCIA WITH (2) 10d PER TRUSS 1. EDGE NAILING 2. RIDGE VENTS 3. TRUSSES PER PLAN 4. PLYWOOD SHEATHING 5. 2.x SOUD BLOCKING FASCIA PER ARCH. WITH (2) 10d NAILS PER JOIST 2x4 OUTRIGGER 0 24" O.C. (2) 10d NAILS PER TRUSS SIMPSON A35 CUP AT EACH OUTRIGGER GABLE END TRUSS - SHEATHING AND NAILING PER SHEARYYN.L SCHEDULE 16d 0 6' O.C. BOTTOM TRUSS CHORD TO WALL TOP PLATE 2x4 BRACE 048' O.C. WITH SIMPSON A35 CUP EACH END TRUSSES PER PLAN IIMES; 1. 'TRUSSES PER PLAN 2. SIMPSON A35 OR SIMPSON H1 AT EACH TRUSS 3. PLYWOOD SHEATHING 4. EDGE NAILING 5. 2x BLOCKING WITH (3) 16d PER BLOCK 6. WOOD BEAM 7. FASCIA PER ARCH. WITH (2) 10d PER TRUSS Igarg 1. 2X OR VALLEY SET OVER • FRAMING AT 24" O.C. 2. PREFAB WOOD TRUSS BELOW 3. LINE OF PLYWOOD SHEATHING JOINTS 4. 2x TO MATCH WIDTH OF CUT LAYED FLAT OVER PLYWOOD SHEATHING WITH 3 -16d TYPICAL AT EACH TRUSS. 5. SIMPSON A34 OR 2 -16d NAILS, TYP. 1. PLYWOOD SHEATHING ON PRIMARY ROOF TRUSSES SHALL BE CONTINUOUS. 3. AT 2x OVER FRAMING USE THE FOLLOWING: O' -4' 2x4 MIN. 4'--8' ' 2x6 MIN. 8' -10' 2x8 MIN. 10' -12' ' 2x10 MIN. IIMS; 1. f.DGE NAILING 2. PLYWOOD SHEATHING 3. -GIRDER TRUSS 4. JACK TRUSS 5. i SIMPSON LU TYPE HANGER. AT HIP CARRIER, USE SIMPSON TH TYPE HANGER PLYWOOD SHEATHING PREFABRICATED WOOD TRUSS EDGE NAILING 2x BLOCKING WITH (3) 16d PER BLOCK SIMPSON LU TYPE HANGER PREFABRICATED WOOD TRUSS GIRDER (2) 10d PER STUD CONTINUOUS 2x LEDGER SIMPSON LU TYPE HANGER PREFABRICATED WOOD TRUSS 2x SOUD BLOCKING WOOD STUD WALL SIMPSON A35 CUP AT EACH STUD (4) 16d, TYP. FULL HEIGHT STUD CONTINUOUS DOUBLE T PLATE HEADER AS PER PLAN, SAME WIDTH AS WALL (2) CRIPPLE STUDS _:"lS .a3ll� 4 10 9 till.' Ph .r lt Id IuIv il I I I 1 (3) P/ te 'A 1 aXsa (4) 14) (2) (3) NOTES= 1. 6x SAWN GLB 2. (6) 16d NP. 3, PLYWOOD 4. 4x SAWN GLB BUILT -UP POST PERPENDICULAR TO WALL SCALE: N.T.S. OR 5 1/8" EACH SIDE, FILLER OR 3 1/8" 1 • (>) NOTES., 1. WOOD BEAM PER PLAN 2. SIMPSON ACE TYPE POST CAP 3. WOOD COLUMN PER PLAN WOOD BEAM AT WOOD COLUMN SCALE: N.T.S. 1 mommPr.............................s P:'° A ( ) If 4' -O" MAX. 7 (2) (4) f- 7 & �I- (3) '+f- 6f- NOTES: 1. TOP CHORDS OF TRUSS JOISTS OR TRUSSES AS OCCURS. 2. 2x4 WITH SIMPSON F24 HANGER EACH END. 3. FOR OPENING DIMENSION, SEE MECHANICAL DRAWINGS. 4. 2-2x4 WITH SIMPSON F24 -2 HANGER EACH END. TYPICAL FRAMING AROUND SMALL OPENING NO SCALE .(1) NOTES; 1. WOOD STUD WALL 2, WOOD HEADER PER PLAN 3. (2) 16d TOENAILS EACH SIDE, EACH END 4. (2) 16d AS SHOWN 5. RUN VERTICAL STUDS UP PAST HEADER AS SHOWN 6. (2) 16d 0 12" O.C. T • • 1 (7) (8) V ROUGH OPENING WIDTH k WOOD HEADER (2) (3) (4) (5) (s) 7. 16d 0 12" O.C. STAGGERED BOTH SIDES 8. DOUBLE STUDS UNDER HEADER BEARINGS FOR OPENING WIDTHS GREATER THAN 5' -0" SCALE: N.T.S. 12" • 0 (3) (1) (4) NOTES; 1. 1/4 DEPTH OF MEMBER, TYPICAL 2. 1/2 "0 BOLT, MINIMUM 3. (2) 2x12 AND LARGER USE 1/2", BOLTS 0 24" O.C. 4. 16d SPIKE, MINIMUM 5. (2) 2x10 AND SMALLER USE 16d SPIKES AT 12" O.C. STAGGERED N (5) BUILT -UP WOOD MEMBER (1) tz--- (2) SCALE: N.T.S. (3) (4) NOTES; 1. BEAM SPLICE AS OCCURS 2. W000 BEAM PER PLAN 3. SIMPSON AC TYPE POST CAP 4. WOOD COLUMN PER PLAN WOOD BEAM AT WOOD COLUMN SCALE: N.T.S. 6` -0" MINIMUM LAP (1) NOTES; 1. TOP PLATE SPLICE OVER STUD ONLY. 2. DOUBLE TOP PLATE. 3. WOOD STUDS. ti TYPICAL SPLICE OF TOP PLATES SCALE: N.T.S. tO '00 WOO 2 oc 14$ JAN Ot..v 110101t- ``nyR�F T,vKw�, q M,qy0620 ~ERM/T CENTER w • CV wet • 0 jC� 17: U wcr c:iW (73 (i) al CC (9 (0 ELJ cr a. � W W z mot" 0 O !i 00 O) ..c d 4) N'') 0 0 cO TD v- co 1- zo. wow m dN� Z d OzN F-w Wj 3 w u) co ;11.- ›- 5 U z < QW cit0cc ce a 0 ua. SHEET NO. S1.4 PROJECT NO. 10489 . ;?..1)s 53 1b (3) 110115; 1. MULTIPLE STUDS (MIN. 2 U.N.O.) AT EACH END OF PANEL NAILED AS BUILT -UP POST - TYP. ap w Co wit lqe (2 z 1) 2. WOOD STUDS PAP 1 (1) 1. EDGE OF SHEARWALL SEE ATTATCHED FLOOR PLANS 2. PANEL EDGE NAILING (e) (2) 7- (8) 3. SHEATING MATERIAL 4. BLOCKING REQUIRED AT SHEATHING PANEL JOINTS, TYPICAL. 5, SIMPSON STRAP PER SCHEDULE (s) 3. PANEL EDGE NAIL SPACING 4. 5. 6. (6) (9) CORNER, OR DOOR, OR WINDOW DOUBLE STUDS 0 SHEAR WALL EDGES SHEARWALL SHEATHING PLWD., 1/2" MIN. THICKNESS 7. SIMPSON MST60 STRAP - WRAP AROUND JOIST OR BEAM - CENTER STRAP AT SOLE PLATE (2) N (5) 6. HOLDOWNS AS OCCURS 7. ANCHOR BOLTS 8. FIRST FLOOR LINE 9. SECOND FLOOR LINE 1 (z) • (1) (a) Z (10) (7) 8. SHEATHING 9. SOLE PLATE NAILING SEE SHEARWALL SCHEDULE 10• FLOOR SHEATHING 11. MULTIPLE JOIST OR BEAM BELOW WALL (12) 12. SIMPSON MST60 STRAP WRAP AROUND JOIST OR BEAM - CENTER STRAP AT SOLE PLATE 011 OF 100 WOO 1O 2A 7.4t; toot-t3 f,it (s) (s) STRAP HOEDOWN AT SHEAR WALL SUPPORTED BY BEAM B N.T.S .4 TWO -STORY SHEAR WALL ELEVATiON 6) SHEAR WALL SCHEDULE WALL MARK SHEATHING SIDES PANEL . EDGE NAILING FIELD NAILING FRAMING AT ADJ. PANEL EDGES BASE PLATE ATTACHMENT 1/2" PW P1 -4 1/2" PW ONE 10d 0 6" O.C. 12" O.C. ONE ONE 10d 0 3" O.C. 12" O.C. 2X 3x OR (2) 2x 3x OR (2) 2x 16d NAILS 0 6" O.C. 16d NAILS 4 O.C. 16d NAILS 3 O.C. (s) • • • • • • • • • • • • • • • • • • • • • • • (2) (3) • • • • • • • • • (a) (1) (1) t4OTES� 1. WOOD STUD WALL 2. DOUBLE STUD AT EDGES OF SHEAR WALL 3. STRAP PER PLAN. CENTER BETWEEN FLOORS. 4. SOLID BLOCK UNDER STRAP AS REQ'D. 5. BLOCKING OR RIM JOIST AS OCCURS. NOTE: WALL SHEATHING NOT SHOWN FOR CLARITY HOLD -DOWN STRAP AT WOOD STUD WALL N.T.S 1/2" PW ONE 10d 0 2" O.C. 12" O.C. 3x OR (2) 2x P2-6 1/2" PW TWO 10d 0 6" O.C. 12" O.C. (2) 16d NAILS 3" O.C. 3x OR (2) 2x �2) 010d NAILS 1/2" PW 1WO 10d 0 4" O.C. 12" 0.C. 3x OR (2) 2x (4?) 0 Cd NAILS 3x OR (2) 2x 1/2" PW TWO 10d 0 3" O.C. 12" O.C. (2) NAILS 3x OR (2) 2x 1/2• PW TWO 1 Od 0 2" O.C. 12" O.C. (2) 01t1 NAILS .C. W 1 0o 4, It M CNI SHEAR WALL CHEDU NOTES 1. FRAMING STUDS SHALL BE HEM FIR f 2 SPACED 0 1 6" O.C. MAX. THICKNESS OF STUDS TO BE 2X UNLESS NOTED IN SCHEDULE. 2. SHEATHING PANELS MAY BE LAYED VERTICAL OR HORIZONTAL. . BLOCK ALL HORIZONTAL EDGES W/ 2X OR 3X BLKG. U.N.O. 3. ALL EXTERIOR WALLS NOT DESIGNATED AS SHEAR WALLS SHALL RECEIVE APA RATED SHEATHING, FULLY BLOCKED WITH MINIMUM EDGE NAILING OF 10d 0 6" O.C. EDGE, 12 O.C. FIELD. 4. NAILING APPLIES TO ALL STUDS, TOP AND BOTTOM PLATES AND BLKG. 5. MINIMUM ANCHOR BOLT SPACING : 4' -0" O.C. iUNLESS OTHERWISE SPECIFIED IN SCHEDULE) " MINIMUM 2 ANCHORS PER WALL. PROVIDE 2x2 SQUARE WASHERS EACH ANCHOR. DO NOT RECESS BOLTS. a rITY OF rtVKw11 A MA1' 0 6 2p04 PERMIT CENTER 0 tai at Q W cr a. J W aU z > Wa: p W ii3 CC Z (7) W W � Z Ca • O 00 4:( _c < I[) 3 to C•i 0o m f- z 0 w 0 M N o QCJc» Z N >o- W cc 0 Di- ve >- " o�c ¢w` "c=ncvi�ci al CCY. Y r SHEET NO. S1.6 PROJECT NO. y0489 . f r 1 . CHOR BOLT SPACING FDN. SILL PLATE/ FLOOR BASE PLATE I BLOCKING /RIM JOIST ATTACHMENT VALUE LB /FT 5/8 "0 0 48" O.C. 2X SIMPSON A35 q$" O.C. 278 5/8 "0 0 32" O.C. 3x SIMPSON A35 24" O.C. , . 418 5/8 "0 0 16" O.C. 2X 5/8"0 0 24 " O.C. 3x SIMPSON A35 16" O.C. 545 5/8 "0 0 12" O.C. 2x . 5/8 "O +® 16" O.C. 3x SIMPSON A35 0 8 O.C. 713 ' 5/8 "0 0 24" O.C. 3x - SIMPSON A35 0 24" O.C. • 556 II � � 6 " O.C. 5/8 1 ' 3x SIMPSON A35 12" O.C. 836 r 5/8 "� 0 1 2" O.C. 3x 3x SIMPSON A35 0 8" O.C. SIMPSON A35 0 8 O.C. 1090 142E 5/8 " � 0 8 " 0 .C. SHEAR WALL CHEDU NOTES 1. FRAMING STUDS SHALL BE HEM FIR f 2 SPACED 0 1 6" O.C. MAX. THICKNESS OF STUDS TO BE 2X UNLESS NOTED IN SCHEDULE. 2. SHEATHING PANELS MAY BE LAYED VERTICAL OR HORIZONTAL. . BLOCK ALL HORIZONTAL EDGES W/ 2X OR 3X BLKG. U.N.O. 3. ALL EXTERIOR WALLS NOT DESIGNATED AS SHEAR WALLS SHALL RECEIVE APA RATED SHEATHING, FULLY BLOCKED WITH MINIMUM EDGE NAILING OF 10d 0 6" O.C. EDGE, 12 O.C. FIELD. 4. NAILING APPLIES TO ALL STUDS, TOP AND BOTTOM PLATES AND BLKG. 5. MINIMUM ANCHOR BOLT SPACING : 4' -0" O.C. iUNLESS OTHERWISE SPECIFIED IN SCHEDULE) " MINIMUM 2 ANCHORS PER WALL. PROVIDE 2x2 SQUARE WASHERS EACH ANCHOR. DO NOT RECESS BOLTS. a rITY OF rtVKw11 A MA1' 0 6 2p04 PERMIT CENTER 0 tai at Q W cr a. J W aU z > Wa: p W ii3 CC Z (7) W W � Z Ca • O 00 4:( _c < I[) 3 to C•i 0o m f- z 0 w 0 M N o QCJc» Z N >o- W cc 0 Di- ve >- " o�c ¢w` "c=ncvi�ci al CCY. Y r SHEET NO. S1.6 PROJECT NO. y0489 . f r 1 .