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Permit D04-123 - CRESCENT HOMES - LOT 2
CRESCENT HOMES, LOT,2 13532 43 AV S D04 -123 as3ttia ' "w'tw:i'n;r'ivindazrrtd�?rdi • • City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 2613200152 Address: 13532 43 AV S TUKW Suite No: DEVELOPMENT PERMIT Permit Number: D04 -123 Issue Date: 06/14/2004 Permit Expires On: 12/11/2004 Tenant: Name: CRESCENT HOMES - LOT 2 Address: 13532 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 /02/2004 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 2562 SF SINGLE FAMILY RESIDENCE WITH 463 SF ATTACHED GARAGE AND 156 SF COVERED DECK. PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, UNDERGROUNDING OF POWER, AND DRIVEWAY. WATER DIST. 125 & VAL -VUE SAN. SEWER DIST. Value of Construction: $249,751.86 Fees Collected: $3,405.69 Type of Fire Protection: NONE Uniform Building Code Edition: 1997 Type of Construction: VN Occupancy per UBC: 7 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 50 c.y. Fill 50 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Storm Drainage: Y Street Use: N Profit: N Water Main Extension: Water Meter: doc: Devperm N N WALAXIuaka/aW Private: D04 -123 Public: Non - Profit: N Public: Printed: 06 -14 -2004 v z re w -Jv UO N0 CO LLI J LL ° u. ci 'a =W = Z O. U� O N o ff wW L O .. Z w —• m O ~ z City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature: 41444 Date: -re-7-6 I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit. Signature: Print Name: %14. 71"PS0 -✓ 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. Date: C.17//;410 K doc: Devperm D04 -123 Printed: 06 -14 -2004 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 2613200152 Address: 13532 43 AV S TUKW Suite No: Tenant: CRESCENT HOMES - LOT 2 PERMIT CONDITIONS Permit Number: D04 -123 Status: ISSUED Applied Date: 04/12/2004 Issue Date: 06/14/2004 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: Subgrade preparation including drainage, excavation, compaction, and fill requirement shall conform strictly with recommendations given in the soils report. 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: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 15: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 16: 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. doc: Conditions D04 -123 ±k.N, b.}'i.;,MM!NY•F,WYMYSI4N'IJM f�iw� M +.F4vOM4 .u1 • K:• 1 Printed: 06 -14 -2004 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 17: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. 18: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 19: Permit is valid between the weekday hours of 7:00 a.m. and 3:30 p.m. only. 20: Any material spilled onto any street shall be cleaned up immediately. 21: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 22: 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. 23: The Land Altering Permit Fee is based upon an estimated 50 cubic yards of cut and 50 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. 24: 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. 25: 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. 26: 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. 27: 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'. 28: 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. 29: 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. 30: Install yard drain(s) and perforated pipe along the driveway, as necessary to prevent on -site ponding of storm water runoff. * *continued on next page ** doc: Conditions D04 -123 Printed: 06 -14 -2004 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any regulating construction or the performance of work. Signature: b%44r .1••" of law and ordinances other work or local laws Date: /‘,79, doc: Conditions D04 -123 Printed: 06 -14 -2004 Site Address: CITY OF TUKWIL4 - , Community Developmen.jepartment Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Mechanical Permit No. . Public Works Permit No Project No.' 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 ** 135,32- 413'1 Asie S. Tenant Name: Property Owners Name: CVs eiKA 1406444 King Co Assessor's Tax No.: Q/, /3.20e, / Suite Number: Lr r - 2 New Tenant: .... Yes Floor: ..No Mailing Address: S *1 fict 4 L Iv , 12 11-4 City Name: �ob I Vl.owcQS,� Mailing Address: 42 S PotH 4i44.) Ask. / zs CA) tQ g49lO 9 City State Zip Fax Number: lob -323 4 74 z State Day Telephone: .25 3 - 5'4 9. 7571 9jJof Zip E -Mail Address: Company Name: CVQ a c:a 140 4.4.‘¢ S Mailing Address: 42 c Imo. + t s tae N • ("z Contact Person: r1 e, o —1l4.otrcQSc ) E -Mail Address: Sgt. 4 City wt4 State Day Telephone: 0753 - 5'49. 7S7S Fax Number: ?.o(- 32 3 —(7(, Z Zip Contractor Registration Number: 'VD AY p EL. 3 O Z2 U.t Y! Expiration Date: -7J051 * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT OFRECORD All plans mast be wet stamped by Architect; of Record..; Company Name: Mailing Address: Contact Person: E -Mail Address: City Day Telephone: Fax Number: State Zip ENGINEER OF RECORD All plans must be wet stamped by Engineer of Record Company Name: Mailing Address: Contact Person: E -Mail Address: \applications \permit application (3 -2003) 3 /2003 Page 1 City Day Telephone: Fax Number: State Zip .VN1<wR ^<ehRrnrn.v.SF•nXpy.Y mr .vrcJ.!:*.fM n1.k)RYIS5:N:!HiS'i�l . Valuation of Project (contractor's bid price): $ //C 000 Existing Building Valuation: $ 0 Scope of Work (please provide detailed information): /Joc.4.) Nei 54f-✓a t_4+ a' orb 51 S c rl14.4—w 2567- S A w/ qui3 S !3 r Will there be new rack storage? ❑ ..Yes p:. No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below Interior Remodel Addition to ' Existing Structure • •New Type of Construction per UBC Type of Occupancy per UBC R Basement Accessory Structure* Attached Garage Detached Garage 410 3 `Attached Carport Detached Carport Covered Deck • Uncovered. Deck 154 PLANNING DIVISION: Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Igo 24• Floor area of principal dwelling: Floor area for accessory dwelling: Zo'G *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 No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑.. Sprinklers ❑ ..Automatic Fire Alarm (l„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. \applications\pertnit application (3 -2003) 3/2003 . ., ..,,:e.:;;r:+R'.t +kw "" �•l w`.' �". iA.,: ii:,..:.; t,'. ...,.::sui�u.ts;iuit�;:twdlJ.�t r�.�iuiu�1.(yr.F�.fSY4w Page 2 Lir WORKS: PERmrrIN ;TION - 206- 433 -01' Scope of Work (please provide detailed information): Co 5 Call before you Dig: 1- 800 - 424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ .Tukwila W.Water District #125 Water Availability Provided ❑ .. Highline ❑ ...Renton Sewer District Tukwila . ValVue ❑ .. Renton ❑ ...Seattle ...Sewer Use Certificate ❑ ... 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. Sut�r(iitted with Application (mark boxes which apply): Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ .,Right-of-way Use - No Disturbance 169• ..Construction /Excavation/Fill - Right -of -way ../ Non Right -of -way }iC 'V./Total Cut Jo cubic yards Total Fill S'o calk yards Sanit + de ew r ❑ ...Cap or Remove Utilities 0...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water (AL 1,1,r 12� a,..Permadent Water Meter Size... Ve • ❑ ...Temporary Water Meter Size.. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ...Water Main Extension Public _ Geotechnical eR port .) ❑ —Traffic Impact Analysis ❑ .. Maintenance Agreement(s) ❑...Hold Harmless ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ . Work in Flood Zone . Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line 1, WO# WO# WO# Private 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 PERMIT INFO ATION 206 -431- 3670 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 Valuation of Project (contractor's bid price): $ 41054, 0, Scope of Work (please provide detailed information): /ttJ W Vpc_ - -3/4ed A l� Ltd. as d Lic*i.e ✓ eQ 45 F' ✓t $l 4 u the time of permit issuance ** 445 v.1-wGtt— Gen Use: Residential: New ....Et- Replacement .... Commercial: New ....❑ 47PeprlKCWeent'.1< -► Fuel Type: Electric D 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 I-IP /1,750,000 BTU Appliance Vent Hood 50+ HP /1,750,000 I3.1'41. — ..3:,i'.: Heat/Refrig /Cooling System Incinerator - Domestic Air Handling Unit <= 10,000 CFM Incinerator — Comm/Ind I . RMIT 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'revi ;wed`and sirbject 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 TI -IIS 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. UILDING OWNER O AUTHORIZED AGENT: Signature: _" Print Name: ( 1)j0j0 Date: '///i/o Day Telephone: 0253. 515 - 7S 75 Mailing Address: h/ Z c Pd i ti5 Atm /i. / Z� ESQ 4 0 9ij/ City • - State Zip Date Application Accepted: Date Application Expires: /0 —/0/—p1/ Staff Initials: \applications \permit application (3.2003) 3/2003 Page 4 '. PUBLIC WORKS BULLETIN 1A TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT PERMIT # 1. APPLICATION BASE FEE 2. Enter total cost for each improvement category: General Erosion prevention Water Sewer Storm water Road /Parking /Access A. Total Improvements �o S o, oo 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. 2c _ C. 2.0% of amount over $100,000, but less than $200,000 of A. 0 D. 1.5% of amount of $200,000 of A. 0 4. TOTAL PLAN REVIEW FEE (B +C +D) Z 350• o0 2 SC) . o� 70.0 .o0 751.0-0 5. GRADING Plan Review and Permit Fees Enter total excavation volume S'o • Enter total fill volume 5/.25- (4) (5) cubic yards cubic yards Use the following table to estimate the grading application fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE . Up to 50 CY Free 51— 100 $23.50 101 — 1,000 537.00 1,001— 10,000 $49.25 • 10,001— 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction • thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. • CITY OF TIIIKWII A APR 1 2 2004 PERMIT CENTER TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT ATIO (1 +4 +5) $ The Plan Review and Approval fees cover TWO reviews: 1) the first revie : ociated- wit-h-t11e submission of the application /plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Revised 03.18.03 Revised 05.13.03 1 'D0t{aZ3 .,.'x�.r .•.i., r�;r.�,t :•nva- :-,:^:,:jki.nKA?i4Tw1�+t. s.. s.. w�ce�++arga'a,.e.cro�.w�e..n.... PUBLIC WORKS BULLETIN 1A TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance /Inspection Fee (B +C +D) 7. Pavement Mitigation Fee $ The pavement mitigation fee compensates the City for the reduced life span due to removal of existing roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the pavement mitigation fee. Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (100 %) $10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY in CY RATE 50 or less $23.50 51 —100 $37.00 101 —1,000 $37.00 for 1st 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1st 1000, plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1St 10,000, plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000, plus $36.50 for each additional 10,000 or fraction thereof. 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) Approved 09.25.02 Revised 03.18.03 Revised 05.13.03 .•• 2 $ 2 (7) (8) PUBLIC WORKS BULLETIN 1A TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees B. Flood Control Zone ($50) — z C. Water Meter — Permanent* — D. Water Meter — Water only* — z E. Water Meter — Temporary* -- cL 2 * Refer to the Water Meter Fees in Bulletin 1 B Total A through E $ - (9) v o 10. ADDITIONAL FEES -11_ A. Allentown Water (Ordinance 1777) $ — N u. w O. B. Allentown Sewer (Ordinance 1777) $ g C. Ryan Hill Water (Ordinance 1777) $ ga ri D. Special Connection (TMC Title 14) $ a E. Duwamish $ _ _ cl F. Storm Drainage Mitigation $ — Z i G. Other Fees $ — Total A through G $ — (10) z o. w w Do 0 0 — DUE WHEN PERMIT IS ISSUED (6 +7 +8+9 +10) $ 7 4�! w w ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE H U ti (- This fee includes two inspection visits per required inspection. Additional inspections (visits) w z attributable to the Permittee's action or inaction shall be charged $47.00 per inspection. o co O I- Approved 09.25.02 Revised 03.18.03 Revised 05.13.03 3 cpmrin -574/01r. z City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: Address: Suite No: Applicant: 2613200152 13532 43 AV S TUKW CRESCENT HOMES - LOT 2 RECEIPT Permit Number: Status: Applied Date: Issue Date: D04 -123 APPROVED 04/12/2004 Receipt No.: Initials: User ID: R04 -00719 BLH ADMIN Payment Amount: 1,889.00 Payment Date: 06/14/2004 12:30 PM Balance: $0.00 Payee: BAY DEVELOPMENT CORPORATION TRANSACTION LIST: Type Method Description Amount Payment Check 8281 ACCOUNT ITEM LIST: Description Account Code 1,889.00 Current Pmts BUILDING - RES PW PERMIT /INSPECTION FEE STATE BUILDING SURCHARGE 000/322.100 000/342.400 000/386.904 1,833.75 50.75 4.50 Total: 1,889.00 4842 06/15 9716 TOTAL 4207.07, t doc: Receipt Printed: 06 -14 -2004 City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: Address: Suite No: Applicant: 2613200150 13419 MACADAM RD S TUKW CRESCENT HOMES - LOT 2 RECEIPT Permit Number: Status: Applied Date: Issue Date: D04 -123 PENDING 04/12/2004 Receipt No.: Initials: User ID: R04 -00436 SKS 1165 Payment Amount: Payment Date: Balance: 1,516.69 04/12/2004 02:07 PM $1,889.00 Payee: BAY DEVELOPMENT CORPORATION TRANSACTION LIST: Type Method Description Amount Payment Check 8005 ACCOUNT ITEM LIST: Description 1,516.69 Account Code Current Pmts PLAN CHECK - RES PW BASE APPLICATION FEE PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW 000/345.830 000/322.100 000/342.400 000/342.400 000/345.830 1,191.94 250.00 23.50 .25 51.00 Total: 1,516.69 :)4/:!7Y ,716 TOTAL 3037.33 doc: Receipt Printed: 04 -12 -2004 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit PER (206)431 -3670 Project: afi Type of Inspection: • Address: /, g 2/3 Ai Date Called: /2 —2g 05/ Special Instructions: Date Wanted: / 28 'v7 a.m. p.m. Requester: -----er P one No: l ,),o4 17 729 -- 7920 Approved per applicable codes. jJ Corrections required prior to approval. COMMENTS: 1.00 Date: �y.� /6i / 2 — 2 c� `O,1 REINSPECTION F E REQUIRE9f rior to inspection, fee must be paid at 6300 Southcente Blvd., Suite/100. Call to schedule reinspection. Receipt No.: Date: 020 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ',PER (206)431 -3670 Pro•ect: aizi C 1/1,5 nl� /,/owlet 5 Type of Inspection: _ • �.�c •%, 1_,�t s Address: /35.32 4/3 4vs Date Called. /2 -2-ff -7 Special Instructions: Date Wanted: /2 -.Z° -may a.m. p.m. RequeC� P cfne No: a 6 \8- 2 72c) 1proved per applicable codes. Corrections required prior to approval. COMMENTS: Date: /2 -- pect• / 4 .00 REINSPECTION FE REQUIRE . Prior to inspection, fee must be ,p id at 6300 Southcenter B vd., Suite 100. Call to schedule reinspection. i Receipt No.: Date: W re 2 JU UO CO 0 I • u` W 0 22 LL Q =w z� ZO W p U N O I— W W II Z U= O~ z INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit -0-;3 sg PERMIT NO. (206)431 -3670 ei ject: r _ + Type of irrti,n: �. dre ss: �j a L f c•c.,o. Date Called: 03 SpJc al lirictions: Date Wanted a.m.` 7(O (_ x- \ Requester: t P L) ! �7q o Approved per applicable codes. D Corrections required prior to approval. COMMENTS: elk 44, 4,okxt0 Datei ' e(6td/ $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: 7 j. INSPECTION RECORD Retain a copy with permit INSPECTION NO. DO‘-1- I2 3 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pr ect: 4. rC.s.e N aMs_S Type of Inspection: t" I On Q •�IJS • Address: 13532- 9 ; AvC._. Date Called: i2 -2.7 -0 r. Special Instructions: Date Wanted: j2- -2 ? —c' - a.m: p.m. Requester: r Phone No: LAo ) 7') e- -2c2-C.) gApproved per applicable codes. Corrections required prior to approval. COMMENTS: ,4J07 F.' ?rev,'1P 617, j /,vs, Ips•pe to Date: 4 .00 REINS El $5 I EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 D241— 121.- Pr ject: re--sr o.,,4 Type of Inspection: 1-71c.e. ,\ ,rq HI,e.,,..1 Address: )/34--::;SZ. Li'VAI , `-> Date Called: 1 24 /2-114-274 Special Instructions: j 1— 04 2- Date Wanted: 121 g-71J4 a.m. c> Requester : .� J —1 l (..7rt !7 „)/1 Phone No: Coe..;) 14 631 - - 7 q Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: "\A Date: I2-1 7-7/ Li $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: tb 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: /-N v ( -" y t°��4 .. 01A^e 5 Type of Inspection: , r (A vYt 1 r\ c, Address: N5-5304— �t -s Date Called: /0--)9-0 LI Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: *proved per applicable codes. Corrections required prior to approval. COMMENTS: CO t (An r)1,1" P pr?✓ 4 Cc) vo Inspector:��j -A Date: 10 _ xi, UL) $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 (206)431-367f- Prr cij Ho , („eT pe of Inspectioy►� V A Y Address ,∎ (? / v . Date Called: Li SpecialTnstructions: �Q r i 914 /gyp wait", %\� (. (d� .JO Date Wante : ' 49 b"1 a.. (" m� Requester: T-e-d Pho( o66) / ! g �/q2o �.J 1RApproved per applicable codes. Corrections required prior to approval. COMMENTS: l■ rot th Y r Inspecto : `ce%/ Date: ` U , off) El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit Vd4, -.1r� S`� INSPECTION NO. PER IT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: � ((► LLB � 1 .l.�.L 1 Type of Inspe .lion: 1 I: 0 .hl.. Ad es 11 .�a 9-3 Ay, S - Date C.I ed: vo itg l Special Instructions. Date Wanted: 117 a.m . . Requester: � P �on�y e N J Approved per applicable codes. Corrections required prior to approval. COMMENTS: In tor: Date: //9 7.00 REINSPECTIO FEE REQUI$ED. Prior to inspection, fee must be aid at 6300 Southcenter Blvd., Su a 100. CaII to schedule reinspection. Receipt No.: Date: 1S INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit bom- PER 206 43 -3670 Pro' ct: sesc ev\ k\dyv-t5 Type of Inspection: (� �i yNti Address: Date Called: Special I structions: Date Wanted: s'f5`0)'-t a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: LJ $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: \M INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT O. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)4 -3670 boy-\- 1.3 Proj `CP�C'Pv 4./w-e,_g Typed Inspect'o kOOkt n3J\C/ i (/>,., Address: ss: 3—) 4_,a Ai S Date Called: Special Instructions: Date Wanted: (f�� 'V^ `�r, �� a.m. p.m. Requester: Phone No: ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: t .) Aoe 9°"Te/ ()((\Jck 1 Inspectorrt Date: {b -oL1 ► El $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: 13 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit DO —1,23 PE T (206)431 -3670 Project Cre (eAJ* `, Type of spe tion: �e\ \kr Clt -`\�a k Address: � \3� ` 3 1 � \ Ao S Date Called: Special Instructions: Date Wanted: 10-8' -01-1 a.m. p.m. Requester: Phone No: 11 v; v-,(1 r-onv1/4-\ ElApproved per applicable codes. :� ❑ Corrections required prior to approval. COMMENTS: ` Clt -`\�a k f�1 rn \JOk.1 p I 1.) is c €4t r 11 v; v-,(1 r-onv1/4-\ 2.) °"-)\ ci C Q ‘` v (1 Av rt ‘r 00v►\ 1 3) \) \ P4 cQ; \; bnAu5 rooms 1 ii.} VG10 S c P 1, l rci lYVd5 --P,( 6( r oI011,.s. Inspecto . (Rail Date: 0 r u 21 $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: iZ INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit P 06 1 -3670 oject: L'AfO ,/ f•7-briite - bit. a Type of lnsp c ion: 1 ,144 2 , A dress: �5 9R 1-3 ffv. , S • ba d Calle : lb `i penal Instructions: Date Wanted: i<� a 2. Li • ap rri. Requester 1 Ptn) 1 1 '-' — Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: C VQ4.f ire • --?VA- c)v-\a,AY' tv 4 -L rn V-TIK4 L � ` -4,t^ " S '1A 'rP &tLx ct Inspector, ({ n Date: 10_, 5_041 $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: t r INSPECT ON NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit (206)431 -3670 tiro ct - �a,��► Type of Inspection: `— (g-i�/7it i Address : S Date Cal ed: O 1 Special Instructions: Date Wanted: (LA IOC m. Requester: -.7es Phone �j N o(J: /� 2/(� /�� {\ ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: p -vim -A.9 T h. IA - 'S is l , • 1 `-� .-N. a 1� 0 i 15 L A- Date: Inspec • r: 6 47.0 ' REINSPECTION FEE R = • UIRED. Prior t' inspection, fee must be paid . 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. ip o.: Date: INSPECTION RECORD Retain a copy with permit Dom~ INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 SQuthcenter vd.,1 j 00, Tukwila, WA 98188 Pr • ct:(r.(A .'f/CY 1 0 rte-., Type of I ection: • tip, t A it.) 417 >a/ / '7 -- 1;zr% .'/l,ic ",, >D /474-S ? V 1S� A dress: Date Called: q/Z1/0 Aid hi/ ✓i!?hAJL / 0// ) 5 40 VIv,v Special I structions: 1112.12sw-± 61Xt �.� 4 `` I / .i� l Date Wanted: ! �,� / 'a.m. Requester: r _J �y �`--- Phone PO& -7-7.:.---7-9-o ,.. Approved per applicable codes. ® Corrections required prior to approval. COMMENTS: 0 G X44 -5'4 ( /] // T M i 55/ VS • A it.) 417 >a/ / '7 -- 1;zr% .'/l,ic ",, >D /474-S ? 3 C) Tea 6 ,), ; / ,4 / cle f P e- a 4 %-:,--, . A_35s p- 7i5S1r✓ Ox% /./pYl d /(e° Aid hi/ ✓i!?hAJL / 0// ) 5 40 VIv,v 7`..7Gss 6Y //& AI' / 01 1 / \ LA 'A'A /l 4'C �isr ,- /e�/ 7</k5.5" • /--c c7i �A t 7.i i REINSPECTION FEE REQUIRE at 6300 Southcenter Blvd., Suite Date: rior to inspection; fee must be 00. Call to schedule reinspection. { oe7 Rec • ipt No.: Date: INSPECTION RECORD Retain a copy with permit INSPECTION PERM • CITY OF TUKWILA BUILDING DIVISION i' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Protect: C�'eSnF`rr1 ,ZID� E$ a- Type of Ins�c ion: /ter /A/9 // Address: / 3532 413 /91/ S Date Called: -- .2 s_ Or. Special Instructions: Date Wante Q/ ...- -v�0 -- 4 a.m. p.m. Requeste / �rl Phone No: 41:21N. Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: 6 1 k 1 4 1 / 1 4 . 1 1 ° . 6) -2te -7 Insp Date' 4- 30 —Oy $4`x.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. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit -DOM- I Projec L tr ekSCV-tn. A—Viwt. 4 Type of Inspection: 4 Address: T�� 43 A v Date Called: ~tF3-°`1 G C (MA vAed 1 ks4ct 11 e d Specia Instructions: Date Wanted: OIC •i-c, a.m. p.m. Requester: Phone No: pproved per applicable codes. El Corrections required prior to approval. COMMENTS: 06 ,1 41et(n5 Oci ?cl v t re c, G C (MA vAed 1 ks4ct 11 e d OIC •i-c, We-a-14-re r i tl Inspector: r I Date: g 9 "oil $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: < • rt w 00 y0 J Uw w0 Q to 0 =0. Z� Z LLI 0 0 ON 0 la 'Li Hr- O tUllZ = 0F.. z 1• i INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PE NO. 21 6)431 -3670 ProjecA Type,pf Inspection: +.. ) t 1. 1 T e.•rit v' s fo1r U >a ib�S t)�o it S Address: Date Called: Special Instructions: Date Wanted: 8 —i 8-02.1 crm...,n Requester: Phone ,^N o: ^� ^- }} EiApproved per applicable codes. Corrections required prior to approval. COMMENTS: t 1. 1 T e.•rit v' s fo1r U >a ib�S t)�o it S IV- G>'G�A MST, ;7 Q--t- 5- 1-e,1,-s mS4er C9 1-e)k. Sloes «,a 1. I ,2 4-1PQ sS cLP4c4 1 Date: 6 ^' e_o $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 RECORD Retain a copy with pe INSPECTION NO. . CITY OF TUKWILA BUILDING 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ,D2 Pro t: �_P- V.e.M.,74- 6/7-<-9 Typ /e f Insp ctio : / . zzo Address: [� �yZ.A,�� / 7. �c2 1, 3 azii Date Call d: — / 7-. . " 1/ Special Instructions: r,j Date Wanted: s —�e--- y C a.m. p.m. Request�,ey� , t72f— . 72 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspector: �,Q r 4:pMw N Date: f e 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. INSPECTION RECORD Retain a copy with permit IT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 I► 6)431 -3670 Project: ci.' ?c_�/ % "« hlif'� (14_,.....,,---71 Type of Inspection: lL.1 *!t Gc�( �77%% Address: �� /353 2 y3 Q �� S Date Called: �'- G-' _ -0 / el--. G' Special Instructions: Date Wanted;, a-- e / —o6/ m. prri. Requester: Phone No: 76 77F- 7 2c- Approved per applicable codes. EJ Corrections required prior to approval. COMMENTS: Inspector- (� Date: 8- 9- o y.' Ej $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 W Ce 00 ND -1� w° u.< =W Z Zo W 20 0 0 1- W UJ �U -O WZ —I 0 Z INSPECT ON NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit (206)431 -3670 Project: et L/ M�- L72 Type of Inspection: • L.ia /4,,�, -�� , Address: / `5 z✓. "') f ac' Jo. Date Called: 1 7-2‘,- D4/ Special Instructions: Date Wanted: am Requester: Phone No: (7a4; ) s70- .59VG) Approved per applicable codes. ElCorrections required prior to approval. COMMENTS: Inspector J Date: L( 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 RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. Do LI- -12.3 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Project: ,,, C: Yese ent. Names Type of Inspection: IN uoLonspo+s Date Called: 7-2 G 04 Address: 135 32 43rc1 civeG Special Instructions: Loof 2. Date Wanted: 7— 21— 04 alm: Requester: a. 1...1. . r / C. Phone No: 206— 5) 0-5140 ElApproved per applicable codes. ElCorrections required prior to approval. COMMENTS: \•,,•,.„, 7/Z 7/0 I/ i 0 (—/ -r--.A...‹.ch,. sti:.:,, . (.:...... ''':., ( 'UA r AIN; i.,.,1 . k ,,; (:1„\ .... i :.; Li J. CAvAA,2..1- -1-?, S, 0 crtu) op( Inspector: Date: 172- 7A.) $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 PER (20•)431 -3670 Melia. Ty eof Inspecti n: • Address: _4-3 5,32, 1+? A-4J. . Date Called: _ I Special Ins ructions: Date Wanted: 1 2010 Requester: IN 1 ∎! L� "` ,(% Y Phone No):/ 6-. 2 , L.06-1 , `- ii- Approved per applicable codes. D Corrections required prior to approval. COMMENTS: Ins pector: V n 9 'J1 Date: LJ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must Ike 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 (206)431 -3670 P ject: 1 Ai - /41-2, Ty. •f Inspectio : �0 U DA /% ddr ss� � S pate Called: O Special Instructibns:"� /- ,',,,1 , , , , , , Date Wanted/ 11q� Requester: " ph:thlt2 , ,7 ,..) pproved per applicable codes. Corrections required prior to approval. COMMENTS: a �;"} /% 0 . - a 0( e -1- A 1 c .1- e f6 7- g- OV -cu.,- k I - s k Fes-.. 'c /- ,',,,1 , , , , , , / i s , ci: J a CA ,t�/ e-`1 P s; \� 1 I ti- e, r/- idi-..u-t- c°.f r. -1t./l L -Eva, ✓� v �r -tT'", S-to -e-e-,/ v i se. i.N..) 4644- \ 1 Date-7 dy EI $4 `0 REINSPECTIONjEE REQUIRED.jPrior 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 (206)431 -3670 Project: 0..y €. J- 4 �o,,n S Type of Inspection: 'ON t nlCC let + .t o y !ev A + oe.) U)14.9 I 1 - 1 - • ?J e ck Address: 13 5 3 2 4 3 AO C. Date Calle : ._7 / 1 i b+f \Ad e (bik.rracr Special Instructions: Date a t7d: 7 �/ D 1 otf Or .m. Reque er: Dic1.4Ati N6 Phone No ❑ Approved per applicable codes. taCorrections required prior to approval. COMMENTS: r D b!e +O 8e i9se fie.. re c c ? c i r e (..G -Cr oY■Y+ s q-i b AC 1/.... - 1 2 - Y o r b k 10 tIJ fr L1 C r 1 S f m e- !ev A + oe.) U)14.9 I 1 - 1 - • ?J e ck IPiUSUL► A-] yV\- /f1--‹1.A ✓-e3 (l, i ?rrv' ;cL cl 4,V,cN -4- st�t� \14..�.� C.) ( 4O of e.A0sw,∎.\,jC' Se ,bAQ_ Z c- 0-*--'\ \Ad e (bik.rracr Date El $4100 REINSPECTIO? FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcen er Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: Date: . •r. .•.� ir,.Jl'li .SITTS & HILL ENGINEERS,-.INC. Professional Engineers and Planners 2901 South 40th Street. Tacoma. WA 9E1409-5697 Telephone (253)474-944U • Fax (2531 474-0153 .October 4, 2004 CRESCENT HOMES 425 Pontuis Avenue North Seattle, Washington 98109 Attn. Ted Chesledon rc : ROBERT J DAHMMEN, P.E BAENT K. LESLIE, P.E. IlOBEHrN !'RI3,Pt..S- FIA.NDALL C. MAYOON. RL.S SUBJECT: FRAMING CLARIFICATION FOR 3006 PLAN AND 2550 PLAN, LOCATED A T LOTS 1-4, SARA VISTA, TUKWILA, WASHINGTON Dear Mr. Chesledon, We are providing this letter in order to clarify the following items: • The Simpson A35 clips shown on the shear wall schedule are for additional shear transfer between the floors if the plywood sheathing is not continuous over the rim joist. The clips are not required if the sheathing is installed continuous over the rim and attachea to the plate below. Please feel free to contact our office if you have any questions. Sincerely, SITTS & HILL ENGINEERS, INC. /C Ed Brown, P.E. Project Engineer s 1703vr.Acc axr;Closcent- 4.Octwe \)3 412. r-• OQ7u &] Civil, Structural and Surveying RECEIVED OCT - 8 2004 DEPARTMENT JUL -20 -2004 15:21 FROM: SITTS & HILL ENGINEERS, INC. TO:2064313665 P.004/005 Professional Engineers and Planners 2901 South 40th Street, Tacoma, WA 98409 -5697 Telephone (253) 474.9449 Fax (253) 474-0153 July 20, 2004 CRESCENT HOMES 425 Pontius Avenue N #125 Seattle, Washington 98109 Attn: Ted Chesledon SUBJECT: PONY WALL DETAIL FOR 2550 PLAN Dear Mr. Chesledon: Attached please find a detail for the pony walls for the 2550 plan. following sites: 13532 43`d Avenue South, Tukwila, Washingto 13522 43rd Avenue South, Tukwila, Washington (Lo Please feel free to contact our office if you have any questions. Sincerely, SITTS :. i - ENGINEERS, INC. E . : rown, P.E. Project Engineer p;11031 /prodoc/conr /crescent- 20- JuI -04 ROBERT J. DAHMEN, P.E. BRENT K. LESLIE. P.E. ROBERT N. ERB, P.L.S.. RANDALL C. HAYDON, P.L.S. The detail is intended to be used for the Civil, Structural and Surveying 170'" RECEIVED JUL 2 DEPARTMENT 1 iPIR® FEBRUARY 07. 2006 , JUL -20 -2004 15:21 FROM: TO:2064313665 P.005/005 NOTES` 1. WOOD STUD WALL 2. EDGE NAILING PER SHEARWALL SCHEDULE 3. CONTINUE SHEATHING OVER PONY WALL, 1/2" NOMINAL APA RATED SHEATHING MIN 4. 5/8" ANCHOR BOLTS AT SPACING REQUIRED FOR SHEAR WALL ABOVE, 48" MAX O.C. . CONCRETE STEM WALL 6. FLOOR JOISTS PER PLAN 7. FLOOR SHEATHING , EDGE NAIUNG FOR PONY WALLS TO MATCH SHEARWALL ABOVE. USE 8d OP 4" O.C. MINIMUM 2x6 HF #2 STUDS AT 16" ON CENTER FOR HEIGHTS UP TO 91 -0" TYPICAL PONY WALL AT CRAWL SPACE SCALE: N.T.S. PLACE HOLD —DOWN STRAPS AS SHOWN ON PLAN. LOCATE ADDITIONAL STRAP DIRECTLY ABOVE TO ATTACH TOP OF PONY WALL TO FLOOR ABOVE. ALLOWABLE LOAD FOR STRAP SHOULD MEET OR EXCEED HOLD —DOWN CAPACITY. USE SIMPSON MST 48 ABOVE SIMPSON HPAHD22, STH010, AND STH014 SITTS & HILL ENGINEERS, INC. CM. • sntucn,r • MIMING aso, i 40th ST. TALCV114 SA. Y (163) 474 -441 CRESCENT HOMERECE VED MOM 31 �,EAB /1 PONY WALL DETAIL 041 JUL 21 2004 7 -20 -04 EAB SK5 -1 BUILDING DEPARTMENT JUL -20 -2004 15:21 FROM: -. S1TTS & HILL ENGINEERS, INC. Professional Engineers and Planners 2901 South 40th Street, Tacoma, WA 98409 -5697 Telephone 253 -474 -9449 Fax 253- 474 -0153 TO:2064313665 P.001/005 ROBERT J. DAHMEN, P.E. BRENT K. LESLIE, P.E. ROBERT N. ERB, P.L.S. RANDALL C. HAYDON, P.L.S. Fax Transmission Sheet To: CItY of Tukwila Date: 7.20 -04 Attention: Jim Dunaway From: Ed Brown Fax Number: 206 -431 -3665 Number of Pages (Including Cover): 5 RE: Crescent Homes Lots #1,2 &3 at Sara Vista Documents Transmitted: 1) 2) Remarks: Attached is the design for the tall pony walls for Crescent Homes. The addresses are on the letters. If an incomplete transmission has been received, please contact our office at (253) 474 -9449 Hard Copy: Will Follow Hard Copy: RECEIVED JUL 21 2004 BUDDING DEPARTMENT Will Not Follow it 07/09/2004 06:57 2063236762 JUL-08 -2004 13:53 FROM: SITTS & HILL ENGINEERS, INC. CRESCENT HOMES PAGE 02 TO:2063236762 P.001/002 Professional Engineers and Planners 2901 South 40th Street, Tacoma. WA 98409.5687 Telephone (253j 4748449 Fax (253) 474.0153 July 8, 2004 CRESCENT HOMES 425 Pontius Avenue N #125 Seattle, Washington 98109 Attn: Ted Chesledon RECEIVED JUL 0 8 2004 DE ARTM NT SUBJECT: SITE SPECIFIC LETTER FOR 2550 PLAN Dear Mr. Chesledon: ROBERT J, DAHMEN, P.E, BRENT K. LESLIE, P.E. ROBERT N. ERB, P.L.S. RANDALL C. HAYDON, P.L.S. Sitts & Hill Engineers performed a lateral and gravity analysis and prepared detail sheets for your Base Plan #2550. The Sins & Hill protect number for this plan is 11031. The design is based on a wind speed of 80 MPH, Exposure Category B and Seismic Zone 3. The calculations and details may also be used for the following sites: 13532 43rd Avenue South, Tukwila, Washington (Lot 13522 43rd Avenue South, Tukwila, Washington (Lot #3 Please feel free to contact our office if you have any questions. Sincerely, SITTS HILL ENGINEERS. INC. Ei9'Brown, P.E. Project Engineer p 11031/prodoc/e trICrescont.B.Ju{ -O4, [EXPIRES: 02/07/N, 1 Civil, Structural and Surveying 07/09/2004 06:57 2063236762 JUL -07 -2004 15:06 FROM: CRESCENT HOMES PAGE 03 TO:2063236762 P.001•001 As Rev, on Drawing Subject of Revision ALTERNATE STEM WALL DETAIL RECEIVED JUL 0 8 2004 DE BUILDING Revision NoA Date Type RETAINED HEIGHT PER SCHEDULE BITES: 1. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. FLOOR SHEATHING 3. FLOOR JOISTS PER PLAN 4. (2) #4 BARS CONTINUOUS (AT TOP) PROVIDE #4 AT 10" O.C, HORIZONTAL 5. 5/8" OLAMETER ANCHOR BOLTS WITH PLATE WASHERS 0 48" 0.C. - EMBED 7 ", MINIMUM 6. 8' CONCRETE STEM WALL 7. VERTICAL AND HORIZONTAL REINFORCING PER SCHEDULE 8, DOWELS TO MATCH AND LAP VERTICAL REINFORCEMENT, ALTERNATE BENDS 9. EDGE NAILING 10. 2x CONTINUOUS RIM 11. 16d 0 6" 0.C, 12. (2) #4 BARS, CONTINUOUS RETAINED HEIGHT VERTICAL REINFORCING HORIZONTAL REINFORCING 11� -0" #4 BARS 0 12" 0.C. #4 BARS 0 10` O.C. 5. -0' #4 BARS H 18' O.C. #4 BARS 0 10' O.C, 5 -0" BARS 0 18" #4 BA0.C. #4 BARS 0 10" O.C. 2'-0" ALTERNATE FOUNDATION STEM WALL. SCALE: N.T.S. Sitts & Hill Consulting Engineers 2901 South 40th Street, Tacoma, Washington 98409 253 - 474 -9449 Lew= PE$R MRY D7 2006 Ting BAY DEVELOPMENT PLAN 2550 Project N. 11031 Drown H.R.L. Dote 7/04 Engineer B.R.L. Sheet SK1 -1 N,r..+urri.M ..._.., iCS2_4::tf�.n :tt�`, 1 1 z Iz IX w wiO 00 J I=- 'Li 0 2 LL.¢ to � sd w Z= t-- 1- 0 Z 1— 111w U0 c 0o — 0 I- wW Ll. 0 WZ — _co 0 S arc` -r z I35'3 Z `43rd Ave S. Ka4 tq. 9(5.l to b oo 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 3, 4 4er/ the adequacy of the design rests totally with the esigner. Additions, deletions or revisions to these dra • • after this date will void this acceptance 4nd will r' .' e a resubmittal of revised drawings for'subse uent a proval. Final ac bject to field inspection by the Pu is Wnrkk t ties inspector Date: By: C Y'eScoN. -,- o,4 -te3 3D 1)- ?0-0.esr c, Cc 1a TV - Ie1e VLOY. Q. S - siz L e v S7 - S+ov w - 1-04ttr - Fire 114404�4- CORRECTION LTR# IZ3 FRAMING 4 FOUNDATION DIMENSION FOUNDATION DRAIN RI,NISH PER ELEVATION OVER (;)LB. BUILDING PAPER VER SHEATHING PER FLAN 6" MIN. ZzIL TIGHTLINE DRAIN STORM =111 <EQUREDI m < I l —1 Z II -111„ III —III II 1 =1J I 4" DIA PERF. FOUNDATION DRAIN 2X STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN 5/4" T.4 G. PLYWOOD SUBFLOOR GLUED 4 NAILED ro 7T'�� 7 T7 T'I 7 `� `rT 1. FLR. JSTS. PER FLAN d 4 . A i6 A P.T. SILL PLATE 4 A.B. PER SHEAR WALL SCHEDULE AND /OR FOUNDATION PLAN 6 MIL. BLACK V. B. 0 A (11)(c. m. RD o-h i ` cl. 1c1'1 .ti , 4 u cc. `-i 1411 --1.01611.0e IcwQ„ -4'Ign I cYn ,J1 RECEIVED APR 2 7 2004 uKVVILA PUBLIC WORKS GL■c 41R INCOMPLETE LTR #_I_ Ch-c. RECEIVED (ITY OF Tl1KWll A APR 2 2 2004 PERMIT CENTER File: D04 -0123 35mm Drawing #1 -2 W 6 J U: U O` • 0. U W W X: J 1: W 0' lL Q' D O W, t =, Z �. ' F- 0 Z F- W D O X' O ,- w w' Z 0 Z .nom;. —4%47 I /INW� !J� ;/: �� -enk■ 111201900LIMBIC 41‘ 101 11rn/nr-NIL - narimusa aaaaaaa min • 111111112.1142111 111= Mualimirody GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED SARA DEVELOPMENT TUKWILA, WASHINGTON 1 FILE COPY Cif OF �t,�N,ll1A wot� "'" .\/t) *‘"\'.g"--r prra 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 144TH AVENUE NE, #F -300 WOODINVILLE, WASHINGTON 98072 (425) 485 -5519 IK.r2Iz21r1 & ASSOCIATES, INC. SITE DEVELOPMENT ENGINEERS b�-ia3 ;.r +a l'b :•' 6 4 4" nY.n r u tv « .r5 azwa :air: $7a cU(t ih Alo.' # gat" + f,. ;.;4. — 1<hre -_., azari 8s 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 2 5 2 J' ° KA Project No. 092 -01004 .RE: Geotechnical Engineering Investigation Report Proposed Sara Development Tukwila, Washington 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 ..J,iiS)1I * S INC. Chris Behrens Senior Engineering Geologist Eleven Offices Serving The Western United States 19501 144'h Ave. NE #F -300• Woodinville, Washington 98072 • (425) 485 -5519 • Fax: (425) 485 -6837 092.00024•Juanit Point.doc L NINA7M1h— 'skim IK ...Krazan 8.s ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION TABLE OF CONTENTS INTRODUCTION 1 1 PURPOSE AND SCOPE 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 VICINITY MAP Figure 1 SITE PLAN Figure 2 CROSS SECTIONS Figure 3 Appendix A FIELD AND LABORATORY INVESTIGATIONS EARTHWORK SPECIFICATIONS Appendix B Eleven Offices Serving The Western United States 19501 144th Ave. NE •Woodinville, Washington 98072 • (425) 485 -5519 • Fax: (425) 485 -6837 092 -01004 San Development.doc -+r 13 sue= • WM AM aZ2JT1&ASSOCIATES,INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION February 20, 2001 INTRODUCTION KA Project No. 092 -01004 GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED SARA DEVELOPMENT TUKWILA, WASHINGTON 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 13 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 Sara Dcvelopmcnt.doc L. • 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. Z • Evaluation of the data obtained from the investigation and an engineering analysis to provide ,1 z recommendations for use in the project design and preparation of construction specifications. CZ 2 JU 0 • Preparation of this report summarizing the results, conclusions, recommendations, and findings U o of our investigation. w = PROPOSED CONSTRUCTION uu w ° 2 We understand that design of the proposed single family residential development is currently underway; 5 structural load information and other final details pertaining to the structures are unavailable. On a u. preliminary basis, it is understood that the development will consist of construction of 9 single - family z w residences. The residences will be one- to two -story structures with slab -on -grade foundation systems. , Z = '— Footing loads are anticipated to be light to moderate. ' Z O Ww In the event the structural or grading information detailed in this report are inconsistent with the final 2 D design, the Geotechnical engineer should be notified so that we may update this writing as applicable. 0 O t-- SITE LOCATION AND SITE DESCRIPTION = w ti O The subject property is located south of the Y- intersection of 43rd Avenue South and Macadam Road Z South, Tukwila, Washington. According to the U.S. Geologic Survey, 7.5— minute Des Moines U D. topographic quadrangle map, the property is located in the northwest quadrant of section 15, Township • H 23 North, Range 4 East. The site is triangular in shape and encompasses approximately 3 acres. The Z site is bordered on the west by 43rd Avenue South, residential properties, and Southgate Park, to the east by Macadam Road, and to the south by residential properties. At the time of our investigation, the site was forested and undeveloped, except for the proposed Lot 8 where an existing house (abandoned) is located, and proposed Lot 7 where an existing garage (abandoned) is located. 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 gradient of the stream channel in the drainage gulch is approximately 5.6 (18 percent grade). The proposed development will occupy the central, and northern portions of the site. On this portion of the site the slopes vary between 5 and 23 degrees (10 to 43 percent grade) and slopes towards the northeast. Mature deciduous trees and blackberry bushes occupy a majority of the property. GEOLOGIC SETTING 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 Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092.01004 Sara Development.doc n r' C,'• ',:. ,1 T ' 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 Deve opmenLdoc r 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 43rd Avenue South, just south of proposed Lot -1. The recent slide scarp extends from approximately the intersection of South 137t1i 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 TP -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 Dcveloprtxnt.doc • 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 w 4.12 According to the Seismic Zone Map of the United States contained in the 1997 Uniform Building Code, 6 D JU the project site lies within Seismic Risk Zone 3. The soils encountered exploratory test pits were loose U o to dense. The overall soil profile generally corresponds to seismic soil profiles SD as defined by Tale w w 16 -J of the 1997 Uniform Building Code. Soil profile SD applies to a profile consisting of medium -I dense to dense soils within the upper 100 feet of the profile. w O CONCLUSIONS AND RECOMMENDATIONS g Q Based on the findings of our field and laboratory investigations, along with previous geotechnical H W experience in the project area, the following is a summary of our evaluations, conclusions, and z = recommendations. After completion of the recommended site preparations, the parcel should be suitable z O for the proposed developments. w uj Dp U General O 0 I-- The subject site is designated as a sensitive area, therefore falls under the Sensitive Area Ordinance w w U Tukwila Municipal Code Chapter 18.45. Because of the variable topography over the site and the LL 0 impact of the watercourse on the south portion of the site each proposed lot will be discussed di z individually below: U— O z 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 Western United States 092.01004 Sara Devdopmcnidoc 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 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 -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 092.01004 San Devclopmrnt.doc a.... ono .�revo�4Mlro.*Jtiil'S+'dr.�Se�, ,FW: 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 6 classified as Class 2. The proposed structure location shown on Lot -7 is located near the toe of v 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 w common practice for property owners with slopes of this nature to perform long -term cn 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 LL, structure be tightlined into the existing storm drain system. cn z E- 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 Iess. z Since the lot slopes at 20 percent or Iess, in accordance with the Sensitive Area Ordinance Tukwila Municipal Code Chapter 18.45 the lot should be classified as Class 1. 0 Lot -9 Located on the north portion of the site. Lot -9 falls under areas of potential geologic instability p 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 ui 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 0 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 -01043 Sara Deve opmcntdoc z w U 0 w H U. 0 w 1- O w 0 to 1-- w U z H KA No. 092 -01004 February 20, 2001 Page No. 8 1) Phase the soil, foundation, utility work, and other work requiring excavation or the disturbance of the site soils during the dry season (generally May through September). z 2) All site work should be completed and stabilized as quickly as possible. • z re 3) Additional perimeter erosion and sediment control features may be required to reduce the 6 possibility of sediment entering the surface water. This may include additional silt fences, silt U p co n fences with a higher Apparent Opening Size (AOS), construction of a berm, or other filtration _ systems. cow w0 4) Any runoff generated by dewatering discharge should be treated through construction of a sediment trap if there is sufficient space. If space is limited other filtration methods will need to be incorporated. D. I- • Ili Z= I- 0 We understand that design of the proposed single family residential development is currently underway; ILI al U� O — O I-- wW u-O liJ Z U= z 1— Site Preparation final grades pertaining to the structures are unavailable. General site clearing should include removal of existing pavements, vegetation; trees and associated root systems; wood; existing utilities; structures including foundations, basement walls and floors; rubble; and rubbish. Site stripping should extend to a minimum depth of 12 to 24 inches, or until all organics in excess of 3 percent by volume are removed. Deeper stripping may be required in localized areas due to the presence of loose soils, and fill soils. These materials will not be suitable for use as structural fill. However, stripped topsoil may be stockpiled and reused in landscape or non - structural areas. 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 San Dcvabpmrnt.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 092.01004 Sara Development.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 %2 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 Backfill 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 k1;.' }nb� .siw4lri:i4. 092-01004 Sara Develops nt.doc KA. No. 092 -01004 February 20, 2001 Page No. 11 The contractor is responsible for removing all water - sensitive soils from the trench regardless of the backfill location and compaction requirements. The contractor should use appropriate equipment and methods to avoid damage to the utilities and/or structures during fill placement and compaction. Floor Slabs and Exterior Flatwork Since groundwater is anticipated to be at the proposed subgrade elevation, we recommend that concrete slabs -on- grade floors should be underlain by a water vapor retarder system. The water vapor retarder system should be installed in accordance with ASTM Specification E164 -94 and Standard Specifications E1745 -97. According to .ASTM Guidelines, the water vapor retarder should consist of a vapor retarder sheeting underlain by a minimum of 4- inches of compacted clean, open - graded coarse rock of maximum size. The vapor retarded sheeting should be protected from puncture damage with a minimum of 2- inches of sand. The sand should be well moistened prior to placement of the • concrete slab. Lateral Earth Pressures for Retaining Wall/Basement Wall Design Parameters We have developed criteria for design of permanent subgrade walls and other permanent retaining structures. Walls may be designed as a "restrained" retaining wall based on "at- rest" earth pressures, plus any surcharge on top of the wall as described below, if the wall is attached to the building and/or movement is not acceptable. The wall could also be designed based on "active" earth pressure, if the wall is not part of the building and some movement of the retaining wall is acceptable. Acceptable lateral movement could equal at least 0.2 percent of the wall height would be required to use "active" earth pressure values for design. The following table Wall Design Criteria presents the recommended soil related design parameters for retaining walls with level backfill behind the wall. Contact Krazan & Associates, Inc. if an alternate retaining wall system is used. Krazan & Associates, Inc. should also be contacted for alternate recommendations if sloped backfill surfaces are planned. Design of the wall should incorporate an adequate factor -of- safety against both overturning (FS =2.0 and sliding (FS =1.5). Krazan & Associates, Inc. Eleven Offices Serving The Western United States 09241064 Sara Dcvcbpmrnldoc KA No. 092 -01004 February 20, 2001 Page No. 12 Wall Design Criteria "At- rest" Conditions 65 psf /foot of depth "Active" Conditions 45 psf/foot of depth Passive Earth Pressure on Low Side of Wall Neglect upper 2 feet; then 300 psf /linear foot of depth. Soil- Footing Coefficient of Sliding Friction (allowable) 0.30 • The stated lateral earth pressures do not include the effects of hydrostatic water pressures generated by water accumulation behind the retaining walls; seismic loads; or loads imposed by construction equipment, foundation's or roadways. To minimize the lateral earth pressure and prevent buildup of water pressure against the walls, continuous footing drains (with cleanouts) should be provided at the base of the walls. The footing drains should consist of perforated pipe, sloped to drain, with perforations placed down and enveloped by 6 inches of pea gravel in all directions and filter fabric to prevent migrations of fines. The backfill adjacent to and extending a lateral distance behind the walls a minimum of 2 feet should consist of free - draining granular material. All free draining backfill should contain less than 3 percent fines (passing the No. 200 sieve) based upon the fraction passing the U.S. No. 4 sieve with at least 30 percent retained on the U.S. No 4 sieve. It should be realized that the primary purpose of the free - draining material is reduction of hydrostatic pressure, Some potential for the moisture to contact the back face of the wall may exist, even with treatment, which may require that more extensive waterproofing be specified for walls which require interior moisture sensitive finishes. Compaction of the backfill is recommended to achieve a level of compaction to at least 90 percent of the maximum dry density based on ASTM Test Method D1557. Soil compactors place transient surcharges on the backfill. Consequently, only light hand operated equipment is recommended within 3 feet of walls so that excessive stress is not imposed on the walls. Foundations The proposed residential structures may be supported on a shallow foundation system bearing on medium dense to dense native soil or structural fill. Continuous wall or column footings may be designed for a maximum allowable bearing pressure of 2,000 pounds per square foot (psf) dead plus live load. A 1/3 increase in the above values may be used for short duration, wind, and seismic loads. Structural fill placed on bearing native subgrade should be compacted to 95 percent of the maximum dry density based on ASTM Test Method D1557. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092-01004 Sara Dcvelopmcnt.doc • • 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 nev Vest 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 ICrazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 San Dcvcbpment.doc -.le • z Z • w �U U O 0) o ww w 0 2 g tn� =d z1— ZO w uj >> U� - O C3 t-- ww i=. U U. O wz U ° P. _ O 1- z , 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 Dcvolopmu.doc KA No. 092 -01004 February 20, 2001 Page No. 15 If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (425) 485 -5519. CB/TGB: Respectfully submitted, KRAZAN & ASSOC • T .S, INC. Chris Behrens Senior Engineering Geologist Timothy G. B.lerle, P.E. Engineering Manager Krazan & Associates, Inc. Eleven Offices Serving The Western United States anan s•"urakii, "w:m:. rmu� 092 -01004 Sara Dcvelopmentdoc ..r�a'te,udeiW�SMt lat \ 1 theatef.' fl ,1' '0 • Duwa .....,_.• „---,-.41 ..10. ..,.... \1� \ 1� Foot. VT ge OMNI - Par qP • tikv 11� 1 1,, R art iIik1 l ▪ • 1 415111111E Nom VIE v4-11- •a4 HEW; Earlington Park adio i¢+irer: ?/c r c A1; °fY� <1/ • 47 X111 .111111' 11!111/111 1 e t�� 38 ibl: .�t■�� —�: Footl 1 I1-' 'Tote: Figure generated from TOPO!®. 1 KRAZAN & ASSOCIATES 19501 144`a 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 Dcvelopr nt.doc A CROSS SECTION A -A' 150 Elevation (ft) Proposed Building Locatlo —.\.4 140 140 130 Surface Profue --■A __________--"''.--r- 130 f_ 130 120 Proposes BOMLocation 120 110 120 100 Surface Profile —■A Surface ofile ----\A 90 110 100 Creek Alignment 0 50 100 150 200 250 300(ft) B' CROSS SECTION B' -B 140 Elevation (ft) Proposed Building Locatlo —.\.4 140 130 130 120 120 110 Surface ofile ----\A 110 100 Creek Alignment 100 90 90 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 Ki. azari & ASSOCIATES, INC • Z W re rQQw2 JU 00 co 0 co w J W LL w 2 �Q _a I— W Z= I— 0 Z W W 0 0— oF— WW LI O LU U =. 0 I— z CROSS SECTION A -A' CROSS SECTION B' -B B atlon (fl) Proposed Building Locatio n 150 140 Surface Profile —i, 130 130 Propose° Booing LoOJattan —, 120 Surface Free 120 110 Creek Alignment 110 Surface 100 • 100 Profile — 50 100 150 200 250 300(ft) • 90 50 100 150 200 250 300(ft) CROSS SECTION B' -B B atlon (fl) Proposed Building Locatio n 140 130 120 Surface Free —� 110 Creek Alignment 100 • 90 50 100 150 200 250 300(ft) swing Provided By Sarah Development , Inc. 1 established "at this time. reflect proposed placement . Cross Sections Sarah Development Figure 3 Job Number: 092 - 01004 Drawn By: WRJ Date: February 15, 2001 itL azan & ASSOCIATES, INC. Reviewed By C.B (T.G 8 Drawing Number. 2 Drawing Type: Site Plan LEGEND Test Pit Location Existing Structures ' Proposed New Construction Proposed Setback (Krazan) Topography Line (2 foot Intervals) Cross - section Line • Creek Alignment TP -1 i — L_J Note: Site Plan Developed From Drawing Provided By Sarah Development , Inc. Site Plan Sarah Development Scale: 1 In = 60 feet Job Number: 092 - 0100e Date: February 15, 2001 titia I <ra an. a Assoc C; �+ r..: �i:' i' ��iii! ki',` �s. �. 4' 3, y' r���du�� .; "i'.�t�::L�v;'o„''f`;.i� , w :k;.ti.tti:Lek�wd+ru�•�•ce,� 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 SUBSURFACE PROFILE SAMPLE Moisture Content ( %) 20 40 60 80 I 1 1 I Remarks I Depth _ 2 E (1) Description Sample Number Depth (ft) Ground Surface 0 -' 10 .'' ' ti SILTY SAND WITH GRAVEL. (SM) Very dark brown, fine to medium grained sand, black berry roots, loose, wet. STo-psoil1 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) Groundwater flow at 2 feet appears to come from an old stream channel. i1 r - G -1 5- G-2 10 - - - 15- r 20- End of Test Pit Massive caving from surface 4 • • . 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 Remarks ' Depth Symbol Description . Sample Number L 0 Ground Surface 0- - 0 5 10 ' 1 . SILTY SAND WITH GRAVEL (SM) Very dark brown, fine to medium grained sand, loose, wet. STopsoil) SILTY SAND WITH GRAVEL (SM) Grayish brown, fine to medium grained sand, moist to wet (Glacial till -like below 5 feet). (Kame- Terrace Deposit) ' - i I 5- 10— 15— y - 20 End of Test Pit L 15— — i 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 '� ,pe7iJ %ef3i P.`.r �IYaSi }i'1'KA'uki4i�tli Y "'yi {iv 4• „J. •.44, 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 Remarks Depth Symbol Description Sample Number r 0 Ground Surface - �IIIII111 SILTY SAND WITH GRAVEL (SM) Very dark brown, fine to medium grained sand, loose, - w ". �`� wet. % LTopsoilL J POORLY GRADED SAND WITH SILT (SP -SM) Yellowish brown, fine to medium grained sand, loose, moist (Kama- Terrace Deposits J FAT CLAY (CH) Grayish brown, minor fracturing, stiff to very stiff, moist. (Transitional Beds) - I 10 5- i - • G -1 - 10 N -{ 15- - - 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 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 SAMPLE Description 0 E Sample Number L C. Moisture Content ( %) 20 40 60 80 Remarks 0 Ground Surface SILTY SAND WITH GRAVEL. (SM) Very dark brown, fine to medium grained sand, loose, wet. JTopsoil! 10 15— 20— SILTY SAND WITH GRAVEL Yellowish brown, fine to coarse grained sand. Small lenses/layers of silt and dean sand and occasional cobbles, loose to medium dense, moist. (Somewhat glacial till -like in appearance.) (Kame - Terrace Deposit) End of Test Pit 1 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 1 1 1 Remarks Depth ISymbol . Description .. Sample Number I .c aa) 0 Ground Surface 0 '1,'11111 tiroi11 5 loll i 1II 1.111 SILTY SAND WITH GRAVEL (SM) I. Very dark brown, fine to medium grained, loose, wet. ITopsoi.11 I S1LTY SAND (SM) Grayish brown, fine grained sand, loose, moist. ., „ i 4 � SKame- Terrace De -posit LEAN CLAY (CL) Gray, some fracturing and minor slickensides, very stiff, moist. (transitional Beds) '4. 10— G -i r 10 . 15— 20— End of Test Pit L i1 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 2 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 Remarks Depth Symbol Description Sample dumber Depth (ft) Ground Surface 0 5 10 1I II1I 1 SILTY SAND (SM) Very dark brown, fine to medium grained sand, loose, wet. STopsoil2 SANDY SILT (ML) - i 1 -+ Grayish brown, fine grained sand, medium dense, moist. 1 sfransitional Beds) f LEAN CLAY (CL) Gray, stringers and lenses/layers of fine sand and occasional drop stone, stiff to very stiff, moist. V�� / , / 4. A - 10— - t 15-- 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 By: ALH Depth to Water Not Observed [ SUBSURFACE PROFILE SAMPLE Moisture Content ( %) 20 40 60 80 Remarks Depth Symbol • Description 1 JagwnJaldweg s aa) Ground Surface 0 _ _ il■lil I SILTY SAND (SM) Very dark brown, fine to medium grained sand, loose, / wet. LoUoil 1 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. SANDY SILT Dark brown, fine to medium grained, soft, moist. (Old topsoil) 10 LEAN CLAY (CL) Grayish brown, stiff to very stiff, moist to wet. (Transitional Beds) A i 10 , . 15 1 End of Test Pit • i 15 20 i L20-» 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 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 Source of Sample: s s s. ti Date: 2 -9-01 Elev./Depth: 4- • .r. • • 500 100 10 GRAIN SIZE - mm 01 0.01 0.001 % COBBLES % GRAVEL % SAND . % FINES 100.0 CRS. FINE CRS. MEDIUM FINE SILT 88.8 1 CLAY 0.0 . 0.0 22.6 8.5 _ 17.8 _ 46.6 _ 4.5 #4 77.4 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) Soil 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= Coefficients D80= 0.717 D15= 0.124 Cc= 0.61 Classification AASHTC= Remarks PI= D50= 0.402 D10= 0.0989 Plate A -9 A b ' LIQUID AND PLASTIC LIMITS TEST REPORT PLASTICITY INDEX Dashed line indicates the approximate / upper limit boundary for natural soils i ij— / i ■:§ O� // i i i / i i G\'. A / ML cir OL MH or OH MN' 17 _ I 10 30 50 70 90 110 LIQUID UMIT MATERIAL DESCRIPTION LL PL PI °k<#40 %<#200 USCS • Yellowish gray SILT with sand 33 24 9 ML L 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 •ns:u ar+s:• -• ••'�•,_•"�w.+xea}wrcrrMtn•+*rem a .Mi*MA!A' • Earthwork Specifications g XIUN ddV Z re W JU 00. 0 U1 u. W 0. lL Q' N d. 1- W Z� ' F- 0 ZF- N • p. 00 : 0 H. 111 W. H --- - 0' uiZ U =; O H Z a •H 4. .k. 0 1 1 i 1 i 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 San Dcvclopment.doc 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. z DUST CONTROL: The work includes dust control as required for the alleviation or prevention any revention of an w dust nuisarioe 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 0 v0 leaves the site. The Contractor shall assume all liability, including Court costs of codefendants, for all co o claims related to dust or windblown materials attributable to his work. J = SITE PREPARATION w 0 2 Site preparation shall consist of site clearing and grubbing and the preparations of foundation materials g Q co _° w Z I— O Z F- LU U� ON 0H Tree root systems in proposed building areas should be removed to a minimum depth of 3 feet and to w w such an extent which would permit removal of all roots larger than 1 inch. Tree root removed in V parking areas may be limited to the upper 1'Y2 feet of the ground surface. Backfill or tree root w 0 excavation should not be permitted until all exposed surfaces have been inspected and the Geotechnical ili z engineer is present for the proper control of backfill placement and compaction. Burning in areas, which U are to receive fill materials, shall not be permitted. 0 I— 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. 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 092.01004 Sara Developmcnt.doc z 7 it '. 1 1 i 1 1 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 shall not be permitted unless specifically approved by local code, as well as the Geotechnical engineer. Both cut and fill shall be surface compacted to the satisfaction of the Geotechnical engineer prior to final acceptance. 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 density of previously placed fill are as specified. Both cut and fill shall be surface compacted to the satisfaction of the Geotechnical engineer prior to final acceptance. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Devdopmcnt.doc 1 M 34Y H106 Li PACIFIC i o p >. c� m o j�o W Ju IN N .1 VN �" hC g4 :t l k 8 c cc \ Q 6E gR __ o k 48 Yp Q V a p HO I. � b v �1 p 22 lit bW8 z* y,� �J ti pfim h 3 G1 �- JW ��.,jl 111; Uh a= Rd %�� `^ 0O $ 1JW �W 00 O o O �j� ,�� Loi �tN4 00 h N 2p2 ooVi 02 1i • rog ox0 k� 2�0 0 2 Q ti 0 mm� 2,:z 0 <� 23. ` k ■ � a z In 2Q� p :3 r vi K 1c 0 a n � 0;120 °j .1 V) of 0 VI rd 0 Et W U t --. • azan & 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 existingCENED CITY OF TUKWILA Eleven Offices Serving The Western United States 19501 144`h Ave. NE #F300 *Woodinville, Washington 98072 • (425) 485 -5519 • Fax: (425) 485 -6837 AUG 1 5 PERMIT CENTER -0i0 :wi. 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 Timothy G. Betkerle, P.E. Engineering Manager Pacific Northwest Division G [EXPIRES: 11 /10 / 0 Z Krazan & Associates, Inc. Offices Serving The Western United States a .�..�yyx u'.J.�:d.: ✓ x A 4.. Uvupt..i:..Q.iilJ4.J'ieFYt 4 9 9 FILE COPY RECEIVED C lTY nF TIIKWII A APR 122004 PERMIT CENTER 0.011 it M 9 6 14. o•u•o4 011 � 9 9 O 4.4 cse 9 9 9 0•L•91 LL T oitql t.� 9 9 0 b iI LL l,� z =z re w 6 000 ILI LI- _1 H u) 0 2 L w F=- _ z F- 0 z w 0 0 I- wW W z 17-`) '' z 9 N o -u•*. 6•G•u l4 I1M O 4 9 M N � Yy T r, 5 s N CI k M 0 -1-G M, 1M O` Y O O 9 4 0 0.9.15 • L z W 00 0 WO 2 LL. Q co I.. W Z= I- O Z h- 0 O- �H WW HF LI O .. Z W U= O~ Z • 0 re 0 r.+ d .a >V 0 r-1 l0 0 O CO 0 • 01 mm �LO N N • •' v v +• s CO ea • as o' w N.. pxbidhsex��ofarmed6:y: w a W t SALES REP.: 1.00 TOM LOADING: 25 -7 -10 DETAIL Page # 1 of 1 Z 0¢.. 0 O N SUPT C4 @ 17' -2 3/4" & C3 TO END cc O O CD H Cn STUB 1.1/2" RIGHT SUPT 17' -2" STUB 1.1/2" RIGHT INT BRG @ 4' -11" LEFT 26' SCIS 5' -4 1/2" FLAT INT BRG @ 4' -11" LEFT STUB 5.1/2" RIGHT 1 t-,-- , p ROOFING: COMP PHONE` #: ESTIMATOR: ALAA WALL SIZE: 2X6 BID DATE: 6/20/03 TAIL CUT: PC 4E O G7�„.S0 �Idx BMC FILE #: TC SIZE 2X4 1 1 Tacoma - (258) 582.1444. FAX (258) 588 -4585 TRUSS BID / ORDER MATERIAL LIST N A / I I CRANE Y /N: TRAILER Y /N: 00 ix 24 24 24 24 24 O O O N 24 O O 24 24 O\ PLAN / ELEV. / GAR (RT /LFT): 2550 -A 2CAR L LOT / BLDG #: CUSTOMER P.O. #: OVERT Left N N N 24 24 24 1 24 24 24 1 0 0 N N N N PITCH LID ■ l0 l0 lD lD l0 l0 l0 6/3 l\O l0 l0 l\O l0 (CUSTOMER NUMBER: PROJECT: CUSTOMER JOB #: • W 0 C7 CO CO COM PART GE COM GIRD COM C7 0 CO CU!) CO CV i) GIRD 1 C7 SPL SCIS SPL SCIS MONOS 2X4 VENTS HUS26 HUS28 LUS24 CUSTOMER NAME/SHIP TO: BAY DEVELOPMENT DELIVERY ADDRESS: - 0 SPAN FEET - INCHES • 16TH 20 0 0 20 0 0 20 0 0 F28 0 0 28 0 0 28 0 0 0 0 8Z 0 0 8Z 15 5 8 1 00 11) 15 5 8 - co In 30 11 0 0 1-'1 1-1 °m 0 r-1 1-1 °m 0 .-1 r-1 CO r-1 l0 •r-1 r-1 .-s N .-, '-1 N t0 r•+ .-1 CO CO co ^ L J w .-1 Q N Q EV 1 1 m Z8 I M CO 'Ct CC) L() CO I C1 N 0 co 0 d• 0 .-1 0 N 0 CO 0 .-•1 H T 10 0 (D a w .Q T 10 O 0 0 ao 0 In 0 0 0 a H E Z 11) ✓ 2 00 0 1- c� w .0 10 2550A2C.XLS :. a.? nY.�ry +�vntwcYY.SCy�,9".#SrdtiM. _1tt`rl;,ng1 . • O a ea Tu 0 0 H .•I O lD O 00 f n •-•1 O O) mm In to N d d' v v t 'co cr W vi :.i 12 ta a) f v qv -- 1hr. PHONE # / TYPE: SALES REP.: 1.00 TOM LOADING: 25-7-10 DETAIL Page # 1 of 1 20' -0" SPAN L SUPT C4 @ 17' -2 3/4" & C3 TO END STUB 10'•10" R STUB 1.1/2" RIGHT SUPT 17' -2" STUB 1 -1/2" RIGHT INT BRG @ 4' -11" LEFT 26' SCIS 5' -4 1/2" FLAT INT BRG @ 4'•11" LEFT STUB 5.1/2" RIGHT 'C ayrr i t '.. ROOFING: COMP E #: ESTIMATOR: ALAA WALL SIZE 2X6 I BID DATE: 6/20/03 TAIL CUT: PC i =!3W . , BMC FILE #: TC SIZE: 2X4 r uj7 ;t f .- . Lf}Nr -E " ) :JOG'l•YY 1 rt" ) :JOO'Y.J.:7J TRUSS BID / ORDER MATERIAL UST ii o z 0 U CRANE Y /N: TRAILER Y /N: N L 24 24 N N O O O N 24 O O N N O N N (PLAN / ELEV. / GAR (RT /LFT): 2550 -A 3CAR L LOT / BLDG #:(R %CAI% CUSTOMER P.O. #: Left OV� d' N 24 d' N d N L 24 1 24 24 d' N 24 d N 0 0 d N d. N '•::1- N ct N d' N d' N I i__ EL l0 l0 lD LO LO lD LO l0 lm',... LO CO O LID LC) tD --.. ti) l0 LO LO CUSTOMER NUMBER: PROJECT: • CUSTOMER JOB #: TYPE W 0 O cn O U PART GE COM GIRD • COM W 0 W 0 (j u) (j v) GIRD W 0 SPL SCIS SPL SCIS MONOS 2X4 VENTS HUS26 HUS28 LUS24 3RD CAR W 0 COM 1 2X4 VENTS CUSTOMER NAME/SHIP TO: BAY DEVELOPMENT DELIVERY ADDRESS: a= (.0U z 20 0 0 20 0 0 20 0 0 O 0 N O 0 N 0 0 8Z 28 0 0 28 0 0 co LC) Lc)-4 15 5 8 co • l!') .tn -+ 15 5 8 I 30 11 0 O .- I COr) 30 11 0 8 11 0 O .- I N O 1--1 N .-I lD .i •-, .-, t` ,-1 - N lD •-1 .-1 m m m in .-, m 1-1 d^ O U I LABEL TV I A2 I A3 B1 1 B2 co CO d' CO to M —4 000 N co to —1 N 0002 CO .-4 u_ N u_ . V J W N 2550A3C.XLS .1111r M iTeC Re: 2550A -3C BAY DEVELOPMENT #5 -213 PLAN 2550 -A3C mis MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676 -1900 Fax 9161676 -1909 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:R9334971 thruR9334988 My license renewal date for the state of Washington isJanuary 24, 2004. EXPIRES: 01 -24 -04 June 9,2003 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. Job Truss Truss Type Qty Ply BAY DEVELOPMENT/15-213 PLAN 2550 -A3C mis R9334971 2550A -3C Al COMMON 1 1 �..^ �� _ F^,� Job Reference (optional) 0.0.0 -2 -0-0 2-0-0 .UUU se 19 z0UJ Mt rek n us es, Inc. Fn Jun 06 16:09:51 2003 Page 10 -0-0 6.00 pr 10 -0-0 20-0-0 3x4 = J 10 -0-0 I 22-0-0 2 -0-0 Scale =1:39.2 tl' • .•... .... .... •:?:....�;� • ... :;;:••• :•.... ..•• •••• ..•. •: •..•••;•••••••••••••••••••••• •' 3x4 0-0-0 3x4 = 20-0 -0 20 -0-0 Plate Offsets (X,Y): 1B:0 -2- 10,0- 1- 81,1R:0 -2- 10,0 -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 0.37 BC 0.16 WB 0.03 (Matrix) DEFL In (loc) Vert(LL) n/a - Vert(TL) -0.06 S Horz(TL) 0.00 R 1st LC LL Min l/defi = 240 Udell n/a >404 n/a PLATES MI120 Weight: 100 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 REACTIONS BRACING TOP CHORD BOT CHORD Sheathed or 6 -0-0 oc purlins. Rigid ceiling directly applied or 10 -0-0 oc bracing. (Ib/size) B= 286/20 -0-0, AB= 70/20 -0-0, Z= 70/20-0-0, AC= 82/20 -0 -0, AD= 114/20 -0-0, AE= 113/20 -0-0, AF= 106!20 -0-0, AG= 137/20-0-0, AH= 51/20 -0-0, Y= 82/20-0-0, X= 114/20 -0-0, W= 113/20 -0-0, V= 106/20 -0-0, U= 137/20 -0 -0, T= 51/20 -0-0, R= 286/20 -0-0 Max Harz B= 103(load case 7) Max Uplift B= 76(Ioad case 7), AC=- 9(load case 7), AD= 13(load case 7), AE=- 13(load case 7), AF=- 6(load case 7), AG= 36(Ioad case 7), Y=- 10(load case 8), X=- 14(load case 8), W= 13(bad case 8), V= 6(load case 8), U=- 36(load case 8), R=- 84(load case 8) Max Gray B= 336(Ioad case 2), AB= 70(bad case 2), Z= 70(Ioad case 3), AC= 96(load case 2), AD= 132(load case 2), AE= 130(load case 2), AF= 121(load case 2), AG= 160(load case 2) , AH= 85(bad case 4), Y= 96(load case 3), X= 132(load case 3), W= 130(load case 3), V= 121(bad case 3), U= 160(load case 3), T= 85(load case 4), R= 336(load case 3) First Load Case Only A -B =55, B-C=-58, C- D = -25, D-E=-32, E-F=-32, F-G=-32, G- H=-32, H- I = -21, I3 =31, J- K=-31, K- L = -21, L- M=-32, M-N=-32, N -0 =32, O -P =32, P-Q=-25, Q- R = -58, R -S =55 B -AH=0, AG -AHO, AF -AG =0, AE -AF =0, AD -AE=0, AC -AD =0, AB -AC =0, AA -A8 =0, Z- AA =11, Y -Z =11, X -Y =11, W -X =11, V -W =11, U -V =11, T -U =11, R -T =11 I- AB =-61, K- Z=-61, H- AC =-60, G- AD =-87, F-AE=-86, E- AF =-84, D- AG =-93, C- AH =-66, L -Y=60, M- X=-87, N- W=-86, O 4=84, P- U=-93, Q -T=-66 FORCES (Ib) - TOP CHORD BOT CHORD WEBS NOTES 1) 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" 2) All plates are 1.5x4 MI120 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) 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. Continued on page 2 Wanting - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown b for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction b the responsibilitty of the erector. Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 Quality Standard, DSB-89 Bradng Specification, and 1116-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'OnoMo Drive, Madison, WI 53719 ,.a...:.:W:.r. ",qc «.ssr. • EXPIRES: 01 -24 -04 1 June 9,2003 MiTeke Job Truss Truss Type Oty Ply BAY DEVELOPMENT#5 -213 PLAN 2550 -A3C mis R9334971 2550A -3C Al COMMON 1 1 ^,.—.. r^ - ��,� Job Reference (optional) LOAD CASE(S) Standard .uUU se w uu s MI I eK InOustnes, Inc. Fn Jun 0616:09:51 2003 Page III Warning- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI14473 BEFORE USE Design valid for use only with MRek connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Appilcablty of design paramenlere and proper Incorporation of component Is responsibility of buUdkng 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 responsibility 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 , erection and bmdng, consult QST.88 Quality Standard, DSB-89 Bradng Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 O'Onofrio Drive, Madison, WI 53719 �o MiTek° Job Truss Truss Type Qty Ply BAY DEVELOPMENT #5-213 PLAN 2550 -A3C mis R9334972 2550A -3C A2 SCISSORS 6 1 Job Reference (optional) cvOC r r, vvn aocv�- -2 -0-0 2-0-0 5-3-0 5 -3-0 .000 s Feu 19 2001 MrreK Industries, Inc. Fn Jun Ub 16:U9:bZ 1003 0-0-0 10-0-0 4 -9-0 14 -9-0 4x4 = D 4 -9-0 20 -0-0 5-3-0 22 -0-0 2-0-0 Scale =1:39.8 0-0-0 4-5-8 4.5.8 10 -0-0 5-6-8 15-6-8 5-6-8 0-0-0 20 -0-0 4 -5-8 Plate Offsets (X,Y): (B:0.0- 10,Edge), (F:0- 0- 10,Edge) 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 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud CSI TC 0.52 BC 0.61 WB 0.46 REACTIONS (lb/size) B= 963/0 -5-8, F= 963/0 -5-8 Max Horz B--- 68(load case 8) Max Uplift B= 241(load case 7), F — 241(Ioad case 8) FORCES (lb) - First Load Case Only TOP CHORD A -B =27, B- C= -2421, C-D=-1693, D-E=-1693, E-F=-2421, F-G =27 BOT CHORD B-J =2194, I-J =2131, H -I =2131, F -H =2194 WEBS D -I =1210, C-J =129, E -H =129, C -1= -554, E- 1=-554 DEFL In (loc) Udell Vert(LL) -0.18 1 >999 Vert(TL) -0.31 H -I >745 Horz(TL) 0.23 F n/a 1st LC LL Min l/defl = 240 BRACING TOP CHORD BOT CHORD PLATES MI120 Weight: 72 lb Sheathed or 3-2 -15 oc purlins. Rigid ceiling directly applied or 8-5-15 oc bracing. NOTES 1) Design Toad is based on 25.0 psi specified roof snow Toad. 2) Unbalanced snow bads have been considered for this design. 3) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live bads per Table No. 16 -B, UBC -97. 4) Bearing at Joint(s) B, F considers parallel to grain value using ANSI/TPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard Warning • Verify daslan parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl•74T3 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 paramenters and proper Incorporation of component Is responsibility of building designer • not buss designer. Bracing shown la for lateral support of IndMdual web members only. Additional temporary bracing to Insure stability during construction b 9w responsbility 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, erection and bracing, consult 0ST-88 Quality Standard, OSB-89 Bradng Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'O nofrio Drive, Madison, WI 53719 GRIP 185/148 EXPIRES: 01 -24 -04 June 9,2003 �o MiTek� • toss toss ype • ty • y ' • • • • • 13 - x' ` 0- k m s R9334973 2550A -3C A3 COMMON 1 1 Job Reference (optional) WEST, E RETT, •BMC 2-0.0 1 4 -5 -13 4-5-13 .000 s Feb 19 2003 MiTek Industries, Inc. Fri Jun 06 16 :09:53 2003 Pagel 10-0-0 5-6-3 { 15-6-3 D 5.6 -3 { 20 -0-0 4 -5.13 22 -0-0 2-0-0 State = 1:39.2 Plate Offsets (X,Y): [B: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 (loc) I/defl Vert(LL) -0.07 H-J >999 Vert(TL) -0.16 H-J >999 Horz(TL) 0.04 F n/a 1st LC LL Min l/defi = 240 PLATES MI120 Weight: 75 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) F= 963/0 -5 -8, B= 963/0.5 -8 Max Horz B=- 69(Ioad case 8) Max Uplift F= 241(load case 8), B — 241(Ioad case 7) FORCES (lb) - First Load Case Only TOP CHORD A -B =28, B-C=-1316, C-D=-1080, D-E=-1080, E-F=-1316, F-G =28 BOT CHORD BJ= 1159,I -J =776, H -I =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) Design load Is based on 25.0 psi specified roof snow Toad. 2) Unbalanced snow bads have been considered for this design. 3) 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. LOAD CASE(S) Standard EXPIRES: 01 -24 -04 Warning • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII•7473 BEFORE USE Design valid for use only with waek 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 paramenters and proper Incorporation of component b responsibilttyy 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 responsibility 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, erection and bradng, consult QST-88 Quality Standard, DSB-89 Bracing Sped(fcetion, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719 June 9,2003 Mir M iTe k° Job Truss Truss Type Qty Ply BAY DEVELOPMENT #5 -213 PLAN 2550 -A3C mis R9334974 2550A -3C B1 DUAL RIDGE GABLE 1 1 Job Reference (optional) 411 BMC WEST o V-0� -2 -0-0 1 2-0-0 4.5-11 4.5 -11 1 10 -0.0 6.00ru- 5.6 -5 1 6x8 E D .000 s Feb 19 2003 MITek Industries, Inc. Fri Jun 06 16:09:54 2003 Page 0.0-0 14.0.0 , 15.6 -3 4 -0-0 1-6-3 3x4 = H 28-0-0 12 -5-13 30-0-0 2 -0-0 Scala =1:52.6 3x8 = 0 -0-0 6-10 -1 6-10-1 AC AB M 43(4 = 3x4 = 4x4 = 1 13 -1 -14 6-3-13 20-0 -0 Z Y 3x4 = 6-10 -2 28-0-0 4x4 = 0-0-0 8-0-0 Plate Offsets (X,Y): [8:0- 8.0,0 -0 -6) LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase t15 Rep Stress Incr YES Code UBC97/ANS195 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF 1650F 1.5E WEBS 2 X 4 HF Stud 'Except' D- Z2X4HFNo.2 CSI TC 0.46 BC 0.35 WB 0.99 (Matrix) DEFL in (loc) Udell Vert(LL) -0.06 AA -AC >999 Vert(TL) -0.11 AA -AC >999 Horz(TL) 0.04 S n/a 1st LC LL Min Udefl = 240 PLATES MII20 Weight: 150 lb GRIP 185/148 .. BRACING TOP CHORD Sheathed or 4-4 -0 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 Rows at 1/3 pts D -AI JOINTS 1 Brace at Jt(s): Al REACTIONS (lb/size) B= 1005/0 -5-8, Z= 879/8 -5-8, Y=- 618 -5-8, X= 69/8 -5 -8, W= 111/8 -5-8, V= 137/8 -5-8, U= 48/8 -5-8, S= 360/8 -5 -8 Max Horz B= 89(load case 7) Max Uplift B=- 254(load case 7), Z - 214(Ioad case 8), Y=- 238(load case 4), W= 7(load case 8), V - 36(load case 8), S - 52(load case 8) Max Gray 5= 1122(Ioad case 2), Z= 879(Ioad case 1), Y= 62(load case 6), X= 83(load case 4), W =127(Ioad case 3), V =160(Ioad case 3), U =83(Ioad case 4), S= 390(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A -B=57, B-C=-1478, C-D=-1259, D-E=-238, E-F=-188, F-G=-182, G-H=-154, H -I =161, I-J=-190, J-K=-173, K -L =177, L-M -219, M-N=-204, N -0 =164, O-P =195, P-Q=-190, Q -R =-188, RS =216, S -T=55 BOT CHORD B -AC =1252, AB -AC =870, M-AB=870, Z-M=1144, Y -Z =153, X -Y =153, W -X =153, V -W =153, U -V =153, S -U =153 WEBS D -AJ -962, AE -AJ =955, AE-AK=-985, AK-AL=-972, AD-AL=-963, AD-AF=-1013, AF-AG=-1075, AG-AH=-1109, AH -A1= -1109, Z -AI =1166, J -AD=114, F- AE= -67, C-AC=-262, AA-AF=-166, D- AC=353, D -AA =280, K- AG =-76, L -AH =0, M -AI =-120, N -Y= -173, O -X =17, P- W=-96, Q-V=-91, R- U=-67, E- AJ =14, G -AK =29,1 -AL =22 NOTES 1) Design load Is based on 25.0 psf specified roof snow Toad. 2) Unbalanced snow loads have been considered for this design. 3) Ali plates are 1.5x4 MI120 unless otherwise Indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads per Table No. 16 -5, UBC -97. LOAD CASE(S) Standard EXPIRES: 01 -24 -04 June 9,2003 Warning • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII•7473 BEFORE USE Design veld for use only with MRek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applcab8Hy of design paramenten and proper Incorporation of component Is responsibility of building designer- not buss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bradng to Insure stability during construction Is the responsbility 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, erection and bradng, consult OST-88 Quality Standard, DSB-89 Bradng Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 683 D'Onohio Drive, Madison, WI 53719 MiTel0 N,:.iA.4d%�tLiASLlitiiitll Tr h Job Truss Truss Type Qty Ply BAY DEVELOPMENT#5 -213 PLAN 2550 -A3C mis R9334975 2550A -3C B2 COMMON 10 1 Job Reference (optional) BMC WEST b EVERETT, WA 98205 -3212 0 -2.0.0 2 -0-0 6 -7 -14 6 -7 -14 .000 se 19 2W3 Mt1eK Inaustnes, mc. Fn Jun Ob 1b :09:55 1003 Page 14 -0-0 7-4-2 21-4-2 4x6 II D 7-4 -2 28 -0-0 0-0-0 6-7-14 l 30-0 -0 2-0-0 Scale =1:52.3 W 0-0-0 Plate Offsets (X,Y): 9-4-0 8.4-0 (60- 8.0,0 -0.6), [F:0- 8- 0,0 -0-6) 18-8-0 9-4-0 { 28 -0-0 9-4-0 • 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 0.85 BC 0.83 WB 0.27 DEFL in (loc) t/defl Vert(LL) -0.25 H-J >999 Vert(TL) -0.53 H-J >624 Horz(TL) 0.06 F n/a 1st LC LL Min I/defl = 240 PLATES MI120 Weight: 103 lb GRIP 185/148 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF 1650F 1.5E WEBS 2 X 4 HF Stud REACTIONS (lb/size) B= 1299/0 -5-8, F= 1299/0 -5-8 Max Horz B=- 86(load case 8) Max Uplift B= 315(Ioad case 7), F= 315(load case 8) FORCES (lb) - First Load Case Only TOP CHORD A -B =28, B-C=-1859, C -D= -1577, D-E=-1577, E-F=-1859, F -G =28 BOT CHORD BJ =1647, IJ =1101, H -1 =1101, F -H =1647 WEBS CJ =-369, D-J =560, D -H =560, E- 11= -369 BRACING TOP CHORD BOT CHORD Sheathed or 2 -10-0 oc purlins. Rigid ceiling directly applied or 10 -0-0 oc bracing. NOTES 1) Design load is based on 25.0 psf specified roof snow load. 2) Unbalanced snow loads have been considered for this design. 3) 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. LOAD CASE(S) Standard EXPIRES: 01 -24 -04 Warning - Verify resign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with Mk connectors. This design Is based only upon parameters shown, and is for an individual building component to be Installed and traded vertically. Applicability of design paramenters and proper Incorporation of component is responsibility of budding designer- not buss designer. Bracing shown is 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 the overall structure b the responsibility of the building designer. For general guidance regarding fabrfcadon, quality control, storage, delivery, erection and bracing. consult QST-88 Duality Standard, DSB-89 Bracing Specification, and RIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onolrlo Drive, Madison, WI 53719 June 9,2003 MiTek' dfdC 0.0-0 -2 -0.0 2-0-0 lob 2550A -3C Truss - B3 Truss Type COMMON Qty 1 Ply 2 BAY DEVELOPMENTfi5 -213 PLAN 2550 -A3C mils R9334976 Job Reference (optional) 7-5-4 7 -5-4 .UUU se 1 a 2003 MI 1 eK Inaustnes, Inc. Fri Jun 06 16:09:56 2003 Page 14 -0-0 6-6-12 i 17 -2 -12 3.2.12 4x6 II 0 22-3-8 5 -0 -12 28 -0-0 5.8-8 0 -0-0 Scale 1:50.0 Plate Offsets (X,Y): [B:0 -3- 10,0 -2 -0], (E:0 -1- 12,0- 1 -12], [G:0 -3- 10,0 -2 -0], (1 :0- 4 -0,0 -5-0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Vdetl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.20 I >999 MI120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.33 H -I >999 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.07 G n/a BCDL 10.0 Code UBC97 /ANSI95 1st LC LL Min 1/deft = 240 Weight: 298 Ib LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 6 OF 2100F 1.8E WEBS 2 X 4 HF Stud *Except* E- I2X8DFSS BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (Ib /size) G= 5262/0 -5-8, 8= 2953/0 -5-8 Max Harz B= 115(load case 7) Max Uplift G= 1136(load case 8), B=- 839(load case 7) Max Gray G= 5483(load case 3), B= 3101(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD A -B =30, B-C=-5522, C -D= -4940, D -E= -4940, E-F=-7459, F- G=-9390 BOT CHORD B -L =4920, K -L =4920, J -K =4920, i -J =6672, H -I =8356, 0-11=8356 WEBS C -L =138, C-J=-574, D-J =4105, E -J= -4355, E -I =4588, F -1 =1925, F -H =1544 NOTES 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 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 - 3 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 -1 row at 0 -9-0 oc, 2 X 8 - 2 rows at 0 -9-0 oc. 3) Design load is based on 25.0 psf specified roof snow load. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 3308.61b down and 969.4Ib up at 17 -2 -12 on bottom chord. Design for unspecified connectlon(s) Is delegated to the building designer. LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: A- D= -64.0, D-G= -64.0, B-1=-20.0, G -1 =293.0 Continued on page 2 EXPIRES: 01 -24 -04 Ak, Wanting - Verity 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 Shawn, and Is for an Individual building component to be Installed and loaded veNcalty. Appicabllity of design paramenlers 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 responsibility 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, erection and bracing, consult OST-88 Quakty Standard, 058.89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onohto Drive, Madison, WI 53719 June 9,2003 iM iTe k° It a 1 Job Truss Truss Type Oty Ply BAY DEVELOPMENT #5 -213 PLAN 2550 -A3C mis R9334977 2550A -3C B4 COMMON 7 1 claim Aleo-r G\ G�GTT IA /A nonrie onan Job Reference (optional) �..� .. , 0-0-0 -2 -0-0 2-0-0 6-7-14 8.7 -14 000 s Feb 19 2003 MI 10) Industries, Inc. Fri Jun 08 16:09 :b7 0 003 Page 14-0-0 7-4 -2 17 -2-0 3-2-0 4x6 II D 9-4-0 9-4-0 17 -2-0 7 -10-0 Scale =1:43.1 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase t15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.83 BC 0.82 WB 0.71 DEFL in (Ioc) t/defl Vert(LL) -0.20 B -G >999 Vert(TL) -0.40 B -G >502 Horz(TL) 0.02 F n/a 1st LC LL Min I/defl = 240 PLATES MI120 Weight: 74 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) B= 848/0 -5-8, F= 705/0 -3-0 Max Horz 8= 174(load case 6) Max Uplift B=- 226(load case 7), F= 163(Ioad case 7) Max Gray B= 964(load case 2), F= 705(load case 1) FORCES (lb) - First Load Case Only TOP CHORD A -B =28, B-C =-887, C -D =-600, D-E=0, E -F=-97 BOT CHORD B-G =786, F-G =228 WEBS C-G =-388, D-G =558, D- F=-579 BRACING TOP CHORD BOT CHORD Sheathed or 4 -3-4 oc purlins, except end verticals. Rigid ceiling directly applied or 10 -0-0 oc bracing. NOTES 1) Design Toad is based on 25.0 psi specified roof snow load. 2) Unbalanced snow bads have been considered for this design. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC-97. LOAD CASE(S) Standard Illit Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1111.7473 BEFORE USE Design valid for use only MO Welt connectors. This design is based only upon parameters shown, and is for an IndMdual bulding component to be Installed and loaded vertically. Applicability of design paramentera and proper Incorporation of component Is responsibility of buiding designer - not buss designer. Bracing shown Is for lateral support of IndMdual web members only. Additional temporary bracing to insure stablAty during construction is the responsf lNity 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, erection and bradng, consult OST-85 Quaky Standard, DSB-89 Bracing Specification, and 1116.91 Handling Installing and Bracing Recommendation avaAable from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719 EXPIRES: 01 -24 -04 June 9,2003 rill iTe k° • c.c .,...a. v,r Nt.i/iJ ltsu:Md+. ?j "... °�.'G,t �tJ* /i«iti3:'x wti%, ti•1ihe�! +�,STx �A'Y U:r.�r.*`' WVES , Job Truss Truss Type Qty Ply BAY DEVELOPMENT #5 -218 PLAN 2550 -A3C mis R9396258 2550A -3C B5 COMMON 1 1 M..., '^ _ mesa.. Job Reference (optional) ,ate , -2 -0-0 2.0.0 .00u s Jun ti 2003 MI r eK Industries, Inc. Fri Jun 13 15:21:17 2003 Page 14 -0-0 14 -0-0 28 -0.0 3x4 = M 14 -0-0 Scale = 1:50.3 3x4 = 0-0-0 28 -0-0 28 -0-0 Plate Offsets (X,Y): [B:0 -2- 10,0 -1- 8),(X:0 -2- 10,0 -1-8) 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 0.37 BC 0.13 WB 0.07 (Matrix) DEFL in (loc) 1/defl Vert(LL) n/a - n/a Vert(TL) -0.06 A >413 Horz(TL) 0.00 X n/a 1st LC LL Min I/defl = 240 PLATES MI120 Weight: 160 Ib GRIP 185/148 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF 1650F 1.5E OTHERS 2 X 4 HF Stud/Std BRACING TOP CHORD BOT CHORD Sheathed or 6 -0-0 oc purllns. Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (Ib /size) B= 286/28 -0-0, X= 74/28-0-0, AI= 86/28 -0-0, AH= 82/28-0-0, AJ= 68/28 -0-0, AL= 108/28 -0-0, AM= 113/28 -0-0, AN= 112/28 -0-0, A0= 112/28 -0 -0, AP= 114/28-0-0, AQ= 106/28-0-0, AR= 137/28 -0 -0, AS= 51/28 -0-0, AG= 77/28 -0-0, AF= 114/28-0-0, AE= 112/28 -0-0, AD= 112/28 -0 -0, AC =112/28-0-0, AB= 111/28 -0-0, AA= 117/28 -0 -0, Z= 91/28 -0 -0, Y= 172/28.0 -0 Max Horz B =134(Ioad case 7) Max Uplift B=- 61(load case 7), AJ= 17(load case 7), AL =- 18(load case 7), AM=- 11(load case 7), AN= 12(load case 7), A0 =- 11(load case 7), AP= 13(load case 7), AQ= -5(Ioad case 7), AR= 36(load case 7), AG - 10(Ioad case 8), AF =- 16(Ioad case 8), AE= 11(load case 8), AD= 11(load case 8), AC - 12(load case 8), AB= 11(load case 8), AA - 12(load case 8), Z - 9(Ioad case 8), Y= 19(load case 8) Max Grav B= 339(load case 2), X= 86(Ioad case 3), Ai= 100(load case 2), AH =96(load case 3), AJ= 80(load case 2), AL =124(load case 2), AM =130(Ioad case 2), AN =128(load case 2), A0 =128(load case 2), AP= 131(load case 2), AQ= 121(load case 2), AR= 160(load case 2) , AS=85(load case 4), AG =90(load case 3), AF =131(load case 3), AE =129(load case 3), AD =129(load case 3), AC =129(load case 3), AB= 127(Ioad case 3), AA =134(load case 3) , Z =105(load case 3), Y =198(Ioad case 3) FORCES (Ib) - First Load Case Only TOP CHORD A -B =55, B-C=-57, C-D=-29, D- E=-32, E-F=-31, F- G=-32, G- H = -32, H-1=-32,1-J=-32, J- K=-32, K-L=-21, L -M=-31, M-N=-31, N -0 =21, O- P=-32, P- Q=-32, Q -R =32, R-S=-32, S- T = -32, T -U =32, U-V=-31, V- W=-36, W -X=-40 BOT CHORD B -AS =O, AR -AS =O, AQ -AR =0, AP -AQ =0, AO -AP =0, AN -A0 =0, AM -AN =0, AL -AM=0, AK -AL =0, AJ- AK =11, AI- AJ =11, AH- A1=11, AG- AH =11, AF- AG =11, AE- AF =11, AD- AE =11, AC- AD =11, AB- AC =11, AA- AB =11, Z- AA =11, Y -Z =11, X -Y =11 WEBS L- A1= -60, N- AH =-60, K- AJ =-61, J- AL =-86, I -AM -86, H-AN=-85, G- A0 =-85, F- AP =-86, E -AQ =84 , D-AR=-92, C- AS= -69, O- AG =-61, P- AF =-86, Q- AE = -86, R- AD= -85, S-AC=-85, T-AB=-85, U-M=-88, V -Z =74, W-Y=-120 Continued on page 2 EXPIRES: 01 -24 -04 June 16,2003 Warning - Verify desian parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-74T3 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 parementers and proper Incorporation of component Is responsibilty of building designer- not buss designer. Bracing shown Is 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 the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, detivery, erection and bracing, consult 0ST-88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Instating and Bracing Recommendation available from Thus Plata Institute, 583 D'Onofrio Drive, Madison, WI 53719 IMMt MiTekf' :; wmat` r�'.,. �,' a� '.".�...:.".:�"a^.tt::LSmmi+cu w�s+ axsw. v. �:: o•..,_• n,.,., w. .rt.+...,y,.,�....�;nrvw.r*s +.a �++fawrarnnapm�4rF7ih',,.�, Ji ^!4ftc�� ��!p.>,, Job Truss Truss Type Qty Ply BAY DEVELOPMENT#5 -218 PLAN 2550 -A3C mis R9396259 2550A -3C C1 COMMON 1 1 Job Reference (optional) ill OMN YYL. 1, CVcif{ 1,♦YM .70-GUI NO R' -2 -0-0 2-0-0 .000 s Jun 9 2003 MiTek Industries, Inc. Fri Jun 1315:21:18 2003 Page 7-8 -12 7-8-12 15-5-8 3x4 H 7 -8 -12 17 -5-8 2-0-0 Scale: 3/8 - =1' 0-0-0 15 -5-8 15-5-8 Plate Offsets (X,Y): [N:0 -2- 10,0-1 -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 0.29 BC 0.14 WB 0.02 (Matrix) DEFL in (hoc) I/defl Vert(LL) n/0- - n/a Vert(TL) -0.05 0 >454 Horz(TL) 0.00 N nla 1st LC LL Min I/defl = 240 PLATES MI120 Weight: 70 Ib GRIP 185/148 LUMBER TOP CHORD 2 X 4 1-IF 1650F 1.5E 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 purllns. Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (Ib /size) B= 287/15 -5-8, N= 287/15 -5-8, U= 84/15 -5-8, T= 84/15 -5-8, V= 77/15 -5-8, W= 112/15 -5 -8, X= 125/15 -5-8, Y= 93/15.5 -8, S= 77115 -5-8, R= 112/15 -5-8, 0= 125/15 -5-8, P= 93/15 -5-8 Max Horz B=- 59(load case 8) Max Uplift B=- 82(load case 7), N= 93(load case 8), V=- 15(load case 7), W -7(load case 7), X=- 36(load case 7), S= 17(load case 8), R=- 8(load case 8), Q - 35(Ioad case 8) Max Gray B= 336(load case 2), N= 336(load case 3), U= 84(load case 2), T= 84(load case 3), V= 92(load case 2), W= 128(Ioad case 2), X= 146(load case 2), Y= 108(load case 4), S= 92(load case 3), R= 128(Ioad case 3), Q= 146(load case 3), P= 108(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD A -B =55, B- C=-60, C-0 -30, D-E=-30, E- F=-31, F-G=-20, G- H=-30, H -I=- 30,1 -1 =20, J- K=-31, K- L=-30, L-M=-30, M-N=-60, N -0 =55 BOT CHORD B -Y =10, X -Y =10, W -X =10, V -W =10, U -V =10, T -U =10, S -T =10, R -S =10, Q -R =10, P -Q =10, N -P =10 WEBS G- U=-62, I- T=-62, F- V=-60, E- W=-87, D- X=-87, C- Y=-89, J- S =-60, K- R=-87, L- 13=-87, M -P=-89 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 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. Continued on page 2 Warring - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 and loaded vertically. Applicability of design paramenters and proper incorporation of component Is reaponsibilty of building designer- not hiss designer. Bracing shown Is 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 the overall structure U the responsibiliity of the building designer. For general guidance regarding fabrication, quality cannot, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 EXPIRES: 01 -24 -04 June 16,2003 MiTek' Job Truss Truss Type Qty Ply BAY DEVELOPMENT#5 -218 PLAN 2550 -A3C mis R9396260 2550A -3C C2 SCISSORS 2 1 mar. 1A /rtlT in rnry -r u,w nenne nnan Job Reference (optional) • -2 -0-0 2-0-0 .000 s Jun 9 2003 MTex Industries, Inc. Fri Jun 13 15:21:19 2003 Page 0 -0-0 7-8-12 6.00 rir 7-8-12 15 -5-8 4x4 = C 7-8-12 17 -5 -8 2-0-0 Scale: 3/8' =1' Plate Offsets (X,Y): 7-8 -12 7-8 -12 (B:0 -1- 12,0- 1- 81,[D:0 -1- 12,0 -1-8) 7-8-12 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 LUMBER TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud CSI TC 0.93 BC 0.71 WB 0.27 REACTIONS (Ib /size) B= 773/0 -5-8, D= 773/0 -5-8 Max Holz B — 58(load case 8) Max Uplift B — 200(Ioad case 7), D — 200(Ioad case 8) Max Gray B= 777(load case 2), D= 777(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD A -B =27, B -C =1284, C-D=-1284, D-E =27 BOT CHORD B -F =1171, D -F =1171 WEBS C-F =718 DEFL in (hoc) Udefl Vert(LL) -0.18 B -F >987 Vert(TL) -0.38 B-F >479 Horz(TL) 0.10 D n/a 1st LC LL Min I/deft = 240 BRACING TOP CHORD BOT CHORD PLATES MI120 Weight: 46 Ib Sheathed or 3-6-8 oc puriins. 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.Opsf; 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 roof snow bad. 4) Unbalanced snow bads have been considered for this design. 5) Thls 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) Bearing at joints) B, D 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 200 Ib uplift at joint B and 200 Ib uplift at joint D. LOAD CASE(S) Standard 111 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 paramanters and proper incorporation of component Is responsibility of building designer - not buss designer. Bracing shown Is for lateral support of Individual web members only. Addabnal temporary bracing to insure atablity during consbudlon Is the responstbtiky 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, erection and bracing, consult OST-88 Malty Standard, DSB -89 Bracing Specification, and 1118-91 Handling Installing and Bracing Recommendation available from Truss Plata Institute, 583 D'Onofrlo Drive, Madison, WI 53719 GRIP 185/148 EXPIRES: 01 -24 -04 June 16,2003 Nt MiTek° Job Truss Truss Type Oty Ply BAY DEVELOPMENT #5 -218 PLAN 2550 -A3C mis R9396261 2550A-3C C3 SCISSORS 6 1 Job Reference (optional) FYI DYYCJ I, Cvcr c I I, YYM .7oNA- f .000 S Jun a 1003 MIIeK mcIUSViOS, Inc. Fri Jun 1J 1b:11 :'LU 1u03 rage 7-8.12 7-8.12 15-4-0 4x4 = 7 -7-4 0.0.0 Scale =1:29.0 7-8-12 15-4-0 7.8 -12 7 -7-4 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 1.00 BC 0.74 WB 0.27 DEFL in (Ioc) I/defl Vert(LL) -0.18 A -D >989 Vert(TL) -0.38 A -D >480 Horz(TL) 0.10 C n/a 1st LC LL Min I/defl = 240 PLATES MI120 Weight: 41 Ib GRIP 185/148 •LUMBER TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud REACTIONS (Ib/size) A= 632/0 -3 -0, C= 632/0 -4-0 Max Horz A= 38(load case 6) Max Uplift A= 138(load case 7), C= 137(load case 8) FORCES (Ib) - First Load Case Only TOP CHORD A-B=-1289, B-C=-1292 BOT CHORD A -0=1177, C -D =1177 WEBS B-D =721 BRACING TOP CHORD Sheathed. BOT CHORD 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 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) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live bads per Table No. 16-B, UBC -97. 6) Bearing at joints) A, C considers parallel to grain value using ANSI/TPI 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 1381b uplift at joint A and 137 Ib uplift at joint C. LOAD CASE(S) Standard 11 Warning • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES 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 vertically. Applicability of design paramenlers and proper Incorporation of component is responsibility of building designer - not buss designer. Bracing shown Is for lateral support of Individual web members only . Additional temporary bracing to insure staidly during construction Is the raaponalWlky 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, erection and bracing, consult OST.88 Duality Standard, DSB-89 Bracing Specification, and HIB•91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 EXPIRES: 01 -24 -04 June 16,2003 MITekD o russ russ ype • ty - y ' D • • M ` 1 - 18 • 2 0 -A3 m s R9396262 2550A-3C C4 COMMON 1 1 � •- �� Job Reference (optional) 000., , 4 -3-10 4-3 -10 .000 s Jun a zuus INrrek InclusUies, Inc. Fri Jun 13 15:21:21 2003 Page 7-8-12 3-5-2 11 -1 -14 4x6 11 3.5.2 15 -4-0 4 -2 -2 0-0-0 Scale = 1:26.5 4 -3-10 4 -3 -10 7-8 -12 3 -5-2 11 -1 -14 3-5-2 15-4-0 4 -2 -2 Plate Offsets (X,Y): (A:0 -3- 10,0- 2- 0j,(E:0 -1- 12,0- 2- O),(G:0-4- 0,0 -4 -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 NO Code UBC97 /ANSI95 LUMBER TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 6 DF 2100F 1.8E WEBS 2 X 4 HF Stud *Except* C- G2X4HFNo.2 CSI TC 0.54 BC 0.69 WB 0.58 (Matrix) DEFL in (lac) 1/dell Vert(LL) -0.11 G -H >999 Vert(TL) -0.19 G -H >948 Horz(TL) 0.05 E n/a 1st LC LL Min 1/defl = 240 PLATES M1120 Weight: 70 Ib GRIP 185/148 REACTIONS (Ib /size) A= 286410 -4-0, E=2965/0-4-0 Max Horz A= 42(toad case 6) Max Uplift A= 373(load case 7), E= 380(load case 8) FORCES (Ib) - First Load Case Only TOP CHORD A- 8= -4885, B-C=-3420, C-D=-3420, D- E=-4820 BOT CHORD A- I=4314, H -I =4314, G -H =4314, F -G =4229, E- F=4229 WEBS B -H =1247, C-G =2766, D -F =1223, B-G=-1517, D-G —1417 BRACING TOP CHORD BOT CHORD Sheathed or 2 -9-13 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.Opsf; occupancy category It; 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) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 373 lb uplift at joint A and 380 Ib uplift at joint E. 6) Girder carries tle-in span(s): 17 -2-0 from 0-6.0 to 15-0-0 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate increase =1.15 Uniform Loads (pH) Vert: A -I =20.0, E-I=-331.5, A- C= -64.0, C-E= -64.0 111 Wamin - Verify design pararnalan and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 BEFORE USE Design veld for use only with Mrrek connectors. This design Is based any upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component is responsibility of bulding designer- not buss designer. Bracing clown is 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 the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 Dually Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate InsUlute, 683 D'OnoMo Drive, Madison, WI 53719 EXPIRES: 01-24-04 June 16,2003 �o MiTek° Job Truss Truss Type Qty Ply BAY DEVELOPMENT #5 -213 PLAN 2550 -A3C mis R9334983 2550A -3C D1 COMMON 1 1 - ��,� Job Reference (optional) I I 2-0-0 .UUU 5 f eb 1y 2003 MiTek Industries, Inc. Fri Jun O6 16:10:05 2003 Page 15.5.8 15 -5-8 30.11-0 3x4 = N O P 15 -5-8 , 32.11.0 2-0-0 Scale a 1:57.1 8.00 pT 3x4 4 AX AW AV AU AT AS AR AO 0-0-0 AO AN AM AL AK 3x4 = 30 -11-0 AG AF • AC AB 3x4 Plate Offsets (X,Y): 30 -11-0 (B:0 -2- 10,0- 1- 81,[Z:0 -2- 10,0 -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 UBC97IANSI85 CSI TC 0.37 BC 0.16 WB 0.09 (Matrix) DEFL in (hoc) Udefl Vert(LL) n/a - n/a Vert(TL) -0.06 M >403 Horz(TL) 0.00 Z n/a 1st LC LL Min Udell = 240 PLATES MI120 Weight: 189 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 puriins. Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb/size) B= 286/30 -11 -0, Z= 286/30 -11 -0, AN= 70/30 -11 -0, AL= 70/30 -11 -0, A0= 83/30 -11 -0, AP= 113/30 -11 -0, AQ= 112/30 -11 -0, AR= 112/30 -11 -0, AS= 112/30 -11 -0, AT= 112/30 -11 -0, AU= 113/30 -11 -0, AV= 107/30 -11 -0, AW= 134/30 -11 -0, AX= 64/30 -11 -0, AK= 83/30 -11 -0, AJ= 113/30 -11 -0, A1= 112/30 -11 -0, AH= 112/30 -11 -0, AG= 112/30 -11 -0, AF= 112/30 -11 -0, AE= 113/30 -11 -0, AD= 107/30 -11 -0, AC= 134/30 -11 -0, A8= 64/30 -11-0 Max Harz B= 141(load case 7) Max Uplift B= 55(load case 7), Z=- 66(load case 8), A0 - 8(load case 7), AP - 15(Ioad case 7), AQ=- 11(load case 7), AR= 11(load case 7), AS= 12(load case 7), AT= 11(load case 7), AU= 13(load case 7), AV=- 6(load case 7), AW=- 36(ioad case 7), AK=- 6(load case 8), AJ= 17(load case 8), A1= 11(load case 8), AH =- 11(load case 8), AG= 12(Ioad case 8), AF - 11(Ioad case 8), AE= 13(load case 8), AD - 6(load case 8), AC=- 36(Ioad case 8) Max Gray B= 338(load case 2), Z= 338(load case 3), AN= 83(load case 2), AL= 83(Ioad case 3), A0= 95(Ioad case 2), AP= 130(load case 2), AQ= 129(Ioad case 2), AR= 129(load case 2), AS= 129(load case 2), AT= 128(Ioad case 2), AU= 130(load case 2), AV= 122(load case 2), AW= 156(load case 2), AX= 92(Ioad case 4), AK= 95(load case 3), AJ= 130(load case 3), AI= 129(load case 3), AH= 129(load case 3), AG= 129(load case 3), AF= 128(Ioad case 3), AE= 130(load case 3), AD= 122(load case 3), AC= 156(load case 3), AB= 92(load case 4) FORCES (lb) - First Load Case Only TOP CHORD A -B =55, B-C=-57, C- D=-28, D-E=-31, E- F=-31, F-G=-31, G- 11=-31, H- I = -31, I- J=-31, J -K=-31, K -L=-31, L- M = -20, M- N = -30, N -0 =30, 0 -P =20, P-Q=-31, Q-R=-31, R-S=-31, S-T=-31, T- U=-31, U- V=-31, V-W=-31, W-X=-31, X-Y=-28, Y- Z = -57, Z -AA =55 BOT CHORD B -AX =0, AW -AX =O, AV -AW =O, AU -AV =O, AT -AU =0, AS -AT =0, AR -AS =0, AQ -AR =0, AP -AQ=0, AO -AP =0, AN -A0 =0, AM -AN =0, AL- AM =10, AK- AL =10, AJ- AK =10, Al- AJ =10, AH- AI =10, AG- AH =10, AF- AG =10, AE- AF =10, AD- AE =10, AC- AD =10, AB- AC =10, Z -AB =10 WEBS M- AN =-61, O- AL=61, L- A0= -61, K -AP -86, J- AQ =-86, I- AR =-85, H- AS =-85, G- AT =-85, F-AU=-86, E-AV=-84, D- AW = -91, C -AX -74, P- AK =-61, Q- AJ = -86, R- AI =-86, S- AH= -85, T- AG =-85, U- AF =-85, V-AE=-86, W- AD =-84, X-AC=-91, Y- AB=-74 Continued on page 2 IIIIIL Warming - Verify desIpn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIS -7473 BEFORE USE Design valid for use only with MTak connectors. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Appicablity of design paramenters and proper incorporation of component Is responsibility of building designer- not buss designer. Bracing shown 1s for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsbiiky of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, qualky control, storage, delivery, erection and bracing, consult 01ST -88 Quality Standard, D58-89 Bradng Specification, and HI8 -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'OnoMo Drive, Madison, WI 53719 EXPIRES: 01 -24 -04 June 9,2003 �o M iTek° Job Truss Truss Type Qty Ply BAY DEVELOPMENT #5-213 PLAN 2550 -A3C mis R9334983 2550A-3C 01 COMMON 1 1 Job Reference (optional) .ODU s Feb 19 ZUU3 MITek Indusmes, Inc. Fri Jun U6 1b:1U:Ub ZUU3 Page NOTES 1) 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 Detair 2) All plates are 1.5x4 MI120 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 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. LOAD CASE(S) Standard V Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE FADE 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 verticaly. Applicability of design paramenters and proper Incorporallon 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 responsibility 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, erection and bradng, consult QST-88 Qualy Standard, DS0 -89 Bracing Specification, and HIB•91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onohb Drive, Madison, WI 53719 Nt MiTekc' Job Truss Truss Type Qty Ply BAY DEVELOPMENT #5-213 PLAN 2550 -A3C mis R9334985 2550A -3C 03 VAULTED 3 1 Job Reference (optional) -2 2-0-0 5-4-8 5-4-8 1 10-5-0 5-0-8 15-5-8 5-0-8 .UUU se 1U ZUU3 MI TeK Inoustnes, Inc. Fri Jun 06 16 :10:06 2003 Page 100-0 17 -11-0 1 2.5.8 4x4 = E 22-0-6 4-1-6 26-1-12 4 -1-6 30-5-8 1 4-3-12 Scale 1:56A 4-11-0 5 13 10 -5-0 4-11-0 0-5-8 5-0-8 [I:0- 0- 12,0 -1 -7), [1:0 -2- 11,0 -11 -9) Plate Offsets (X,Y): 15-5-8 5-0-8 1 17 -11-0 1 2 -5-8 24 -1 -1 6-2-1 30-5-8 6-4 -7 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 Incl. YES Code UBC97 /ANSI95 CSI TC 0.63 BC 0.71 WB 0.67 DEFL In (loc) 1/defl Vert(LL) -0.17 J >999 Vert(TL) -0.32 J -K >930 Horz(TL) 0.17 1 n/a 1st LC LL Min I/defl = 240 PLATES M1120 Weight: 126 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 WEDGE Right: 2 X 4 HF Stud BRACING TOP CHORD BOT CHORD REACTIONS (lb /size) 1= 90910-3-0, B= 317/0 -5-8, N= 2080/0 -5-8 Max Horz B= 103(load case 7) Max Uplift I= 213(load case 8), B= 520(Ioad case 3), N=- 417(load case 7) Max Gray I= 945(load case 3), B= 66(Ioad case 8), N= 2080(Ioad case 1) FORCES (Ib) - First Load Case Only TOP CHORD A -B =28, B-C =1432, C-D =-405, D-E=-901, E-F=-901, F-G —1582, G-H=-2341, H -I =-2556 BOT CHORD B-N=-1265, M-N=-1397, L -M =373, K-L =1458, J -K =1985, I-J =2285 WEBS C-N=-1641, C-M =1778, D-M=-789, D -L =505, E -L =566, F-L=-1166, F-K =1088, G-K=-537, G-J =290, H-J=-129 Sheathed or 3 -1-0 oc purlins. Rigid ceiling directly applied or 4 -7 -5 oc bracing. NOTES 1) Design Toad is based on 25.0 psf specified roof snow load. 2) Unbalanced snow bads have been considered for this design. 3) 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. 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) I. LOAD CASE(S) Standard 411111 Wanting • Verify design paramatars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE Design void for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual budding component to be Installed and loaded vertically. Applcabllty of design paramenters and proper Incorporation of component is responsibility of budding designer - not truss designer. Bracing shown 13 for lateral support of individual web members only, Additional temporary bracing to insure atablity during 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 fabrication, quality control, storage, delivery, erection and bradng, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Instaling and Bracing Recommendation evadable from Truss Plate Institute, 583 D'OnoMo Drive, Madison, WI 53719 EXPIRES: 01 -24 -04 June 9,2003 MiTek° �R} A• M! •!W+tiC�K���,'YiiV;'1.Mf1!'�(4P, (�'�z(��1Y7�rt,l.'� %W.'��� , Job Truss Truss Type Qty Ply BAY DEVELOPMENT#5-213 PLAN 2550 -A3C mis R9334986 2550A -3C F1 COMMON 1 1 Job Reference (optional) 0.0 -0.., -2 -0-0 2 -0-0 11 -5-8 11 -5-8 .000 se 1y Z0U3 MI leK inousMes, InC. Fri JUn 06 16:10:10 2003 Page 22 -11-0 3x4 = K 11-5-8 24-11-0 2 -0-0 Scale =1:44.0 0-0-0 1 22 -11-0 22 -11-0 1 Plate Offsets (X,Y): (B:0 -2- 10,0.1 -8], (T:0 -2- 10,0 -1-8), (AD:0 -0- 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 lncr YES Code UBC97 /ANSI95 CSI TC 0.37 BC 0.16 WB 0.05 (Matrix) DEFL In (Ioc) Vert(LL) n/a - Vert(TL) -0.06 U Horz(TL) 0.00 T 1st LC LL Min Udell = 240 1/defl n/a >403 n/a PLATES M1120 Weight: 121 Ib GRIP 185/148 LUMBER TOP CHORD BOT CHORD OTHERS REACTIONS 2X4HFNo.2 2X4HFNo.2 2 X 4 HF Stud /Std BRACING TOP CHORD BOT CHORD Sheathed or 6 -0-0 oc puffins. Rigid ceiling directly applied or 10 -0-0 oc bracing. (Ib/size) B= 286/22 -11 -0, T= 286/22 -11 -0, AE= 47/22 -11 -0, AC= 78/22 -11 -0, AF= 84/22 -11 -0, AG= 114/22 -11 -0, AH= 112/22 -11 -0, A1= 113/22 -11 -0, AJ= 107/22 -11 -0, AK= 134/22 -11 -0, AL= 64/22 -11 -0, AB= 79/22 -11 -0, AA= 114/22 -11 -0, Z= 112/22 -11 -0, Y= 113/22 -11 -0, X= 107/22 -11 -0, W= 134/22 -11 -0, V= 64/22 -11-0 Max Horz B= 114(load case 7) Max Uplift B=- 69(load case 7), T= 79(load case 8), AE= 15(load case 4), AF= 8(load case 7), AG=- 14(load case 7), AH= 11(bad case 7), A1=- 13(Ioad case 7), AJ=- 6(load case 7), AK= 36(bad case 7), AB= 11(Ioad case 8), AA=- 15(load case 8), Z= 11(load case 8), Y= 13(load case 8), X=- 6(load case 8), W= 36(load case 8) Max Gray B= 339(Ioad case 2), T= 339(load case 3), AE= 60(bad case 2), AC= 92(load case 3), AF= 96(load case 2), AG= 131(load case 2), AH= 128(load case 2), A1= 130(Ioad case 2), AJ= 122(load case 2), AK= 156(load case 2), AL= 92(load case 4), AB= 91(load case 3), AA= 131(bad case 3), Z= 128(load case 3), Y= 130(Ioad case 3), X= 122(load case 3), W= 156(load case 3), V= 92(load case 4) FORCES (Ib) - TOP CHORD BOT CHORD WEBS First Load Case Only A -B =55, B-C=-58, C-D=-29, D- E=-32, E- F=-31, F-G=-31, G-H=-31, H- I =-32, 1,1 =21, J- K=-31, K- L=-31, L- M = -21, M-N=-32, N- 0=-31, O -P=31, P- Q=-31, Q -R =32, R -S =-29, S- T=-58, T U =55 B -AL=O, AK -AL=O, AJ -AK =0, AH -A1 =0, AG -AH =0, AF -AG =0, AE -AF=0, AD -AE =O, AC- AD =11, AB- AC =11, AA- AB =11, Z- AA =11, Y -Z =11, X -Y =11, W -X =11, V -W =11, T -V =11 J- AE =-61, L- AC =-61, I- AF=60, H- AG =-86, G- AH =-86, F- AI =-85, E-AJ=-84, D- AK=91, C-AL=-74, M- AB =-60, N- AA =-86, O -Z=86, P- Y =-85, Q- X=-84, R-W=-91, S-V=-74 NOTES 1) 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" 2) All plates are 1.5x4 MI120 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. Continued on page 2 Warning • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE US@ D ign valid for use only with MITek connectors. This design b based only upon parameters shown, and Is for an Individual building component to be alled and loaded verticaly. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss • igner. Bracing shove is for lateral support of Individual web members only. Addtdonal temporary bracing to insure stability during construction b the ponsib iky of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance arding fabrication, quality control, storage, delivery, erection and bradng, consult OST-88 Quality Standard, DSB-89 Bradng Speci ication, and HIB -91 • dling Installing and Bracing Recommendation available from Truss Plata Institute, 583 D'Onofrio Drive, Madison, WI 53719 :a:s. �.lax:cr rc:.s�t.:J:::::.w::�C.'•x io. EXPIRES: 01 -24 -04 June 9,2003 m MiTek€' o. MSS rues ype •ty • a ■ ••• 1 ' - 1 pr. •2 t•• ms R9334986 2550A -3C F1 COMMON 1 1 ^• •r • .— _ • �� Job Reference (optional) .UUU se 191003 MITek Inclustnes, Inc. Fn Jun 06 16:10:10 2003 Page NOTES 4) Gable studs spaced at 1 -0-0 oc. 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. LOAD CASE(S) Standard 1Warning • Val* design paraeraters and READ NOTES ON THIS MW INCLUDED MITER REFERENCE FACIE 6411-7473 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 and based vertically. Applicabuity of design paramenlers and proper Incorporation of component Is responsibility of building designer - not thus designer. Bracing shown Is 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 the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, qual control, storage, delivery, erection and bradng, Consult QST.88 Quality Standard, DSB.89 Bracing Specification, and HIB-91 Handling Installing and ring Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 MIF MiTek° ,. ',. FLiarni .. aa:,.:. m .. :...:......:.aw+,.!.:w+w:.C«: • .:�Yk +s ail: ilia 14 i4 t ' Job 2550A -3C Truss F2 Truss Type COMMON ay 4 Ply 1 BAY DEVELOPMENT #5-213 PLAN 2550 -A3C mis R9334987 Job Reference (optional) BMC WEST. EN.ERETT. WA 982054212 5.000 s Feb 19 2003 MiTek Industries. Inc. Fri Jun 06 16:10:11 2003 Paae 1 0-0-0 I -2 -0-0 1 2-0-0 4.8.1 4-8-1 11 -5.8 6-9-7 1 18.2 -15 4x8 11 D 6-9-7 1 22-11-0 4-8-1 -0 24-11-0 2 -0-0 Scale =1:44.0 0-0-0 7 -7 -2 7 -7 -2 1 15 -3-14 7-8-12 0.0.0 22 -11-0 7 -7 -2 Plate Offsets (X,Y): [B:0-4-12,0-1-8], [F:0-4-12,0-1-8] • 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 0.71 BC 0.75 WB 0.17 DEFL in (Ioc) 1/defl Vert(LL) -0.14 HJ >999 Vert(TL) -0.30 H-J >892 Horz(TL) 0.05 F n/a 1st LC LL Min 1/defl = 240 PLATES MI120 Weight: 85 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) B= 1086/0 -5-8, F= 1086/0 -5-8 Max Horz B= 75(load case 8) Max Uplift B= 268(load case 7), F= 268(Ioad case 8) FORCES (lb) - First Load Case Only TOP CHORD A -B =28, B-C=-1550, C-D=-1251, D-E=-1251, E -F --1550, F-G =28 BOT CHORD BJ =1367, IJ =892, H -1 =892, F -H =1367 WEBS C-Jr -311, D-J=407, D- H=407, E -H =-311 BRACING TOP CHORD BOT CHORD Sheathed or 3 -9 -10 oc purlins. Rigid ceiling directly applied or 10 -0-0 oc bracing. NOTES 1) Design load is based on 25.0 psf specified roof snow load. 2) Unbalanced snow bads have been considered for this design. 3) 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. LOAD CASE(S) Standard 0 Wanting - Verify des1On parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII•7473 BEFORE USE Design valid for use only with MiTek oonnedas. Mb design Is based only upon parameter shown, and is for an Individual building component to be Installed end loaded vertically. Applicablity of design paramenter and proper Incorporation of component is responsibility of bullding designer - not truss designer. Bracing shown is for lateral support of Individual web members ony. Additional temporary bracing to Insure stability during 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 lfabrication, nd B quality control, storage, delivery, erection and bracing, consult QST-88 Quality Standard, DSB-89 Bradng Specification, and HIB -91 Handling log racing Recommendation available from Truss Plate Instlede, 583 D'OnoMo Drive, Madison, W153719 EXPIRES: 01-24-04 June 9,2003 MiTek° Job 2550A -3C Truss M1 Truss Type MONO TRUSS Qty 3 Ply 1 BAY DEVELOPMENT #5-213 PLAN 2550 -A3C mis R9334988 Job Reference (optional) 411111iBMC WEST. EVERETT. WA 9820512 5.000 s Feb 19 2003 MiTek Industries. Inc. Fri Jun 06 16:16 2 2003 Paae 1 I -2 -0-0 2-0-0 1 4 -7-0 4 -7-0 I 0.0-0 8-11-0 4.4-0 I 1.5x4 11 0 1 4 -7-0 4-7-0 I 8-11-0 4-4-0 I Scale =1:27.9 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 0.44 BC 0.23 WB 0.21 DEFL in (loc) Udell Vert(LL) -0.01 E -F >999 Vert(TL) -0.06 A >419 Horz(TL) 0.01 E n/a 1st LC LL Min Udefl = 240 PLATES MI120 Weight: 37 lb 185/148 UMBER OP 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= 501/0 -5-8, E= 359/0 -2-0 Max Horz B= 130(Ioad case 6) Max Uplift 8=- 145(load case 7), E= 97(toad case 7) Max Gray B= 583(Ioad case 2), E= 412(load case 2) FORCES (lb) - First Load Case Only TOP CHORD A -B =28, B- 0=373, C-D = -0, D-E=-134 BOT CHORD B -F =329, E -F=329 WEBS C -F =85, C- E=-376 BRACING TOP CHORD BOT CHORD Sheathed or 6 -0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10 -0-0 oc bracing. NOTES 1) Design load Is based on 25.0 psf specified roof snow Toad. 2) Unbalanced snow loads have been considered for this design. 3) 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. 4) Provide mechanical connection (by others) of truss to bearing plate at joints) E. LOAD CASE(S) Standard IIIWanting • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE NII•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 {ceded veniality. Appicablfly of design paramenlers and proper Incorporation of component Is responsibility of building designer- not buss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of Me erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 Quality Standard, DSB-89 Bradng Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 683 D'Onob{c Drive, Madison, WI 63719 EXPIRES: 01 -24 -04 June 9,2003 Mr MiTek° au, g,0 (o 0 N o 13 00 H � N n� 0 m Z 0 ' og o. c co F n o gg 0- o EI 5.n • m 1 0. ONJ3V 11;0131,V1 X rrnn -k N IV m o0.-0 ,,,3�(D 0 0). 7,• c 3 m -° OO' 5t N (D ooa maw 111 a°33"o Z • y <000 -a o0 0 7• -D• a o m a5 ° o o' Z _. ` 0 5 0 3 n Os. 0c y N 3'� 2 (DN IN/1 IA D n v co ,< Z rn th a g r N-900016'M- ZZ0096 N n 0 w O CONNECTOR PLATE CODE APPROVALS WEBS ARE NUMBERED FROM LEFT TO RIGHT DSO 2 Q y rn oZ o m c 0 �71 cNnA W O AD 0 m c 0 •� ..gym rnp O () r H 1 O� �rn rn L 70 y TOP CHORD Mr- TOP CHORD L waisAS 6uiaaquanN 0 1993 MiTek® Holdings, Inc. - to :1'. GJ N O 0o V O' to A W N Q 0 1 Obi> -1 (p r in-0 n °c Cc °c °`'fl on O a (D i m: O :O 00> C oo n o (° 7.0 0 0 N n 0 �� O °� • 3 N n N 3 ��"• vR a•�-i .t., 1;57 ° ° ((DD " n a °, 0 N C O LFO tZi co O '^ ° n N o (j N (D N (j N 7° ' (� 5 a (Ct /� o' u,• al c O Cn"•� Ong °•? 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Professional Engineers & Planners 2901 South 40th Street Tacoma, Washington 98409 253 - 474 -9449 Fax: 253 - 474 -0153 INDEX Job Name Bay Development Plan #2550 Job No. 11,031 Sheet No. 1 By B.T. Date. 6/4/03 BASIS FOR DESIGN. 2 DESIGN LOADS. 3 LATERAL ANALYSIS. 4 —24 GRAVITY ANALYSIS. 25 -53 3rd CAR GARAGE OPTION 54 -57 LATERAL ANALYSIS. 3rd CAR GARAGE OPTION 58 -66 GRAVITY ANALYSIS. z w` 2 J U;. 0 w U. WI .1 �. CO u.. W O cnD �a =a F W Z z� F- O zt— �p ON 0 WW U U.O ..z H O z Sitts & Hill Engineers, Inc. Professional Engineers & Planners 2901 South 40th Street Tacoma, Washington 98409 253 - 474 -9449 Fax: 253 - 474 -0153 BASIS FOR DESIGN Job Name Bay Development Plan #2550 Job No. 11,031 Sheet No. 2 By B.T. Date 614103 BUILDING CODE: 1997 EDITION OF THE UNIFORM BUILDING CODE. LOADS: ROOF LIVE LOAD = 25 PSF (SNOW). re ROOF DEAD LOAD = 16 PSF. -i V FLOOR LIVE LOAD = 40 PSF (REDUCIBLE). 0 0 FLOOR DEAD LOAD = 12 PSF. STAIR LIVE LOAD = 100 PSF. Lu H WIND LOAD; 80 MPH WIND SPEED, EXPOSURE B. u_ SEISMIC ZONE 3 (Z = 0.30) w 0 2 FOUNDATIONS: SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 1'6" MINIMUM g Q BELOW FINISHED GRADE. ALLOWABLE BEARING VALUE = 2000 PSF. N <. =a CONCRETE: MINIMUM 28 DAY STRENGTH 3,000 PSI EXCEPT AS FOLLOWS: E- _ FOUNDATIONS 2,500 PSI = ? 1- i-0 z !- REINFORCING: BARS #5 AND LARGER: Fy = 60,000 PSI. w BARS #4 AND SMALLER: Fy = 40,000 PSI. > o U � STRUCTURAL STEEL: Op — STRUCTURAL STEEL: Fy = 36,000 PSI. W w BOLTS: A307 H V LL- 0. wZ U= O ~ WOOD: WOOD TYPE JOISTS 2X4 H.F. #2 2X6 OR LARGER H.F. #2 BEAMS WIDTH 4" OR LESS D.F. #2 WIDTH GREATER THAN 4" D.F. #2 LEDGERS AND TOP PLATES STUDS 2X4 2X6ORLARGER POSTS 4X4 4 X 6 OR LARGER 6 X 6 OR LARGER H.F. #2 H.F. #2 -H.F. #2 H.F. #2 H.F. #2 D.F. #1 GLUED - LAMINATED BEAMS (GLULAM): Fb = 2,400 PSI, Fv = 165 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI. Z 5 Sitts & Hill Engineers, Inc. Professional Engineers 2901 South 40th Street Tacoma, Washington 98409 253 - 474 -9449 Fax: 253 - 474 -0153 DESIGN LOADS Job Name. Bay Development Plan #2550 Job No. 11,031 Sheet No. 3 By B.T. Date. 6/4/03 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: FLOOR DEAD LOADS: 25 PSF (SNOW) FLR. COVER 1 PSF INSULATION 1.0 SHEATHING 3.0 FRAMING 3.0 BEAMS 2.0 MISC. MECH., & LGTN. 2.0 12 PSF TOTAL DEAD LOAD FLOOR LIVE LOAD: 40 PSF (REDUCIBLE) PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON z • Z W UO N �. W= _I F. N W O g -J _ = d: W Z� I— O Z 2 O H W W Z 0: LI O W•• Z SITTS & HILL ENGINEERS INC. _ 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Base Plan #2550 11031.mcd 06/05/2003 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 I:= 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 •Cal W V = 0.04 W Minimum 2.5•Ca1 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 Toads. Base Plan #2550 4 �!i:{ly.: {•, �,T,iJ'y"��i :; 'Sj �: �!" °•11:5 • 6X6 EAVE BRACES SCISSOR TRUSSES 10- 'Y� /111.1 11111 .. ��1111r11 1 III 1111. 11111111 II 111 1111111111; I V I i� 1 1 1 111111 '�glll III 1 1111 IIII 1 . 1111. Iyni11n111rnulinl . 11._ VIII /111111111 111 11111 ■.. 111111. •11�1111I11 1 Ir 1111110.. ll � rl�n rliilul� �Inn11. -1 11111 luppliliul■1. rnuu w iiunrnil.. r1111�■III 1111111, IIII IIII 11 1I�It111�111� • CEDAR SNAKE SIDN• 11 ru /� IIr I I r l llr �i1111 111111 r 1 r 'r BARGE BOARD Ali 11111 1f I11111 .Iiulrnn1411A R1n1�111111 1 ainlr n•I1nul�1 ■11111 wool ../1111 111_ 111111111, 1111 1111111 1 �Ii11 111 11111111 111(1 111111111111111111111111_ 1111 1 r_ 1u 1 Ir 1 11� 111 1,. 111/11111 1 1111 /11 111Ir11111 111111/111111 !1 1111.1111111 1111111 11111111111 11111 11111 1131111 IOr111L ■II:Ur111 /1111 t1UIU1r11UI ■7 111■irIr1111r11111r111 11111111111% ■_. •� ■1111111111 ■II ■ i1 1 IL 5/4x6 B u1/ BO TRIM 6 CEDAR B 11 AROIND WIN0OU1 ONLY 10 COLD' NORIL BEVEL TOOP R: It `•fr FRONT ELEVATION "A" 1/411, i• -011 CCNC. STOOP S/4' BARGE BOARD W/ 1X1 7R111 b' NOR12. BEVEL SIDING CONC. STOOP - j—CGNC. PATIO REAR ELEVATION "A" 7/411 =1, -011 : {.: '.t: t. `.,'4:ir. %"' - `' {:r.;h'` ^'cV; .•�:.. -ii' •. a ,, ^'if'• ,'i�� a......::1:. ^::F`.,{'.'. iCt.ii�'•rr.'::!��l�, S:'r tiai: • . r .n 12 N•XIS GABLE VENT 11, li•XIei• GABLE VENT 11 CAIN. CEILFG INSIDE MASTER SUITE r "9rG"1P °S3 1 11 11 1 1.4.11......:16...1 OPTIONAL 0)1 °1° ANC. STOOP O. PATIO` r RIGHT ELEVATION "A" 1,411z1,_01I GPT.1040 SKYLIGHT ON ,X6 CURB ROOF INC, BY CONTR. 6• NORM BEVEL SIDING ^� NAILER BENWD 5 /4X3 BARG 3. ON. 2020 SKYLIGHT ON 1x6 CURD MAN FLOOR PO:F_R METER LEFT ELEVATION "14 SITTS & HILL ENGINEERS INC. • 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Base Plan #2550 7— 11031.mcd 06/05/2003 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.l 0' to 15' 15' to 20' 20' to 25' 25' to 30' 30 to 40' qs := lb Iw := 1.0 Cq := 1.3 ft2 Ce Wind Pressure (osil Ce15 := .62 P1 := gs•Iw•Cq•Ce15 P1= 13.21bft2 Ce20 := .67 P2 := qs- Iw•Cq•Ce20 P2= 14.31bft-2 Ce25 := .72 P3 := gs•Iw•Cq•Ce25 P3 = 15.41bft-2 Ce30 := .76 P4 := gs•Iw•Cq•Ce30 P4= 16.21bft-2 Ce40 := .84 P5 := qs• Iw• Cq• Ce40 P5 = 17.9 lb ft -2 - - - - - -- - - - - -- -- GARAGE - -- 8.61bft- WIND SHEAR AT UPPER FLOOR DIAPHRAGM: W2 := P2.10•ft V2 =-142:8Ibft-I WIND SHEAR AT MAIN FLOOR DIAPHRAGM: Wt := W2 + P1.9•ft W ;= 261 81b& Base Plan #2550 Lea 3 1b' -I0• 7'•5 I/)' 10' -8 I/1 8' ••• 8• -6" ° T. TB • 40• AFP. (5) IS* SHELVES MOT BEDROOM CARPET F ... _ V.TA3, \ / 0 ' L - y,P - 1' -0" b' -0 In" (C3) 4x4 ~ 1 rn .aa.a .ara..< 2' -5 In• DEDROOM2 CARPET 5' -9 I/)" 9' -tl• RANA FLUE 2 BEDROOM 3 CARPET `OPEN TO ENTRY BELOW 5% • HD xe pp•) (CI) (5) 7•4 HF•7 FIxED FLAT CEIL 4' -3 I/)" 4• -7 3/4" 0 )4:s Ell 0 m 4xe DP) (3)30 -° 514 • I0' -0 70' -0" 4,48 DP) m Axe DFR 5°5° ox a' 70' -0" • 0 a r0-i LJ UPPER FLOOR PLAN ENGINEERING ROOF DE51GN LOADS. DL • 15 P5F LL • 75 PSF FLOOR DESIGN LOADS. DL •10 P5F LL • 40 PSF 50PARUALLS. • INDICATES SHE4pUALL T7R r• INDICATES TYPICAL EXTER! • — — _T INDICATES SHE • INDICATES SHE •ALL HEADERS ARE TO BE • • PROVIDE (1) 7x TRIT•¢R AT • PROVIDE 1717x POST AT AL TUBS 4 SHOWS FI.MDLOCK BETWEEN 511105. 1511T SHOWER FLOW TO 7S G • WALLS SHALL BE WATERPRC 10• ABOVE DRAW INLET. • ALL GLAZING INCLUDING '10• CF DRAIN INLET SHE SAFETY GLASS. NOTES: • SOLID 9LOCKNG OVER •- •FIRE BLOCKING • ALL R • WINDOWS ARE VINYL FRS.' ARE R/O WIDTH t HEIGHT TYP E)(TLIALLS TO BE 21 SD. SICKE DETECTORS IIOV. 0 W/ BATTERY BACKUP. RE, O SMOKE DETECTORS T' ALL BEDROOMS O 77• X 30• ATTIC ACCE p ILHOLE HOUSE .AN V,T. 510E ROOF CF HOUSE O HIG 4 0LL1 RETURN AIR 3. OOLLN FRCH CEILIN[ Q CPTICNAL 7.4 SKTLIG• © STD. 7'x7' SKYLIGHT IN 7' -5- FROM TUB WALL SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Base Plan #2550 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown • Upper Floor Wall Line AA: Distance between Lines of Resistance: Total Wall Length: Wind Shear vaa L4 := 29•ft W2 = 142.81b ft-1 Laa:= 18•ft Plate Height: }1 := 8.ft W2•L4•.5 Laa vaa = 115.11b ft -1 Seismic Tributary Weight: Roof := 16.psf.34.ft.-22 -ft Roof = 78881b 2 Wall := 10•psf•34•ft•5•ft Wall = 17001b W := Roof + Wall W = 95881b Sf�ar =/Nail, Type; l? ;1: =6 Capac6=.278`PLF Seismic Force: E , .— V W Eaa = 87.21bft-1 Wind Controls Design Laa Check watt section: laa := 18•ft Overturning Moment: OTM := vaa•1aa•H OTM = 16569.9lbft Dead Toad resisting: Roof := 16•psf•2•ft•laa•. Roof = 5761b Wall := 10•psf•Hw laa Wall = 14401b Total := Roof + Wall Total = 20161b Resisting Moment: Net Uplift: DLR := Total.laa 2 U :_ OTM — DLR laa DLR = 181441b ft U = -87.4 lb No Holdown. Base Plan #2550 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Base Plan #2550 jcv 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Upper Floor Wall Line BB: Distance between Lines of Resistance: L3 := 23•ft L4:= 29.ft W2 = 142.81b ft-1 Total Wall Length: Lbb := 10.ft Plate Height: HW := 8.ft W2•(L3 + L4)•.5 Wind Shear vbb Lbb Seismic Tributary Weight: vbb = 371.41b ft-1 Sfi"ear'WaII:.Tjipe P1=4 Capacity;' =;4`18 PLF .. Roof := 16•psf • 28• ft. 23 + 29 ft Roof = 116481b 2 Wall := 10•psf•28•ft•5•ft Wall = 14001b W := Roof + Wall W = 13048 lb Seismic Force: Ebb •— V W Ebb = 213.5lbff1 Wind Controls Design Lbb Check wall section: lbb := 10.ft Overtuming Moment: OTM := vbb•lbb•HW, OTM = 29711.6Ibft Dead Toad resisting: Roof := 16•psf•2•ft•lbb Roof = 3201b Wall := 10•psf•Hw lbb Wall = 8001b Total := Roof + Wall Total = 1120 Ib Resisting Moment: Net Uplift: DLR := Total lbb U OTM — DLR lbb 2 DLR = 5600lb ft U = 2411.2 Ib Simpson Straps MST37. Base Plan #2550 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 ' Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Base Plan #2550 11 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Upper Floor Wall Line CC: Distance between Lines of Resistance: L3 := 23.ft Total Wall Length: Lcc := (5 + 5).ft W2•L3•.5 Wind Shear vcc Lcc Seismic Tributary Weight: W2 = 142.81bft-t Plate Height: vcc = 164.31b ft-t Roof := 16•psf•28.ft. 2 .ft Roof = 51521b Wall := 10•psf•28•ft•5•ft Wall= 14001b Seismic Force: W := Roof + Wall W = 65521b V•W — Ecc Lcc H„,,:= 8•ft Sheari;Wall.Typ. P1.=6 � ir. Cbpacity =;278 PLF E , = 107.21bft- Wind Controls Design Check wall section: lcc := 5.ft Overturning Moment: OTM := vcc•lcc•HW OTM = 6570.81bft Dead load resisting: Roof := 16•psf•2•ft•lcc Roof = 1601b Wall := 1 0•psf•Hw 1cc Wall = 4001b Total := Roof + Wall Total = 5601b Resisting Moment: Net Uplift: DLR := Total. lcc 2 U OTM – DLR lcc DLR = 14001b ft U = 1034.21b Simpson Straps MST37. Base Plan #2550 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Base Plan #2550 lT' 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown • Elevation "B" Wall Line CC: Distance between Lines of Resistance: L3 := 23•ft Total Wall Length: Wind Shear Lcc := (3 + 4 + 3)•ft W2•L3•.5 vcc :_ Lcc Seismic Tributary Weight: Roof := 16•psf•28•ft•23 •ft 2 Wall := 10•psf•28•ft•5•ft Seismic Force: W := Roof + Wall VW EC° _ Lcc Check wall section: lcc := 3.ft Overturning Moment: Dead Toad resisting: Resisting Moment: Net Uplift: W2 = 142.81b ft -' Plate Height: Hw, := 8.ft vcc = 164.31b ft-1 Roof = 51521b Wall= 14001b W = 65521b SliearIWalllype P1 -6 1O'd nails ;6" O.C. Capacity' = 2.7& PLF:. Ecc = 107.21bft -t Wind Controls Design OTM := vcc•lcc•Hw, Roof := 16•psf•2•ft•lcc Wall := 10•psf•Hw lcc OTM = 3942.51b ft Roof = 961b Wall = 240 lb Total := Roof + Wall Total = 336 Ib DLR := Total. icc 2 U :— OTM — DLR lcc DLR = 5041b ft U = 1146.2 lb Simpson Straps MST37. Base Plan #2550 SITTS & HILL ENGINEERS INC. . 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Base Plan #2550 i�s 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Upper Floor Wall Line DD: Distance between Lines of Resistance: L1 := 34•ft W2 = 142.81bfft Total Wall Length: Ldd :_ (8.5 + 18).ft Plate Height: HW := 8•ft Wind Shear W2•L1 •.5 vdd Ldd Seismic Tributary Weight: vdd = 91.61b ft-t Roof := 16•psf.42.ft. 34 •ft Roof = 114241b 2 Wall := 10•psf•42•ft•5•ft Wall = 21001b Seismic Force: W := Roof + Wall W = 135241b _ y•W Edd Ldd SFiear VU;all`TjPe.. P1 =6 10d; nails @r'63.O C Capacity'= 270iplf .. • Edd = 83.5 lbft t Wind Controls Design Check wall section: ldd := 8.5•ft Overturning Moment: OTM := vdd•ldd•HW OTM = 6231.21b ft Dead Toad resisting: Roof := 16•psf • 16•ft•ldd Roof = 21761b Wall := 10•psf•Hw ldd Wall = 6801b Resisting Moment: ,U Net Uplift: Total := Roof + Wall Total = 2856 Ib DLR := Total• ldd U OTM — DLR 1dd 2 DLR = 121381b ft U = - 694.91b No Holdown. .h Base Plan #2550 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Base Plan #2550 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Upper Floor Wall Line EE: Distance between Lines of Resistance: L2 := 28•ft W2 = 142.81bft-' Total Wall Length: Wind Shear vee Lee := 14.5•ft W2•L2•.5 Lee Seismic Tributary Weight: Roof := 16 psf 42•ft 28 ft Wall := 10•psf•42•ft•5•ft Seismic Force: W := Roof + Wall V•W EOe _ Lee Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: lee := 14.5•ft Plate Height: HW := 8.ft vee = 137.91b ft-t Roof = 94081b Wall = 21001b W = 115081b Shear. Wall@Type P.O:G1 6 Capacity, =; 2778 Eee = 129.91b ff t Wind Controls Design OTM := vee•lee•HW OTM = 15998.5 lb ft Roof := 16•psf•12•ft•lee Roof = 27841b Wall := 10•psf•Hw 1ee Wall = 11601b Total := Roof + Wall Total = 39441b DLR := Total. lee 2 OTM — DLR U lee DLR = 28594 lb ft U = - 868.71b No Holdown. Base Plan #2550 SITTS & HILL ENGINEERS INC. . 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Base Plan #2550 I� 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Upper Floor Wall Line FF: Distance between Lines of Resistance: L1 := 34.ft W2 = 142.81b ft-t Total Wall Length: Lff := (4 + 4).ft Wind Shear vff W2•Ll..5 Lff Plate Height: Hw:= 8•ft vff = 303.51b ft-1 Seismic Tributary Weight: Roof := 16•psf•16•ft•34•ft . Roof = 87041b Wall := 10•psf•16•ft•5•ft Wall = 800Ib W := Roof + Wall W = 95041b Seismic Force: V•W ER Lff Shear. Wail`s 1:Qd:.nails 4::0: Capacity = 4'18' Eff= 194.41bf {1 Wind Controls Design Check wall section: lff := 4.ft Overturning Moment: OTM := vff•lff•Hw OTM = 9713.41bft Dead Toad resisting: Roof := 16•psf•2•ft•Iff Roof = 128 Ib Wall := 10•psf•Hw lff Wall = 3201b Resisting Moment: Net Uplift: Total := Roof + Wall Total = 448 lb DLR := Total.1ff 2 U :_ OTM — DLR lff DLR = 896 lb ft U = 2204.3 Ib Simpson Strap MST37. Base Plan #2550 a)94xD DP7 FAMILY Rt-t, CARPET DIRECT VENT DAD FA. 4171_ TEN) I DTTI DILL K WINDOWS • 35 TC.11E11 AFF. KITCHEN 145 GA5 SuUT CFF 10%1 I/2" 8%0* TOE KICK td 1' E VENT IN WALL EX TO TER 0R Lau (3) 2X6 (CU (5) 74, 74. TB • 40* AF.F. • 7JD 14).F WALL .7,1- ?fir R4:4 c NINC3 R1-1, 2Ttb CARPET VAULT WALF WALL 10' 0* 2kb FURRING TN LAUNDRY 1. ENTRY 10' (CI) (5) 7,14 WF 2' r(4124 i-F•7 (env 5 1/5•45° (74F-v4) (4)2x 4/ BLOCKING PANELS REDD 4XD DP. Itso GARAGE 4, ECG. 5446.SLOPE TOWARDS 01-4 000R 3'• 1/4" 3.-9 I/4° MU 4410 DM 4 i•F,1 T POST rrr 44 1e07 PT P052 Tv, (NOLO UP) (0r1.1) 3 1/8•46 frP(74F-V4) OK. • wpR cf--LE CF WALL ABOVE 42A (141).447 DP 7 14DR 4W 1661 OA GAR. OR (412k WV 2042' 40%0" • l'•5 I/2" FLOOR PLAN • • •.!.(;;;.2)0.;(AAw.1.24 w EN FLG DL LL 11- 514E • it■ a.r.. 2 • 7.r. 10 • sip 0 0 '• U) • 50. CO 11) 111 • ALL FRC • L2LALLC u j 0 E: u_ 2 P P N.4 FIRE g 5 •soLiL ci • WIND• ▪ 1.1).r. ARE •TTP. • Z • SMCK BATT 0 SEE 1 Z • 9-1Ci, 1.1.1 w BEDF 2 • 0 Dia 0 in cc At. " uj • 0 1— r7 24 Z W o SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Base Plan #2550 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Main Floor Wa1I Line A: Distance between Lines of Resistance: L4 := 29•ft W1 = 261.81bff1 Total Wall Length: La := (4 + 5.5 + 5).ft Plate Height: HH, := 9.ft Wind Shear va:= W1•L4•.5 La Seismic Tributary Weight: Roof := 16•psf•34•ft•?9 •ft 2 Wall := 10•psf.34•ft•12.5•ft Floor := 12•psf•34•ft. —•ft 2 W := Roof + Wall + Floor Seismic Force: V•W Ea . La Check wall section: Overturning Moment: Dead Toad resisting: Resisting Moment: . Net Uplift: va = 261.81b ft-1 Shear r•V @ T_ ype,l?1 =6 1;Qd nails: 6" O:C.. Capaciiti*:278'.FLF " Roof = 78881b Wall = 42501b Floor = 59161b W = 180541b Ea = 203.71b ft-1 la := 4.ft OTM := va•la•HW Roof := 16•psf.2.ft•la Wall := 10•psf•Hw la Floor:= 12•psf•7•ft•la Total := Roof + Wall + Floor DLR := Total. la 2 U := OTM – DLR la Wind Controls Design OTM = 9425.1 lb ft Roof = 1281b Wall = 3601b Floor = 336 lb Total = 824 Ib DLR = 16481b ft U = 1944.3 Ib Simpson Holdown. HPAHD22. Base Plan #2550 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Base Plan #2550 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown • Main Floor Wall Line B: Distance between Lines of Resistance: L3 := 23•ft Total Wall Length: Wind Shear L4:= 29•ft W1 = 261.81bff Lb := (5.5 + 9).ft Wi•(L4 + L3)•.5 vb Lb Seismic Tributary Weight: Roof := 16•psf•34•ft• 23 + 29 2 ft Wall := 10•psf•34•ft-12.5- ft Floor:= 12•psf•34•ft 23 + 29 ft 2 W := Roof + Wall + Floor Seismic Force: E — VW b• Lb Check wall section: Overturning Moment: Dead Toad resisting: Resisting Moment: Net Uplift: Plate Height: vb = 469.51b ft-' Roof = 128 lb Wall = 42501b Floor = 106081b W = 290021b Eb = 327.31b fft lb := 5.5.ft OTM := vb•lb•Hw Roof := 16•psf•2•ft•lb Wall := 10•psf•Hw 2•lb Floor := 12•psf•12• ft- lb Total := Roof + Wall + Floor DLR := Total- lb 2 OTM — DLR lb Hv,,:= 9.ft Shaar;WallType P1 -3 10d:riaiis':.@ Capacity -:545 PLF Wind Controls Design OTM = 23237.9 lb ft Roof = 1761b Wall = 990 Ib Floor = 792 lb Total = 19581b DLR = 5384.51bft U = 3246.1 lb Simpson Holdown PHD2. Base Plan #2550 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Base Plan #2550 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Main Floor Wall Line C: Distance between Lines of Resistance: L3 := 23.ft Total Wall Length: Wind Shear vc :- Lc := (2 + 2).ft W1•L3•.5 Lc Seismic Tributary Weight: Roof := 16•psf•20 ft• .ft Wall := 10•psf•20•ft•12.5•ft Floor:= 12•psf•20•ft• 23 —ft 2 W := Roof + Wall + Floor Seismic Force: E - V•W Lc W1 = 261.81bft-1 Plate Height: HW := 9•ft vc = 752.71b ft-1 Ec = 365.71b ft -1 See:- Garage PaneI fbr.Nailiiig',Spacing, Detail 403. Roof = 36801b Wall = 25001b Floor = 27601b W = 89401b Wind Controls Design Note : SEE GARAGE RESTRAINT PANEL FOR NAILING SPACING, AND HOLDOWN TYPES, DETAIL H3 SHEET S1.4 Base Plan #2550 SITTS & HILL ENGINEERS INC. . 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Base Plan #2550 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Main Floor Wall Line D: Distance between Lines of Resistance: Ll := 34.ft Total Wall Length: Ld := 30.5.ft Wind Shear Wt•L1•.5 vd Ld Seismic Tributary Weight: Seismic Force: Roof := 16•psf .42.ft. 34 ft 2 Wt = 261.8Ibf{1 Plate Height: HW:= 9•ft .1 hea .11Vall'.`Type:P1 -6 vd = 145.91b ft 10cl.iails @'.e ".'O:C: Capacity =f278 FLF • Roof = 114241b Wall := 10•psf•42•ft•12.5•ft Wall = 5250Ib Floor := 12•psf•42•ft. 24 •ft Floor = 8568 Ib W := Roof + Wall + Floor W = 252421b Check wall section: E V•W a — Ld Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: Id := 30.5•ft Ed = 135.41b ft-1 OTM := vd•ld•HN, Roof := 16•psf.16. ft.ld Wall := 10•psf•Hw 2•1d Floor:= 12•psf•1.3•ft•1d Total := Roof + Wall + Floor DLR := Total. ]d 2 U :- OTM — DLR Id Wind Controls Design OTM = 40056.9 lb ft Roof = 78081b Wall = 54901b Floor = 475.81b Total = 13773.8 lb DLR = 210050.4 lb ft U = — 5573.61b No Holdown. Base Plan #2550 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Base Plan #2550 Z1 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Main Floor Wall Line E: Distance between Lines of Resistance: L5 := 20•ft W1 = 261.81b ff I Total Wall Length: Wind Shear Le := 16.5•ft WI•L5 ve Le Seismic Tributary Weight: Roof := 16•psf•42•ft• 20 2 20 ft Wall := 10•psf•42•ft• 12.5•ft Floor:= 12•psf•42•ft• 20 + 20 ft 2 W := Roof + Wall + Floor Seismic Force: Check wall section: Overturning Moment: Dead load resisting: E — V•W e Le .Resisting Moment: Net Uplift: le:= 16.5•ft Plate Height: HW := 9.ft ve = 317.31b ft-1 Roof = 134401b Wall = 52501b Floor = 10080 lb W = 287701b Ee = 285.3 lb ft-I OTM := ve•le•HW Roof := 16•psf•12•ft•le Wall := 10•psf•Hw 2.1e Floor := 12•psf• 1.3•ft•le Total := Roof + Wall + Floor •Shearyl/all@:Type P1-4 Wind Controls Design OTM = 47125.7 lb ft 'DLR := Total. le 2 U OTM — DLR le Roof = 31681b Wall = 29701b Floor = 257.41b Total = 6395.4 lb DLR = 527621b ft U = - 341.61b No Holdown. Base Plan #2550 SITTS & HILL ENGINEERS INC. . 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Base Plan #2550 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Main Floor Wall Line F: Distance between Lines of Resistance: Total Wall Length: Lf := 10.ft Wind Shear W1•L1•.5 vf ._ Lf Seismic Tributary Weight: LI := 34•ft W1 = 261.81bft-t Roof := 16•psf.16.ft. 2 .ft Wall := 10•psf. 16.ft• 12.5•ft Floor := 12•psf• 16•ft 34 ft 2 W := Roof + Wall + Floor Seismic Force: Check wall section: Overtuming Moment: • Dead Toad resisting: V•W Ef:= Lf Resisting Moment: Net Uplift: if := 10•ft Plate Height: HW := 9.ft vf = 445.1 1b ft.t Shear; W ll Type<j 3 1 Od nails: @; ^3 " "O ?C Capacity =:;545 Roof = 4352 Ib Wall = 20001b Floor = 3264 lb W = 96161b Ef = 157.41b ft-1 OTM := vf•lf•HW Roof := 16•psf•2•ft•lf Wall := 10•psf•Hw 2.1f Floor := 12 psf 1.3 ft If Total := Roof + Wall + Floor Wind Controls Design OTM = 40056.9 lb ft DLR := Total. if 2 OTM — DLR If Roof = 3201b Wall= 18001b Floor = 156 Ib Total = 22761b DLR = 113801b ft U = 2867.7 Ib Simpson Holdown. STHDI4RJ. ?+i:r:.'�sw..w;.uo w. .w♦ ...w �.w.r..:vad..i i..'�1.ii'I:i Base Plan #2550 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Base Plan #2550 2`5 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Main Floor Wall Line G: Distance between Lines of Resistance: L5 := 20•ft W3 = 158.61b& Total Wall Length: Lg:= (4 + 8.5)•ft Wind Shear W3•L5•.5 vg . L g Seismic Tributary Weight: Plate Height: vg = 126.91bft-t Roof := 16•psf.31 •ft• 20 .ft Roof = 49601b Wall := 10•psf•31.ft•5•ft Wall = 15501b W := Roof + Wall W = 65101b HW := 9.ft Sh'ear.Walflype_ PC1 .6 Seismic Force: Eg := V•W Eg = 85.21bft-t Wind Controls Design Lg Check wall section: lg := 4.ft Overturning Moment: OTM := vg•1g•HW OTM = 4568.3 lb ft Dead Toad resisting: Roof := 16•psf•2•ft•lg Roof = 1281b Wall := 10•psf•Hw lg Wall = 360 Ib Resisting Moment: Net Uplift: Total := Roof + Wall DLR := Total • lg 2 U OTM — DLR lg Total = 4881b DLR = 9761b ft U = 898.1 lb No Holdown. Base Plan #2550 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Base Plan #2550 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Main Floor Wall Line H: Distance between Lines of Resistance: L6:= 31.ft W3 = 158.61be Total Wall Length: Lh:= (3 + 3).ft Wind Shear vh W3•L6..5 Lb • Seismic Tributary Weight: Seismic Force: Check wall section: lh := 3.ft Overturning Moment: Dead Toad resisting: Roof := 16 psf 20 ft• 21 ft Wall := 10•psf•20.ft•5•ft W := Roof + Wall V•W Eh. Lb Resisting Moment: Net Uplift: Plate Height: vh = 409.81b e Roof = 49601b Wall = 1000 lb W = 59601b Eh = 162.51b ft-1 OTM := vh•lh•HW Roof := 16•psf• 16•ft•lh Wall := 10•psf •H,,;1h Total := Roof + Wall DLR := Total- ]h 2 OTM — DLR U . lh HW := 9.ft Stea'r;Vyall 1`jrpe: P ?I `.4 1'Od'nails ©4" Q .0 Capacity =;'4.18: PLF `; Wind Controls Design OTM = 11063.81b ft Roof = 7681b Wall = 2701b Total = 10381b DLR = 15571b ft U = 3168.91b Simpson Holdown STHDI4RJ Base Plan #2550 BLOCK FOR SIDING DS.L &HEATH OPTIONAL 74'X40• IISKYLIGI T 111 11=N 7X• CURL) 1 I 1. 1. I J. W 3 NU 7B' CGY4101 TRUSSES • 74. OC. TRUSS l I 4' -0' PER PI 4 r�- DS.0 TN TRUSS P1•4 X Y HT i 7 au!15 21.10' GIRDER TRUSS n•• Ro RIDGE C r 617 PTCH 342 PITCH INSIDE SIDING _ _: (0)70' -0• COTYION TRUSSES • 74. OL. 61t PITCH 30I2 PITCH INSIDE D5. 1 1 EDG R ,.<a 0 b. 11-17.73 (3J11' -t JACK T 1JS5:5 1 J INSTALL LASHING DIVERTE- TO GUTTER 5.4 BARGE BOARD WI IX) TRIM Ib 7X4 RAFTERS W/ 7X4 CEILING JOISTS • 24. OC. 5/4 BARGE BOARD W/ IX7 TRIM INSTALL FLASHING DIVERTER W GUTTER n5n 642 1F'11CH 4.0 PITCH r4SIDE O • g), OPT INTER O• RIDGE RIDGE ❑ (2) AF 430 R04 VEN 5 4X 3 ROOF FRAMING PLAN '4' go ° I /a ". I' -0" ATTIC VEN' DESCRIPTION 0 ARE Aii 1354 S. 445 SF. 716 SF. O S0 SF. UPI 0.50 RIO% WR • (10P •ROOF VENTS • AfSFJ r3dD.T. • EAVE VENTS • A /SF) (300X7 UOTE, 1,tRT !R155 so.tcE AT E. MO= . E,OI MCC( TO 1/AV WITH V4• WIFE rESH 13 RAG ING: (7) 1•4 UP TO 10'.0• LC (7) 2,6 I0'-0• TO I4'•0 (317x5 OVER U'•0• LC NOTES: • SEE ENGINEER114C. FOF OTHERWISE NOTED. • VENTED BLCCJJNG C . ROC OVERHANGS TO • ROOF PITCHES TO BE • SKYLIGHTS ON 7x6 CL• • TRUSSES f RAFTERS 5 OTTER WISE NOTED. a 4, ENG. ROOF DL LL • •SEE Fi TRUSS NOTES • ALL TR JSSES SHALL • ALL TRUSSES SHALL BE T7:.T4.FACTURS SPECIFIC • TRUSSES WLL NOT DE F DEPT. APPROVAL CR E • ALL TAL>SE5 SHALL ll- 51TE FCR FRAMING INSP.! • ALL CONIECTICNS CF R n.e.N GIRDER TO BE PR • TRUSS DRAWINGS TO BE WASHINGTON STATE 5TRL • TRUSSES SHALL BE nA1. UNDER THE REOUI(EMEN. BEAR THE Q1IALITY CON (•L:NV: CTURNG PLANT': SPACING SECTION 7343 • APPROVED HANGERS SI RAFTERS. JACK OR HIP ' SECTIONS 731!5. 7303.4. 7: • LIGHT TTETAL PLATE CO • • IDENTFCATIOt1 NFCR1A: PEW1ANENILY AFFIXED FOLLOW /K.. A IDENTIFICATION c 0. THE DESIGN 1.0- G. THE TRUSS SPAC • ALL ROOF TRUSSES SHAL FRN'•.EU10RC AND SUPPC PART OF THE uHOLE BUIL WELL FITTED AND SHALL BEFORE ANY LOAD 15 PL ER.•CING SHALL BE USEC • ROOF TRU5EE5 SHOULD E BEARING BY SOLID BLDG DISPLACETIENT. THEY 51- TO RESIST WIND SUCTION 71'.l0• Ca•TTICN TRUSSES • 74. 0.C. STUB BACK 10'•I V)• RIGHT r U TY JII. I . .. • 1•'',•. ��4 , CT 0 uI ❑ 1 1 1 tt y \ W 3 NU 7B' CGY4101 TRUSSES • 74. OC. TRUSS l I 4' -0' PER PI 4 r�- DS.0 TN TRUSS P1•4 X Y HT i 7 au!15 21.10' GIRDER TRUSS n•• Ro RIDGE C r 617 PTCH 342 PITCH INSIDE SIDING _ _: (0)70' -0• COTYION TRUSSES • 74. OL. 61t PITCH 30I2 PITCH INSIDE D5. 1 1 EDG R ,.<a 0 b. 11-17.73 (3J11' -t JACK T 1JS5:5 1 J INSTALL LASHING DIVERTE- TO GUTTER 5.4 BARGE BOARD WI IX) TRIM Ib 7X4 RAFTERS W/ 7X4 CEILING JOISTS • 24. OC. 5/4 BARGE BOARD W/ IX7 TRIM INSTALL FLASHING DIVERTER W GUTTER n5n 642 1F'11CH 4.0 PITCH r4SIDE O • g), OPT INTER O• RIDGE RIDGE ❑ (2) AF 430 R04 VEN 5 4X 3 ROOF FRAMING PLAN '4' go ° I /a ". I' -0" ATTIC VEN' DESCRIPTION 0 ARE Aii 1354 S. 445 SF. 716 SF. O S0 SF. UPI 0.50 RIO% WR • (10P •ROOF VENTS • AfSFJ r3dD.T. • EAVE VENTS • A /SF) (300X7 UOTE, 1,tRT !R155 so.tcE AT E. MO= . E,OI MCC( TO 1/AV WITH V4• WIFE rESH 13 RAG ING: (7) 1•4 UP TO 10'.0• LC (7) 2,6 I0'-0• TO I4'•0 (317x5 OVER U'•0• LC NOTES: • SEE ENGINEER114C. FOF OTHERWISE NOTED. • VENTED BLCCJJNG C . ROC OVERHANGS TO • ROOF PITCHES TO BE • SKYLIGHTS ON 7x6 CL• • TRUSSES f RAFTERS 5 OTTER WISE NOTED. a 4, ENG. ROOF DL LL • •SEE Fi TRUSS NOTES • ALL TR JSSES SHALL • ALL TRUSSES SHALL BE T7:.T4.FACTURS SPECIFIC • TRUSSES WLL NOT DE F DEPT. APPROVAL CR E • ALL TAL>SE5 SHALL ll- 51TE FCR FRAMING INSP.! • ALL CONIECTICNS CF R n.e.N GIRDER TO BE PR • TRUSS DRAWINGS TO BE WASHINGTON STATE 5TRL • TRUSSES SHALL BE nA1. UNDER THE REOUI(EMEN. BEAR THE Q1IALITY CON (•L:NV: CTURNG PLANT': SPACING SECTION 7343 • APPROVED HANGERS SI RAFTERS. JACK OR HIP ' SECTIONS 731!5. 7303.4. 7: • LIGHT TTETAL PLATE CO • • IDENTFCATIOt1 NFCR1A: PEW1ANENILY AFFIXED FOLLOW /K.. A IDENTIFICATION c 0. THE DESIGN 1.0- G. THE TRUSS SPAC • ALL ROOF TRUSSES SHAL FRN'•.EU10RC AND SUPPC PART OF THE uHOLE BUIL WELL FITTED AND SHALL BEFORE ANY LOAD 15 PL ER.•CING SHALL BE USEC • ROOF TRU5EE5 SHOULD E BEARING BY SOLID BLDG DISPLACETIENT. THEY 51- TO RESIST WIND SUCTION • BLOCK FOR SJQUYs D5. MF� L. dti� - -� 7E1•i. w ;1 liii 74•X48• L. { IISKYLIGHT II :. • .I I �,� 7X6 CU�1I\J •..y ;6 Ti ,0 SHEATH PER P DS 6117 P TCH 3.17 P Cu IN [1r• 1 GT_.7 I g III I 20' GIRDER TRU55 11 ji om, K I I§ ■1``IIIo� ivir . im-drearv-1-4-11 m-mmolige 'Immommusi Nualtmo---1 '1111M1111111 LINIMMIBMININ 111111111120 NOM 1.1111111111/1■1•1111M I NEIN 111,„15'.10* ES 24• CN —�■_I� I r TRUSSES • 74. 04 ■ ■ ❑ 1i t. - nJ 7mw• corrlcN TFZUS � !', � Q .....„-„„...„.. s .. '� Ill SSES • 74. OL. 05A• ■ 6117 PITCH . '1 MIMI 3.17 PITCH INSIDE ■ 101.11111111 tifilMilMi III WIEMEiniiiill SIDE c 41 9 5•4 BARGE BOARD W/ 1X7 TRIr1 INSTALL FLASHING DIVERTER TO GUTTER 5/4 BARGE BOARD W/ 1X7 TRIH 7X4 RAFTERS WI 7)44 CEILING JOISTS • 74. OC. -INSTALL FLASHING DIVERTER TO GUTTER ROOF FRAMING. PL AN '5' 2 O D.S. CO 2J ATTIC VENT IL/ DESCRIPTION 0 0 AREA •11N. • F Rya Km 094 S1. 446 Sf. 3 O 716 SF. 0 SO SF, E:LN 0.50 FTXF HNT • (N150 57 N 144 • ROOF vE74T$ • A (SP) (300X7X211/ • EAVE VENTS • A OF) (300X7X OS/ NM INERT TR.65 :P:aa AT LINES IC B.CCXED • E.01 ELroc 101UVE Mr • 4ITH 1/ 4• WIRE MESH NOTES: • SEE ENGINEERING FCR Etl OTHERWISE NOTED. • VENTED BLOCKING CVER • ROOF OvERNMGS TO BE 1 • ROOF PITCHES TO BE 6fa • SKYLIGHTS ON 7.6 CURB • • TRUSSES G RAFTERS SHALL OTHERWISE NOTED. ENG NE ER Its ROOF DESIGN LOAD: DL • 4.5 P`-•F LL • 75 P44' • SEE FLOOR PLANS F. TRUSS NOTES: • ALL TRUSSES SHALL CARR' • ALL TRUSSES SHALL BE W5 T•tANLFACT:RS SPECIFICATIC • TRUSSES ILILL NOT BE FIELC DEPT. APPROvAL CR ENGI • ALL TRUSSES SHALL HAVE : SITE FOR FRAmING INSPECT' • ALL CONNECTIONS OF RAFT? INAW GIRDER TO BE F.ROV1: • TRUSS DRAWINGS TO BE ST_ WASHINGTON STATE STRL'CTL • TRUSSES SHALL BE TIANIFA 4NDER THE RECUIREr.ENTS BEAR 71-14 GUALITT CON-MC INANFACTUR1) PLANT'S N.: SPACING. SECTION 73431, • APPROVED HANGERS RAFTERS, JACK OR HIP iR;• SECTIONS 73113, 7303.4, 734: • LIGHT METAL RATE CCNNE IDENTIFCATION. WFCRixr.c• PER7INENTLT AFFIXED TO FOLLOWING: A IDENTIFICATION Cf B. THE DESIGN LOA0 C. THE TRUSS SPAC:6: • ALL ROOF TRUSSES SHALL FRAMEWORK AND SUPPORT PART OF 16E E140LE BUILD LLELL FITTED AND SHALL H. BEFORE ANY LOAD 15 P_AC BRACING SHALL BE • ROOF MUSSES 5140.4.0 DE • BEARING BY SOLID BLOCK DISPLACEMENT. THET 543 TO RESIST ;LINO SUCTION C!. 70' CCTI-TON TRUSSES • 74. OZ. STUB BACK 10••1 1/7• RIGHT •• I C w 11 I • I .. 1 '.. I.. . C P I I I, ■ • it.[ I <(4, SHEATH PER P DS 6117 P TCH 3.17 P Cu IN [1r• 1 GT_.7 I g III I 20' GIRDER TRU55 11 ji om, K I I§ ■1``IIIo� ivir . im-drearv-1-4-11 m-mmolige 'Immommusi Nualtmo---1 '1111M1111111 LINIMMIBMININ 111111111120 NOM 1.1111111111/1■1•1111M I NEIN 111,„15'.10* ES 24• CN —�■_I� I r TRUSSES • 74. 04 ■ ■ ❑ 1i t. - nJ 7mw• corrlcN TFZUS � !', � Q .....„-„„...„.. s .. '� Ill SSES • 74. OL. 05A• ■ 6117 PITCH . '1 MIMI 3.17 PITCH INSIDE ■ 101.11111111 tifilMilMi III WIEMEiniiiill SIDE c 41 9 5•4 BARGE BOARD W/ 1X7 TRIr1 INSTALL FLASHING DIVERTER TO GUTTER 5/4 BARGE BOARD W/ 1X7 TRIH 7X4 RAFTERS WI 7)44 CEILING JOISTS • 74. OC. -INSTALL FLASHING DIVERTER TO GUTTER ROOF FRAMING. PL AN '5' 2 O D.S. CO 2J ATTIC VENT IL/ DESCRIPTION 0 0 AREA •11N. • F Rya Km 094 S1. 446 Sf. 3 O 716 SF. 0 SO SF, E:LN 0.50 FTXF HNT • (N150 57 N 144 • ROOF vE74T$ • A (SP) (300X7X211/ • EAVE VENTS • A OF) (300X7X OS/ NM INERT TR.65 :P:aa AT LINES IC B.CCXED • E.01 ELroc 101UVE Mr • 4ITH 1/ 4• WIRE MESH NOTES: • SEE ENGINEERING FCR Etl OTHERWISE NOTED. • VENTED BLOCKING CVER • ROOF OvERNMGS TO BE 1 • ROOF PITCHES TO BE 6fa • SKYLIGHTS ON 7.6 CURB • • TRUSSES G RAFTERS SHALL OTHERWISE NOTED. ENG NE ER Its ROOF DESIGN LOAD: DL • 4.5 P`-•F LL • 75 P44' • SEE FLOOR PLANS F. TRUSS NOTES: • ALL TRUSSES SHALL CARR' • ALL TRUSSES SHALL BE W5 T•tANLFACT:RS SPECIFICATIC • TRUSSES ILILL NOT BE FIELC DEPT. APPROvAL CR ENGI • ALL TRUSSES SHALL HAVE : SITE FOR FRAmING INSPECT' • ALL CONNECTIONS OF RAFT? INAW GIRDER TO BE F.ROV1: • TRUSS DRAWINGS TO BE ST_ WASHINGTON STATE STRL'CTL • TRUSSES SHALL BE TIANIFA 4NDER THE RECUIREr.ENTS BEAR 71-14 GUALITT CON-MC INANFACTUR1) PLANT'S N.: SPACING. SECTION 73431, • APPROVED HANGERS RAFTERS, JACK OR HIP iR;• SECTIONS 73113, 7303.4, 734: • LIGHT METAL RATE CCNNE IDENTIFCATION. WFCRixr.c• PER7INENTLT AFFIXED TO FOLLOWING: A IDENTIFICATION Cf B. THE DESIGN LOA0 C. THE TRUSS SPAC:6: • ALL ROOF TRUSSES SHALL FRAMEWORK AND SUPPORT PART OF 16E E140LE BUILD LLELL FITTED AND SHALL H. BEFORE ANY LOAD 15 P_AC BRACING SHALL BE • ROOF MUSSES 5140.4.0 DE • BEARING BY SOLID BLOCK DISPLACEMENT. THET 543 TO RESIST ;LINO SUCTION C!. SITTS & HILL ENGINEERS , INC. TACOMA, WASHINGTON (253) 474 -9449 PROJECT 'fY vak- opi1/4-4601- DESIGNED :410- CHECKED ?LN* 2SSD DATE g DATE JOB 1H)031 SHEET OF ■11111111■1111amman alIM111111I111111111111111walI j... i ... _..�.. • Title : Dsgnr: Description : Scope : Job # Date: 10:06AM, 12 JUN 03 2ES Rev: 560000 User: KW-0602611, Ver 5.6.0. 2-Sep-2002 (c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p: \11000111031 \calculations 11031.ecw:Calcula Description Beam 1. General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 4x8 3.500 in 7.250 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 5.00 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 1 DL DL DL 256.00 #/ft #/ft #/ft LL LL LL 400.00 #/ft #/ft #/ft Span= 5.00ft, Beam Width = 3.500in x Depth = 7.25in, 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 802.31 psi Fb 1,080.00 psi 0.776 ; 1 2.0 k -ft 2.8 k -ft at 2.500 ft at 0.000 ft 2.05 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 2.76 fv Fv 73.68 psi 95.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 1.9 k 2.4 k @ Left 1.64 k @ Right 1.64 k Camber: @ Left 0.000in @ Center 0.030 in @ Right 0.000in 0.64 k 0.64 k Max 1.64 k Max 1.64 k [Deflections Center Span... Dead Load Deflection -0.020 in ...Location 2.500 ft ...Length /Defl 2,964.0 Camber ( using 1.5 * D.L. Defl) ... @ Center . 0.030 in @ Left 0.000 in @ Right 0.000 in Total Load -0.052 in 2.500 ft 1,156.69 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 • Title : Dsgnr: Description : Scope : Job # Date: 10 :06AM, 12 JUN 03 2� Rev: 560000 User: K•0602611, Ver 5.6.0, 2-Sep-2002 (c)1983.2002 ENERCALC Engineering Software General Timber Beam Page 1 p :\1 1 00011 1 0 3 11calcula ti ons111031.ecw: Catcuta Description Beam 2. General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 4x8 Center Span 3.500 in Left Cantilever 7.250 in Right Cantilever 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 [Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary 1 3.00 ft Lu ft Lu ft Lu 0.00 ft 0.00 ft 0.00 ft DL DL DL 248.00 #/ft #/ft #/ft LL LL LL 388.00 #/ft #/ft #/ft Span= 3.00ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Max Stress Ratio 0.356: 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 280.03 psi Fb 1,080.00 psi 0.72 k -ft 0.7 k -ft 2.8 k -ft at 1.500 ft 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 2.76 fv 33.84 psi Fv 95.00 psi Pin -Pin Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Camber: 0.37 k 0.37 k @ Left @ Right @ Left @ Center @ Right Max Max Beam Design OK 0.9 k 2.4 k 0.95 k 0.95 k 0.000 in 0.004 in 0.000 in 0.95 k 0.95 k Deflections Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * D.L. Defl) ... @ Center .0.004 in @ Left 0.000 in @ Right 0.000 In Dead Load -0.003 in 1.500 ft 14,165.0 Total Load -0.007 in 1.500 ft 5,523.44 Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Deft Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0. 0.000 in 0.0 Calculations are designed to 1997 NDS and 1997 UBC Requirements I Title : Dsgnr: Description : Scope : Job # Date: 3:14PM, 5 JUN 03 Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2-Sep-2002 (c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\11000\ 11031 kalculations111031.ecw:Calcula Description Beam 3. General Information Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 3.500 in 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 12.00 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 r Center Left Cantilever Right Cantilever Summary 1 DL DL DL 64.00 #/ft #/ft #/ft LL LL LL 100.00 #/ft #/ft #/ft Span= 12.00ft, 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 709.74 psi Fb 935.00 psi Depth = 9.25in, 0.759 : 1 3.0 k -ft 3.9 k -ft at 6.000 ft at 12.000 ft 2.95 k -ft 0.00 k -ft • Ends are Pin -Pin 0.00 k -ft 0.00 k -ft 3.89 fv 39.76 psi Fv 75.00 psi Maximum Shear * 1.5 Allowable Shear Reactions... Left DL Right DL Beam Design OK 1.3 k 2.4 k @ Left 0.98 k @ Right 0.98 k Camber: @ Left 0.000 in @ Center 0.149 in @ Right 0.000 in 0.38 k 0.38 k, Max 0.98 k Max 0.98 k Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D @ Center @ Left @ Right Dead Load -0.099 in 6.000 ft 1,447.2 .L. Defl) . . 0.149 in 0.000 in 0.000 in Total Load -0.255 in 6.000 ft 564.78 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 • Title : Dsgnr: Description : Scope : Job # Date: 10:06AM, 12 JUN 03 31 l_k Rev: 560000 User: KW-0602611, Ver 5.6.0, 2-Sep-2002 (01983.2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\ 11000\ 11031 \calculallons111031.ecw:Calcula Description Beam 4. General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 4x12 Center Span 3.500 in Left Cantilever 11.250 in Right Cantilever 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 16.00 ft ft ft Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft LFuII Length Uniform Loads Center Left Cantilever Right Cantilever Summary 1 DL DL DL 32.00 #/ft #/ft #/ft LL LL LL 50.00 #/ft #/ft #/ft Span= 16.00ft, Beam Width = 3.500in x Depth = 11.25in, 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 426.50 psi Fb 900.00 psi 0.474 : 1 2.6 k -ft 5.5 k -ft at 8.000 ft at 0.000 ft 2.62 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 5.54 fv Fv 22.19 psi 95.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 0.9 k 3.7 k @ Left 0.66 k @ Right 0.66 k Camber: @ Left 0.000in @ Center 0.107 in @ Right 0.000in 0.26 k 0.26 k Max 0.66 k Max 0.66 k Deflections Center Span... Dead Load Deflection -0.071 in ...Location 8.000 ft ...Length /Deft 2,703.7 Camber ( using 1.5 * D.L. Deft) ... @ Center . 0.107 in @ Left 0.000 in @ Right 0.000 in Total Load -0.182 in 8.000 ft 1,055.12 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 r I Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (c)1983.2002 ENERCALC Engineering Software Description Beam 5. Title : Dsgnr: Description : Scope : Job # Date: 3:14PM, 5 JUN 03 General Timber Beam Page 1 p: 11000% 110311calculalions111031 .ecw:Calcula �2 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 2x6 1.500 in 5.500 in Sawn 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E 3.00 ft ft ft 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 32.00 #/ft #/ft #/ft LL LL LL 50.00 #/ft #/ft #/ft Span= 3.00ft, Beam Width = 1.500in x Depth = 5.51n, 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 146.38 psi Fb 1,105.00 psi LDef1ecti0s 0.208 1 0.1 k -ft 0.7 k -ft at 1.500 ft at 3.000 ft 0.09 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 0.70 fv Fv 15.57 psi 75.00 psi Maximum Shear " 1.5 Allowable Shear: Reactions... Left DL Right DL Camber. 0.05 k 0.05 k @ Left @ Right @ Left @ Center @ Right Max Max Beam Design OK 0.1 k 0.6 k 0.12 k 0.12 k 0.000in 0.003 in 0.000 in 0.12 k 0.12 k Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D @ Center @ Left @ Right Dead Load -0.002 in 1.500 ft 16,689.3 .L. Deft )... 0.003 in 0.000 in 0.000 in 1• Total Load -0.006 in 1.500 ft 6,512.89 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 rr L.= • t,f , \.° \1 • 7< 0 ~ 3.Ed EA RAFTER TO CJ. 0 x x WALL r G L CONT. LEDGER �' /�"ry1,�•'�r� •— TA6' OSB ROOF SMEATNING ./ 6d • 6• OZ. CN 2.6 • 74. OC. 14.1 CLIP EA. ATE AT b.II AFF. (AD VST FOR GARAGE CONDITICH) 77 3 r -•1 ta" r*X3 /r' I P �L X 30 V!' X RETURN AIR CENTER OF NALL BELOW BLOCK FOR RIId1 RETURN AIR PLENTUM ABOVE 4X� HOLD UI�++3 BM.V t/ I61/3'T74F•V41 NOTES: 15O0 4 G- GARAGE .L.B. 13••1.•0. 7x • V•- 7XI0 F BEA. PLA: SLAB - -ti = �1 II II II JI =J • ALL FLOOR JOISTS TO BE 2XI0 NF. ? FLOCK JOISTS •16' OC. WLE55 NOTED. • ALL FLOOR JOIST TO BE BLOCKED AT BEARING. • MIN. 7• BEARING • END CP J515. • SEE MAIN FLOOR SHEET 3 FOR BEAMS SIZES. UPPER. FLOOR FRAMING PLAN I/4 "= I' -0" SITTS & HILL ENGINEERS , INC. DESIGNED IN+ DATE .5 /( JOB 11) Del. TACOMA, WASHINGTON ,}- (�2 V55 M 3) 474 -9449 CHECKKE D DATE SHEET S , �{ PROJECT Title : Dsgnr: Description : Scope : Job # Date: 3:14PM, 5 JUN 03 Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p: \11000\ 110311calculatfons 11031.ecw:Calcula Description Beam 6. General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3.125x10.5 Beam Width 3.125 in Beam Depth 10.500 in Member Type GluLam Load Dur. Factor Beam End Fixity 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 8.00 ft ft ft Fb Base Allow 2,400.0 psi Fv Allow 165.0 psi Fc Allow 560.0 psi E 1,800.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads r Center Left Cantilever Right Cantilever Summary 1 DL DL DL 202.00 #/ft #/ft #/ft LL LL LL 350.00 #/ft #/ft #/ft Beam Design OK Span= 8.00ft, Beam Width = 3.125in x Depth = 10.5in, Ends are Pin -Pin Max Stress Ratio 0.480 : 1 . Maximum Moment 4.4 k -ft Maximum Shear * 1.5 2.6 k Allowable 11.5 k -ft Allowable 5.4 k Max. Positive Moment 4.42 k -ft at 4.000 ft Shear: @ Left 2.21 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 2.21 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.051 in Max. M allow 11.48 @ Right 0.000in Reactions... fb 922.85 psi fv 79.13 psi Left DL 0.81 k Max 2.21 k Fb 2,400.00 psi Fv 165.00 psi Right DL 0.81 k Max 2.21 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.034 in -0.094 in Deflection 0.000 in 0.000 in ...Location 4.000 ft 4.000 ft ...Length /Deft 0.0 0.0 ...Length /Defl 2,798.3 1,024.02 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center • 0.051 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Calculations are designed to 1997 NDS and 1997 UBC Requirements I 1 Title : Dsgnr: Description : Scope : Job # Date: 3:14PM, 5 JUN 03 Rev: 560000 User: KW- 0602811, Ver 5.6.0, 2- Sep -2002 (c)1983.2002 ENERCALC Engineering Software General Timber Beam Page 1 p :\11000 \11031 kalculations \11031.ecw:Calcula Description Beam 7. LGeneral Information Section Name 3.125x10.5 Beam Width 3.1251n Beam Depth 10.500 in Member Type GluLam Load Dur. Factor Beam End Fixity 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 6.00 ft Lu ft Lu ft Lu Fb Base Allow 2,400.0 psi Fv Allow 165.0 psi Fc Allow 560.0 psi E 1,800.0 ksi 0.00 ft 0.00 ft 0.00 ft LTrapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right 298.00 #/ft LL @ Left 298.00 #/ft LL @ Right 90.00 #/ft LL @ Left 90.00 #/ft LL @ Right 500.00 #/ft 500.00 #/ft 300.00 #/ft 300.00 #/ft Start Loc End Loc Start Loc End Loc LPoint Loads Dead Load 1,000.0 Ibs Ibs Live Load lbs Ibs ...distance 5.000 ft 0.000 ft Summary 1 Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft 0.000 ft 5.000 ft 5.000 ft 6.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Beam Design OK Span= 6.00ft, Beam Width = 3.125in x Depth = 10.5in, Ends are Pin -Pin Max Stress Ratio 0.791 : 1 Maximum Moment 4.0 k -ft Maximum Shear * 1.5 4.3 k Allowable 11.5 k -ft Allowable 5.4 k Max. Positive Moment 4.00 k -ft at 3.168 ft Shear: @ Left 2.53 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 2.85 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.0331n Max. M allow 11.48 Reactions... @ Right 0.000in fb 835.92 psi fv 130.44 psi Left DL 1.04 k Max 2.53k Fb 2,400.00 psi Fv 165.00 psi Right DL 1.54 k Max 2.85 k r Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.022 in -0.048 in Deflection 0.000 in 0.000 in ...Location 3.120 ft 3.048 ft ...Length /Defl 0.0 0.0 ...Length /Defl 3,240.9 1,488.88 Right Cantilever... Camber ( using 1.5 * D.L. Deft) ... Deflection 0.000 in 0.000 in @ Center 0.033 in ...Length /Defl 0.0 0.0 @ Left ,0.000 i11 @ Right 0.000 in Page 1 11 p:\ 11000\ 11031 1calculallons111031.ecw:Calcula Calculations are designed to 1997 NDS and 1997 UBC Requirements 11 Title : Dsgnr: Description : Scope : Job # Date: 3:14PM, 5 JUN 03 LRev: 560000 User: KW- 0602611, Ver 5.6.0, 2-Sep-2002 (01983.2002 ENERCALC Engineering Software General Timber Beam Description Beam 8. LGeneral Information Section Name 2x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 1.500 in 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 15.00 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 Center Left Cantilever Right Cantilever Summary DL DL DL 12.00 #/ft #/ft #/ft LL LL LL 40.00 #/ft #/ft #/ft Beam Design OK Span= 15.00ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.877 : 1 Maximum Moment 1.5 k -ft Maximum Shear * 1.5 0.5 k Allowable 1.7 k-ft Allowable 1.0 k Max. Positive Moment 1.46 k -ft at 7.500 ft Shear: @ Left 0.39 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.39 k Max @ Left Support 0.00 k -ft . Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.159in Max. M allow 1.67 @ Right 0.000 in Reactions... fb 820.45 psi fv 38.11 psi Left DL 0.09 k Max 0.39 k Fb 935.00 psi Fv 75.00 psi Right DL 0.09 k Max 0.39 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.106 in -0.461 in Deflection 0.000 in 0.000 in ...Location 7.500 ft 7.500 ft ...Length /Deft 0.0 0.0 ...Length /Defl 1,693.7 390.85 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center • 0.159 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Calculations are designed to 1997 NDS and 1997 UBC Requirements Rev: 560000 User: KW-0602611, Ver 5.6.0, 2- Sep•2002 _ (c)1983.2002 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Job # Date: 3:14PM, 5 JUN 03 General Timber Beam Description Beam 9. Page 1 p: \11000\ 11031 \calculations \11031.ecw:Calcula 'General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 4x10 LFuII Length Uniform Loads 3.5001n 9.250 in Sawn 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever • Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 4.00 ft ft ft 900.0 psi 95.0 psi 625.0 psi 1,600.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Center Left Cantilever Right Cantilever Summary DL DL DL 156.00 #/ft #/ft #/ft LL LL LL 520.00 #/ft #/ft #/ft Span= 4.00ft, 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 325.06 psi Fb 990.00 psi LDeflectrnns Depth = 9.25in, Ends are Pin -Pin 0.406 : 1 1.4 k -ft 4.1 k -ft at 2.000 ft at 0.000 ft 1.35 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.12 fv Fv 38.59 psi 95.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 1.2 k 3.1 k @ Left 1.35 k @ Right 1.35 k Camber: @ Left 0.000 in @ Center 0.004 in @ Right 0.000 in 0.31 k 0.31 k Max 1.35 k Max 1.35 k r Center Span... Dead Load Deflection -0.002 in ...Location 2.000 ft ...Length /Deft 19,730.5 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.004 in @ Left 0.000 in @ Right 0.000 in • Total Load -0.011 in 2.000 ft 4,553.19 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 Calculations are designed to 1997 NDS and 1997 UBC Requirements 1 Title : Dsgnr: Description : Scope : Job # Date: 3:14PM, 5 JUN 03 3.9 Rev: 560000 User: KW- 0602611, Ver 5.6.0. 2-Sep-2002 _ (c)1963 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\ 1 1 00011 1 0 31 \calculations \11031.ecw:Calcula Description Beam 10. General Information Section Name PrIIm: 3.5x9.25 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 3.500 in 9.250 in Sawn 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E 6.00 ft ft ft Parallam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft [Full Length Uniform Loads • Center Left Cantilever Right Cantilever Summary DL DL DL 490.00 #/ft #/ft #/ft LL LL LL 800.00 #/ft #/ft #/ft Span= 6.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are 0.481 : 1 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Suppd't Max. M allow fb 1,395.67 psi Fb 2,900.00 psi 5.8 k -ft 12.1 k -ft 5.80 k -ft at 3.000 ft 0.00 k -ft at 6.000 ft 0.00 k -ft 0.00 k -ft 12.06 fv 133.40 psi Fv 290.00 psi Pin -Pin Maximum Shear Allowable Shear: Reactions... Left DL Right DL Camber: 1.47 k 1.47 k * 1.5 @ Left @ Right @ Left @ Center @ Right Max Max Beam Design OK 4.3 k 9.4 k 3.87 k 3.87 k 0.000 in 0.046 in 0.000 in 3.87 k 3.87 k Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 D @ Center @ Left @ Right Dead Load -0.031 in 3.000 ft 2,326.5 .L. Defl) ... 0.046 in 0.000 in 0.000 in Total Load -0.081 in 3.000 ft 883.71 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 SITTS & HILL ENGINEERS , INC. DESIGNED ► 0+- DATE G /0/D5 JOB )// C:3 TACOMA, WASHINGTON (253) 474 -9449 CHECKED DATE / SHEET PROJECT PAr' Deus- LDpA4 I FLo\-IV 2.SSO 400F Page 1 11 p: \11000\1 10311calculaUons \11031.ecw:Calcula Calculations are designed to 1997 NDS and 1997 UBC Requirements 1 Title : Dsgnr: Description : Scope : Job # Date: 3:14PM, 5 JUN 03 Rev: 560000 User: KW -0602611, Ver 5.6.0, 2- Sep•2002 _ (c)1953.2002 ENERCALC Engineering Software General Timber Beam Description Beam 11. [General Information Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Span 3.500 in Left Cantilever 9.250 in Right Cantilever 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 5.00 ft ft ft Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads r Center Left Cantilever Right Cantilever Summary i DL DL DL 144.00 #/ft #/ft #/ft LL LL LL 480.00 #/ft #/ft #/ft Span= 5.00ft, 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 468.83 psi Fb 990.00 psi Depth = 9.25in, Ends are Pin -Pin 0.530 ; 1 1.9 k -ft 4.1 k -ft at 2.500 ft at 0.000 ft 1.95 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.12 fv Fv 50.31 psi 95.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 1.6 k 3.1 k @ Left 1.56 k @ Right 1.56 k Camber: @ Left 0.000 in @ Center 0.008in @ Right 0.000 in 0.36 k 0.36 k Max 1.56 k Max 1.56 k Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 @ Center @ Left @ Right Dead Load -0.005 in 2.500 ft 10,943.8 *D.L.Defl)... 0.008 in 0.000 in 0.000 in Total Load -0.024 in 2.500 ft 2,525.50 Left Cantilever... Deflection ...Length /Deft 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 z 1z 6 JU 00 W= N WO 2 ?. =a W Z W° U� 0- 0 1- WW �U 11.0 Z N U= O~ Z Calculations are designed to 1997 NDS and 1997 UBC Requirements 1 RLi, ev: 560000 User: KW- 0602611. Ver 5.6.0, 2 -Sep -2002 (c)1983.2002 ENERCALC Engineering Software Description Beam 12. Title : Dsgnr: Description : Scope : Job # Date: 3:14PM, 5 JUN 03 cf2 General Timber Beam Page 1 p:1 11000111031 1calculatlons\11031.ecw:Catcula LGeneral Information Section Name 3.125x16.5 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 3.125 in 16.500 in GluLam 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 17.00 ft ft ft Fb Base Allow 2,400.0 psi Fv Allow 165.0 psi Fc Allow 560.0 psi E ' 1,800.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft [Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 264.00 #/ft #/ft #/ft LL LL LL 413.00 #/ft #/ft #/ft Span= 17.00ft, Beam Width = 3.125in x Depth = 16.5in, 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 2,069.72 psi Fb 2,400.00 psi 0.862 ;1 24.5 k -ft 28.4 k -ft 24.46 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k-ft fv Fv 140.62 psi 165.00 psi Maximum Shear * 1.5 Allowable Shear: 8.500 ft 17.000 ft Reactions... Left DL Right DL Beam Design OK 7.3 k 8.5 k @ Left 5.75 k @ Right 5.75 k Camber: @ Left 0.000in @ Center 0.353 in @ Right 0.000 in 2.24 k 2.24 k Max 5.75 k Max 5.75 k Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 @ Center @ Left @ Right Dead Load -0.236 in 8.500 ft 865.9 *D.L.Defl )... 0.353 in 0.000 in 0.000 in Total Load -0.604 in 8.500 ft 337.65 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length /Deft Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Title : Dsgnr: Description : Scope : Job # Date: 3:14PM, 5 JUN 03 Q'3 l_k Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2-Sep-2002 (01983.2002 ENERCALC Engineering Software General Timber Beam Page 1 011000% 11031 \calcutations111031.ecw:Calcula Description Beam 13. [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x13.5 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 5.125 in 13.500 in GluLam 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fc Allow E 19.00 ft Lu ft Lu ft Lu 2,400.0 psi 165.0 psi 560.0 psi 1,800.0 ksi 0.00 ft 0.00 ft 0.00 ft [Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 132.00 #/ft #/ft #/ft LL LL LL 440.00 #/ft #/ft #/ft Span= 19.00ft, Beam Width = 5.125in x Depth = 13.51n, Ends are Pin -Pin Max Stress Ratio 0.831 : 1 Maximum Moment 25.8 k -ft Allowable 31.1 k -ft Max. Positive Moment 25.81 k -ft at 9.500 ft Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 31.08 fb 1,989.68 psi fv Fb 2,395.76 psi Fv 104.62 psi 165.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Camber:, 1.25 k 1.25 k Beam Design OK 7.2 k 11.4 k @ Left 5.43 k @ Right 5.43 k @ Left 0.000in @ Center 0.307in @ Right 0.000in Max 5.43k Max 5.43 k Deflections Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 • @ Center @ Left @ Right Dead Load -0.205 in 9.500 ft 1,114.2 D.L. Defl) ... 0.307 in 0.000 in 0.000 in Total Load -0.887 in 9.500 ft 257.12 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 Title : Dsgnr: Description : Scope : Job # Date: 3:14PM, 5 JUN 03 fif.. Rev: 560000 User: Kw •602611. Ver 5.6.0, 2- Sep•2002 _ (c)1983.2002 ENERCALC Engineering Software General Timber Beam Page 1 p :1 11000% 110311calculallons111031 .ecw:Calcula Description Beam 14. General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 2x10 1.500 in 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 12.00 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 Lull Length Uniform Loads r Center Left Cantilever Right Cantilever Summary i DL DL DL 16.00 #/ft #/ft #/ft LL LL LL 52.00 #/ft #/ft #/ft Span= 12.00ft, Beam Width = 1.500in 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 686.66 psi Fb 935.00 psi 0.734 : 1 1.2 k -ft 1.7 k -ft at 6.000 ft at 0.000 ft 1.22 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 1.67 fv Fv 38.46 psi 75.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 0.5 k 1.0 k @ Left 0.41 k @ Right 0.41 k Camber: @ Left 0.000in @ Center 0.087 in @ Right 0.000in 0.10 k 0.10 k Max 0.41 k Max 0.41 k Deflections Center Span... Dead Load Deflection -0.058 in ...Location . 6.000 ft ...Length /Defl 2,481.0 Camber ( using 1.5 • D.L. Dell) ... @ Center 0.087 in @ Left 0.000 in @ Right 0.000 in Total Load -0.247 in 6.000 ft 583.76 Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Deft Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Calculations are designed to 1997 NDS and 1997 UBC Requirements 1 Title : Dsgnr: Description : Scope : Job # Date: 3:14PM, 5 JUN 03 q.s Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 _ (c)1983.2002 ENERCALC Engineering Software General Timber Beam Page 1 p :\ 11000\ 110311calculalions \11031.ecw:Calcula Description Beam 15. LGeneral Information Section Name 3.125x16.5 Beam Width 3.125 in Beam Depth 16.500 in Member Type GluLam Load Dur. Factor Beam End Fixity 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 19.00ft Lu ft Lu ft Lu Fb Base Allow 2,400.0 psi Fv Allow 165.0 psi Fc Allow 560.0 psi E 1,800.0 ksi 0.00 ft 0.00 ft 0.00 ft [Full Length Uniform Loads 1 Center Left Cantilever Right Cantilever Summary 1 DL DL DL 192.00 #/ft #/ft #/ft LL LL LL 303.00 #/ft #/ft #/ft Span= 19.00ft, Beam Width = 3.125in x Depth = 16.51n, 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 1,890.33 psi Fb 2,400.00 psi 0.788 : 1 22,3 k -ft 28.4 k -ft 22.34 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 28.36 fv 117.10 psi Fv 165.00 psi 9.500 ft 0.000 ft Maximum Shear Allowable Shear: Reactions... Left DL Right DL Camber: 1.82 k 1.82 k * 1.5 @ Left @ Right @ Left @ Center @ Right Max Max Beam Design OK 6.0 k 8.5 k 4.70 k 4.70 k 0.000 in 0.401 in 0.000 in 4.70 k 4.70 k Deflections Center Span... Dead Load Deflection -0.267 in ...Location 9.500 ft ...Length /Defl 852.8 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.401 in @ Left 0.000 in @ Right 0.000 in Total Load -0.689 in 9.500 ft 330.78 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 SITTS & HILL ENGINEERS , INC. DESIGNED to DATE TACOMA, WASHINGTON (253) 474-9449 •• CHECKED PROJECT D � Pvpinop II rVT riA4J4P vsse, DATE 1 • , ? :.':I:.a. ! f SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Base Plan #2550 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown 16. w/ 5.7kips Loads Maximum Load For (3) -2x6 HF #2 Built up Wood Post H := 9•ft psf := psi 144 plf := psf • ft lb := plf • ft Fc = 1300.psi CD := 1 CFb := 1 CM := I Ct := 1 CL := 1 CFc := 1.1 E' := 1300000.psi (3) -2x6 HF #2 Built Up Post Properties F" c•= F c C ' C F F" c = 1430 psi Axial Load Capacity Slendemess Ratio (SL) SL:= h C := 0.8 K : = 0 . 3 FO :— KCE'2 , SL 1 + FCE F "c Cp • 2.0 FCE = 677 psi 2 / 1 +FCE FCE F" C Pc 2•C C F' := Cp F "c = 593 psi Spread Footing Design Soil Bearing Pressure (Sb) Sb := 2000.psf P•IL := 5700.1b Fwidth := Sb Pu Kf := 1 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := (3). 1.5.in t := 5.5•in A := t•h A = 24.8 in2 3 I := 12 I= 41.8 in4 S := 1 -2 S = 18.6 in3 h Cp = 0.4 Pm := F',. A 3 -2x6 HF #2 Built Up Post in a Wall Pmax = 146781b Fwidth = 2.8 ft2 USE 24 "x24 "x10" Ftq. wl (2) #4 Bars Ea. Way. Base Plan #2550 ,�.�..,,.�.._,.... .. _._..,..,.vaw�x• �mr � "'.. °a�,air�ur�-aeau�. ?,.s��:31' �.�:> SITTS & HILL ENGINEERS INC. • 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Base Plan #2550 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown 17. wI 5.4kips Loads Maximum Load For (3) -2x4 HF #2 Built up Wood Post H := 9.ft psf := Psi 144 pif := psf•ft lb:= plf•ft F, := 1300.psi CD := 1 CFb := 1 CM := 1 Ct := 1 Ct, := 1 CFc :— 1.1 E':= 1300000•psi F" • F C C F" 1430 psi (3) -2x4 HF #2 Built Up Post Properties c•- - c D' Fc c= P Axial Load Capacity Slenderness Ratio (SL) SL := H C := 0.8 KCE := 0.3 KCE•E' FCE :_ SL 2 Cp :_ FCE = 677 psi FCE i FCE N 2 1 +— 1 +— F" F" c c 2•C 2•C FCE F"c C Kf Kf := 1 (Kr = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := (3).1.5.in t := 3.5•in A := t.h A = 15.8 in2 3 I := tl2 I = 26.6 in4 S := 1 -2 S= 11.81113 h Cp = 0.4 F' := Cp F ", F'c = 593 psi Pmax := F'c. A 3 -2x4 HF #2 Built Up Post in a Wall Pmax = 93401b Spread Footing Design Soil Bearing Pressure (Sb) Sb := 2000.psf P•t-L, := 5400•1b Pil Fwidth S b 2 USE 1'-4" continuous Fwidth = 2.7 ft footing ok. Base Plan #2550 { r r m 0.1 44. LJ V OPT. .GARAGE SEE SHEET GI O 4' -0. I 4 4 1 1 4 4'4 1/7' a• -3' 5'•0 I/4. 1 4 5' -3 3/4• 4 4'4 I/21 L _ O 1 .. O` I I 1 1 '<(r _. s. Ir!!I t p. 51 18 • FORC rF X IR• C157 •.'. t 1 74. OC. TIBI FNDN. 0'X14• VENTS. m W 'r' — -4- • .')• 11 G•p!a CRAWL SPACI~ . v • ; `I S • '� 11 Is' MIN CLEARANCE UNDER I1 rr FLOOR JOISTS.. 6 MIL 'VISOUEEN' ;- 1 �• • BLACK VAPOR BARRER OVER BOA.. ENT RE CRAII.I SPACE - ° •'1 6 5• -0• 5'•0" 5' -0" 5••0" 1r -1-e- ll , Z II r 1 9; —, r 1 4x10 IMP 1 r •1 4.10 ITB• 1 r LJLBJ1II 3. 1 _r11-----1 -I o.'-1--'_ -1-"8•.I- I o r _- 10; IL dJ 8 II L BJ L eJ l8 -J L 54 L °J i° = = u 4.6 POST AT BEAM SPLICE I 1 11 2 •0" 3'. " 3'.6• . 3' -b" 3'.6 3/4' 3' -9 in. 3'•10" 4' -0 I /4" 3• -0 1/4 11 11i1 10 r CIP CI _1 n r 1 r 4 1¢; 4 10 I/ -1 r 1 r 1 r -1 r 1 r 1 I , , _ 1_ j... 7J L 2J L^7J J L $ ?'_J • ♦ 0 - L 2J L r ;_..af:'_�0 — .x. • I _7J4 4.6 POST AT (�S BEAH SPLICE JJJ 11 L_u ) X4 FbST bxs PO5' 36 36519. PAS 12'. 011 O• 3/4_ . 1 4x6 L I 8J '1'-11• 1 L _ 1 36J , 2'.8" r -5 1?• r -a I/4" 1 4• -6• 4• -6• 4' -6 .• .6• r _ 1 r _ 4.I0� / -., f _ • 4 BARS EA l WAY AT 12' O . 4x10 I a 7X4 1 a-1-+ -a 4 --t-'� 1-1 0 L ?'_J L 74 1 L �J 1 _ LTHIS SIDE gee' ,� ,0,�- 1 39 L �BJ _. �- L tl0 c L r S. �- 4 %6 POSLT 405 - - ZS ga CV I 5.•b1/2. m rJJ •, •0+ r 1 1 1 ,_:i;,:i -3- 9' -5 1/2' i Ur 10'•b IR' ' I I 1__ — 20' -0' I 1 I I AA 1KW1 1 l' -b in 2• -8 3/4 I 17' .1 •,�• 5 in- -- F'7 2'•8 3/4' • CONC. SLAB • 4• LONG SLAB -SLOPE _9 -1 3" TOWARDS OK. DOORS. r b 1� ► OPT. BRICK �✓ L� POUR 4' FORWARD AND vOLLER 3' FRONT GARAGE BAT ONLY. J 4 4 - I i y - - "'""YYY Ti(' i I I I 1 1 CONC.. STOOP ABV. 371.637•1N10'0 F0013 1i, 0 1 1 • l' 1 6' CCT•RINUCUS FOOTING 0• • , RAISE CCNC STEM WALL TO •4 b• ABOVE CONCRETE SLAB 16••3• • ,,,•(��•� it 1 6' -81/4' 2' -0'� 12'•7" 2' -7 RAISE CONC. 57E1 WALL TO 1'40 1/J'� I• -10 1/2" a b"" ABOVE CONCRETE SLAB 70' -0• 70' -10 I/4• 40' -0" FOUNDATION PLAN 1/4". 1'-0" PEENED s m ENGINE •USE 5/0' DI • 5' -0• oc FLOOR DES1 DL • 10 P! LL • 40 P •ALL BEAMS • PROVIDE 4. • PROVIDE 4. • CRAWL- c 70 •saFt a 150 TYP. VENT l•.Ia 144 VENTS REQUIRE: NOT S: • 6 MIL. BLACK 15. MN. CLEAR • SOLID BLOCKI• • ALL FIGS. TO E • F4XNOATICN 5' • 4.6 PO5T5 TY' • ALL 13EAM5 TC • ALL BEAMS A, 5T..rPE0 ENG. OFFICE MST E BEFCRE PROC PROv1DE MIN WASHERS ON r - 1 4.4 1 01 cc, L— r -1 1 0 1 L_J [::] 4.4 • con 464 • CG SITTS & HILL ENGINEERS, INC. DESIGNED 1I►* DATE TACOMA, WASHINGTON (253) 474.\9449 CHECKED DATE PROJECT 3Y A 1 17e- Pi *. 2$5o JOB 1// 63 ► SHEET 1'0 OF 1 • • r } Title : Dsgnr: Description : Scope : Job# 7 Date: 3:14PM, 5 JUN 03 Rev: 560000 User: KW- 0602611, Ver 5.6.0. 2-Sep-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 p: \11000 \11031 \calculalions111031.ecw:Calcula Description Beam 18. 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 3.500 in Left Cantilever 9.250 in Right Cantilever 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 3.50 ft ft ft Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft [Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary 1 DL DL DL 380.00 #/ft #/ft #/ft LL LL LL 1,000.00 #/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 508.05 psi Fb 990.00 psi 0.660 : 1 2.1 k -ft 4.1 k -ft at 1.750 ft at 3.500 ft 2.11 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.12 fv Fv 62.66 psi 95.00 psi Maximum Shear *1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 2.0 k 3.1 k @ Left 2.41 k @ Right 2.41 k Camber: @ Left 0.000in @ Center 0.005in @ Right 0.000in 0.66 k 0.66 k Max 2.41 k Max 2.41 k [Deflections Center Span... Dead Load Deflection -0.003 in ...Location 1.750 ft ...Length /Defl 12,090.8 Camber ( using 1.5 * D.L. Dell ) ... @ Center 0.005 in @ Left 0.000 in @ Right 0.000 in Total Load -0.013 in 1.750 ft 3,329.34 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 Calculations are designed to 1997 NDS and 1997 UBC Requirements 1 r Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2-Sep-2002 (01983-2002 ENERCALC Engineering Software Description Beam 19. Title : Dsgnr: Description : Scope : Job # Date: 3:14PM, 5 JUN 03 52 General Timber Beam Page 1 p:\ 11000\11031 \calculations \11031.ecw:Calcula General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 4x10 Center Span 4.50 ft 3.500 in Left Cantilever ft 9.250 in Right Cantilever ft 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 Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft [Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary 1 DL DL DL 150.00 #/ft #/ft #/ft LL LL LL 500.00 #/ft #/ft #/ft Span= 4.50ft, 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 395.58 psi Fb 990.00 psi 0.474 ;1 1.6 k -ft 4.1 k -ft at 2.250 ft at 0.000 ft 1.65 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.12 fv Fv 44.99 psi 95.00 psi Maximum Shear Allowable Shear: Reactions... Left DL Right DL Camber: 0.34 k 0.34 k * 1.5 @ Left @ Right @ Left @ Center @ Right Max Max Beam Design OK 1.5 k 3.1 k 1.46 k 1.46 k 0.000 in 0.006 in 0.000 in 1.46k 1.46 k Deflections Center Span... Dead Load Deflection -0.004 in ...Location 2.250 ft ...Length /Deft 14,411.6 Camber ( using 1.5 • D.L. Defl) ... @ Center 0.006 in @ Left 0.000 in @ Right 0.000 in Total Load -0.016 in 2.250 ft 3,325.76 Left Cantilever... Deflection :..Length /Deft 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 LRev: 560000 User: KW- 0602611, Ver 5.6.0, 2-Sep-2002 (c)1963 -2002 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Job # Date: 3:14PM, 5 JUN 03 General Timber Beam Description Beam 20. Page 1 11 p:1 11000 %110311calculatlons111031 .ecw:Calcula [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 2x10 [Full Length Uniform Loads 1.500 in 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 Center Left Cantilever Right Cantilever Summary 1 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 1.67 fb 805.87 psi fv Fb 935.00 psi Fv Depth = 9.25in, Ends are Pin -Pin 0.862 : 1 1.4 k -ft 1.7 k -ft 1.44 k -ft at 6.500 if 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft [Deflections 42.43 psi 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 0.120in 0.000 in 0.44 k 0.44 k r Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 @ Center © Left @ Right Dead Load -0.080 in 6.500 ft 1,951.4 • D.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 zLLN ( Ak,s • r• : I_ If` r I `O :ET '51 TYP. MO. YPE TO BE .1 -6. CN CNE SIDE C1tLY CN BOTH SIC ES (B2) S-1/8x15 GLB (24F -y4) IkCC/CBbb 'CB' TO BE r AF. SLAB OR PRESSURE TREATED 2 UNO. 'ERS UNO. LINO. T '5• • DOOR BETWEEN NOUSE / GARAGE TO BE SOLID CORE /5ELP CLOSM WAGES. (DOOR rip( I.3/8• THICK) • 5/E• TYPE •X• GOB. CN ALL HGUSE.OARAGE SUPPORTNG WALLS. POST. 4 BEAM. (2)- LAYERS • CEILING WHERE • TRUSSES OR FM4I1 G GREATER THAN 16. O.C. U.R AP EXP. POSTS W/ PLY TO 48• AFF TO PROTECT FRLT1 MINOR IMPACT DAlUGE SG. 105• CI) 6,16 11 2 fBU 3- 1)8x16.1/7 GLB (24F -V4) (F) Cf I.TALL ABOVE CONTINUOUS 400 OF 2 HEADER (CI) bxb )F ? � 20'•0• 3 rtl efne 1\1 1-Thc-id S_i 1 re 2 6 00 D W =. H N L WC O. u_ Q co D I Z ZF- LU • W UD O � O F- WW - � O •• Z W O }- Z SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Base Plan #2550 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown • 3rd Car Garage Option Wall Line D: Distance between Lines of Resistance: LI := 34.ft Total Wall Length: Ld := (5 + 7.5 + 5.5).ft Wind Shear W1.L1•.5 vd Ld Seismic Tributary Weight: Roof := 16•psf•42.ft. 34 .ft 2 Wall := 10•psf.42.ft•12.5•ft Floor:= 12•psf•42•ft -34 ft 2 W := Roof + Wall + Floor Seismic Force: Check wall section: E – V•W d Ld Overturning Moment: Dead Toad resisting: Resisting Moment: Net Uplift: Id := 5.ft WI = 261.81b ft-t Plate Height: HW := 9.ft .1 vd = 247.31b ft Shears Wall,Type;l?1 :. 10d nails.@ 6" Capacity - =:278' Roof = 114241b Wall = 52501b Floor = 8568 Ib W = 252421b Ed = 229.51b ft-� OTM := vd•ld•Hw, Roof := 16•psf.16.ft•ld Wall := 10•psf•Hw 2•ld Floor := 12•psf• 1.3 -ft•ld Total := Roof + Wall + Floor DLR := Total. Id — 2 Wind Controls Design OTM = 11126.91b ft Roof = 12801b Wall = 9001b Floor = 781b Total = 2258 Ib DLR = 56451b ft OTM — DLR U := U = 1096.4 Ib Simpson Holdown. HPAHD22. Base Plan #2550 • S%TTS & HILL ENGINEERS INC. • 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Base Plan #2550 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown 3rd Car Garage Option Wall Line E: Distance between Lines of Resistance: Total Wall Length: Wind Shear ve := L5 := 20•ft L7 := 30•ft W1 = 261.81bft-� Le := 16.5.ft Plate Height: Hy, := 9.ft Wt•(L5 + L7)..5 Le Seismic Tributary Weight: ve = 396.7 Ib ft t Roof := 16•psf•42•ft 20 + 30 2 ft Roof = 168001b Wall := 10•psf•42•ft• 12.5•ft Wall = 5250 Ib 20 + 30 Floor:= 12•psf•42•ft 2 ft Floor= 126001b W := Roof + Wall + Floor W = 34650 Ib Seismic Force: Ef:= V•W Lf Shea (V .0)i Type P:1-4 1 Od`naiis ; @'`;4:.''O:C: Capacity =418; plf. Ef= 567Ibft-t Wind Controls Design Check wall section: le := 16.5.ft Overturning Moment: OTM : ve•le•HW OTM = 58907.2Ibft Dead load resisting: Roof := 16.psf•12•ft•le Roof = 31681b Wall := 10•psf•H4. 2.1e Wall = 29701b Floor := 12•psf • 1.3. ft. le Floor = 257.4 lb Total := Roof + Wall + Floor Total = 6395.4 Ib Resisting Moment: DLR := Total. ]f 2 Net Uplift: U:- OTM — DLR If DLR = 319771b ft U = 2693 Ib Simpson Holdown. STHD14. Base Plan #2550 SITTS & HILL ENGINEERS INC. • 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Base Plan #2550 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown ` • 3rd Car Garage Option Wall Line 1: Distance between Lines of Resistance: L7 := 30.ft Total Wall Length: Lg := 23•ft Wind Shear vg W3•L7•.5 Seismic Tributary Weight: Lg W3 = 158.61b ft Plate Height: HW := 9•ft vg = 103.41b ft-1 Shear.: WaII:Type. P1 -6 10ii::riails @ 6 ".O.0 Capacity :278 plf Roof := 16•psf•23•ft• 2 •ft Floor = 257.41b Wall := 10•psf•23•ft•5•ft Wall = 1150 Ib W := Floor + Wall W = 1407.4 lb Seismic Force: EV•W • — g Lg Eg = 101bff' Wind Controls Design Check wall section: lg := 23. ft Overturning Moment: OTM := vg•lg•H,,, OTM = 21413.8lbft Dead Toad resisting: Roof := 16•psf•2•ft•lg Roof = 7361b Wall := 10•psf•Hw Ig Wall = 20701b Total := Roof + Wall Total = 28061b Resisting Moment: Net Uplift: DLR := Total. lg DLR = 32269lbft 2 U OTM — DLR lg U = —472 lb No Holdown. is p3:;:ii,� 'd:� ,•;:s> r�r; Base Plan #2550 1•I 1•. Z W. 6 00 N 0 W =. J WO NGINEERING NOT Q. ROOF DESIGN LOADS. (n � 15 P9F DL ' _ 7S PEF W • BEE FLOOR PLANS FOR BEAM SIT_ T Z 7x8 BARGE BOARD UV bf7 TRIM .0 ROOF FRAMING PLAN Vd "' I'-0" ZI- W 2 UD O -, 0 I- W U. O. .. Z W -I O t~ Z • SITTS & HILL ENGINEERS, INC. DESIGNED t IP* DATE TACOMA, WASHINGTON (253) 474•9449 CHECKED DATE PROJECT p5-4t.or./v/E--/Jr ?tA-N*- 2.5S JOB lIp3t EET OF , •• - 1■) 4:1 2-cp."31i0/2:1-10•1. ! • • -r-f, t • F.4 4! , t $ 1 I ; • • • • • •■•■• . • • •••••• • • , • ' 1-:-• ! ' • • • ../1. i• :6,-4 • , : • 111 i I I L. • ' . ! . ; ' . ' I • i • . -1 . . . i . • , , . • i . • I ! : ! I I i i , . i ; I •i' • • . , 1 • .4,-- 1 1 I . • r ' 4• •1 • f ; _ • • • -- I " 1 ... .. ■ .. 1 . , _1 . . f ••• , •*; 1 , , 1 . ' i . . . .! ■ : ' ' ; I •' •!A:41'.4%)".. r: • D9 OPT. •4 STUB FOUNDATION I • USE 518• D1A ANCHOR FLOOR DESIGN LOADS. DL • 10 PSF LL • 40 PSF • ALL BEAUS ARE TO E • PROVIDE 4x4 POSTS A; • PROVIDE 4x6 POSTS A 0 RA15E CONCRETE br< L 7'•b• FIPL ADOVE GA: P05T BASE 1 ON !6•x36 • ... *0 CON. PAD W V'5 l0. OG. EIAL 20' -0' D.5 ONC 5 A CONC. SLAB . SLOPE TOWARDS OR DOORS. T. BRICK POUR 4• FORWARD AND LCWER 3' FRONT GARAGE 2 BAY ONLY. 1' -4• 8'.3• DS: CONTINUOUS FOOTING 10'•0•' I' -10 I/1• 20' -0- I' -10 1/2' FOUNDATION PLAN V4" =1' -0" Calculations are designed to 1997 NDS and 1997 UBC Requirements I Title : Dsgnr: Description : Scope : Job# 6I Date: 3:14PM, 5 JUN 03 l_k Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (01983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\1 1 00 011 1 03 1 \calculalions\11031.ecw:Calcula Description Beam 21. General Information Section Name 4x12 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 3.500 in 11.250 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 9.00 ft Lu ft Lu ft Lu 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads r Center Left Cantilever Right Cantilever Summary DL DL DL 208.00 #/ft #/ft #/ft LL LL LL 325.00 #/ft #/ft #/ft Span= 9.00ft, Beam Width = 3.500in x Depth = 11.25in, 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 877.17 psi Fb 900.00 psi 0.975 : 1 5.4 k -ft 5.5 k -ft at 4.500 ft at 9.000 ft 5.40 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 5.54 fv Fv 72.37 psi 95.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 2.8 k 3.7 k @ Left 2.40 k @ Right 2.40 k Camber: @ Left 0.000 in @ Center 0.069in @ Right 0.000 in 0.94 k 0.94 k Max 2.40 k Max 2.40 k Deflections Center Span... • Deflection ...Location ...Length /Deft Camber ( using 1.5 * D @ Center @ Left @ Right Dead Load -0.046 in 4.500 ft 2,337.1 .L. Defl ) ... 0.069 in 0.000 in 0.000 in Total Load -0.118 in 4.500 ft 912.05 Left Cantilever... Deflection ...Length /Deft 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 11 p :\11000 \11031 \calcutations111031.ecw:Calcula 1 Title : Dsgnr: Description : Scope : Job # Date: 4:22PM, 5 JUN 03 62 LkRev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (c)1983.2002 ENERCALC Engineering Software General Timber Beam Description Beam 22. General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Prllm: 3.5x9.25 3.500 in 9.250 in 1.000 Pin -Pin Center Span 11.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi 0.00 ft 0.00 ft 0.00 ft LTrapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right #3 DL @ Left DL @ Right Point Loads 336.00 # /ft LL @ Left 336.00 # /ft LL @ Right 96.00 #/ft LL @ Left 96.00 #/ft LL @ Right 336.00 # /ft LL © Left 336.00 #/ft LL @ Right 427.00 # /ft 427.00 #/ft 52.00 #/ft 52.00 #/ft 427.00 #Ift 427.00 #/ft Start Loc End Loc Start Loc End Loc Start Loc End Loc Ibs Ibs 0.000 ft Dead Load Live Load ...distan'ce 1,300.0 Ibs Ibs 3.000 ft Summary 1 1,300.0 Ibs Ibs 8.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft 0.000 ft 3.000 ft 3.000 ft 8.000 ft 8.000 ft 11.000 ft Ibs lbs 0.000 ft Ibs Ibs 0.000 ft Span= 11.00ft, Beam Width = 3.500in x Depth = 9.251n, 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 2,141.25 psi Fb 2,900.00 psi 0.738 1 8.9 k -ft 12.1 k -ft 8.91 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 12.06 fv 156.99 psi Fv 290.00 psi 5.500 ft 11.000 ft Maximum Shear * 1.5 Allowable Shear: @ Left @ Right Camber: @ Left @ Center @ Right Reactions... Left DL Right DL 2.55 k 2.55 k Max Max Beam Design OK 5.1 k 9.4 k 3.96 k 3.96 k 0.000 in 0.488 in 0.000 in 3.96 k 3.96 k r Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D @ Center @ Left @ Right Dead Load -0.325 in 5.500 ft 405.5 .L. Defl) ... 0.488 in 0.000 in 0.000 in Total Load -0.453 in 5.500 ft 291.15 Left Cantilever... Deflection ...Length /Deft 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 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Base Plan #2550 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown 23. w/ 13.1 Kips Load Maximum Load For 6x6 DF #1 Wood Post H := 9•ft psf := psi := psf.ft Fc := 1000.psi CD := 1 CFb := 1 CM := 1 Ct := 1 CI, := 1 CFc := 1 E' := 1600000•psi F "c := F� CD CFc F "c = 1000 psi 6x6 DF #1 Wood Post Properties Axial Load Capacity Slenderness Ratio (SL) SL := h C := 0.8 KcE := 0.3 KcE E' FCE SL2 C :— FCE = 1245 psi 1 } FCE 1 FCE FCE F" F" c c rc _ 2 C 2•C ,i C _ Pc = 761 psi Fc := Cp F "c Spread Footing Design Soil Bearing Pressure (Sb) Sb := 2000-psf Pu := 13100.1b PTL Fwidth Sb 'Kf lb := plf • ft Kf 1 (Kt = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 5.5•in t := 5.5•in A := t.h A = 30.3 in2 3 := th I= 76.3in4 12 S := I -2 S = 27.7 in3 h Cp = 0.8 Finax := F'c•A 6x6 DF #1 Wood Post Pmax = 230151b Fwidth = 6.5 ft2 USE 36 "x36 "x12" thick Spread footing, w/ (4) #4 Bars Ea. Way Base Plan #2550 • SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Base Plan #2550 6,f 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown 24. w/ 8.4kips Loads Maximum Load For (3) -2x4 HF #2 Built up Wood Post H := 9.ft psf := psi 144 plf := psf•ft lb:= plf•ft F, := 1300•psi CD = 1 CFb := 1 CM := 1 Ct := 1 CI, := 1 CFc := 1.1 E' := 1300000.psi F" = F C C F" 1430 psi (3) -2x4 HF #2 Built Up Post Properties c •– c D' Fc = P Axial Load Capacity Slendemess Ratio (SL) SL := — h C := 0.8 KCE := 0.3 KcE•E' FCE :_ SL 2 Cp 1 + FCE F" c 2•C F' = Cp F "c FCE = 677 psi 2 ( 1 + FCE pct F" - C FC 2•C ) C, Kf Kf := 1 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := (3).1.5•in t := 3.5•in A := t•h A = 15.8 in2 3 1:= t12 I = 26.6 in4 S:= 11 -2 S= 11.8in3 h Cp = 0.4 F'c = 593 psi Pmax := F'c. A 3 -2x4 HF #2 Built Up Post in a Wall Pmax = 93401b Spread Footing Design Soil Bearing Pressure (Sb) Sb := 2000.psf Pm := 8400.1b PT, Fwidth Sb 1• Fw,idth = 4.2 ft2 USE 24"x24"xl 0" ftq w/ (2) #4 bars ea. wav Base Plan #2550 .0 SITTS & HILL ENGINEERS INC. ' 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 • PROJECT :Bay Development Base Plan #2550 65 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown • 25. Check studs wall H := 9 • ft psf := psi 44 plf := psf • ft lb := plf .ft Fc := 1300.psi CD := 1 CFb := 1.5 CM := 1 Ct := 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 :_ SL2 C :— i 2 [i+ FCE 1 FCE F" c F"c 2C 2.0 FCE = 1011 psi Cp = 0.5 Try - 2x6 HF #2 Studs @ 16" o.c. t := 1.5•in h := 5.5.in c := — 2 A := t•h A = 8.3 in2 3 I := t h I = 20.8 in4 12 S:= I S= 7.6in3 F'c := C P F "c F' = 816 psi Pmax := F'c. A Pmax = 67291b PTL [(16.Psf + 40•psf). 32-ft ) + (12.psf + 40•psf)•(2•2 ftJj.1.33•ft 6. PDL := [(1 6•psf)•(3 �ft J + (12.psf) (2.6.ft)] 1.33•ft Axial Stress (DL +Wind) CD := 1.15 F "c Fc.CD•CFc Cp. 2.0 PDL fDL := A 1 +FCE F" c F "c = 1719psi ■ 2 / 1 + FCE FCE F" c FC 2C C fDL = 44 psi Cp = 0.5 PDL = 3611b P l = 1282 Ib < Pmax = 6729 Ib O.K F'c := Cp.F "c F'c = 847 psi Base Plan #2550 s SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Bay Development Base Plan #2550 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Bending Stresses CD := 1.15 Fib Fb•CD•CFb'CM'Ct'CL'Cr Wwind 15•psf•1.33•ft M := Wwind'H z 8 M Sfeq = Fib fb . S M = 202 ft•1b fb = 321 psi Combined Stresses z f-L + 1 fb -0.2 F'c 1 _ fDL Fib FCE Cont. wall Footing Design Soil Bearing Pressure (Sb) Sb := 2000•psf PTL = 12821b Fwidth S b F'b = 1686 psi Sfeq = 1.44 in3 < S = 7.56 in3 O.K. < 1 O.K. USE 2x6 HF #2 Studs 16" o.c. Exterior wall typical. PTL 1.33•ft USE 1'-4" x 8" thick continuous footing Fwidth = 0.5 ft Base Plan #2550 I...., the best of my knOVVICAR::). the (11.)( Superintendent/Representative: AS NOT performed in accordance with the approved plans, spec ficalions, and regulatory requIremenIs. iL Dakokr Ave., Cklt,15. CA c:3e.:12 !231 Foster Av.. Vo",....?Wield, CA 1326 1 One T'oim 00 A. ( .. .,\ 05361 P1//1 St. O doso. (i1 95112 coirwmco SOCIO('tleilit). 95815 1 104.: 1 li t On/t3rio, CA 9 1,76 / (55Q) 3.18.2200 (t'61) 633-2200 (20?) 572-2200 (1•5) 271-2;:00 (916)564-2,200 (;02) 974. ;100 . • ... 1;01- 15//7.9/. NW Soto 10 \u131m. t1/.4 P8M2 20/14 Sloto Hwy 3C).5 11176tilte Pc( ,P8370 10501-111111 Ave. NE 41"-300 tetfoodo011,4, we\ 98(72 121316 NE 0511) Si. St.ho f3-100, Qe682 Effect (253) 93Q-25(k! (60) 5‘.;13-2126 (121.i) ,485-;;;.■10 0('0) 254-3200 • ,..."- ,sociates, Inc. 7.LD • 6 IANICAI. Ersic.,impliN6 • EN'ARONME N1 Al. Emc:,trArmc C‘7:.rsis i 14 X:1 ION T Es T INC, AND INS11 CI IC/N1 6, /g...3 CONTRACTOR: 7-r-. 1. - ILI EPORT NO: 3 7 2 1 6 (< e v- TEMP: Z 2 * (-31.0;rc DATE: (42.- --....--- : 0e-,4 ' °'( JURISDICTION: /c74-4,. ct PROJECT #71Z-- c.i.. :ogs.. PERMIT #: ------- PROJECT: i --1 'cf L.00ATION: "31 Li 9 Fik, f2..oceJ 5, INSPECTOR: .11,,,+/- Re c KRAZAN PROJECT MANAGER: P 8 T WEATHER: Sc./.1-1 D.,.. - s : -,2. ci cioril-r-- .4- r r ,p7 449)-1-- c.f.° .-- 1,-- f).4 .S,,,,, d r.... p14 &L yt-tak-ke icul 6 gi jef; .9 eh (4 ,1.3 .1, 5 '4 ) 3 -lye, ti es n..... fri -1.- Ada,6 1 r-o.re,4 ote. -Ial s • (157: lo . /o.}s; s_e_e_ C.,,,,,,ir .1-io, -P_.0. /1 1:1-- W°- -L,-- L.1 - , 5 lf(v es cg_ (//31› 1 ef- F I , (., Cr. 47 t." c Le ( 5.0 L1'Y 1- ! • 1? ( 4-4 ' Sz.; 1., 44. C,,,..,y+ 4 c • ' /t1c4. 4.i a P*? ,..,4--- • /.:3c 3 4 (, 4,-e,, c. 4, Id Q., ----> • / F14 6-4--- re ve.,-)ce_. -fer43- s-4, kAt) Ave _ i4-7.4.k., -; 9,1 — S 3_ ere/bie;Av, 4 3/ ,e-a." le..,— rii / a.. 14 e ' p 'kr-7(4 etr,/ /1'7P • 4-ti( d_... (...t.A. , . 114-3v , se Ocede) 4-7› 4: e cre_ • 47/-1 IP or c. 11-Q. - . ' 4k c; I ' .4 0 SCov-1-(), Ce.,,47cil 2.,,, r7/7'-'1 ( ...I /C -■ c efre .7/ 0 ,..t 4b, 4 C-r-Lie... 6 eiLd.-1 s4-(#0-yr ■*''' . UQc C Ili p..% 0,1 6(4, 2_...s :4j be..4.),/c.. &,74.-- L4 ,1-12.5 '`..P.- .... C . C > WI 11 Catfr1+77 *re..4C4.0 ; el Z.+ 40/ • .3 . ii•ii.'t^ err 6-1/e1 - -- — - ................ Receiver,— CM' OF TUKWILA MAY 0 5 2004 C .42, PERMIT CENTER I...., the best of my knOVVICAR::). the (11.)( Superintendent/Representative: AS NOT performed in accordance with the approved plans, spec ficalions, and regulatory requIremenIs. iL Dakokr Ave., Cklt,15. CA c:3e.:12 !231 Foster Av.. Vo",....?Wield, CA 1326 1 One T'oim 00 A. ( .. .,\ 05361 P1//1 St. O doso. (i1 95112 coirwmco SOCIO('tleilit). 95815 1 104.: 1 li t On/t3rio, CA 9 1,76 / (55Q) 3.18.2200 (t'61) 633-2200 (20?) 572-2200 (1•5) 271-2;:00 (916)564-2,200 (;02) 974. ;100 . • ... 1;01- 15//7.9/. NW Soto 10 \u131m. t1/.4 P8M2 20/14 Sloto Hwy 3C).5 11176tilte Pc( ,P8370 10501-111111 Ave. NE 41"-300 tetfoodo011,4, we\ 98(72 121316 NE 0511) Si. St.ho f3-100, Qe682 Effect (253) 93Q-25(k! (60) 5‘.;13-2126 (121.i) ,485-;;;.■10 0('0) 254-3200 • azan. & Associates, Inc. GtcacimicAt Etimir POW; • ENvIpONMEMAL ENGINITSING CONSIRUCTION Tr..SiltIG Alto VIWUCIION 6/0 DATE: PROJECT #: P., 3 q..ti CP PROJECT: 9 - (-4.* LOCATION' I / ? AVaqs, kRAZAN PROJECT MANAGER: I-is r. ....•■■■••■•01.101=1111 COMP ,;TIO11 REPORT NO. 4402 CONTRACTOR: ft;" /4'4 PERMIT NO: INSPECTOR: R, , JURISDICTIONn: . WEATHER: tr. •••■•■■■.■■■■■■■■•• 55. Li WASHINGTON DENSOMETER Li SANDCONE LOCATION MAP Ltir AMY L NUCLEAR TEST L OTHER NOTE: Separate report S/B use for each item Curve 03 .;.Crie-o:to 07,3'051 -3.. P ved Areas (circle ore): Sub/Agg/Asphalt Pad (s) El Other El Trenches (circle one): Sewer / Water 1 Storm Drain/ Utly / Unified Soils Classification -17/64,1 le 64 I'S f';i041 AR, . - .... Max Dry Opt Density Moisture.. /2. C /..c, . . . . Test Elevation Location(Comments) Curve Mode & Density Moist Percent Required Depth Compaction f &./ Lv.f ed5.4- e 30577- )(Z.7- (2 ' ciSF-7 • 4-.LI3ri ijue e-11 (2.9 44- 5- ,/,„-.44A54 112. 3,'9- P-, 4.# 5„ 1111..a.r) e..e),1- 15'975%59 2- 3. C13/ene 2t) V tb:F / H. 0 f . . . . .• .. . Map Location: 1..:1 Plans. Sheet# Count Densities 1- Daily Avg. Std e7 -3-3 ...... 1 DESCPT i IN OUT I ST OT „MIL i . • Curve Test Metbod: ..1... i C.3 Attached U on Backside ,5711u HOURS ... . Count moisture Daily Avg. Std :.7 se' V 1 L 1. Gauge# 2„, i 3 4 1 , . .. , • • . .... • ., AS NOT performed in accordance with the approved plans, speaifications, and regulatory requirements to the best of my knowledge, the ab nperintendent/Ropresentative: 215 West Dakota Avenur, Clovis, Ca 93612 4231 foster Ave., 8aker5tiold, C4 93308 1025 Lone Palm Ave. Sta 2E, Modesla 95351 • 545 Parrott St., San Jose, CA 951 12 1 ?.i fon !MOM' (Wit, Clfr.111PIIM q qR 7 C (559) 348-2200 (661)633-2200 (20)) 572-2200 (408) 271-2200 c(14-PM1 — 226 N. Sherman, Ste. A, Coma, C4 92880 1501 15th Street NW, I,106, Auburn, WA1 08002 20714 State Route 305 NE., Ste. 3C, Poulsbo, VA 98370 13434 N. E. 177th Place, Woodinville, WA 98077 11011 N 1 Olrel :tvonto Ihrirruovor WA OW 4.7 . (909) 549-1188 • (.253)939-2500 • (36(7) 598-2126 • (425) 485-5519 • In I 7 Ct. '4 711l, 1• 1- re 61-I ...i C.) O 0 CO 0 CO LLI ILI I CO IL. (a 0 Zi < ° tu 0 z w C.) 0) 0— .0I— WW 3: F- -- id (0 c) P. I 0 1— z rte. - •-• azan & Associates, Inc. G EC) rtC :!iNCAt E!•)r;IIJrrrIN • Ef ;IVII ?CN•Ir.,trNIAl Cri GIN rr?I1'1G C.;C)rIs)pur:t!v)1-) 1.r.mit4c :, Au Iiisrt.cnoti DATE: ..... ..' 7 .- c7).:` ........................... PROJECT #: � C?c3c .4 PROJECT: LOCATION: 1(3..1. :. ....j19/}G!�F .....`�a►! .. ?.....fi... R:RAZAN PROJECT MANAGER: ` . 8 COMA ;;TIO REPORT NO N 4373 CONTRACTOR: ....... TA/ /... PERMIT NO:....O'4.^'.. L. -�.., f ........ INSPECTOR: JURISDICTION: ! .....�1t ....Y. aIc /I WEATHER: TEMP: 70 I._1 WASHINGTON DENSONIETER [_ J SANDCONE [. "NUCLEAR TEST (_..1 OTHER L6CATION MAP xs Elevation ............................... NOTE: Separate report S/B use for each item Curve c230,5? 0,305 I ..... .................. Paved Areas (circle o e): Sub /Agg /Asphalt 17::.....Pad (s ) ..... r.�� ........t, ` Li Other x.11 Trenches (circle one): ewer /Water / Storm Drain 1 Utly / Irr. Unified Soils Classification .s...8- ....., Max Dry Opt Density Moisture Q. 3, f..:7. Location(Coriments) Curve Mode & Density Moist Percent Required Compaction Depth . ............................. �. i'lz cf"... c..'t ' .........c. -. J.. f......................2._! -. ?. 44-, •7 .............. -7 - ...z�r -7 ....... ( Ft) ..46(..._. ...e'[...__4'5............. tO.......c? ..fi 4...T ...... /.Z -.:1 (. Z A ./e, 7: _ ............_._._C?rn- ........e' _ c f ..:. - 1. ..':`.. 4- LLo...i.4.f7-47r 05 14/ 1}-.. 5............-.1:.!.F_..3.... Map Co ation: 51...7 C' !- "r.— • 5/7... 0772-. % ,595 rs,t) _ -.... ot......_...67g ........ Curve Test Method: r Attached u on Backside /�,� Li Plans, Sheet# To the best of my knowledge, the abo 'St Iperintendent /Representative: /09,4- _/2- .'.. , /° 0 HOURS OUT ST r OT MIL DailyAvg. Std .D ESCP T ......... ........N....._............. --- - . __......... Count Densities..........Z ©�i.:....... Daily Avg. Std Count. moisture• i . ....................... Gauge #...........g.._ 7� ...' ................... WAS NOT performed in accordance Tech 215 N /err Dakota Avenue, Clovis, Ca 93612 4231 Foster Ave., Baterstield, CA 93308 • 1025 Lone Pala) Ave, Ste. 2E, 41odesta, CA 95351 • 545 Parrott St., San Jose, CA 95112 123 Commerce Circle, Sacramento. CA 95815 • (559.) 348.2200 (661) (i33 -2200 (209) 572-2200 (408) 271 -2200 (9161564-M0 5 the approved plans, spe ii'ca-trans, and regulatory requirements. 226 N�ern>an, Ste. A, Carona, CA 9'880 1501 15th Street NW, #106, Auburn, WA 98004 20714 State Route 305 N.E., Ste. 3C, Poulsho, bVA 98370 13434 W. E. 177th Place, Woodinville, WA.9807 11.913 N. r. 103rd Avarua+ Vanrnum'r. WA 9Ri • (909) 549.1180 • (253) 939 2500 • (360) 5.98.2126 • (425) 485.5519 • (um 754•;701) azan & Associates, inc. Grou(-nmcm. FrIGINITPIVJG • ENVIPONMIllrAl ErIGIt.AMING COIIMPUCHnli 11.NTING AND INSPUCHOW DATE: 6 ( 0 3 ITIOJECT o 3 az/ q PROJECT 67" 1.00ATION: / 47 7., /274 r 4:1 ,,,vt KRAZAN PROJECT MANAGER: COW. :;TIO REPORT NO. N 4423 CONTRACTOR: TR ( PERMIT NO: INSPECTOR: JURISDICTION: WEATHER: cicr 0,v .... •• . • • • TEMP: 7 Li WASHINGTON DENSOMETER Li SANDCONE LI NUCLEAR TEST F. I OTHER LOCATION MAP .(3 Test 2 7 i/ Z7T7 ....... .. Elevation . . TL:Fr /Jo NOTE: Separate report SIB use for each item E Paved Areas (circle one): Sub/Agg/Asphalt Pad (s) E Other E Trenches (circle one): Sewer / Water / Storm Drain / Utly 1 Curve Unified Soils Classification 03 n 72•-?(71 ..yRofrAr Max Dry Density 26, Opt Moisture Location(Comments) . Curve Mode & Density M ist Percent Required Depth c'r Compaction el r/ I / •,-••••• . • • Map Location: IJ Attached 0 Plans. Sheet# / 45-, 7 9 3 // 7, (5 6 7 3 )/9, 2 /d. 0 // 3 ft 5, / 7 / s, /17, ? ci 3 /( 0 //.. o je ---7Y / ra/.7 c›/V /Aid- /14 r/ "11 Curve Testehod: HOURS 0 on Backside , Daily Avg. Std ..., t,..„ , i DESCPT 1 IN OUT I ST 1 OT ,t,...tyltt.,. Count Densities .‘-‘a 0 t1 Daily Avg. Std r ........... Count moisture . 11 : I Gaugeft 2... 3 s" oc7 ........ ........ .._ ........ ........... To the best of my knowledge, the above WAS / VCIAISN751)performed in accordance with the approved Plans, spe Ifications, and regulatory requirements. . . ..... .. ..... .... .... ....... .. ......... 4uperintendent/Plepresentative: 215 West OM AMU', Ci0Viti, 93(■/? 4231 Foster Ave., 84 ersfuld, CA 93308 1025 Lone Palm Ave. Ste. 2F, Modesto, CA 95.351 54S Parrott St., 5;in Jose, 95112 • 1 91 re.mo,n, (IC 1 C (559)348-2200 (661) 633•2200 (209) 572-2200 (408) 271-2200 /11 1 I: C CA- :>7tIn Technician: 226 N. Sherman, Ste. A, Corona, C4 92880 • (909) 549-1188 1501 15th Slic:p NW, #106, Auburn, IVA 980 2 • (253)939-2500 20714 State Route 305 N.E., Ste. 3C, Poulsbo, A 98370 • (360)598-2126 13434 N. f. 177th Place, Woodinville, WA 980, 2 • (425)485-5519 n II r row,r 1 .no o few th,nrimmle M14 W.:7 • 1 U1fl 71Z4..2(1l1 7 ar...7-..-zi • , . .• .. (." aD rZEPORT . azan. & I--% 6sociates, Inc. c.,( ;:)., 1 0 INIC-Al. 1,MANI.LItIN(., • ErP...moNt.il N i Al. EIAGINLrwric C.c,rlit 1.1.1c'TI)N rt‘,,lit1.7.. AN• IN'Acitcri CONTRACTOR: Tr(' NO: :3 ( rif., U 8 ....._ .... ..: ....., --T,L1=-7T—efel DATE: L/1/03 PROJECT #: 0 (76 - 03 0 1/9, JURISDICTION: ic-rki-0,- PROJECT: cl- - S LOCATION: I )/ 9` 1" INSPECTOR: H4a ...Al PERMIT #:„...—---., KRAZAN PROJECT MANAGER. 1,..-!: I WEATHER: 0 VC ece:, ....._ • ......___ e cke ..... _ TEMP: 0 A • . 5 ir" - 4. . :\ 4, - , ..., 5: 4. -le 4-,‘ ,_, -r (j it, .-P; 11 -,c-1. . ., , ft 111i. . ■ Awo 4-5 3 -5 .0 -4- ,... c„, gA' • , cr , 1 •4 1136 ( e , 9 , I . 7_ , .... . rb • (i Q 5 E.— IA - t ii. , /1-7 ..4 4e i / 4. 44- ; 1 4. c.... rs 4-4 v-1 ; - me , - ta are . c,,,T ss,..44-- t . 4?-<(e. (-0"," : 4.-c,o, .7 ' .11 1. A0.- rby;fr.44 r 4..... -CI> (A 5 q ..• -F—. - , - V e5:05f"- I 4- _57- e.2..7+- we -J. 6,. tx,. -1-4 4-- 4,-(2_ (,, ;01, ,,,,, f,of 3 "(p_e .i..) Cc. h..'• +4.-f- 5- 4 e) cv 4) A, Kt,. - 6 e- s‹(1,..._ 4—ifr1 e— it, ,....■ s 5, vik_ • (A.S., C/ -- 5-tpe-vak.-• ---ev,4,,,- ki4 4"ca (7/ , re u - , -I- II A 4-- ..45 3 ' "4.- w, r 4 f vely:(a__ •C.A. 't ivt ' d ke._ s- 4G,s._ u /4-1 .14ev . , 40 1 . sii .... ) Ai-- 1 n k (.t) e + r Cf(11).:L lb e et; i ; 34-tirloe • 3r, , Lib • ck_55 ;ve_. t)orkir, (11....\ .' i se r 9 i.e.- - 4‹. 3.4.t, S -'0% 1.c..-dr i l• rezieldi v-i 0,:it .; ,,,C s 4 ›, (2._. re - tic, i tip ite.. -4 x>cla,7, the h':1 'Try knowledge. th(.. above WAS / Superintendent/Representative: I01 nod in aCcordcriCe with the approved plans, Dake.-40 Avo.. C.10VA:. CA '236 I .? :;.?31 fostot Bokeit5fieki (7,A9J,308 :0•5 (.One Poir n Ave. 4'86;, Moriosto. c':,4 95$51 Pow.lif Si.. Son ./(vi-7s. CA Q5) j..?3 C:omawrce S/.:v.:wn (Kanto 1...2A 95815 1 litickoll Ontntio, CA 97.761 • (5.5?) 3,.;'$() 6n1 ) o33-22(.10 (20) 572-22(X) (•06) 271-2200 let) 564-?200 0200) OY4-4,100 Ifications, and regulatory reciiiirerrients. 1501-15th St NW St lito 106. .41.ibt lin 20714 St:4o f y 3(?.' I'VE Sudo Poihno. 98,3.70 19501,1410 /Ivo. NE 4T..m titx,,:finoll?, (2807,2 ',MI6 NI: 9.501 51. St 8.100 li;rocouv Q.,360:,' • • • Re% hum I:1 13t.c,Ji%e Mac X: 1 ■■,(13 (P63) 939-2.5N) c:560) 50-212e, 485-,■519 (•V) 254-3200 WIVOMCIPIPMWO`ttO3WW.Pelfir"W.,1'..,,,',1! ■•■•,;.1' k...1"fiq:er'r".",,rSt!',Y!•Ing•VAVINONVit,V7.,..1,WRIWAW#"9,4!”11',,Vg4.',Mr,,tft,',,ANW,C1,,,rArrt.1:17,?,3,0!,..T.TntitV1,0471V4!??ViVglA,11 1.011; //MI* . azan & Associates, Inc. GroilCHNICAI FNGINIFIZING • ENviP0FINIFNIAL ENGINFLPING COre;liaJC.- iic:r 1 ;iii u. AND IMPFCrioN DATE: 175//03 rROJECT: Lff 4:›av; v; 5:0 LOCATION: KRAZAN PROJECT MANAGER: 'E.. 7- 4.111111111111MOIMMINIMENAINiadi, CONTFIACTOR: COMF .:T1011 REPORT NO. 4361 PERMIT INSPECTOR: H'14+ JURISDICTION: WEATHER: (7 (•1 43'1— Li WASHINGTON DENSOMETER LI SANDCONE LOCATIO MAP N a I- 3 . . . ... Elevation Location(Comments) Curve Mode & Density Mo st Depth - 3. 3 / I1o.L i /1, •/- )0-3 )5 ria,3 . e (06-5 HO, 1 1-c: 9 NOTE: Separate report SIB use for each item Curve D u o o TEMP: 411.1111111111MIONNOMI NUCLEAR TEST L. OTHER aved Areas (circle o e): Sub/Agg/Asphalt Pad (s) LI Other El Trenches (circle one): ewer / Water / Storm Drain/ Utly / Irr. Max Dry Opt Unified Soils Classification Density / L4 frie.1 SeD !A/$.1 -er.4) 2 C. ..s• 4.4 Test 3 3 st-599 2/.3ti 4- 3 4 "4- Map Location: Location: C...1 Attached rj Plans. Sheet# 13 on Backside 1 the best of my knowledge. the above W tiperintendenURepresentative: Curve TptsIthod: 412,o. Moisture /6 Percent Required Compaction 573 9 3 2 HOURS Daily Avg. Std .." 7 Q /4 DESCPT IN OUT ST 1 OT I MIL . 1 Count Densities L--',' 1. I ...!.. „ Daily Avg. Sta e ; ::2 z4. Count MolSiiire * 1 1 .. ' . I 1 I performed In accordance with the approved plans, spe ilications, and regulatory requirements. 215 West Dakota Avenue, Ca 93612 4231 Foster Ave.., Vakers64.1, C.A 93303 1025 Lone Pahn Ave, Ste. ,I?E, Modesto, CA 95351 • 545 Parrott St., San Jose, GA 95112 1 1 enrmithre;nci,,-1,, re, ne:g1 1 C • (559) 348.2200 ((,61) 633-2200 (209) .572-2200 (408) 271-2200 fn.: 1:11.. 71V1 Technicia kt, 226 N. Sherman. Ste. A, Corona, CA 92880 1501 15th Street NW, 2.'106, Auburn, IVA 980(.2 20714 State R(.flure 305 ME., Ste. 3C, Poulsbo„..1 98370 13434 N. E, 177th Place, Woodinville, Ii'/ 980; 2 1 1 01 7 Al r ;Med Ai•esowto 1.,,orno,,,nr; 1414 II Pt: 7 • (909) 549-1188 • (2.53)939.2500 • (360) 598-2126 • (425)435-5519 • i'lr,n1 . 72111.1 .,Mr.s....***YOMP.OTKPIWPAV:kftiMnftfr.!:VMOVIMA.P" June 1, 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: CORRECTION LETTER #1 Development Permit Application Number #D04 -123 13532 43`d Avenue South — Cresdent Homes — Lot 2 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 sane 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) 431 -3670, 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 through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, Stefani Spencer Permit Technician encl xc: File No. D04 -123 'outhcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 -431 -3665 z -w r4 2 0 N0 til N 'Li O So— ci =w z� • ZO w w U ON CI I- wW O uiz O~ z PLANNING DIVISION COMMENTS DATE: April 28, 2004 PROJECT NAME: Crescent Homes Lot 2 PLAN CHECK NO.: D04 -123 Plan Reviewer: Contact Nora Gierloff at (206) 431 -3670 if you have any questions regarding the following comments. The proposed fireplace in the family room does not meet the side yard setback requirement along the north property line. The standard setback in the LDR Zone is 5' which applies to anything more than 30" above the ground except 18" of roof eaves, TMC 18.06340. You must resubmit with a plan that meets setbacks. Q :\LETTERS \DO4- 123.DOC ...._ .... „ ....... r,.....«.....i.1�.N.H�..,:�4 ..�:.:e::�aa« rota t,�z' }e:i^.i.'W,ird;ha.^"✓'r:A' ti' ee{ 1F' 66� :ia::Slc�r ".?�i�'.:iix.'..'oY April 6, 2004 Ciiy of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Mr. Bob Thompson 425 Pontius Avenue North, #125 Seattle, WA 98109 RE: Letter of Incomplete Application #1 Development Permit Application D04 -123 13532 43`d Avenue South — Crescent Homes — Lot 2 Dear Bob: This letter is to inform you that your revision received at the City of Tukwila Permit Center on April 12, 2004, is determined to be incomplete. Before your application can continue the plan review process the following items need to be addressed: Building Department: Ken Nelsen, at 206 431 -3677, if you have questions concerning the attached memo. Please address the above comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Sincerely, Stefania!Spencer Permit Technician Enclosures File: Permit File No. D04 -123 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 Tukwila Building Division Ken Nelsen, Plan Examiner Ext. 1677 Determination of Completeness Memo Date: April 13, 2004 Project Name: Crescent Homes building permit application Application #: D04 -122 and 004-123 Plan Review: Ken Nelsen, Senior Plans Examiner The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. z • w 6 -J C.) O 0 co o • IJJ Ill = w 0 CO I �w z= o zI- 1. Because of experience with crawl space drainage and basement drainage in the general W uj vicinity of the subject building site, address the following foundation / footing drainage. 0 o • - a) To maintain the crawl space foundation construction, provide additional plan details to o identify a footing drain discharge system. The discharge system will generally be = v separate from the roof drain system. Coordinate any combined discharge systems — with the Tukwila Public Works Department. The intent is that groundwater will not - accumulate in the crawl space. Review the following State Plumbing Code subsoil c• n drain requirements for your design. o 1 U. P.C. APPENDIX M: SUBSOIL DRAINS M 1.5 (Washington State Amendments) ❑ Subsoil drains shall be provided around the perimeter of buildings having basements, cellars, or crawl spaces or floors below grade. Such subsoil drains may be positioned inside or outside of the footing, shall be of perforated, or open jointed approved drain tile or pipe not less than three (3) inches in diameter, and shall be laid in gravel, slag, crushed rock, approved three quarter (3/4) inch crushed rock, approved three quarter (3/4) inch crushed recycled glass aggregate, or other approved porous material, With a minimum of four (4) inches surrounding the pipe on all sides. Filter media shall be provided for exterior subsoil piping. ❑ Subsoil drains shall be piped to a storm drain, to an approved water course, to the front street curb or gutter, or to an alley; or the discharge from the subsoil drains shall be conveyed to the alley by a concrete gutter. Where a continuously flowing spring or groundwater is encountered, subsoil drains shall be piped to a storm drain or an approved watercourse. • Page 1 z Page 2 of 2 D03 -287 - Incomplete memo o Where it is not possible to convey the drainage by gravity, subsoil drains shall discharge to an accessible sump pit provided with an approved automatic electric pump. A sump pit shall be at least fifteen (15) inches in diameter, eighteen (18) inches in depth, and provided with a fitted cover. The sump pump shall have an adequate capacity to discharge all water coming into the sump as it accumulates to the required discharge point, and the capacity of the pump shall not be less than fifteen (15) gpm. The discharge piping from the sump pump shall be a minimum of one and one - half (1 -1/2) inches in diameter and have a union to make the pump accessible for servicing. o Subsoil drains subject to backflow when discharging into a storm drain shall be provided with a backwater valve in the drain line so located as to be accessible for inspection and maintenance. No further comments at this time. • Page 2 PERMIT COORD COP'. PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -123 PROJECT NAME: CRESCENT HOMES - LOT 2 DATE: 06 -02 -04 SITE ADDRESS: 13532 43RD AVENUE SOUTH Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # I t. Revision # after /before permit is issued DEPARTMENTS: 44 tifi— Co --*-041- Building Division ❑ Fire Prevention ❑ Planning Division Public Works ❑ Structural ❑ Permit Coordinator Ilie DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE:- 06 -03 -04 Complete 2' Incomplete 0 Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROI,YTING: Please RouteL1d,/ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions ti Notation: REVIEWER'S INITIALS: DUE DATE: 07 -01 -04 Not Approved (attach comments) 0 DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY Documents /routing slip.doc 2-28-02 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -123 PROJECT NAME: CRESCENT HOMES - LOT 2 DATE: 04 -22 -04 SITE ADDRESS: 13532 43RD AVENUE SOUTH Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # afteribefore permit is issued DEPARTMENTS: L � G 91,2- 0`1 Building Division Public Worksp 0A Mc./ hl& 421 0 Fire Prevention • C -2.1 -D structural ❑ 1f3f Planning 'vision 4 Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 04 -27 -04 Complete [l 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 ROUTING: Please Route MI Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05 -25 -04 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only !- r CORRECTION LETTER MAILED: " VO4 Departments issued corrections: Bldg ❑ Fire ❑ PIng PW ❑ Staff Initials: VIS Documents /routing slip,doc 2-28-02 PERMIT COORD COPY PERMIT COORD COP\ PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -123 DATE: 04 -12 -04 PROJECT NAME: CRESCENT HOMES - LOT 2 SITE ADDRESS: 11232ia 43 AV S 135-32- X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # after,before permit is issued DEPARTMENTS: Ku� tt,eti iecQ- 4 -11-o Building Division IA Public Works Fire Prevention Structural Planning Division ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 04 -13 -04 Complete ❑ Incomplete Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: 41V' -t/' LETTER OF COMPLETENESS MAILED: �,C' Departments determined incomplete: Bldg j5 Fire ❑ Ping ❑ PW ❑ Staff Initials: �>Y� TUES /THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 05 -11 -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: PERMIT COORD COPY Documents /routing slip.doc 2 -28-02 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: C /2.10 Plan Check/Permit Number: D04 -123 ❑ 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 2 Project Address: 13532 43rd Avenue South Contact Person Bob Thompson Phone Number Z53- 5-6j 7 7.7 Summary of Revision: (R2 VI 4,ec2 Si' tQ TIC 4n -- 144o'/.cI 40_04 3 �- • Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: ❑ Entered in Sierra on 06/01/04 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 tivill not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D04 -123 Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after/before Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: CRESCENT HOMES — LOT 2 • Project Address: 13532 43" AVENUE SOUTH Contact Person Bob Thompson Phone Number 2 S3 - .5'109 - ?5 7 J Summary of Revision: fit d 1 �%i ,* i t S/44.4- t 'i't+► elizA.*'1 t Spa iwl 4451th lice., a+tid. Aoo 4• i •r 4 ktvit '1 KSi c 4 1124 +IK.0 I civ4sic. (Ali It -lit iv., 40 *L- Sher )IS.D AWid a KMt tut.. 46.t. S; 44. re14w *o '14 cl Cti44- YL►uJ t ,Q wit' -ii4 46 3 draiKS 44 ,04 v 4o +L S40 ‘44. RECEIVED CITY OF TUKWILA APR 2 2 2004 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Sierra on 04/14/04 "WO ftfllrfr; T()W, FMI .4 01:x-3.41P E.11s/li•'OPIMR N 14816 Military Road South P.O. Bo' "' 9550 Tukwila, WA 98168 Phone: (206) 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: 1lg Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: A Residential Single Family ❑ Residential Multi - Family ❑ Commercial ❑ Other Applicants Name: C-e \-k- 1.4 A Phone: _ 56q 5 ?el Property Address or Approximate Location: Tax Lot Number: 135 '6a 43 1Ave , Legal Description(Attach Map and Legal Description if necessary): 1.0.-ti *Z, "it.,�k3..1-3■ 1 a.. SP /.... ©1-- 06.3 Part B: (To Be Completed by Sewer Agency) 1/ 1. CO a. Sewer Service will be provided by side sewer connection only to an existing size sewer CS 41 feetbfref 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 RECEIVED CITY OF TIIKWII A ❑ (2) the construction of a collection system on the site; and /or ❑ (3) other (describe): APR 1 2 2004 PERMIT CENTER 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. . a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $`' a. District Connection Charges due prior to connection: GFC: $ B F... O SFC: $ 11O( 1 ' UNIT: $ TOTAL: $ a (Subject to Change on January 1st) King County/METRO Capacity Charge: Currently, $1826.04 /residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co/Metro without notice.) b. Easements: ❑ Required ❑ May be Required c. Other: I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of sign re. _/,2111/62 Td- -13 By 4AVO4 Title Date . x!.: a; nccvrrt ,;.rrn.tirv•7ti+;c�;•.73�±.h%!";s 'DO 123 ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY /NON - AVAILABILITY The following terms and conditions apply to the attached Val Vue Sewer District ( "District ") Certificate of Sewer Availability/Non - Availability ( "Certificate "). 1. This Certificate is valid only for the real property referenced herein ( "Property "), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and /or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. 1 acknowledge that I have received the Certificate of Sewer Availability/Non-Availability and this Attachment, and fully understand the terms and conditions herein. Applicant's Signature Date 895391001j270798:0115SY601!.DOC (1/26/04) -1- CITY OF TUKWIL4 Community Development Department Permit Center 6300 Southcenter Blvd., Suite too 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.: bo'1 123 y .v,y1l•,,)L,Y119) p..tr ... ,y1. �{PJ J1{' {���///f71v��7j��!�' 4� ,.% t111'�.YrtflJlM17 �}h1I.AmIC'r iV"G'7'. rYrtr, i;•:..1). ..iil+h }1. Jr HN(�f ( 1,a v .�. i'iryy'•? 'ar y r. . , �ti5�•r.,•.�..4t�erl �.j.;i(9r;��4i *'t�,. ,., 11' "° , yf1.yNA1'. Site address (attach map and legal description showing hydrant location and size of main): I B S'3 z_ 3''A Ave . S t Name: C 14 SCQ. 1•wv-”" Address: it Phone:(, - 3 23 - L(a, SZ1. A4. 11 7t r 1-� A �, •'::if•" 'r:•,, ^.o „•. ti,a: ..:w:_,:.: Gtrddvl;�c,61:n;��•`. v,.+�'1 r��.Jil M��:'fkyi�•1:�i!i,F�:i yyC: �:{,•Gr�pw6:7:ia !r��f'1 r �p tlw'rMti,; •'•:•I�S„,'' Name: -p 0,2 'r' 1 e -' Address:, i7,wf' s ;`ivc z L4. & -W Phonemic , Sig- 757, This certificate Is for the purposes of: 21. Residential Building Permit ❑ Commercial /Industrial Building Permit ❑ Rezone ❑ Preliminary Plat Estimated number of service connections and water meter size(s): 1 - 3/s ❑ Short Subdivision ❑ Other RECEIVED CITY OF T(IKWI1 A Vehicular distance from nearest hydrant to the closest point of structure is ft. Area is served by (Water Utility District): `#>C (ZC- Owner : ant Signat ' e APR 1 2 2004 PERMIT CENTER `//401- Date 1. The proposed project Is within 2. - {o improvements required. (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: Al 1 4- (Use separate sheet if more mom is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 6 7-0 gpm at 20 psi residual for a duration of 2 hours at a velocity of 4,-Z- fps as documented by the attached calculations. 5 Water availability: g}"---Acceptable service can be provided to this project El Acceptable service cannot be provided to this project unless the improvements in Item B -2 are met. System is not capable of providing service to this project. I hereby certify that the above information is true and correct. AgencyP'hone.Zv6 - 96-4747 By This certificate is not valid without Water District No. 125's attachment entitled "Attachment to Certificate of Water Availability." ,. ,•Mxvf! „971' .LN.erlf!er...f.r,5 ^.2:•.. • Date Doi -1z3 ATTACHMENT TO CERTIFICATE OF WATER AVAILABILITY KING COUNTY WATER DISTRICT NO. 125 ..ITy �� RECEIVED TKMI A APR 12 2004 PERMIT CENTER The following terms and conditions apply to the attached Certificate of Availability ( "Certificate "). Ill W. w0 2� 1. This Certificate of Water Availability is valid only for the real property referenced g n- herein for the sole purpose of submission to the City oP+ t . "City "). This Certificate is N f 4 issued at the request of the City, and . is not assignable or transferable to any other party. Further, w no third person or party shall have any rights hereunder whether by agency or as a third party z '- beneficiary or otherwise. z o 111 uj 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 co applicable land use jurisdiction or governmental agency necessary before applicant can utilize o F- the utility service which is the subject of this Certificate. = v f- tLO ..z w 0 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 District Representativ Date �� jam/ Date 1oiz3 z LICENSE DETAIL INFORMATION Form a STATE OF WASHINGTON DEPARTMENT OF LABOR AND INDUSTRIES Specialty Compliance Services Division P. O. Box 44000 Olympia, WA 98504 -4000 THE RESULT OF YOUR INQUIRY FOR LICENSE NUMBER SELECTED IS: LICENSE DETAIL INFORMATION Current Filter: None Registration# or License BAYDEC *022MB Name BAY DEVELOPMENT CORPORATION Address 425 PONTIUS AVE N #125 Address City SEATTLE State WA Zip 98109 Phone Number 2063236656 Effective Date 7/2/1998 Expiration Date 7/2/2004 Registration Status ACTIVE Type CONSTRUCTION CONTRACTOR Entity CORPORATION Specialty Code GENERAL Other Specialties UNUSED UBI Number 601851623 *VIEW CROSS REFERENCE FILE FOR THIS LICENSE* * * *VIEW PRINCIPAL OWNER(S) FOR THIS LICENSE* * * *VIEW CONTRACTOR BOND /SAVINGS INFORMATION * * * *CHECK INQUIRY FOR SUMMONS AND COMPLAINTS* * * * VIEW CONTRACTOR INSURANCE INFORMATION * * * Page 1 of 2 New inquiry by CITY , NAME , PRINCIPAL OWNER NAME , LICENSE , UBI NUMBER , check the L &I Contractor Industrial Insurance Premium Status or return to the L &I Construction Compliance Home Page https: / /wws2 .wa.gov /lni/bbip /TF2Form.asp ?License= BAYDEC *022MB 06/14/2004 • • • • INSULATION A. CEILINGS • R -38 VAULT R -30 I. CEILINGS TO HAVE !BAFFLES MAINTAINING 1" MININUM AIRSPACE ABOVE INSULATION. 2. BAFFLES ARE TO EXTEND (o" ABOVE BATT INSULATION 3. BAFFLES ARE TO EXTEND 12" ABOVE BLOWN-IN INSULATION. L3. NEW WALLS c 2xro R- 21 1. ALL EXTERIOR 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 5ATTS ARE TO BE FRICTION FIT WITH 4 MIL VISQUEEN STAPLED TO FACE OF STUDS OR 'VAPOR BARRIER PAINT WITH DRS'' CUP PER RATE OF I MAX MAY BE SUBSTITUTED FOR 4 MIL VISQUEEN. 4. INSULATE BEHIND TUB /SHOWER, PARTITIONS AND CORNERS C. FLOORS a R-30 1. UNDERFLOOR INSULATION 15 SUPPORTED BY LATH, TWINE OR BY OTHER NON - COMPRESSING MEANS. EXTERIOR GLUE T O BE U.SE D ON ea.t • _FLOORS. 2. SLABS IN CONDITIONED SPACES THAT ARE NO LOWER THAN 24" BELOW FINISHED GRADE ARE TO BE INSULATED WITH R -10 EXTRUDED POLYSTYRENE FOR A DISTANCE OF 24" INWARD FROM THE FOUNDATION FOUNDATION WALL OR DOWN TO THE TOP OF THE FOOTING IMO I STU f�'E CONTROL 2. CRAWL SPACE iMUST HAVE t*, MIL BLACK VISQUEEN GROUND COVER. 3. EXTERIOR DOORS AND WINDOWS ARE TO BE CAULKED AND WEATHERSTRIPPED. 4. RECESSED LIGHT FIXTURES TO LIMIT AIR LEAKAGE PER WSEC 5.02.4A: IN UNCONDITIONED AREAS. 5. ALL PLUMBING, ELECTRICAL AND I-1VAC PENETRATIONS iN FLOORS, WALLS AND CEILINGS ARE CAULKED AND SEALED 6. ELECTRICAL OUTLET AND LIGHT SWITCH BOXES ON "EXTERIOR WALLS NUST BE SEALED AT *THE BACK OF THE BOX OR EQUIPPED WITH A FACE PLATE GASKET. `?. SOLE PLATE IS CAULKED OR GLUED TO SUBFLOOR. g C. A.ULK.'SE.AL RIM .JOISTS BETWEEN STORIES. 9. WHEN PENETRATIONS NEED FIRESTOPING REvEAL AND DISCUSS WITH YOUR BUILDING DEPARTMENT INSP. FURNACE AND WATER -4 E A T I NG 1. HEATING DUCTS OUTSIDE OF THE CONDITIONED SPACE MUST SE INSULATED TO R -8. DUCT JOINTS AND SEAMS ARE TO BE SEALED WITH MATERIALS LISTED AND LABELED AS COMPLYING ING WITH UL ISIA OR UL 1815. 2. iN UNHEATED AREAS, HOT AND COLD WATER PIPES ARE TO BE INSULATED TO R -3: . WATER. I- EATER 'STORAGE TANK TO BE LABELED AS MEETING THE 1981 NATIONAL APPLIANCE ENERGY CONSERVATION ACT. 4. ELECTRIC WATER HEATERS SHALL NOT BE PLACED DIRECTLY ON CONCRETE SLABS BUT INSTEAD SHALL BE PROVIDED WITH AN R -10 PAD !BETWEEN THE WATER HEATER AND THE SLAB. 5. LAVATORIES, TUBS AND SHOWERS ARE TO HAVE FLOW RESTRJCTO' PS TO LIMIT 140T WATER DISCHARGE TO 2.5 GPM. UJOODSTOVES I. WO ODST vE5 ARE TO 1-1..:14VE TIGHT FiTTING Cx'LASS- 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. F RED= LACES 1 FIREPLACES ARE TO HAVE TIGHTLY FITTING GLASS OR METAL DOORS OR EQUIPPED WITH A FLUE DRAFT INDUCTION FAN. 2. FIREPLACES ARE TO HAVE OUTSIDE COMBUSTION AiR DUCTED TO FIREBOX. (MiN. (o SQ. IN. NET FREE VENT AREA.) COMBUSTION AIR DUCT MUST BE EQUIPPED WiTI -1 AN ACCESSIBLE DAMPER. COMBUSTION AiR MUST ORIGINATE BELOW THE FIREBOX. 3. TIGHTLY FITTING FLUE DAMPER WITH MANUAL OR AUTOMATIC CONTIROL 5. DOOR U-VALUE = 020 1. EXTERIOR SWING=ING= DOORS iN HEATED SPACE WiTH MAXIMUM U -VALUE OF 0.20. GENERAL PROVISIONS 1. ALL STRUCTUP,.^.L SOFTWOOD PLYW ^^C, PARTICLE - EO,.;P-.L , WAFER BOARD AND ORIENTED STRAND BOARD ARE STAMPED "EXPOSURE 1" 2. RECESSED LIGHTS ARE I.C. RATED DOUBLE WALL CAN LIGHTS. PRESCRIPTIVE 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 DESIGNED TO COMPLY WITI -4 WiT$ -I SECTION 302 SHALL SUBMIT CALCULATIONS FOR REVIEW AND FER SECTION 302.!.1. eYSTE'7 .!CHARACTERISTICS NOT IDENTIFIED BELOW AND CONTINUOUSLY OPERATED SYSTEMS SHALL COMPLY WITH SECTION 302. A. SOURCE 5F'ECiFIC VENTILATION REQUIREMENTS- !. EXHAUST FAN REQUIREMENTS: a. BATHS, LAUNDRIE5,d POWDERS-50 CFM g 0.25" W.G. b. KITCHENS-100 CMF 0.25" W.G. RANGE HOODS AND DOWN DAFT RANGES NAY SE RATE✓ 0:4T IOOCFM AT .10 W.G. 2. EXHAUST DUCT REQUIREMENTS: a. BE INSULATED TO R -4 IN UNCONDITIONED SPACES. b. BE EQUIPPED WITH A BACKDRAFT DAMPER. c. TERMINATE OUTSIDE THE BUILDING. d. COMPLY WiTH TABLE 3-3. e. SHALL. TERMINATE NO CLOSER THAN 3' FROM OPENABLE DOORS OR UJINDOUJS. B• 1111 -TOLE HOUSE VENTILATION REQUIREMENT. OUTDOOR AIR SHALL BE SUPPLIED TO ALL (- HABITABLE ROOOMS THROUGH THE FORGED AIR HEATING SYSTEM USING THE FOLLOWING MME THOD . .. r. - d +i - _ .J..•. - L _ r • .^.�i i•,wnr' d- ..R. •..•....a.... s+..a....s _. N ••••••••• -.._..• .... 1. 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 PR 'TECTED FROM THE ENTRY OF INSECTS, LEAVES AND OTHER MATERIAL. e. NOT TO RECEIVE FRESH AIR FROM THE FOLLOWING AREA: I. WITHIN TEN FEET OF AN APPL LACE VENT OUTLET, UNLESS THE VENT OUTLET IS THREE FEET AvOE THE FRESH AIR INLET. 2. WHERE IT WILL PiCK UP O5JECTIONAF3LE ODOr.3, FUMES, OR FLAMMASL E VAPORS. 3. A HAZARDOUS OR UNSANITARY LOCATION. 4_ A ROOM OR SPACE HAVING FUEL !BURNING APPLIANCES. 5. CLOSER THAN 10' FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING I5 AT LEAST THREE FEET AeOvE THE FRE5I4 'AIR INLET. 6. ATTICS, CFcAWL SPACES OR GARAGES. 2. THE INLET DUCT 51-IALL- BE EQUIPPED WITH 1 OF THE FOLLOWING: a. THE INLET DUCT SHALL BE EQuI&PED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL TiiMER± b. A FIXED DAMPER INSTALLED AND SET TO MEET MEASURED FLOW RATES AS SPECIFIED IN TABLE 3 -2 OR c. AN AUTOMATIC FLOW REGULATIONG DEVICE WITH FIELD MEASURED MINIMUM NEGATIVE PRESSURE OF 0.1 INCHES UJ. TER GAUGE AT THE PONT WHERE THE OUTSIDE AIR DUCT IS CONNECTED TO THE RETURN AIR PLENUM. THE INTEGRATED VENTILATION SYSTEM SHALL DEMONSTRATE COMPLIANCE WITH VIAQC SECTION 303.1.2 B BY ON SITE FLOW TESTING OR OTHER APPROvED MEANS. DEMONSTRATION OF COMPLIANCE SHALL BE MADE AVAILABLE FOR TI-4E INSPECTOR AT THE FINAL INSPECTION. JOE3 TYPE: NEW CONSTRUCTION OCCU ANC 1' :SINGLE FAMILY run. 643 CLIMATE ZONE 1 WINDOW U -VALUE •40 DOORS U - VALUE .20 CEiLiNG WITH ATTICS R -38 CEILING VAULTED R'-'3"6 AeOvE GRADE WALLS F2 -2I BELOW GRADE UJ.ALLS INTERIOR' R-21 !-BELOW GRADE WALLS EXTERIOR FR-10 FLOORS FR-30 ,SLABS R -10 PRESCRIPTIVE HEATING SYSTEM SIZING PER WASHINGTON STATE ENE CODE 2001 EDITION CHAPTER 9 rr. TAL 3 -i MINIMUM SOURCE SPECIFIC VENTILATION CAPACITY REQUIREMENTS •�••. •�•y M,.••r�•�•.•• ••• M •• • •N •.. ...y• M •• • • ••• • ••-• • ••-,o•.. ..•r M • Now *IMO • ••• M. M. •• INTERMITTENTLY. OFE RATING CONTINUOUS OPERATION .f.•.. •..•.•.��••••. •�• yor . BATHROOMS KITCHENS 5!" CFM 20 CFM ........w ••-• w ....0.. ••• •_. w• TAL 3 -2 ICC CFM 25 CFM • • ••• • • ••••••• • • MO • • • -• • ∎. M •• .f. VENTILATION RATES FOR ALL GROUP R OCCUPANCIES FOUR STORIES AND LESS. MINIMUM AND MAXIMUM VENTILATION RATES: CUBIC FEET PER MINUTE (CFM) FLOOD AREA, FT2 MINIMUM FLEX DiAr1ETER MAXN'R1M LENGTH FEET •BEDROOMS MAXIMUM LENGTH FEET . 50 4 INCH 25 2 OR LESS 3 4 5 5 iNCi -•4 '30 Ifo 100 50 r, INCH NO LIMIT MIN. MAX. MIN. MAX. ' MiN. MAX. MIN. MAX. , MIN. MAX. 3 MIN. MAX. MIN. MAX. LEA TI-•1. ;l`! 500 �,O 15 ec5 SE 8,^' 120 S5 143 100 JIO • 5 INCH 125 ISc J-1,0 210 501 -1000 55 83 10 105 85 128 100 150 NO LiMIT • 115 113 W 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 95 143 110 165 125 188 140 210 155 233 2001-2500 10 105 85 128 100 150 115 113 130 195 145 218 160 240 2501-3000 15 113 90 135 105 158 120 180 135 203 150 225 165 248 3001 -3500 80 120 95 143 110 165 125 188 140 210 155 233 110 255 35.01. -4000 SE, !28 i00 15'2' 1!5 113 is•0 • i °,E, 145 21B. 1-.0 240 11... . 2t-3 . 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 i 115 263 190 285 205 308 loot-6000 125 1813 140 210 155 233 110 255 185 118 *200 300 215 323 ` 5001 -9000 135 203 150 225 165 248 180 210 195 293 . 210 315 225 338 GREATER THAN 9000 145 ,. 218 160 240 115 263 190 285 205 308 220 330 .235 • 353 + FOR RESIDENCES THAT EXCEED 8 BEDROOMS, INCREASE THE MINIMUM REQUIREMENT LiSTED FOR 8 BEDROOMS 5Y AN ADDITIONAL is CFM PER BEDROOM. THE MAXIMUM CFM iS EQUAL TO 1.5 TIMES THE MINIMUM. r 1 x.• • p. MAX. HEAT SYSTEM SIZE: 2550 SO• FT. X 20 BTU; HR 51,000 BTU OR LESS ALL HEATING SYSTEMS SHALL 1E3E DESIGNED AND iNSTe-VL LED iN ACC'ORDANC'E 1.01T-1 UNIFORM 3U.ILD ING CODE 5•EC I i N! 310.I1 I- EATING SYSTEM. tt MANUFACTURE PER CONTRACTOR Y4FO ETARDERS:. FLCCR EXTERIOR T4G PLYWOOD WALLS 4- MILL POLY OR FvA PRIMER CEILINGS 4- MILL POLY OR PVA PRIMER NOT REQ'D AT CEILING IF 12" OF AIR SF4CE FOV(F ,4E30vE :INSULATION. TABLE 3 -3 'PRESCRIPTIVE EXHAUST DUCT SIZING FAN TESTED CFM AT 0.25" W. MINIMUM FLEX DiAr1ETER MAXN'R1M LENGTH FEET MINIMUM SMOOTH . pIAr1ETER MAXIMUM LENGTH FEET MAXIMUM ELBOWS 'I) 50 4 INCH 25 4 INCH 10 3 50 5 iNCi -•4 '30 5 INCH 100 50 r, INCH NO LIMIT 6 INCH I NO LIMIT , 3 , X30 4 INCH ( 2) NA 4 INCI -I '; 20 3 80 5 INCH 15 5 INCH 100 _- 3 80 tv INCH 90 6 INCH NO LIMIT i 3 100 5 INCH NA 5 INCH 50 , 3 100 6 INCH 45 6 INCH NO LIMIT 3 125 ro INCH 15 6 INCH NO LiMIT • . 3 125 1 INCH 10 -1 INCH NO LIMIT 3 I C Of APPROVED PPp 9 %1fl z IkS 1. FOR EACH ADDITIONAL ELBOW SUBTRACT 10 FEET FROM LENGTH. I 2. FLEX DUCTS OF THIS DIAMETER ARE NOT PERMITTED WITH FANS OF THIS SIZE. • VENTILATION SYSTEM SIZING PER TABLE 3-2 OF THE 2000 V.1.A.Q.C• PRESCRIPTIVE SOURCE SPECIFIC EXHAUST VENTILATION PER V.I...Q.C. SECTION 303.3 LOCATION KITCHEN F'O(LE ER RM. LAUNDRY RM. MST. BATH tIANUFACTURE •100 CRI 50 CFM CFM SO CFM WHIRLPOOL !ROAN 'MOAN GROAN MODEL RC8920X 590 SSO S90 CFM - 2511.* SOME S 100 CFM 84 CFM 184 CFM 84 CFM PERSCRi PTi vE WHOLE HOUSE ExHAUST VENT(L AT iON S`r STEM PER V.I,A.Q.C. SECTION 303.4 LOCATION MANUFACTURE MODEL CFM-.25 Uk ' SCNES LIPPER BATH ALFL AKT 1 FANTECH FX 4XL 130 CFM t-, 1.4 SUPPLY VENTILATION SYSTEM INTERGRATED SYSTEM WITH FRESH AID? INTRODUCED INTO RETURN- AIR DUCT W1TI -4 MOTORIZED DAMPER. • - ........'mow..- ..�,... 1 if • SEPARATE PERMIT REQUIRED FOR: MECHANICAL eELECTRICAL ItPLUMBING GAS PIPING CITY OF TUKWILA BLHLDING DIVISION REVISIO • - FILE COPY I 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. NO CANGE3 8IALL BE MADE T3 11-1:: S3E CF Vi3PX W PR! S'1 ; AL OF TUKvtA BUILDING DIV: ; '. care REVISIONS RECURS A WV PLNI 8L7:'.::?' AND MY =WE AM Oi & PLAN REAM RECEIVED c.ITY OF TI WWII A APR 1 2 2004 PERMIT CENTER Ian S) r,4,1 P Ell 04 t15\ u.14 P-!•3 r tg am tliVJ • • cal ill 66 Cf) faum I CV OJEC: PLAN 2550 54Y EVELOPW1ENT SHEET EGI OF .ii-rM ►. • r LEJ OPT. SEE SHE 34' 0" STUB 04 BAR'S 24" O.C. 6' 0" 4' -2 1/2" 8, _ 3" io ARAGE 4" 4- 18J 1 5' - 0 !' 31-6 T -1 El- II 41-11 1/2 " •■■■• -his • CRAWL SPACE 18" MIN. CLEARANCE UNDER FLOOR JOISTS. - 6 MIL `vISQUEEN' e•LACK VAPOR BARRER OvER ENTIRE CRAWL SPACE 51-0" r 4x10 --; -- L_ �SJ 3'-6" 31-6 3/4" 11_ __241.1 L?J L?J -1 1 5' -6 1/2" 1 5' 0" r '1 L IS J 4x6 POST AT 1BE AM SPLICE 3' -9 1/2" 3' -10" - 1 + -1 0.4.(10 1/ L 2�J cv L_ 241 L 4x6 POST AT SEAM SPLICE 2'_8" rin L ?J 10' -6 1/2" It 4x6 1' - 2 3/4" -,� 1/2" 2' -8 1/4 F 1— 1.' ,SJ I xio 1/1 4/8 POST r 70 I L J8J 4x10 Ij8'r I... is 1 r r- 41-0 1/4" . 3'-0 1/4" . 3'-10 (18) 1" X 14" CREENED FNDN. VENTS. JL I 8" E r71 rT-1 I • 2 4.J N L 2 141 _ .... -1,_11" Cv (2) 4X4 POST r - �I D 1 1 ._ 6x6 POST ON 36 "x36 "x10" CONC. PAD 121-2 3/4" 11 1 1 I • 41_6 11 "9'-5 1/2" 1 1 1 GONG. SLAg 4" CONC. SLAB - SLOPE 3" TOWARDS O.H. DOORS. 20' -0" *4 BARS A WAY AT 12" 0. r L 11 0.4;rito'rt 19% I `1' -6 1/2" x SEE SHEARLUALL LEGEND, SI -IEET "8r 7 4 SEE STRAP „_ __SAGEND, SHEET "SI" 1 OPT. BRICK POUR 4" FORWARD AND LOWER 3" FRONT GARAGE 2 BAY ONLY. CONTINUOUS FOOTING RAISE CONC. STEM WALL TO 6" AFO/E CONCRETE SLAP 16' -3" -1© 1/2' 10' 0" I' -10 1/2" 40,_0„ j 1 LJ L �SJ 8, 2'_0" 4 102 1 1 1 1 8' 51.I CONCRETE PAD EXTEND 4 MIN. PAST COLUMN 1' -b 1/2" RAISE CONC. STEM WALL TO 6" ABOVE CONCRETE SL AE3 12' -5 1/2" 20' -0" FOUNDATION PLAN 1/4":1'-(2)" • r GRAIiIL SPADE YENTILATION 1320 SQ. FT. AREA 150 = as SQ. FT. REQUIRED TYP. VENT 7 "x14" x .'15 = .51 SQ. FT. PER VENT" 144 VENTS REQUIRED 8.8 = 11.25 USE MIN. OF 18 VENTS .51 NOTES: l • 6 MIL. BLACK VAPOR BARRIER OVER ENTIRE CRAWL AREA. lb" MIN. CLEARANCE UNDER FLOOR JOISTS. 12" MIN. CLEARANCE UNDER BEAMS. • SOLID BLOCKING OVER SUPPORTS. • ALL 'FIGS. TO SEAR ON UNDISTERBED SOIL MIN. 2000 lbs. P.S.F. • FOUNDATION STEEL PER ENGINEERING • 4x6 POSTS TYP. 'BEAM SPLICES. • ALL 13EAM5 TO BE 4x10 D.F. "2 UNLESS NOTED OTHERUJISE. • ALL BEAMS AND 1- 1EADERS TO BE VERIFIED UJITI -I STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDINGS. PROVIDE MIN OF 2 "x2 "x3/16" THK PLATE WASHERS ON EACH SILL BOLT 4x4 POST ON 18 "X18 "x10" THK. CONC. PAD 4x4 POST ON 24 "X2 4 "x 10" THK. CONC. PAD 4x4 POST ON 30 "X30 "x12" THK. CONC. PAD RECEIVED CITY OF Tl1KWII A APR 1 2 2C04 . PERMIT CENTER 144'? II4' 2- 5fo1 4tv 9J%L retw,ikek- bi (f? bst.& k44Uhu4'b€,1 110144 'fwf rtcL. 64e 5 t. o tya LUZ ‘,c) u4e dr) CIE NJN 10 10 v♦ •• c() cal u 9cz, co =5_13 1:1 PROJECT: PLAN 2550 8,41' PEVELOMENT FOUNDATION PL4N • FILE NO: 4614 SHEET 1 LL ;11 2' willormommlilloomm SO Ov ID e BI J .00KING ARING (TYP.) 7 ■. _... _. 111"..m. 0110111111.1. OMNI. NIVSEE SHEAR WALL LEGEND, SHEET "81" C SEE STRAP LEGEND, SHEET "81" 14' 1012" • 4- ..��_.. .4. . • /. L �i �1 1 N J amaml H I Dm_ OI'T 2 D *BL CPT - = -- 0 0 MAIN FLOOR PAMING PLAN 1/4 "=11 0 • 11 - - - - -11 OPT. F/P • • ock AO° woe 110 00 ..x4001(' NOTE: Ilb 16 1/2" X 20 1/2" FRAME-OUT FOR FURNACE IS" X 24" FRAME-OUT FOR CRAWL ACCESS. • ALL FLOOR JOISTS TO BE 2Xi0 N.F. "2 FLOOR JOISTS ' 16" O.C. UNLESS NOTED. • ALL FLOOR JOIST TO BE BLOCKED * BEARING. • 5EE FNDN. PLAN FOR BEAM SIZES. 4C-19L1-ow X23 RECEIVED CITY OF TIIKW1" A APR 1 2 2004 PERMIT CENTER 4.10 PROJECT: PLAN 2550 5,41' r,EVELOF'MENT MAIN FLOOR F4MING FLAN SHEET 2 • y Si ear, .'J' + i . ue'.- s•40I11.0--- .0.41 w r.+*! 0 • 341-0" 61-0" 3 I/• Raj I/2 GLIB NJ 3 1/8 x 10 1/2 GLIB D�BsL 7X6 At1ILY RM. CARPET DIRECT VENT GAS F/P 1348ST FcA GE VENT IN WALL EXI TO EXTER OR LOUD \GAS SHUT OFF 2 X ro WAL L 1) (2) 2x6 1-45 E342 ST W4230 = = = REF W.3615 (3) 2X6 3 1/2 x 9 I/4 P5L 24 "TB6 42" AFF. (3) 2x6 (3) 2x4 X CARPET NON - BEARING WALL PINING RM. 2x6 CARPET VAULT HALF WALL 9 3) 2X6 OFT vAULT 2' DR FRAME HEADER * 83 5/8" AFF. CARPET vAULT OPT 4AJ64E, SEE SHEET GI m 56 S.G. (3)2x4 NFr2 51/8x13V2G B (3)2x4 4" CONC. SLAB - SLOPE 3" TOWARDS 04-4 DOOR 3s-9 I /4" L11 4x4 HF'I PT POST TYP cn 4x4 HP2 PT POST TYP 1 1 LL- CONRE TE PAD EXTEND 4" MIN. PAST COLUMN 4 510E5 x SEE SNEARUALL LEGEND, SHEET "SI" C SEE STRAP LEGEND, SHEET "61" 1 -10 I /2" MAIN FLOOR PLAN 1/4"=P-0" 12'-5 1/2" • AREA 5UMNAY: MAIN FLOOD; UPPER FLOOR TOTAL 1311 S.F. • 1245 5.F. • 2562 S.F. 'L J GARAGE 1 =' 463 S.F. 1 NOTES: . ALL EXTERIOR WALLS TO BE PI-6, UNLESS NOTED. • SOLID BLOCKING OVER SUPPORTS. • FIRE BLOCKING e ALL PLUMBING PENETRATIONS. . WINDOWS ARE VINYL FRAMED - SIZES SHOWN ARE R/O WIDTH 4 HEIGHT. • TYP. EXT. WALLS TO BE 2X6 16" O.C. • SMOKE DETECTORS TO BE HOT WIRED W/ BATTERY BACKUP. SEE SHEET 5 NOTE • SMOKE DETECTORS TO BE AUDIBLE IN ALL !BEDROOMS. O 5/8" TYPE "X" G.W.B. ON HOUSE /GARAGE COMMON WALL, CEILING, POST 4 BEAMS AND 2 LAYER5 ON CEILINGS WITH FRAMING AT 24" O.C. ri\ HEAT ELEMENTS TO BE IS" ABOyE CONCRETE SLAB ON 2 LAYERS 3/4" PLYWD. 04 24 HR. CLOCK TIMER FOR FURN. FAN RELAY s WHOLE HOUSE FAN. OR VENT1LATO�''c WINDOWS. 05 NOT USED K GAS DIRECT VENT METAL FIREPLACE INSTALL PER MANUFACTURES SPECIFICATION R.O. = 41" W X 39 I /2" H. 4X8 I -HADER AT 48 ". () SMOKE DETECTORS TYPICAL IN ALL BEDROOMS. riTR F TI IKWII A K 22" X 32" ATTIC.' ACCESS �9 18" x 24" CRAWL ACCESS 10 WHOLE HOUSE FAN v.T.O.S. II LOWER PLATE `1 1/4" ' HATCHED WALLS FOR RETURN AIR • 12 FAN VENT v.T.O.S. REAR OF HOOD RECT DUCT APR 1 2 2004 PERMIT CENTER <1) 1-10T 4 COLD BIBS 48" A.F.F. 4 8" O.C. 14 VALLET 4" DRYER PENT BOOT. 15 5/8" TYPE 'X' G .W.B. UNDER STAIRS. 6- PLUMBING STUB -OUT FOR.. W/H * 11" OFF GAR. SLAB. 11 2X8 BLOCK CENTER LINE 4 51" FOR THERMOSTAT. 0 SOFF I T LAUNDRY DOWN W/ 2X8 0 KIT. WINDOW SILL HT. fa 40 1/2" AB. MF SUB. FL. GARAGE SLAB DROP OF MORE THAN 30" FROM MAIN FLOOR TO GARAGE SLAB, REVISE GARAGE DOOR HEIGHT FROM T-0" TO 8' - 0 ". • t2.S w �2 • • cfl cfe r(1 4:10 -2-(1 PROJECT: PLAN 2550 84Y DEVELOPMENT MAIN PLO� LAN SHEET 3 OF START UPPER FLOOR FRAMING FROM THIS CORNER 2 2II SEE El FOR DIMENSIONS TO CANS 2X10 RIM JOIST 2X10 RIM JOIST ROOF PER ELEVATION -I/16" 05M TYP. WALL SHEATHING 2x4 CONT. w/ () LEDGER EA STUD 1 /I6" 0S5 ROOF SHEATHING w/ Sd e fo" O.C. ON 2x6 • 24" O.C. I-; -1 CLIP EA. PLATE AT ' - I I/ AFF. ( ADJUST FOR ''• PP GARAGE CONDITION) ,ONUS RM, 2x 0 16" O.C. A LUS �-- FLOOR JOISTS - - PLAN ----�. 3 -8d EA. RAFTER TO G.J. 1/2" ADJUST BLOCKING TO CLEAR HEAT RUN RE: DETAIL 20251.2 N4/c SEE SHEAR WALL LEGEND, SHEET "SI" ''��+ SEE STRAP LEGEND, SHEET "51" 11 ��ili�i�iirll 1 1 = 01.11lmm_111 11m11r 11�1l11 1�111�� 1- O L QC 61 X 2XI0 RIM J 30 1/2" X 14 1/2" RETURN AIIR CENTER OF HALL BELOUJ -- BLOCK FOR FUN RETURN AIR PL EMTUM ABOVE 0 x N 3 1/8'x 16 1/2 "(24F -v4) NOTE5: itt SEAM PER PLAN SLAB BEAM PER PLAN /i GAAE G.L.5. DETAIL a • ALL FLOOD'. JOI ST5 TO BE 2X10 I-I F. *2 FLOOR'. JOISTS 616" OC. UNLESS NOTED. • ALL FLOOR JOIST TO BE BLOCKED AT BEARING. • MIN. 2" BEARING g END OF JSTS. • SEE MAIN FLOOR SI -4EET 3 FOR BEAMS SIZES. UPPER FLOOR FRAMING PLAN 1/4":11-0" 1/2 " =1' -0" p 9 ioo 1_7 __Li Piki00 145 00 051,143 1704 4, RECEIVED C.ITV OF Tl WWII A APR 1 2 2004 PERMIT CENTER iill I ‘0 Z 2 6, � 0 1 1 :5,/1 1111 0) I- E (1� J 'IN1 5144 1 101! in 4 IL. PROJECT: 841' EVELOP1ENT UPPER FLOOR F4MING PLAN FILE NO: 4614 SHEET 4 OF • • .. .. 1r/f' .►. 9 N • NI* • ' T LLB 71 • u. Q I3' -2" 21-5 1/2" 101 -8. 1/2" 21.401x0 T50 42" 3 5 OUJE • A.FF. 1' -o" ON ,V DOOR FAN v.T.O.S. 11-0" FAN v.T.O.S i 1vD15I r )-c(. vINLY 61-0 -0 1/2" 341-0" 410" (4J SHELvE3 3m" T.B. 42" A.FF. >I S4P v 2)2x $1 -4" 0 x an Z 5' -9 1/2" CARPET x 0 v 5m B.P. J s J 5 P 5 B.P. 9'-11" LIGHT SHAFT \ N rA O Il 1 FAN -� • V.T.O. S i> 1 44) P1-4 VINYL 10' -2 1/2" r- C 2 FURNACE/UJH FLUE CARPET OL is SEE SHEA UALL LEGEND, SHEET "SI" ''4 SEE STRAP' LEGEND, SHEET "Sl" • �SD. 15'43 1/2" CARPET i Q U 2 CARPET 1/2 WALL CN Z OPEN TO ENTRY +BELOW 431-6" HD 4'-3 1/2" PI -6 kD1-0" (3)3®'5P 5H' 101-0" J 20' - 0" 5 2 3'-9 1/4" FIXED (4) 2x4 LJ Q 4' -2 3/4" ri L°J 2m' -0' UPPER FLOOR AT ELEV. 'B' • rol LJ UPPER 'FLOOR PLAN 1/4"=11-0" • CIV A PPROVED jt4fl 9.. A 01.11 DritplOt: 301-104 TLi5 4 5WOUS: • FIREBLOCK BETWEEN STUDS. • LIMIT e HOWER FLOW TO 2.5 G.P.M. • WALLS SHALL BE WATERPROOF TO MIN. 10 ABOVE DRAIN INLET. • ALL GLAZING INCLUDING WINDOWS WITHIN 10" OF DRAIN INLET SHALL BE SAFETY GLASS. NOTES: -SOLID BLOCKING OvER SUPPORTS. • FIRE BLOCKING • ALL PLUMBING PENETRATIONS. • WINDOWS ARE VINYL FRAMED - SIZES SHOWN ARE 12/O WIDTH t HEIGHT. TYP EXT.WALLS TO BE 2X6 4)16" O.G. UN.O. S.D. SMOKE DETECTORS IIOv, TIE ALL TOGETHER 0 W! BATTERY BACKUP. RECD ALL BEDROOMS O SMOKE DETECTORS TYPICAL IN ALL BEDROOMS 0 22" X 32" ATTIC ACCESS 0 WHOLE HOUSE FAN V.T.O.S. (VENT TO GARAGE SIDE ROOF OF HOUSE SEE ROOF FLAN). et HIGH/LOW RETURN AIR 14 1/2" X 14 1/2" 3" DOWN FROM CEILING OR 1 1/2" OFF FLOOR O OPTIONAL 2x4 SKYLIGHT IN 2'xro' SHAFT (0) STD. 2'x2' SKYLIGHT IN 2'x5' LIGHT SHAFT 2'-6" FROM TUE3 WALL • 1 RECEIVED (:ITY OF Tl WWI A APR 1 2 2004 r PERMIT CENTER .,r�.r.•��...w«- , LLI w t �p z 0 Q� • AD t 4(41 ;1.11 .10 11!11,5) tti 0 n PROJECT: 54X PEVELOMENT MIND FILE NO: 4614 SHEET 0 r p.5. 5/4" BARGE BOARD 1X2 TRIM BLOCK FOR SIDING 18" X 24" GABLE VENT 21'-10" COMP'tON TRUSSES * 24" O.C. STUB BACK 10'-1 1/2" RIGHT 6:12 P TCH 3:12 PITCH IN IDE 12" s 2T-10 GIRDER TRUSS 6:12 4:12 OPT RI D� INTER 14" X 18" GAEBLE VENT 5/4" BARAGE BOARD ( 1) 20' -0" COMMON = K FOR DRYWALL ALINE WITH WALL BE 0 6:t2 PITCH 3:12 PITCH INSIDE t o.s.a r 5x4 BARGE BOARD W/ 1X2 TfRI M -- t--�" INSTALL ' LASHING DIvERTE " TO GUTTER 4,0 SEE SHEAMALL LEGEND, :SET "SI" SEE STRAP LLEGEt4D, SHEET "SI" 2X4 RAFTERS W/ 2X4 CEILING JOISTS 24" O.C. 5/4 BARGE BOARD W/ 1X2 TRIM INSTALL 'FLASHING DIVERTER TO GUTTER L31.5. (I) METAL VENT AT .430 S.F. ROOF F RAM 1 NG PLAN 'A' 1/4":1'-0" • • .0**'0 1•0614i.0 -s � A cA yNT 1 LAT 1 ON REQUIREMENTS • it EVERY SAVE • EACH AF -50 ROOF VENT • VENTILATION= REQ'D • GABLE VENTS BLOCK TO BE VENTED : (80X50 5a IN : ,2115F. 144 A (S.F.) s SF (300) (TOTAL 50. IN.) (0.15) (144) SF ATTIC VENTILATION !REQUIRED LOCATION GROSS AREA (SF) (A /300) MIN. REQ'D. VENT (SF) (4)(300)/2 50 % REQ'D AT EAvE (A X 300 )/2 50 % REQ'D 36" AB. EAVE UPPER ROOF 1394 S.F. 4.64 SF. 2.32 5F. 232 SF. LIVING /DINING 446 S.P. 1.49 SF. 015 SF. I 0.15 SF. FRONT GARAGE 50 sp. 0.11 5F. 008 S.F. 0.08 S.F. 3' ABOVE EAVES VENTILATION PROVIDED (MIN. 50% OF REQ•D) TYPE VENT ROOF VENTS GABLE VENTS AT 211 SF. EA 15% EFFICIENT PROVIDED UP ROOF (1) = 1.94 C I) 14 "XIS" = L3 (I) 18 "X24 " =2.3 5.54 SF.) 2.3 SF. ` L I V./D IN. . (2) = 55 (I) 14 "XIS" = 1.3 185 SF. > 15 S.F. FRONT GAR. (1) : .211 • NA ; • 211 SF. > .08 SF. EAVES VENTILATION PROVIDED (MIN. 50% OF REQ'D.) TYPE VENT METAL VENT AT .430 SF. EA. BIRD BLOCKING AT ' •05 PER 3 HOLES PROVIDED UP iROOF NA (46) = 2.3 J 2.3 SF.> 2.3 SF. L I V./D IN. . (1) = .43 (12) = 0.6 - 1.0 SF. > .155F. FRONT GAR. NA (10) = 0.5 '5 SF. > .08 SF. 4OTE5:, • VENTED BLOCKING OVER SUPPORTS. • ROOF OVERHANG=S TO BE 18" W/ 12" AT BARDGE UNLESS OTHERWISE NOTE ' • ROOF PITCHES TO BE 6/12 UNLESS OTHERWISE NOTED. • SKYLIGHTS ON 2x6 CURES - SAFETY GLASS SKYLIGHTS TO CONFORM TO UBS SECTION 2409 • TRUSSES 4 RAFTERS SHALL BE * 24" O.C. UNLESS OTHERWISE NOTED. r f • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. TJ55 Notes: • ALL TRUSSES SHALL CARRY MANUFACTURES STAMP. RECEIVED CITY OF TI WWII A APR 1 2 2004 PERMIT CENTER • ALL TRUSSES SHALL BE INSTALLED 4 BRACED TO MANUFACTURE SPECIFICATIONS. • 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. EACH TRUSS SHALL BEAR TI-4E 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: A. IDENTIFICATION OF THE TRUSS MANUFACTURING COMPANY. B. THE DESIGN LOAD. C. THE TRUSS SPACING • ALL ROOF TRUSSES 31-1ALL 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 WAVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD IS PLACED UPON THE TRUSS. DIAGONAL AND SWAY BRACING SHALL BE USED TO BRACE ALL ROOF TRUSSES. • ROOF TRUSSES S4 -COULD BE 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 WIND SUCTION ON THE SHEATHING. SECTION 2326.1213. • r7o4---12-3 ti) PROJECT: PLAN 2550 AY DEVELOPMENT FILE NO: 4614 SHEET D.S.O 5/4" BARGE BOARD zo..,......-- W/ 1X2 TRIM pal. O' K. FOR S i p iNt . I8" X 24" GABLE VENT 7k) 24 "X48" I1KYLIC3T 11 kh HON 28' COMMON TRUSSES s 24" O.C. STUB BACK I!?" RIGHT • n9) 0 ticVJ 0 LL O J 14" X 18" GAE3LE VENT (I) 2 0' - 0" COMMON ALINE UJITH WALL 8E D.S. 5x4 BARGE BOARD W/ Dc2 TRIM NivSEE SWEARUJALL LEGEND, SHEET "SI" ': SEE STRAP LEGEND, SHEET "SI" 2X4 RAFTERS W/ 2X4 CEILING JOISTS is 24" O.C. 'INSTALL. FLASHING DIvERTER TO GUTTER 5/4 BARGE BOARD W/ 1X2 TRIM —INSTALL FLASHING DIYERTER TO GUTTER ooP FRAMING PLAN 'B' 1/4"::11-0" I!" VEN1' 1 L4T 1 OW REQU1REMENTO • * EVERY EAVE BLOCK TO BE VENTED • EACH AF -50 ROOF VENT = (80X50 50. IN.) 144 • VENTILATION= A (SF.) REQ'D (300) • ,2115F. SF • GABLE VENTS !TOTAL 50.1N.)(0.15) r 5F 1:-; ATTIC VENTILATION REQUIRED LOCATION GROSS AREA (SF.' UPPER ROOF FRONT GARACsE 1394 SF. -1-1S- SF: 50 S.F. (,11./300) MIN. REQ'D. VENT fSF) 4.64 5F. 1,49 &F -. 0.11 F. (A X300)/2 50 % REQ'D AT EAVE CAX 300)/2 50 % REQ'D " AE. EY 232 S.F. 2.32 SF. MIS S.F. 0.08 SF. 0.08 S.F. 3' ABOVE EAVES VENTILATION PROVIDED (MIN. 50% OF REQ'D) .d i 'ROOF VENTS. AT .211 SF. EA GABLE VENT 15% EFFICIENT TYPE VENT frROVIC70 UP ROOF LIV. /DIN. FRONT GAR. (I) 14 "X18" = 1.3 (I) 18"x24„ = 2 3 (1) = 1.94 (2) = 55 SCI) =.211 (I) 14 "X18 " = 1.3 NA J 5.545.F. > 2.3 S.F. I.85 S.F. > .15 S.F. .211 SF. > .08 S.F. EAVES VENTILATION PROVIDED (MIN. 50% OF REQ'D.) TYPE VENT 1 'METAL VENT AT .430 SF. EA. BIRD BLOCK,NG AT 05 PER 3 HOLES pROvIDED UP ROOF NA C46) i = 23 23 SF.> 2.3 SF. LIV. /DIN. . (2) = .86 i (6) = 0.3 1.1 S.F. > .15SF. FRONT GAR NA 110) = 0.5 ' .5 6.F: > .05•5F. NOTES: • VENTED BLOCKING OVER SUPPORTS. E. • ROOF OvE RHANGS TO BE I8" W/ 12" AT BAROGE ,ION • ROOF PITCHES TO BE 6/12 UNLESS OTHERWISE NOTED • SKYLIGHTS ON 2x6 CURB - SAFETY GLASS 5KrLIGI -ITS TO CONFORM TO UBS SECTION 2409 • TRUSSES 4 RAFTERS SHALL BE g 24" O.G. UNLESS I OTHERWISE >`1QT. ED i • ALL BEAMS AND HEADERS TO BE vERIFIED W1T +TY OF ThKW(LA STAMPED ENGINEERING CALCULATIONS. THIS . APPROVED OFFICE mar BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. TRUSS MOTE5: Aux —s 2084 AS Witt) 8r 1 Dti►' G 1 • .';LL. TRUSSES 71. =;• t._& TURES ST,=41P. • ALL TRUSSES SHALL e.E INSTALLEP 4 BRACED TO MANUFACTURE SPECIFICATIONS. • TRUSSES WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPT. APPROVAL OR ENGINEERING CALCULATIONS. D.S. • ALL TRUSSES SHALL HAVE DESIGN DETAILS 4 DRAWINGS ON SITE FOR FRAMING INSPECTION. • ALL CONNECTIONS OF RAFTERS, JACK OR I-41P TRUSSES TO MAIN GIRDER TO 5E 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 1101.1. EACH TRUSS SHALL BEAR THE QUALITY CONTROL STAMP (SECTION 2311.6) AS WELL AS �9 MANUFACTURING PLANT'S NAME /ADDRESS, DESIGN LOAD AND MAXIMU PAC INC•. • AF''PROvED HANGERS SHOULD BE USED AT ALL CONNECITONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSSES. • L1c :T METAL PLATE CONNECTORS TO HAVE FIELD AND G=IRDER IDENTIFCATION. INFORMATION BRANDED, MARKED, OR OTHERRWISE PERMANENTLY AFFIXED TO EACH TRUSS SHALL CONTAIN THE FOLLOWING: A. IDENTIFICATION OF THE TRUSS MANUFACTU RING COMPANY. B. THE DESIGN LOAD. C. THE TRUSS SPACING. • ALL ROOF TRUSSES 5i -TALL 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 UJELL TIGHTEN BEFORE ANY LOAD 15 PLACED UPON THE TRUSS. DIAGONAL AND SW BRACING SHALL BE USED TO BRACE ALL ROOF TRUSSES. • ROOF TRUSSES SHOULD BE 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 WIND SUCTION ON THE SHEATHING. SECTION 2326.12.0. •• l'`Nt c() I— G c) "4: co :7: (NI DEVELOPMENT REC : IVED C TY C)F t )K WI I zoos ENTER FILE NO: 4614 -0A 51-4EET OF CO • SCISSOR TRUSSES 4>c4 EAvE BRACES E /4 "X3" 5ARGE BOARD W/ IX2 TR!M 5/4 "XS" PWW BAND ..11-1.1!■ 1■ .,d!li�11AC 1 �� ,idsir o-11---I-1- -Ie -I o ...di I %lib- 41101111% bb.. "r_I t- �1i� ►- "q111��- l- x,411∎ ■ -�► �iI-1-1l1�-r- --rte ���► ''9��- 1- �i -�.. 4�- -�1r1-r-�.. ■- iii ©�1._ '1rlr�l��1 1�r. r - -r��. i11-- rl -��►_ • �.�r�rr -� - - -� ...-�, - �� OM man CEDAR SNAKE SIDING KEYSTONE 5/4 "XS" f°WU! ESA ," NORIZ SIDING I><4 TRIM AROUND WINDOWS 2X3 OVER 1X4 TRIM 1X4 TRIM AROUND FRONT WINDOWS ONLY fE. ID GARAGE 1 1/4" X 10" LIGHT BLOCK KEYSTONE SEE I /`IA 2X3 OVER 1X4 TRIM 11X3/1X4 CORNEF2 TRIM 6" I- 0RIZ. BEVEL SIDING 2 I /2" x 11/2" W/ Z FLASHING MAIN FLOOR 111 i FRONT ELEVATION ",4" 1,41111_01I OPT. 2'x4' SKYL IGk- ' CONC. STOOP 5/4" BARGE BOARD W/ IX2 TRIM I8 "X24" gp" 1- IORIZ. BEVEL SIDING SAFET q GLASS •~• CONC. STOOP CONC. PATIO REAR ELEvATION "A" 1/4":1'-0" j 5/4" PWW r 5" KEYSTONE 3/4 " =I' -0" WRAP TOP OF COLUMN WITH 5/4" X 8" SQUARE COLUMN 5/4" x 10 CAP CONCRETE STOOP EXTEND MIN. 4" PAST COLUMN 4 SIDES OPTIONAL OPEN RAILING UPPER FLR. t_ UPPER FLOOR MAIN FLR. rE. 5/4X8 BARGE BOARD W/ IX2 TRIM MAIN FLOOR _ CI �ROV D � JUN - 9 Zt*1't rr:1011elpeftwelmor scs) 1— 146'0 1 • OEM .... } W .1 in 11.1 N �l CvN nF illi Wil4 (4) APR1 . ?004 !jI PERMIT CE TER 0 SHEET "IA OF 0 • 0 • /4 "X8" PWW BAND SCISSOR TRUSSES 5/4 "X8" BARGE E3OARD LU /IX2TRIM .rl11.11111■ mumism... CEDAR ..immusialai 1 vMmo /i► .d.!/RGM-! I I-- �ii.l� -... ..IIIrNcaii•rIIIIIIIsIIIIr■■ iIMr+iZIPIII._ ._..........._...,..r.... _ _..,.._.._..�.._.._.. - - ._.�...,. ................... KEYSTONES Immamair MIN MN N11 IX4 TRIM AROUND FRONT WINDOWS ONLY -._. E. a GARAGE `T 1/4" X 10" LIG1-1T !BLOCK KEYSTONE 5EE I /1B 2X3 OvER 1X4 TRIM 1X3 /1X4 CORNER TRIM -- 6" HORIZ. BEVEL SIDING —1k 2 1/2" x 1 1/2" W/ Z FLASHING MAIN FLOOR IMO i 1 1 i FRONT ELEVATION "8" OPT. 2'x4' SKYLIGHT 12 5/4" PWW 5/4 "X8" PWW SAND WRAP TOP OF COLUMN WITH 5/4" X 8" SQUARE COLUMN ON 5/4" X 10 CAP SHAKE EXTEND CONCRETE STOOP MIN. 4" PAST COLUMN CONC. STOOP OPTIONAL OPEN RAIL I8 "X24" allarabrwmasi r, HORI Z. RE vE L SIDING CONC. STOOP TCONC. PATIO .46 UPPER FLR. fE. UPPER FLOOR -.MAIN FOR. fE. /4X8 !BARGE BOARD W /IX2 TRIM REAR ELEYATION "B" I/4 II = 1I _/III • • • a. Mb KEYSTONE /4" « l'-0" cFrY OAF OV D � JUN - 9 2004 AS 1101E0 gI!ILDM`3 DIVISION 4r2()L1 (...R I 2SZ • x,41' DEVELOPMENT RECEIVED U CITY OF T(IKW APR 1 2 2 O PERMIT CENTE H )4 MIES SHEET • •M imoser Mra MG M Jw1�.Mr'I.M'" '.fib. -.. N7 ...sta -. d 14 "X18" GABLE VENT I4 "XIS" GABLE VENT CATH. CEILING INSIDE MASTER SUITE E7i'4X8 6ARdE BOA w/ IX2 TRIM ""--- OPT VAULT • RIGHT ELEVATION "A" 4 OPT. 2040 SKYLIGHT ON 2X6 CURB ROOFING: BY CONTR. - ----)/ volovi 2020 SKYLIGHT ON 2X6 CURB CONC. STOOP --� CONC. PATIO ri% T.S.I. 6" 1- 4ORIZ. BEVEL SIDING= 2x4 NAILER t3EHIND 5/4X8 SARC 3" O.H. Cam" O.H. • MAIN FLOOR POWER METER lO UPPER FLR te. z UPPER FLOOR MAIN FLR fE. 4 MAIN FLOOR ;NO 1- z CflN OF TUMtIA APPROVED JUN - 92004 p5 ttUtEU 8; ILDW3 CMSIOV LEFT ELEVATION ",4" 1/411211 _oir • r _ - 7..'x. .•. ' •its..a m•ams oge .sonmotwoRro. z�� eft 41 I N N .410 tit • U w PLAN 2550 841' DEVELOPMENT nay a EL.EV4TION ",4" CEIVED F TIIKWII A APR- : 2 2004 PER/1IT CENTER PILE NO: 4614 -BA SHEET t r, 4 "X18" GABLE VENT I4 "X18" CABLE VENT CATI. CEILING INSIDE MASTER SUITE 5 /4xa 5 RC E ea.-, 1,U/ 1X2 TRIM rn IN IN IN IN III (3) 2° 2m OPTIONAL CONC. STOOP CONC. PATIO RIGHT ELEVATION "8" i1 t �l OPT. 2040 SKYLIGHT ON 2X47 CURB GUTTER ROOFING BY CONTR. m/ 7.9G. 2020 SKYL IGI-4T ON 2X47 CURB T.S.G. 1 HORIZ. BEVEL SIDING 2x4 NAILER BEHIND 5/4X8 BARG 3" `"— 6 O.N. PO.IJER METER ■ 10 do • UPPERR FLR. fQ. z UPPER FLOOR MAIN FLR. fE. MAIN FLOOR LEFT ELEVATION "f3" I4"= -0" • ao CIPI GF TilKlrYitA APPROVED qua -9 zoos AS reuiiu 8: ILDING DMSIO PLAN 25� PROJECT: 8AX DEVELOPMENT CITY Ej APR 1 PERMIT ELEVATION "8" IVED i;KW7I A 2004 NTER SHEET 8e) • OPTIONAL 4IP SET WITI -k ELEV. "B" ONLY '�- •",•11 d.i -i 11 �0�♦� 11 .� 0 . 11 4. 11 ' ,1A' ' 11 ROOp I NCs BY CONTR 0 ,__.� 11 11 11 r • 11 11 11 ..''.r II 11 II 11 4. ' 11 I1 II 11 ∎Y1 11 11 11 11 1 11 11 11 11 11 1 11 II 1, II 11 1 II 11 11 11 11 SCISSOR TRUSSES 111 24" O.G. 12 MONO TRUSSES 24" O.C. _.. VENTED BLOCKING 3/4" G SUBFL L YWOOD 2X6 STUDS 4916" O.C. W/ R -21 INSULATION JOIST PER PLAN ETAL GUTTER KI TQ4EN 3/ S 4 CONC. STOOP 2X4 KICK BLOCK 111 /III /lti /? 90• FELT UNDER ALL. POSTS 3/4" T *G PLYWOOD 6UBFLOOR JOIST PER PLAN i " I[ /i /Ill /ifi /i /illtltl /I1I /I /i /ifs ►� ��, ................. Ri -30 INSULATIO UPPER FLR. Pe. UPPED'. FLOOR MAIN FLR. FE. . cA 2X4 TRT'D MUD SILL MAIN FLOOR 4" 4' D.S. T IGI4TL INE .,,_70 2020 SKYLT. W/LAM. SAF. GL. 2xro CURB EA.. SIDE INSUI .1 . AT I ON r.7 CsWB FLAIR i22 I ULATIC)N TYP. SKYLT. COP4STiCTION SCALE: 1/4" = I' -0" +, MIL BLACK VAPOR BARf2I E R • SECTION I/4"=11-0" • 1/2" OSB -- D BL TOP PLATE -y 49" FRAMING DBL 3/4" OSB 3' 3 TV OPENING RO49W24D ( ALL FOOTINGS TO BEAR ON UNDISTURBED SOIL - MIN. 2000 lbs. P.S.F. • 1/2" OSB DBL TOP PLATE FACE OF FRAMING --� 1 Z" MANTLE DBL 3/4" OSB (3) 2X6 + 4 1/2" DBL 2X6 DBL 2Xro + 3" L 36" FRAMING sI„ 6_m" • JELEYATIGH CITY OF TUKWILA APPROVED STUB ose 2004 INTO Tv JUN - NICHE AS NOTED F/P FLUSH W/ ROOM WALL 8! '1LDIP G DMSIOn AM=124.11 IREPLACE DETAIL8 SCALE: 1/4" = 1' -0" Z 1:201-1--123 — - - - -- ∎ ...a. at. 2lP:b. . V7 • . • ((l itt c(),1 1- 4 tac10-1cNi PLAN 2!'50 841' EVELOP1ENT UILING SECTIONS IL" RECEI %),„ ��1' nT a, U APR I ; 2Q04 11.1 PERMIT C TER FILE NO: 4614 -9 SHEET .w, rt J 0 ti 4. EXT. SPOT ANC) PLUG ON FAMILY RM SIDE WITHIN 3'•0" OF SLIDER • DIRECT UJIRE FIREPLACE FOR FAN. DISCONNECTED SWITCH LEG TO NAND BEHIND G.UJ.5. FOR OPT. HOOKUP. 4-/ TV ABOVE FIREPLACE OUTLET AND TV JACK TO BE INSIDE OF Tv NICHE L IG -4T FIXTURE IF OPT. DOOR IS USED s 6F1 +42" (t1:1 C3R DR OPEN'R R" F/P IGNITION ,5W I TCH 60-6 1 13I-6 I/2" OPT. SWITCH FOR F/P FAN CENTER ON OPENING • . �' .. : •� r: 5' -9 1/4" TO LIGHT 1 GARAGE DOOR OPENER LIVING RM. DEB TRANSFORMER ----- AT ♦ 82" •I/2 LIGI-4T r 1 1 4ARIAGE. GDO 6F .42 7 —r —1 r x SEE SNEAF:MALL LEGEND, SHEET "SI" / SEE STIRAP LEGEND, SHEET "SI" STD +3TD MAIN FLOOR ELECTICAL 1/4"=11-0" M : CITY CF TUVWILA APPROVED JUN -9 2884 AS Suitt) I 1 SEE SHEET 4 FOR JOIST /CAN LOCATIONS SYMBOL LEGENP r--- -1 RECESS WATER BOX LOCATION CEILING FAN MOUNTED TV CABLE LOCATION 1 PHONE TELEPHONE CHIME (DOOR BELL CHIME P.B. DOOR BELL BUTTON 0 S.D. 51"tOKE DETECTOR � 0 sgc ELECTRICAL JUNCTION 1/2 DUPLEX OUTLET HOT iHALF HOT W.P. IQE GF.I. DUPLEX OUTLET OUTLET 220 VOLTS DUPLEX OUTLET WATERPROOF GROUND FAULT A Ogt Isv ,1k 14)* 0 r CEILING FAN GF,I. DUPLEX OUTLET GROUND FAULT GF.I. +42" KEY FC . 146. C.uJ. DUPLEX OUTLET GROUND FAULT ELECT. SWITCH ELECT. SUJITCH THREE WAY ELECT. SWITCH FOUR WAY LIGHT FIXTURE WALL MOUNTED LIGHT FIXTURE CEILING MOUNTED L IGI-4T FIXTURE RECE 55 CAN 'T'HERMOSTAT WALL MOUNTED GAS VALVE KEY FUEL GAS WATER H05E BI6 COLD WATER LOCATION i tr) Itrt Z 0 3 tii V" r: g *(‘11 ONOMMINI fitW PL1AN 2550 1541' EVELOPMENT f.Tp'IEIF �I�µil IPR 1 2 2[ Pet, ilL PERMIT CENTE A 9 MAIN FLOOR ELECTIC4L SHEET E -1 SEE SHEARWALL LEGEND, SHEET "5i" 4tyak SEE STRAP LEGEND, SHEET " SI" 'BOTTOM OF FIXTURE R.1. +82" ABOVE FF. -TA:171 L- r 1 ATTIC 1 ACCESS +82" ABOVE F.F. • • 1•• •• a SD.O 1 rt. 4t_6 TYP. • 1 z E PHONE 1 • cn I/2 LIGI4T z TO SWI TCI-I BELOW FEND 1 • BONUS ROOM LIGHTING VAULTED CEILING: 4 RE C. PRE SLOPED CEILIN& CANS FLAT CEILING: 4 STANDARD REC. CANS UPPER FLOOR ELECTRICAL 1/4":11-0" or( PPROV�IlA JUN ' 9 Mit pS WED QlVIS SYMBOL LEGEND 1-1 RECESS WATER BOX LOCATION O EXI-I. CEILING FAN MOUNTED PI-10NE CI -4IME TV CABLE LOCATION TELEPHONE DOOR BELL CHIME 0. P.B. DOOR BELL BUTTON 0 S.D. SMOKE DETECTOR 0 ctig 1/2 HOT ELECTRICAL JUNCTION DUPLEX OUTLET HALF HOT if4 DuPLEx OUTLET ea 2smv OUTLET 220 VOLTS W.P I DUPLEX OtJtLEf Cs.F.. WATERPROOF GROUND FAULT A Igt GF.I. +421 • 0 4.--j KEY �— F.G. r t.W. CEILING FAN DUPLEX OUTLET GROUND FAUL T DUPLEX OUTLET GROUND FAULT ELECT. SWITCH ELECT. SWITCH THREE WAY ELECT. SWITCH FOUR WAY LIGHT FIXTURE WALL MOUNTED LIGHT FIXTURE CEILING MOUNTED L IGIT FIXTURE RECESS CAN THERMOSTAT WALL MOUNTED GAS VALVE KEY FUEL GAS WATER HOSE BIB COLD WATER LOCAT ION H23 ti�i d0 cri tr) a3i i 4100 tii PLAN 2550 PROJECT: 5,4Y DEVELOPMENT RE env n APR PER/d1 UPPER FLOOR ELECTIC4L EIVED T($j1A 2 2004 CENTER SHEET OF A •4......1/1,,.. ...,r...... dr HAND RAILS TO BE BUILT PER 91 UBC SEC. 1003.3.3.6 f STAIRWAYS TO 5E BUILT PER THE 91 UBC CHAPTER 10 r SECTION 1003.3.3 WINDING STAIRWAYS TO BE BUILT PER THE 91 UBC CHAPTER 10 SECTION 1003.3.3.5.2 II-B "x111%4 TREADS 'MAX N 1 'ft-- _ iF OPEN RAIL 15 USED . 1 1 I I OPENINGS SHALL HAVE INTERMEDIAT RAILS OR 11 1 1 AN ORNAMENTAL PATTERN CONTI PRAM. SUCH THAT A SPHERE 4" 34" 11013 "I ABOVE IN D I A. CANNOT PASS THROUGH. NOSINCII PER TI-4E 91 USG SEC. 509.3 II II II II cfl O 1-- 2X4 NAILE X fe qua =siz UC 9" MIN TREAD 1x8 RISER 9 5/8" STAIR JACK CUT TYP. 2X4 THRUST BLOCK 5d'8" TYPE 'X' G.W.B. 6 AREA BENEATH STAIRS 2x FIREBLOCKING TOP 4 BTM. OF RUN * FIREBLKG. REQ'D. ALONG STRINGER !BETWEEN EA. STUD (3) 2x12 STAIR JACKS STAIR SECTION DETAIL DI 3/4 =11-0" 0 • 4 NERVISTRAL BELOW POOR THRESHOLD *4 BARS AT 16" O.C. H NERvISTRAL r 'za\ ENTRY DETAIL 34" = -2x FIREBLOCKING AT TOP 4 BOTTOM 5/8" TYPE "X" G.W.B. PANEL B0X (2) 2 x 8 - 1 AT EACH SIDE 2 x 4 PRESSURE TREATED SILL w/ 1/2" ANCHOR'. BOLTS NOTCH TOP OF 2 x 8 3 1/2" x 3" FOR DBL. TOP PLATES BEVEL SIDING I x 2 TRIM METER CAN M 2 x 4 STUDS AT 16" OC. 2 x 4 STUDS AT 16." O.C. SECTION 2 1 /4r" Ix2 TRIM BEVEL SIDING 1 SHEATHING E>CTERIOfR 2x8 2 x 4---� 1 I 5/8" TYPE NAILER 1R\ ��x ►i G W B PANEL BOX INT iO E R CLEAN FL4N 26 ELECTRICAL METER FRAM INCs DI} 34" 11 -0" Po/4 / 2113 . r. -,a .-+wi.rvsrw.11rwrMr TEA ow& 411 F.:3r ig(4.mq 4.10 1111 PLAN ?550 PROJECT: SAY EVELOMENT RE CITY n APR PERMI EIVED TI WWII A 2 2004 CENTER FILE NO: 4614 -CI SHEET L1 c�F .airr�rr��.• f • • • • ._� 1 OPT. M4 STU ---�� • ! : :L .. • 1 101 0" L �O T. BLK. OUT F 30 DOOR � `�' � e`f I0' -1 1/2" vogrommorp (49 fefo *0`v 11 9' -4 1,2" 109 SI.1 6x6GF�l POST BASE ON 36 "x36 "xI2 " CON. PAD w/ 64'S 10" U.C. E.W. 201=0" 10' -0" ., ."4", 10' -0" cgralCe.01.al 4" CONC. SLAB - SLOPE 3" TOWARDS O.H. DOORS. RAISE CONC. STEM UJALL TO 6" ABOVE CONCRETE SLAB OPT. BRICK POUR 4" FORWARD AND LOWER 3" FRONT GARAGE L 2 BAY ONLY. ti -10 1/2" CONTINUOUS FOOTING 10' -3" 20' -0" FOUNDATION PLAN 1/4" :11-0" Cv LT- POWER.'. METER 4x12 DF '2 r • 1 -10 1/2" RAISE CONC. STEM WALL TO 6" 413QvE CONCRETE SLAM 54P Pt -3 1 1- ro x� DF *1 8°1°01-I GAR DR. 5'-11" GAS 0 W/H �Cs4.5 :URN .1„Aml 4X10 FLUE FLUE 2 DR F A1`1E HEADER ta 83 AFF. 41-2" • • SC3C Fr- 1 1 .ter.■ ■��_ ...411 malls •/11111... 1111111MS■r ■11111•_. 4011•11111•1111.01111•• "•1111111111111•11111111111111111... 4•111111•111110: ii."."11111111111111•1h.. '''"*--.410111111111•11111111111•11b.. t l/■ ■ ■rte■ WZILVE.:. '_r.r/1•.._a. i�l'�il'�i flflflLl flLiL1 DODD n n 1 ■ • 0 n ODD OD • ■ • i I ll711IIIII1! r ■ ■ ■■■ we • ■■■ o IN ■■■ NM 1-16 ;if 11'111 111 i' I I I I U rr��� 1 IW,4SH,l AUNDRY � L�..JII �- — — r of‘Y I 1 I_ 1_ VINYL P1 -3 9'-5 1/2" 4" CONC. SLAB -SLOPE 3" TOUJARDS 014 DOOR 51,1) x13I;2GLE3 tkaC /C566 'GB' TO BE 1" AF. SLAB OR PRESSURE TREATED fr-(4) 2 x 4 a' ,ha" 10' -0" 1' .•. OEM 403 3- I,'8xlo -1,2 GLB (24F -y4; (F) L INE OF WALL. ABOVE CONTINUOUS 4x12 OF 2 HEADER 16° 51.4 -10 1/2" 1e O.H. GAR. DR. 161-3" 201-0" MAN FLOOR PLAN 1/4 "`V_0" • OPTIONAL OPEN RAIL FRONT ELEVATION ' 3 CAR CAR 0 0 • N X _Q 0 LL u 0 1 1 AREA SUMMARY: 3 CAR GARAGE = +695 S.F. S ,.- 14" X 18" VENT i 2) AF -52:0 ROOit VENT 4 x 12 2X8 BARGE BOARD W/ 1X2 TRIM { CITY OF TAW APPROD JUll - 9.2004 AS NOItD a: ILD1,01 DIVt610r. ROOF FROM INGrt PL AN 1/4 " =1' -0' Pci-Pr2,s FILE NO: 4614 -GI SHEET • • • GENERAL STRUCTURAL NOTES BUILDING COQE: 1997 EDITION OF THE UNIFORM BUILDING CODE, AS AMENDED BY LOCAL JURISDICTION. LQAQS: ROOF LIVE LOAD = 25 PSF (SNOW). SUPERIMPOSED DEAD LOAD ON ROOF TRUSSES — 14 PSF. (EXCLUDES TRUSS WEIGHT) (9 PSF TOP CHORD / 5 PSF BOTTOM CHORD) ROOF DEAD LOAD = 16 PSF. . FLOOR LIVE LOAD = 40 PSF (REDUCIBLE). FLOOR DEAD LOAD = 12 PSF. A WIND LOAD = 80 MPH WIND SPEED, EXPOSURE B. SEISMIC ZONE 3 (2 = 0.30 ) B FOUNDATIONS: SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 18" 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 = 2000 PSF. CONCRETE: MINIMUM 28 DAY STRENGTH 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 ARCHITECTURAL 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: 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 A.C.I. CODE AND DETAILING MANUAL APPLY. CLEAR CONCRETE COVERAGES AS FOLLOWS: CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" SPAN / INDEX RATIO EXPOSED TO EARTH OR WEATHER 1 HEADED STUD FILLET WELD SIZE, "S" #6 OR LARGER 2" 32/16 #5 AND SMALLER 1 1/2" ALL OTHER PER LATEST EDITION OF ACI 318. i -- 4" LAP SPLICES IN CONCRETE: LAP SPLICES, UNLESS NOTED OTHERWISE, SHALL BE CLASS "B" TENSION LAP SPLICES PER LATEST EDITION OF A.C.I. 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 CRS! 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 STEEL: C ALL BOLTS SHALL BE 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 1 VERT BOLT EMBEDMENT LENGTH SPAN / INDEX RATIO HORIZ BOLT EMBEDMENT LENGTH 1 HEADED STUD FILLET WELD SIZE, "S" 1/2" 7" 32/16 4" I 1/4" 5/8" 7 " i -- 4" 1 5/16" . 3/4" 7" i 5" #3 5/16" PJYWQOD: 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: SPAN / INDEX RATIO EDGE ATTACHMENT: f'c = 4,000 PSI ' INTERMEDIATE ATTACHMENT: I ROOF 1 1 /2" 32/16 •-- 8d at 6" O.C. ;' >6db 8d of 12" O.C. SHEAR WALL 1 /2" 24/0 10d at 6" O.C. >3db 10d at 12" O.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" SOLID 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 23-11-8-1 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. GENERAL: 1 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 1S MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH STANDARDS SHALL BE THE LATEST EDITION AND /OR ADDENDA. ESTABLISH 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. NOTES: 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. 4 ro, (3) (2) LAI TYPICAL ANCHOR BOLT, AND EXPANSION BOLT SCHEDULE. ANCHOR BOLT ANCHOR (HEADED STUD SIMILAR) 3 I PLYWOOD WEB )0I$T (TJI TYPE): DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST EDITION I.C.B.O. REPORT NER -200. CONNECTIONS AND BEARING MATERIAL TO BE SHOP CONNECTED TO JOISTS AND DESIGNED AND FURNISHED BY JOIST FABRICATOR. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM = L/480. FLOOR TOTAL LOAD MAXIMUM = L/240. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS WITH DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER FOR REVIEW PRIOR TO MANUFACTURE. ADDITIONAL JOISTS SHALL BE SUPPLIED AS REQUIRED TO SUPPORT MECHANICAL EQUIPMENT. PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS STATED IN THE GENERAL STRUCTURAL NOTES OR AS LOCATED ON PLANS. BRIDGING SIZE AND SPACING BY TRUSS MANUFACTURER UNLESS NOTED OTHERWISE. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS AND DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER FOR REVIEW PRIOR TO MANUFACTURE. CALCULATIONS AND SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED AT BEARING POINTS. ALL CONNECTORS SHALL HAVE CURRENT I.C.B.O. APPROVAL. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWS: - / f ROOF TOTAL LOAD MAXIMUM = L/240. ROOF LIVE LOAD MAXIMUM = L/360. �J ADDITIONAL TRUSSES SHALL BE SUPPLIED AS REQUIRED TO SUPPORT MECHANICAL EQUIPMENT. � MULTIPLE TRUSS MEMBERS SHALL BE FASTENED TOGETHER TO ALLOW TRANSFER OF SHEAR AND TENSION FORCES (MINIMUM 200 PLF) AT PLYWOOD SHEATHING JOINTS AND TO PREVENT CROSS GRAIN BENDING OF TOP CHORDS. ATTACHMENT SHALL BE A CONTINUOUS 20 GAGE METAL PLATE OR OTHER APPROVED MEANS. 1MEfH00 OF ATTACHMENT SHALL BE INDICATED ON SHOP DRAWINGS FOR REVIEW. fi TRUSS MANUFACTURER SHALL HAVE I.C.B.O. APPROVAL OR BE AN APPROVED FABRICATOR ACCORDING TO THE BUILDING JURISDICTION. TRUSS MANUFACTURER SHALL PERMANENTLY IDENTIFY EACH TRUSS PER UBC 2321.4. CITY CF TUMILA APPROVED JUN -924 AS ttC Itu " B1 . "LDIN 3 CA/1 /Of: JOJES; CLASS B TENSION SPLICE LENGTHS COMP. BARS CONC. PSI I f'c =2,500/3,000 PSI f'c = 4,000 PSI ' f'c = ALL BAR LOCATION REGULAR TOP REGULAR >3db >6db TOP >3db >6db STD LAP ENCLOSED W /SPIRAL TIES SPACING & SIZE >3db >6db >3db >6db #3 16" 16" 21" 21" 16" 16" 18" 18" 12" 12" #4 22" 22" 28" 28" 19" 19" 24" 24" 15" 12" #5 27" 27" . 35" 35" 23" 23" 30" r 30 19 14" #6 35" 32" 48" r 42" r 31 " 28" 40" 38" 23" 17" #7 48" 38" 63" 49" ! 42" 33" 54" 42" 26" 20" #8 63" 43" 82" 58" 55" 37" 71 " 48" 30" 23" #9 80" 48" 104" 83" 69" 42" 90" 55" 34" 25" #10 102" 58" 132" L 76" 88" 50" 114" 65" 38" 29" #11 128" 71" 162" 93" 108" 62" 140" 80" 42" 32" 1. TOP 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 SPLICES. 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. 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' • RECEIVED CITY OF TI WWII A • am z a a PREPARED FOR U 0 • J Z J Z od cc g (0W lum" 0 J Z W CRESCENT HOMES 1 1 1 Nt M N 2901 S. 40th ST. TACOMA, WA. 98409 .�v •_ cn q, a co 0 '* O go sia 0 et O c 0 a N 1* � (1) � W Q Zoc 2 � W gtoa Zp CL Nt J 0 Z � > LIU J � d APR 1 2 2004 �- � (� >ne � }COSCCv ccI-Iui w SHEET NO. PERMIT CENTER NO SCALE 51.0 PROJECT NO. 11,031 • BASE PLATE NAILING PER SHEAR WALL SCHEDULE FLOOR SHEATHING FLOOR JOISTS PER PLAN (2) #4 BAR CONTINUOUS (AT 1'OP) PROVIDE #4 AT 10" O.C. HORIZ. 5/8" DIA. A.B. SPACING PER SHEAR WALL SCHEDULE #4 AT 24" O.C. (MAX.) ALTERNATE BENDS (2) #4 BARS CONTINUOUS EDGE NAILING 2x CONTINUOUS RIM 16d 0 6" O.C. tga5; 1. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. 16d 0 6" O.C. 3. FLOOR SHEATHING 4. FLOOR JOISTS PER PLAN BLOCKING 0 48" O.C. 6. (2) #4 BAR CONTINUOUS (AT TOP) PROVIDE 14 AT 10" O.C. HORIZ. 7. 5/8" DIA. A.B. SPACING PER SHEAR WALL SCHEDULE g. #4 AT 24" O.C. (MAX.) ALTERNATE BENDS 9. (2) #4 BARS CONTINUOUS 10. EDGE NAILING FLOOR JOISTS PER PLAN 1Od 0 4" O.C. MAIN FLOOR BEAM PER PLAN FLOOR SHEATHING POST PER PLAN. CONNECT TO BEAM WITH SIMPSON AC CLIP OR WOOD CLEAT. ATTACH TO FOOTING WITH SIMPSON A25 CONCRETE FOOTING PER PLAN. TYPICAL STEM WALL WIDTH: UNO 2x CONTINUOUS RIM WOOD STUD WALL M /8" DIAMETER ANCHOR BOLTS SPACING PER SHEAR WALL SCHEDULE 2x BASE PLATE CONCRETE SLAB ON GRADE #4 HOOKED DOWELS AT 24" 0.C., ALTERNATE BENDS SHEATHING AND NAILING PER SHEARWALL SCHEDULE FINISH GRADE OR CONCRETE SLAB AS OCCURS CONCRETE STEM WALL AND FOOTING (2) #4 BARS CONTINUOUS TOP AND BOTTOM 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 CO 24" O.C., ALTERNATE BENDS WOOD COLUMN COLUMN BASE FINISH GRADE OR CONCRETE SLAB WHERE OCCURS 12" SQUARE CONCRETE PEDESTAL 6. #3 TIES AT 8" O.C. 7. ,(4) #4 HOOKED DOWELS 8. tCONCRETE 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 CONCRETE SLAB ON GRADE (1) #4 BAR CONTINUOUS TOP AND BOTTOM TOOLED EDGE CONCRETE SLAB OR FINISH GRADE AS OCCURS 1. SIMPSON PB POST BASE 2. WOOD COLUMN 3. CONCRETE SLAB 4. CONCRETE FOOTING PLAN - CORNER REINFORCING IN CONCRETE FOOTING, STEM OR WALL • •i 4s 0 lial . TRUSSES PER PLAN 2. ROOF SHEATHING 3_ EDGE NAILING 2x BLOCKING WITH (3) 16d PER BLOCK SHEAR PANEL EDGE NAILING SHEATHING AND NAILING PER SHEARWALL SCHEDULE SIMPSON H1 CLIP AT EACH TRUSS CONTINUOUS FASCIA WITH (2) 10d PER TRUSS ME& 1. EDGE NAILING 2. RIDGE VENTS 3, TRUSSES PER PLAN 4. PLYWOOD SHEATHING 5. 2x SOLID BLOCKING CONTINUOUS FASCIA WITH (2) 1Od NAILS PER JOIST 2x4 OUTRIGGER 0 24" O.C. (2) 10d NAILS PER TRUSS SIMPSON A35 CLIP AT EACH JOIST GABLE END TRUSS - SHEATHING AND NAILING PER SHEARWALL SCHEDULE , 16d 0 6" O.C. BOTTOM TRUSS CHORD TO WALL TOP PLATE . 2x4 BRACE @ 48" O.C. WITH SIMPSON A35 CLIP EACH END TRUSSES PER PLAN TRUSSES PER PLAN SIMPSON A35 WITH 3 WAY BEND AT EACH TRUSS PLYWOOD SHEATHING EDGE NAILING 2x BLOCKING WITH (3) 16d PER BLOCK WOOD BEAM 2x CONTINUOUS FASCIA WITH (2) 10d PER TRUSS 1. 2X OR VALLEY SET OVER FRAMING AT 24" O.C. 2. PREFAB WOOD TRUSS BELOW 3. ALINE OF PLYWOOD SHEATHING JOINTS 4. 2x8 LAYED FLAT OVER PLYWOOD SHEATHING WITH 3 -16d TYPICAL AT EACH TRUSS. 5. SIMPSON A34 OR 2 -16d TOE NAIL TYPICAL NOTE 1. PLYWOOD SHEATHING ON PRIMARY ROOF TRUSSES SHALL BE CONTINUOUS. 2. FOR CLARITY, SHEATHING OVER VALLEY FRAMING NOT SHOWN. 3. AT 2x OVER FRAMING USE THE FOLLOWING: 1. = ROOF SHEATHING 2. 4 EDGE NAILING 3. ' TRUSSES PER PLAN 4. SIMPSON A35 :r -.5. . 2 -16d PER BLOCK 6. 2X4 ® 12" O.C. 7. SHEATHING ATTACHMENT PER SHEAR WALL SCHEDULE 1 /2" NOM. APA RATED SHEATHING. ATTACH WITH 8d NAILS AT 6" O.C. AT PANEL EDGES AND 12" O.C. AT INTERMEDIATE SUPPORTS. PLAN - TYPICAL VALLEY FRAMING AT PREFAB WOOD TRUSSES . / ' _ / ] ._ _ _ ________ _• I : 1. PLYWOOD SHEATHING 2. PREFABRICATED WOOD TRUSS 3. EDGE NAILING 4. 2x BLOCKING WITH (3) 16d PER BLOCK 5. SIMPSON LU TYPE HANGER 6. PREFABRICATED WOOD TRUSS GIRDER EDGE NAILING PLYWOOD SHEATHING (2) tOd PER STUD CONTINUOUS 2x LEDGER SIMPSON LU TYPE HANGER PREFABRICATED WOOD TRUSS 2x SOLID BLOCKING WOOD STUD WALL SH 1 6X24 SH $ • Y7 . MIES 1, (2) STUDS • SHEAR WALL EDGES. NAIL STUDS TO ADJACENT STUD W/ 10d 0 12" O.C. 1. (2) STUDS •SHEAR WALL EDGES. NAIL STUDS TO ADJACENT STUD W/ Od 0 12" A.C. 2. PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE OF SHEAR WALL NAILING 3. SHEAR WALL SHEATHING. 4. ANCHOR BOLT SEE SHEAR WALL SCHEDULE 5. EDGE OF SHEAR WALL SEE FLOOR PLANS 6. HOLDOWN REQ'D BOTH EDGES OF SHEAR WALL PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE OF' SHEAR WALL NAILING SHEAR WALL SHEATHING. NAIL TO INTERMEDIATE FRAMING 0 12" O.C. PANEL EDGE NAILING AT SILL PLATE EDGE OF SHEAR WALL, SEE FLOOR PLANS CORNER, OR DOOR OR WINDOW PANEL EDGE NAIL SPACING RJ TYPE HOLDOWN REQ'D BOTH EDGES OF SHEAR WALL PANEL EDGE NAIL SPACING ANCHOR BOLT SEE SHEAR WALL SCHEDULE SHEAR WALL SHEATHING RIM JOIST . TREATED SILL PLATE HOLDOWN (2) STUDS SOLE PLATE NAILING FLOOR SHEATHING • SHEAR WALL DETAIL W/ SIMPSON TIE HOEDOWN SHEAR WALL DETAIL W/ SIMPSON STRAP TIE HOEDOWN • FLOOR SUPPORTED BY FOUNDATION 2x TOP PLATE CONTINUE HEADER TO END STUD 8d ® 3" O.C. EACH WAY ON HEADER SIMPSON STHD14 — INSTALL PER MANUFACTURER'S RECOMMENDATIONS (2) 10d NAILS TO HEADER CORNER END STUD AS OCCURS (2) 2x STUDS OR 4x POST 8d @ 3" O.C. ALL PLATES, HEADERS AND STUDS 1 /2" NOMINAL APA RATED SHEATHING 5/8" DIAMETER ANCHOR BOLTS — EMBED 7" MINIMUM WITH 2 "x2 "x3/16" PLATE WASHER (3) 2x PLATES -- NAIL SHEATHING TO EACH PLATE 8d ® 3" O.C. INTO EACH PLATE TOP OF CONCRETE MAX. HEIGHT OF PANEL IS 3.5 X WIDTH. RAISE CONCRETE STEM WALL AS REQUIRED TO MAINTAIN THIS ASPECT RATIO. CONT. DOUBLE STUDS ® SHEARWALL EDGES. NAIL STUDS TOGETHER 10d 12" O.C. SHEARWALL SHEATHING CONT. FROM TOP PLATE OF WALL TO SILL PLATE. IF NOT, CONT. CONTACT ENGINEER. NAIL TO INTERMEDIATE FRAMING 0 12" O.C. NOTE: ALL STUDS TO BE DOUGLAS FIR #2 IN LATERAL RESTRAINT PANELS 1 N X 40 5%B 0 7/8 0 � SHEAR WALL DETAIL W/ SIMPSON HOEDOWN l�► BOT. PLATE FLR. SUPPORTED BY FDN WALL HOLDOWN REQ'D BOTH EDGES OF SHEARWALL PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE OF SHEARWALL NAILING . 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