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HomeMy WebLinkAboutPermit D04-122 - CRESCENT HOMES - LOT 3CRESCENT HOMES, LOT 3 13522 43 AV S D04 -122 • • Z 1Z 6 0 0. N W' W =: J N LL WO 2 LL Q' = Ci I- W. Z I-. uj U O N. .01- 1-- 0- - I O ~ Z v City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 2613200153 Address: 13522 43 AV S TUKW Suite No: DEVELOPMENT PERMIT Permit Number: D04 -122 Issue Date: 06/07/2004 Permit Expires On: 12/04/2004 Tenant: Name: CRESCENT HOMES - LOT 3 Address: 13522 43 AV S, TUKWILA WA Owner: Name: SARA DEVELOPMENT Phone: Address: PO 130X 5544, KENT WA Contact Person: Name: BOB THOMPSON Phone: 253 569 -7579 Address: 425 PONTIUS AV N, #125, SEATTLE WA z UO CO CI (0 ILI UJ �LL. wo ij d w zi.. o zrr- Contractor: v N Name: GAY DEVELOPMENT CORPORATION Phone: 253 569 -7579 0 52 Address: 425 PONTIUS AV N, #125, SEATTLE WA w w Contractor License No: BAYDEC *022MB Expiration Date:07 /02/2004 I L - O DESCRIPTION OF WORK: z CONSTRUCTING NEW 2562 SF SINGLE FAMILY RESIDENCE WITH 463 SF ATTACHED GARAGE AND 156 SF COVERED cwi N DECK. �_- PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, DRIVEWAY, z UNDERGROUNDING OF POWER. WATER DIST. 125 & VAL -VUE SAN. SEWER DIST. Value of Construction: $249,751.86 Type of Fire Protection: NONE Type of Construction: VN Fees Collected: $3,405.69 Uniform Building Code Edition: 1997 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: Sewer Main Extension: Storm Drainage: Street Use: Water Main. Extension: Water Meter: N N Y N Private: Profit: N N Private: N Public: Non - Profit: N Public: doc: Devperm 004 -122 rdi�l :4'iYwW+7AnN'.V.nWMb.+n Printed: 06 -07 -2004 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature: Date: , oye I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit. Signature: Date: (! 7/0 Print Name: 729012 (4-0 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: Devperm D04 -122 Printed: 06 -07 -2004 .: .'.<;� ..,: :., .. ... :.... ......t'��::. r a.,•x w.c. u +. ... ......�.... �.�., :: S•:.+ M.. ov/. a. W. A ..a+:a:.riLi::F:+.:il�Su�:i:i«t City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 2613200153 Address: 13522 43 AV S TUKW Suite No: Tenant: CRESCENT HOMES - LOT 3 PERMIT CONDITIONS Permit Number: D04 -122 Status: ISSUED Applied Date: 04/12/2004 Issue Date: 06/07/2004 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: 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). 9: 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. 10: There shall be no occupancy of the building(s) until the final inspection has been completed by the Tukwila Building Inspector. 11: Comply with the requirements of TMC 16.04, Demolition /Relocation of Structures and Article 87 of the Uniform Fire Code. 12: 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. 13: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 14: 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. 15: Permit is valid between the weekday hours of 7:00 a.m. and 3:30 p.m. only. 16: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. doc: Conditions D04 -122 Printed: 06 -07 -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: Any material spilled onto any street shall be cleaned up immediately. 19: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 20: 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. 21: 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. 22: 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. 23: 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. 24: 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. 25: 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'. 26: 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. 27: 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. 28: Install yard drain(s) and perforated pipe along the driveway, as necessary to prevent on -site ponding of storm water runoff. 29: ** *PLANNING DIVISION CONDITIONS * ** 30: The optional fireplace in the living room does not meet the side yard setback requirement along the north property line and will not be allowed. 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 18.06.740. The plans are conditionally approved, but if you are required to resubmit please cross out the fireplace. * *continued on next page ** doc: Conditions D04 -122 Printed: 06 -07 -2004 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any regulating construction or the performance of work. Signature: Print Name: of law and ordinances other work or local laws Date: I O doc: Conditions D04 -122 Printed: 06 -07 -2004 CITY OF TUKWIL.f Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Building Permit No Mechanical Permit No Public Works Permit No Project No:_ 120 may - fzz boy --a,7 or office use only), Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** King Co Assessor's Tax No.: o,7C. /3-2 00 / 51/ Site Address: 1 3 5'..2 4./ 3 rd. Avert a Q Sou' k.i Suite Number: Tenant Name: Lai- 3 Property Owners Name: C re Scot + 140%4424 Mailing Address: y is- Vo✓ -thts Ave AJ. #i1is" Name: 'oh New Tenant: Floor: ❑ ... Yes Mailing Address: 1.42 S To>i- Fit.tS AvL N. 41 !ZS' E -Mail Address: Company Naine: GY42SC.2 t I4C4K25 Spe.LKI.c City caw State ❑ .No 98 /of Zip Day Telephone: a?53. 5G F- 7579 SQer..41 /1L Logt 9 Po f City State Zip Fax Number:p2o6 - 323 - Le 74, L Mailing Address: LI ZS Po✓riiuS Awe_ 1\1 # 12- Contact Person: Zola k,o,, t so ) E -Mail Address: 12st14(Q City Day Telephone: Z . 569- 7S7f State 98 /af Zip Fax Number: Zot. - 32 3 - !0 7 V Z Contractor Registration Number: BAy DEG 3t o z Z 046 Expiration Date: lioit * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT OF RECORD - Al! plans must be wet stamped by. Architect of Record' Company Name: Mailing Address: Contact Person: E -Mail Address: City Day Telephone: Fax Number: State Zip ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record • . Company Name: Mailing Address: Contact Person: E -Mail Address: \applicationstpermit application (3 -2003) 3/2003 Page 1 City Day Telephone: Fax Number: State Zip be UIliDING PERMIT INFORMrION- 206 - 4313670 Valuation o roject (contractor's bid price): $- 1/ S; Qoo Existing Building Valuation: $ Scope of Work (please provide detailed information): NOLO epvlS}ya - 470v -) Si ► % F43.4-44 2 5-to 2 3e5 44.3 sF 4414.c.-I444 GVa Will there be new rack storage? [] ..Yes Si. 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 • 15` Floor: 2"0 Floor 1311 Iz4S 3f° Floor Floors thru :, '. Basement Accessory Structure *: .Attached .Garage ' Li (.3 Detached Garage Attached. Carport: ..Detached Carport.: • Covered Deck Uncovered Deck PLANNING DIVISION: Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) Z 0,6 *For an Accessory dwelling, provide the following: Lot Area (sq ft): 7451 Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? 0 ....Yes ® ..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: • 0.. Sprinklers 0 ..Automatic Fire Alarm g..None 0.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. tapplications\permit application (3.2003) 3/2003 Page 2 PUBLIC WORKS pt,miT,IrfT tMATION = 200433.70179 Scope of Work (please provide detailed information): S40 LA■4-- rli wt Scl SFubS Coo "sec.)} l-4b V Dv41 K.j 4-0 0 1(1 W13_ Call before you Dig: 1- 800 -424 -5555 Please refer to Public `Works Bulletin #1 for fees and estimate sheet. Water District ❑ .Tukwila Ig4ater District # l25 ( ...Water Availability Provided Sewer District :Tukwila ❑ .. Highline ❑ ...Renton Vi..ValVue ❑ .. Renton ❑ ...Seattle ...Sewer Use Certificate 0... Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑ ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. itted with A t lication mark boxes which a t 1 ...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 ❑ ..Right -of -way Use - No Disturbance Construction/Excavation/FiII - Right -of -way Non Right -of El/Total Cut `X� cubic yards e/ Total Fill 5, cubic yards V jeL —Vu ' g...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water L1� hours -way `OK ...Permanent Water Meter Size... 's�$ ❑ ...Temporary Water Meter Size.. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public _ ❑ ...Water Main Extension Public _ ���., eotechnical Repo ❑...Traffic Impact Analysis ❑ .. Maintenance Agreement(s) ❑...Hold Harmless ❑ .. Right -of -way Use - Profit for Tess 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 „ „ „ „ „ 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 1 MECHANICAL PERMIT INFO AMATION 206- 431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: Contact Person: E -Mail Address: �T"F3 D City State Zip Day Telephone: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Valuation of Project (contractor's bid price):. $ i/055S, D� Scope of Work (please provide detailed information): Ate.....) 41414. i&tr G'4? Fvr4Ate., G45 Use: Residential: New .... ®, 4';ftepl8z'timenty j[] Commercial: New ....0 Replacement ....� Fuel Type: Electric 0 Gas Other: Indicate type of mechanical work being installed and the quantity below: Unit Type Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty Furnace <100K BTU Air Handling Unit >= 10,000 CFM Other Mechanical Equipment 0 -3 HP /100,000 BTU Furnace >IOOK BTU Evaporator Cooler 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan 15 -30 HP /1,000,000 B1'U Suspended /Wall /Floor Mounted Heater Ventilation System 30 -50 HP /1,750,000 Tttf.. j4- ,ter Appliance Vent Hood 50+ I-IP /1,750,000 BTU Heat/Refrig /Cooling System Incinerator - Domestic , Air Handling Unit <= 10,000 CFM Incinerator — Comm /Ind Applicable to all permiis in this application Value of Construction — In all cases, avalue of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. I HEREBY CERTIFY THAT 1 HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR UTHORIZED AGENT: Signature: 7R— �j-�. Print Name: Mailing Address: 14 Z. P' , .KS AvL ,U- Date: 2/0?/ Day Telephone: as3 - S(a S- 7 C7 7 w7 City 1.4175 - State Yev.) 7 Zip Date Application Accepted: /2 -o Date Application Expires: �O — /.2 —01 1 Staff Initials: KS '.applicationslpermil application (3.2003) 3/2003 wxiwmr. rah- Page 4 ) PUBLIC WORKS BULLETIN 1A TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees P RO) ECOOM E 5si c'v Vas +41. Lo 7 3 — / 35'27— 4 3'g A■e. S, PERMIT # (C- 1. • APPLICATION BASE FEE 2. Enter total cost for each improvement category: General Erosion prevention 350 , o Water 'Z So. o� Sewer Storm water Road /Parking /Access A. Total Improvements X0',5 D, oo 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. Sib 25- C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount of $200,000 of A. O 4. TOTAL PLAN REVIEW FEE (B +C +D) $ 5l• 2� (4) ✓ Enter total excavation volume SO c ±t, 5. GRADIk1G Plan Review and Permit Fees $ .�� (5) cubic yards cubic yards Enter total fill volume S'o Use the following table to estimate the grading application fee. Use the greater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE . Upto50CY Free 51— 100 ..23.50 101— 1,000 $37.00 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 157 200,000, PLUS $7.25 for each additional 10 000 or fraction thereof. TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT (1 +4 +5) 'IN nF Tl KWII A PR 1 2 2004 PERMIT CENTER The Plan Review and Approval fees cover TWO reviews: 1) the first revie : e€iate€1- wtith-t 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 Ptgnr{s!,rxserH 1 'Dibt4- 1z2 ,. - .•eiwn..,,.«.A.....�...,, nn -r.» y.,: w. r-..:,: r; v..:. r?...,. .i.r•;,�.1�rwr�wE'.SatY?IR�'�' 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) $ 51 21 (6) 7. Pavement Mitigation Fee''' $ —' (7) 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 r , • sd v 8. GRADING Permit Review Fee $ 2 (8) Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. Approved 09.25.02 Revised 03.18.03 Revised 05.13.03 2 QUANTITY in CY RATE 50 or Tess $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 1s` 10,000, plus $66.00 for each additional 10,000 or fraction thereof .�• t• 100,001 or more . • $919.00 for 1st 100,000, plus $36.50 for each additional 10,000 or fraction thereof. Approved 09.25.02 Revised 03.18.03 Revised 05.13.03 2 PUBLIC WORKS BULLETIN 1A TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) — C. Water Meter — Permanent* D. Water Meter — Water only* — E. Water Meter — Temporary* — * Refer to the Water Meter Fees in Bulletin 1 Total A through E (9) 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ • -- C. Ryan Hill Water (Ordinance 1777) $ — D. Special Connection (TMC Title 14) $ E. Duwamish $ — F. Storm Drainage Mitigation $ — G. Other Fees $ Total A through G $ "— (10) DUE WHEN PERMIT IS ISSUED (6 +7 +8 +9 +10) $ 1A - ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) .attributable to the Permittee's action or inaction shall be charged $47.00 per inspection. Approved 09.25.02 Revised 03.18.03 Revised 05.13.03 3 icdYn -'74/0 City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: Address: Suite No: Applicant: 2613200153 13522 43 AV S TUKW CRESCENT HOMES - LOT 3 RECEIPT Permit Number: Status: Applied Date: Issue Date: D04 -122 PENDING 04/12/2004 Receipt No.: Initials: User ID: R04 -00680 SKS 1165 Payment Amount: Payment Date: Balance: 1,889.00 06/07/2004 04:13 PM $0.00 Payee: BAY DEVELOPMENT CORPORATION - CRESCENT HOMES TRANSACTION LIST: Type Method Description Amount Payment Check 8188 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 14652.06/09 9716 TOTAL 1972.56 doc: Receipt Printed: 06 -07 -2004 z z w QQ� JU 00 w 0 co uJ J= H to LL-. w 0 u. < =d iw Z= O Z 1- uj 0 O — CI I- w• w O W Z U= 0 Z 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 3 RECEIPT Permit Number: Status: Applied Date: Issue Date: D04 -122 PENDING 04/12/2004 Receipt No.: Initials: User ID: R04 -00435 SKS 1165 Payment Amount: 1,516.69 Payment Date: 04/12/2004 02:06 PM Balance: $1,889.00 Payee: BAY DEVELOPMENT CORPORATION TRANSACTION LIST: Type Method Description Amount Payment Check 8005 ACCOUNT ITEM LIST: Description Account Code 1,516.69 . 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 .1. ' {: 271' Tf IAL 3AM.78 doc: Receipt Printed: 04 -12 -2004 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Prroo'ject: Cr- osen/1 ij&irre5 3 Type of Inspection: /� /II/I4/ • Address: /35 ?.1 y_3 4th 5 Date Called: /z- 2 —of` Special Instructions: Date Wanted: /2 _ 2.3-0 a.m cp'm Requester: A r./' Phone NO3 approved per applicable codes. must required prior to approval. COMMENTS: r�'r7r2J f �e�� l6' -� 6/4_ ry Date: 14411C+ / Grp)( /2-2e-09 FEE RE 1 ED. Prior to inspection, fee .00 REINSPECT! N F Qy p st be id at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: Date: :23 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit Ay - /z. -L Pr/o�ject: ( -/l�.41 //o Fg i Type of Inspecrtion: • C� e i /'n/S /VS. /32. 17_,..? Au ...5' .52w Date Called: /Z— p y Special Instructions: Date Wanted: /2 — 2g-0,C a.m. p.m. Requested Phone No: c.rIpproved per applicable codes. Corrections required prior to approval. COMMENTS: (.., .00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be id at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: R- eipt No.: Date: qk: INSPECTION NO. INSPECTION RECORD Retain a copy with permit PE F CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 MIT NO. 3 ht/t) P ject: _' 0 bn [7 Type of Inspection: ic4 alq dress 3 �R c-1,31'" -,�b. Date Called: ) /.� s/° S ecial nstructlons: �-' Date Wanted: • 1 / m. Requester: VOLf Me / *f ,. o Approved per applicable codes. 1::).- Corrections required prior to approval. COMMENTS: oi- '1-(m a.9 lk) 4/Nc1/4(2 r 0,0/- --44eccS Inspector:,% J��� Date' ?1?. (b `( 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: }1Z 6 J0. 00 J I CO IL. W0 W? (S. a = F- W Z F. Z I- LL! Lu 0 O- OH WW =H WZ LL! = OH Z 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 Pr ect: f Type of Inspection: Address: /..12-7-- ' A. Date Called: 1 z. -1 z.Zl� Special Instructions: L- 71: Date Wanted: 2-1 2, -71 v4 a.m. lam. Requester: -----�� ^7 / 'lL-1,-.1']--,, r-1 Phone No: I Approved per applicable codes. Corrections required prior to approval. COMMENTS: C2 Inspector:, J 6),^ Date:.�7 17�12%I GY $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: 22 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISIQN ;r..` 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)4 LI -1— 1' ) p 4 "S.' ,.. -3670 Project: ` .■sIA- 3 Type of spection: v---(0-0.,-- _I....Nis. , Address: f 35Z2— y3 +Au. S Date Called: 1 z -z -0`( Special Instructions: Date Wanted: l 2 -- Z„ _ p tf a.m. p.m. Requester: _ Phone No: pproved per applicable codes. Corrections required prior to approval. COMMENTS: i 0 "i-� �t v`1; P ✓ -FOB% e -1-°7 J ( lnspec Date: 12 -22--o $47 0 REINSPECTION FEE REQ IRED. Pryor to inspection, fee must be p id at 6300 Southcenter Blvd., Su }te 100. Call to schedule reinspection. Date: Rt eipt No.: 2.1 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit Pbut IT NO. (2 ' 6)431 -3670 Project: 2 Type of Inspect-: ` A dies _ Date Called:10 ).sld .3 S eaal Instructions: %12?LLQ4( 4,4 9" 1 0,0,1j;,,,1 `3O L (2 Date Wanted. 1 a.tt . Requester: •• \-✓ hone o: e `TV — lq20 MApproved per applicable codes. Corrections required prior to approval. COMMENTS: • ey va -I� 1pss -11 "164r ) 1 Inspector` Date: ) D c) q L► $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: 1 W rQe JU 00 In ID J= WO u_Q co =a �.w Z= Zo 2 U0 oH W W HI- -O .. z W En- o it z INSPECTION RECORD Retain a copy with permit D d RRA a.), INSPECTION NO. PER O. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 • o'e t: I ..1/ 4 /t• id/ —Ala Type of I spection: �. ... ed Al P3 5 3 r s' Date Ca led: to k9/0 - Special Instructions: Date Wanted: ' S G� D �� a.m: p Requester: T- -e' Ad Pho o: ,--/-7A ± 13:6e '� _ ( 20 I!__1 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: r - Insp c r: $47.00 REINSPECT! N FEE-REQUIa D. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. eceipt No.: Date: t� %fl -/q-- o,5 Date: 10 INSPECTION NO. INSPECTION RECORD Retain a copy with permit PE;. IT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 (206)431-3670 Pro - T'eSCPLAA k\ CM* 43 3 Type of Inspection: ....t... 1 1 k Floor ..,L KSOLCili (11... Address: 135)-?•■ M3 A-,), Date Called: Special Instructions: Date Wanted: 10-8-014 a.m. p.m. Requester: Phone No: ElApproved per applicable codes. El Corrections required prior to approval. COMMENTS: Rar-Vtoi 4proJckl A6Ove 94 tracik Inspector: Date: 0, 9_02..1 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: 1� INSPECTION NO. CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit O. 431 -3670 Pro ect: 0*Y,SCw•tnA- 'I 14N- 3 Typof I spection: 1 P� \% rut ".+\4vlot- t-iann Address: � � O S Date Called: Special Instructions: ,) V )C:t OVVe fi( c 'e O i 1'' Date Wanted:ln tV t —Oki a.m. p.m. Requester: s-1 _) U a \ d C e\ i w\as4-e r lloc-4 irno Phone No: ElApproved per applicable codes. ElCorrections required prior to approval. COMMENTS: 1 A rA perchwvi ` -) \� VGtU 4-er� C e i a r\ c i► n v'00 D-,) \)o)\$9 C f i 1 i r ki ,n t v\( kr a/ V" ,) V )C:t OVVe fi( c 'e O i 1'' I(tl),5 r0 v - s-1 _) U a \ d C e\ i w\as4-e r lloc-4 irno I Inspectors'% 9Q Date: 1 O- 8_0 L` El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. Receipt No.: Date: Z �Z. rt 00 to W= J % N LL W0 Q LL d =W z� ZO LLI 0 co — CI I— WW co O~ Z .1(p INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit Ii 206) 1 -3670 'Th1'ct: ALIA Type of Inspec '•n: A ess: � � ,�v . S . Date Called: D 11 7/0 L/ Special Instructions': Date Wanted: (/ Requester: 1 q 1 Miii5 NLIficks tits ~ -1q,0 RApproved per applicable codes. Corrections required prior to approval. COMMENTS: Comp Inspector: (3.s.i 1.9 j Date: (rl_ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. Receipt No.: .�M Date: \ INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 RECORD Retain a copy with permit Pro Act: a4 't' ('ev' k\rhretcs 3 Type of Inspec ion: , (-60121 n Address: \ 52-1 IA 4) _s Date Called: Special Instructions: Date Wanted: a.m. p.m• Requester: Phone No: Ipproved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: COrAp4-kt Inspector:WO Date: 0 s 021 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: l� INSPECTION NO. CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit 431 -3670 Pr?Act: lV `°Xse ti`'k ,,,i4 . S Type of Inspection: FCa w■l r. Address: Date Called: 1 Special Instructions: Date Wanted: 1O—&—01 a.m. p.m. Requester: Phone No: NApproved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspector. - A Date: I O — &_U9 $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 13 Retain -a copy with permit 04-12t INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 S Pr ie ifrof thy _3 Type of In ctio l` l t if Ad ss:a2 IQ S Date Calle : in / �! Sp cial nstructions: • /A- 3 5 ' "1-r--- Date Wanted: n /a"m, U I,( p.m. Requester: t P1•757, 71--n ......--IDO ElApproved per applicable codes. ElCorrections required prior to approval. COMMENTS: pr_ 0 (� A aril d�Tr, -t —Ai i fth —4i-1Z, C gi'i-•mot A 12 • /A- 3 5 ' "1-r--- ) I (2 eryt) g >, / • -s Hew Je , ? 4.10,_,,f) Q C.1 (1 fif t AP-✓i ._.LI • / vi-i A A-6.A.A.0-- U-.01."--.N.0 C(IV-- i v L..i- u 1-,-t--1-- iotsr Date' D I 17/ ) 6 ci 0 REINSPECTION FEE • EQUIRED. Pri9f to inspection, fee must be at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: t_O W re 2 J C) 00 UJ J H N u- W0 • ?. N d. H Z= WO W N 0 I— W H Oz • = O 1- z INSPECTION NO. INSPECTION RECORD Retain a copy with permit Dad — lzz CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT • (206)431 -3670 Pro'pit: Hytws Type of Inspe •tion: .9 .5 , /R m `/ 1/ d (1' /V%"' 7/A/ 5 A dress: �(V35ZZ �3 d he S Date Called: q/29/0 AO ':i(f/f-: / / J vl,( -' Q -4 i O Special Instruu�ctions: J C a,� ,t'�u� . ' ett .1114/A— +1) �c00/- Date Wanted: p ! �/ `/ �7 ( a.m. p.m` Requester: / �d (0 L vl ry ( /2%77 rgiy)/7 7jp i01,-12-- % D / difsS Phone No• N°206- 77g. 79z 0 J AW / 1d/Z 5724P Po57'" 5uporv7/w./ Approved per applicable codes. Corrections required prior to approval. COMMENTS: 0 r .5 , /R m `/ 1/ d (1' /V%"' 7/A/ 5 C i j g o i rel+ I�L,a i p/.-3 . e , 4 . 6 // U Q /C//4 /` /7 n/J AO ':i(f/f-: / / J vl,( -' Q -4 i O L7- 4 ".5 S .4 IP' 1.-- 5 / N S ,7' /f r . ' d; oe_ // / 6 �%f %-"T </l./1 (._�C./ Q /.r<°C Cam/ nC�e' r' -//1/SS '../4, v'v"' -7 /A�• f �7 r�r,c,G,^ ,P P-- de - /.d-i / (0 L vl ry ( /2%77 rgiy)/7 7jp i01,-12-- % D / difsS ' /T ir 71 /4„ e2 .- 'u-7V N,`I i /70/"(2,„( c J AW / 1d/Z 5724P Po57'" 5uporv7/w./ / cj a2Nd rA,v,v/ ( Date: 9 /sD 7.00 REINSPECTION EE REQUIRED.' Prior to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. Cali to schedule reinspection. Receipt No.: r.` Date: • INSPECTION RECORD Retain a copy with permit INSPECTION NO. PER CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 0 (206)431 -3670 Pro' ct: / 5,417, Type of spf ctio / Address: L /3 /3. /Air Date Called: a -S _ 'y J Special Instructions: Date Wanted: U --/I)-- a.m. p.m. Requester:_,-- Phone No: CI71...._ Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Date: y "J o O- -� 7 ' 0 REINSPECTIONJEE REQUIRED.' Prior to inspection, fee must be �II'd at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: Date: =alto :`..,;r,,... /0 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PER CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 ckv s • oject: t4 or ill-- -13 Typ of Inspection: l /IV O ftaj . • r s ne Plate Called: Q '9)/0 Li Special Instructions: Date Wanted: L,, O p.m. Requester:-1? Phone No. a.))O -o(9- 7 (0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 0 ad- Sly,` o,,.Qz' -- ttPPAAld�/ Inspe te, ` Date: .00 REINSPECTION E REQUIRED. rior to inspection, fee must be p -id at 6300 Southcenter :Ivd., 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 (206)431 -3670 pr 9 sect: 49-7-1/1 - y�� & S T Type of Ins ec ion: 2 Ipeel,� r /airs,/ �"�/ i4i --h 72Z •la v a. . zr i- s uy Address: / 72 Y? Ad S Date Calle S- 3 - al Special Instructions: Date Wanted: d ...._.e.,/,._ a ci a.m. p.m. Requester: ` Phone No 2 0 6 776' _ 75'2 v nApproved per applicable codes. El Corrections required prior to approval. COMMENTS: // P 4.4.5 /2,dy!/ V-7 i J ) /f e /P Y-" �"�/ i4i --h 72Z •la v a. . zr i- s uy I- ire P /Ae' /iv o X? i ge;t1 -/1// 7.00 REINSPECTION F REQUIRED. Pp r to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. ceipt 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 Pr//ojj��ect: �(� /n, !C1 t %Ct�w7 / Y "r 1 Type of Jgspection: Address: /-752? �, %/ 4v S Date Called: d 6'-' -a V __ Special Instructions: Date Wanted: ( a.m. g" j/—(J c/ p.m. Requester: /-e -i) Phone No: cf e,., 77P 7!20 Approved per applicable codes. Corrections required prior to approval. COMMENTS: nspect /Gc Date: L, 0y 0 REINSPECTION FEE JEQUIRED. rior to inspection, fee must be at 6300 Southcenter Blvd., Suite 1 0. Cali to schedule reinspection. pt 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 Project: C -4" _Gr/ / /t G ) / '12ii- Type of Inspection: /4/7,1A Gam- 4 d-A Address: La--/ /3 c-02a V�/1,.,egr 3 Date Called: /, 7 r / — o/ - Special Instructions: S. /GI-'/ 3 Date Wanted: a.m. 7 c--)P SQL, P.m. Requester: _..,1 Pho a No: ( ->7c' 77F7 9a ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: 0 ?/J dk"J %CA/ c-/- �:. P, l x;/ 2/ S --/;rP p /4(7(9 ,fir /A✓7,0 5 r sF )69a4. 271 /i*j x,14,'/' A rF I /i - 14 �� aX (1 A 7)/"./ tiMJ f 4 ... spector: Date. . -a. 47.00 REINSPECTION F E REQUIRE e. Prior to inspection, fee must be pad'at 6300 Southcent-r Blvd., Suit- 100. Cali to schedule reinspection. pt'No.: Date: s INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: ''!'e seen f,P s -Lo3 Type of Inspection: 5 l) Address: / 52.g- 1/3 J S Date Called: C7 9fr SpEtial Instructions: Date Wanted: ,/ a.m. r o7//p/oL p.m. Requester: e!t/G— G6 -1,;/ Phone No aApproved per applicable codes. ElCorrections required prior to approval. COMMENTS: 7,gfoy ( < -,w— 1)1.5. 9iar2 4d)4 Will. t.ecbwi 7 it),- ce I z : / f� � c S. 0. c71.4 . r,_., (!7LCrn -1 - Grl tAr f J. 7�- -& rgtol 77, Inspector: Gv Date: (?/c)(1 $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: INS pCTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 Ppject: 4/L."( (Aeezte,4 /i6Ate..K ,S Type-of-Inspection: . 077N 6 Dip>=7//itc L/36/10 s Date Ced: pecial Instructions: Date Wanted: (.,c4 trri ii .... Requester: 41(1/1) - Approved per applicable codes. C MENTS: LJCorrections required prior to approval. Inspector: 7 Date: ri $47.00 REINSPECT! e FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: z 1 6 re 2 6 = 0 O 0 w W LL uj 0 u_ < (n ° L11 z F._ z UJ• LU 0 O — O f- ill uj 0 wz o _co —I 0 1- z OigIs'ijW6Vt'4 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 INSPECTION RECORD Retain a copy with permit PE' Mrr N,, (206)431 -3670 Pr 'e t: (1) SPA. cf,,i ,J keedvC (..(4-742.....- _ Typ f Inspectio A21 ress: 4.742 i Dat Called: --p /,,, /oq S ciaT Instructions: �c Date Wanted elm, 1 J p.m. f_ Re uester: Requester: 77, .___(4,719(3 pproved per applicable codes. Corrections required prior to approval. COMMENTS: (1) SPA. cf,,i ,J keedvC (..(4-742.....- d fe► ;1 slier e.D 7-S-oy 1 Insp r44 ) Dats) - OG/ $4 0 REINSPECTIO, N FEE REQUIRED. rior to inspection, fee must be pai i at 6300 Southcenter Blvd., Suite 1 0. CaII to schedule reinspection. Receipt No.: Date: INSPECTION RECORD/ Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PE S (206)431 -3670 P ject: Ty of Inspect' n: k t,( Ufa Dil U.)0 11 Lass: Lass: Lf3 41, Da e Called: r Sp cia nstructions: Date Wanted �(,� p.m. «�4� {�=— rr -•' Requester: 4 )Li( ` 1 (QC a\,\ ci Phone No: .2b(D— 1 3- W ePRG , takaikved per applicable codd . Corrections required prior to approvi. COMMENTS: (Nrc a LI 1 • ??'-c .i cc e N €. (QC a\,\ ci 2. - ez c.0v7 , be or: Date: ? // ! ioq $47.00 REINSPE ION 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 Pry.; •��: "'�'1�I�1e Typ Inspection: u i Cc, /1bh Address: 1 -� 3 Lo- A,�p to. Date Called: 2 $ °(( Special Instructions: Date Wanted:, .� �q o� Vim, Requester: Pho No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1 Ins • ector: Date: ��.s,C-..d )) 6 _a 7 _ o y 47.00 REINSPEC ION FEE REQI4IRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: n, 2. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 INS'PECTIONFiECORD Retain a copy with permit Proj- 1.1 ° ' HO -443-ftuA Type-of Inspection: -FnaAfig Addils Date Called: til:2 L4 0 y ..Y (4-1 Special Instructions: Date Wanted: . . RequestD er-7N. I liteMiL Phone No °(' '.. 773-4-N-K ElApproved per applicable codes. Corrections required prior to approval. COMMENTS: ra.e.fi)Ork" 1-rir S LAA-aiole_ r A JP .s.)12 ■ v,c7.5 rPc, 0 1 y-P it TA / 004-P -- SP4 i0PCL S Oil.- .\ SOIE\levoi- l ( 'Di VIC., 4 k fk-p`t n f2rx r 42 M.k, tA4 ,S4-19.e 0 k a l 0 Q-e el f4c4 il p.pr pp . , ' . Inspector-0 - c' Date: (p _09 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: INSPECTION RECORD INSPECTION No. Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: .0 624'Vi rA h � Type of Inspection: Address: 4 • Date Called: 4 / v Special Instructions: Date Wanted: 1/ 1 " a.m. P.m. r: Requester & kr, C 3 Phone No: JApproved per applicable codes. ElCorrections required prior to approval. COMMENTS: /HC) �(, , 611_ yCA S 034 y Ktr vox/ Inspector: 61 Date: 6 17 /ar $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: Roy- CL E.Sce c■'t lAOmeS - 3 Type of Inspection: • '1? a -Cok4 /Qte'.J ' e.t.uc j co> devo A /4ic9 —vus c� Address I�:�)ZZ Li 5f'hAJ� S Date Called: -7 -oy Special Instructions: / % /; / /i'!4lert.),.i/ R4 -if o2OC .26,6 4/(7,9_3 Date Wanted: -D`% Lam._ p.m. Requester: Phone No: 2 �� .-/ �- s� 7 ElApproved per applicable codes. ElCorrections required prior to approval. COMMENTS: /Qte'.J ' e.t.uc j co> devo A /4ic9 —vus c� -tte g2t /d' /Z/ p' . �J l— 7.00 REINSPECTIO FEE REQUIRE paid at 6300 Southcenter Blvd., Suite 'Receipt No.: Date Coo y Prior to inspection, fee must be 00. CaII to schedule reinspection. Date: `_" , 't • •' P'• I 1: SITTS & HILL ENGINEERS, INC. • Prof aNdnal Engln«rs and Planners �r R BERT J DAN►,1E P.E 2901 South 40th Street. Tacoma, WA 98409 -5697 BRENT K. LESR.IE, P.E telephone t253) 474.944!i I1OBE Ia r N I R13. P 1..S Fax (253) 474.015; RA.NDALL C. MAYD:JN. .October 4, 2004 CRESCENT HOMES 425 Pontuis Avenue North Seattle, Washington 98109 Atin. Ted Chesledun SUBJECT: FRAMING CLARIFICATION FOR 3006 PLAN AND 2550 PLAN, LOCATED AT LOTS 1-4, SARA VISTA, TUKWILA, WASHINGTON Dear Mr. Chesledun, 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 transter 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 attached to the plate below. Please feel tree to contact our office if you have any questions. Sincerely, SITTS & HILL ENGINEERS, INC. i) /d Ed Brown, P.E. Project Engineer I 17Q3v idct axr,Cciscent- 4- 0ct•Q4 3 ri:ToPIR7] Civil, Structural and Surveying RECEIVED OCT - 8 2004 DEPARTMENT AUG -16 -2004 09:01 FROM: As Rev, on Drawing TO:2063236762 P.002/003 Subject of Revision ALTERNATE STEM WALL DETAIL Revision No. (3) (4) (5) (6) 3" CLR r;\ 2" CLR 1' -4" 1 Date Type NOTES: 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" DIAMETER ANCHOR BOLTS WITH PLATE WASHERS @ 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 7' -O" #4 BARS 0 18" O,C. #4 BARS 0 10" O.C. RECEIVED (12) AUG 18 2004 BUILDING DEPARTMENT EXPIRES FEBRUA1Y 07,x006 ALTERNATE FOUNDATION STEM WALL SCALE; N.T.S. Sitts & Hill Consulting Engineers 2901 South 40th Street, Tacoma, Washington 98409 253 - 474 -9449 TITLE BAY DEVELOPMENT 2550 PLAN 13435 MACADAM ROAD 8 TUKWILA, WA Project No 11031 Drawn B.R.L. Dote 8/04 Sheet Engineer SK1 -1 B.R.L. ✓Ay. .y. «, +,,s•r'C, ..:.. ...r yV•lt'v,!r.r.:,,�v.,..,,r.. Vt-'14:72,24.:::tan=.11=31'W `.i,+,B7,y" e. ,.:;ta; • Z re W W.IU 0 u) Q Lu N F- u_ WO J LL to d W ' Z ZO U� crj CI F— WW 1.1" Z 0 CO Z UUL- au-CY64 loial rrcuri: SITTS & HILL ENGINEERS, INC. 1 u. CUO`7JIJOOJ r , l IYJ•t� bbJ 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 43w Avenue South, Tukwila, Washington (L 13522 43rd Avenue South, Tukwila, Washing Please feel free to contact our office if you have any questions. Sincerely, SITTS =. 1 - ENGINEERS•, INC. E rown, P.E. Project Engineer p;11031 /prodocIcorr /Crecent- 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 RECEIVED JUL 2i22C. DEPARTMENT JUL-20-2004 15:1 F- RUIi : 1 U: �19b°}J1JbbJ r, bbb'bb5 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 0.C. 5. CONCRETE STEM WALL 6. FLOOR JOISTS PER PLAN 7. FLOOR SHEATHING 8. EDGE NAIUNG FOR PONY WALLS TO MATCH SHEARWALL ABOVE. USE 8d 0 4" 0.C. MINIMUM 2x6 HF#2 STUDS AT 16" ON CENTER FOR HEIGHTS UP TO 9' -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 —GOWN CAPACITY. USE SIMPSON MST 48 ABOVE SIMPSON HPAH022, STHD10, AND STHD14 SITTS & HILL ENGINEERS, INC. CIVIL • STRUCTURAL • SURSONG 3001 1 40Ih ST. TACOMA. M. SONS (gas) 474-4+ EIS'S= FEBRUARY 07. 2006 CRESCENT HOMERECEIVED 11031 EAB 1/1 PONY WALL DETAIL °"`` JUL 212004 7 -20 -04 EAB SK5 -1 BUILDING DEPARTMENT 07/09/2004 06:57 2063236762 JUL-08 -2004 13:53 FROM: SITTS & HILL ENGINEERS, INC. Professional Engineers and Planners 2901 Soutfl 40th Street, Tacoma. WA 96409.5697 Telephona (253j 4749449 Fax (253) 474.0153 July 8, 2004 CRESCENT HOMES 425 Pontius Avenue N #125 Seattle, Washington 98109 Attn: Ted Chesledon CRESCENT HOMES PAGE 02 TO:2063236762 P.001'00E RECEIVED JUL 08 2004 CE AfRTTMENT 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, RL.S, Sitts & Hill Engineers performed a lateral and gravity analysis and prepared detail sheets for your Base Plan #2550. The Silts & Hill project 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#2) 13522 4e Avenue South, Tukwila, Washington (Lot #3) Please feel free to contact our office if you have any questions. Sincerely, SITTS HILL ENGINEERS. INC. E rown, P.E. Project Engineer p : 11031 /prodorharerescont.a,lui -04, 1EXPIRES:02/07104 Civil, Structural and Surveying ✓ w QQ� J0 O 00 u1 w WI � u_ w 0 og u_Q = a. W z� O Z uj 2 0 0 l- wW O w z. _ O~ Z 07/09/2004 06:57 2063236762 JUL -07 -2004 15:06 FROM: CRESCENT HOMES PAGE 03 TO:2063236762 p.001/001 Rev. on Drawing Subject of Revision ALTERNATE STEM WALL DETAIL Revision No. n Dote Type RECEIVED JUL 0 8 2004 DEPARTM (2) xQ1ES: 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” 0.C, HORIZONTAL 5. 5/8' DIAMETER 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,, i #4 BARS 0 12" 0.C. • #4 BARS @ 10' 0.C. B,_Q. #4 BARS 0 18' 0.C. #4 BARS @ 10' 0.0. 5 -0" #4 BARS 0 18" 0.C. #4 BARS 0 10" 0.C. (12) ALTERNATE FOUNDATION STEM WALL EXPIRES FEBRUARY 07, nos SCALE: N.T.S. Sitts & Hill Consulting Engineers 2901 South 40th Street, Tacoma, Washington 98409 253 - 474 -9449 T►'11.E BAY DEVELOPMENT PLAN 2550 Project N. 11031 Dote 7/04 Drown B.R.L. Sngineer B.R.L. Sheet SK1 -1 1010 f=07? cent n 4 ft4tki $ m�s•�um.�R�.x•.,w „Rw„Y .,,........... . FOUNDATION DRAIN FILE COPY undery End FRAMING 4 1= 0UNDATION DIMENSION )LB. PER ELEVATION OVER i LB. BUILDING PAPER VER SHEATHING PER PLAN b" MIN. )�-1 III —III —1 l ;7 TIGHTLINE I I <3.z. STORM 0FR 7-7111— O mcQp REQUIRED' 11 -1 1--1 �, ; .11 6 MIL. BLACK V. B. 4 GLUED 4 NAILED FLR. JSTS. PER PLAN MAY 2 5 2004 AS NO I E BUILEK6 Dti SION 2X STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN 3/4" T.46. PLYWO OD - SUBI'L 11^ rIrn. CITY OF TUIOVILA APPROVED r 4" DIA PERF. FOUNDATION DRAIN P.T. SILL PLATE A.B. PER SHEAR WALL SCHEDULE AND /OR FOUNDATION PLAN d 0 44 OOR RECEIVED MY TI WWII A APR 2 2 2004 PERMIT CENTER Crawl a .q t F;0+;e% co u l 4-1i I rev 4'I9 Cvc“k,\ ct,%J --j eh-e... INCOMPLETE S.ITTS &'-H {L L.EN INEERS;11 P.rof:0006o Engineers and `Planner: z w JU 0 NO J = F- (Ou W O LL u a ►- _ z� E- O z 1-- w • w U� 0- O I- WW H 0 O .• W U= O z Sitts & Hill Engineers, Inc. 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. 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 6/4/03 BUILDING CODE: 1997 EDITION OF THE UNIFORM BUILDING CODE. LOADS: ROOF LIVE LOAD = 25 PSF (SNOW). ROOF DEAD LOAD = 16 PSF. FLOOR LIVE LOAD = 40 PSF (REDUCIBLE). FLOOR DEAD LOAD = 12 PSF. STAIR LIVE LOAD = 100 PSF. WIND LOAD; 80 MPH WIND SPEED, EXPOSURE B. SEISMIC ZONE 3 (Z = 0.30) FOUNDATIONS: SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 1'6" MINIMUM BELOW FINISHED GRADE. ALLOWABLE BEARING VALUE = 2000 PSF. CONCRETE: MINIMUM 28 DAY STRENGTH 3,000 PSI EXCEPT AS FOLLOWS: FOUNDATIONS 2,500 PSI REINFORCING: BARS #5 AND LARGER: Fy = 60,000 PSI. BARS #4 AND SMALLER: Fy = 40,000 PSI. STRUCTURAL STEEL: STRUCTURAL STEEL: Fy = 36,000 PSI. BOLTS: A307 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 H.F. #2 STUDS 2X4 2 X 6 OR LARGER POSTS 4X4 4 X 6 OR LARGER 6X6ORLARGER 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 �z re w 6 JU O 0 J = F- • u. WO u. < Nd =W F- _ Z 1— O Z H W UC) O — O H w• w 9" O .. z W U= O ~ z Sifts & 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 4- w W � 0 0O y0 W= J � WO g J, u_ =a W. z= I- O Z 1- W co O— O I-- Ww U — 0: W Z U =' 0 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 1 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 -I 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 := 0.1 1•Ca I W V = 0.04 W Minimum 2.5•Ca I 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 := —1-311 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 . • r.".V Yet bXt, EAVE BRACES SCISSOR TF1155E5 5/4X6 BARGE BOARD IV 1)0 TRIM vg 14 6 CEDAR 13 „illOillel%.i.h16 ..„..,,,,,i006■ ...4ipm6iii111 1111161, I .111111111114 111111111111.. ...ii nil nt I:1111111h 10111111111111111i.. ..1111 ilibli -"11lititill1111111111111111111111011111 NI.. i ".111111.111111 1111111111111116.. -•1111111111111111 1111111111N, .. MA 11 lig 14.11111111.1111211;tilkin , ..40111111 P124111110. '4111111111111111111111111111111. .A111 1.1 1111111 IN 111411 111111 INN 11t111:111114.. "11111 111111111111111111111b.. .041ii111 1 111111111111111111111111 111111 111111111111111110111., 411111111111111111111 1111111.. .o11111111111111111111 NI1 mu iim ittic•itto iminnininim,.. ••■111iiiimmE0111 ..dittlI0111111111 11111111N 111111111111111111111111 1111 111111116111411111,11111111b. .411111111 111 111111111116 ILNIMINIMINM IN1 MOM Ai mint Iran col tsamiliciiivinucrillis.. •••milisis Ittmiteiswilm 111 Ego lug 111111171111 • NMI. INN: CEDAR SHAKE 5IDDIG DC6 CEDAR BAND 17- 1X4 TRIM AROUND WINDOWS 11 AROLNID WINDOWS ONLY I0 NORM. BEVEL El ING TOOP FRONT ELEVATION "A” OPT. 2./44' SKYLIGHT CONC. STOOP 5/4' BARGE BOARD DO TRIFI 111'X'2.1. r■ITG:i.:1;rr...77111•••I 11 --......\\ 6' HORIZ, BEVEL SIDING CONC. STOOP CONC. PATIO UPPER FLR R. UPPER FLOOR MAIN FLR R. 6001 BARGE BOARD DO TRIM REAR ELEVATION "4" 1,411.11-on .. . c•9 "•'••• • ' ' "`" • :43 MAIN FLOOR • T1' • • Ibij•. ,p" r.. • I4'XIS' GABLE VENT N'XIS' GABLE VENT 5/4X8 BARGE BOA W/ 1X7 TRIM CATH. CEILWi INSIDE MASTER SUITE r—nr—armm a 11 11 1 L. OPTIONAL !317°7° .Q40. STOOP :O NC. PATIO RIGHT 4T ELEVATION "A" OPT. 7040 SKYLIGHT CH 7X6 CUBA GUTTER ROOFING BY OCNTR T5i 7070 SKYLIGHT ON 7X6 CURD r1401 FLOOR TSG. •• 6' HORIL BEVEL SIDING 7.4 N.T.ILER BEHIND 5/4X5 BARG 3. OH. 6. OH. POUF_R rETER LEFT ELEVATION "A" I4 "fI•_ II 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= CeCggslw WHERE: WIND EXPOSURE = B 80 mph WIND SPEED Ce = COMBINED HEIGHT AND GUST FACTOR COEFFICIENT (TABLE 16 -G) Cq = PRESSURE COEFFICIENT (TABLE 16 -H) qs = WIND STAGNATION PRESSURE BASED ON WIND SPEED (TABLE 16 -F) Iw = IMPORTANCE FACTOR (TABLE 16 -K) Exposure B, 80 mph WIND SPEED Height Above Ground (ft.) 0' to 15' 15' to 20' 20' to 25' 25' to 30' 30 to 40' Ce Ce15 := .62 Ce20 :_ .67 Ce25 := .72 Ce30 := .76 Ce40 :_ .84 qs =16.4.1b Iw: =1.0 ft 2 Wind Pressure (psf) P1 := gs•Iw•Cq -Ce15 P1 = 13.21bff2 P2:= gs•Iw•Cq•Ce20 P2 = 14.31bft-2 P3 := gs•Iw•Cq•Ce25 P3 = 15.4 lb ft -2 P4 := gs•Iw•Cq•Ce30 P4= 16.21bft-2 P5 := gs•Iw•Cq•Ce40 P5= 17.91bft-2 WIND SHEAR AT GARAGE DIAPHRAGM:: WIND SHEAR AT UPPER FLOOR DIAPHRAGM: WIND SHEAR AT MAIN FLOOR DIAPHRAGM: Cq := 1.3 W3:= P1.12•ft W2:= P2.10•ft W1:= W2 + P1.9•ft W3;_.;,158:61bft 2.81b ft Base Plan #2550 13'4" 4' -0' L +'%i 6'•10` 1/)• I0' -8 1/1" (5)16• SINELVES MST BEDROOM CARPET 40• AFF r 6'•0 1/7" BEDROOM Z CARPET 1/)" 7' -6• GIFT SHAFT FURNA FLUE I OPEN TO ENTRY BELOW BEDROOM 3 CARPET FLAT CEILING 4'.3 1/7" CARPET 3' •9 1/4" FIXED (CI) (5) 7x4 IF n ENGINEERING ROOF DES/G4 LOADS. DL • 1'i PSF LL • 25 F'SF FLOOR DESIGN LOADS. DL • 10 P5F LL • 40 P5F 51EArdUALLS. wo ! • NDI RTES SNEAJ51IALL TM IN, .� TNDIOATES TTP1CAL EXTERI • VV • INDICATES SVE •�� INDICATES 5HE •ALL .FADERS ARE TO BE • *PROVIDE (I)7x TRITER AT •PFLONDE (2)7x POST AT AL TUBS 4 SNOWE FIy*BLOCK BE11LEEN STUDS. • LIIIT SUMER FLOW TO 75 0 •WALLS SHALL BE WATERPRC 10" ABOVE DRAIN INLET, •ALL GLAZING INCLUDPG T0. OF DRAIN D4LET SNA SAFETY GLASS. NOTES: •SOLID BLOCKFC, OVER a •FIRE BLOCKING • ALL Pt •WINDOWS ARE VINYL FRA' ARE R/0 WIDTII t HEIGNT TYP EXT)UALL5 TO BE 7X L — — .❑ ❑ G_ _J—I Wig T DETECTORS It0V. RE( 4' -7 3/4" ® SMOKE DETECTORS 1' ALL BEDROOMS 14-.5 [D; .1 4x8 DF*7 6I 4 L DPI O 22" X 30" ATTIC ACCE 70' -0" U1PPFT2 PI Ong, AT FI Fs/ 'Gl' I /4 ",I' -01 rD-1 LJ UPPER FLOOR PLAN ® WHOLE FNG15E =AN 51DE ROOF Of HOUSE 0 140N/,OW RETURN AIR 3" DOIN FR01 CEILINt ® OPTIONAL 7,44 SKYLIG• © STD. 7'x7' SKYLIGHT IN 7'4." FRO11 TUB WALL z �/ Z 1i. w JU 00 ND J H N (1„ W0 2 g a = r- w = Z I- O Z W UGI 0- 0H W W H O WZ U =. 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 Upper Floor Wall Line AA: Distance between Lines of Resistance: Total Wall Length: Wind Shear vaa L4 := 29•ft W2 = 142.81be Laa := 18•ft Plate Height: W2•L4•.5 Laa HW := 8•ft vaa = 115.1 lb ft -t :Sfax V1ialI.Type; P;1: =i u .x Capacitj =,278 PLF Seismic Tributary Weight: Roof := 16•psf•34•ft• 29 .ft Roof = 78881b Wall := 10•psf•34•ft•5•ft Wall = 17001b W := Roof + Wall W = 95881b Seismic Force: V•W Eaa Laa Eaa = 87.21bff' Wind Controls Design Check wall section: laa := 18• ft Overturning Moment: OTM := vaa•laa•HW OTM = 16569.91bft Dead Toad resisting: Roof := 16•psf•2•ft•laa Roof = 5761b Wall := 10•psf•H4. laa Wall = 14401b Total := Roof + Wall Total = 20161b Resisting Moment: Net Uplift: DLR := Total. laa 2 OTM — DLR U laa DLR = 181441b ft U = - 87.41b 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 10 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-t ShearWall.:Type P1-4 1 Qd nails -4r• o.c Capacity = 4`18 PLF' Roof := 16.psf.28.ft. 23 2 29 ft Roof = 116481b Wall 10•psf•28•ft•5•ft Wall = 14001b Seismic Force: W := Roof + Wall W = 13048 lb V•W Ebb Lbb Ebb = 213.51b ft-' Wind Controls Design Check wall section: lbb := 10•ft Overtuming Moment: OTM := vbb•lbb•HW OTM = 29711.61bft Dead Toad resisting: Roof := 16•psf•2•ft•lbb Roof = 3201b Wall := 10•psf•H,,; lbb Wall = 8001b Total := Roof + Wall Total = 11201b Resisting Moment: DLR := Total ]bb 2 Net Uplift: U OTM — DLR lbb DLR = 56001b 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 1t 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 Wind Shear Wz•L3•.5 Lcc Seismic Tributary Weight: W2 = 142.81b ft t Plate Height: vcc = 164.31b ft i Roof := 16•psf•28•ft• 23 •ft Roof = 51521b Wall := 10•psf•28•ft•5•ft Wall = 14001b Seismic Force: W := Roof + Wall W = 65521b Ecc Lcc V•W Ece = 107.21b ft t Hw,:= 8.ft Shear;Wali Type'P1 =6 1'0d nails' @.:6 "`:O.0 Capacity,278,PLF Wind Controls Design Check wall section: lcc := 5•ft Overturning Moment: OTM := vcc•1cc•HW OTM = 6570.8lbft Dead Toad resisting: Roof := 16•psf•2•ft•lcc Roof = 1601b Wall := 10•psf •H,,;1cc Wall = 400 Ib Total := Roof + Wall Total = 5601b Resisting Moment: Net Uplift: DLR := Total. lcc 2 OTM — DLR U :_ Icc 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 :Bav Development Base Plan #2550 Iz 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Elevation "B" Wall Line CC: Distance between Lines of Resistance: L3 := 23•ft W2 = 142.81b Total Wall Length: Lcc := (3 + 4 + 3)•ft W2•L3•.5 Wind Shear vcc Lcc Seismic Tributary Weight: Plate Height: HW := 8.ft vcc = 164.31bff' 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 EC0 Lcc Shear V1IaII rType P1 =6 10d• nails ,6" .O.C, Capacity 278PLP Ec, = 107.21bft- Wind Controls Design Check wall section: lcc := 3.ft Overturning Moment: OTM := vcc•lcc•HW OTM = 3942.51b ft Dead Toad resisting: Roof := 16•psf•2•ft•lcc Roof = 961b Wall := 10•psf•Hw.lcc Wall = 2401b Total := Roof + Wall Total = 3361b Resisting Moment: Net Uplift: DLR := Total. lcc DLR = 5041b ft 2 OTM — DLR lcc U = 1146.21b 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 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Upper Floor Wall Line DD: Distance between Lines of Resistance: Total Wall Length: Wind Shear LI := 34•ft Ldd := (8.5 + 18)•ft W2•L1 •.5 vdd ._ Ldd Seismic Tributary Weight: Roof := 16•psf•42•ft• 2 ft • Wall := 10•psf•42•ft•5•ft Seismic Force: W := Roof + Wall _ •w Edd Ldd Check wall section: Overturning Moment: Dead Toad resisting: Resisting Moment: Net Uplift: ldd := 8.5.ft W2 = 142.8 lb ff t Plate Height: Hw := g. ft vdd = 91.61b ft- ' Roof = 114241b Wall = 21001b W = 135241b Shear We ePl -6. Capacity; =278tpif • Edd = 83.51b ft-t Wind Controls Design OTM := vdd•Idd•H, Roof := 16•psf • 16•ft•)dd Wall := 10•psf•Hw ldd Total := Roof + Wall DLR := Total ldd 2 U OTM — DLR ldd OTM = 6231.2 lb ft Roof = 21761b Wall = 6801b Total = 28561b DLR = 121381b ft U = - 694.91b 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 Upper Floor Wall Line EE: Distance between Lines of Resistance: L2:= 28.ft Total Wall Length: Lee:= 14.5•ft Wind Shear W2•L2•.5 vee Lee Seismic Tributary Weight: Roof := 16•psf•42.ft. 28 .ft 2 Wall := 10•psf•42•ft•5•ft Seismic Force: W := Roof + Wall V•W Eee _ Lee Check wall section: lee := 14.5•ft Overturning Moment: Dead Toad resisting: Resisting Moment: Net Uplift: W2 = 142.81b ff Plate Height: H, := 8.ft vee = 137.91b ft-1 Roof = 94081b Wall = 21001b W = 115081b Eee = 129.91b ft-t OTM := vee•lee•HW Shear: Wall Type:P1 =6 T0`d nails:: @;6 ";0 C C5pa661:, -'278 Or' . Wind Controls Design OTM = 15998.5 lb ft Roof := 16•psf•12•ft•lee Roof = 27841b Wall := 10•psf•Hw lee Wall = 11601b Total := Roof + Wall Total = 39441b DLR := Total. lee 2 OTM — DLR U lee DLR = 285941b 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: Ll := 34.ft W2 = 142.81b ft -' Total Wall Length: Lff := (4 + 4).ft Plate Height: Wind Shear vff WZ•L1 •.5 Lff 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 = 8001b W := Roof + Wall W = 95041b Seismic Force: V•W Eff. Lff HW:= 8•ft Sh ar;Wall:Type; •1'Q4::nails' @4 Capacity = 418': E8• = 194.41b ff 1 Wind Controls Design Check wall section: lff := 4.ft Overturning Moment: OTM := vff•lff•H,,, OTM = 9713.41b ft Dead Toad resisting: Roof := 16•psf•2•ft•Iff Roof = 128 Ib Wall := 10•psf•H4. 1ff Wall = 3201b Resisting Moment: Net Uplift: Total := Roof + Wall Total = 448 lb DLR := Total. lff 2 U _ OTM — DLR lff DLR = 8961b ft U = 2204.3 lb Simpson Strap MST37. Base Plan #2550 4 . IV" 44,740kEye:t "�sG 7F'ifnas'!'t}1 aC�a4 9L�JZy i}riu�Skr c'� Laic ' "y, l W +. I- I 6,S •' • • .1 • w 'AY 50 S•I xox es"'xci 5GD. (14) 4 4°;FOX 1)(12 DP2 0Tr4. SILL c K WINDOWS • 35 FAMILY RM, CARPET DIRECT VENT CAAS F(P • ;A Ga.5 SAJT OFF 19*-1 in" E VENT IN WALL Exl TO EXTER R LOW (3) 7x6 24. TB • 40. A. • DEN CARPET 1 iqu_F WALL D IN ING Rtl, 26 CARPET VAULT 4ALF WALL (31%35 BLOCKING IV 0" 7•N OPT. / to° g• 10e" 4,0 OP2 FRAME FOR • e7 or AFF. BP •••• mg ....., i ZZA — Ipms irior JAI; d ir/ 64;01 L - ''' 4 dan g'iyi.ekt • --4.4,4.... 1 .. - 430 •■••• h. • LE 0 0 I Ste: .;e4. 111 rAW A Orli NEAOER • 1 I _:._,Ar .:,......: ,D, 4 AL!, e 15' AFF • en 2X5 FURRING IN LAUNDRY Rtl. ENTRY 4'-1 1/7• OPT *RAGE SEE SWEET ,b) (4)A30 OLOCIO.C.—/ TO WALL TOP E. (Cl) (5) 2,4 1-F .2 7e- 1-1•1 <ert2) 5 Virx15. (24F-V4) (4nx /-F•2 4) BLOCKING PANELS MOT, 003 n tem s a,11,cga A. CONC. SLAB-SLOPE 3• TOWARDS 01-1 DOOR 3' -9 1/4" 0 (51) -0410 Of? (191) .4x19 (141) 4><D (.7f-• 2 FOR • 3rcl .:Are OPT. 0 (412A 1-F•2 (1IOLD UP) rerin$ vivide 5t6 • up R 0-1.--L2E OF WALL ABOVE .4.17 Df.• 2 1•DR 16.1 01-I. GAR. DR. 1W.3" r-1� In 1.6 1/2' 12.5 MA IN 1/4".I'-0" FLOOR PL /AN Ls EN FLC DL LL S.1E • TO • SID • SIP. • ALL PR/ NC. • ALL LNLE • SOL It •F1RE . WIND ARE • TYR ' •&-TOK BATT SEE • ST•ice BEDF 4D Sit Cc AT C) 0. 141 7. 0. 6 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 1�- 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Main Floor Wall Line A: Distance between Lines of Resistance: L4 := 29•ft Total Wall Length: Wind Shear va La :_ (4 + 5.5 + 5).ft WI .L4..5 La Seismic Tributary Weight: Roof := 16•psf•34•ft•29 -ft 2 Wall := 10•psf•34•ft•12.5•ft Floor := 12•psf•34•ft• 29 .ft W := Roof + Wall + Floor Seismic Force: E. -V•W a La Check wall section: Overturning Moment: Dead Toad resisting: Resisting Moment: Net Uplift: W1 = 261.81b f {1 Plate Height: Hw,:= 9.ft va = 261.81b ft I Shear Wall'Type F.1 =6 1,Od nails: @:.6 °'Q C Capacity * 278P.LF 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•141a Floor:= 12•psf•7•ft•la Total := Roof + Wall + Floor DLR := Total. la 2 OTM — DLR U := la Wind Controls Design OTM = 9425.1 )b ft Roof = 1281b Wall = 3601b Floor = 3361b Total = 824 Ib DLR = 1 648 lb ft U = 1944.3 lb 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: Total Wall Length: Lb :_ (5.5 + 9).ft L3 := 23•ft L4 := 29•ft W1 = 261.81bft-t Wind Shear 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 2 fl W := Roof + Wall + Floor Seismic Force: E VW b Lb Check wall section: Overturning Moment: Dead Toad resisting: Resisting Moment: Plate Height: HW := 9•ft vb = 469.5 lb ft-' Roof = 1281b Wall = 4250 Ib Floor = 10608 lb W = 290021b Eb = 327.31bf{t lb := 5.5•ft OTM := vb•1b•Hw, Roof := 16•psf.2.ft•lb Wall := 10•psf•Hw 2.1b Floor:= 12•psf•12•ft•lb Total := Roof + Wall + Floor DLR := Total • lb 2 Net Uplift: U - OTM - DLR 1' lb Shear1/011Type P1 -3 10d,riails @ 3 "'0.0 Capacity` =,545 PLF Wind Controls Design OTM = 23237.9 lb ft Roof = 1761b Wall = 990 lb Floor = 792 lb Total = 19581b DLR = 5384.5lbft 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 Wt•L3 -.5 Lc Seismic Tributary Weight: Roof := 16•psf.20. ft. 23 -ft 2 Wall := 10•psf .20 -ft• 12.5•ft Floor := 12•psf•20•ft. 2 . ft W := Roof + Wall + Floor Seismic Force: Note : V•W Ec Lc W1 = 261.81b ft -1 Plate Height: HW := 9•ft vc = 752.71b ft-t E, = 365.71b ft -' See: Garage Pariel for.Nailing Spacing, Detail 4O3: Roof = 36801b Wall = 25001b Floor = 2760 lb W = 89401b Wind Controls Design 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: LI := 34•ft Total Wall Length: Ld := 30.5•ft Wind Shear Wi•Ll•.5 vd :- Ld Seismic Tributary Weight: Seismic Force: Roof := 16•psf.42•ft. 34 .ft 2 W1= 261.81bft1 Plate Height: HW:= 9.ft vd = 145.9 lb ft-1 Shieaj Wa11' Od. Capacity;; Roof = 114241b Wall := 10•psf .42• ft. 12.5- ft Wall = 52501b Floor:= 12•psf•42• 1. 24 •ft Floor = 85681b W := Roof + Wall + Floor W = 25242 Ib Check wall section: E - V•W d Ld Overturning Moment: Dead Toad resisting: Resisting Moment: Net Uplift: Id := 30.5•ft Ed = 135.41b ft-I OTM := vd•Id•HW Roof := 16•psf.16-ft- Id Wall := 10•psf•Hw 2.1d Floor:= 12•psf.1.3- ft.ld Total := Roof + Wall + Floor DLR := Total d 2 OTM — DLR U:= Id :Y:13.0.171-6 Wind Controls Design OTM = 40056.9 Ib 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 ZI 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 = 261.81bff' Total Wall Length: Le := 16.5•ft Wind Shear Wt•L5 ve :_ Plate Height: ve = 317.31b ft-t HW := 9.ft Le Shear Wall:Tjrpe Seismic Tributary Weight: Capacity4`418.PLF' Roof := 16•psf -42.ft 2 20 + 20 ft Roof = 13440 lb Wall := 10•psf•42•ft•12.5•ft Wall= 52501b Floor:= 12•psf•42•ft 20 + 20 2 .ft Floor= 100801b W := Roof + Wall + Floor W = 287701b Seismic Force: En e := V W Ee = 285.3 lb ft -I Wind Controls Design Le Check wall section: le := 16.5-ft Overturning Moment: OTM := ve•le•HW OTM = 47125.7 lb ft Dead load resisting: Roof := 16•psf• 12•ft•le Roof = 31681b Wall := 10•psf•H,; 2•le Wall = 29701b Floor := 12•psf• 1.3•ft•1e Floor = 257.41b Total := Roof + Wall + Floor Total = 6395.4 Ib .Resisting Moment: Net Uplift: 'DLR := Total. le 2 U OTM — DLR le DLR = 527621b ft U = - 341.61b No Holdown. Base Plan #2550 dvti+iiti" 1dS`.zts 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 ZzL 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Main Floor Wall Line F: Distance between Lines of Resistance: LI := 34.ft W1 = 261.8Ibff1 Total Wall Length: Lf := 10•ft Wind Shear Wt•L1•.5 vf ._ Lf Seismic Tributary Weight: Roof := 16•psf • 16•ft• 34 ft 2 Wall := 10•psf .16. ft. 12.5•ft Floor:= 12•psf•16•ft• —34 . ft W := Roof + Wall + Floor Seismic Force: Check wall section: Overtuming Moment: Dead load resisting: E - V•W f Lf • Resisting Moment: Net Uplift: If = 10•ft Plate Height: vf = 445.11b ft-� Roof = 43521b Wall = 2000 Ib Floor = 3264 lb W = 96161b Ef= 157.41bft -1 OTM := vf•lf•HW Roof := 16•psf•2•ft•If Wall := 10•psf•H,,; 2.1f Floor:= 12•psf-1.3. ft.lf Total := Roof + Wall + Floor Hw := 9•ft Siiea�,�V1/�a11Type P1, -3 Capacity = „545 PLF Wind Controls Design OTM = 40056.9 lb ft DLR := Total. ]f 2 OTM – DLR U If Roof = 3201b Wall= 18001b Floor = 1561b Total = 2276 Ib DLR = 113801b ft U = 2867.71b Simpson Holdown. STHDI4RJ. 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 z`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 = 158.61bft-' Total Wall Length: Wind Shear Lg := (4 + 8.5)•ft Plate Height: HW := 941 W3•L5•.5 vg . Lg Seismic Tributary Weight: Seismic Force: vg = 126.91b ft-t Roof := 16•psf•31•ft• �—.ft Roof = 49601b Wall:= 10•psf•31 •ft•5•ft Wall = 15501b W := Roof + Wall W = 65101b Check wall section: Eg• Lg lg := 4.ft V•W Eg = 85.21b ft-' Shear: Wel.l'Type_P1 =6 Capacity 278'.PLF.`. Wind Controls Design Overturning Moment: OTM := vg•lg•H,,, OTM = 4568.3lbft Dead Toad resisting: Roof := 16.psf.2.ft.lg Roof = 1281b Wall:= 10•psf•H,, 1g Wall = 3601b Resisting Moment: Net Uplift: Total := Roof + Wall Total = 4881b DLR := Total• ]g DLR = 976 lb ft 2 OTM — DLR lg r U = 898.11b 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 = 158.61b ft t Total Wall Length: Lh := (3 + 3)•ft W3 L6•.5 Wind Shear vh Lh Seismic Tributary Weight: Plate Height: H, := 9-ft vh = 409.81b ft-t Roof := 16•psf•20•ft• 2 -ft Roof = 49601b Wall := 10•psf•20•ft•5•ft Wall = 1000 lb W := Roof + Wall W = 59601b Stiea'r._;1Lyall �.l'ype:� R�1: Seismic Force: g V W h :— Lh Eh = 162.51bft -� Wind Controls Design Check wall section: lh := 3.ft Overturning Moment: OTM := vh-1h•11„ OTM = 11063.8 lb ft Dead Toad resisting: Roof := 16•psf• 16•ft-lb Roof = 7681b Wall := 10•psf•Hy/ lh Wall = 270 Ib Total := Roof + Wall Total = 1038 Ib Resisting Moment: Net Uplift: DLR := Total- Lb 2 U OTM — DLR lh i I i DLR = 15571b ft U = 3168.91b Simpson Holdown STHDI4RJ Base Plan #2550 r�- DS.t HEATH . j. • •Tr. ..r�.;� T.'IU2FX BLOCK FOR SIDING nan OPTIONAL !7;:x411• 111 IISKYLIGHT A 11 IIQI 7X6 CURB.. 71'40' COMMON TIdJ55E5 • 74' O. STUB BACK 10'•1 I/2• RIGHT 1pl 807 P 3.a pt CH CH N 37.10• GIRDER TRUSS (11) 28' COIYtON TRUSSES • 74. OG. PER PI 6.12 PITCH 4.12 PITCH NSIDE C R 0 O =W OPT PATER n N RIDGE 3. RIDGE ❑ (3) AF•o0 RO')F VEN 5 (3X1'• • JACKS 118155 S 4X 6UP PITCH 3d2 PITCH 14.15IDE DS.0 NSTALL DIVERTE LA5WI TO GUTTER 5■4 BARGE BOARD W/ IX) TRIM to 7X4 RAFTERS W/ 2X4 CEILING JOISTS • 74. 0.C. 5/4 BARGE BOARD 13/1x7 TRIM INSTALL FLASHING DIVERTER TO GUTTER ROOF FRAMING PLAN 'A' I /4" • I' -0'• DA. ATTIC VEN' DESCRIPTION F AREAS 0 1394 SF. 0 •45 SF. 0 316 SP. O 50 SF, UCN 1F.501C / VENT • WE, • ROOF VENTS • A (5F../ (300X: • EAVE VENTS • A (S1) 1300X] 10TE. CVTRY TRJ!5 Y•: cE ATE. 110020 • U018LCCC 10IW, WITH I/4• WIRE MEW BRACING f3)2.4 UP 10 10••0• LC (7) 7.6 10'.0• TO 14'.0 (Who) OVER 14'.0' LC NOTES: • SEE ENGINEERING FOF OTHERWI5E NOTED. • vENTED BLOCKING C . ROOF OvERFIXNGS TO • ROOF PITCUES TO BE • SKYLIGHTS CN 7.6 CL'. . TRUSSES / RAFTERS OTHERUASE NOTED. ENG. ROOF OL • LL • •5EE FL TRUSS NOTES • ALL TRUSSES SHALL CA • ALL TF.1155E5 SHALL BE. rUN.;ACTURS SPECIFIC • Tid155E5 WILL NOT BE F DEPT. APPROVAL CR E • ALL nausea SHALL H.- ,51TE FOR FRAMMG IN5P! • ALL CCINECTICNS CF R MAIN GIRDER TO BE PR • 1121155 DRAWINGS TO BE tUAs l:: TON STATE 5TR1 • TRUSSES SNAIL BE MAN L340ER TuE RECUIFEMEN BEAR THE OJALITY CON (1NFLCTURNG SPACPY SECTION 7343 • APPROVED HANGERS S1 RAFTERS. JACK OR uIP • SECTIONS 73115. 7303.4. 2: • LIGHT METAL PLATE COT IDENTIFC.ITIO•L 340 1A: PERMANENTLY AFFIXED, FOLLOL'PO, A IDENTIFICATION ( B. THE DESIGN LO.: G THE TRUSS SPAC • ALL ROC* TRUSSES 514AL F84t.EWOSX AND SUPPO PART Cf THE WHOLE BUIL WELL FITTED AND SHALL BEFORE ANY LOAD 15 PL BRACIA.C. SHALL EE USEC • RCCF MUSSES SHOULD E BEARING BY 501.10 BLOC DISPLACEMENT. TI.E 1 bh TO RESIST IUND SUCTION . z 1 HNwc 1J.. 00 CO Ill J H NL W 0 u. =a I— W Z Z0 0 co WW .Oy W.• =. Z DS.0 r BLOCK FOR S)DWG OPTIONAL 11-74•X48• -u itTh ['SKYLIGHT II I� 2Xb gll�l I S SHEATH PER PI DS 2(G ATTIC VENTIL, DESCRIPTION 0 0 AREA `INK • 1 RTS MIIS 1354 51. 416 51. 3 O 716 51. O 5L^ 51. 0 EIDI 450 ROO ID 11 . (140T505 N 144 • ROCA VENTS • A 15f.) r300X2X2111 • EAVE VENTS • A (5F1 (30OX2X ID51 NOTE. EERY TRIM SP.Q Al MI5 IC 13.5C5ED • E4CN SLCOC 1014E 0)r • WTN MESH NOTES: • SEE ENGINEERING FOR 8M OTHERWISE NOTED. • VENTED BLOCKING CVER • ROCA OVERHANGS TO HE 1 • ROOF PITCHES TO HE 6/12 : • SKYLIGHTS ON 2.b CURB • • TRUSSES 5 RAFTERS SHALL OTHERWISE NOTED. p& ENGINEERI' 3 Q ROOF DESIGN LOAD: rt w DL • 15 P:F p LL • 75 P'SF LL t•13 .5EE PLANS PL5 F. 8 DS. • TRUSSES WILL NOT BE FIELC DEPT. APPROVAL OR ENGL• • ALL TRUSSES SHALL NAVE : SITE FOR FRAMING INSPECT' • ALL CONNECTIONS OF RAPT5 MAIN GIRDER TO BE PROVO: • TRU55 DRAWINGS TO BE 5T. WASHINGTON STATE STRUCTL • TRUSSES SHALL DE MANTA WDER THE REQUIREMENTS BEAR THE QUALITY CP.RRC MANLFAGTUR5.G PLANT'S NA SPACINC, SECTION 2343b. • APPROVED HANGERS RAFTERS. JACK OR HIP TRJ• SECTIONS 23115. 2303.4. 7341 • LIGHT METAL PLATE COT.VEE IDENTIFCAT ION. INFORMATIC • PERMANENTLY AFFIXED IC FOLLOWING, A IDENTIFICATION CF 0. THE 0551GN LOAD C. THE TRU55 SPAC7 • ALL ROOF TRUSSES SHALL : FRATIEIWRC AND SUPPORT PART of 1548 5540LE BUILD ILELL FITTED AND SHALL H: BEFORE ANT LOAD 15 P AC BRACING SHALL DE .1580' • ROOF 1F1.155E5 SHOULD BE • BEARING BY SOLID HLOOC DISPLACEMENT. THEY SHC. TO RESIST WIND SUCTION O!. 5>,4 BARGE BOARD W/ 1X2 TRIM 7X4 RAFTERS W/ 7X4 CEILING JOISTS • 2•• O.G. INSTALL FLASHING DIVERTER TO GUTTER 554 BARGE BOARD 11)11X7 TRIM 1NST:.LL FLASHING DIVERTER TO GUTTER ROOF FRAMING. PLAN '3' r TRUSS NOTES: • ALL 758U65E5 SHALL CARR• • ALL TRUSSES SHALL BE INS M:d•IFACTURS SPECIFICATIC 28' COF9-IGN TRUSSES • 74. OC. STUB BACK 10'•I I/7• RIGHT 11 ill.' . . I w I•, .. P�J IC I Qnl.• ❑ ❑ i- v, I TF SHEATH PER PI DS 2(G ATTIC VENTIL, DESCRIPTION 0 0 AREA `INK • 1 RTS MIIS 1354 51. 416 51. 3 O 716 51. O 5L^ 51. 0 EIDI 450 ROO ID 11 . (140T505 N 144 • ROCA VENTS • A 15f.) r300X2X2111 • EAVE VENTS • A (5F1 (30OX2X ID51 NOTE. EERY TRIM SP.Q Al MI5 IC 13.5C5ED • E4CN SLCOC 1014E 0)r • WTN MESH NOTES: • SEE ENGINEERING FOR 8M OTHERWISE NOTED. • VENTED BLOCKING CVER • ROCA OVERHANGS TO HE 1 • ROOF PITCHES TO HE 6/12 : • SKYLIGHTS ON 2.b CURB • • TRUSSES 5 RAFTERS SHALL OTHERWISE NOTED. p& ENGINEERI' 3 Q ROOF DESIGN LOAD: rt w DL • 15 P:F p LL • 75 P'SF LL t•13 .5EE PLANS PL5 F. 8 DS. • TRUSSES WILL NOT BE FIELC DEPT. APPROVAL OR ENGL• • ALL TRUSSES SHALL NAVE : SITE FOR FRAMING INSPECT' • ALL CONNECTIONS OF RAPT5 MAIN GIRDER TO BE PROVO: • TRU55 DRAWINGS TO BE 5T. WASHINGTON STATE STRUCTL • TRUSSES SHALL DE MANTA WDER THE REQUIREMENTS BEAR THE QUALITY CP.RRC MANLFAGTUR5.G PLANT'S NA SPACINC, SECTION 2343b. • APPROVED HANGERS RAFTERS. JACK OR HIP TRJ• SECTIONS 23115. 2303.4. 7341 • LIGHT METAL PLATE COT.VEE IDENTIFCAT ION. INFORMATIC • PERMANENTLY AFFIXED IC FOLLOWING, A IDENTIFICATION CF 0. THE 0551GN LOAD C. THE TRU55 SPAC7 • ALL ROOF TRUSSES SHALL : FRATIEIWRC AND SUPPORT PART of 1548 5540LE BUILD ILELL FITTED AND SHALL H: BEFORE ANT LOAD 15 P AC BRACING SHALL DE .1580' • ROOF 1F1.155E5 SHOULD BE • BEARING BY SOLID HLOOC DISPLACEMENT. THEY SHC. TO RESIST WIND SUCTION O!. 5>,4 BARGE BOARD W/ 1X2 TRIM 7X4 RAFTERS W/ 7X4 CEILING JOISTS • 2•• O.G. INSTALL FLASHING DIVERTER TO GUTTER 554 BARGE BOARD 11)11X7 TRIM 1NST:.LL FLASHING DIVERTER TO GUTTER ROOF FRAMING. PLAN '3' r TRUSS NOTES: • ALL 758U65E5 SHALL CARR• • ALL TRUSSES SHALL BE INS M:d•IFACTURS SPECIFICATIC SITTS & HILL ENGINEERS , INC. TACOMA, WASHINGTON (253) 474.9449 PROJECT f\-Y t2EvaLopiureorr DESIGNED AI DATE 5 JOB I I) O J1 CHECKED 7 N* 2Ss DATE SHEET OF. Title : Dsgnr: Description : Scope: Job # Date: 10:06AM, 12 JUN 03 26, Rev: 560000 User: KW-0602611, Ver 5.6.0, 2•Sep•2002 (c)1983.2002 ENERCALC Engineering Software General Timber Beam Page 1 p:111000111031\ calculations111031.ecw:Calcula Description Beam 1. General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x8 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 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 5.00 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 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 0.000 in 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 /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 r Title : Dsgnr: Description : Scope: Job # Date: 10:06AM, 12 JUN 03 29 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\ 110311 calculations\11031.ecw:Calcuia Description Beam 2. General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x8 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Span 3.00 ft Lu 3.500 in Left Cantilever ft Lu 7.250 in Right Cantilever ft Lu Sawn Douglas Fir - Larch, No.2 Fb Base AIIow 900.0 psi 1.000 Fv Allow 95.0 psi Pin -Pin Fc AIIow 625.0 psi E 1,600.0 ksi 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 248.00 #/ft #/ft #!ft LL LL LL 388.00 #/ft #/ft #/ft Span= 3.00ft, 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 280.03 psi Fb 1,080.00 psi Depth = 7.25in, Ends are Pin -Pin 0.356 : 1 0.7 k -ft 2.8 k -ft at 1.500 ft at 0.000 ft 0.72 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 2.76 fv Fv 33.84 psi 95.00 psi Maximum Shear Allowable Shear: Reactions... Left DL Right DL Camber: 0.37 k 0.37 k * 1.5 @ 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 /Defl Camber ( using 1.5 @ Center @ Left @ Right Dead Load -0.003 in 1.500 ft 14,165.0 •D.L. Den )... 0.004 in 0.000 in 0.000 in 4- Total Load -0.007 in 1.500 ft 5,523.44 Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0. 0.000 in 0.000 in 0.0 0.0 z _ I- 6 g UO NO Nu- WD 2QQ u. Nd =W F-= Z ZO U O- O h ww I..U. LLO z W Ui O~ z r Title : Dsgnr: Description : Scope : Job # 129 Date: 3:14PM, 5 JUN 03 Rev: 560000 User: KW- 0602611, Ver 5,6.0, 2-Sep-2002 (c)1963 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\ 11000\ 11031 \calculalions \11031.ecv:Calcula Description Beam 3. 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 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 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 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, Ends are Pin -Pin 0.759 2.95 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 3.89 fv Fv 1 3.0 k -ft 3.9 k -ft at at 39.76 psi 75.00 psi Maximum Shear * 1.5 Allowable Shear: 6.000 ft 12.000 ft Reactions... Left DL Right DL Beam Design OK 1.3 k 2.4 k @ Left 0.98 k @ Right 0.98 k Camber: @ Left 0.000in @ Center 0.149 in @ Right 0.000in 0.38 k 0.38 k Max 0.98 k Max 0.98 k Deflections Center Span... Dead Load Deflection -0.099 in ...Location 6.000 ft ...Length /Defl 1,447.2 Camber ( using 1.5 * D.L. Deft) ... @ Center • 0.149 in @ Left 0.000 in @ Right 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 3' 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 \calculations\11031.ecw:Calcula Description Beam 4. 'General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x12 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Span 16.00 ft Lu 3.500 in Left Cantilever ft Lu 11.250 in Right Cantilever ft Lu Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever 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 0.474 ; 1 2.6 k -ft 5.5 k -ft at 8.000 ft at 0.000 ft 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 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... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D. @ Center @ Left @ Right Dead Load -0.071 in 8.000 ft 2,703.7 L.Defl)... . 0.107 in 0.000 in 0.000 in Total Load -0.182 in 8.000 ft 1,055.12 Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 in 0.000 In 0.0 0.0 0.000 in 0.000 in 0.0 0.0 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 1 Title : Dsgnr: Description : Scope : Job # Date: 3:14PM, 5 JUN 03 �2 Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 p:1110001110311calculations 11031.ecwCalcula Description Beam 5. Section Name 2x6 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 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 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 32.00 #/ft #/ft #/ft LL LL LL 50.00 #/ft #/ft #/ft Span= 3.00ft, Beam Width 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 = 1.500in x Depth = 5.5in, Ends are Pin -Pin 0.208 : 1 0.1 k -ft 0.7 k -ft 0.09 k -ft at 1.500 ft 0.00 k -ft at 3.000 ft 0.00 k -ft 0.00 k -ft 0.70 fv 15.57 psi Fv 75.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 0.1 k 0.6 k @ Left 0.12k @ Right 0.12 k Camber. @ Left 0.000in @ Center 0.003in @ Right 0.000in 0.05 k 0.05 k Max 0.12k Max 0.12 k Deflections Center Span... Dead Load Deflection -0.002 in ...Location 1.500 ft ...Length /Defl 16,689.3 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.003 in @ Left 0.000 in @ Right 0.000 in 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 •!•'T1i riya i- ���•� • jert) \,o 71s 0 r •r 0 1: WALL SNE 3,4 GENT. 7. LEDGER 1/1b• 050 ROOF 5WEATWING r/ Sd • b• OL. CN 2,6 • 74. OG. 1-1•1 CLIP EA PLATE A7 b••t AFF. CAD 4157 FOR GARAGE CONDITION) 33 3 -Ed EA RAFTER TO CJ. LLB 1' -1 I/J• xg% a 30 I/2• X u I/J• RETURN AIR CENTER CF WALL BELOW BLOCK FOR RU RETURN AIR PLENTUI ABOVE 4XL BrID VB•xtb •(24F -V4J 'tr!'- i11hLiC:•r:ri:I r..: r:... . NOTES: '50 4 1 GARAGE G.L.B. I/7•• 1%0' 7x • 2X10 F BEA PLAt SLAB — - s- • ALL FLOOR JOISTS TO BE 2)410 1-1F.1 FLOOR J015T5 •16• OC. UNLESS NOTED. • ALL FLOOR JOIST TO BE BLOCKED AT BEARING. • MIN. 2• DEARING • END OF JSTS. • SEE MAIN FLOOR SWEET 3 FOR BENTS SIZES. UPPER FLOOR FRAMING PLAN 1/4 ". I• -0" SITTS & HILL ENGINEERS , INC. DESIGNED IPJ DATE q5/0S JOB If103I TACOMA, WASHINGTON (253 )474 -9449 CHECKED DATE SHEET A- ,tVe�F>Ms J 5PLv 1' ZSSO StOF PROJECT 3 /axl 0/2- 4 (.) 1(92_1_8/2: I 15 ?-66 11v L _ 25 1 (12 f:b� :15/2 5 vo ' W111l110111311.11MIMliliilll Calculations are designed to 1997 NDS and 1997 UBC Requirements I RLkev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (c)1983.2002 ENERCALC Engineering Software Description Beam 6. Title : Dsgnr: Description : Scope : Job # Date: 3:14PM, 5 JUN 03 General Timber Beam Page 1 p :\ 11000\ 11031 \calculations \11031.eecwCalcula General Information Section Name 3.125x10.5 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 3.125 in 10.500 in GluLam 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 8.00 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 Lull Length Uniform Loads 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 Reactions... @ Right 0.000in 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 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:\ 11000111031 \calculations \11031.ecw:Calcula Description Beam 7. [General information 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 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 Trapezoidal Loads #1 DL © Left DL @ Right #2 DL @ Left DL @ Right 298.00 #/ft 298.00 #/ft 90.00 #/ft 90.00 #/ft LL @ Left LL @ Right LL @ Left LL @ Right 500.00 #/ft 500.00 #/ft 300.00 #/ft 300.00 #/ft Ibs Ibs 0.000 ft Point Loads Dead Load Live Load ...distance 1,000.0 Ibs lbs 5.000 ft Summary i Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Start Loc End Loc Start Loc End Loc 0.000 ft 5.000 ft 5.000 ft 6.000 ft Ibs Ibs 0.000 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 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.033 in Max. M allow 11.48 Reactions... @ Right 0.000 in ft) 835.92 psi fv 130.44 psi Left DL 1.04 k Max 2.53 k Fb 2,400.00 psi Fv 165.00 psi Right DL 1.54 k Max 2.85 k 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 /Deft 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 iri © Right 0.000 in 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 Description Beam 8. General Timber Beam Page 1 p :\11000 \11031 \calculations \11031.ecw:Calcula General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 1.500 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 37- [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 Span= 15.00ft, 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 820.45 psi Fb 935.00 psi 0.877 : 1 1.5 k -ft 1.7 k -ft at 7.500 ft at 0.000 ft 1.46 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 1.67 fv Fv 38.11 psi 75.00 psi Maximum Shear Allowable Shear: Reactions... Left DL Right DL Camber: 0.09 k 0.09 k * 1.5 @ Left @ Right @ Left @ Center @ Right Max Max Beam Design OK 0.5 k 1.0 k 0.39 k 0.39 k 0.000 in 0.159 in 0.000 in 0.39 k 0.39 k Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 @ Center @ Left @ Right Dead Load -0.106 in 7.500 ft 1,693.7 *D.L. Deft )... 0.159 in 0.000 in 0.000 in Total Load -0.461 in 7.500 ft 390.85 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 Calculations are designed to 1997 NDS and 1997 UBC Requirements y Title : Dsgnr: Description : Scope : Job # 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:\ 11000\ 11031 \calculations111031.ecw:Catcula Description Beam 9. General Information Section Name Beam Width Beam Depth Member Type Load Dur.. Factor Beam End Fixity 4x10 3.500 in 9.250 in Sawn 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever • Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 95.0 psi Fc Allow 625.0 psi E 1,600.0 ksi 4.00 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 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 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 Deflections Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * D. @ Center @ Left @ Right Dead Load -0.002 in 2.000 ft 19,730.5 L. Deft )... 0.004 in 0.000 in 0.000 in Total Load -0.011 in 2.000 ft 4,553.19 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 r Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (01983 -2002 ENERCALC Engineering Software Description Beam 10. Title : Dsgnr: Description : Scope : Job # Date: 3:14PM, 5 JUN 03 3.9 General Timber Beam Page 1 p: 11 1 00 011 1 0 3 1 1calculations111031.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 PrIIm: 3.5x9.25 3.500 in 9.250 in Sawn 1.000 Pin -Pin Center Span 6.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv AIIow Fc AIIow E 290.0 psi 650.0 psi 2,000.0 ksi 0.00 ft 0.00 ft 0.00 ft LFuII 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 Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,395.67 psi Fb 2,900.00 psi 0.481 ; 1 5.8 k -ft 12.1 k -ft at 3.000 ft at 6.000 ft 5.80 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 12.06 fv Fv 133.40 psi 290.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 4.3 k 9.4 k @ Left 3.87 k @ Right 3.87 k Camber: @ Left 0.000 in @ Center 0.046in @ Right 0.000 in 1.47 k 1.47 k Max 3.87 k Max 3.87 k Deflections Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 @ Center @ Left @ Right Dead Load -0.031 in 3.000 ft 2,326.5 *D.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 /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 SITTS & HILL ENGINEERS , INC. DESIGNED VI 0+— DATE 6/5/x5 JOB )/j031 TACOMA, WASHINGTON (253) 474 -9449 CHECKED DATE SHEET PROJECT rT V s (.o pMJ ?L, 25So 400F wA' nt 'r. ;F� Title : Dsgnr: Description : Scope: Job # Date: 3:14PM, 5 JUN 03 4 1 Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2•Sep•2002 (c)1953.2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\ 11000\ 110311calculatlons \11031.ecw:Calcula Description Beam 11. LGeneral 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 4x10 Center Span 5.00 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 DL DL DL 144.00 #/ft #/ft #/ft LL LL LL 480.00 #/ft #/ft #/ft Span= 5.00ft, Beam Width = 3.500ir: x 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 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 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 Camber: 0.36 k 0.36 k Beam Design OK 1.6 k 3.1 k @ Left 1.56 k @ Right 1.56 k @ Left 0.000in @ Center 0.008in @ Right 0.000in Max 1.56k 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. Detl) ... 0.008 in 0.000 in 0.000 in Total Load -0.024 in 2.500 ft 2,525.50 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 y 'Title : Dsgnr: Description : Scope : Job # Date: 3:14PM, 5 JUN 03 Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (c)1963-2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\11000\110311calculations111031.ecw:Calcula Description Beam 12. General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 3.125x16.5 3.125 in 16.500 in GluLam 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 17.00 ft Lu ft Lu ft Lu Fb Base Allow 2,400.0 psi Fv AIIow 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 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 = 16.51n, 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 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' 28.36 fv 140.62 psi Fv 165.00 psi Maximum Shear * 1.5 Allowable 8.500 ft Shear: @ Left 5.75 k 17.000 ft © Right 5.75 k Camber: © Left 0.000in @ Center 0.353 in @ Right 0.000in Reactions... Left DL 2.24 k Max 5.75 k Right DL 2.24 k Max 5.75 k Beam Design OK 7.3 k 8.5 k Deflections Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * D. @ Center @ Left @ Right Dead Load -0.236 in 8.500 ft 865.9 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 /Defl Dead Load Total Load 0.000 In 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 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)1963 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p:111000\ 11031 \calculations \11031.ecw:Calcula Description Beam 13. General Information 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 = 13.5in, 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 1,989.68 psi Fb 2,395.76 psi 0.831 ; 1 25.8 k -ft 31.1 k -ft 25.81 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 31.08 fv Fv 104.62 psi 165.00 psi Maximum Shear * 1.5 Allowable Shear: 9.500 ft 0.000 ft Reactions... Left DL Right DL Beam Design OK 7.2 k 11.4 k @ Left 5.43 k @ Right 5.43 k Camber: @ Left 0.000in @ Center 0.307 in @ Right 0.000in 1.25 k 1.25 k Max 5.43 k Max 5.43 k Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D @ Center @ Left @ Right Dead Load -0.205 in 9.500 ft 1,114.2 .L.Defi)... 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 # 3:14PM, 5 JUN 03 4-4- Date: 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 \calculations\11031.ecw:Catcula Description Beam 14. General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 1.500 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 16.00 #/ft #/ft #/ft LL LL LL 52.00 #/ft #/ft #/ft Beam Design OK Span= 12.00ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.734: 1 Maximum Moment 1.2 k -ft Maximum Shear * 1.5 0.5 k Allowable 1.7 k-ft Allowable 1.0 k•: Max. Positive Moment 1.22 k -ft at 6.000 ft Shear: @ Left 0.41 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.41 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.087 in Max. M allow 1.67 @ Right 0.000 in Reactions... fb 686.66 psi fv 38.46 psi Left DL 0.10 k Max 0.41 k Fb 935.00 psi Fv 75.00 psi Right DL 0.10 k Max 0.41 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.058 in -0.247 in Deflection 0.000 in 0.000 in ...Location . 6.000 ft 6.000 ft ...Length /Defl 0.0 0.0 ...Length /Deft 2,481.0 583.76 Right Cantilever... Camber ( using 1.5' D.L. Defl) ... Deflection 0.000 in 0.000 in @ Center 0.087 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in r 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)1963.2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\ 11000\ 11031 \calculations\11031.ecw:Calcula Description Beam 15. General Information Section Name 3.125x16.5 Beam Width 3.125in 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 19.00 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 1 Center Left Cantilever Right Cantilever Summary DL DL DL 192.00 #/ft #/ft #/ft LL LL LL 303.00 #/ft #/ft #/ft Span= 19.00ft, Beam Width = 3.125in x 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 Depth = 16.51n, Ends are Pin -Pin 0.788 : 1 22.3 k -ft Maximum Shear * 1.5 28.4 k -ft Allowable at 9.500 ft Shear: at 0.000 ft 22.34 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 28.36 fv Fv 117.10 psi 165.00 psi Reactions... Left DL Right DL Beam Design OK 6.0 k 8.5 k @ Left 4.70 k @ Right 4.70 k Camber: @ Left 0.000in @ Center 0.401 in @ Right 0.000in 1.82 k Max 4.70 k 1.82 k Max 4.70 k Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D. @ Center @ Left @ Right Dead Load -0.267 in 9.500 ft 852.8 L. Deft)... 0.401 In 0.000 in 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 10 fl' DATE TACOMA, WASHINGTON (253) 474- 9449•,, CHECKED PROJECT P � pL 2554 DATE .j...._.:.i_; ;1 • • •1. -•. 1.1 ::, ■ ' 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 4- 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 := psf•ft Fe := 1300.psi CD := 1 CFb := 1 CM := 1 Ct := 1 CI, := 1 CFc := 1.1 E':= 1300000•psi F "c Fc'CD'CR F "c = 1430psi (3) -2x6 HF #2 Built Up Post Properties Axial Load Capacity Slendemess Ratio (SL) SL := h C := 0.8 KCE := 0.3 KCE•E' FCE :_ SL 2 C :— FCE = 677 psi z 1 + FCE 1 + FCE FCE F" F" F", c Pc 2C 2C F'c := Cp F"c C .Kf 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 := h I = 41.8 in4 S := I-2 S = 18.6 in3 h Cp = 0.4 lb := plf .ft F'c = 593 psi Pmax := F'e. A 3 -2x6 HF #2 Built Up Post in a Wall Pmax = 146781b Spread Footing Design Soil Bearing Pressure (Sb) Sb := 2000.psf P•fi = 5700•1b Fwidth •— Sb PTh Fwidth = 2.8 ft2 USE 24 "x24 "x10" Ftg. wl (2) #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 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown 17. w/ 5.4kips Loads Maximum Load For (3) -2x4 HF #2 Built up Wood Post Fc := 1300.psi CD := 1 E':= 1300000 -psi F °c FC.CD•CFc CFb := 1 F "c = 1430 psi Axial Load Capacity Slenderness Ratio (SL) SL := h C := 0.8 KCE := 0.3 KcE•E' FCE :_ SL 2 C :_ FCE = 677 psi 1 + 1 +—FCE F" F" c c 2C 2.0 F' := Cp•F"c H:= 9•ft psf := psi 144 CM := 1 Ct := 1 CL := 1 CFc := 1.1 FCE Pc C Kf F'c = 593 psi Pmax := F'c- A Spread Footing Design Soil Bearing Pressure (Sb) Sb := 2000•psf PTL := 5400•1b PTL Fwidth Sb pif := psf•ft lb:= plf•ft (3) -2x4 HF #2 Built Up Post Properties 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 t.h3 I.= 12 S:= I2 h Cp = 0.4 Fwidth = 2.7 ft2 A = 15.8 in2 I = 26.6 in4 S = 11.8 in3 3 -2x4 HF #2 Built Up Post in a Wall Pmax = 93401b USE 1'-4" continuous footing ok. Base Plan #2550 r r L 0 r 1 SPovt D 7j OPT. GARAGE SEE 614EET GI It w 1. :.!$1 ' 1 I I 1 . 74. 0.C. (IBl b• % U• S FNDTi VENTS. 4' -2 IR' B' -3• 5' -0 V4' 1 ( 5' -3 3/4• I 4•-11 In1 — I — e \y �' � z••— I '04 O I I I I a, _ �_B- ' I 1 — 1 STUB O BIR'• FOR C CI STOOP. IIb' x Im' I' -B 3/4' 0. it • CRAWL SPACR A v,. aI 8 0 iiitI' 1 2'T. ' • 1 'o•,, �, IB' I1PL CLEARANCE UNDER f 1 FLOOR JOISTS. • 6 YISOAIEEN' ♦r ' BLACK VAPOR BARKR ER OVER eK . ENTIRE CRANIA. SPACE - . >_ �u y 5, -0" 5,.0, 5,.0, >y 5,.0, �- Irk', tii11 r I N 711y -1 r'�'1 4410Infr 0; 7f 11 r 1 1 4.10ITB ' r -11 I IN 1 -I 0-1— - I -a-i- —i-e !- --i a 1 IL 8J ooil L 8J L 8J I!B_ J L BJ L 8J DE POST AT 11 VA' SPLICE 111 I1 El-0" 3'• �- 3'•6' . 3'4.' 3'4= 3/4' 3' -9 in" 3••10` 4'.0 1/4" 3' -0 1/4 1 I L LIBJI I 3' 10 1 Il OI D 1 1 u 111 �-1 n -I r -� 410 I/I -1 r -1 r i r 10I 0' -I r --1 r ---1 — 1'TS �' 1- 11+-0-- 1 . i o -9--}— - }- EF- uj_ .7!J L?!4' L?'_J L?!1 !1 -�—T �' r -- L?J • o L?J r_ �— o- •-{—{- } II L L_7J4 ` 446 POST AT I `� BEAM SPLICE 16 L 11 L_u r• (2) 4 %4 POST -" ," ON • C. 3/4• I 4.6_1, L J T-11- -II" I L_ I 64 POS' I} 364 36 361.17• Pdl1 12'.� i I'•2 3/4"\ 2'•8" 2' -9 IR' 7 %.8 I/4" 1 4'•6' 4' -6• 4' -E• !_ • -6• 2..0• T 4x101/ .1 I • 4 BARS F.A 1 WAY AT 12. O - 1 r - 7X4 SILL �+ 1 D-+-f -0 L ?J L ?!J L 8J� 1 --I LTNIS SIDE — f 43-f— f..� _ L _ _1 L bJ L 8J L - 7- • 0 L 8J1� 1 I� 1 I I fp, 1 g, • 4 -- I I •/� 4X6 POST J 4. j9 L_ - - - - -1 •2 1-- J 15'•61/!. �, KY - -,B,I m I B• , le 1 10' -6 IR' 9' -S IR• ' 20'•0• " CONG SLAB �' 1 1I__ ,__ 0 I I I \ CV q i I 1' IR" • 2'•• 3/4 I 12' r 1 )� 1' 5 2' -• 3/4' l -6 in- I i; "'� i I I I I 4 , 10� F� CONC. STOOP ADV. r I� 4• CCNC. SLAB • SLOPE _9 S 7 3• TOWARDS ON. DOORS. ' ^I .� OPT. BRICK - L POUR 4• FORWARD AND 12.714R 3' F.RCNT GARAGE Y ONLY. I 37.4.x3211.100.42 FOOTNG • CONTINUOUS FOOTING B. • RAISE VE C. STEM WALL TO 4 6' ABOVE CONCRETE SLAB 16'•3" °i r 46 4� �r Lk 6' -B I /4' 2' -0' 17' -2" 2'- �I. -10 IR'10 I' -10 I/2 0 RAISE CONC. STE1 WALL TO 20'•0' b' ABOVE OONCRE iE SLAB 20' -10 I /4" 40'•0" FOUNDATION PLAN 1/4" 1• -0" ,.....,n• ./ vu may � ,ma r, ,y.n. -cm. KEENED 0 41 0 S M ENGINEE •U5E 5/8 DI • 5' -0. oc FLOOR DESI DL• 10 P` LL • 40 P .ALL 084418 • PROVIDE 4' • PROVIDE A. • CRAWL_ 070 50. FT. AIi ISO TYP. VENT "la 144 VENTS REQUIRE: NOTES: • 6 rIL. BLACK I8" rPL CLEAR • SOLID BLOCKI• • ALL FT05. TO E • FCINDATICN 5' • 446 POSTS TY' • ALL BEAMS TC • ALL BENTS 4. 5TAI-PED ENG. OFFICE 19.157 8 BEFORE PROC PROVIDE rN WASHERS ON F r-1 I n 4.4 1 L _ J CCT r - 4.4 ' 1 D I ca, L_J D • C4 • • SITTS & HILL ENGINEERS, INC. DESIGNED 434!- DATE TACOMA, WASHINGTON (253) 474 -9449 CHECKED DATE PROJECT C'kEY ' f v-L or -5,N I.ArN ' 2550 JOB rl 03 I SHEET *.00F 5 .L_.__ -- J- ! ; i • • i 1 ! l-- ..�. M,S,w�.V:u,�.l.�,w i2:L ::".0 :..•.!.i.:wCer:.Y.iJ.:b �. • Title : Dsgnr: Description : Scope : Job # Date: 3:14PM, 5 JUN 03 Rev: 560000 User: KW-0602611, Ver 5.6.0, 2-Sep-2002 (c)1963.2002 ENERCALC Engineering Software Description Beam 18. General Timber Beam Page 1 p: \11000\ 11031 \calculations \11031.ecw:Calcula 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 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 380.00 #/ft #/ft #/ft LL LL LL 1,000.00 #/ft #/ft #/ft Span= 3.50ft, 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 ft) 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 Allowable Shear: Reactions... Left DL Right DL Camber: 0.66 k 0.66 k * 1.5 @ Left @ Right @ Left @ Center @ Right Max Max Beam Design OK 2.0 k 3.1 k 2.41 k 2.41 k 0.000 in 0.005 in 0.000 in 2.41 k 2.41 k Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 • D © Center @ Left @ Right Dead Load -0.003 in 1.750 ft 12,090.8 .L.Defl)... 0.0051n 0.000 In 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 Rev: 560000 User: KW0602611, Ver 5.6.0, 2-Sep-2002 (c)1963.2002 ENERCALC Engineering Software Description Beam 19. Title : Dsgnr: Description : Scope : Job # Date: 3:14PM, 5 JUN 03 General Timber Beam Page 1 11 p:N 1 0001 1 1 0 3 11calculalions111031 .ecw:Calcula General Information Section Name 4x10 Beam Width 3.500 in Beam Depth 9.250 in Member Type Sawn Load Dur. Factor 1.000 Beam End Fixity Pin -Pin [Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 95.0 psi Fc Allow 625.0 psi E 1,600.0 ksi 4.50 ft Lu ft Lu ft Lu 0.00 ft 0.00 ft 0.00 ft DL DL DL 150.00 #/ft #/ft #/ft LL LL LL 500.00 #/ft #/ft #/ft Beam Design OK Span= 4.50ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.474 : 1 Maximum Moment 1.6 k -ft Maximum Shear * 1.5 1.5 k Allowable 4.1 k -ft Allowable 3.1 k Max. Positive Moment 1.65 k -ft at 2.250 ft Shear: @ Left 1.46 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 1.46 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.006 in Max. M allow 4.12 Reactions... @ Right 0.000in fb 395.58 psi fv 44.99 psi Left DL 0.34 k Max 1.46 k Fb 990.00 psi Fv 95.00 psi Right DL 0.34 k Max 1.46 k [Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.004 in -0.016 in Deflection 0.000 in 0.000 in ...Location 2.250 ft 2.250 ft ...Length/Defl 0.0 0.0 ...Length/Defl 14,411.6 3,325.76 Right Cantilever... Camber ( using 1.5 • D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.006 in ...Length /Defl 0.0 0.0 @ Left 0.000 in © Right 0.000 in ............+ •.:, ar. xw.. r» watw+, ravctic.: u�m��s. i .r:l:.iMSaatfk«fb:%uua.3i�ii.�% 1 i_k Rev: 560000 User: Kw•0602611, Ver 5.6.0, 2-Sep-2002 (01963.2002 ENERCALC Engineering Software Description Beam 20. Title : Dsgnr: Description : Scope : Job # Date: 3:14PM, 5 JUN 03 General Timber Beam Page 1 p:\ 110001 11031 \calculalions\11031.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 Center Span 1.500 in Left Cantilever 9.250 in Right Cantilever Sawn Hem Fir, No.2 Fb Base Allow 1.000 Fv Allow Pin -Pin Fc Allow E 13.00 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 16.00 #/ft #/ft #/ft LL LL LL 52.00 #/ft #/ft #/ft Beam Design OK Span= 13.00ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.862 : 1 Maximum Moment 1.4 k -ft Maximum Shear * 1.5 0.6 k Allowable 1.7 k -ft Allowable 1.0 k Max. Positive Moment 1.44 k -ft at 6.500 ft Shear: @ Left 0.44 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.44 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft © Center 0.120in Max. M allow 1.67 Reactions... @ Right 0.000 in fb 805.87 psi fv 42.43 psi Left DL 0.10 k Max 0.44 k Fb 935.00 psi Fv 75.00 psi Right DL 0.10 k Max 0.4-41( Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.080 in -0.340 in Deflection 0.000 in 0.000 in ...Location 6.500 ft 6.500 ft ...Length /Defl 0.0 0.0 ...Length /Defl 1,951.4 459.14 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.120 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in z z re w 00 to CO J LL w J C14 2, = w Z t=- ZO w U ON 0 t- wW u. O Z. w 0- O~ Z •1 , �,t» 11ti, t • ..l�� •u,'�t • (31435 BL 1,3( -pi, C yy. 0, • i4 !ET 'B')• TYP. Uµ0. YPE TO BE •I•6. ON CNE SIDE Q3.1" 01 BOTH SIC E6 ' 2 UNO. +ERE U.N.O. UNO• T 8• 0 0 (E)S-1/43,415 GL B (24F -V4) "CC)CB66 'CB' TO BE r AF. SLAB OR PRESSURE TREATED 5G. 0 5• CU bxb HF7 • DOOR BETLLEEN LNOUSE 4 GARAGE TO BE SOLID CORE 0/SELF CLOSI2 HINGES. (DOOR MIN. I.3/ NICK) • *AV. TYPE 'X' GBH. ON ALL NOUSE.GARAGE SUPPORTING WALLS, P052. / BEAMS. (2)- LAYERS • CEILING UTgRE TFUS5E5 OR FRAMING GREATER THAN lb' O. URAP EXP. POSTS W) PLY TO •80 AFF TO PROTECT FROM MINOR IMPACT DAMAGE fBl) 3- I /8alb•V) GLB ( 4F -V4) (F) ALINE CF WALL ABOVE CONTINUOUS 4x10 OF 2 HEADER (CI) bx6 HF ? 1615 • 5:- 20 3 rd Cc:cIz Gt��A�r drno •.d.4rn �YY5 �M _....'•- 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 Wi•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 := Roof + Wall + Floor Seismic Force: Check wall section: E – V•W d Ld Overturning Moment: Dead Toad resisting: Resisting Moment: Net Uplift: ld := 5.ft W1 = 261.81b ft-1 Plate Height: Hy, := 9. ft Sheaf ?Wall ,TypeP1, vd = 247.31b ft- 1 Od' nails'; @.: Capaditi =;278 :PLF' Roof = 114241b Wall = 52501b Floor = 85681b 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 = 11126.9lbft. Roof = 12801b Wall = 9001b Floor = 78 lb Total = 22581b DLR = 56451b ft OTM — DLR U:— U = 1096.4 lb Simpson Holdown. Id 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 • 3rd Car Garage Option Wall Line E: Distance between Lines of Resistance: L5 := 20.ft L7 := 30.ft Wt = 261.8Ibft-t Total Wall Length: Le := 16.5.ft Wind Shear Wt•(L5 + L7)..5 ve := Le Seismic Tributary Weight: Plate Height: H, := 9.ft 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 = 52501b Floor := 12•psf.42•ft• 20 + 30 ft Floor = 12600 Ib 2 W := Roof + Wall + Floor W = 34650 Ib Seismic Force: V•W Ef. Lf Shear -V' aikTYpe. P1-4 I9. `nails @i:4;'';O:C r;. Capacity, Ef = 567lbff1 Wind Controls Design Check wall section: le := 16.5•ft Overturning Moment: OTM := ve•le•HW OTM = 58907.2lbft Dead Toad resisting: Roof := 16•psf•12•ft•le Roof = 31681b Wall := 10•psf •Hw 2.1e Wall = 29701b Floor:= 12•psf•1.3•ft•le Floor = 257.41b 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. ti ...e::i:'. ..5 .+i. >.. .,i b:,.r..c:.r.e,�, .,...«...,......,�...n.. �.. . M/+ lu. 1w:. �Mw: Li' ibS:: lFfs "ti'.k'L:,:..br`+k.11:4'?f.41w 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 c 3rd Car Garage Option Wall Line 1: Distance between Lines of Resistance: L7 := 30•ft W3 = 158.61b ft Total Wall Length: Lg := 23•ft Plate Height: HW := 9.ft Wind Shear vg W3•L7•.5 Seismic Tributary Weight: Lg vg = 103.41b ft-t Shear, WaII:Type. PC 1 -6 10d.'nails @.6 ".O: Capacity =:278 plf Roof := 16•psf•23•ft• 20 •ft Floor = 257.41b Wall := 10•psf•23•ft•5•ft Wall= 11501b W := Floor + Wall W = 1407.4 lb Seismic Force: E - V•W g • Lg Eg = 101bfft Wind Controls Design Check wall section: Ig := 23•ft Overturning Moment: OTM := vg•1g•H, OTM = 21413.81bft Dead Toad resisting: Roof := 16•psf•2•ft•lg Roof = 7361b Wall := 10•psf•Hw 1g Wall = 20701b Total := Roof + Wall Total = 2806 Ib Resisting Moment: Net Uplift: DLR := Total• lg DLR = 32269 lb ft 2 U OTM — DLR Ig U = -472 Ib No Holdown. Base Plan #2550 . uq.+..05 A • 1�I NGINEERING NOT ROOF DE5ION LOADS. DL • 15 P.A. LL • 25 P9P `BEE FLOOR PLANS FOR BEAM 51L 2)05 BARGE BOARD UL DO TRIM 8001= FRAMING PLAN 1/4 ": P -0" SITTS & HILL ENGINEERS , INC. DESIGNED tINll DATE TACOMA, WASHINGTON (253) 474 -9449 CHECKED DATE PROJECT JOB 11)03t MEET OF • iu. I�NCl'.�.. s�L••A��:1�Y •.�:�L:.v FOUNDATION I • USE 8t8• DL& ANCHOR FLOOR DESIGN LOADS, DL • 10 PSF LL. 40 POP • All BEM ARE TO E • PROV10E 4x4 MATH A • PROVIDE 4146 P05T6 <, Lp RAISE CONCRETE 8T' 2'•60 MPL ACO EGA: FOUNDATION PLAN I /4 "• I' -0" �:4a.4�..a..,. -... �.. „.+.. ,... :.,.f•.aIa.:n1.G.ita..u:w11•11 44,44.r:44 ata'Ldiit:a:�d. Calculations are designed to 1997 NDS and 1997 UBC Requirements 1 r Title : Dsgnr: Description : Scope : Job # Date: 3:14PM, 5 JUN 03 61 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 1calculalions\11031.ecw:Calcula Description Beam 21. LGeneral Information Section Name 4x12 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 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 9.00 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 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 0.975 : 1 Maximum Moment 5.4 k -ft Allowable 5.5 k -ft Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 877.17 psi Fb 900.00 psi 5.40 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 5.54 fv Fv at 4.500 ft at 9.000 ft 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 0.000in @ Center 0.069 in @ Right 0.000 in 0.94 k 0.94 k Max 2.40 k Max 2.40 k Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 @ Center @ Left @ Right Dead Load -0.046 in 4.500 ft 2,337.1 * D.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 /Defl Right Cantilever... Deflection ...Length /Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Calculations are designed to 1997 NDS and 1997 UBC Requirements 1 r • r l_k Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (c)1983 -2002 ENERCALC Engineering Software Description Beam 22. Title : Dsgnr: Description : Scope : Job # Date: 4:22PM, 5 JUN 03 62, General Timber Beam Page 1 p: \11000 \11031 \calculallons111031.ecw:Calcula General Information Section Name Prilm: 3.5x9.25 Beam Width 3.500 in Beam Depth 9.250 in Member Type Load Dur. Factor Beam End Fixity 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E 11.00 ft Lu ft Lu ft Lu Parallam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 0.00 ft 0.00 It 0.00 ft [Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right #3 DL @ Left DL @ Right 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 #/ft 427.00 #/ft Ibs Ibs 0.000 ft Point Loads Dead Load Live Load ...distance 1,300.0 lbs 1,300.0 lbs Ibs lbs 3.000 ft 8.000 ft Summary 1 lbs Ibs 0.000 ft Start Loc End Loc Start Loc End Loc Start Loc End Loc 0.000 ft 3.000 ft 3.000 ft 8.000 ft 8.000 ft 11.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft lbs 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 [Deflections 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 Allowable Shear: Reactions... Left DL Right DL Camber: 2.55 k 2.55 k * 1.5 © Left @ Right @ Left @ Center @ Right 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 Center Span... Dead Load Deflection -0.325 in ...Location 5.500 ft ...Length /Defl 405.5 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.488 in @ Left 0.000 in @ Right 0.000 in Total Load -0.453 in 5.500 ft 291.15 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. 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 Fc := 1000.psi CD := 1 E' := 1600000•psi F "c = Fc•CD•CFc Axial Load Capacity Slenderness Ratio (SL) H := 9.ft psf := 44 plf := psf •ft lb := plf •ft CFb := 1 CM := 1 Ct := 1 CL := 1 CF, := 1 F "c = 1000 psi SL := h C := 0.8 KCE := 0.3 KCE•E' FCE := SL 2 Cp= FCE = 1245 psi 1 + FCE 1 + FCE F "C F "c 2.0 2C Cp•F "c FCE Fc Kr C F'c = 761 psi Pmax := F'c- A Spread Footing Design Soil Bearing Pressure (Sb) Sb := 2000•psf Pm := 13100.1b Fwidth := PTL Sb Fwidth = 6.5 ft2 6x6 DF #1 Wood Post Properties Kf:= 1 h := 5.5•in t:= 5.5.in A := t•h I: t•h3 12 S := I2 h Cp = 0.8 (Kr = 0.6 for unbraced nailed built up posts - 0.75 for bolted) A = 30.3 in2 I = 76.3 in4 S = 27.7 in3 6x6 DF #1 Wood Post Pmax = 230151b 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 64, 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 := psf•ft Fc := 1300•psi CD := 1 Cm := 1 CM := 1 Ct := 1 CL := 1 CFc := 1.1 E' := 1300000.psi (3) -2x4 HF #2 Built Up Post Properties F" c •= F c C ' C Fc F" c— 1430 psi Axial Load Capacity Slenderness Ratio (SL) SL := H h C := 0.8 KCE := 0.3 KCE'E' FCE :_ SL 2 Cp :_ FCE = 677 psi "2 1 + FCE 1 + FCE FCE F" F" c c Pc 2•C \ 2.0 I C Pc := Cp•F "c Pc = 593 psi Spread Footing Design Soil Bearing Pressure (Sb) Sb := 2000•psf Pm := 8400•1b Fwidth S b PTL •Kf Kf := l (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 I := tl 2 1= 26.6 in4 • S := I--2 S = 11.8 in3 h Cp = 0.4 lb := plf .ft Pmax := F'a• A 3 -2x4 HF #2 Built Up Post in a Wall Pmax = 93401b Fwidth = 4.2 ft2 USE 24 "x24 "x10" ftq w/ (2) #4 bars ea. wav Base Plan #2550 .1 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 := p44 plf := psf•ft F'c := lb:= plf•ft Fc := 1300.psi CD := 1 CFb := 1.5 CM := 1 Cr := 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:= Fe.CD.CFC F "c = 1495 psi E' := 1300000•psi Axial Load Capacity (DL +LL) Slenderness Ratio (SL) SL := h FCE C := 0.8 KCE := 0.3 KCE•E' SL2 1 +FCE F" Cp := c 2•C FCE = 1011 psi 2 ( + FCE FCE F" c Pc 2•C C Cp = 0.5 Try - 2x6 HF #2 Studs @ 16" o.c. t := 1.5•in A := t•h I := t 3 h 12 h := 5.5•in A = 8.3 in2 I = 20.8 in4 S := I S = 7.6 in3 C P F "c F'c = 816 psi Pmax := F'e. A Pm= = 67291b [(16.Psf + 40 sf (32 ftl C 2.6 ft m: p )• 2 J + (12.psf + 40 psf) 2 J� 1.33 ft PDL:= [(16.Psn.__) + (12•psf)•(2 2'ftJjL33ft • Axial Stress (DL +Wind) CD:= 1.15 Fc Fc•CD'CFc 1 +FCE F" C, := c 2•C PDL fDL A F "c = 1719 psi 2 ( + FCE FcE F" c 2•C C fDL = 44 psi Cp = 0.5 h c := — 2 PDL = 361 1b PrL = 1282 1b < Pmax = 6729 Ib O.K F'c := C P F "c F'c = 847 psi Base Plan #2550 i 1 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 Bending Stresses CD := 1.15 Fib Fb.CD.Cib.CM'Ct.CL.Cr 'wind 15•psf.1.33•ft 2 M .= wwind.H 8 M SCeq — Fib fb . S M = 202 ft•lb fb = 321 psi Combined Stresses Fib = 1686 psi Sfeq = 1.44 in3 < S = 7.56 in3 O.K. 2 fnL + 1 fb - 0.2 < 1 O.K. USE 2x6 HF #2 Studs 0 16" o.c. F' fDL Fib Exterior wall typical. 1 FE Cont. wall Footing Design Soil Bearing Pressure (Sb) Sb := 2000•psf Pm = 12821b PTL 1.33.ft USE 1'-4" x 8" thick Fwidth S Fwidth = 0.5ft continuous footing b r Base Plan #2550 1 1 1 1 1 1 1 - !J/L ;/IIIWz. % sax., WM. ILIUM \ %WM Im<l 7111 Affl3sAf v0 \ate AIU luffr r) , �' i► t_ 4111 rllnwi.,1, GEOTECHNICAL ENGINEERING INVESTIGATION PROPOSED SARA DEVELOPMENT TUKWILA, WASHINGTON FILE COPY PROJECT NO. 092-01004 FEBRUARY 20, 2001 • Prepared for: MR. BEHZAD CHAUHDRY SARA DEVELOPMENT, INC. POST OFFICE BOX 5544 TUKWILA, WASHINGTON 98064 Prepared by: KRAZAN & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING DIVISION 19501 144'" AVENUE NE, #F -300 WOODINVILLE, WASHINGTON 98072 (425) 485 -5519 I(.t2tzarl & ASSOCIATES, INC. SITE DEVELOPMENT ENGINEERS 1 1 1 1 1 86 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 :v—.�.:�C UI • RE: Geotechnical Engineering Investigation Report Proposed Sara Development Tukwila, Washington KA Project No. 092 -01004 Dear Mr. Chauhdry: In accordance with your request, we have completed a Geotechnical Engineering Investigation for the referenced site. The results of our investigation are presented in the attached report. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. CB /cb Respectfully submitted, KRAZAN AND IA S, INC. Chris Behrens Senior Engineering Geologist Eleven Offices Serving The Western United States 19501 144th Ave. NE #F -300• Woodinville, Washington 98072 • (425) 485 -5519 • Fax:,(425) 485 -6837 092.00024-Jwnit Pocu.doe 1 1 1 1 1 1 1 1 .a yM. Kr'a.Zarl & ASSOCIATES,INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION TABLE OF CONTENTS INTRODUCTION 1 PURPOSE AND SCOPE 1 PROPOSED CONSTRUCTION 2 SITE LOCATION AND SITE DESCRIPTION 2 GEOLOGIC SETTING 2 FIELD AND LABORATORY INVESTIGATIONS 3 SOIL PROFILE AND SUBSURFACE CONDITIONS 3 GROUNDWATER 4 SEISMIC CONDITIONS 5 CONCLUSIONS AND RECOMMENDATIONS 5 Erosion and Sediment Control 7 Site Preparation 8 Groundwater Influence on Structures /Construction 9 Structural fill 9 Drainage and Landscaping 10 Utility Trench Backfill 10 Floor Slabs and Exterior Flatwork 11 Lateral Earth Pressures for Permanent Structures 11 Foundations 12 Testing and Inspection 13 LIMITATIONS VICINITY MAP Figure 1 SITE PLAN Figure 2 CROSS SECTIONS Figure 3 FIELD AND LABORATORY INVESTIGATIONS Appendix A 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.doe 13 ;�. y = ak!! razari & 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 43`d Avenue South and Macadam Road South, in Tukwila, Washington. Discussions regarding site conditions are presented herein, together with conclusions and recommendations pertaining to site preparation, temporary shoring, structural fill, utility trench backfill, drainage and landscaping, foundations, concrete floor slabs and exterior flatwork, and retaining wall/basement wall design parameters. A site "'plan showing the approximate exploratory test pit locations is presented following the text of this report. A description of the field investigation, exploratory test pit logs, and the exploratory test pit log legend are presented in Appendix A. Appendix A also contains a description of laboratory testing phase of this study; along with laboratory test results. Appendices B and C contain guides to aid in the development of earthwork and pavement specifications. When conflicts in the text of the report occur with the general specifications in the appendices, the recommendations in the text of the report have precedence. PURPOSE AND SCOPE This investigation was conducted to evaluate the soil, slope, and groundwater conditions at the site, to make geotechnical engineering recommendations for use in design of specific construction elements, and to provide criteria for site preparation and structural fill construction. Our scope of services was performed in accordance with our proposal dated November 22, 2000 (KA Proposal No. P00 -361A) and included the following: • A site reconnaissance by a member of our engineering staff to evaluate the surface conditions at the project site. • A field investigation consisting of excavating eight exploratory test pits on the subject site. The test pits ranged in depth from 10 to 13 feet to evaluate the subsurface soil conditions at the project site. Eleven Offices Serving The Western United States 19501 144th Ave. NE #F -300 • Woodinville, Washington 98072 • (425) 485 -5519 • Fax: (425) 485 -6837 092 -01004 Sara Development.doc 1 L i.. :fl1 • 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. • Evaluation of the data obtained from the investigation and an engineering analysis to provide recommendations for use in the project design and preparation of construction specifications. • Preparation of this report summarizing the results, conclusions, recommendations, and findings of our investigation. PROPOSED CONSTRUCTION We understand that design of the proposed single family residential development is currently underway; structural load information and other final details pertaining to the structures are unavailable. On a preliminary basis, it is understood that the development will consist of construction of 9 single - family residences. The residences will be one- to two -story structures with slab -on -grade foundation systems. Footing loads are anticipated to be light to moderate. In the event the structural or grading information detailed in this report are inconsistent with the final design, the Geotechnical engineer should be notified so that we may update this writing as applicable. SITE LOCATION AND SITE DESCRIPTION The subject property is located south of the Y- intersection of 43rd Avenue South and Macadam Road South, Tukwila, Washington. According to the U.S. Geologic Survey, 7.5— minute Des Moines topographic quadrangle map, the property is located in the northwest quadrant of section 15, Township 23 North, Range 4 East. The site is triangular in shape and encompasses approximately 3 acres. The 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 southwestem British Columbia to near Eugene, Oregon. North of Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092.01004 Sara Deveiopment.doc 1 1 1 1 1 1 1 1 LP KA No. 092 -01004 February 20, 2001 Page No. 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 Develops nt.doc THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 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 137th Street and 43`' 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 Developmcnt.doc 1 1 1 1 1 1 1 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. SEISMIC CONDITIONS According to the Seismic Zone Map of the United States contained in the 1997 Uniform Building Code, the project site lies within Seismic Risk Zone 3. The soils encountered exploratory test pits were loose to dense. The overall soil profile generally corresponds to seismic soil profiles SD as defined by Tale 16 -J of the 1997 Uniform Building Code. Soil profile SD applies to a profile consisting of medium dense to dense soils within the upper 100 feet of the profile. CONCLUSIONS AND RECOMMENDATIONS Based on the findings of our field and. laboratory investigations, along with previous geotechnical experience in the project area, the following is a summary of our evaluations, conclusions, and recommendations. After completion of the recommended site preparations, the parcel should be suitable for the proposed developments. General The subject site is designated as a sensitive area, therefore faIis under the Sensitive Area Ordinance Tukwila Municipal Code Chapter 18.45. Because of the variable topography over the site and the impact of the watercourse on the south portion of the site each proposed lot will be discussed individually below: 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 DevelopmenLdoe 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 .!!err:+', < .:w«tt•z,swv. 092 -01004 Sara Developmen4doc V.'( 1v. .,,?7,s14t1V, ne%F°.T!11ff.. rk'a!l TY,t'," KA No. 092 -01004 February 20, 2001 Page No. 7 or less. Since the lot slopes at 8 percent or less, in accordance with the Sensitive Area Ordinance Tukwila Municipal Code Chapter 18.45 the lot should be classified as Class 1. Lot -7 Located on the northwestern portion of the site. Lot -7 falls under areas of potential geologic instability because of slope areas between 20 and 40 percent exist on the central and western portions of Lot -7. Since the lot is underlain by relatively permeable soils the lot should be classified as Class 2. The proposed structure location shown on Lot -7 is located near the toe of an approximately 28 percent slope. It is our opinion that the construction of the proposed structure will not significantly affect the stability of the slope at the site. However, it is a common practice for property owners with slopes of this nature to perform long -term observation of the slopes. It is recommended that slope areas be monitored and periodically examined to provide early recognition of slope changes and identify areas of potential concern. In addition it is recommended that the roof runoff, and footing drains from the proposed structure be tightlined into the existing storm drain system. Lot -8 Located on the north portion of the site. Lot -8 falls under areas of potential geologic instability because of the short plat location. Lot -8 slopes generally to the northeast at 20 percent or less. Since the lot slopes at 20 percent or less, in accordance with the Sensitive Area Ordinance Tukwila Municipal Code Chapter 18.45 the lot should be classified as Class 1. Lot -9 Located on the north portion of the site. Lot -9 falls under areas of potential geologic instability because the lot slopes between 20 and 40 percent to the northeast. Since the lot is underlain by relatively permeable soils the lot should be classified as Class 2. The proposed structure location shown on Lot -9 is located on the upper portion of an approximately 25 percent slope. It is our opinion that the construction of the proposed structure will not significantly affect the stability of the slope at the site. However, it is a common practice for property owners with slopes of this nature to perform long -term observation of the slopes. It is recommended that slope areas be monitored and periodically examined to provide early recognition of slope changes and identify areas of potential concern. In addition it is recommended that the roof runoff, and footing drains from the proposed structure be tightlined into the existing storm drain system. Erosion and Sediment Control Erosion and sediment control (ESC) is used to minimize the transportation of sediment to wet lands, streams, lakes, drainage systems, and adjacent properties. Regulations to control erosion are contained in the City of Tukwila Municipal Code and in other codes and ordinances of the city. Since the southern portion of the subject site is part of an existing watercourse, the ESC will need to be site specific. This may require more conservative Best Management Practices (BMPs) for the control of erosion and entrained sediment. This may include limiting the soil and foundation work to the dry season, and more stringent cover requirements, in order to maintain and protect surface water quality. As a minimum, the following basic recommendations should be incorporated in the design of the erosion and sediment control features of the site: Krazan & Associates, Inc. Eleven Offices Serving The Western United States x1 u;lar ayc,4,;r2�yh» 092 -01004 Sara Developmc t doc 1 1 1 1 1 1 1 1 1 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 w 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 O fences with a higher Apparent Opening Size (AOS), construction of a berm, or other filtration co 0 systems. w H 4) Any runoff generated by dewatering discharge should be treated through construction of a w O sediment trap if there is sufficient space. If space is limited other filtration methods will need to be incorporated. I'v I' w F- _ z�. We understand that design of the proposed single family residential development is currently underway; w O final grades pertaining to the structures are unavailable. ? o U O N cu- w • w u-O z Site Preparation 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 Lypl;OSJS7�il5v:suuy Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092.01004 San Developmen4doc z 1 1 1 1 1 iS(atiSt, 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 hilislope 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 Sera Development.doc 1 1 1 1 1 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. z Fill soils should be placed in lifts approximately 6 to 8 inches thick, moisture - conditioned as necessary, z w (moisture content of soil shall not vary by more than ±2 percent of optimum moisture) and compacted to 6 g 95 percent of the maximum density based on ASTM Test Method D1557. Additional lifts should not be v 00 placed if the previous lift did not meet the required dry density or if soil conditions are not stable. w= ~ Drainage and Landscapin, co u. w0 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 u.. j minimum of 2 percent for a minimum distance of 5 feet away from structures. Roof drains should be = C'1 tightlined away from foundations. Subgrade soils in pavement areas should be sloped a minimum of 1 I- _ percent and drainage gradients maintained to carry all surface water to collection facilities and off -site. Z '— These grades should be maintained for the life of the project. z i- 0- 01— Utility trenches should be excavated according to accepted engineering practice following OSHA w w (Occupational Safety and Health Administration) standards by a contractor experienced in such work. i-- H The responsibility for the safety of open trenches should be borne by the contractor. Traffic and w Z vibration adjacent to trench walls should be minimized; cyclic wetting and drying of excavation side 0 cn slopes should be avoided. Depending upon the location and depth of some utility trenches, groundwater 1 H flow into open excavations could be experienced, especially during or shortly following periods of z precipitation. Utility Trench Backfill Sandy soil conditions were encountered in the upper soils at the site. These cohesionless soils have a tendency to cave in trench wall excavations. Silts and lean clay soils were also encountered at the site. Even though these soils are considered cohesive, due to bedding and joint (fracture) planes in the soil they will also cave in trench wall excavations. Shoring or sloping back trench sidewalls may be required within these soils. All utility trench backfill should consist of structural fill. Utility trench backfill placed in or adjacent to buildings and exterior slabs should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. The upper 2 feet of utility trench backfill placed in pavement areas should be compacted to at least 95 percent of the maximum dry density based on ASTM Test Method D1557. Below 2 feet, utility trench backfill in pavement areas should be compacted to at least 90 percent of the maximum dry density based on ASTM Test Method D1557. Pipe bedding should be in accordance with pipe manufacturer's recommendations. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Development.doc : •.i�l.ati.W�:..iit..v...l.t�r:. �i uruw� .rL:..e...w�i.... ............. �.- ..........: n...� ,� ... � ..�Y.+t <.�;Hts wrw. µaorprr,.; y. tirt.<% w `Y✓lia:l::'dS.IX,x.1EiWNti,....- 092.01004 Sara Dcvclopm nLdoc 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, foundations 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 Developmnt.doc wirt KA No. 092 -01004 February 20, 2001 Page No. 13 Exterior footings should have a minimum depth of 18 inches below pad subgrade (soil grade) or adjacent exterior grade, whichever is lower. Interior footings should have a minimum depth of 12 inches below pad subgrade (soil grade) or adjacent exterior grade, which ever is lower. Footings should have a minimum width of 12 inches regardless of load. If constructed as recommended. The total settlement is not expected to exceed 1 inch. Differential settlement, along a 20 -foot exterior wall footing, or between adjoining column footings, should be less than '/z inch, producing an angular distortion of 0.002. Most settlement is expected to occur during construction, as the loads are applied. However, additional post - construction settlement may occur if the foundation soils are flooded or saturated or if a strong seismic event results in liquefaction of the supporting granular soils. Seasonal rainfall, water run -off, or normal watering practice of trees and landscaping areas around the proposed buildings, should not flood and/or saturate footings. Resistance to lateral footing displacement can be computed using an allowable friction factor of 0.30 acting between the base of foundations and the supporting subgrade. Lateral resistance for footings can alternatively be developed using an allowable equivalent fluid passive pressure of 300 pounds per cubic foot acting against the appropriate vertical footing faces. The frictional and passive resistance of the soil may be combined without reduction in determining the total lateral resistance. A 1/3 increase in the above value may be used for short duration, wind, or seismic loads. Testing and Inspection A representative of Krazan & Associates, Inc. should be present at the site during the earthwork activities to confirm that actual subsurface conditions are consistent with the exploratory fieldwork. This activity is an integral part of our services as acceptance of earthwork construction is dependent upon compaction testing and stability of the material. This representative can also verify that the intent of these recommendations is incorporated into the project design and construction. Krazan & Associates, Inc. will not be responsible for grades or staking, since this is the responsibility of the Prime Contractor. LIMITATIONS Geotechnical engineering is one of the newest divisions of Civil Engineering. This branch of Civil Engineering is constantly improving as new technologies and understanding of earth sciences improves. Although your site was analyzed using the most appropriate current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to improvements in the field of Geotechnical engineering, physical changes in the site either due to excavation or fill placement, new agency regulations or possible changes in the proposed structure after the time of completion of the soils report may require the soils report to be professionally reviewed. In light of this, the Owner should be aware that there is a practical limit to the usefulness of this report Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092.01004 sera DevelopmenLdoc 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 San Developmaitdoc I 1 1 1 1 1 1 1 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 ^ ! S, INC. Chris Behrens Senior Engineering Geologist T Timothy G. B er1e, P.E. Engineering Manager [EXPIRES: 11 / 10 / 0 2 W <..bti `..4.��.. ...v+.�i:�..v., ... wl'•.n4�1::��:.'vt�i`.S.i �.:' Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sera Devclopmcnl.doc • • 1 1 1 1 1 1 T • 1 nve-in - -�� heater' . 'Tan , Emma ,t • Duwa \•l • ■ l 539, • a' Foot ---- -•..rte oaws NM 1 adio tower .0 ° i. 1\\t • �. a '•lam, Eariingtod Park 47 Hi 1.6 13131111411 113 1 ��� 1 1 Ala fat 1` :▪ • 1v IILINWLL 'Tote: Figure generated from TOPO! ®. . �, V •''G c% /, ``.15 PA& 3j�- Footbrid rig `1, e4.4., ....I 411ri- Pi sktri 41 r C 1 KRAZAN & ASSOCIATES 19501 144th Ave. NE #F -300 Woodinville, WA 98072 425 -485 -5519 FIGURE 1- VICINITY MAP Location: Tukwila, Washington Job No.: 092 -01004 Client: Sara Development Date: 2 -20 -01 Logs of Test Pits Laboratory Testing °w 1 • .. .. ,'::;!set _m�.vY. t 1,i.=,7 r;;�rf•.�� ri I' Appendix A Page A.1 APPENDIX A FIELD AND LABORATORY INVESTIGATIONS z ii— z re w Field Investigation 6 D .i 0 00 The field investigation consisted of a surface reconnaissance and a subsurface exploratory program. co o Eight exploratory test pits were excavated. The exploratory test pit locations are shown on the site plan. w = Elevations shown on the boring logs were interpolated from topographic information provided by co F- uw others. The depths are from the existing ground surface at the time the borings were drilled. w 0 2 The soils encountered were logged in the field during the exploration and, with supplementary g Q laboratory test data, are described in accordance with the Unified Soil Classification System. co Soil samples were obtained from the exploratory test pit sidewalls or from the bottom of the exploratory Z H test pit. All samples were returned to our Woodinville laboratory for evaluation. ' H 0 zI-- w • w UCI The laboratory investigation was programmed to determine the physical and mechanical properties of N o '- the foundation soil underlying the site. Test results were used as criteria for determining the w w engineering suitability of the surface and subsurface materials encountered. H v u' ~O In situ moisture contents, sieve analysis tests, and Atterberg Limit test were determined for the samples Ili Z representative of the subsurface material. These tests, supplemented by visual observation, comprised U the basis for our evaluation of the site material. p F— z Laboratory Investigation 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 09201004 Sara Develops nt.doc . A CROSS SECTION A -A' 150 Elevation (n) , Proposed Building Locatlor � — 140 I 130 surface Profile — ■. 130 I 130 j 120 j 110 12C 110 &trace Pofile 100 j Surface 11C 100 Creek Alignment Profile 90 I i 10C 90 0 50 100 150 200 250 300(ft ) B' CROSS SECTION B' -B B 140 Elevation (n) Proposed Building Locatlor � 140 130 130 j 120 j 12C 110 &trace Pofile --NA 11C 100 Creek Alignment 10C 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 ur Date: February 15, 2001 ' 1\1 azan & AssoctATES, it fT.WWfLWdW«µ: 4 CROSS SECTION A -A' A CROSS SECTION B' -B B anon (ft) f ropoeed Building Locatb 1 140 150 140 Surface Profile —� 130 130 1 120 Surface ofile —y 120 110 Creek Alignment 110 100 urface Profile --1, 100 50 100 150 90 50 100 150 200 250 300 (ft) CROSS SECTION B' -B B anon (ft) f ropoeed Building Locatb 1 140 , 130 I 1 120 Surface ofile —y 110 Creek Alignment 100 90 50 100 150 200 250 300 (ft) • (wing Provided By Sarah Development , Inc. established 'it this time. reflect proposed placement Cross Sections Sarah Development Figure 3 Job Number: 092 - 01004 Drawn By: WRJ Date: February 15, 2001 Krazarl & ASSOCIATES, INC. Reviewed By' C.BJT G.B Drawing Number. 2 Drawing Type: Site Plan z �Z QQW re 2 JU U O LLI WO gQ W ra Z� 1— O Z W U� N O I- WW - r- .. UN 1= _ H z ;n::.:1 ;° Tai +;:;t4�a'...., , }4'.,:.r 17.$:::,1- fi; • LEGEND Test Pit Location Existing Structures ' Proposed New Construction Proposed Setback (Krazan) Topography Line (2 foot Intervals) Cross - section Line Creek Alignment TP -1 —Sr' L_ 0 Conto Note: Site Plan Developed From Drawing Provided By Sarah Development , Inc. Site Plan Sarah Development Scale: 1 In = 60 feet Job Number: 092 - 010 ter.' Date: February 15, 2001 F(_.L 21 3i .L & A55■ -.azwrx w- �:vz.Ak +A+:Kf_ 3 , 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 (o %Q) 20 40 60 80 Remarks Depth Description Sample Number Depth (ft) Ground Surface -- - -:• 5- ; r• 10 - :; :•:: " SILTY SAND WITH GRAVEL (SM) Very dark brown, fine to medium grained sand, black berry roots, loose, wet. • STopsoila WELL GRADED SAND WITH GRAVEL (SW) •. 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. ' - - G-1 5- G -2 10 - - 15- - 20-' End of Test Pit • Massive caving from surface 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: 092 -01004 LO of Test Pit 2 Log Project No: 092 -01004 Client: Residential Development Figure: A -1 Location: Sara Development Logged By: ALH Depth to Water 5.5 feet, light seepage SUBSURFACE PROFILE SAMPLE Moisture Content ( %) 20 40 60 80 1 I 1 Remarks I Depth I Symbol Description Sample Number 1 Depth (ft) 0 Ground Surface 0 m11111111 i 1.11 :s.; %":i • SILTY SAND WITH GRAVEL (SM) Very dark brown, fine to medium grained sand, black berry roots, loose, wet QToesoi r/ POORLY GRADED SAND WITH SILT (SP -SM) - ~• 717, 1111111I 11 I 111111111 10 • •A �• ,, III I Light yellowish brown, fine to medium grained sand, 9 Y 9 , 1 trace gravel, moist. , cyveathered Kame - Terrace DeposiD ' POORLY GRADED SAND W/SILT AND GRAVEL (SP -SM) Light gray, fine to medium grained sand, loose to medium dense grading to dense, very moist. Tame-Terrace Deposit SILTY SAND WITH GRAVEL (SM) Grayish brown, fine to medium grained sand, occasional cobbles and boulders and decomposed granite stones, very moist. Glacial till SILT WITH SAND (ML) Light gray, very fine grained sand, moist. (Transitional Beds) G -1 5— • G -2 - G -3 _ 10 • G-4 G-5 r S--I r 15— 20— End of Test Pit .— _ 15- 20— Method: Caterpillar 416C Krazan and Associates Excavation Date: 1/23/01 1501 - 15th Street NW Contractor: Northwest Excavating Suite 106 Auburn, Washington 98002 Sheet: 1 of 1 Project: Residential Development Log of Test Pit 3 Project No: 092 -01004 Client: Sara Development Figure: A -3 Location: Tukwila, WA Logged By: ALH Depth to Water 2.0 feet, Tight flow SUBSURFACE PROFILE SAMPLE Moisture Content ( %) 20 40 60 80 l 1 1 1 Remarks Depth Symbol Description . Sample Number Depth (ft) 0 Ground Surface 0 5 10 SILTY SAND WITH GRAVEL (SM) Very dark brown, fine to medium grained sand, loose, wet. STopsoin SILTY SAND WITH GRAVEL (SM) Grayish brown, fine to medium grained sand, moist to wet (Glacial till -like below 5 feet). (Kame- Terrace Deposit) 5- 10 . 15 20 � End of Test Pit r 15— 20 i 1 i Method: Caterpillar 416C Krazan and Associates Excavation Date: 1/23/01 1501 - 15th Street NW Contractor: Northwest Excavating Suite 106 Auburn, Washington 98002 Sheet: 1 of 1 Project: 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 J Remarks Depth Symbol Description I Sample Number Depth (ft) Moisture Content ( %) 20 40 60 80 1 1 1 I Ground Surface 0 -- 0 • : • -.. SILTY SAND WITH GRAVEL (SM) Very dark brown, fine to medium grained sand, loose, / wet. 1 Lfo2soill. POORLY GRADED SAND WITH SILT (SP -SM) Yellowish brown, fine to medium grained sand, loose, moist. Tame- Terrace De2ositl FAT CLAY (CH) Grayish brown, minor fracturing, stiff to very stiff, moist. (Transitional Beds) .. 5 10 , 5- G -1 10— , - 15— - 20— End of Test Pit 1 RI 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 ..rte -..� -► 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 0 .0 E T 0 Description v L a Moisture Content ( %) 20 40 60 80 Remarks Ground Surface SILTY SAND WITH GRAVEL (SM) Very dark brown, fine to medium grained sand, loose, wet. 10 lab 15— 20— £Topsoil. 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 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 v 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 Tight seepage SUBSURFACE PROFILE SAMPLE Moisture Content ( %) 20 40 60 80 Remarks Depth Symbol I . Description Sample Number Depth (ft) Ground Surface 0- .. 0 I) 1 I� ' 10 w - 15- 20- II I 1I1i1 `NI /I�I /J/ I SILTY SAND WITH GRAVEL (SM) 8 Very dark brown, fine to medium grained, loose, wet. % jTo oil SILTY SAND (SM) 1 Grayish brown, fine grained sand, loose, moist. /. I SKame- Terrace Deposip LEAN CLAY (CL) Gray, some fracturing and minor slickensides, very stiff, moist. (Transitional Beds) / 1 A 5_ G -1 10 _ I I End of Test Pit • - 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 Project: Residential Development Log of Test Pit 7 Project No: 092 -01004 Client: Sara Development Figure: A -7 Location: Tukwila, WA Logged By: ALH Depth to Water Not Observed , SUBSURFACE PROFILE SAMPLE Moisture Content ( %) 20 40 60 80 , I Remarks Depth 0 v� Description 1 E z. a m rn Depth (ft) 0 Ground Surface . - - / J Jf 10�� vJ/ ,p_ rA SILTY SAND (SM) Very dark brown, fine to medium grained sand, loose, i wet. 4T2psoill SANDY SILT (ML) Grayish brown, fine grained sand, medium dense, moist. STransitional Beds.). 1 EAN CLAY (CL) Gra , stripers( and lenses/layers ers of fine sand and Y 9 Y occasional drop stone, stiff to very stiff, moist. 1 1 I 10 ' I 15— 20— End of Test Pit 15 . 20 Method: Caterpillar 416C Krazan and Associates Excavation Date: 1/23/01 1501 - 15th Street NW Contractor: Northwest Excavating Suite 106 Auburn, Washington 98002 Sheet: 1 of 1 Project: Residential Development Log of Test Pit 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 1 1 1 t Remarks Depth Symbol Description 1 Sample Number Depth (ft) 0 Ground Surface • 0 i1l11l8 SILTY SAND (SM) Very dark brown, fine to medium grained sand, loose, wet. iToUoi, • 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. 0111 ,f SANDY SILT Dark brown, fine to medium grained, soft, moist. (Old topsoil) j • 5, I 10 rLEAN / / CLAY (CL) Grayish brown, stiff to very stiff, moist to wet. (Transitional Beds) ., 10 I 15 20 End of Test Pit 15— . - - r I r 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 Particle Size Distribution Report Project: Sara Development Client: Sara Development, Inc. Project No.: 09201004 Sample No: 7104(1) Location: TP -1 G2 PERCENT FINER 100 90 80 70 60 50 40 30 20 10 Source of Sample: 1 Date: 2 -9-01 Elev./Depth: o A. M H - % SAND ' % FINES 100.0 CRS. FINE CRS. MEDIUM FINE SILT 88.8 I CLAY 0.0 , 0.0 22.6 8.5 17.8 46.6 4.5 #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 J L • J 1 J J J J 1._ • • i f snn 1 no 10 0 1 0.01 0.001 GRAIN SIZE - mm % COBBLES % GRAVEL % SAND ' % FINES 100.0 CRS. FINE CRS. MEDIUM FINE SILT 88.8 I 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= Day= 8.97 D30= 0.209 Cu= 7.24 uscs= sw Atterbero Omits LL= Sample 7104(1) Location: TP -1 G2 F.M.= 2.16 Coefficients D60= 0.717 D15= 0.124 Cc= 0.61 Classification AASI -pro= Remarks PI= D50= 0.402 D10= 0.0989 Plate A -9 • LIQUID AND PLASTIC LIMITS TEST REPORT 60' so 40— Z 30— F a. 10— 4 Dashed line indicates the approximate limit boundary / / upper for natural soils • / / / — // / / / /. Ot e / / / / // / / • / / / / O G\'' // A ML r OL MH or OH /(fZi•► ir _ 10 30 50 70 90 110 LIQUID UMIT MATERIAL DESCRIPTION LL PL PI %<#40 %<#200 USCS • Yellowish gray SILT with sand 33 24 9 ML 1 Project No. 09201004 Client: Sara Development, Inc. Project: Sara Development • Location: TP -2 G5 Remarks: • Sample 7104(2) location: TP -2 05 Plate A -10 LIQUID AND PLASTIC LIMITS TEST REPORT KRAZAN & ASSOCIATES INC. ' LIQUID AND PLASTIC LIMITS TEST REPORT cn PLASTICITY INDEX �► N W a 4 O 0 0 t N C Dashed line indicates the approximate limit boundary for ' / / upper natural soils / / i i 0+ i i i i i i �' C.)\° I ML orOL MHorOH / /SI T // 10 30 50 70 90 110 UQUID OMIT MATERIAL DESCRIPTION LL PL PI %c40 %200 USCS • Yellowish gray fat clay 56 27 29 CH Project No. 09201004 Client: Sara Development, Inc. Project: Sara Development • Location: TP-4 S1 Remarks: • Sample 7104(3) location: TP-4 S1 Plate A-11 LIQUID AND PLASTIC LIMITS TEST REPORT KRAZAN & ASSOCIATES, INC. 4` Earthwork Specifications ttr if XIQIsIaddV i. 4Pn: r:. �mtai; n4A4« c�:: n'�, {.±�:�,'•:x'.vk+t�a+-situi, Z ;1- z. re _i 0 000 W = u W0} J L _. a. F=- _ ZF-: ' HO Z U0 O� 0 I- W W` H-- - O WZ 0 N. O z Appendix B Page B.1 APPENDIX B EARTHWORK SPECIFICATIONS GENERAL When the text of the report conflicts with the general specifications in this appendix, the recommendations in the report have precedence. SCOPE OF WORK: These specifications and applicable plans pertain to and include all earthwork associated with the site rough grading, including but not limited to the furnishing of all labor, tools, and equipment necessary for site clearing and grubbing, stripping, preparation of foundation materials for receiving fill, excavation, processing, placement and compaction of fill and backfill materials to the lines and grades shown on the project grading plans, and disposal of excess materials. PERFORMANCE: The Contractor shall be responsible for the satisfactory completion of all earthwork in accordance with the project plans and specifications. This work shall be inspected and tested by a representative of Krazan and Associates, Inc., hereinafter known as the Geotechnical engineer and/or Testing Agency. Attainment of design grades when achieved shall be certified to by the project Civil Engineer. Both the Geotechnical engineer and the Civil Engineer are the Owner's representatives. If the Contractor should fail to meet the technical or design requirements embodied in this document and on the applicable plans, he shall make the necessary readjustments until all work is deemed satisfactory as determined by both the Geotechnical engineer and the Civil Engineer. No deviation from these specifications shall be made except upon ,written approval of the Geotechnical engineer, Civil Engineer or project Architect. No earthwork shall be performed without the physical presence or approval of the Geotechnical engineer. The Contractor shall notify the Geotechnical engineer at least 2 working days prior to the • commencement of any aspect of the site earthwork. The Contractor agrees that he shall assume sole and complete responsibility for job site conditions during the course of construction of this project, including safety of all persons and property; that this requirement shall apply continuously and not be limited to normal working hours; and that the Contractor shall defend, indemnify and hold the Owner and the Engineers harmless from any and all liability, real or alleged, in connection with the performance of work on this project, except for liability arising from the sole negligence of the Owner or the Engineers. TECHNICAL REQUIREMENTS: All compacted materials shall be densified to a density not less that 95 percent of the maximum dry density as determined by ASTM Test Method D1557, as specified in the technical portion of the Geotechnical Engineer's report. The location and frequency of field density tests shall be as determined by the Geotechnical engineer. The results of these tests and compliance with these specifications shall be the basis upon which the Geotechnical engineer will judge satisfactory completion of work. SOILS AND FOUNDATION CONDITIONS: The Contractor is presumed to have visited the site and to have familiarized himself with existing site conditions and the contents of the data presented in the soil report. Krazan & Associates, Inc. Eleven Offices Serving The Western United States 092 -01004 Sara Dcvelopmva.doc ;a +oµ • M�a+ nm.r,: .+r+rn,x.w.vsn v� .rt ar...rvNV.tM,*orn;a. •.r N:?tf`+m!: ++!�?n:! ills : *AL1�4Y.'S4D?}F7�i�41�'` -.Q? 1p$,kFYi `.hti4k . Appendix B Page B.2 The Contractor shall make his own interpretation of the data contained in said report, and the Contractor shall not be relieved of liability under the contractor for any loss sustained as a result of any variance between conditions indicated by or deduced from said report and the actual conditions encountered during the progress of the work. DUST CONTROL: The work includes dust control as required for the alleviation or prevention of any dust nuisance on or about the site or the borrow area, or off -site if caused by the Contractor's operation either during the performance of the earthwork or resulting from the conditions in which the Contractor leaves the site. The Contractor shall assume all liability, including Court costs of codefendants, for all claims related to dust or windblown materials attributable to his work. SITE PREPARATION Site preparation shall consist of site clearing and grubbing and the preparations of foundation materials for receiving fill. CLEARING AND GRUBBING: The Contractor shall accept the site in this present condition and shall demolish and/or remove from the area of designated project, earthwork all structures, both surface and subsurface, trees, brush, roots, debris, organic matter, and all other matter determined by the Geotechnical engineer to be deleterious. Such materials shall become the property of the Contractor and shall be removed from the site. Tree root systems in proposed building areas should be removed to a minimum depth of 3 feet and to such an extent which would permit removal of all roots larger than 1 inch. Tree root removed in parking areas may be limited to the upper 1' /2 feet of the ground surface. Backfill or tree root excavation should not be permitted until all exposed surfaces have been inspected and the Geotechnical engineer is present for the proper control of backfill placement and compaction. Burning in areas, which are to receive fill materials, shall not be permitted. SUBGRADE PREPARATION: Surfaces to receive Structural fill, building or slab loads shall be prepared as outlined above, scarified to a depth of 6 inches, moisture- conditioned as necessary, and compacted to 95 percent of the maximum dry density as determined by ASTM Test Method D1557. Loose and/or areas of disturbed soils shall be moisture conditioned and compacted to 95 percent of the maximum dry density as determined by ASTM Test Method D1557. All ruts, hummocks, or other uneven surface features shall be removed by surface grading prior to placement of any fill material. All areas, which are to receive fill materials, shall be approved by the Geotechnical engineer prior to the placement of any of the fill material. EXCAVATION: All excavation shall be accomplished to the tolerance normally defined by the Civil Engineer as shown on the project grading plans. All over excavation below the grades specified shall be backfilled at the Contractor's expense and shall be compacted in accordance with the applicable technical requirements. FILL AND BACKFILL MATERIAL: No material shall be moved or compacted without the presence of the Geotechnical engineer. Material from the required site excavation may be utilized for construction site fills provided the Geotechnical engineer gives prior approval. All materials utilized for Krazan & Associates, Inc. Eleven Offices Serving The Western United States an .rxna,,.tus.�ass:+•ss:rt•.•,•• .- .== ..1::7i::i`.3`-'v.w,. �. , �, ..,. • 092-01004 Sara Development.doe 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 Sum Development.doc ,.«...,.w.�. .....,., .rr. w, ..444 N....wr • p • .i ti roans los 111•116 MI /WV --- an & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION August 9, 2001 Mr. Behzad Chaudry Sara Development, Inc. Post Office Box 5544 Tukwila, Washington 98064 KA Project No. 092 -01004 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 existi gCENEo CITY OF TUKWILA Eleven Offices Serving The Western United States 19501 144th Ave. NE #F300 *Woodinville, Washington 98072 • (425) 485 -5519 • Fax: (425) 485 -6837 - 1 5 I PERMIT CENTER • • 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. Be erle, P.E. Engineering Manager Pacific Northwest Division 4 [EXPIRES: 11 / 10 / 0 v 1 Krazan & Associates, Inc. Offices Serving The Western United States I +144444 444 = iv ... >i:,�..:xa.n.:.._M........, i.,. ..........,......q, ...w...... �.�M..;,�rxi.,.w -a::� :a 13.. SINJWSS]SSV 30 1N3Widdd3a 40TH AVE., S. ItZtArt. 8 253 oz IA 0 i^o82�� cktswA 1..8p10 � gt mm� to z ...-7.11.—•!21 ••••■■"; -ID F1EPORT NO: 3 1 2 1 17.; Z 210r ( T-E-M-P.--Z-1-7--- (..' • ^ II SWAT ., as aso"1 an thssociates, . -- ........rmr, & Inc. , 0.0; K. HNICAt, F. (.1 CAI JI I': It Ilv t '; • EN iip.c.)Nmi.Ni e.i FhicArquilirgl . . Corr. T Kg: I 1!::IN Tr:st INC. AM, WWI C I ION bC.111 .1. i DATE • C' /2- 6, /0) CONTRACTOR: 71;./. •"/-1 PROJECT #: .CYCA" G. 310E 1 9 JURISDICTION: -.7c:/c4,..4 PROJECT: i -1-...t .c1.14.,.,1 ; s ;..:,. 6.1_ PERMIT #: ------- LOCATION: L31 Li 9 1-1 14 c- 4 - e qe:i. Rog) 5 .. INSPECTOR:_tifjf.. gr c. KRAZAN PROJECT MANAGER:.. ..... .1.1..8 7 _...........___._ WEATHER: . Scl...1.1 .. s : ‘4_ cA 4- coeri-r. e ..° v r 74.49.,14-- v-... , 1....• pi........ , /7 +34,...,14. ....1- ,A-74e401, ,c,,,- ..,t_ •-p Qj.c (10 4-..5 3, _5: 4 ) S, S ,•=, d r -11 4'I'e ,e,LI e5 ck..11-0•1— 11 -I- 44.51 • t° ' - • /045/ C.......-ir . k, , -P-iz/ 4-- Wo 2- 4, o4 s; . 73" p-it.1_ 74-„, .5-iefcgies C/2- .d.`i3(> 1 d-- F Itr- 37i; as:Dar d eaQ-4 11 /C/L, 3. -1-7 t A c 1.12 5 (s L.4.)-• 1. 2....- Cp ,-.1C (/ 4.4k.ce„1 5,21.,41‘ C,..2,./3.4--',. c 1)1,,.., e 47, (---17,,, 1:2K., ,A--- . 1?4 .L f114 4,-,4-- re •ki.ce.,-)c.t._ -fe Ali s - 42 ive,i1 //../L-Ne-.. et-7-44c7.;,-„i — brak,c 5;6 - (1-) yerb%, 041. c:, 4 307, /-70.•..1-i-ti i $4•4 11 b p 4-;r1 tof A /7.7,, ; J h ( d._ C'e,t. A ) 4-3 0 ••• ; S e-erief) -6 4`.4--e V (,7/ilocc Z/-5\/,,, r,,,t-Lrz ,-, b-ick -40--. / s -pet, 'IC 0 As""irlf • S...It) C.e.,+feJ .2,, "1 ( -lit., c.tai .• ,c, nip"( .. 4a4.,.e.... s + / -P-- (Ja -4, kip., a. a: ce.-- 6. .5- - 2.- s Jo "..e...5- .--F-- s)- t‘ ..... 61..... 17-. / -e_gc.41.-- ....7.4 ... ci.13: 1A)141- " - efr /•14 - RECENED orni OF TUKWILA ti AY 0 5 70°4 _ PER i the 'post of my knowledge, te oty Superintendent/Representative: AS NOT FX.-:r formed 111 occorciance with the approved plans, spec fications, and regolcitory requireiiontS, 15' t44.f,t ();:ko'cr .Av• (.'/:•■■,/s. CA 9.3o I.? '23/ fo:lor Rote/go:4d, cA 1)25 1::../• Poirn 116(1 tv/e...lt,■sio 91.)361 )1) pawn sf Son ■;:5 1 12 Co/ II) e/co Citc/• i. Soot:J/7/0/1a '.1:4; 05815 fidckeii St. !.:7//1/o/ ie.: c:.' 1/6 / 4,4"..m4" • 4", ..• ('j5)) 30.2200 (.of) 62()0 (;19?• 572-22)0 N(S) 2 1 -.2200 (916) 564-2:al() (Q0') 974 4400 1501-151h St. NW Sudo 1th AtThorn CPCV.V SIcto Hwy, 30.5 NE Attie :VA 91)370 I 99.)I -1441!) Ave. It& #1--300. Woodtot ith?, WA Q8072 12816 NE 0511) St. Strito Uhl Voncoot 0'4 • Revisior! 1) Ohtv 6,53• 939-250i (NO 596-2) nf• 0125) .185-5619 (*3611) 254-3.(t/ tt!',,ItI7e,t1011.,441WrIttriPpl, VAtk • • & Associates, Inc. c-,10it ENVIPONNIFIllkl. ENGINEERING CONMRIE:TION Alto P.1):Ptc.tiori -2 OD .) DATE PROJECT #: 00:1 0 30(19 PROJECT: 9..... Ca* st.L.Let u ; s.-0 LOCATION: .13./ 1-1 F.. I-I c. MO% k-:RAZAN PROJECT MANAGER: . CONTRACTOR: COMF REPORT NO. 4402 PERMIT NO: INSPECTOR: t`A Ckev-- JURISDICTION: ( ciki4 WEATHER: im Ai TEMP: Li WASHINGTON DENSOMETER I.J SANDCONE E-4UCLEAR TEST Ll OTHER N NOTE: Separate LOCATION MAP L-tir report S/B use for each item Test Elevation • • .... . • • •• Curve 03 -CV •0ZP571.1- Location(Comments) L..1- e,i54- e Ai + *37 /„es+ , 40,44454 au! rte., S; 5 1 Vif4 ens-- 15975-'599 4/4- Ct>*Cne o' 11114/ P • ved Areas (circle one): Sub/Agg/Asphalt Pad (s) E.1 O• ther r.:1 Trenches (circle one): Sewer 1 Water / Storm Drain / Utly 1 irr. Max Dry opt Unified Soils Classification Density Moisture bf14h4 41f4 & ti .5 I 4. s'j7, _scut Curve Moist Mode & Density Percent Depth c!ic Compaction Required 03.-677 /1 Map Location: Curve Test Metbodi ..(r ;... 1 t T L) Attached f.D on Backside i.. . ; .. kkS Till HOURS u li Plans. Sheet# aily Avg. Std ," -3-3 ...... Count Densities Z--- DESCPT 1 IN OUT ST O MIL 1 I Daily Avg. Std L. Sr' ti I 1 Count moisture 1.-/ Gauge# 2, i 3 gt F 1 ...... • • • frt the best of my knowledge, the ab Sirperintendent/Ropresentative: 215 West Dakota Avenoe, Clovis, Ca 93612 4231 roster Ave., Baler Cl 93308 1025 Lone Palm Ave. Ste. Atodesto, CA 95351 545 Parrott St.. San Jose, CA 95112 1.7.1 ronimrrry nrclp Cfulrournrn CA CI c111 • (559) 348-2200 • (6(i 1)633-2200 • (209) 5731200 • (408) 271.2200 • tntRi cr;4-2700 . . .... . ..... . AS NOT performed in accordance with the approved plans, spe ifications, and regulatory requirements 226 N. Sherman. Ste. A, Carom, CA 92.480 1501 15th Street NW. s.f106, Auburn, WAI 9800 20714 State Route 305 N.C., Ste. 3C, Poulsbo, 13434 N. E. 1 77th Place, Woodinville, WA 9807 11h71 N F 111,2«, AVIA11111, Ilantruivor WA OR • (909) 549-1188 • (253) 939-2500 A 98370 • (360) 598.2126 • (425) 485-5519 • i 2cni pc.l.vnn • 0,...ro~rfaelt...„*444.==„ - ' I J 1Z21i. & Associates, Inc. GrOrrr:111.11 .r.t E!i( IIJrtr'ttsry • Et' /II (}tafAi;Am. r:r•h;lhltrrtittG CoraatIurur)rt irsriF(, AI.1P it•t:a\t.c;nc,rt DATE: 7 .... 3' PROJECT N:. C-7.G-..? cz'.- ?.. PROJECT: .. c? ..x' i 647'i'&, LOCATION :... /a /4 I 41/k.- ?.40r?:1IL-.... Fa" !'RAZAN PROJECT MANAGER: G<J' , r COMP TI N REPORT NO: Q373 CONTRACTOR: . { PERMIT NO:...a ..[.- ....................... INSPECTOR: &4.. C JURISDICTION: WEATHER: at ,�''✓ y`-. TEMP: 0 -- c-v I_J WASHINGTON DENSOMETER SANDCONE Pi/NUCLEAR TEST Li OTHER LbCATION MAP N x NOTE: Separate report S/B use for each item x 7 Elevation • Location(Cot'nments) Curve Mode & Density Mo \. Depth El Paved Areas (circle o e): SLtb /Agg /Asphalt L "_ Pad (s) r,„ 3,5,4 t ►Z -O ... 6T`� 3,5j4 .I" �� Other 1 LI Trenches (circle one): ewer / Water / Storm Drain / Utiy / Irr, Curve Unified Soils Classification cv,3QS� '.......�tre... ..�._._NO..A„ ko.r........7............ 3P.P. _'``_'...... .33....._.._._ zAto.Z : rr .....?n t�_,�.1 ?.. .7'3- ......... 7.......-./ 3 ...... 1 Map C��o ation: faidtached • ...._......../ 0 �r ............. or Gam . � t r! ....L.o..- r'r..5. _......_.. .....`:.'........1.._2 -4,..: ......... /(,, 1.4 /O.%• -... /Z/_z.- Max Dry Opt Density Moisture /ZG- .,��... /a ............... .'....... ....._.........1.3..'.........a st Percent Required Compaction 0 I.1 on Backside Method: p -lss ................_... I Curve Test Daily Avg, Std 0 Plans. Sheet# .Count Densities . ? .a.o &. Daily Avg. Std Count moisture Gau et! ............................. WAS NOT performed in accordance Tech To the best of my knowledge, the aho til. tperintendent /Re presentativo: 215 West Dakota Avenue, Clovis, Ca 93(12 • (5591 348.2300 4231 Foste:.4ve., t ;a6ers('eld, CA 93308 • (661) 633-2200 1025 Lone Palm Ave. Ste. 2E, Modesto, CA 95351 • (209) 572 -2200 545 Parrott St., San Jose, CA 95112 • (408) 271-2200 123 Commerce Circle. Sacramento. CA 95815 • 19161 564.2.200 HOURS }..DESCPT ............. IN........_........ OUT .._... 1... ._..SL..... ...._ot............ MIL... ............................: . the approved plans, spe 11' . lops, and regulatory requirements. 226 N cman, Ste..4, Corona, CA 5'880 1501 15th Sueet NW, #106, Auburn, WA 9800, 20714 State Route 305 N.F., Ste, 3C, Poulsho, l, 13434 N. E. 177th Place, Woodinville, WA.9807' 11.913 N. F 10 3rd Avrnlrn VanrrnrvNr WA 9R • (909,) 549 -1188 • (2 53) 939-2500 A 98370 • (360) 598.2126 • (425) 485-5579 • /Urn 254.Vnn ,, .w.. v..+. ".1 W+!C 1N F�"'Vf/.�^- �w a- x..15. �.1.7t \•j"$.�` ��$?i� .r, 4�TS: x�r. ttf. `'*4934''1Y ....+++...5:4...:.x. r+l'4•r •:f •S"P ^_p"Y: `.✓i:rr.uae.Mw�wrew�Y.d w..:au�u✓:�::udli+rl. } A A 4; aZan. & Associates, Inc. Er.lz.;1141.11).111f; • EAviPornormrAi. ErInimiltarrc; C:orisrunctinfr 11,..:11N1C-; K141)11.1SIV:111.7.4.1 r.)ATE: 7-- 03 F'ROJECT o6‘ •-• 03 az./ 9 PROJECT: /- 67' ----CW/ V:/.1/ o.,t1 OCATtON: /. 3/ /97,*(// KRAZAN PROJECT MANAGER: IA./. 8. 77. VIISMONIM COMF TIO REPORT NO. N 4423 CONTRACTOR: ( 0/t/frinf c E,A,, PERMIT NO: 4/ l INSPECTOR: --5"./71/r1-1 JIJRISDICTION: WEATHER: TEMP: 7 Cl WASHINGTON DENSOMETER Li SANDCONE El NUCLEAR TEST L 1 OTHER LOCATION MAP N NOTE: Separate report S/B use for each item V3 a Lar 1Z,T .00 LI Paved Areas (circle one): Sub/Agg/Asphalt Pad (s) EJ Other El Trenches (circle one): Sewer / Water / Storm Drain/Utly/Irr. Curve Untied Soils Classification 03 I ?? X/1. r4,1/vh, • d Test Elevation Location(Comments) g 1 zor 3 2 7 Max Dry Density Opt Moisture / 0, ICurve Mode & Density Moist Percent Required Depth Compaction 11 .or / Ze)r 7 // / Map Location: r.-.) Attached Plans. Sheet# r ? /S., 7 3' . ... .t . 74 .. ij on Backside /17.0' (S '3 )/?, 2 // 5" //5,/ //29 3 1/1.0• ■ Curve Test th/edfc.s.. Daily Avg. Std Count Densities ..2F6' Daily Avg. .. Std r" Count moisture Gauge* Z3 g CDC7 HOURS . . DESCPT I IN OUT . ST OT 1 ....m.. 1 1 : l . 1 1 [.......... ... . . ............,... ...,....... ..................... To the best of my knowledge, the above WAS 1 tWi■IF)Dperiormed in accordance with the approved plans, specifications, and regulatory requirements uperIntendentiRepresentalive: Technician: 215 West Dakota Aveno, 019361? • •S5)) 348-2200 4231 foster .1vo., Bal.ersheki, CA 93308 • (6(i 1) 03-2200 1025 tom Min Ave. Sty. 2E., Modesto, CA )5351 • MO 572.2200 545 Parrott St.. San Jose, C.,1 95112 • (408) 271.2200 I remonnre c,relem ..... OCR 1 C • tu ce..1.:•PiVI • 226 N. Skrman, Ste. A, Comm, CA 92880 1501 15th Street NW, #106. Auburn, WA 98002 20714 State Route 305 N.E., Ste. 3C, Pcolsba, W.4 96370 13434 N. U. 177th Pince• Woodinville, WA 980'; 2 1 If) AI 1 1112,• .1,11111. ... 141•1 illAgg . (909) 549.1188 • (253) 939-2500 .• 11:34 26 05,)1 ,518985:2551:;69 • I 7cm 7c4...non me. LP'""2 le--.1.73.....; 4`, - ---r."7,-.7mel i."' . " '7: L. D $EPORT azat-i & „,sociates, Inc. GI ..;,1 t* •rmc..At t: MANI L It IN( : • L r.,..ip.oniiii i., i Al iits1,:..11,11 rikir1C1 ct*:.r.J.,rittp.. TION r fi:1 It 1,7, ANI" Irwytt i.::L4 CONTRACTOR: Trr• - NO: 3 1 re2U;!3 _ _ ____________ _ e c . ,. . : P. a DATE: 1..(//c73 1 PROJECT #: 0626 - 03.0 q9 JURISDICTION: r . 1 ---'- PROJECT: 9- - /.... 4-- .S' Li 4„ eil , d PERMIT #:-...--- _OCATION: )qq ri..- 4 I 11"1 Z.c:›ce S: INSPECTOR: 4 a- KRAZAN PROJECT MANAGER: l/g Z WEATHER: Otk P cil ; On --. ;.1A. e.i_S re1t.r3 44J \ pia ce,_. 4.-15:4 Leti, -Pii .c--t,tf- 1 Pei,/ s -C-bv 01,2-40, 3. 1 atr 74- *F 1136 ( q Two ..,2 ( r,tie- --p roc.44.- V (like 5 1142 ped— (..< Sk-S --Cor- ,tit'kde- '4.7 44e -4- 4 4+ : .1 VI-1 7 - d + I 4,_ 4:4-11— 1.../ ,‘ 4- 4 ette .t-r C.....et S:s • (pear° 4b, )L., ,$,h((( ;::44(( . (-..."..i ... -h.7 J. 5. : 410' 'el c . Ake' A A 9,,by :fr .1-t a eit );, -c. btsly c..r---- rz- _ r 1.. 4C-z- 6.- e..,-) ec,-V--- ,L.. 4- 4 - e-4 x+11.-fieSk 6- ,.w.,,.. +4.4 ? r$241 ;‘, , isASpf2. c 4-4,..4-• so „4 s 44f 6, der i'ej ore, - 4,1,1 7'6,4- 14 • .)- ("./ 4 ) 4., Kr_ -6 e- - - 5 ( IA t_ 4--;.egicr._ 1.....-- :" S q Pit, /11 Q.4 irdP ee, CA. 7 ,C7 cwak... -ev„:4-,,, , a/ 1,.(2.$ ji -ce..st .` Oa. r CU jj 41i a1 445 3 ' - vi: 54-,U Valk ;Va_. t'<-7 i'S'ir-ite (1/4,p___ , . -)kst__ -Ave- /1-1014ev;, , • s-hl ' Stiokij /PAZ.- : n )1? 1.4) e ..■ +Gr.. aro 6.-L 1 . .5+tir- 5 LA • • 5 , V2- cirie-v* kdkiL" d y , e c,' S-11‘1<--.' i 1 044W V-1 ock I , AL re. - (-Q.__ 4, s4,.:j ,s. „X- t-iA I tippt_e_._ Avc1 / ay 1.1 the beril t: my knowledge. the obOVE) WAS /j Superintendent/Representative: led in occordance with the OPPrOVOCI plans. spec . • /5 14'05/ Dokoto . Cdovis, CA Q3,' 1 (oStel B;7:1;Ntsficgd CA P.3308 :0,25 fon& Posit) •t:O. ;3C:-; Modesqc,. C.:A Q53.5 S5 I.)orrott $t. :;on .roso, eh) 23 C.:orntr)CMCV SeICICY lionfo CA 96.8 •71 Mickoll . Ontivit? CA 'Luc, 3,1t1.2;;Ik 1)..-.0-2X0 (21X' 572-22M (410/) 2.'1-2200 (Q14) 564 2200 •ON• Q.74-4-11X) ' • lications, and regulatory requirements. 1601-1511St NW S1 ;It 106. A 'ANN, IV/ 2071/ I Stolo -kw 305 tlik SOO 19501. 141th Avo. 0316 NE P5th SI. ';u - WO l.hr-icouv Q8e.,e2 .—^*=•••••,••••• ``" liefltbm I. I):ov N: o■ 939-2.M:1 (.3e..0 (425.1 4S' 551,.:' (3c43) :'54.3200 ... '41 ••• azan & Associates, Inc. (;u(m.rj.HcAl I miff:, • Erjy1P01.11411141A1. E•GIr.111:17.1f•n il,;;11111;', ,a•t) IrAnyrcinfq (ATE: 6'14•/23 PROJECT #: .06c " 0 1-1/9 1.ROJECT: ot ef Celt; LOCATION: ! 3/4/9- tikeeddii KRAZAN PROJECT MANAGER: Lig r COMF ::T1011 REPORT NO. 4361 CONTRACTOR: PERMIT INSPECTOR: Rex. JURISDICTION: WEATHER; (..› (->e Ve 4 111 WASHINGTON DENSOMETER L.i SANDCONE NUCLEAR TEST El OTHER TEMP: 6 LOCATIO MAP 6t$ 1- 3 • 1 ,,,,, • • • 1 • • • . • • • • • ...... • • • • • • • • ..... • - • • • • . • • NOTE: Separate report S/B use for each item Curve 0305-9z vIos 03o .5/ Li aved Areas (circle or e): Sub/Agg/Asphalt Pad (s) E. Other Li Trenches (circle one): Sewer / Water / Storm Drain / Utly Opt Moisture D Unified Soils Classification Max ry Density //id geb 441 ) a- 2 4- 11 Test Elevation Mode & Density Most Percent Location(Comments) Curve Required ... ..... Depth 0 Compaction 1/0. C• /8. .. 3 ., //-7-9 /3q 9 f. Oi 7- 572. -.4er P.4 1 _ 4- 3 St-s97 2(3??1, ye- iv+ 3 3 4, -4 tt.4 -4- Map Location: 1,3 Attached Ci Plans. Sheet# Li on Backside Tel the best of my knowledge, the above W ::;uperintendent/Representative: • . • Curve TNt)AtI3e,d: . . TV.< Daily Avg. Std Count Densities 2-3 CDaily Avg. Std moisture Cz? ell 2/ PO. 3 112— 3 DESCPT performed In accordance with the approved plans, spe 215 West Dakota Avenue, Clovi.s, Ca 93612 • (559) 348.2200 4231 Foster Ave., Elakersfieq(1, CA 93308 • (661) 633-2200 1025 Lone Palm Ave. Ste. 2E, Morle.sto, CA 95351 • (209) 572-2200 545 Pinrotl St., San Jose, CA 95112 • (40S) 271-2200 I 71 rnolimorrn ri. r (Kg) c: • MI I g1:4.7)Iill 4.4",ti•V ' 4•41'•4••,-,..44•.•••44.00 „ Technicia LJU 226 N. Sherman, Ste. A, Corona, CA 92880 1501 15th Street NW, 11106. Auburn, IVA 980 20714 State Route 305 N.E., Ste. 3C, Poolsho, 13434 N. E. 177th Place, I.Vondinville, WA 980; HOURS, IN OUT 1 OT } 1 ......................................... • • • itications, and regulatory requirements • (909) S49-1188 • (253) 9391500 A 98370 • (360)598.2126 • (425) 485-5519 • ,.21.:(11 7 II A.: ?WI 17 I 7 Al r 1,1•rd ii11:1111111 IAIA (1 ((7 .4 O s z w J Lu UJ FILE COPY 0.1.04 0.0.91 RECEIVED CITY OF 711KWII A APR 1 2 2004 0 S N c % r M rM K r* M K r o K y, 0 14 4.1E MEM { 0 PERMIT CENTER 4 CI c NM 9 O 9 9 A LS trN 0 0 -�I O II 41 It t R o•iro4 4 11 0 9 9 9 Z Z C 00 CO uj J F-- NO W� 2Q LLQ =d W Z= I— O Z F— uj U� 0 S 0H WW HP. U' O W .. Z =iz OH Z • w w 0 0 0 0 CO 0 1".. CO 0 LO N (%4.4 LO N • lik11 CO LT) •zr 1-4 0 LD 0 LC) 0 003 Cr)-4 0 al CO Cr) co... N N .ct a- = CD Cr b• 03 Ora 1.1:1 zo ',..E ,....,.. pr:. P. ti K.Ploatfl ka Alf PHONE # / TYPE: ,SALES REP.: 1.wl TOM LOADING: 25 -7 -10 DETAIL Page # l of 2 7' -10 1/2" S.B. SUPT 20' -0" SPAN 8' -0" S.B. SUPT GIRD GRAD @ 7' -10 1/2 R EXT LEFT TO 20' RIDGE I SUPT C4@ 17'•23/4' &C3 TO END STUB 10' -10" R STUB 1 -1/2" RIGHT SUPT B4 STUB 1 -1/2" RIGHT • INT BRG @ 4' -11" LEFT(STUB 1-1/2" LEFT)' INT BRG @ 4' -11" LEFT(STUB 1 -1/2" LEFT) INT BRG @ 4' -11" LEFT(STUB 1.1/2" LEFT &5 -1/2" RIGHT ) V 'ROOFING: COMP ,4. 4 'F.•1* CC 4. XI . • i.211. m4 H N #: ESTIMATOR: ALAA WALL SIZE: 2X6 ' V•4 II.V.. BID DATE 6/20/03 TAIL CUT: PC uJ J LT. 0 TC SIZE: 2X4 iji.g* 1 1 , 1 1 , , Tacoma - (253) 582-1444 FAX (253) 588-4535 TRUSS BID / ORDER MATERIAL UST ..- co o 8 CRANE Y /N: TRAILER Y /N: O C I E2 C.7 24 24 0 24 24 24 24 24 0 0 0 24 d' N '4* N 0 cl• N .,:t N 0 PLAN / ELEV. / GAR (RT /LFT): 2550 -B2 -CAR LEFT LOT / BLDG #: CUSTOMER P.O. #: 0 (1) 24 24 24 N 0 24 24 24 N N 24 24 . 24 00 •::r. N .4- N ,:t N - 2 E. LO LO LO LC) ti) ti) LO LC) tD LD LO LC) LO ",. kr) ".... Li:, LD tD ••,.. LD '',. LD w co 2 •n z 5 2 0 .- PROJECT: CUSTOMER JOB #: TYPE w3 CO COM COM • CORN -- - GIRD GRAD H1 GIRD COM GIRD COM w t. L - I . 0 w 5 CO w C - 3 CO 0 -1 - 0 SPL SCIS SPL SCIS MONOS CUSTOMER NAME/SHIP TO: BAY DEVELOPMENT DELIVERY ADDRESS: — .. z z • 0 0 20 0 0 �20 0 0 20 0 0 0 0 8 0 28 0 0 28 0 0 0 28 0 0 28 0 0 28 0 0 28 0 0 15 5 8 CO 15 5 8 CO 30 11 0 30 11 0 12 5 8 (D .--1 ,-t ,--1 1-1 , 1-1 'Ct r-1 rs,.. N LO CO Cr) -.1 LI..1 5 ..c ..c EV ' 0 co 0 co VIB ti B2A �_ B3A 1 N Cr) LC) comma) .-.1 0 N 0 M 0 1 ICI Za I m T tAl I a (0 >'■ 0 ID 0 -o a) 0 0 b.0 T. 0. 0 w-o 1— L. To Z. J.n ea0 w 1 O V a SALES REP.: TOM 0 N z 0 a 0 J DETAIL Page # 2 of 2 • ROOFING: COMP ALAN / ELEV. / GAR (RT /LFT): 2550 -B2 -CAR LEFT • WALL SIZE: . 2X6 U SCL Q IC SILL: 2X4 CUSTOMER NAME/SHIP TO: BAY DEVELOPMENT i 0 J liANG 1 Right ii co 0 0 7 CC 2 U. Left OVER PITCH JUA ELM FA VaMIN Issaquah BUILDING MATERIALS I Kent Tarnma TYPE 2X4 VENTS HUS26 HUS28 V N D -J to 2 w az N Z a N m co• J w m 1 1 A X00 V cu w >. 0 O O dD 0! V 0. coO ▪ c O E d l0 E O z 0 CO 0 H u 61 .G 2550•B2C.XLS Z • Z W aa• � J0 O 0 ND W • I H N LL W O g LL Q i d Z ZI- W • W U0 O N O I— W W - F. - O W ..z U= O~ Z 2 a w to 0 0 L0 r CO 0 0) O L.L LL :a E to ciekl v ,y n iL' ALT. PHONE # / TYPE: SALES REP.: 1.00 TOM LOADING: 25 -7 -10 DETAIL Page # 1 of 2 • 7' -10 1/2" S.B. SUPT 20' -0" SPAN - �8' -0" S.B. SUPT GIRD GRAD @ 7' -10 1/2" R EXT LEFT TO 20'- RIDGE SUPT C4 @ 17' -2 3/4" & C3 TO END STUB 10'40' R STUB 1 -1/2' RIGHT SUPT B4 STUB 1 -1/2" RIGHT INT BRG @ 4' -11" LEFT(STUB 1 -1/2" LEFT) INT BRG @ 4' -11" LEFT(STUB 1 -1/2" LEFT) INT BRG @ 4'41" LEFT(STUB 1 -1/2" LEFT &5 -1/2" RIGHT ) h; yr ' ROOFING: COMP ESTIMATOR: ALAA WALL SIZE 2X6 IBID DATE: 6/20/03 TAIL CUT: PC 1 BMC FILE #: TC SIZE 2X4 r 7 acoma - (25J) 562 -1444 FAX (Z5J) 5t3t3-4545 TRUSS BID / ORDER MATERIAL LIST r u O a s' z i w 0 TRAILER Y /N: 24 N N O N 24 N N N O O O N N N O N N O O PLAN / ELEV. / GAR (RT /LFT): 2550 -133 -CAR LEFT LOTb0LDG0t e.A ft CUSTOMER P.O. #: Left "ERI N N N 24 24 0 N 24 24 24 24 24 _ N N N O O N N N 0 N S I__ E LO L 6/3 - l0 LC l0 l0 t9 lO lD LO LC lfl CD lD LO LO t∎■D lO lfl CUSTOMER NUMBER: PROJECT: CUSTOMER JOB #: • W LL. C m c 00 COM 2 ct 00 GIRD GRAD . H1 GIRD - H2 m COM GIRD COM C9 C7 Cn cn Cn N GIRD 1 GE SPL SCIS SPL SCIS GE MONOS CUSTOMER NAME/SHIP TO: BAY DEVELOPMENT • Gi co w c 0 v '' > J W SPAN FEET - INCHES - 16TH O O N 20 0 0 20 0 0 20 0 0 0 0 8 8 0 0 0 0 8Z' 28 0 0 O 0 co N 28 0 0 28 0 0 28, 0 0 28 0 0 15 5 8 15 5 8 1 CO In - -i CO LO r-4 0 O CY) 0 M.I 30 11 0. 03 Lf) N 0 .'-1 00 lD d• .-i ,-■ ,-t .-t .-t d• .-1 N. .-t ,-+ N LO .--i .--i m CO .•-i CO 3-• F. U I LABEL Q l A2 1 A3 Q U m I B1G Q¢ m m Q m N m m m d m I B5 1 U U M U O 0 m W i ,-+ • W a J -J W CA N 0 t0 T tv 0 'O O O eo 1 0. 0 V 'O co to E 41 10 E 0 z to m O F- u d .a N • _... ,.w..., ,.,._.. • ,..,..,,....,,,• ",�'•.�,n +u.,.,; .<rr Ys:.,,rv;.ti�,;t7p+.?saLL#40i tugiPtr.!rr�;41,.x°^4!".•PI. , 2550-B3C.XLS • • 2 TO 0 0) 0 • SALES REP.: TOM 0 ,--.1 A L() N z 5 a o _1 T DETAIL Page # 2 of 2 . a. c:d 0 z LT: 0 cr PLAN / ELEV. / GAR (RT /LFT): 2550 -B3 -CAR LEFT Lu to rn N -I _1 4: O D u _, Z ,-- 'ct X LI; cm NJ F.5 --. CUSTOMER NAME/SHIP TO: BAY DEVELOPMENT ii 5 ....1 rANG Right . 24 24 . ii rn 0 rc "ll o G D L./ L Left OVER 24 24 1 0 E Z . 0 t.0 prli VIM �� Mir Issaquah BUILDING MATERIALS I Kent Tacnma 1.11 0- r 12X4 VENTS HUS26 HUS28 LU24 . 3RD CAR L •L• I 0 2 0 0 '2X4 VENTS . . • . t • i Tta fir/. 0 Z 00 r•-•I v--I N N v—.1 .—I N N • r CY ln i■ 0 N s—I CY) I—I •Zi- 0 ,--t . .. 1 LABEL TA 1 ..gf?tOik.'(41P- ti110411.tAtZr r MiTele Re: 2550B -3C BAY DEVELOPMENT #5 -215 PLAN 2550 -B3C mis MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676 -1900 Fax 916/676-1909 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:R9334989 thruR9335011 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, •b 0-0-0 Job Truss Truss Type Qty Ply BAY DEVELOPMENT#5 -215 PLAN 2550 -B3C mis R9334989 2550B-3C Al COMMON 1 1 Job Reference (optional) -2 -0-0 2-0-0 1 .000 se 19 Z00 Mh1eK Intluslnes, InC. rn Jun 06 16:10:29 2003 Page 10 -0.0 6.00 fir 10-0-0 20-0-0 3x4 = J 10-0-0 1 22-0-0 2 -0-0 Scale = 1:39.2 3x4 G 0-0-0 1 Plate Offsets (X,Y): 3x4 20-0-0 3x4 20-0-0 (B:0-2-10,0-1-81, (R:0-2-10,0-1-81 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 ILi LUMBER TOP CHORD BOT CHORD OTHERS 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 (Ioc) Vert(LL) n/a - Vert(TL) -0.06 S Horz(TL) 0.00 R 1st LC LL Mint/deft = 240 I/defl n/a >404 nia PLATES MI120 Weight: 100 lb GRIP 185/148 R REACTIONS 2X4HFNo.2 2X4HFNo.2 2 X 4 HF Stud /Std BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0 -0 oc bracing. (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 Horz B =103(load case 7) Max Uplift B =- 76(load case 7), AC=- 9(Ioad case 7), AD=-13(load case 7), AE =- 13(load case 7), AF=- 6(Ioad case 7), AG=-36(load case 7), Y - 10(Ioad case 8), X - 14(load case 8), W=-13(load case 8), V= -6(load case 8), U=-36(load case 8), R=- 84(Ioad case 8) Max Gray B= 336(Ioad case 2), AB =70(Ioad case 2), Z= 70(Ioad case 3), AC=96(load case 2), AD= 132(load case 2), AE =130(Ioad case 2), AF =121(oad case 2), AG =160(load case 2) , AH=85(load case 4), Y =96(Ioad case 3), X= 132(Ioad case 3), W =130(Ioad case 3), V =121(load case 3), U =160(load case 3), T =85(load case 4), R =336(Ioad 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, I-J=-31, J -K=-31, K -L =21, L-M=-32, M- N=-32, N -0=32, 0-P--1-32, P-Q=-25, Q- R = -58, R -S =55 B-AH O, AG -AH=O, AF -AGE, AE -AF=0, AD -AEA, AC -AD =0, AB -AC =0, AA -AB=O, 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, 0-V=-84, P-U=-93, Q-T=-66 FORCES (lb) - TOP CHORD BOT CHORD WEBS NOTES 1) Truss designed for wind Toads 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 M1120 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 EXPIRES: 01 -24 -04 1 N Warning • Verify design paraneters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mt1-7473 BEFORE USE Dorian valid for use only with MMTek connectors. This design Is based only upon parameters shown, and Is for an IndMdual buNdkrg component to be Installed and loaded vertically. Applicablay of design paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the bulling designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bradng, consul OST-86 Quality Standard, DSB-89 Bradng Specification, and 1-1I9-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'OnoMo Drive, Madison, WI 53719 ;.:: iutdar.Ftacslie.;�s� +x+k /It June 9,2003 Mir MiTelez Job Truss Truss Type Qty Ply BAY DEVELOPMENT #5 -215 PLAN 2550 -B3C mis R9334991 2550B-3C A3 COMMON 1 1 Job Reference (optional) 1 0-0-0 -2 -0-0 2-0.0 4-5-13 4-5-13 1 .uuu S heo i "LUUJ MI 1 eK Industries, Inc. Fn Jun 06 16 :10:31 2003 Paged 10 -0-0 5-6-3 15-6-3 4x6 11 D 5-6-3 1 20 -0-0 4-5-13 f 22 -0-0 f 2-0-0 Scale =1:39.2 0-0-0 Plate Offsets (X,Y): 6-10 -1 6-10 -1 (B:0 -1- 12,0 -0-2), (F:0 -1- 12,0 -0-21 1 13 -1 -15 6-3-13 20-0-0 6-10 -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 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.47 BC 0.56 WB 0.15 DEFL in (hoc) Udefl 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 WW1= 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 (Ib /size) F= 963/0 -5.8, B= 963/0 -5-8 Max Horz B=- 69(load case 8) Max Uplift F= 241(load case 8), B — 241(load 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 B-J=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 Toad is based on 25.0 psf specified roof snow bad. 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 Toads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 BEFORE USE Design valid for use only with Mirek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Appicat sty of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown I for lateral support of individual web members only. Additional temporary bracing to Insure stability during cons W clion is the responsibility of the erector. Additional permanent bracing of the overall atrudure Is the responsibllky of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 EXPIRES: 01-24-04 June 9,2003 irn° MiTeke' fa Job Truss Truss Type Qty Ply BAY DEVELOPMENT #5-215 PLAN 2550 -B3C mis R9334992 2550B-3C A4 COMMON 4 1 Job Reference (optional) -2 -0-0 2-0-0 4-5-13 4x4 = 0-0-0 Plate Offsets (X,Y): 4-5-13 .000 se 19 2003 MITek Industries, Inc. Fri Jun 0616 1032 2003 Page 1 10-0.0 56-3 15.6 -3 4x8 II 5-6-3 20-0-0 D 1:x:1 6.00 (-1't- 1 5z4 \\ 1.5x4 1, C E J v 6-10-1 6-10.1 [B:0 -1- 12,0.0- 2),[F:0 -1- 12,0-0 -2) 4x4 = H G 3x4 = 4x4 = 13 -1 -15 6-3-13 4-5-13 20-0-0 0 -0-0 Scale • 1:38.8 4x4= 0-0-0 6.10 -1 LOADING (psi) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 411)LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.48 BC 0.58 WB 0.16 DEFL in (Ioc) Udefl Vert(LL) -0.07 G -I >999 Vert(TL) -0.16 G -I >999 Horz(TL) 0.04 F n/a 1st LC LL Min Udefl = 240 PLATES MI120 Weight: 72 lb GRIP 185/148 REACTIONS (lb/size) F= 82510 -3 -0, B= 968/0 -5-8 Max Horz B= 78(load case 7) Max Uplift F= 180(load case 8), B= 242(bad case 7) FORCES ,. (lb) - First Load Case Only TOP CHORD A -B =28, B-C=-1325, C-D —1089, D-E=-1098, E-F=-1342 BOT CHORD B -I =1167, H -I =785, G-H =785, F-G =1189 WEBS C-1 —259, D- I=357, D-G =372, E-G=-277 BRACING TOP CHORD BOT CHORD Sheathed or 4-6-5 oc puriins. Rigid ceiling directly applied or 10 -0-0 oc bracing. NOTES 1) Design Toad is based on 25.0 psf specified roof snow bad. 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 411! Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE Design veld for use only with MITek connectors. This design Is based only upon parameters shown, and Is for an indMdual building component to be Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component is responsbility 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 maponslbilky of the erad x. Additional permanent bracing of the overall structure Is the rosponsldliy of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bradng, consult OST.88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation avalabte from Truss Plate Institute, 683 D'Orofdo Drive, Madison, WI 53719 EXPIRES: 01 -24 -04 June 9,2003 Nt MiTelcD /8,., 0-0.0 Job Truss Truss Type Oty Ply BAY DEVELOPMENT #5 -215 PLAN 2550 -83C mis R9334993 25508 -3C B1A CAL HIP 1 1 Job Reference (optional) 2-0-0 4 -1.5 4-1-5 6.00 [i'F 7-4-12 9-11-4 3-3-7 2-6-8 6x10 \\ .000 s Feb 19 2003 MtTek Industries, Inc. Fri Jun O6 16:10:33 2003 Page% 0 0 14 -0-0 E 4 -0-12 20-0-5 6-0-5 4x4 = F I 51 �G 1.5x4 ` 1.5x4 e.1111 wi C H ON 5x8 . N M L 8x12 3x4 = 5x8 = 20[7.113 23-10-11 0-7-8 3 -2 -14 6x12 28 -0.0 130 -0-0 { 4 -1 -5 2 -0-0 Scale =1:54.0 0-0-0 7-4-12 7-4-12 { 4x6 = 14-0-0 6-7-4 20 -0-12 K 8x8 = 6-0-12 0-0-0 28-0-0 7-11-4 Plate Offsets (X,Y): (B:0 -4- 10,0 -2 -8), [G:0 -5- 12,0 -3 -0], [I:0- 4- 7,Edge], [K:0- 4 -0,0 -5 -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 NO Code UBC97 /ANSI95 CSI TC 0.79 BC 0.58 WB 0.84 (Matrix) DEFL In (ioc) Vert(LL) -0.26 K -L Vert(TL) -0.47 E Horz(TL) 0.09 I 1st LC LL Min Udefl = 240 Udefl >999 >61 n/a PLATES MI120 Weight: 149 Ib GRIP 185/148 LUMBER TOP CHORD 2 X 4 HF No.2 *Except' D- G2X6HFNo.2 BOT CHORD 2 X 6 DF 2100F 1.8E WEBS 2 X 4 HF Stud WEDGE Right: 2 X 4 HF Stud/Std REACTIONS (Ib/size) B= 1988/0 - 5-8,1= 3148/0 -5-8 Max Horz B=127(load case 7) Max Uplift B=- 647(load case 7), I=- 871(load case 8) Max Gray B= 2146(load case 2), I= 3361(load case 3) FORCES (Ib) - TOP CHORD BOT CHORD WEBS BRACING TOP CHORD Sheathed or 1-8 -7 oc purlins, except 2 -0-0 oc purlins (2 -8-11 max.): D -G. BOT CHORD Rigid ceiling directly applied or 8-0-13 oc bracing. First Load Case Only A -B =61, B- C= -3593, C-D =3503, D-E=-76, D-0= -4853, F-0= -4853, F -G =5488, G-H=-5850, H -I =5867, I-J=61 B -N =3128, M -N =3167, L -M =3167, K- L=4853, I -K =5153 C -N =50, D-N =118, D-L =1925, F -L =-810, F -K =737, G -K =1532, H -K =164 NOTES 1) Design Toad Is based on 25.0 psf specified roof snow Toad. 2) Provide adequate drainage to prevent water ponding. 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) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. 5) Special hanger(s) or connection(s) required to support concentrated load(s) 554.71b down and 223.21b up at 20-5-8 on top chord, and 1993.2Ib down and 584.0Ib up at 20 -0-12 on bottom chord. Design for unspecified connections) Is delegated to the building designer. LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (ptf) Vert: A -D= -64.0, D-E= -64.0, D -0 =14.0, G -0= -64.0, G -J= -64.0, B -K =20.0, I -K= -47.7 Continued on page 2 4EL Warring • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII•7473 BEFORE USE Design valid for use only with MiTak connectors. This design Is based only upon parameters shown, and is for an IndMdual buNding component to be Installed and loaded vertically. Appleabifrty of design paramenters and proper Incorporation of component Is responsibility of building designer - not buss designer. Bracing shown is for lateral support of individual web members orgy. Additional temporary bracing to insure stability during construction is the responslblUy 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 .nu bracing, consult OST-88 Dually Standard, DSB-89 Bracing Specification, and HIB-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 Mir MliTek° Job 2550B -3C Truss BIG Truss Type MONO CAL HIP Oty 1 Ply 1 BAY DEVELOPMENT#5 -215 PLAN 2550 -B3C mis R9334994 Job Reference (optional) AM11■13MC WEST. EVERETT. WA 98205 -3212 5.000 s Feb 19 2003 MWTek Industries. Inc. Fri Jun 06 16:10:34 2003 Page 1 0-0-0 5-6-12 5-6-12 6.00 fl F 7-10-3 6x6 = 2-3-7 8- G1 -13 IA 1.5x4 II .1111111111 I EN D 0.0.0 3x4 5-6-12 5-6-12 F 3x10 II 8.0.0 2 -5-4 4x40.0 Scale a 11.6 Plate Offsets (X,Y): (8:0 -2- 12,0 -2-8) LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 40BLCDL 10.0 UMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 6 DF 2100F 1.8E WEBS 2 X 4 HF Stud SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code UBC97 /ANSI95 CSI TC 0.72 BC 0.75 WB 0.56 DEFL in (loc) 1/defl Vert(LL) -0.04 A -F >999 Vert(TL) -0.08 C >327 Horz(TL) 0.01 E n/a 1st LC LL Min Udei1= 240 PLATES MI120 Weight: 39 Ib GRIP 185/148 REACTIONS (Ib /size) A= '1748/0 -5-8, E= 1731/0 -3-0 Max Herz A= 114(load case 6) Max Uplift A= 214(load case 7), E= 258(Ioad case 6) Max Gray A= 1762(load case 2), E= 1731(load case 1) FORCES (Ib) - First Load Case Only TOP CHORD A-B=-1235, B- C=-34, B-D=3, D -E=-15 BOT CHORD A-F =1112, E -F =1031 WEBS B -F =1483, B-E —1636 BRACING TOP CHORD Sheathed or 3-10 -5 oc purlins, except end verticals, and 4 -0-0 oc purlins: B -D. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. NOTES 1) Design Toad is based on 25.0 psi specified roof snow bad. 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads per Table No. 16-B, UBC -97. 4) Girder carries tie-In span(s): 20-0-0 from 0-0-0 to 8-0-0 5) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2 -10d nails. LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (p11) Vert: A- B= -64.0, B-C= -64.0, B-D=-14.0, A-E=-388.4 Warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE FADE MII•7473 BEFORE USE Design vaid 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 paramentara 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 b 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 Quality Standard, DSB-89 Bradng Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 EXPIRES: 01 -24-04 June 9,2003 Nt MiTee Job Truss Truss Type Qty Ply BAY DEVELOPMENT #5 -215 PLAN 2550 -B3C mis R9334995 2550B-3C B2 COMMON 4 1 Job Reference (optional) b -0-o -2-0-0 2-0-0 6.7 -14 8.7 -14 .000 s Feb 19 2003 MITek Industries, Inc. Fri Jun 0616:10:35 2003 Page 0-0-0 14-0-0 7-4-2 1 21-4 -2 4x6 11 D 7-4-2 28 -0-0 6-7 -14 30-0-0 2 -0-0 Scale =1:52.3 0-0.0 Plate Offsets (X,Y): 9-4-0 9-4-0 [B:0 -8-0,0 -0-61, (F:0- 8- 0,0 -0-6) 18.8-0 9-4-0 0-0-0 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 (hoc) 1/detl 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/def1= 240 PLATES M1120 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(load 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 B-J =1647, I-J =1101, H -I =1101, F -H =1647 WEBS C- J=-369, D-J =560, D-H =560, E-H=-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 load nonconcurrent with any other live bads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard Warning • Verify design paraanatars and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.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 paramenlem 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 bradng to Insure stability during constmction is the responsibility of the erector. Additional permanent bradng 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 Spedfcatlon, and HIB-91 Handli g Installing and Bracing Recommendation available from Truss Plata Institute, 583 D'Onordo Drive, Madison, WI 63719 EXPIRES: 01-24-04 June 9,2003 0 MiTek° Job Truss Truss Type Oty Ply BAY DEVELOPMENT #5-215 PLAN 2550 -B3C mis R9334996 2550B -3C B2A CAL HIP 1 1 Job Reference (optional) 04-0 82 ETT, WA 9 -2 -0-0 2 -0-0 4-11-5 4 -11.5 9 -6-12 9- 111 14-0-0 4-7-7 0-4-15 4-0-5 4x4 ;000 s Feb 19 2003 MiTek In st es, nc. 18-0-5 181-.5.41 23 -0-11 4-0-5 0 -4-15 4-7-7 un IT; r: . 1 28 -0-0 ag o'0 4 -11 -5 1 30 -0-0 1 2 -0-0 Scale = 1:54.0 0-0-0 9-6-12 9-6-12 18 -5-4 8 -10-8 1 0-0-0 28-0-0 9-6-12 Plate Offsets (X,Y): (B:0 -8 -0,0 -0-61, [H:0- 8- 0,0 -0-6) LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 •LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF 1650F 1.5E WEBS 2 X 4 HF Stud SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.87 BC 0.82 WB 0.29 DEFL in (loc) I/defl .Vert(LL) -0.21 J -L >999 Vert(TL) -0.45 J -L >736 Horz(TL) 0.07 H n/a 1st LC LL Min Udefl = 240 PLATES MI120 Weight: 111 Ib GRIP 185/148 BRACING TOP CHORD Sheathed or 3-9-1 oc purlins, except 4 -0-0 oc purlins (4 -2 -12 max.): D -F. BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (Ib /size) B= 1299/05 -8, H= 1299/0 -5-8 Max Horz B=- 66(load case 8) Max Uplift B=- 298(load case 7), H — 298(Ioad case 8) Max Gray B= 1344(bad case 2), H= 1344(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD A -B =28, B-C=-1950, C-D=-1685, D-E=-1514, E-F=-1514, F-G=-1685, G-H=-1950, H -I =28 BOT CHORD B -L =1720, K -L =1643, J -K =1643, H-J =1720 WEBS C-L=-217, D- L=418, E -L =-188, E -J =188, F- J=418, G-J=-217 NOTES 1) Design load is based on 25.0 psf specified roof snow Toad. 2) Unbalanced snow Toads have been considered for this design. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live Toads per Table No. 16-B, UBC -97. 5) Design assumes 4x2 (flat orientation) puriins at oc spacing indicated, fastened to truss .TC w/ 2 -10d nails. LOAD CASE(S) Standard 41111 Warning - Verity design parameters and READ NOTES ON THIS MW INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with Mrrek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicab5ty of design paramenters end 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 responsbiNMy of the erector. Additional permanent bracing of the overall structure is the responslbilMy of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 Quality Standard, OSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 63719 EXPIRES: 01 -24 -04 June 9,2003 MiTek° Job 2550B -3C Truss B3 - -_ _ Truss Type COMMON Qty 1 Ply 2 BAY DEVELOPMENT #5 -215 PLAN 2550 -B3C mis R9334997 Job Reference (optional) WES1,om�+vvcat,0- 0rcnl r -2 -0-0 2-0-0 7 -5.4 7.5.4 .UUU se 1t) LUU3 Mi reK Int7ustnes, Inc. Fn Jun 06 16:10 :37 2003 Page 14.0.0 8-6-12 44 II D 17 -2 -12 3-2-12 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], (I:0- 4 -0,0 -5-0] • LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) Udell 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 lncr 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 lb LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 6 DF 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 (lb/size) G= 5262/0 -5-8, B= 2953/0 -5-8 Max Harz B= 115(Ioad case 7) Max Uplift G= 1136(bad case 8), B=- 839(Ioad case 7) Max Gray G =5483(Ioad case 3), B =3101(bad case 2) FORCES (lb) - 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 -1 =8356, G -H =8356 WEBS C-L =138, C-J=-574, D-J =4105, E -J= -4355, E -I =4588, F-I=-1925, F -H =1544 NOTES 1) Special connection required to distribute bottom chord bads 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 Toad Is based on 25.0 psf specified roof snow load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads per Table No. 16-B, UBC -97. 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 connection(s) Is delegated to the building designer. LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (ptf) Vert: A -D= -64.0, D- G= -64.0, B -1 =20.0, G -I =293.0 Continued on page 2 EXPIRES: 01-24-04 Warning • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 14I1•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. Applcabilly of design paramentera and proper incorporation of component Is responsibility of bolding designer - not buss designer. Bracing shown b for lateral support of Individual wob 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 DST-88 Quality Standard, DSB-89 Bracing Specification, and 1115-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onohb Drive, Madison, WI 53719 June 9,2003 M iTe k� ;t'Fft7M'�,► • Job Truss Truss Type Qty Ply BAYDEVELOPMENT#5-215 PLAN 2550 -B3C mis R9334998 2550B-3C B3A CAL HIP 1 1 Job Reference (optional) 0.. .000 s Feb 19 2003 MiTek Industries, Inc. Fri Jun 06 16:10:38 2003 Page -2 -0.0 4 -11 -5 9-642 11-11-11 14 -0-0 16 -0.5 18 -5-4 2.0.0 4 -11 -5 4.7 -7 2-4-15 2.0.5 2 -0-5 2-4.15 4x4 E H 23 -0.11 4-7 -7 1 28-0-0 4-11 -5 i 30-0-0 2-0-0 Scale =1:54.0 0-0-0 9-6-12 9-6-12 18 -5-4 8-10 -8 0-0-0 28-0-0 9-6-12 Plate Offsets (X,Y): (B:0- 1- 11,Edge), (J:0- 1- 11,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 CSI TC 0.72 BC 0.58 WB 0.33 (Matrix) DEFL in (Ioc) Vert(LL) 0.18 J -L Vert(TL) -0.36 J -L Horz(TL) 0.07 J 1st LC LL Min l/defl = 240 I/defl >999 >928 n/a PLATES MI120 Weight: 116 lb GRIP 185/148 LUMBER TOP CHORD BOT CHORD WEBS REACTIONS 2X4HFNo.2 2 X 4 HF 1650F 1.5E 2 X 4 HF Stud (lb/size) B= 1331/0 -5-8, J= 1331/0 -5-8 Max Harz B= 101(load case 7) Max Uplift B=- 334(load case 7), J= 334(Ioad case 8) Max Gray B= 1355(Ioad case 2), J= 1355(load case 3) FORCES (lb) - TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD Sheathed or 3 -9 -3 oc purtins, except 4 -0-0 oc purlins (4 -4 -14 max.): D -G. Rigid ceiling directly applied or 10 -0-0 oc bracing. First Load Case Only A -B =57, B-C =2109, C-D =1849, D-E=-72, D-0 =1608, F -0= -1608, F- P= -1608, G-P=-1608, G-H=-72, G- I= 1849,1,1=2109, J -K=57 B -N =1804, M -N =1725, L -M =1725, J-L =1804 C-N=-206, D- N=405, F-N=-172, F-L=-172, G- L=405, I-L=-206 NOTES 1) Design Toad Is based on 25.0 psf specified roof snow load. 2) Unbalanced snow Toads have been considered for this design. 3) Provide adequate drainage to prevent water ponding. 4) 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. 5) Design assumes 4x2 (flat orientation) purtins at oc spacing Indicated, fastened to truss TC w/ 2 -10d nails. LOAD CASE(S) Standard Wanting - Verify daalgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE 11[1 esign vald for use only with MITak connectors. This design b based only upon parameters shown, and b for an individual building component to be nstalled and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss esigner. Bracing shown b for lateral support of Individual web members oily. Addtbnal temporary bracing to Insure stability during construction b the espo of the erector. Additional permanent brackg of the overall structure Is the responelbHRy o1 the building designer. For general guidance egarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bradng Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Thus Plata Institute, 583 D'Onohlo Drive, Madison, WI 53719 EXPIRES: 01 -24 -04 June 9,2003 Q MiTek, • Job Truss Truss Type Qty Ply BAY DEVELOPMENT/6-215 PLAN 2550 -B3C mis R9334999 2550B-3C B4 COMMON 7 1 Job Reference (optional) , .. �...... , .. �. � . 0 -0-0 -2 -0-0 2-0.0 6-7.14 6 -7 -14 } .UOU s Feb 19 2003 MITek Industries, Inc. Fn Jun 06 16:10:3 X03 Page 14.0 -0 7-4 -2 17 -2-0 3-2-0 4x6 11 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 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.83 BC 0.82 WB 0.71 DEFL in (Ioc) I/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 1/defl = 240 PLATES M1120 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 B= 174(load case 6) Max Uplift B=- 226(load case 7), F= 163(load 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 purtlns, 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 load. 2) Unbalanced snow Toads 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. LOAD CASE(S) Standard 41111 Wanting - Verify dealpn parameters and READ NOTES OH THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MITek connectors. This design b based only upon parameters shown, and Is for an Individual bolding component to be Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component is responsibility of bulding designer- not truss designer. Brad rig shown is for lateral support of Indvidual 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 responalbtllty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling installing and Bracing Recommendation available from Truss Plate institute, 583 D'Onofrlo Drive, Madison, WI 63719 EXPIRES: 01 -24 -04 June 9,2003 mil[° MiTek° Job Truss Truss Type Qty Ply BAY DEVELOPMENT#5 -218 PLAN 2550 -B3C mils R9396263 2550B-3C 85 COMMON 1 1 �• •„ `• � .... Job Reference (optional) ,0.0.0 „ -2 -0-0 2-0-0 .uuU s Jun i Zuu3 MI l eK Induslfies, Inc. Fri Jun 13 15:21:36 2003 Page 14 -0.0 14 -0-0 28-0-0 3x4 = M 14 -0-0 Scale = 1:50.3 3x4 i AS AR AQ AP AO AN AM AL AK Al Al AH AG AF AE AD AC 3x4 = 0-0-0 28-0-0 3x4 28-0-0 Plate Offsets (X,Y): [B:0 -2- 10,0 -1- 8),(X:0 -2- 10,0 -1-8) LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 •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 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 (Ioc) t/defl Vert(LL) n/a - n/a Vert(TL) -0.06 A >413 Horz(TL) 0.00 X n/a 1st LC LL Min 1 /deft = 240 PLATES MI120 Weight: 160 lb GRIP 185/148 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= 286/28 -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(load 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(load case 8), AF= 16(load case 8), AE= 11(load case 8), AD= 11(Ioad case 8), AC= 12(load case 8), AB= 11(Ioad case 8), AA= 12(load case 8), Z= 9(load case 8), Y= 19(load case 8) Max Grav B= 339(load case 2), X= 86(load case 3), AI= 100(Ioad case 2), AH= 96(Ioad case 3), AJ= 80(Ioad case 2), AL= 124(load case 2), AM= 130(load case 2), AN= 128(Ioad case 2), A0= 128(load case 2), AP= 131(Ioad case 2), AQ= 121(load case 2), AR= 160(load case 2) , AS= 85(Ioad case 4), AG= 90(load case 3), AF= 131(Ioad case 3), AE= 129(load case 3), AD= 129(load case 3), AC= 129(load case 3), AB= 127(load case 3), AA= 134(load case 3) , Z= 105(load case 3), Y= 198(load case 3) FORCES (lb) - 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- 11= -32, H- 1 =-32, I- 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=0, AR -AS =0, AQ -AR =0, AP -AQ =0, AO -AP =0, AN -A0=0, AM -AN =0, AL -AM =0, AK -AL =O, AJ- AK =11, AI- AJ =11, AH- AI =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- AI =-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- AA=88, V-Z=-74, W -Y =-120 Continued on page 2 EXPIRES: 01-24-04 June 16,2003 Warning - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII -7473 BEFORE USE Design valid for use only with MhTek connectors. This design Is based only upon parameters sho m, 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 buidirg designer - not buss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stablity during construction is the respanaibiNNy of the erector. Additional pennanenl bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, =suit QST-88 Quality Standard, DSB -89 Bracing Specification, end HIB-91 Handling Installing and Bracing Recommendation available from Truss Plata Institute, 883 D'Onofrio Drive, Madison, WI 53719 MiTek° Job Truss Truss Type Qty Ply BAY DEVELOPMENT #5-218 PLAN 2550 -B3C mis R9396264 2550B -3C C1 COMMON 1 1 Job Reference (optional) 411 , tVt 0.0.o, -2 -0-0 2 -0-0 .000 s Jun si 2003 MI 1 eK Inaustnes, Inc. rn Jun 1a 1b:21:38 21703 Page 7-8-12 7.8.12 15 -5-8 3z4 = 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): (B:0 -2- 10,0- 1- 8),IN: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 0.29 BC • 0.14 WB 0.02 (Matrix) DEFL in (loc) I/defl Vert(LL) n/a - n/a Vert(TL) -0.05 0 >454 Horz(TL) 0.00 N n/a 1st LC LL Min I/defl = 240 PLATES MI120 Weight: 70 Ib GRIP 185/148 LUMBER TOP CHORD 2 X 4 HF 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 purlins. 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, 8=77/15-5-8, R= 112/15 -5-8, Q= 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(Ioad case 8), R=- 8(load case 8), Q= 35(Ioad case 8) Max Grav B= 336(Ioad case 2), N= 336(load case 3), U= 84(load case 2), T= 84(load case 3), V= 92(load case 2), W= 128(load case 2), X= 146(Ioad case 2), Y= 108(load case 4), S= 92(load case 3), R= 128(load case 3), Q= 146(Ioad case 3), P= 108(load case 4) FORCES (Ib) - First Load Case Only TOP CHORD A -B=55, B- C=-60, C-D=-30, D- E=-30, E- F=-31, F-G=-20, G- H=-30, H -I=-30, I- J = -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- Q=-87, M -P=-89 NOTES 1) This truss has been checked for uniform roof live Toad only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h=8ft; TCDL= 4.2psf; BCDL= 6.0psf; occupancy category 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 Toads per Table No. 16-B, UBC -97. Continued on page 2 11 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MiTek connedora. 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 -rat buss designer. Bracing shown Is for lateral support of Individual web members only. Addtional temporary bracing to Insure stability during construction Is the responsibilliry of the erector. Additional permanent bracing of the overall.Wdure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, eredbn and bracing, consult OST-88 OuaNty Standard, DSB-89 Bmdng Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onafrio Drive, Madison, WI 83718 EXPIRES: 01 -24 -04 June 16,2003 mot° MiTek° Job Truss Truss Type Qty Ply BAY DEVELOPMENT#5 -218 PLAN 2550 -B3C mis R9396264 2550B-3C C1 COMMON 1 1 Job Reference (optional) .000 s Jun 9 2003 MITeK Intlustnes, Inc. Fn Jun 13 15:21:38 2003 Page NOTES 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 Ib uplift at joint 9, 93 Ib uplift at joint N, 15 Ib uplift at joint V, 7 Ib uplift at joint W, 36 Ib uplift at Joint X, 17 Ib uplift at joint S, 8 Ib uplift at joint R and 35 Ib uplift at joint Q. LOAD CASE(S) Standard lit Warning • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.74T3 BEFORE USE Design valid for use only with MITek connectors. This design is based only upon parametera shown, and Is for an IndMdual bolding component to be Installed and loaded vertically. ApplicablYy of design pammentara and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of IndMdual 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 r]ST -88 Duality Standard, 13513-89 Bracing Specification, and HIB-91 Handling Instating end Bracing Recommendation available from Truss Plate Institute, 683 D'Onofrio Drive, Madison, WI 53719 Nt MiTele Job Truss Truss Type Qty Ply BAY DEVELOPMENT#5-218 PLAN 2550 -B3C mis R9396265 2550B -3C • C2 SCISSORS 2 1 Job Reference (optional) •_BMCVVEST. EVER, WA 1 -2 -0-0 2-0-0 .000 s Jun 9 1003 MITex Indusules, Intl. t ri Jun 13 15:21:39 Z0U3 OP-0age 7-8-12 7-8-12 1 15-5-8 4x4 = C 7 -8-12 17-5-8 1 2 -0-0 Scale: 3/8' =1' 74-12 7 -8 -12 Plate Offsets (X,Y): (B :0-1- 12,0- 1- 81,(D:0 -1- 12,0 -1-81 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress incr YES Code UBC97 /ANSI95 LUMBER TOP CHORD 2 X 4 HF 1650E 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 DEFL in (Ioc) 1/defl Vert(LL) -0.18 B -F >987 Vert(TL) -0.38 B -F >479 Horz(TL) 0.10 D Na 1st LC LL Mini/deft = 240 PLATES MI120 Weight: 46 Ib GRIP 185/148 REACTIONS (Ib /size) B= 773/05 -8, D= 77310 -5-8 Max Horz B= 58(load case 8) Max Uplift B= 200(load case 7), D= 200(load 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-0-1284, D -E =27 BOT CHORD B -F =1171, D -F =1171 WEBS C-F =718 BRACING TOP CHORD BOT CHORD Sheathed or 3-6 -8 oc purlins, Rigid ceiling directly applied or 10 -0-0 oc bracing. NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANSI95; 85mph; h=8ft; TCDL= 4.2psf•, BCDL= 6.0psf; occupancy category 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 psi specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) Bearing at joint(s) B, D 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 200 lb uplift at joint B and 200 Ib uplift at joint D. LOAD CASE(S) Standard lit blaming - Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MITelt connectors. This design b 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 Is for lateral support of individual web members only. Additional temporary bracing 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 bracing, consult OST-88 Duality Standard, D59-89 Bracing Specification, and 1118-91 Handling Installing and Bracing Recommendation available from Thus Plata Institute, 583 D'Onofrio Drive, Madison, WI 53719 EXPIRES: 01 -24 -04 June 16,2003 t� MiTek° Job Truss Truss Type Qty Ply BAY DEVELOPMENT#5-218 PLAN 2550 -B3C mis R9396266 2550B-3C C3 SCISSORS 6 1 �- __ _ Job Reference (optional) ...,., ._... , ., ., .UUU s JUn U ZOU3 Ml iex Intlustnes, Inc. Fri Jun 13 13:21:40 2003 Page 7-8.12 7-8.12 15-4-0 4x4 = 7 -7-4 0-0-0 Scale s 1:28.0 0-04x4 { 7-8.12 7 -8 -12 3x3.6;0 15-4.0 7 -7-4 dr 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 1/deft = 240 PLATES M1120 Weight: 41 Ib GRIP 1851148 •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 Harz A= 38(Ioad case 6) Max Uplift M- 138(Ioad case 7), C= 137(load case 8) FORCES (Ib) - First Load Case Only TOP CHORD A-B=-1289, B-C =1292 BOT CHORD A-D=1177, C-D =1177 WEBS B -0 =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 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 load. 4) Unbalanced snow loads have been considered for this design. 5) Thls truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 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 138 ib uplift at Joint A and 137 Ib uplift at joint C. LOAD CASE(S) Standard Warning • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE Design void for use only with MiTek connectors. This design b based only upon parameters shown, and b for an individual building component to be Installed and loaded vertically. Applicability of design paramentera 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 atabiity during construction b the responsbtiity of the eroder. Additional permanent txadng of the overall structure Is the msponsiWiity of the building deafgner. For general guidance regards g fabrication, quality control, storage, delivery, erection and bracing, consult QST-88 Quality Standard, 058-89 Bracing Specification, and HIB-91 Handli g Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 LiLtiw.i2:¢,,+ EXPIRES: 01 -24 -04 June 16,2003 1111. MiTek° - Job 25508 -0C Truss C4 Truss Type COMMON Qty 1 Ply 1 BAY DEVELOPMENT #5 -218 PLAN 2550 -B3C cots R9396267 Job Reference (optional) MC WEST, E ERETT, WA 98205 -3212 5.000 s Jun 2003 N 1Tek Industries. Inc. Fri Jun 13 15:21:41 2003 Pa 1 Pan 4 -3 -10 4-3-10 { 7-8-12 3-5-2 11 -1 -14 4x6 11 3-5-2 1 0-0-0 15 -4-0 4-2-2 Scale =1:26.5 1 4 -3-10 4-3.10 1 7-8-12 3-5-2 1 11 -1 -14 3-5-2 15-4-0 4 -2 -2 1 Plate Offsets (X,Y): [A:0 -3- 10,0- 2 -0),(E :0-1- 12,0- 2- 0],[G:0- 4 -0,0 -4-8) LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 "'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 -G 2 X 4 HF No.2 SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code UBC97 /ANSI95 CSI TC 0.54 BC 0.69 WB 0.58 (Matrix) DEFL In (Ioc) I/deft 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 I/defl = 240 PLATES M1120 Weight: 70 Ib GRIP 185/148 REACTIONS (Ib /size) A=2864/0 -4.0, E= 2965/0 -4-0 Max Horz A=42(load case 6) Max Uplift A= 373(bad case 7), E =- 380(Ioad case 8) FORCES (Ib) - First Load Case Only TOP CHORD A-B=-4885, B-C =-3420, C- D= -3420, D-E =-4820 BOT CHORD A- 1=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 puffins. 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 lift; TCDL= 4.2psf•, BCDL =6.0psf; occupancy category II; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load is based on 25.0 psf specified roof snow load. 4) 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 373 Ib uplift at Joint A and 380 Ib uplift at joint E. 6) Girder carries tie-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 (p1) Vert: A- I= -20.0, E- I=- 331.5, A- C= -64.0, C -E= -64.0 IRWarning • 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. Appicabllity of design paramentens and proper Incorporation of component u responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stablity during construction Is the responelbliity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regandirg fabrication, quality control, storage, delivery, erecUon and bradng, consult QST-88 Quality Standard, DSB-89 Bradng Specification, and HIB-91 Handling Installing and Bracing Recommendation evadable from Truss Plate Institute, 583 D'Onohlo Drive, Madison, WI 53719 EXPIRES: 01 -24 -04 June 16,2003 0 MiTekti "1 I0-0-0 NOTt Job Truss Truss Type Qty Ply BAY DEVELOPMENT #5 -215 PLAN 2550 -B3C mis R9335005 2550B-3C D1 COMMON 1 1 .....- ..._..- _. _--__ .... __. _ Job Reference (optional) 1 15-4-0 15.4.0 8.00 pr .UUU se 18 2003 MITeK lntlustries, Inc. Fri Jun 0616:10 :47 2003 Page 1 30-9-8 3x4 = M 11 i 15-5-8 S T U V W 1 32.9.8 1 2-0-0 Scale = 1:54.2 x4• _... • • AU : • •. ...... .....: ...... .... :: a ..... .:...•.: .�. :..:.. .: . 3 0-0-0 AW AV AT AO AN AM AL AK XI 3x4 = 30 -9-8 AH AG AF AE AC 3x4 30 -9-8 Plate Offsets (X,Y): (Y: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 CS1 TC 0.37 BC 0.16 WB 0.09 (Matrix) DEFL in (Ioc) 1/defl Vert(LL) n/a - n/a Vert(TL) -0.06 Z >403 Horz(TL) 0.00 Y n/a 1st LCLL Min I/defl =240 PLATES MI120 Weight: 186 Ib GRIP 185/148 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 OTHERS 2 X 4 HF Stud/Std BRACING TOP CHORD BOT CHORD Sheathed or 6 -0-0 oc purlins. Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (Ib /size) A= 75/30 -9-8, Y= 286/30 -9-8, AM= 69/30 -9-8, AK= 69/30 -9-8, AN= 83/30 -9-8, A0= 113/30 -9-8, AP= 112/30 -9-8, AQ= 112/30 -9-8, AR= 112/30 -9-8, AS= 112/30 -9-8, AT= 111/30 -9-8, AU= 117/30 -9-8, AV= 91/30 -9-8, AW=172/30-9-8, AJ= 83/30 -9-8, AI= 113/30 -9-8, AH= 112/30 -9-8, AG= 112/30 -9-8, AF= 112/30 -9-8, AE= 112/30 -9-8, AD= 113/30 -9-8, AC= 107/30 -9-8, AB= 134/30 -9-8, AA= 64/30 -9-8 Max Horz A= 106(Ioad case 7) Max Uplift Y=- 66(Ioad case 8), AN=- 8(load case 7), A0=-15(load case 7), AP - 11(load case 7), AQ - 11(load case 7), AR=-12(load case 7), AS= 11(Ioad case 7), AT= 11(load case 7), AU= 12(load case 7), AV - 9(ioad case 7), AW= 23(load case 7), A..1=- 6(load case 8), A1 - 17(load case 8), AH - 11(load case 8), AG - 11(Ioad case 8), AF - 12(load case 8), AE= 11(load case 8), A0 - 13(Ioad case 8), AC =6(load case 8), AB=-36(load case 8) Max Grav A= 86(Ioad case 2), Y= 339(load case 3), AM= 83(Ioad case 2), AK83(Ioad case 3), AN= 95(Ioad case 2), A0= 130(Ioad case 2), AP= 129(load case 2), AQ= 129(load case 2), AR= 129(load case 2), AS= 129(load case 2), AT= 128(load case 2), AU= 134(load case 2), AV= 105(ioad case 2), AW= 197(load case 2), AJ= 95(load case 3), A1= 130(Ioad case 3), AH= 129(load case 3), AG= 129(load case 3), AF= 129(Ioad case 3), AE= 128(load case 3) , AD= 130(load case 3), AC= 122(Ioad case 3), AB= 156(Ioad case 3), AA= 92(Ioad case 4) FORCES (Ib) - First Load Case Only TOP CHORD A -B =21, B-C=-36, C-D=-30, D-E=-31, E- F=-31, F-G -31, G- H=-31, H-I=-31, I- J=-32, J- K=-32, K- L = -21, L- M=-31, M-N=-31, N -0-21, 0-P=-32, P- Q=-32, Q- R=-31, R-S=-31, S- T=-31, T-U=-31, U 4=31, V-W=-32, W-X=-29, X-Y=-58, Y -Z =55 BOT CHORD A -AW =O, AV -AWE, AU -AV =0, AT -AU =0, AS -AT =0, AR -AS =0, AQ -AR =0, AP-A0=0, AO -AP =0, AN -A0 =0, AM -AN =0, AL -AM =0, AK- AL =11, AJ- AK =11, AI- AJ =11, AH- AI =11, AG- AH =11, AF- AG =11, AE- AF =11, AD- AE =11, AC- AD =11, AB- AC =11, AA- AB =11, Y -AA =11 WEBS L- AM =-60, N- AK =-60, K- AN =-61, J- A0=86, I- AP = -86, H- AQ =-85, G-AR=-85, F- AS =-85, E- AT =-85, D-AU=-88, C-AV=-74, B -AW =121, O- AJ =-61, P- AI =-86, Q- AH = -86, R- AG =-85, S- AF =-85, T- AE =-85, U-AD=-86, V-AC=-84, W- AB=91, X -M= -74 Continued on page 2 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design paramontere 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 oonabuclbn Is the responsiblitty of the erector. AddlUcnal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, dolNery, enaction and bradng, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and 188-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719 EXPIRES: 01 -24 -04 sac June 9,2003 Plat MiTek° Job Truss Truss Type Qty Ply BAY DEVELOPMENT #5.215 PLAN 2550 -B3C mis R9335006 2550B -3C D2 VAULTED 3 1 b. ^• _^ _ '� • • ^^,^ Job Reference (optional) 5-3-0 5-3-0 10.3 -8 5-0-8 6.00 (i2' 15-4-0 5-0-8 .UUU se 1 I ZUU3 MI ieK InOustnes, Inc. Fri Jun 0616:10:49 2003 PageO 17 -9-8 2-5-8 4x4 = D 21 -10 -14 4-1-6 26-0-4 4-1-6 30-9-8 1.5x4 4-9-4 32-9-8 2 -0-0 Scale = 1:55,1 4x4 = 0-0-0 4 -9-8 4-9-8 Plate Offsets (X,Y): N 5x8 = 0.0-0 513.3 0-5-8 (H:0- 0- 10,Edge) 10-3 -8 5.0.8 15-4-0 5-0-8 17 -9-8 2-5-8 23 -11 -9 6.2 4 30.9 -8 6-9 -15 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 10.0 . BCDL LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES • Code UBC97 /ANSI95 CSI TC 0.66 BC 0.75 WB 0.70 DEFL in (loc) Udefl Vert(LL) -0.19 J >999 Vert(TL) -0.35 J -K >863 Horz(TL) 0.18 H n/a 1st LC LL Min Udefl = 240 PLATES MI120 Weight: 125 Ib GRIP 185/148 BRACING TOP CHORD BOT CHORD REACTIONS (Ib /size) A= 537/0.4 -0, N= 2177/0 -5.8, H= 1055/0 -5-8 Max Horz A= 102(Ioad case 8) Max Uplift A=- 627(load case 3), N=- 424(load case 7), H — 282(Ioad case 8) Max Gray A= 75(load case 7), N =2177(Ioad case 1), H =1123(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD A-B =1575, B -C- --348, C-0 =-886, D-E =-886, E-F=-1579, F-G=-2434, G-H=-2710, H -1 =27 BOT CHORD A-N =1388, M-N= -1527, L -M =321, K-L =1456, J -K =2029, HJ =2450 WEBS B-N=-1708, B-M =1856, G-M= -828, C-L =547, D-L =552, E- L= -1188, E-K =1113, F-K=-584, F-J =360, G-J -209 Sheathed or 2 -11-4 oc purlins. Rigid ceiling directly applied or 4-4 -13 oc bracing. NOTES 1) Design Toad is based on 25.0 psf specified roof snow load. 2) Unbalanced snow Toads 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) Bearing at joints) H considers parallel to grain value using ANSIITPI 1 -1995 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard Wambp - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAOE MII.7473 BEFORE USE Design veld for use ony wth MiTek connectors. This design Is baud only upon parameters shown, and Is for an Individual building component to be Installed and loaded verdcally. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Adctionai 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 Quality Standard, 058-89 Bradng Specification, and HIB-91 Handling Instalkg and Bracing Recommendation avalable from Toms Plate Institute, 583 D'Onofrlo Drive, Madison, WI 53719 EXPIRES: 01 -24 -04 Sfm+..t.,vn vr,. -.,. .-., lvs;. cr„.. y.Ya'T^F*rry..sC- .,Y•i,,.., -,,. , : m- ...- .,b,aarix" may,+:. et•+ »»'ss"t�,•`+r�,.,,.,<"�„':, June 9,2003 MIL MiTek° rvr�.r KMlmn0 (I Job Truss Truss Type Qty Ply - BAY DEVELOPMENT#5 -215 PLAN 2550 -B3C mis R9335007 2550B -3C D3 VAULTED 3 1 Job Reference (optional) 5-3-0 5-3-0 10 -3-8 5 -0-8 .uUU s Feb 18 ZUU3 MU eK Inciustnes, Inc. Fn Jun 06 16:10:50 2003 Page 1 0 -0-0 15-4-0 17 -9-8 21-10-14 5-0-8 2-5-8 4-1-6 4x4 = D 26-0-4 4-1-6 30-4-0 4 -3-12 1 Scale =1:53.3 4 -9.8 4 -9-8 Plate Offsets (X,Y): 5131 10-3-8 0-5-8 5-0-8 [H:0 -0- 12,0 -1 -7], H:0 -2- 11,0 -11 -91 15 -4-0 5-0-8 17 -9-8 2 -5-8 23-11-9 6-2 -1 30-4-0 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 Incr YES Code UBC97 /ANSI95 CSI TC 0.63 • BC 0.71 WB 0.67 DEFL in (Ioc) I/defl Vert(LL) -0.17 1 >999 Vert(TL) -0.32 1-J >931 Horz(TL) 0.17 H n/a 1st LC LL Min l/defl = 240 PLATES MI120 Weight: 123 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 Sheathed or 3-1-0 oc purlins. Rigid ceiling directly applied or 4 -7-4 oc bracing. REACTIONS (Ib /size) A=- 472/0 -4 -0, H= 909/0 -3 -0, M=2087/0-5-8 Max Horz A= 73(load case 6) Max Uplift A — 562(load case 3), H — 213(load case 8), M=- 418(load case 7) Max Gray A =72(load case 7), H= 945(load case 3), M =2087(Ioad case 1) FORCES (Ib) - First Load Case Only TOP CHORD A-B =1439, B- C= -403, C-D=-900, D-E=-900, E- F= -1580, F-G=-2340, G-H=-2555 BOT CHORD A-M —1268, L-M=-1400, K -L =372, J -K =1457, I -J =1984, H -I =2284 WEBS B-M=-1649, B-L =1779, C-L=-790, C- K=505, D -K =565, E-K =1165, E-J =1087, F-1 =537, F -1 =290, G- I = -129 NOTES 1) Design load Is based on 25.0 psf specified roof snow load. 2) Unbalanced snow Toads 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) Beveled plate or shim required to provide full bearing surface with truss chord at Joint(s) H. LOAD CASE(S) Standard Warning • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with I iTek connectors. This design b based only upon parameters shown, and b for an Individual building component to be Installed and traded 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 ony. Additional temporary bracing to Insure stability during construction b the responsblLty of the erector. Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding fabxbetion, quality control, storage, delivery, erectbn and bradng, consult QST-88 Quality Standard, DSB-89 Bradng Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plata Institute, 583 D'Onofdo Drive, Madison, WI 53719 EXPIRES: 01 -24 -04 June 9,2003 MIF MiTek° Job Truss Truss Type Qty Ply BAY DEVELOPMENT#5-215 PLAN 2550 -B3C mis R9335008 2550B-3C El COMMON 1 1 Job Reference (optional) BMC WEST, EVERETT, WA 98205- • 6.2 -12 .UUU se 1y ZUU3 MIfei Influstnes, Inc. Fn Jun U6 16 :10:51 2UOS rage 6-2-12 12 -5-8 3x4 = 6-2-12 Scale = 1:21.8 { 12 -5-8 12 -5-8 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 0.07 BC 0.04 WB 0.03 (Matrix) DEFL in (loc) I/deft Vert(LL) n/a - n/a Vert(TL) n/a - n/a Horz(TL) 0.00 K n/a 1st LC LL Min i/defl = 240 PLATES MI120 Weight: 48 lb GRIP 185/148 oLUMBER LM 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 (1b /size) A= 83/12 -5-8, K =83/12 -5-8, P= 81/12 -5-8, 0=81/12-5-8, Q= 84/12.5 -8, R= 87/12 -5-8, S= 190/12 -5-8, N= 84/12 -5-8, M= 87/12 -5-8, L=190/12-5-8 Max Horz A= 29(Ioad case 6) Max Uplift Q=-14(load case 7), R= 10(load case 7), S=- 20(load case 7), N - 15(load case 8), M= 10(ioad case 8), L= 20(load case 8) Max Gray A =93(Ioad case 2), K= 93(load case 3), P=81(load case 2), 0= 81(load case 3), Q= 100(load case 2), R= 100(load case 2), S= 218(load case 2), N =100(Ioad case 3), M =100(load case 3), L =218(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A -B =22, B-C=-39, C -D=-32, D-E=-22, E-F=-32, F-G=-32, G-H=-22, H- 1=-32, hJ =-39, J -K=-44 BOT CHORD A -S =12, R-S=12, Q -R =12, P -Q =12, O -P =12, N -0 =12, M -N =12, L -M =12, K -L =12 WEBS E- P=-60, G- 0=-60, D- Q=-63, C- R=-71, B -S =-133, H- N=-63, I -M =71, J- L=-133 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 M1120 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 load nonconcurrent with any other live Toads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard Warning • Varlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII•7473 BEFORE USE Design vald far 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 responabilty 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 responslbUiy of the erector. Additional permanent bracing of the overall atrudure is the responsibility of the building designer. For general guidance regarding fabrication, qually control, storage, delivery, erection and bracing, consult QST-86 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handlkg Installing and Bracing Recommendation available from Thus Plate Institute, 583 D'Onohlo Drive, Madison, WI 53719 EXPIRES: 01 -24 -04 June 9,2003 tm MiTek° Job Truss Truss Type Qty Ply BAY DEVELOPMENT #5-215 PLAN 2550 -B3C mis R9335009 2550B-3C F1 COMMON 1 1 �,..� ,.,. -� _ ^^. � Job Reference (optional) 0-0-0 , -2 -0-0 2-0-0 .UUU se 18 ZW3 MI teK mousines, IfC. f n Jun 06 16:10:53 2003 Page 11-5-8 11.5 -8 3x4 = K 22 -11-0 11 -5-8 11111111111.1111111161■ 3x4 0-0-0 22 -11-0 3x4 1 24 -11.0 2 -0-0 Scale ■ 1:44.0 22 -11-0 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 BCLL BCDL LUMBER TOP CHORD BOT CHORD OTHERS 7.0 0.0 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 0.05 (Matrix) DEFL in (loc) Vert(LL) n/a - Vert(TL) -0.06 U Horz(TL) 0.00 T 1st LC LL Min Udefl = 240 Udefl n/a >403 n/a PLATES MI120 Weight: 121 lb GRIP 185/148 REACTIONS 2X4HFNo.2 2X4HFNo.2 2 X 4 HF Stud/Std BRACING TOP CHORD BOT CHORD Sheathed or 6 -0-0 oc purtins. Rigid ceiling directly applied or 10 -0-0 oc bracing. (lb/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, AI= 113/22 -11 -0, AJ= 107/22.11 -0, AK= 134/22 -11 -0, AL= 64122 -11 -0, AB= 79/22 -11 -0, AA= 114/22 -11 -0, Z= 112/22 -11 -0, Y= 113/22 -11 -0, X= 107122 -11 -0, W= 134/22 -11 -0, V= 64122 -11-0 Max Horz B= 114(load case 7) Max Uplift B=- 69(load case 7), T - 79(bad case 8), AE - 15(load case 4), AF=- 8(load case 7), AG= 14(bad case 7), AH= 11(Ioad case 7), Al= 13(load case 7), AJ= 6(load case 7), AK - 36(load case 7), AB=- 11(bad 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(load case 2), T= 339(load case 3), AE= 60(load case 2), AC-- 92(Ioad case 3), AF= 96(Ioad case 2), AG= 131(ioad case 2), AH= 128(load case 2), AI= 130(load case 2), AJ= 122(load case 2), AK= 156(bad case 2), AL= 92(Ioad case 4), AB= 91(load case 3), AA= 131(load case 3), Z= 128(bad case 3), Y= 130(bad case 3), X= 122(load case 3), W= 156(toad case 3), V= 92(load case 4) 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, l-J -21, 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=0, AK -AL=O, AJ -AK =0, AI -AJ41, AH -Ai =0, AG -AH =0, AF -AG =0, AE -AFO, 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 FORCES (lb) - TOP CHORD BOT CHORD WEBS 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 A Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII -7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based ony upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design paramentera and proper Incorporation of component Is responsibility of building designer - not thus designer, Bracing shown is for lateral support of individual web members ony. Additional temporary bracing to Insure stability during consinrctfon Is the responabIity 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 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719 EXPIRES: 01 -24 -04 .a.s.;1.Hiu� �Ni.fNN}G ?LY�a June 9,2003 Nt MiTek� srvmwrts+e,,,,, ,;.rrr" *rre vnt •41iMlatf:?'.te},} t4!4 *;: Job Truss Truss Type Qty Ply BAY DEVELOPMENTS/5-215 PLAN 2550 -B3C mis R9335011 2550B -3C M1 MONO TRUSS 3 1 Job Reference (optional) •BMC WEST, EVERETT, 0-0-0 5.000 s Feb 19 2003 MTek Industries, Inc. Fri Jun 06 116:10:55 2003 Page -2 -0-0 2-0.0 4 -7-0 4.7-0 8 -11-0 4-4-0 1.5x4 II D 4.7-0 4.7-0 8-11-0 4-4-0 Scale = 1:27.9 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates lncrease 1.15 Lumber Increase t15 Rep Stress Incr YES Code UBC97 /ANSI95 CSI TC 0.44 BC 0.23 WB 0.21 DEFL In (Ioc) I/defl Vert(LL) -0.01 E -F >999 Vert(TL) -0.06 A >419 Horz(TL) 0.01 E n/a 1st LC LL Min I/defl = 240 PLATES MII20 Weight: 37 Ib GRIP 185/148 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud REACTIONS (Ib/size) B= 501/0 -5-8. E= 359/0 -2-0 Max Horz B =130(Ioad case 6) Max Uplift B=- 145(Ioad case 7), E= 97(load case 7) Max Gray B= 583(Ioad case 2), E= 412(ioad case 2) FORCES , (Ib) - Flrst Load Case Only TOP CHORD A -B =28, B-C=-373, C -0=-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 purllns, 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 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 bad nonconcurrent with any other live bads per Table No. 16-B, UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E. LOAD CASE(S) Standard Waminp - Verify design paramatars end READ NOTES! ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with At Tel connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Instakod and loaded vertically. Applicability of design paramenlars 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 respo nsbility of the erector. Additional pennanont bracing of the overetl structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quaky Standard, DSB-89 Bracing Specification, and HIB -91 Handing Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Orohb Drive, Madison, WI 53719 EXPIRES: 01 -24 -04 June 9,2003 MW MiTek`') 4 • T VI 7a m-0 mu, m0 4.70 c •0 O 0 0 0 0 c W rn 0' a 0 c m c O g', ° 00 0.0 (0 1• m 0. ONIOVI'S 1V1131V1 111 0:11" 51.q.. p n ''- <Q.0 om P(p0 0 3 co m m NOI1d1N31IO aNv NOI110O131d1d 3 0 rn rn r 0 Z ▪ c n O O 0 S th a N-9£OOL6'M-ZZ0096 VZCP6 'L996 L9-96 '1C-96 CONNECTOR PLATE CODE APPROVALS WEBS ARE NUMBERED FROM LEFT TO RIGHT TOP CHORD N TOP CHORD 'mapsAs 6uiaaquanN •3U1's8u1P1oH ®310111M £666 p. .. W N 7' O :O 00 . •• • Cn • 54 N -• ND � •O QO 007 7. 0 o3 �0C S% --9 0vin 003 C3 Q3 05"0 00 0 U n m ca 0 n 0 m ,m„'0 O �� a =Q f m n m 3 "'�.vmi 0-3 tm., \umi O 0n (D5-- Q O �,,, mC0 ZriO �m0 utp3 OS mmm 0 �0' (1.-1 0v) (D t^ 'd t^ 7_09 :'3 9�j0: coa p c :..9 10 9- 0 O< 0 0(0 S(p 7 O CD 0 Q N 0? 13, W m� 0 t7i 0 x 7 0 S ° ap 3 7 p n �p 00 °� t�„v0im m. p put 000 nvtOp N�,(D Dm fDm 09c9 0 p00 PI .0 D. c, Op =O> .0� t^DC (D ="9T 0 na'O �p0� O j ciao • D(OCDD. p. p-..a m�NQ p._,. pmm p p =7 ON -.(p (pip v0ipp O �CO O� �� p 320\ 0 0 j,� Cp j,a 6 v', Fmo X00 0 E" Q ��, a0 02 �o m5 mom=: (p u, ° -� mot agar mrn "tm « p mN ow . p t^p Row om co �'-'0 C�� m a °:a « 5' 0-' pa om 0 �a m.m o� o� 3Q �?° mm ,00 °� o0 ? co X82 :: - v -o a-,.- ° a3 �.° SQ �g °m m° po mQ0 -t(�a o9� 3p ap (D,,,p 20 O� 02 �� (p0 �a `� 7a Q =� p'^ p 0 3-. (0 °COtm -'• No �°� ;gym `^.Q p° -7 (0 o0Q a`� m 02 p oo(� �° �(0 �(o ( : On a °Q 3m 3.0 g >Q. g° -4. (D0 po ? F15- p �� �m � mG7o 00 0� '":� am 0 vm m .- . 97 3 mN0 a-p 0n a? S • '°p p 0 a j 0 1> >. -,, .� N 0 co N jfla 0 0 -_rt 0 tn Q z 0 N SCt4 \ 5k* L9-+'- I352Z 434 Mc, a16w114 , Li 98ILQb o w i o' pY,VG�- �G ,,1Qvtk �"' 59V.J1,-e sr- 00 +0 441,1 rht.1 /of L' C, Pe of. 4 — `)1 tc-s - —AS CONS RUCTED 4433 Ave S O 41"11 4 o D,o,t 3 ter .3 Z 4z 4—W re 2 0 O c0 0 WS H. W O 2Q 2 d. I-- al ZS H 1- O Z i- W uj Dp ON 0 I- W W H� -- • O .. Z Le) O~ Z it April 6, 2004 City 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 -122 13522 43`d Avenue South — Crescent Homes — Lot 3 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) compete 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 messenzer service.t If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Sincerely, Stefania' pencer Permit Technician Enclosures File: Permit File No. D04 -122 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 j�, v 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 D04 -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 �z w � J U O 0 • o J H U) w o J lJ.. i� s w Z= r-o Z r- 1. Because of experience with crawl space drainage and basement drainage in the general w w vicinity of the subject building site, address the following foundation / footing drainage. v fn ON 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 _ separate from the roof drain system. Coordinate any combined discharge systems - LI- with the Tukwila Public Works Department. The intent is that groundwater will not z accumulate in the crawl space. Review the following State Plumbing Code subsoil cwi drain requirements for your design. o z 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 Tess 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 Page 2 of 2 D03 -287 - Incomplete memo ❑ 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 Tess than fifteen (15) gpm. The discharge piping from the sump pump shall be a minimum of one and one - half (1 -1/2) inches in diameter and have a union to make the pump accessible for servicing. ❑ Subsoil drains subject to backflow when discharging into a storm drain shall be provided with a backwater valve in the drain line so located as to be accessible for inspection and maintenance. No further comments at this time. • Page 2 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -122 PROJECT NAME: CRESCENT HOMES - LOT 3 DATE: 04 -22 -04 SITE ADDRESS: 13522 43RD AVENUE SOUTH Original Plan Submittal X Response to Incomplete Letter # 1 Response to Correction Letter # Revision # afteribefore permit is issued DEPARTMENTS: J i7 Awl (,11 -o41- A16-1 441-4 4_ZS r� Building Division 0 Fire revention CI Plannin Division 11 Public WorkspittiA �] 104, Structural ❑ Permit Coordinator yt DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 04 -27 -04 Complete Incomplete ❑ 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 ROJdTiNG: Please Route ,L..,1( Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions [ Not Approved (attach comments) ❑ Notation: DUE DATE: 05 -25 -04 REVIEWER`S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 PERMIT COORD COPY • PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -122 DATE: 04 -12 -04 PROJECT NAME: CRESCENT HOMES - LOT 3 SITE ADDRESS: A 43 AV S /3SZz X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # afteribefore permit is issued DEPARTMENTS: 4-4-of Building Division k' Fire Prevention E Planning Division Public Works RI Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 04 -13 -04 Complete ❑ Incomplete Not Applicable ❑ Comments: Permit Center Use Only / INCOMPLETE LETTER MAILED: ^N /i%0 l7 LETTER OF COMPLETENESS MAILED: -dC Departments determined incomplete: Bldg f S Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 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: Documents /routing slip.doc 2-28-02 PERMIT COORD COPY FM�aN�lw far .7.21.9..tir.IrPWArme,norprelu,e1.1N 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: Plan Check/Permit Number: D04- 122 ® 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: Project Address: Contact Person Bob Thompson CRESCENT HOMES -- LOT 3 13522 43RD AVENUE SOUTH Summary of Revision: MA ti shotoikl 4451,N1,64wc. 4 heNz 4tki Cvau1 civtiut Acicl a cI a K.ok o IA- w� wt11 44. 43 Phone Number 253. 5(01. 75 7 Slim Slvee4 vii +k d,4ct cOa4t cJv41k wi+L q Kok N,cLioWW1 t..i1 11 Wt 161 $ - Stovlst, /a tiv S.64c ''I.414 -yo 141c444 kD ) seCEN!D CITY OF TUKWILA APR 2 2 2004 Pct;WI LENT Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 1( Entered in Sierra on )(ILLY 14816 Military Road South P.O. Bo; )550 Tukwila, wA 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 CERTIFICATE OF SEWER AVAILABILITY /NON- AVAILABILITY 44 Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability Part A: (To Be Completed by Applicant) Purpose of Certificate: 21' Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: *. Residential Single Family ❑ Residential Multi - Family ❑ Commercial ❑ Other ,ah Applicants Name: 1 a 1 ._ voi. a Phone: : jo -I -jc Property Address or Approximate Location: Tax Lot Number: I& 22. 3!� ILLS. Legal Description(Attach Map and Legal Description if necessary): 1�c- - '3 Ill 1'(1,1--i, oti--, o-l± TrO, -C..* \q I 'PI, s-k or.i a_ Gar8en -C-,-S � o c T�.,k...,.., , k C�� x..01 - C)3 Part B: (To Be Completed by Sewer Agency) 1. A a. Sewer Service will be provided by side sewer connection only to an existing ED ,,/ size sewer ' On f the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and /or ❑ (2) the construction of a collection system on the site; and /or CITY EC T1VED q ❑ (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. Zra. 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. O 4. Service is subject to the following: PERMIT: $ c"— a. District Connection Charges due prior to connection: (.5.-..) A GFC: $W".54.2. SFC: $ CO n — UNIT: $ TOTAL: $ altD -_ (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 tl?e above sewer agency information is true. This certification shall be valid for one year from t date of sig ature. By ALt..77:CgrX.) nveia (. Title 3/04/54 Date 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 1 have received the Certificate of Sewer Availability/Non-Availability and this Attachment, and fully understand the terms and conditions herein. Applicant's Signature Date 89539j0011270798:0115SY601!.DOC (1/26/04) -1- 1 I1Rart CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Center /Building Division: 206 - 431 -3670 Public Works Department: 206- 433 -0179 Planning Division: 206 - 431 -3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district PERMIT NO.: ■1418. lZt' :: ;To,be;compieted by.appiicant Site address (attach map and legal description showing hydrant location and size of main): f,� j 31 zz. "13rt4 AVe. do�7Tt L4I�CJJI�.c W.A 9v IG.a' ;:Owner, Information- •:Agent/Contact:Person :' Name: �esc. itt{ ttoi' S Name: on 44c0,iF Address: 44 25, IPo4+1S Ave N. illzi" sze,11€4. Address: y1S Poi.fi 4eA r( ✓� �l7 111? S Sod.H4 9fic Phone: 206. 32 ;•GGl. Phone: 2.51 •31`5.- fS75 This certificate is for the purposes of: i Residential Building Permit ❑ Commercial /Industrial Building Permit ❑ Rezone ❑ Preliminary Plat ❑ Short Subdivision ❑ Other Estimated number of service connections and water meter size(s): / 5/se ilLjpfi< Vehicular distance from nearest hydrant to the closest point of structure is ft. Area is served by (Water Utility District): /ZS* Owner nt Sign re Date (C HKW11 A APR:[ 2 2firm PERMIT CENTER be..completed;,byrwater .;;utility, :district 1. The proposed project is within �', -kL .)I. 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: lok- (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water can be provied and will be available at the site with a flow of (Cze5 gpm fps as documented by the attached calculations. at 20 psi residual for a duration of 2 hours at a velocity of 5. Water ability: Acceptable service can be provided to this project 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. U I hereby certify that the above information is true and correct. LGii r� CO .CJ 7#6 c- ACS i /'2S- Agencyl�h ne Z tFL %Jmot: -I y \applications \water availability (7 -2003) Printed: 9 -16 -03 ,A;(- . p3l30/04( 0 to tV G4 n I W V r-+ V -i- rl N 0 N to co fU 7p t7 C w < ti� • \� Crk -A\ 1 � g o O � V P \ rn 13 t rit /71 a NC1,,.. 11 O 4s. tti 2 .(� AT THEREOF 4ASHINGTON; 09"W ALONG THE ID TRACT 19; IT; THENCE 52'091; 93.05 '24"E ALONG SAID 4T THEREOF VASHINGTON; '8'09 "W ALONG r SAID TRACT 19; ET TO THE POINT .99 FEET; IE ON- TANGENT OOT RAD /AL 4AL ANGLE OF S41'50 '23"E HENCE ON A GIN, THROUGH A LINE OF SAID E PO /NT OF T THEREOF ASHINGTON; $'24"W ALONG VT OF EET; THENCE , SOUTH AND TO 9"E, THENCE ON 4RGIN, THROUGH 56'38'06 "E, SUBJECT TO REVISED . LEGAL DESCI.IPTIONS: LOT3: A PORTION OF TRACT 19, FOSTORIA CARDEN TRACTS ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGE 95, RECORDS OF KING COUNTY, WASHINGTON; DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHEAST CORNER OF SAID TRACT 19; THENCE N66'14'24 ALONG THE SOUTHERLY MARGIN OF SOUTH 135TH STREET, 108.47 FEET; THENCE S67'08'41 "W, 139.47 FEET TO THE POINT OF BEGINNING; THENCE N32'05'09 "W, 53.01 FEET; THENCE 56074'56V 118.55 FEET TO THE EASTERLY MARGIN OF 43RD AVENUE; SOUTH AND TO A POINT ON A NON- TANGENT CURVE, THE RADIUS OF WHICH BEARS N84'25'22 "E THENCE ON A 256.48 FOOT RADIAL CURVE TO THE LEFT ALONG SAID NORTHEASTERLY MARGIN, THROUGH A CENTRAL ANGLE OF 14'32'36" AN ARC LENGTH OF 65.11 FEET; THENCE N56'38'06 "E, 139.87 FEET TO THE POINT OF BEGINNING. SUBJECT TO U77L/TY AND PRIVATE DRIVEWAY EASEMENTS. LOT 4: A PORTION OF TRACT 19, FOSTORIA CAR9EN TRACTS ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGE 95, RECORD'S OF KING COUNTY, WASHINGTON; DESCRIBED AS FOLLOWS; COMMENCING AT THE NORTHEAST CORN,EI? OF SAID TRACT 19; THENCE N66'14'24"W ALONG THE SOUTHERLY MARGIN OF SOUTH 135TH .%REtT, 108.47 FEET TO THE POINT OF BEGINNING; THENCE S67'08'41104 139.47 FEET; THENCE N32'05'09'W, 5101 FEET; THENCE N60'26'49 "E, 106.70 FEET TO THE SOUTHERLY MARGIN OF SOUTH 135T11 STREET; THENCE .545'42'59"E ALONG SAID SOUTHERLY MARGIN, 39.80 FEET THENCE `%66' 14'24 "E ALONG SAID SOUTHERLY MARGIN, 38.65 FEET TO THE POINT OF BEGINNING. SUBJECT TO UTILITY AND PRIVATE DRIVEWAY EASEMENTS. LOT 5: A PORTION OF TRACT 19, FOSTORIA GAP,L)EN TRACTS ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGE 95, RECO,iDS OF KING COUNTY, WASHINGTON; DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHEAST CORNER t7F SAID TRACT 19; THENCE N66'14'24"W ALONG THE SOUTHERLY MARGIN OF SOUTH 135771 STriLFT, 108.47 FEET; THENCE S6708'4114; 139.47 FEET; THENCE .N32'05'09"W, 53.01 FEET TO THE. POINT OF BEGINNING; THENCE 560'24'56"W 118.55 FEET TO THE EASTERLY MARGIN OF 43RD AVEAVE; SOUTH AND TO A POINT ON A NON- TANGENT CURVE, THE RADIUS OF WHICH BEARS N84'25'22 THENCE ON A 256.48 FOOT RADIAL CURVE TO THE RIGHT ALONG SAID NORTHEASTERLY MAR! A, THROUGH A CENTRAL ANGLE OF 702'47" AN ARC LENGTH OF 31.54 FEET TO A POINT OF 1 ;4;JGENCY; THENCE N0128'09 "E ALONG THE EASTERLY MARG /N OF SAID 43RD AVENUE, SOUTH. -!..1.04 FEET; THENCE N60' 14' 19 "E, 65.98 FEET; THENCE S32'05'09 "E 65.98 FEET TO 77-/E PO /NT Cr BEGINNING. SUBJECT To A PRIVATE SERVICE EASEMENT. LOT 6: A PORTION OF TRACT 19, FOSTORL4 GARDc 11 TRACTS ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 9 OF PLATS, PAGE 95, RECOF,OS OF KING COUNTY, WASHINGTON; DESCRIBED AS FOLLOWS: COMMENCING AT THE NORTHEAST CORNER O,_ SAID TRACT 19; THENCE N66'14'2413/ ALONG THE SOUTHERLY MARGIN OF SOUTH 135TH STIL&T, 147.12 FEET, THENCE N45'42'59"W ALONG SAID SOUTHERLY MARGIN, 39.80 FEU TO 77-/E POINT OF BEGINNING; CONTINUING THENCE N45'42'59"W ALONG SAID SOUTHERLY MARGIN, 68.97 FEE THENCE .960'14'19"W, 90.41 FEET,- THENCE S32'05'09 "E, 65.98 FEET; THENCE N60'26'•. 9'E, 106.70 FEET TO THE POINT OF BEGINNING. SUBJECT TO UTILITY AND PRIVATE DRIVEWAi• EASEMENTS. 7BDIVISION EASEMENT DETAIL: 24' WIDE DRIVEWAY EASEMENT .4s) O CITY nF TI Ito/tilt APR 1 2 2004 PERMIT CEN ef, 11•1111.10111•111110111111111111111111111. lo.m.....warsoum TRACT "A" OPEN SPACE moo' LOT 1 10' DRAINAGE EASEMENT LIN 3522 13434 r �1 rr, cA . t. �\ T A T A .) V Z = w 6 00 W� WO g D- LL ? Nd =W Z F. F- O Z I- W U� N OH WW 0 LI O .. Z W O~ Z ATTACHMENT TO CERTIFICATE OF WATER AVAILABU ITY KING COUNTY WATER DISTRICT NO. 125 The following terms and conditions apply to the attached Certificate of Availability ( "Certificate "). 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the City oP+ ui44;k "City"). This Certificate is issued at the request of the City, and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. . 2. The District makes no representations, express or implied, that the applicant will be able to obtain the necessary permits, approvals, and authorizations from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all federal, state, and District laws, ordinances, policies and regulations in effect at the time of such application for utility service, including conservation, water restrictions, and other policies and regulations then in effect. Applicant's Signature Date District Representative //cr- Date J. 3=od. co • ' co . 41 C) CN • P C) CN 14 • ••■•■. 0 • C\1 N H PO • o o • E-1 >4 r- r- G4 Ul 41 CD CD :ON • -, NH H z 0 O N, 1:4 41 4# CNI - o g4 cp E-4 H • * � En P C.) E-1 rc • 4 - X • 1-1 . C14 cn E-1 0 4 rx1ZIxI 1H C4 0 P4 H 41 C.) • E-4 •41 0 14 rJ)E-: g E-1 HM HW P O Z.04, LOi W OU4.1 .F=4NW • 0;U 1(J) • ■ . • Z re 2 O 0 WO CO LIJ LU u j 0 • 2 g LL. < co I I— Wm Z I-- 0 Z W 0 C) 0-• 0 I- LU uj wz I 0 0 OW Pi • 0 /- INSULATION A. CEILINGS • R -38 VAULT R -30 I. CEILINGS TO HAVE BAFFLES MAINTAINING 1" MININUM AIRSPACE ABOVE INSULATION. 2. !BAFFLES ARE TO EXTEND 6" ABOVE BATT INSULATION 3. !BAFFLES ARE TO EXTEND 12" ABOVE BLOWN -IN INSULATION. i3. NEW WALLS = 2x6 R -2i I. 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 BATTS ARE TO BE FRICTION FIT WiTH 4 MIL vISQUEEN STAPLED TO FACE OF STUDS OR `VAPOR MARRIER PAINT WITH DRY CUP PER RATE OF I MAX MAY BE SUBSTITUTED FOR 4 MIL VISQUEEN. 4. INSULATE BEi -1ND T' tB /SHOWER, PARTITIONS AND CORNEi<'.S C. FLOORS = R-30 1. UNDERFLOOR INSULATION IS SUPPORTED BY LATH, TWINE OR BY OTHER NON - COMPRESSING MEANS. EXTERIOR GLUE EE USED ON c'.!e -FL OORS. 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 TOF OF THE FOOTING. j" 10 I SOURE OONT�:OL 2. CRAWL SPACE MUST HAVE ro MIL BLACK VISQUEEN GROUND COVER. 3. EXTERIOR DOORS AND WiNDOWS ARE TO BE CAULKED AND WE ATHERSTRi PPE D. 4. RECESSED LIGHT FIXTURES TO LIMIT AIR LEAKAGE PER WSEC E.02.4.,t, iN UNCONDITIONED AREAS. 5. ALL PLUMBING, ELECTRICAL AND HVAC PENETRATIONS iN FLOORS, WALLS AND CEILINGS ARE CAULKED AND SEALED .6. ELECTRICAL OUTLET AND LIGHT SWITCi -I BOXES ON EXTERIOR WALLS MUST BE SEALED AT THE BACK OF THE BOX OR EQUIPPED WiTH A FACE PLATE GASKET. 1. SOLE PLATE IS CAULKED OR GLUED TO SUBFLOOR. 8 C-^ UL K. /SEAL RIM JOISTS BETWEEN STORIES. S. WHEN PENETRATIONS NEED FIRESTOPING REVEAL AND DISCUSS UJ I TN YOUR BUILDING DEPARTMENT INSP. FURNACE AND WATER kE:ATING I. HEATING DUCTS OUTSIDE OF THE CONDITIONED SPACE MUST BE INSULATED TO R -8. DUCT JOINTS AND SEAMS ARE TO BE SEALED WITH MATERIALS LISTED AND LABELED AS COMPLYING WITH UL 1814 OI2 UL 48IB. 2. IN UNHEATED AREAS, HOT AND COLD WATER PIPES ARE TO BE INSULATED TO R -3. • _•. WATER I- EATER STORAGE TANK TO SE LABELED AS MEETING THE I98'1 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- I0 PAD BETWEEN THE WATER I-1EATER AND THE SLAB. 5. LAVATORIES, TUBS AND SHOWEF:•' ARE TO NAVE FLOW RES.TRICTOF'S TO LIMIT HOT WATER DISCHARGE TO 2.5 GPM. WOODSTOvES 1. WC OC S57 ES ARE TO I-r. -i i4E TIGHT FiTTiNG GLASS OR METAL DOORS. 2. WOODeTOVES ARE TO HAVE OUTSIDE COMBUSTION AIR DUCTED TO FIREBOX. (MiN_ .6 SQ. IN. NET FRFF VENT AREA.) COMBUSTION AIR DUCT MUST BE EQUIPPED WiTH AN ACCESSIBLE DAMPER. COMBUSTION AIR MUST ORIGINATE BELOW THE FIREBOX. 3. U)OODSTOVE5 I`1U5T BE WASHINGTON STATE CERTIFIED. FIR•EI~-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 Al R DUCTED TO FIREBOX. (MIN. 6 SQ. IN. NET FREE VENT AREA.) COMBUSTION A +R DUCT MUST BE EQUIPPED WITH AN ACCESSIBLE DAMPER COMBUSTION AIR MUST ORIGINATE BELOW THE FIREBOX. 3. TIGHTLY FITTING CLUE DAMPER WITH MANUAL OR AUTOMATIC CONTROLS. DOOR U -VA:UE = 020 .. • •• •• • • 1. EXTERIOR SWINGING DOORS iN HEATED SPACE WITH MAXIMUM U -VALUE OF 0.20. GENERAL PROVISIONS 1. ALL STRUCTURAL SOFTWOOD PLYWOC , P 4 T 1CLE - S^, ;RC , WAFER BOARD AND ORIENTED STRAND BOARD ARE STAMPED "EXPOSURE I" 2. RECESSED LIGHTS ARE RATED. DOUBLE WALL CAN LIGHTS. PRESCRIPTIVE DESIGN REQUIREMENTS FOR INTERMITTENTLY INTEGRATED FORCED AIR VENTILATION SYSTEMS FO R RESIDENCES FOUR STORIES OR LESS MAY COMPLY WITH V.i.A.Q.C. SECTION 303 AS INDICATED BELOW. RESIDENCES DESIGNED TO COMPLY WITH WITH SECTION 302 SHALL SUBMIT CALCULATIONS FOR REVIEW AND PER SECT!CN 30211. SYSTEM CHARACTERISTICS. NOT IDENTIFIED BELOW AND CONTINUOUSLY OPERATED SYSTEMS SHALL COMPLY WITH SECTION 302. A. SOURCE SPECIFIC VENTILATION REQUiREMENTS I. EXHAUST FAN REQUIREMENTS a. !BATHS, LAUNDRiES,4 POWDERS-50 CFM 6 0.25" W.G. b. KITCHENS-100 CMF 0.25" W.G RANGE MOODS AND DOWN • GRAFT I NGES MAY EE RATED AT 100CFM 4T .10 tt).G. 2. EXHAUST DUCT REQUIREMENTS: 4. BE INSULATED TO R -4 IN UNCONDITIONED SPACES. b. SE EQUIPPED WITH A BACKDRAFT DAMPED'.. 6. TERMINATE OUTSIDE THE BUILDING. COMPLY' WiTH TABLE 3 -3. e. SHALL TERMINATE NO CLOSER T1-4AN 3' FROM OPENABLE DOORS OR WINDOWS. 3. WHOLE HOUSE VENTILATION REQUIREMENT. OUTDOOR AIR SHALL BE SUPPLIED TO ALL HABITABLE R000ris THROUGH THE FORCED AIR HEATING SYSTEM USiNG THE FOLLOWING METHOD. 1. FRESH AIR INLET DUCT SHALL COMPLY WITI -4 THE FOLLOWING b. BE DUCTED FROM THE EXTERIOR AND CONNECTED TO THE RETURN AIR STREAM 4 FT. UPSTREAM OF THE FURN. BLOWER. c. ME INSULATED TO R-4 WHEN LOCATED WITHIN HEATED AREAS. d. BE PROTECTED FR.O 1 THE ENTRY CF INSECTS, LEAVES AN OTHEF2 MATERIAL. e. NOT TO RECE I vE FRESH AIR FROM THE FOLLOWING AREA: 1. WITHIN TEN FEET OF AN APPLIACE VENT OUTLET; UNLESS THE VENT OUTLET I5 THREE FEET AVOE THE FRESH AIR INLET. 2. WHERE IT WILL PICK UP OBJECTIONABLE ODORS, FUMES, OR FLAMMABLE VAPORS. 3. A HAZARDOUS OR UNSANITARY LOCATION. 4. A ROOM OR SPACE WAVING FUEL BURNING APPLIANCES. 5. CLOSER THAN 10' FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING 16 AT LEAST THREE FEET r eOVE THE FRESH AIR INLET. 6. ,ATTICS, CRAWL SPACES OR GARAGES. 2. THE INLET DUCT SHALL BE EQUIPPED WITH I OF THE FOLLOWING- & . THE INLET DUCT SHALL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL TIMER± 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 WATER GAUGE AT THE POINT WHERE THE OUTSIDE AIR DUCT 15 CONNECTED TO THE RETURN AiR PLENUM. THE INTEGRATED VENTILATION SYSTEM S1-IALL DEMONSTRATE COMPLIANCE WiTH VIAQC SECTION 303.1.2 E BY ON SITE FLOW TESTING= OR OTHER APPROVED MEANS. DEMONSTRATION OF COMPLIANCE SHALL BE MADE AVAILABLE FOR THE INSPECTOR AT THE FINAL INSPECTION. J O3 TYPE: NEW CONS TRUC T i ON OCCUPANCY: eINGLE FAMILY FUEL: GAS CLIMATE ZONE 1 WINDOW U- VALUE 40 DOORS U - VALUE .20 CEILING WITH ATTICS R-38 CEILING VAULTED R -3� ABOVE GRADE WALLS BELOW GRADE WALLS INTERIOR R 1 1BELOW GRADE WALLS EXTERIOR R -10 FLOORS R-30 5L485 f2 -10 : PRESCRIPTIVE I- IEATING SYSTEM SIZING PER WASHINGTON STATE ENEGY CODE 2001 EDITION CHAPTER TABLE 3 -I MINIMUM SOURCE SPECIFIC VENTILATION CAPACITY REQUIREMENTS ••• • • MI* •.IM • w ».P. .r..•• • m.o. .M ... he. -• ••• • - . • ••• •. .,.. ••• ..• wr • ..M . w.•• .. INTERNITTENTLI" OFER4T1NCs BATHROOMS KITCHENS 5C CFM ICCC CFM CONTINUOUS OPERATION ._ SID • r•-••• IMP ••••.• •.r•••••.•.• ••• • •- ••.•.••• • •••• •••• •..•... 20 CFM TABLE 3 -2 25 CFM VENTILATION RATES FOR ALL GROUP R OCCUPANCIES FOUR STORIES AND LESS. MINIMUM AND MAXIMUM VENTILATION RATES: CUBIC FEET PER MINUTE (CFM) iFL.00R AREA, FT2 1 .-, . 1..E56,- TH N 50,0 501-1000 MiNIMUM FLEX DIAMETER MAXIMUM LENGTH FEET MINIMUM SMOOTH piAMETER •IBEI,ROOMg MAXIMUM LENGTH FEET MAXIMUM ELBOWS (1) 50 2 OR LESS 25 3 4 E 6 1 90 8 MIN. .ter, ,, ,�., 55 MAX. 15 .. 83 MIN. 6G ., 10 MAX. SE 105 MIN. MAX. 8^ 12 e9, r., � ,�.. 85 128 MIN. GG �� 100 MAX. I 1 ^ -rte 150 MIN. �•, `I �... 115 MAX. r G 1 c �. 113 MIN. 25 I � � 130 MAX. ^ r+ loo 195 IWON. MAX. 14C 2 l,0 145 218 I001 -15.00 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 'S0 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 ."?..5.01-4004.71. . .. 129 1C0 1E-•0 115 112. 12•0 195 145 210. I.,O 240 115 _ G., 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 i60 • 240 115 263 190 285 205 308 '1001-8000 125 188 140 210 155 233 .110 .255 165 218 200 7300 215 323 8001 -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 L!STED FOR 8 BEDROOMS BY AN ADDITIONAL 15 CFM PER BEDROOM. THE MAXIMUM CFM 15 EQUAL TO 1.5 TIMES THE MINIMUM. • MAX. t-4EAT SYSTEM SIZE: 2550 SO. FT. X 20 STU%Hi : _ 51,000 BTU CR LESS ALL HEATING SYSTEMS Si-BALL E3 DESIGNED AND INSTALLED N Ar'C'ORDANC.E LINIFC-IRM UN BUILDING. CODE SECTION 310.11 HEATING STSTEM: MANUFACTURE FER CONTRACTOR VAPOR RETARDERS: FLCCR E;rTERI�R TIC: %-'L1'UJCCL WALLS 4- MILL POLL' OR Fv4 PRIMER CEILINGS 4- MILL POLY OR P1/A PRIMER NOT (zEQ'D AT CEILING IF 12" OF AfR SPACE FovcE ,ABOVE INSULATION. CABLE 3 -3 PRESCRIPTIVE EXHAUST DUCT SIZING FAN TESTED CFM AT 0.25" Ian. MiNIMUM FLEX DIAMETER MAXIMUM LENGTH FEET MINIMUM SMOOTH piAMETER MAXIMUM LENGTH FEET MAXIMUM ELBOWS (1) 50 4 INCH 25 4 INCH 10 3 50 5 INCI.1 90 . 5 INCH 100 . . 3 50 6 INCH NO LIMIT to 1NCI -I NO LIMIT 3 80 4 INCH (2) NA 4 INCH ' 10 3 80 5 INC1 -I 15 5 INCH Y 100 3 I S0 r, INCH 90 6 1NCH NO LIMIT 3 100 5 INCH NA 5 INCH I 50 3 100 (, INCH 45 6 INCk NO LIMIT 3 125 ro INCH 15 j 6 INCH NO LiMiT 3 125 1 INCH 10 1 INCH NO LIMIT 3 1. FOR EACH ADDITIONAL ELBOW SUBTRACT 10 FEET FROM LENGTH. 2. FLEX DUCTS OF TI-416 DIAMETER'. ARE NOT PERMITTED W1TH FANS OF THIS SIZE. VENTILATION SYSTEM SIZING PER TABLE 3 -2 OF THE 2000 V.I.A.Q.C. PRESC -'IPTIvE SOURCE SPECIFIC EXHAUST VENTILATION PER v.i.A.Q.C. SECTION 303.3 LOCATION KITCHEN POURER RM. LAUNDRY RM. MST. BATH MICA• MANUFACTURE •100 CFM 50 CFM -50 CFM 50 CFM WWI LPOOL !ROAN 1ROAN GROAN MODEL CFM - 2 SWG BONES RC8920X S90 890 $90 100 CFM 84 CFM 84 CFM 84 CRT'i FERSCRi PTI vE WHOLE HOUSE EXHAUST VENTILATION 51' STEr1 PER V.I.A.Q.C. SECTION 303.4 LOCATION UPPER BATH MANUFACTURE KANJALFLAKT / FANTECH MODEL CFM-.25 U Fx 4xL 130 CRI SOME 5 1.4 SUPPLY VENTILATION SYSTEM INTE RGRATE D SYSTEM UJI TN FRESH AIR INTRODUCED INTO RETURN - AIR DUCT WiTH MOTORIZED DAMPER. -122- I understand that the Plan Check approvals ' pRr are subject to errors and omissions and approval of plans does not authorize the violation of any adopted code or ordinance. Receipt of con. tractor's copy of approved plans acknowledged. BY Date � D Permit No. /Lkk L.iao REVISIOMS NO CHANGES SHALL BE IADE TJ TITS SCOPE OF WOM WITHOUT Pr W1LDUsG DiVi;: fniRteAvwaS riu�A W � rw MD MAY ��auoa MomorK w1 `tea SEPARATE PERMIT REQUIRED FOR: (MECHANICAL le ELECTRICAL LUMBING GAS PIPING CITY OF TUKWILA BUILDING DIVISION • ;.w•.� . w ..r.I, wry._ 1.'s .. _WM•' - •re CITY OFTIVED Kv1nI q .1 APR 1 2 2004 PERMIT CENTER d) LLI bq48> (f1( 44 C 3 r $1:01) N � • 4.0 113 ft- r‘ I 1 1.4 PROJECT: PL.AN 2550 • 54Y. EVELOPMENT W4SWINGTON STATE ENECY CODS FILE NO 4614•EC1 • gologoloaliimpomsosilloog iir r LJ r 34' -0" 5' -0 1/4" 6TUB "4 BAR's 6 24" O.C. &I-0" 1 J 51-3 3/4" 41-11 1/2" - s- ciL SPAGE OPT. 6EEj SHE GAAGE, T GI 18" MIN. CLEARANCE UNDER FLOOR JOISTS. - 6 MIL 'vISQUEEN' BLACK VAPOR BARRER OvER ENTIRE CRAWL SPACE 5'-0" 5'-0" r 1 4x10 — L 3'-6" 31-6 3/4" 3'-9 II -1 it I- I- -I r -47110 111E7 -1-. -1 I- -1- -I L r?4J L?al L ?4J L?J L 241 4x6 POST AT BE AM SPLICE 5' 0 " r IS 4x6 POST AT BEAM SPLICE 0" :YI� IFS' 1 L , J r r- --1 o 1 �. 18J (18) 1" X 14" FNDN. VENTS. C GREENED i 1/2" 3' -10" t 4' -0 1/4" t 3' -0 1/4" 3' -10 1 f -1 n , -1 r+-1 r -1 L _2 4i N' L _2L1 2'-e" 2'-?.J 1/2 }--- a --�- -� � xio L ?J L. 24 b 51-6 1/2" 10'-6 1/2" --1 4x6 L g J 1'-2 3/4" 2'-8 1/4" 1' -11" 11 14_ SII (2) 4X4 POST 6x6 POST ON 36 "x36 "x10" CONC. PAD 12'-2 3/4" • 4Y6 POST 4' .4I-6" 41 " _ 4,-I 1 21-0" 46 4 BARS EA WAY AT 12 "0 I NY /SEE SHEARWALL LEGEND, SHEET � LEGEND, SHEET "SI" '.y SEE STRAP LECsEND, SHEET "SI" T . ••• ' 0s• • SI LONG. 5L4,P 4" CONC. SLAB - SLOPE 3" TOWARDS O.H. DOORS. 20'-0" \- ko OPT. BRICK POUR 4" FORWARD AND LOWER 3" FRONT GARAGE 2 BAY ONLY. CONTINUOUS FOOTING RAISE CONC. STEM WALL TO 6" AEO. /E CONCRETE SLAP 167'-3" -10 V2' 20' -0" .c49 fo • T-6 1 /2 " I 4 10 I/20' r J L 18J L 101 .j 1. l'-10 1/2" 40' -0" 4 `1' -6 1/2" e,, -vr,, q/ 12';51/2" CONC. STOOP ABv. RAISE CONC. STEM WALL TO 6" ABOVE CONCRETE SLAB CONCRETE PAD EXTEND 4 MIN. PAST COLUMN 12' -5 1/2" 20' -0" FOUMP,ATION 4M • /4" r I' ., 0 •I• of • IMP alo D.`�. ■• G� S NT ATION 1320 SQ. FT. AREA 150 C 8.8 SQ. FT. REQUIRED TYP. VENT 1"x14" x _15 = .51 5Q. FT. PER VENT" 144 VENTS REQUIRED 8.8 t 11.25 USE MIN. OF 18 VENTS .51 NOTES: Y i....r • I • 6 MIL. BLACK VAPOR BARRIER OVER ENTIRE CRAWL AREA. 18" MIN. CLEARANCE UNDER FLOOR JOISTS. 12" MIN. CLEARANCE UNDER BEAMS. • SOLID BLOCKING OVER SUPPORTS. • ALL FTGS. TO BEAR ON UNDISTERBED SOIL MIN. 2000 lbs. P.SF. • FOUNDATION STEEL PER ENGINEERING • 4x6 POSTS TYP. 6 BEAM SPLICES. • ALL 5EP MS TO BE 4xID DF. 02 UNLESS NOTED OTHERWISE. • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS ESEFORE PROCEEDING. PROVIDE MIN OF 2 "x2 "x3/16" THK PLATE WASHERS ON EACH SILL BOLT ✓ --1 104 L _ J O I L_J 4x4 POST ON 18 "XI8 "x10" THK. CONC. PAD 4x4 POST ON 24 "X2 4 "x 10" THK. CONC. PAD 4x4 POST ON 30 "X30 "x12" THK. CONC. PAD 1) s } RECEIVED CITY OF TI JKW'►t A APR 1 2 2804 PERMIT CENTER PROJECT: PLAN 2550 5,41' DEVELOPMENT FOUN4TION PLAN SHEET 1 • -- ♦ M► $:• •404116. +Is.. ?.r r..M. ivR -11 ./6 «.,...• . s.. ...IM,,, . — :11. I! ,. • • .•.t.•..‘ .., i•••• ' • , -M . .. • • • MN • • Mi LL 7,_0" Icy --1 0 x SEE SMEARWALL LEGEND, SHEET "SI" 7 SEE STRAP LEGEND, SHEET "SI" • ••• y 0 L • • 50 ID e■..00 !NG Ov :. R FEAR! G (rrP.) H d) a o, Il �r L J SI .I 1 0 _ = = =31 II II - _ - - -II I I iI F/P II 0 - - - - II II cm a vow, wpRoo Mai 25 200 p$ kOlEO NOTE: (I) 16 1/2" X 20 I /2" FRAME -OUT FOR FURNACE 0 Is" X 24" FRAME -OUT FOR CRAWL ACCESS. • ALL FLOOR JOISTS ' le' • ALL FLOOR 49 BEARING. JOISTS TO BE 2X10 NF. "2 FLOOR ' O.0 UNLESS NOTED. JOIST TO BE BLOCKED • SEE FNDN. PLAN FOR BEAM SIZES. • RECEIVED CITY CIF TI 1KWTI A APR 1 2 2Q04 b040.(47021# MAIN FLOOR FRAMING PLAN_, 1/4"21I-0" 4. PERMIT CENTER PLAN 2550 PROJECT: 541' EvELOMENT SHEET OF slr�ni"•t�r�F'*. 7 ►- _ .* w_A . • ••-M► a v.r'; .4m) .m :y.,b. v•••-••--- ♦ 5 . , - T.. ",b•+d ! t,y,a, '. 7- •► •.w,. .. • 34'-0" -9 1.4" ,•' 3/4" � w I /8x1/2G � LB DEBL 2X6 I /8xIPA1/2GL15 (NI (4) 2x CARPE T DIRECT VENT GAS F/P 1348ST GE VENT IN TO EXTER \ GAS SHUT OFF 2X6WALL (2) 2x6 NHS 842ST W4230 = REF W 3 ro I5 31 /2xe1 /4PSL (3) 2x8 (3) 2x4 CARPET 2x8 HALF. WALL CARPET VAULT Gr 4S URN 12-1-1" 3) 2Xro OPT VAULT 1.._._ OPT!' 3m II 2X8 FURRING IN LAUNDRY RM. - ...iii... LIVING RM. CARPET VAULT (3) 2x8 SEE Sr -IEET GI (3)2x4 f.iP2 51/8x 13 1/2GLE3 (3)2x4 4" CONC. SLAB -SLOPE 3" TOWARDS OH DOOR N, 4x4 HF "I PT POST TYP O.1-4. GAR. DR 4x4 I-1P2 PT POST TYP CONRETE PAD EXTEND 4 MIN. PAST COLUMN 4 SIDES . ...... . .• N Nov SEE 3NEARL1.JALL LEGEND, SHEET "el" ''C SEE STRAP LEGEND, SHEET "81" 1.l MAIN FLOOR f'�AN 1 /4 " =t' -0" 0 I2'-5 1/2" • 2 2 NNW CITY OF ruHwun APPROVED MAY 2 5 2004 AS NOTED AREA 5UMNAY: MAIN FLOOR UPPER FLOOR TOTAL 1311 S.F. 1245 S.F. 2562 S.F. 'GARAGE = .. 46.3 B.F. • NOTES: ALL EXTERIOR WALLS TO BE PI-6, UNLESS NOTED. • SOLID BLOCKING OVER SUPPORTS. F: ! ?3K7P'. FIRE BLOCKING g ALL PLUMBING PENETRATIONS. . WINDOWS ARE VINYL FRAMED - SIZES SHOWN ARE RIO WIDTH 4 HEIGHT. • TYP. EXT. WALLS TO BE 2X6 16" O.C. • SMOKE DETECTORS TO BE I- 0T WIRED W/ BATTERY BACKUP. SEE SHEET 5 NOTE • SMOKE DETECTORS TO BE AUDIBLE IN ALL 6EDROOMS. c KID 5/8" TYPE "X" G.W.B. ON 1-LOUSE /GARAGE COMMON WALL, CEILING, POST 4 BEAMS AND 2 LAYERS ON CEILINGS WITH FRAMING AT 24" O.G. HEAT ELEMENTS TO BE 18" ABOvE CONCRETE SLAB ON 2 LAYERS 3/4" PLYWD. 04 24 HR. CLOCK TIMER FOR FURN. FAN RELAY 4 WHOLE HOUSE F.N. OR VENTILATOR WINDOWS. C.) NOT USED GAS DIRECT VENT METAL FIREPLACE INSTALL PER MANUFACTURES SPECIFICATION R.O. = 41" W X 3'3 1/2" H. 4X8 HEADER AT 48 ". (� SMOKE DETECTORS TYPICAL IN ALL BEDROOMS. 22" X 2" ATTIC ACCESS 0 18" X 24" CRAWL ACCESS 10 WHOLE HOUSE FAN V.T.O.S. II LOWER PLATE 1 1/4" w HATCHED WALLS FOR RETURN AIR j:) FAN VENT v.T.O.S. REAR OF HOOD RECT DUCT <Di HOT 4 COLD 8185 * 48" A.FF. 4 8" O.C. 14 VALLEY 4" DRYER VENT BOOT. 15 5/8" TYPE 'X' G.UJ.B. UNDER STAIRS. I PLUMBING STUB -OUT FOR W/H — 12" OFF GAR. SLAB. 11 2X8 BLOCK CENTER LINE 51" FOR THERMOSTAT. IS SOFFIT LAUNDRY DOWN W/ 2X8 0 KIT. WINDOW SILL HT. 40 1/2" AB. MF SUB. FL. GARAGE SLAB DROP OF MORE THAN 30" FROM MAIN FLOOR TO GARAGE SLAB, REVISE GARAGE POOR HEIGHT FROM T-0" TO 8'-0". • PLAN 2550 ei_RECEIVE usise I Y OF TI 54Y EvELOP1ENT APRj2 PERMIT CENT MAIN FLOOR L4N !A :J4 FILE NO: 4614 s•rMw�reti. 1 START UPPER FLOOR FRAMING FROM THIS CORNER 7'7"" _ 1 w SEE El FOR DIMENSIONS TO CANS 2X10 RIM JOIST ROOF PER ELEVATION •� "1;16" OSE• TlrP. WALL SHEATHING 2x4 CONT. EDGER / (2) 16D EA STUD 1 /I6" OSB ROOF SHEATHING w/ 8d d'(17"O.C.ON2xro •24 "O.C. 1-1-1 CLIP EA. PLATE AT S' -I I/ r4FF. (ADJUST FOR • T'• PP GARAGE CONDITION) 2x ss I(o" O.C. PLAN ---1� 3 - Sd EA. RAFTER TO C.J. -� 1/2" ADJUST BLOCKING TO CLEAR HEAT RUN RE: DETAIL 202/8I.2 LLo Nv SEE 3HEARWALL LE GEND, SHEET " St" l'k SEE STRAP LEGEND, SHEET "51" •,r 2XI0 RIM J fE 30 1/2" X 14 1/2" RETURN AIR CENTER OF HALL BELOUI eLOCK FOR FURN RETURN AIR PLENTUM AF3OvE • .3 I/8 "x le I /2 "(24F -v4? IMMO 1/4"=11-0" FLO° NOTES: BEAM PER PLAN SLAB MA k3EAM PER PLAN GA4GE G.L.E. DETAIL 111 • ALL FLOOR JOISTS TO BE 2X10 H.F. r. FLOOR JOISTS giro" OC. UNLESS NOTED. • ALL FLOOR JOIST TO E3E !BLOCKED AT BEARING. • t" 1IN. 2" F3E4RING a END OF JSTS. 1/2 " = I' - O" • SEE MAIN FLOOR SHEET 3 FOR BEAMS SIZES. AN ID 01.1"° 1 142°1 F MING WOO Yilx1 7,5 1.0y *00.43 ciltqcs‘ot of ita2 • • (� ILI 'et cq %SS 14 ; ) co =" 1 PROJECT: x,41' DEVELOPMENT nt-rvR(EjFE lV APR12 PERMIT CE UPPER FLOOR F AM 1 NG PLAN D WIC a 1004 ER SHEET 4 • 0 • :;t • cn i cA KNi LLB 34. 0" 13' 4' c - !6' -10 2' -5 1/2" 3 I0' -8 1/2" 4'1X0 T50 is" 42 Tip A.FF. r i E936 1VI51 T.B. ON DOOR 7.; I vINLY Pi- 74J SHELVES 8'-4" 81-6" 2)2x xo 30" T.B. 42" A.FF. >I L 6,-0 1/2" 64F v 2'-a J) 1$ - 911' fa? '4'7 = • Lei in O 5 •cv f , 34C- 2.-5 1/2" J1$T 1511,140011 CARPET (4) 2x4 8' -I" •5D. Q D R 1/2 WALL 2'-6" LIGHT SHAFT S 4 F' 5 4 P VINYL B.P. 5,_ro PI -4 L 100-2 1/2" 41_0" FURNACE /WI-I FLUE g4� .15212151122:11 CARPET .1> I5' -S 1/2" �w. CARPET j t— U 2 41-3 1/2" SEE SHEARWALL LEGEND, SHEET "SI" SEE STRAP LEGEND, SHEET "51" PI -fir le' -0" (3)30 SH PI -b 1 10'-0" 20'-0" 01 OPEN TO ENTRY BELOW 8'_- ND 5 '2 3'-9 1/4" FIXED (24F -V4) 22' X la" ';11( (5) 2x4 4I-2 3/4" 17 11 L°L _J • PI -i 5.-6" 20'_0, .w� UPPER FLOOR AT ELEV. 'EY 0 UPPER FLOOR PLAN 1/4 " =1' -0" • 1 Ths 4 5WOWE5: • FIREBLOCK BETWEEN STUDS. LIMIT SHOWER FLOW TO 25 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: WO • SOLID BLOCKING OVER SUPPORTS. • FIRE BLOCKING a ALL PLUMBING PENETRATIONS. • WINDOWS ARE vINYL FRAMED - SIZES SHOWN ARE R/O WIDTH 4 HEIGHT. TYP EXT.WALLS TO BE 2X6 ID Igo" O.G. UN.O. S.D. SMOKE DETECTORS IIOV, TIE ALL TOGETHER 0 W/ BATTERY BACKUP. READ ALL BEDROOMS I� SMOKE DETECTORS TYPICAL IN ALL BEDROOMS O 22" X 32" ATTIC ACCESS 03 WHOLE HOUSE FAN V.T.O.S. (VENT TO GARAGE SIDE ROOF OF HOUSE SEE ROOF FLAN). 04 HIGH /LAIC' RETURN AIR 14 1/2" X 14 1/2" 3" DOWN FROM CEILING OR 1 1/2" OFF FLOOR 0 OPTIONAL 2x4 SKYLIGHT IN 2'x6' SHAFT STD. 2'x2' SKYLIGHT IN 2'x5' LIGHT SHAFT 2' -6" FROM TUB UJALL cm a QVtA tAgt 2 5 VW, NS WO ;% piN Po4-upitaz • .1 ILI (6' 010 j 1— , cO 4 Ci 4) PLAN 2550 841' EVELOPMENT U��R�F RECEIVED � 4PR 1 2 2i PBRAmrCENrE A 14 SHEET •Mr'M1111111iswirt. 0 • D .S. 5/4" BARGE BOARD w/ 1X2 TRIM BLOCK FOR SIDING 18" X 24" GABLE VENT 1- OPTIONAL 24 "X48" IISKYL IGHT ION 2X6CU 21'-I0" COMMON TRUSSES 0 24" O.C. STUB BACK 10' -1 1/2" RIGHT 4 0 ta w • HOC 4 w X on a J � � 0 RIDGE 12" 2T -10" GIRDER TRUSS PITCH ITCH I BLOCK FOR SiDiNC� INTER E 14" X IS" GABLE VENT (I) 20'-0" COMMON (1) 20' -0" COMMON P_►..K FOR DRYWALL ALINE WITH WALL BEL• (3)I1' TRUSS " 5 JACK 6:12 PITCH 3:12 PITCH INSIDE D.S INSTALL DIVERTE LAS! -ZING TO GUTTER 5x4 BARGE BOARD W/ 1X2 TRIM NvSEE SHEARWALL LEGEND, SHEET "S1" - SEE STRAP LEGEND, SHEET "SI" V 2X4 RAFTERS W/ 2X4 CEILING JOISTS 0 24" O.G. 5/4 BARGE BOARD W/ IX2 TRIM INSTALL FLASHING DIVERTER TO GUTTER (I) METAL VENT AT .430 S.F. ROOF FRAMING PLAN 'A' 1 /411 =1'_0" • VEMT LL AT 1 O REQj 1 RENEN1'S • * EVERT'' EAVE BLOCK TO BE VENTED • EACH AF -50 ROOF 'ENT : (20X50 $Q IN.) : ,,11 SF. 144 • VENTILATION • A (S.F.) s 5F RE Ca' D (300) • GABLE VENTS (TOTAL 50. IN) (0.15) ( 144 ) SF ATTIC VENTILATION !lEQl11RED LOCATION GROSS AREA (SF) (A /300) MIN. REQ'D. VENT (5F) (AX 300)/2 50 % REQ'D AT EAvE (AX 300)/2 50 % REQ'D 36" AB. EAvE UPPER ROOF 1394 S.F. 4.64 SF. 2.32 SF. 232 S.F. L I vING /DINING 446 S.F. 41 I.49 SF. 0.15 SF. 0.15 S.F. FRONT GARAGE 50 5F. 0.11 SF. 0.08 F. 0.08 S.F. S' ABOVE EAVES VENTILATION PROVIDED (MIN. 50M OF REQ•D) 1 TYPE VENT ROOF VENTS AT 2T1 SF. EA GABLE VENTS - j 15% EFFICIENT i PROVIDED UP ROOF (1) = 1.94 (1)14"X18" = 13 (I) 18X24 " = 2.3 5.54 5F. > 2.3 5F. . L I v./D IN. . I - (2) = .55 (1)14"X18" = 1.3 185 5F. > .15 5F. FRONT GAR. (1) = .211 • . NA f 211 S.F. > .0S SF. _ . EAVES VENTILATION PROVIDED (MIN. 5M OF REQ'D.) TYPE VENT METAL PENT AT .430 S.F. EA. .BIRD BLOCKING AT .05 PER 3 HOLES PROVIDED UP ROOF 'NA (46) = 2.3 2.3 SF.> 2.3 S.F. LIV./DIN. (1) = .43 (12) = Ok . ' 1.0 SF. > .155F. FRONT GAR. i . NA _ (10) : 0.5 5 SF. > .08 SF. • VENTED BLOCKING OVER SUPPORTS. • ROOF OvERHANGS To BE 18" W/ 12" AT ESARDGE UNLESS OTHERWISE NOTE 1 ' • ROOF PITCHES TO BE 6/12 UNLESS OTHERWISE NOTED. • SKYLIGHTS ON 2x6 CURB - SAFETY GLASS 1 SKYLIGHTS TO CONFORM 1 TO UBS SECTION 2409 • TRUSSES 4 RAFTERS SHALL BE ID 24" O.G. UNLESS OTHERWISE NOTED. CI AppROO V yEI • ALL BEAMS AND HEADERS TO BE VERIFIED WITH A, 2 5 2.004 STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST SE NOTIFIED WITH ANY VARIATIONS AS WILD BEFORE PROCEEDING. t 1►' ��i Dt� TRUSS P4OTES:, • ALL TRUSSES SHALL CARRY MANUFACTURES STAMP. • ALL TRUSSES SHALL E3E INSTALLED 4 BRACED TO f 1ANUFACTURS SPECIFICATIONS. • TRUSSES UJILL 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 141P TRUSSES TO MAIN GIRDER TO BE PROVIDED BY TRUSS MANUFACTURE. • TRUSS DRAWINGS TO BE STAMPED AND SIGNED BY A LICENSED WASHING=TON STATE STRUCTURAL ENGINEER. • TRUSSES SHALL BE MANUFACTURED IN A PLANT APPROVED UNDER THE REQUIREMENTS OF SECTION 1101.1. EACI -4 TRUSS SHALL BEAR THE QUALITY CONTROL STAMP (SECTION 2311.6) A5 WELL AS MANUFACTURING PLANT'S NAME /ADDRESS, DESIGN LOAD AND MAXIMUM SPACING. • APPROVED HANGERS 514OULD BE USED AT ALL CONNECITONS OF RAFTERS, JACK OR NIP TRUSSES TO NAIN GIRDER TRUSSES. • LIGHT METAL PLATE CONNECTORS TO HAVE FIELD AND GIRDER 1DENTIFCATION. INFORMATION BRANDED, MARKED, OR OTHERWISE PERMANENTLY AFFIXED TO EACH TRUSS SHALL CONTAIN THE FOLLOWING: A. IDENTIFICATION OF THE TRUSS MANUFACTURING COMPANY. E. THE DESIGN LOAD. C. THE TRUSS SPACING. • ALL ROOF TRUSSES 51-1ALL BE SO FRAMED AND TIED INTO THE FRAMEWORK AND SUPPORTING WALLS 50 AS TO FORM AN INTEGRAL PART OF THE WHOLE BUILDING. ROOF TRUSSES SHALL 4-4AVE JOINTS WELL FITTED AND SHALL 44AVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD 16 PLACED UPON THE TRUSS. DIAGONAL AND SWAY BRACING SHALL BE USED TO BRACE ALL ROOF TRUSSES. • ROOF TRUSSES SHOULD BE SUPPORTED LATERALLY AT POINTS OF SEARING BY SOLID BLOCKING TO PREVENT ROTAION AND LATERAL DISPLACEMENT. TI-4EY SHOULD ALSO BE E3LOCKED AT THE RIDGE TO RESIST WIND SUCTION ON THE SHEATHING. SECTION 2326.128. U./ �z 6n Q3� tr) I Erp_cod-jc\i, .10 itf) PLAN 2550 t:: U w 841' DEVELOPMENT �, R EIVED F Ti IK Wri A APR .61 FERMI 2 2004 CENTER Ot FILE NO: 4614 SHEET (C? A OF • D.S.O 5/4" BARGE BOARD i/.....-- W/ 1X2 TRIM ML.00;re -FOR Sipsms 18" X 24" GABLE VENT --11•-••1*- 24 "X48" 'SKYLIGHT 11 it tiON. ?xh CUR ' 9 28' COMMON TRUSSES 6 24" O.G. STUB BACK 1 ' - I 0 1 /2" RIGHT BL Oc K FOR SIDING Y 14 "XIS" C 4BLE VE'4T 5/4" BARA,C1E C30ARD (I) 20'-0" COMMON D.5 5x4 BARGE BOARD 1 W/ 1X2 TRIM NV( SEE SHEAIALL LEGEND, SHEET "SI" 7SEE STRAP LEGEND, SHEET "SI" t. 2X4 RAFTERS W/ 2X4 CEILING JOISTS m 24" O.C. INSTALL FLASHING D I vERTER TO GUTTER 5/4 BARGE BOARD W/ 1X2 TRIM --- INSTALL FLASHING D1VERTER TO GUTTER VENT 1 L AT 1 O REQU 1 MENT5 • * EVERY EAVE BLOCK TO SE VENTED • EACH AF-50 ROOF VENT : (�X5� 50. IN) : 144 • VENTILATION: A (SF.) REQ'D (300) 211 SF SF C• sAE3LE VENTS (TOTAL. SO. IN.) (0.15) • SF ATTIC VENTILATION REQUIRED LOCATION GROSS • 4E -A !SF (A /300) MIN. REQ'D. %/ENT SF.' UPPER ROOF 1394 5F. 4.64 SF. (AX 300)/2 50%REQ'D ATE.-WE 232 S.F. (AX300)/2 50 % REQ'D AI_'QQ. EAV 2.32 S.F. LI`!lrl�: It�tIN3 FRONT GARAGE I 50 5F. 1.-4-9 &. 0.11 G.F. + 0.08 SF. 0.08 S.F. 3' ABOVE EAVES VENTILATION PROVIDED (MIN. 50% OF REQ'D) TYPE VENT ROOF YENTS. AT .211 SF. EA CiASLE 'VET�T 15% EFFICIENT f'RavIGED UP ROOF LIV./DIN. FRONT GAR (1) = 1.94 (2) =.55 (I) - .2T1 (I) 14 "X18" = 1.3 (1) I8 "X2 4" = 2 3 (1) 14 "XIS" = 1.3 • NA 5.545.F. > 2.3 S.F. 1.85 S.F. > .15 S.F. .211 S.F. > .08 SF. EAVES VENTILATION PROVIDED (MIN. 50% OF REQ'D.) TYPE VENT METAL VENT EA.1 AT .430 SF. EA. BIRD BLOCKING AT 05 PER 3 HOLES PROVIDED UP ROOF NA* C46) = 23 23 5F.> 2.3 5F. L I V. /DIN. (2) = B6 (6) = 0.3 1 1.1 S.F. > .155F. FRONT GAR. NA • C 10) = 0.5 ' ' .5 S.F j .0 S.E. NOTEAE • VENTED BLOCKING OVER SUPPORTS. • ROOF OvE RHANGS TO BE 18" W/ 12" AT eameociE UON ROOF PITCHES TO BE 6/I2 UNLESS OTHERWISE NOTED. • SKYLIGHTS ON 2y6 CURES - SAFETY GLASS SKYLIGHTS TO CONFORM TO UBS SECTION 2 409 • TRUSSES 4 RAFTERS SHALL BE 9 24" O.C. UNLE \ �t 10? QTHEIZWISE NOTED_ ' ∎ t0 woo • ALL BEAMS AND HEADERS TO BE VERIFIED WITH 104 STAMPED ENGINEERING CALCULATIONS. THIS Vitd :L OFFICE MUST BE NOTIFIED WITH ANY VAR1A T IONS �� BEFORE PROCEEDING. .r419 TRUSS NOTES: • ;LL TRUSSES 5E-;, LL C.:;12i2Y Nf.';NUFP^,CTURES STAMP. • ALL TRUSSES SHALL BE INSTALLED 4 BRACED TO MANUFACTU12S SPECIFICATIONS. • TRUSSES WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPT. APPROVAL OR ENGINEERING CALCULATIONS. D.S. • ALL TRUSSES SHALL I-IAvE DESIGN DETAILS E DRAWINGS ON SITE FOR FRAMING INSPECTION. • ALL CONNECTIONS OF RAFTERS, JACK O12 H1P 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 SE MANUFACTURED IN A PLANT APPROVED UNDER THE REQUIREMENTS OF SECTION 11011. EACH TRUSS SHALL BEAR THE QUALITY CONTROL STAMP (SECTION 2311.6) AS WELL AS MANUFACTURING PLANT'S NAME /ADDRESS, DESIGN LOAD AND MAXIMU �...'`P ;� INC•. • APPRovED HANGERS SHOULD BE USED AT ALL CONNECITONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSSES. ROOF PAMING PLAN 'B' 1/41' =1,_0" •..y. /,b.••. • • LIGHT METAL PLATE CONNECTORS TO HAVE FIELD AND GIf2DE2 IDENTI =CATION. INFORMATION BRANDED, MARKED, OR OTHERRWISE PERMANENTLY AFFIXED TO EACH TRUSS SHALL CONTAIN THE FOLLOWING: A. IDENTIFICATION OF THE TRUSS MANUFACTURING COMPANY. e. THE DESIGN LOAD. C. THE TRUSS SPACING. • ALL 'ROOF TRUSSES SHALL BE SO FRAMED AND TIED INTO THE FRAMEWORK AND SUPPORTING WALLS 50 AS TO FORM AN INTEGRAL PART OF THE UJNOLE BUILDING. ROOF TRUSSES SHALL HAVE JOINTS WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTEN BEFORE ANY LOAD IS 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. •• (`!) c6iNt cqG 1-- ' '' cl 6. . )- 4 RECEIVED .QTY ()F TI 1KWf1 A R122 ERMIT CENTE- PILE NO: 4614 -6A o SHEET E50 OF 1 alt •■• : • •1! •0' ... s!' al.. Y ••••• • r ..4ib I••• .i. • .40r...:...: • 5 /4 "XS" PWW SCISSOR TRUSSES 4X4 EAVE BRACES CEDAR SNAKE SIDING 12 5/4 "XS" BARGE BOARD W/ IX2 TRIM 1111 R1U �r r�1►_ I illitalh■ 'rr! /!!!!r ►_ I�.1!■ 1!l�%■ "�! !!�!l■... .. /!lia�� �'�!!l�i.. ''�!!!1!!�l�.. _4�!/�G�!!11!l�i���... �i!!!llril►. BAND -C" !!!!!!!r!!!! �l1�1�.'� ��!!!llAm._ ..�/!!!!�!!!!!!!�■ ��rlr.. `'�!!�!!!!� ..M� ..� w MEM .pr.. I MI. I. '. ■� ... �..� •mow rr rl � ■ I4OR I Z SIDING IX4 TRIM AROUND FRONT WINDOWS ONLY KEYSTONE- IX& TRIM 5/4")<8" PWW BA' D IX4 TRIM AROUND WINDOWS _.,.- 2X3 OVER 1X4 TRIM E. 49 GARAGE 'CO aA 1 1/4" X 10" LIGHT BLOCK 2X3 OvER 1X4 TRIM 1X3 /1X4 CORNER TRIM - do" I- IORIZ. BEVEL SIDING 2 1/2" x 1 1/2" W/ Z FLASHING MAIN FLOOR -■ MEI 1!! IMO MIN FRONT ELEVATION ",4" OPT. 2'x4' SKYLIGHT 5/4" PILAU WRAP TOP OF COLUMN WI TI-4 5/4" X a" SQUAfRE COLUMN 5/4" X 10 CAP KEYSTONE 3/4 " =1' -0" CONCRETE STOOP EXTEND MIN. 4" PAST COLUMN 4 51DE5 -- CONC. STOOP OPTIONAL OPEN RAILING 18 "X24" 67" NORIZ. BEVEL ---,,)/ SIDING / • SAFET i GLASS • .....c ...4. .J.,_ _a... a1..,..r, ... -._.fir • ... –CONC. STOOP CONC. PATIO REAR ELEVATION ",4" 14" =11-0" T - r • UPPER FLR. f!. UPPER FLOOR MAIN FLR. E. k-'--s/4x BARGE BOARD 11J/ IX2 TRIM t 1 . MAIN FLOOR 171."11. _ • • r :. i.w•- - ..7... c_- . _. _.. • ....••••••.•r 841' EVELOP1ENT 1-7-1 U rIVE iTV RECEri � ✓, c� ri � APR 1 2 104 OPEST � Ir H A ELEVIATION "A" FILE NO: ,4614-14 SHEET OF • • .i . •'r.•• ..h or • 5/4 "X8" PWUJ BAND SCISSOR TRUSSES 5/4 "XS" BARGE BOARD W/ 1X2 TRIM • In ..gem I ■mom.► .. /.mlrmiI imu•_II► .r11111111111l111111111111I11111111111r1111111111Irnall11 KEYSTONES CEDAR SHAKE SIDING eye Ix4 TRIM AROUND FRONT WINDOWS ONLY f£. e GARAGE � I/4" X 10" LIGHT BLOCK 2X3 OVER 1X4 TRIM 1X3/1X4 CORNER TRIM --- 6." I- kORIZ. BEVEL SIDING, 2 1/2" x 1 1/2" W/ Z FLASHING - MAIN FLOOR FRONT ELEVATION "8" 4"=11-0" OPT. 2'x4' SKY L *1-IT 12 EXTEND CONCRETE STOOP ilf?-'-- MIN. 4" PAST COLUMN 5/4" FWW 'S/4 "XS" PWW BAND WRAP TOP OF COLUMN WITH 5/4" X 8" SQUARE COLUMN ON . - 5/4" X 10 CAP SHAKE 1 CONC. STOOP OPTIONAL OPEN RAIL 18 "X24" ," I4OizIZ. BEVEL SIDING UPPER FLR. FE. UPPER FLOOR /4X8 BARGE BOARD W/ 1X2 T RIM • w to CONC. STOOP LONG. PATIO REAR ELEVATION "B" j/4 It _ l0ii • MAIN FLOOR • KEYSTONE 3/4" = 1$ -0Il cP14.??Oto th0 25 2 liEOPOAG Dr.- b44. 17,3- 0 POJECT: 54Y DEVELOPMENT c-lR �� ry T (11 rw�r A EL.EVATION OPT. "8" APR 1 2 ,004 PERMIT CENTER FILE NO: 4614-15 SHEET -1E3 OF .► -.. t .. - w7R ^!all/.m1R••■! vy „wqpM^►ravra.r 4 wow ....: r+'7 • •fttsb.Rtlw.-4 RU. • vMf1N .'•om . rw 14 "x18" GABLE VENT 14 "XIS" GABLE VENT OATH. CEILING INSIDE MASTER SUIT rima aim r r Hi m 11i 111 in _ L • -(3) 2m2m OPTIONAL �-- OPT VAULT CONC. STOOF =� CONC. PATIO 0 OPT. 2040 SKYLIGHT ON 2X6 CURB RIGHT ELEVATION 11 _11_,yrii 2020 SKYLIGHT ON 2X6 CURB MAIN FLOOR UPPER FL-R. fE. UPPER FLOOR MAIN FL R. tQ. 4 i 1f MAIN FLOOR GUTTER di Z s ;NO. Z Co 4F voak woo Mpy2520 w-0 "-fa:it-CA*4S DtftSlOvi 6" I-4ORIZ. BEVEL SIDING 2x4 NAILER BEHIND 5/4X8 BARG 3" O.N. POWER METER •40 - - LEFT ELEVATIOM "q" E /4II_1I.0lJ 4f • 4' • y. . oc1) 1-14 z�m v0 � 3 r is) lid la 11`ireit, • NJN • PL.AN 2550 64Y EVELOPMENT ELEV4TION "A" rit�RE EIVEp 7(JI(WlI API?.1 ? 26O4 PERMIT tENTER SHEET 8,4 OF . • , i. 00a....:. 9 4 "XI8" GABLE VENT I4 "X18" GABLE VENT ' /4xa B,41RczE Bo�R W/ IX2 TRIM CATH. CEILING INSIDE MASTER SUITE ill u11 IU Ia pi m► ( ) m 3 2 2 OPTIONAL --r OPT VAULT CONC. STOOP —� GONG. PATIO - _ 001.0.. • IGf41 ELEVATION "B" I'4 " _ 1I OBI OPT_ 2040 SKYLIGHT ON 2X6 CURB ROOFING BY CONTR. GUTTER MAIN FLOOR 2020 SKYLIGHT ON 2X6 CURB 6" NORIZ. BEVEL SIDING 2x4 NAILER BEHIND 5/4X8 BARG 3" O.H. 6 " POWER ME TER 10 LEFT ELEVATION "8" -1 - • f0 4* 1* /Amor a crA -'� 1 PLAN 2580 Fel 0 W X3,41' EVELOMENT R� ELEVATION "i3" TVKWII APR I •! 20J4 PERMIT ENTER 3f4EET 0154 OF • • 0 • • ::.....:r..:r.a.: s ..1.6+1...41 OPTIONAL HIP SET WITH ELEV. "B" ONLY `0 4.' 1 11 - -- -0 1 II III . -- -41 • I do . - -; 11 �,, - -- 11 11 • ,�� ,1 ROO INCs BY CONTR .' -- 11 11 11 � 11 �; 11 1 11 11 11 1 W 11 11 1 11 11 11 1 11 11 11 11 II 11 • • •'.- 1 i1 i 11 SCISSOR TRUSSES • 24" D.G. 12 R-30 INSUL AT IO MONO TRUSSES 4) 24" O.G. 34" 3 "LYWOOD vENTED BLOCKING m. or— A- -AS 2X6 STUDS 616" O.C. W/ R-21 INSULATION JOIST PER PLAN METAL GUTTER KITGI.4E 3/3" R.S. EXT. PLYWD. SC) FIT CONC. STOOP 2X4 KICK BLOCK 3/4" T tG PLYWOOD 6UBFLOOR JOIST PER PLAN 2X4 TRT'D MUD SILL A A 4" 4' D.S. TIG1-1TLINE■_90 2o2o SKYLT. W/LAM. 5AF. CsL. 2x6 CURB EA. SIDE SO° FELT UNDER ANCHOR POSTS ALL POSTS 6) TOP t BT1'" 1. R., INSULATION ( UJS FLAIR R21 ULATION ti-P. SKYLT. CONSTJCTION SCALE: 1/4" = 1' -0" ANA • " II1i /1li /ilitlijtltitititifiti /Ml R- 301N9lJLATlO 6 MIL BLACK VAPOR BARRIER UILDING SECTION '44" =11-0" 4f 1/2" OSB -- DBL TOP ELATE -� 4S FRAMING UPPER FLR. re. UPPER FLOOR MAIN FLR. 1E. MAIN FLOOR ---- ALL FOOTINGS TO BEAR ON UNDISTURBED SOIL - MIN. 2000 Ibs. P.SF. < 1/2" OSB DBL TOP PLATE DBL 3/4" OSB 3' c1 Tv OPENING RO 4S UJ 24 D FACE OF FRAMING 1" MANTLE DBL 3/4" 05B 1 111 __�. 'A A- I ) 1 F/P FACE 11 (3) 2X6 + 4 1/2" DBL 2X6 3" DBL 2X6 + 3" • 36" 11 2 11 STUB OSB INTO Tv NICI-4E F/P FLUSH W/ ROOM WALL FIREPLACE DETAILS SCALE: I /4" = i' -0" cATI o f jVOytth WOO Mpy252ooa fikatN) 10 a • . r. ....:..Ar • .�.•�' LU •• c() ((ICI 46,0 Ciozs:13 PLAN 25504 PROJECT: 8,4Y DEVELOPMENT APR 1 2 PERMIT CEN 5U1LINC SECTIONS 0 WH A 004 ER SHEET 9 OF e...,. t v,rt•M...riPAAMA +"'. vA•aN.. OA. O..• , vs- —*to .iw••••• EXT. SPOT AND PLUG ON FAMILY RM SIDE WITHIN 3' -m" OF SLIDER DIRECT WIRE FIREPLACE FOR FAN. DISCONNECTED SWITCH LEG TO HANG BEHIND G.W.B. FOR OPT. HOOKUP. OUTLET AND TV JACK TO BE INSIDE OF TV NICHE L ICsHT FIXTURE IF OPT. DOOR IS USED CsFI +42" 1 1 OPT 11 11 Q� CsR DR OPEN 'R NvSEE 5HEARWALL LEGEND, SHEET "SI" ''�. SEE STRAP LEGEND SHEET "5I" • TV ABOVE FIREPLACE EYE CAN F F/P IGNITION SWITCH OPT. SWITCH FOR F/P FAN • r- PAN PHONE • 47.‘ 0? o4P iv .ck 4•I'P 0 BOTTOM QF . FIXTURE AT +S0" A FF. GARAGE I t, GARAGE DOOR OPENER Des TRANSFORMER AT • 82" GDO GFI 442 "; 1 DE3 UJP ENTRY PEND I O SD AT PEAK 1— 1 l 0 1..... __J CENTER ON OPENING —A 5' -9 1/4" PENDANT BOTTOM OF FIXTURE AT 5' -0" ABOVE FF. LIVING RM. O MAIN FLOOR ELECTICSAL 1/4" _' ' _ 0 " air SEE SHEET 4 FOR JOIST /CAN LOCATIONS" SYMBOL LEGEND �---- -� RECESS WATER BOX LOCATION 4 EXt-I. CEILINCs FAN MOUNTED -13 TV CABLE LOCATION 1 PHONE TELEPHONE CHIME DOOR E3E L L CHIME 0' P.B. DOOR BE L L BUTTON 0 S.D. SMOKE DETECTOR 0 ottc ELECTRICAL JUNG ION 1/2 DUPLEX OUTLET HOT HALF HOT 4% W.P. CsF.I. DUPLEX OUTLET OUTLET 220 VOLTS DUPLEX OUTLET WATERPROOF GROUND FAULT CEILING FAN G.F.I. DUPLEX OUTLET GROUND FAULT GF.I . +42" KEY Fn. H.B. G.W. DUPLEX OUTLET GROUND FAULT ELECT. SWITCH ELECT. SWITCH THREE WAY ELECT. SUJITCH FOUR WAY L IGI-4T FIXTURE WALL MOUN T E D LIGHT FIXTURE CEILINCs MOUNTED LIGHT FIXTURE RECESS CAN TI- 4ERMOSTAT WALL MOUNTED GAS VALVE KEY FUEL GAS WATER NOSE BIB COLD WATER LOCATION - armor w10.110►'tr PLAN 2550 841' EVELOMENT U in RECEIVED (-tTy nF TIIKyy/ q OPRi22 4 pEfymT ATE MAIN FLOOR ELECTICAL FILE NO: 4614 SHEET r a0wwrabaa. • x SEE SHEAR UALL LEGEND, SHEET "SI" • .. SEE STRAP LEGEND, SHEET "SI" EBOTTOM OF FIXTURE R.I. 432" " ABOVE FF. r.. .t, AN 'TOSlr• 1 ATTIC 1 ACCESS I_ ••:■ ••• •:.ra,.t .)r SD.® '.M . •7 n 4 PHOliE '2 " F.F. jOSD. • • 1 ". 1 TO SWI TCH BELOW FEND r f�. • 44 4 4 BONUS ROOM L IGHT I NCs VAULTED CEILING: 4 REC. PRE SLOPED CEILING CANS FLAT CEILING: 4 STANDARD ReC. CANS UPPER FLOOR ELECT1CAL 1/4 " =1S_ 4' fi 1 G�St WOO Olt 15 1.0 %;.s 00) ‘‘.903 r0,11s0. SYMBOL LEGEND INN RECESS WATER 1530X LOCATION O EXH. CEILING FAN MOUNTED 4 PI -GONE CHIME Tv CAE3LE LOCAT ION TELEPHONE DOOR E3ELL CI -TIME DOOR 'BELL BuTTON SMOKE DETECTOR Q ELECTRICAL .fUNCT ION � 1/2 1-{OT el 2ZOv PgW.P. GF.I. DUPLEX OUTLE T HALF N0T DUPLEX OUTLET OUTLET 220 VOLTS DUPLEX OUTLET WATERPROOF GROUND FAULT CEILING FAN DUPLEX OUTLET GROUND FAULT GF.I. DUPLEX OUTLET +42" GROUND FAULT l ELECT. SUM TC.1 -4 ELECT. SWITCH THREE WAY ,w 0 --1 KEY } FA. � N.B. +- G.W. ELECT. SWITCH FOUR WAY LIGHT FIXTURE WALL MOUNTED LIGHT FIXTURE CEILING MOUNTED LIGHT FIXTURE RECESS CAN THERMOSTAT WALL MOUNTED GAS VALVE KEY FUEL GAS WATER HOSE EIS COLD WATER LOCAT ION 6 • • •• iti (1)c) i �cO "tt 9 Ci EZ) PLAN 2550 PROJECT: X3,41' EVELOMENT RECE :� CITY OFTt 4PR1 I PERMIT CE UPPER FLOO ELECTIC4L D Wit A ?004 TER 5I-IEET 2 OF .0.401141.11101144,1WIPRIAlloPIrW f NAND RAILS TO BE BUILT PER 91 UE3C SEC. 1003.3.3.6 ` \_�GONT) If1,oNPR41L 34" T913 "1 ABOVE NOSINC3 114"X1114" TREADS z o pz 'M I> 0 d 2x4 NAILER x-� Lu t) 9 5/8" STA,1R JACK CUT TYP. \2X4 THRUST BLOCK 1:)y1 STAIR SECTION DETAIL 3/4":11-0" -a; STAIRWAYS TO BE BUILT PER THE 91 UBC CHAPTER 10 r- SECTION 1003.3.3 WINDING STAIRWAYS TO BE BUILT PER THE 91 UBC CHAPTER 10 SECTION 1003.3.3.8.2 1 IF OPEN RAIL 19 USED OPENINGS SHALL HAVE INTERMEDIAT RAILS OR AN ORNAMENTAL PATTERN SUCH THAT A SPHERE 4" IN D I A. CANNOT PASS THROUGH. PER THE 91 UBC SEC. 5093 548" TYPE 'X' G.W.B. a AREA BENEATH STAIRS 2X FI REBLOCKING e TOP 4 BIM. OF RUN * FIREBLKG. REQ'D. ALONG STRINGER BETWEEN EA. STUD (3) 2x12 STAIR JACKS of ;" to W.* c.'t4:3‘c\) r %cam e►- NERvISTRAL BELOW POOR THRESHOLD *4 BARS AT 16" O.C. NERvISTRAL 24 ENTRY DETAIL DI 3/4" = 11-0" I ---2x FIREBLOCKING AT TOP 4 i3OTTOM 5/8" TYPE "X" G.W.B. PANEL BOX (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 0SIDING 1 x 2 TRIM 2 x 4 STUDS AT I6 O.C. SECTION 2 1/4 n METER CAN 2 x 4 STUDS AT 16" O.C. 1x2 TRIM BEVEL SIDING 'SHE ATNINCs EXTERIOR x8 2x4~ ---� NAILER 1' -314 • CLEAR \. - 5/8" TYPE • 1),(" &.W.B. PANEL BOX INTERIOR PI)144.14701 (/z61 ELECTIC1AL METER FM1INCs c)1} 34"211-o" • • • PLAN FL AN • • u • PLAN 2550 PROJECT: R,41' EVELOMENT APR PERMIT dr) 4 LU IVED 1 1K WI1 A 2004 NTER SHEET OF • • 0 -- • •: e. •••••••••••• wirer ....yr r. +ew.∎a.■•AnU.•••- ..rws.•-, . •- .--0 w+ 1a.....- rw•gw.rlw • 1 D.g 1 OPT. *4 STUB s), 4 :4..'.''.' . • y :::.P $1 • 9' -4 1/2" • 6x6 DP' 3i POST BASE ON 36 "x36 "x12" CON. PAD w/ '•d'S I@" Q.G. E E.W. cA , d- • ▪ • . , l.R... w_i*k • 201-.0" GONG. %A@ 4" CONC. SLAB - SLOPE 3" TOWARDS O.N. DOORS. RAISE CONC. STEM WALL TO 6" ABOVE CONCRETE SLAB OPT. BRICK POUR 4" FORWARD AND LOWER 3" FRONT GARAGE 2 BAY ONLY. r; . • CONTINUOUS FOOTING I' -4" r....� 16' -3" FOUMAT1ON PLAN 1'411 = 1,_011 (1) N DF POWER METER .�J 26 DI 4x V2 2 DF '12 MOO. .moommor RAISE CONC. STEM WALL TO ,1 ABOVE GONGRETE SLAB StP 1 51 -111 4XIcD FLUE 2 DR FAME HEADER • J 1 IW,45Hti AUNDRY ILL ,t_ - J - - IJ r -) -11 1 1 1 DI2Y.I I' /.... 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I I , a1 ii ii'iiji11Lin 11 min 1 i, I _ 111'.- , -- - . -.11 1 .I1�1 .1 ■11 1 f;. 1i1 1t1I/ 1 1j!i1'. r � r r..ri• r. r •�. rr r• r r j mos 01 1/■ Ma OA OPTIONAL OPEN RAIL FRONT ELEVATION 3 CA GAR (3) 2 x 4 MAIN FLOOR PLAN 1/4"=11-0" • .-- qC 0 Tv- W. • N X in 14 x fa" VENT AE A $UMNART' : 3 CAR GARAGE it 695 S.F. ZU 00 O `9 • ca - at u? N � N tii • 1- i w• 4 2) AF -SO ROOTP VENT 1 011 100 WOO ay 7.5 2 ° °4 x 12 2X8 BARGE BOARD w/ 1>C2 TRIM ooF F4MING PLAN 1/411 =1' -0" t)O'•slvw-rriv r FILE NO: 4614 -GI SHEET GI OF • -4 . a. e,- 1 a.1 wt tr"' r. ':-..w:..r>wiorP : ar�rar- e...rom..r•• +.r�w.w' - v.,_.3« .► .►vr+M.wr • • T 4,, X GENERAL STRUCTURAL NOTES BUILDING CODE: 1997 EDITION OF THE UNIFORM BUILDING CODE, AS AMENDED BY LOCAL JURISDICTION. LOADS: 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 (Z = 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 189 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 BOLT DIAMETER 3" HORIZ BOLT EMBEDMENT LENGTH HEADED STUD FILLET WELD SIZE, "S" $ EXPOSED TO EARTH OR WEATHER li6 OR LARGER 7" 2" #5 AND SMALLER 1/2" i 24/0 1 1 /2" ALL OTHER PER LATEST EDITION OF ACI 318. 1 5/1 6" j..AP SPLICES IN CONCRETE: LAP SPUCES, 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 CRSI SPECIFICATIONS AND HANDBOOK. DOWEL ALL VERTICAL REINFORCING TO FOUNDATION WITH STANDARD 90 DEGREE HOOKS UNLESS NOTED OTHERWISE. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE. $ TRUCTURAL STEEL: C AL .L 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. 2 plYwoon: ALL PLYWOOD SHALL BE AMERICAN PLYWOOD ASSOCIATION "COX" 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: BOLT DIAMETER 1 VERT BOLT EMBEDMENT LENGTH HORIZ BOLT EMBEDMENT LENGTH HEADED STUD FILLET WELD SIZE, "S" ROOF 1/2" 7" 4" 1/4" 1/2" i 24/0 5/8" 7" 1 4" 5/1 6" i 3/4" 7" 5" 5/16" 2 plYwoon: ALL PLYWOOD SHALL BE AMERICAN PLYWOOD ASSOCIATION "COX" 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: INTERMEDIATE ATTACHMENT: ROOF 1 /2" 32/16 8d at 6" O.C. 8d at 12" O.C. SHEAR WALL 1/2" i 24/0 10d at 6" O.C. ' 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: 4 THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO, BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.. THE STRUCTURAL ENGINEERING SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES FOR PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED 'CONSTRUCTION. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH .STANDARDS SHALL BE THE LATEST EDITION AND /OR ADDENDA. 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. TYPICAL ANCHOR BOLT, AND EXPANSION BOLT SCHEDULE. r„, (3) /r---(2) W o (Ct • W m ANCHOR BOLT ,ANCHOR (HEADED STUD SIMILAR) z r§ 3 PLYWOOD WEB JOIST (TJI TYPO 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. EFLECTION SHALL BE LIMITED AS FOLLOWS: �, ROOF TOTAL LOAD MAXIMUM = L/240. ROOF LIVE LOAD MAXIMUM = L/360. 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. METHOD OF ATTACHMENT SHALL BE INDICATED ON SHOP DRAWINGS FOR REVIEW. 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. i ; env GI is4P14°4° t4ta1 c1C141.6-ti- CLASS B TENSION SPLICE LENGTHS COMP. BARS P PSI PSI f' c =2, 3,000 PSI 500 / 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 j3 16" 1 16" 21" 21" 16" 16" 18" 18" 12" 12" #4 22" 22" 28" 28" 19" 19" 24" 24" 15" 12" • #5 27" 27" i 35" 35" 23" 23" : 30" 30" 19" 14" #6 35" 32" 48" 42" 31" 28" 40" 38" 23" 17" 17 i 48" 38" 63" 49" 42" 33" 54" 42" 26" 20" #8 63" 43" 82" 58" 55" 37" 71 " 48" 30" 23" #9 i 80" 48" 104" 83" 69" 42" 90" 55" 34" 25" /10 102" 58" 132" 76" 88" 50" 114" 65" 38" 29" 11 1 128" 71 " 162" 93" 108" 62" 140" 80" 42" 32" I ■ IEREI 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 (cZ3db). LAP SCHEDULE FOR REINFORCING STEEL. lial 1. FACE OF WALL, TOP OF WALL, COLUMN, ETC. 2. 2* MIN. STANDARD HOOK OR BOLT HEAD, 1YP. EXPANSION BOLT 3 PLATE, ANGLE CHANNEL, (EPDXY BOLT SIMILAR) cm, ' NO SCALE RECEIVED CITY OF Tl JKWiI A APR 1 2 2004 PERMIT CENTER U J Z J 2 aik 046 CO W H Z ct I— a Z � W 0 0. CRESCENT HOMES i 1 a • U cn J U 9) N 2901 S. 40th ST. TACOMA, WA. 98409 1 w < wIo.2 , zo N WZ; CC U CC iv > Era: ILI CL, g 0 >- C11 0 UJ �mmY�c~i� c SHEET NO. S1.0 PROJECT N0. 11,031 BASE PLATE NAILING PER SHEAR WALL SCHEDULE FLOOR SHEATHING FLOOR JOISTS PER PLAN (2) #4 BAR CONTINUOUS (AT TOP) PROVIDE I/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. BASE PLATE NAILING PER SHEAR WALL. SCHEDULE 16d ® 6" O.C. i Air .41.i4r iAr 4.ii Aor ii. -Ayr Adrirr riiiit Air i.ii.►i.I.ii 1 FLOOR SHEATHING FLOOR JOISTS PER PLAN BLOCKING 0 48" O.C. (2) #4 BAR CONTINUOUS (AT TOP) 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 FLOOR JOISTS PER PLAN 1Od 0 4" 0.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 MEM 1. WOOD STUD WALL 2. 5/8" DIAMETER ANCHOR BOLTS SPACING PER SHEAR WALL SCHEDULE 3. .2x BASE PLATE 4. CONCRETE SLAB ON GRADE 5. #4 HOOKED DOWELS AT 24" O.C., ALTERNATE BENDS �. SHEATHING AND NAILING PER SHEARWALL SCHEDULE 7. FINISH GRADE OR CONCRETE SLAB AS OCCURS 8. CONCRETE STEM WALL AND FOOTING 9. (2) #4 BARS CONTINUOUS TOP AND BOTTOM 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 B. #4. HOOKED DOWELS @ 24" rO.C., ALTERNATE BENDS ACM 1. ► WOOD COLUMN 2. COLUMN BASE 3. FINISH GRADE OR CONCRETE ,SLAB WHERE OCCURS 4. 12" SQUARE CONCRETE PEDESTAL 5. CONCRETE FOOTING 6. #3 TIES AT 8" O.C. 7. (4) #4 HOOKED DOWELS r 8. CONCRETE SLAB ON GRADE NOTE: SEE ARCHITECTURAL DRAWINGS FOR COLUMN COVER AS OCCURS 1. CORNER BARS SAME SIZE & SPACING AS HORIZ. REINFORCING LAP PER GSN (24" MINIMUM) 2. CONCRETE STEM WALL OR FOOTING 3. ALTERNATE BENDS 4. REINFORCING PER PLANS AND/OR DETAILS 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 • • sr -/ • i. w4 Ps • • ,► ..,,,, ,y "•7 rte..► ou•■•iwr • 9 4 (5) c� MEM 1. (2) STUDS 0 SHEAR WALL EDGES. NAIL STUDS TO ADJACENT STUD W/ 10d 0 12" O.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 O. HOLDOWN REQ'D BOTH EDGES OF SHEAR WALL 7. TREATED SILL PLATE SHEAR WALL DETAIL W/ SIMPSON TIE HOEDOWN X N.T.S 18" MIN. MIN. t (4) • • • • • • • ••••••• • • • • • • • • • • • • • • • • • • • • •• • • •- • • • • •• • • • • • • • • • (s) (6) • NQTES; 1. 2x TOP PLATE 2. CONTINUE HEADER TO END STUD 3. 8d ® 3" 0.C. EACH WAY ON HEADER 4. SIMPSON STHD14 -- INSTALL PER MANUFACTURER'S RECOMMENDATIONS 5. (2) 1Od NAILS TO HEADER 6. CORNER END STUD AS OCCURS 7. (2) 2x STUDS OR 4x POST 8. 8d ® 3" O.C. ALL PLATES, HEADERS AND STUDS 9. 1/2" NOMINAL APA RATED SHEATHING 1 0. 5/8" DIAMETER ANCHOR BOLTS - EMBED 7" MINIMUM WITH 2 "x2 "x3/16" PLATE WASHER (3) 2x PLATES - NAIL SHEATHING TO EACH PLATE 12. 8d ® 3" O.C. INTO EACH PLATE 13. TOP OF CONCRETE 14. MAX. HEIGHT OF PANEL IS 3.5 X WIDTH. RAISE CONCRETE STEM WALL AS REQUIRED TO MAINTAIN THIS ASPECT RATIO. 11. • • g LATERAL RESTRAINT PANEL SCALE: N.T.S. NOTE: ALL STUDS TO BE DOUGLAS FIR #2 IN LATERAL RESTRAINT PANELS (6) (s) 1103i 1. (2) STUDS 0 SHEAR WALL EDGES. NAIL STUDS TO ADJACENT STUD W/ 10d 0 12" O.C. 2. PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE OF SHEAR WALL NAILING SHEAR WALL SHEATHING. NAIL TO INTERMEDIATE FRAMING 0 1 2" O.C. 4. PANEL EDGE NAILING AT SILL PLATE 5. EDGE OF SHEAR WALL, SEE FLOOR PLANS 6. CORNER, OR DOOR OR WINDOW 7. PANEL EDGE NAIL SPACING 8. RJ TYPE HOLDOWN REQ'D BOTH EDGES OF SHEAR WALL 9. PANEL EDGE NAIL SPACING (15) (16) (17) (12) (4) (13) (14) • SHEAR WALL DETAIL W/ SIMPSON STRAP TIE HOEDOWN • FLOOR SUPPORTED BY FOUNDATION ai W d I 6 10. ANCHOR BOLT SEE SHEAR k r WALL SCHEDULE 11. ' SHEAR WALL SHEATHING 12. ;RIM JOIST 13. tTREATED SILL PLATE 14.f HOLDOWN 15. (2) STUDS 16. SOLE PLATE NAILING 17. • FLOOR SHEATHING N.T.S (6) HOLDOWN PHD2 PHD5 PHD6 FASTENERS 10 SDS 1/4X3 14 SDS 1/4X3 18 SDS 1/4X3 ANCHOR OIA, 5/8 5%8 � 7/8 0 vrao 2StIt. CONT. DOUBLE STUDS 0 SHEARWALL EDGES. NAIL STUDS TOGETHER 10d 12" D.C. 1. U J Z 2 ±a" (:) ots w VL! r` Z I-- aV u U 2. SHEARWALL SHEATHING CONT. FROM TOP PLATE OF WALL TO SILL PLATE. IF NOT, CONT. CONTACT ENGINEER. NAIL TO INTERMEDIATE FRAMING 12" 0.C. 3. HOLDOWN REQ'D BOTH EDGES OF SHEARWALL 4. PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE OF SHEARWALL NAILING 5. PANEL EDGE NAILING ON SILL PLATE 6. EDGE OF SHEARWALL SEE FLOOR PLANS ATTACHED 7. CORNER, OR DOOR OR WINDOW 8. PANEL EDGE NAIL SPACING SETUP TAPPING LAGS SCREWS PANEL EDGE NAIL SPACING 9. SIMPSON SSTB ANCHOR BOLT ANCHOR BOLT SEE SHEAR WALL SCHEDULE. 113. SHEAR WALL SHEATHING 14. SOLE PLATE NAILING 15. RIM JOIST 16. TREATED SILL PLATE 17. DOUBLE STUDS 18. FLOOR SHEATHING SHEAR WALL DETAIL W/ SIMPSON HOEDOWN (6)1 BOT. PLATE !:- FLR. SUPPORTED BY FDN WALL N.T.S NN..TS • RECEIVED CITY OF T1 JKWII A APR 1 2 2004 PERMIT CENTER co 4. O In N 0 a_ co w O x z w 0 co cc W U • Litt 3Q .,CMS' ro- 0 zQ 4� z > 116 0 C 0 CL N mie 1 1 a 1- ZOc: 0 W to « D o. 10 p a. 0s0 L W 3 s a J a CI 0 U RJ) COW (),„ g al {a eav rim, We:, SHEET NO. 1 1 S1.4 PROJECT NO. 11,031 ••r.. . +. ... • • f • • • • e:ulfer% • (Z= A • • • c 1 t • a. • pC • • • • t. 4 . s • • • • • • • •. • M+ • • • • • • • • • • • 6%1) • TEMPORARY u N CON =:rR IRA EN N .' 1 CE- 1 • • • 1. • • • • •• • • • • ■ r • • N. 1 • Jf t • s •1 -. • • • • •• r ••. s • -. • •• . • ••• • • • • • 1 • • • • • • } • • • • •• -.r • • • • r' .• ,■•• • ' -.. li • •• �`�•• r'" •»• r. 0 ••• •O .. . •r •.I 4 0 < 1 I ate,'• t• •• •0,r ,. 6 • a g••• '� .11 49 i 1 • • .• � j ,r �. ..r rt i • • •. 1 • 1 / ••• • JJ• . 40' I• • • •• . • • • �• • • •1• • ScALO: 4s 30 Aiwa , LacistiON4 Exilito6 Asmer Dew twowS • ( Fog INOottoinftw *way) FINISHED GARAGE ELEVATIONS pF • i • '/ I ���'M� ' 11� �` � �• t r v /r / • ./ •� f �• `/ �r / I f ly ',• 1 -was • 1 , a mp— Ol f •� ✓ woo ft • • • • •• v • • • 1 f ,' ; / , ♦♦ / I �v ',y • f 1 ,� .! �. ,.►• r 111 _ _ `r i dip ' • J l 0 6 is WOO 40' o p ••.• ► w• •w• 1 ' • I op OF a. 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''' r• *a # •.• f r f` // v 01 v v / ./ ,•�. 1, Q. • �•�, / r .%% �4 ' ' g o G1 Joe I•• l► I i // \\ • / / • J ! #4 / ^ + f // / • Of t4f 0 of i ' /• • • ✓ ' / / j r , r Or ' 1 cv Uri T195 •goat• I 'flo y � • o vIF I /f i • t •' /s ♦ vim' i / , ' • • •► fa to to Off 'a g its 01 t o 41 41WW 0,0 Of" - 0 do . OF e Or OF 0. Irv. 4p wag -- •�'..•� .... .... •.� . � ._ _, - - .. � - r -... _�.� r ,. • ....._ .., �. •T+ '�•! *i�! _. � ... ,-,rte ,.. .�►. T .. -_.. .. .-.. .-.._. .. .. .. . _� . .. .. .... ...r. ., . . ni"'•R' .. • v ;,r„•y•,..:Y t•/ �!wrnr s+.� ..Z 1:r'. , : t•^T' i � T • } ♦'" �+- c-4-ret \(% Ava, S. i<w114 1 um 95/lj 3 , o 1 eye scpt-t 1-kob4.442S I � " zo• sly 4 •t::. �, a REC!VD ppR 2 7 2004 pUB..iC WORKS ale 1434 AVe. S our+ho N. p. 'Pc:N.04 —rtlequAw-4 G.CAblc-Tv - SILLJ".eNr LA,c..tiv 5� RECEIVED CITY OF Tt WWII A APR 2 2 2004 • PERMIT CENTER INCOMPLETE boilevizz These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubrnittal of revised drawings for subsequent Final acoeptana is subject to field inspection by the Public Works utilities inspector. Date: By • NoWstima