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HomeMy WebLinkAboutPermit D04-172 - CRESCENT HOMES - LOT 4CRESCENT HOMES, LOT.4 13435 MACADAM RD S D04-172 • • • • Z . Z re 2 6 D 00: w • UJ UJ X -I I- • u. UJ ° u.. < uj Z 0 Z ui (..) 0 - 111 uj I- r7 U. r- - 0 I- ..� City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 DEVELOPMENT PERMIT Parcel No.: Address: Suite No: 2613200154 13435 MACADAM RD S TUKW Permit Number: Issue Date: Permit Expires On: D04 -172 07/30/2004 01/26/2005 Tenant: Name: Address Owner: CRESCENT HOMES - LOT 4 13435 MACADAM RD S, TUKWILA WA Name: CRESCENT HOMES Phone: Address: 425 PON11US AV N, #125, SEATTLE WA Contact Person: Name: BOB THOMPSON Phone: 253 569 -7579 Address: 425 PONTIUS AV N, #125, SEATTLE WA Contractor: Name: BAY DEVELOPMENT CORPORATION Phone: 253 569 -7579 Address: 425 PONTIUS AV N, #125, SEATTLE WA Contractor License No: BAYDEC *022MB Expiration Date: 07/02/2004 DESCRIPTION OF WORK: NEW 2562 SF SINGLE FAMILY RESIDENCE WITH 463 SF ATTACHED GARAGE AND 156 SF COVERED DECK PUBLIC WORKS ACTIVITIES INCLUDE: TESC, LAND ALTERING, STORM DRAINAGE, DIRVEWAY, UNDERGROUNDING OF POWER. WATER DIST. 125 & VAL -VUE SAN. SEWER DIST. Value of Construction: $249,751.86 Fees Collected: $3,405.69 Type of Fire Protection: SPRINKLERS Uniform Building Code Edition: 1997 Type of Construction: VN Occupancy per UBC: 7 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 50 c.y. Fill 50 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: N Public: N Storm Drainage: Y Street Use: N Profit: N Non - Profit: N Water Main Extension: N Private: N Public: N Water Meter: N doc: Devperm D04 -172 Printed: 07 -30 -2004 z Z tY 2 �U UO ND CO J CO U_ w u_ Q cf) Co =w Z �. HO Z �_ �5 U� 0 - D F- wW L 111 Z U= O Z f City of Tukwila 1809 Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 7- -;5 Permit Center Authorized Signature: Date: 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 the performance of work. I am authorized to sign and obtain this development permit. Signature: Date: 2 i Print Name: /-e 0 G k.• S /r �� i 1 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. y i I i i doc: Devperm D04 -172 Printed: 07 -30 -2004 Z Z. JU 0 0 0 wi J 1.-, CO W w O �E LL Q Nd = w Z �. �O Z E--. LU w o o �- w w . tr- C.). u_ Z . CO O ~. Z City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS Parcel No.: 2613200154 Address: 13435 MACADAM RD S TUKW Suite No: Tenant: CRESCENT HOMES - LOT 4 Permit Number: Status: Applied Date: Issue Date: D04 -172 ISSUED 05/25/2004 07/30/2004 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 3: Plumbing permits shall be obtained through the Seattle -King County Department of Public Health. Plumbing will be inspected by that agency, including all gas piping (296- 4722). 4: Electrical permits shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (206- 835 - 1111). 5: All mechanical work shall be under separate permit issued by the City of Tukwila. 6: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any construction. These documents are to be maintained and available until final inspection approval is granted. 7: Engineered truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. 8: Any exposed insulations backing material shall have a Flame Spread Rating of 25 or less, and material shall bear identification showing the fire performance rating thereof. 9: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 10: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 11: All wood to remain in placed concrete shall be treated wood. 12: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 13: There shall be no occupancy of the building(s) until the final inspection has been completed by the Tukwila Building Inspector. 14: Ventilation is required for all new rooms and spaces of new or existing buildings in conformance with the Uniform Building Code and the Washington State Ventilation and Indoor Quality Code, Chapter 51 -13 WAC. 15: Fuel burning appliances may not be installed in sleeping rooms, U.M.C. 304.5. 16: Appliances which generate flame, spark or glowing ignition, shall be elevated 18 inches above the floor (U.M.C. 303.1.3.). doc: Conditions D04 -172 Printed: 07 -30 -2004 z Z D UO CO J � �LL W O U¢ ND = F- W ZO �5 VO O c. off W uj F- �O w z U= O z V ..� City of T ukwila � 1906 � Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 17: Water heater shall be anchored to resist earthquake (U.P.C. 510.5). Z �Z 18: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** LU D 19: Contractor shall notify Public Works Utility Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and v 0O completion of work at least 24 hours in advance. C O o co W � 20: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be t _ underground. CO L 0 21: Any material spilled onto any street shall be cleaned up immediately. 22: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. U. N a =w 23: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation z off -site or into existing drainage facilities. Z O UJ W 24: 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. v co 0- 25: The Land Altering Permit Fee is based upon an estimated cubic yards of . If the final quantity exceeds this w w amount, the developer shall be required to recalculate the final quantity and pay the difference in permit fee prior to v the Final Inspection. u_ 0 _ 26: From October 1 through April 30, cover any slopes and stockpiles that are 3H-1V or steeper and have a vertical rise of v 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 Z period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 27: 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. 28: 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. 29: 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'. 30: All conditions of the Sara Development plan approval shall be met. Refer to Permit Nos. MI01 -210, MIO2 -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. 31: 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. 32: Install yard drain(s) and perforated pipe along the driveway, as necessary to prevent on -site ponding of storm water runoff. doc: Conditions D04 -172 Printed: 07 -30 -2004 City of Tukwila f9Q8 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 of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: Date: Print Name: /60 GftL =SGT doc: Conditions D04 -172 Printed: 07 -30 -2004 ZZ S � w J U. U 0: CO CO) UJI J � �LL wO LL ?. N = w' z� F— O Z I— w 2 j; U O� 0 i-' W w: LL O. _ U N' O Z CITY OF TUKWI L.A - Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 t it i' A r V . .���•' "� let �. Bu11d11g Permit'No V , 0 ?, y i 4� �• f 1 Mechuucal Public Works Perinit�lo �` • T..�.✓'k kJ I1 11� , �"�h ,' �. M '�! S� G r J S' �, j ;l��^t1Tt�',�t ,?I�. .���rY .(•c:''., t ., y( Fr' f. Qx $'Z �)1 Qe use �nll/ . .S �L' �fi' 1 •'+Z Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE LOCATION King Co Assessor's Tax No.: ,2�v X320 —t ��S Site Address: 1.3435 hA 4C4['!g0& ?%Cl Suite Number: Floor: Tenant Name: yip SCA Vjr �69AV) Lo-r V New Tenant: .... Yes []..No Property Owners Name: Cye ) ce Lt+ L}owes Mailing Address: 4Z5 T Ave- N ' SZ4 Le W4 4 109 City State Zip CONTACT PERSON Name: � Day Telephone: "S 3- S G 5.75 Mailing Address: 9z 5- 26 ephl[ ,E w AJ -BI25 ,S2c.44 ey City State Zip E -Mail Address: Fax Number: f- - 32 3- 1, 74 2- GENERAL CONTRACTOR`INFORMATION Company Name: O-a S u btu 4 aAe s Mailing Address:_ 1 4275 f��h-l-iu5 AVe 2S S At4}1 e Wa City State Zip Contact Person: 3 0 6 l 1 Day Telephone: 0l? 53.5- 6 y 7579 E -Mail Address: Fax Number: Zo b - 32 3 - 74 Z- Contractor Registration Number: S14y PEC * 0 Z2 M (3 Expiration Date: O7 l o * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT; OF RECORD - A ll plans must be wet stamped by Architect of Record. Company Name: Mailing Address City Contact Person: Day Telephone: E -Mail Address: Fax Number: State Zip ENGINEER OF RECORD — All plans must be wet stamped by Engineer'of Record'' Company Name: Mailing A Contact Person: City State Day Telephone: E -Mail Address: Fax Number: Zip Z ~ W t 2 JU UQ W= F- (/) LL W J LL N = W H Z� W LU C 5 U N 0 F- WW t— LL Z W U= O Z y lapplicadenskpennit application (3.2003) 3/2003 Page I -,.BUILDING PERMIT:INFORM -- 206 431,3670. t , . .h. ,t 'T Valuation of Project (contractor's bid price): $ 0 0 0 Existing Building Valuation: $ Sc ope of Work (please provide detailed information): one Will there be new rack storage? ❑ ..Yes ,9.. No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below:, PLANNING DIVISION: Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 7072 Floor area of principal dwelling: Floor area for accessory dwelling: Z o *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes B,.No If "yes ", explain: FIRE PROTECTIONMAZARDOUS MATERIALS: J&.. Sprinklers ❑ ..Automatic Fire Alarm ❑..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ❑ ..No If "yes ", attach list of materials and storage locations on a separate 8-112 x / l paper indicating quantities and Material Safety Data Sheets. \applications \permit application (3.2003) 312003 Page 2 Z Z �W QQ� JU L) O NO co W J = H CO W WO La cl) = 1. W Z lF- l-- O W ~ W U in F- WW HF- — O W Z to O Z Existing Interior Remodel Addition to . Existing Structure . New. . Type of Construction per UBC Type of Occupancy per UBC Floor.. . 2. Floor .. Y Floor Floors. thru. Basement Accessory Structure* Attached Garage 3 Detached Garage Attached Carport _Detached Carport .: Covered Deck 54 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) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 7072 Floor area of principal dwelling: Floor area for accessory dwelling: Z o *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes B,.No If "yes ", explain: FIRE PROTECTIONMAZARDOUS MATERIALS: J&.. Sprinklers ❑ ..Automatic Fire Alarm ❑..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ❑ ..No If "yes ", attach list of materials and storage locations on a separate 8-112 x / l paper indicating quantities and Material Safety Data Sheets. \applications \permit application (3.2003) 312003 Page 2 Z Z �W QQ� JU L) O NO co W J = H CO W WO La cl) = 1. W Z lF- l-- O W ~ W U in F- WW HF- — O W Z to O Z FERM UMRMATIOP 'i II Scope of Work (please provide detailed information): w Call before you Dig: 1- 800 - 424 -5555 Please refer to Public Works Bulletin #1 for'fe'es,and estimate sheet. Water District "ff ❑ �... Water District # 125 ❑ .. Highline ❑ ...Renton Water Availability Provided Sewer District Tukwila ,®... ValVue ❑ .. Renton ❑ ...Seattle Sewer Use Certificate ❑... Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑ ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. Su(rfnitted with Application (mark boxes which apply): ...Civil Plans (Maximum Paper Size —22" x 34 S ❑ ...Technical Information Report (Storm Drainage) �. Geotechnical'e ❑ ...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance E].. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ... Harmless reven ton - ire rotectton Irrigation " Domestic Water " ...Permanent at k Size.. WO# []...Temporary Water Meter Size.. WO# ❑ ... Water Only Meter Size............ WO# ❑...Deduct Water Meter Size........ " ❑ ...Sewer Main Extension ............ Public Private ❑... Water Main Extension .............Public Private Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ .. Right -of -way Use — Potential Disturbance @�..Construction/Excavation/Fill - Right -of -way Non Right -of -way Total Cut JO cubic yards ❑ .. Work in Flood Zone Total Fill cubic yards Storm Drainage -V ,?..:Sanitary Side �L Sewe �� S`( [] .. Abandon Septic Tank ❑ .. Grease Interceptor ❑ ...Cap or Remove Utilities ❑ .. Curb Cut ❑ .. Channel ization ❑ ...Frontage Improvements ❑ .. Pavement Cut ❑ . Trench Excavation ❑ ...Traffic Control [3.. Looped Fire Line Utility Undergrounding ❑ Backflow P t' F' P " FINANCE INFORMATION Fire Line Size at Property Line Number of Public Fire Hydrant(s) ❑ ... Water (] ... Sewer ❑ ... Sewage Treatment Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Zip Water Meter Refund/Billing: Name: Day Telephone: T Jailing Address: City State Zip \ application (3.2003) 312003 Page 3 Z Z. J.- Z' QQ� UO CO W NO W = (0 LL. W }} J LL. Q N � = d �W Z= I- 1— O W 5 UC) ON D h- WW H LL O W Z N U O Z : 4 NEC IiANICAL PERMIT INFO vIATION,' =206= .431 - 3670.. MECHANICAL CONTRACTOR INFORMATION Company Name: D Mailing Address: Contact Person: E -Mail Address: City State Zip Day Telephone: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Valuation of Project (contractor's bid price): $ AOS to Scope of Work (please provide detailed information): - � - e&J 1/AL - ' 41V tce GS v ✓R 4e� l2 4S 1 4"tC r > 44et t V' C Use: Residential: New .... Replacement .... D Commercial: New .... Replacement .... F� Fuel Type Electric.....[] Gas....- Other: 0 -3 HP /100,000 BTU 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 FIP /500,000 BTU Floor Furnace Ventilation Fan 15 -30 HP /1,000,000 BTU Suspended /Wall /Floor Mounted Heater Ventilation System 30 -50 HP /1,750,000 BTU Appliance Vent Hood 50+ HP /1,750,000 BTU Heat/Refrig /Cooling System Incinerator - Domestic Air Handling Unit <= 10,000 CFM Incinerator — Comm /Ind PERMIT APPLICATION NOTES, . Applicable to all permits in this appl><cation Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR UTHORIZED AGENT: Signature: y �, Date: Print Name — % y� ��J Day Telephone: 5 60- 7_S7S Mailing Address: 4Z2 �oh� Ave N, WI Z5- S� 84 W 2 City State Zip Date Application Accepted: i Date Application Expires: S ff Initials: vq \applications \permit application (3.2003) 312003 Page 4 Z Z �W JU 0 W� 0 L WO LLQ CO) 2 ~W Z 1-- 1- O Z H W W U� ON C1 I— WW H� LL F- Z W U= O Z i City of Tukwila . 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Payee: BAY DEVELOPMENT CORPORATION RECEIPT Parcel No.: 2613200154 Permit Number D04 -172 Address: 13435 MACADAM RD S TUKW Status: APPROVED Suite No: .00 Applied Date: 05/25/2004 Applicant: CRESCENT HOMES - LOT 4 Issue Date: Current Pmts Receipt No.: R04 -00978 Payment Amount: 1,864.75 Initials: SKS Payment Date: 07/30/2004 09:21 AM User ID: 1165 Balance: $0.00 Payee: BAY DEVELOPMENT CORPORATION TRANSACTION LIST: Type Method Description ---- - - - - -- -- - - - - -- --------------------- - - - - -- Amount ------ - - - - -- Payment Check 8325 1,864.75 RD Pmts Re -Dist .00 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- BUILDING - NONRES ---------- - - - - 000/322.100 -- ------ - - - - -- -48.00 BUILDING - RES 000/322.100 1,833.75 PLAN CHECK - NONRES 000/345.830 - 1,191.94 PLAN CHECK - RES 000/345.830 1,191.94 PW LAND ALT PERMIT FEE 000/342.400 23.50 PW PERMIT /INSPECTION FEE 000/342.400 51.00 STATE BUILDING SURCHARGE 000/386.904 4.50 Total: 1 07/30 9716 TOTAL 1948 doc: Receipt Printed: 07 -30 -2004 z Q W W� UO CO 0 �_ Lo LL W O U.Q N d _W z� �_ O. w �5 U O N � rr W W �U LL O .Z W N O Z . f906 City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 2613200154 Address: 13435 MACADAM RD S TUKW Suite No: Applicant: CRESCENT HOMES - LOT 4 Permit Number: Status: Applied Date: Issue Date: D04 -172 PENDING 05/25/2004 Receipt No.: R04 -00637 Payment Amount: 1 Initials: BLH Payment Date: 05/25/200412:13 PM User ID: ADMIN Balance: $1,864.75 Payee: BAY DEVELOPMENT CORPORATION TRANSACTION LIST: Type Method Description Amount ---- - - - - -- -- - - - - -- --------------------- - - - - -- ------ - - - - -- Payment Check 8159 1,540.94 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- BUILDING - NONRES 000/322.100 48.00 PLAN CHECK NONRES 000/345.830 1,191.94 PW BASE APPLICATION FEE 000/322.100 250.00 PW PLAN REVIEW 000/345.830 51.00 Total: 1,540.94 t. U r ; t:. r.: 1205 05126 1710 TOTAL. 2931.96 doc: Receipt Printed: 05 -25 -2004 Z Z �W U0. N co W J � CO) L WO L J Q Nd F-W Z rr F- O Z F-. W 5 U� 0 �. O 1-- WW F=-• H U- .. Z W N H O F=- Z INSPECTION RECORD INSP N NO. Retain a copy with permit ECTI PER = —.. - CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 Pr * t: Type of spection�„ " A dress: Oa'e Called: jJ- z - a Special Ins uctions: / Date Wanted: 1 r f�' mm. Request • .�� Phon No: g , P! / ^ 1 —11 $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: i2 i i I i i Z W _3 UO (0 0 , CO) =" J I... CO) LL W O. L? cl)d = H W = Z I— H- O ZI-- W lil U� C3 1-- W W H �. LL O. W Z U= O 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 Project: a� LJ�vL I J ML ^74 Ty. of Inspection: � a •'vim f ; i , • Address: I Date Called: Special Instructions: Date { ant : 111 p.m. Requester: --� Pho a No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: I Inspector: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Z W' 5 00 Co 0. w= -J N U., W I-J LL d . = W ? F— Z° LU W 0 WW XU .u' O 111 Z . U =. O 1--, Z INSPECTION RECORD c Retain a copy with permit INSPECTION NO. PERMIT 0. S CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd.; #100, Tukwila, WA 98188 (206)431 -3670 P oject: Type of Inspe ion: L T dr Date Called: Special I tructions: f ;;�:, Date Wanted _ (� / a.m. Requester: Approved per applicable codes. {arrectjons retUired pri6► to approval. COMMENTS: 1- (IA 4 t h r .Z. L.© E x C #IN v H ; , 0 '''V 0 se 1 S tor: 7.00 REINSPECTION FEE aid at 6300 Southcenter BI eipt No.: Date: :QUIRED. 4or to inspection, fee must be ��( Suite 100. Call to schedule reinspection. \ Date: Z H '~ W f JU UO W= C0 LL W O La Nd = W F- _ ' Z f- F- O W ~ W U �' OH WW H F-- 11 Z 1 U to O F . z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PER N i CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206 431 -3670 Project: 11 `` Y e4Q� t'tt)Wfs Type of Inspection: W A Ve fh 1 I-A7iO - T4e' CS✓ A Address: 1 3y 35 Yv)A0 I>Aw) RO Date Called: 01- Special Instructions: Date Wanted: a.m. Q / -• � - .m. Requester: �..r- / cs P one N : �pproved per applicable codes. Corrections required prior to approval. Receipt No.: (Date: Z Z . �W a � WU UO W= TU- WO �- U. cod = W H Z I— I O W 5 (3 0-- 0 r— W H H LL 0 111 Z CO) O Z INSPECTION RECORD Retain a copy with permit�� «Z -7-INSPECTION NO. PERMIT 0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 S pproved per applicable codes. E] Corrections required prior to approval. COMMENTS: I Pro'ect: Jae S nYl q m 'E S Type of Inspection: - p Ws� . Address: 5. R 3LI 3 W�ega) A,M a, Q-o Date Called: ►�- I —o (:) o Special Instructions: Date Wanted: a. m. M _ kk_ p m. Requester: P one o: Inspe tor: Date: 1 — 11--'0 .00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be id at 6300 Southcenter Blvd., Suite 1'00. Call to schedule reinspection. Receipt No.: Date: Z �Z W fY � JU UO CO O. W= 0LL W O LLQ �W z� Zo UJ 5. U � H WW LO Z W U2. O 2 INSPECTION RECORD Retain a copy with permit S6 INSPECTION NO. PE M CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 oject: Type of Ins p ction: / ddress: ate Called: Specia n tructions: Date Wanted: a.m. Requester: Phone No: Receipt No.: (Date: Z �Z �aa W W� J U. UO W= J �. C0 LL w O L_ C0 1 ZH H O Z H- �5 UC3 O N. 0 H WW lL O . Z. U =. O Z �rPprovecl per applicable codes. ffto-rrections required prior to approval. f , i INSPECTION RECORD Retain a copy with permit INSPE ON NO. P4�ERQO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 P t v ect: _ Typ f Inspection: c � A dress: to Called: I Special I structions: Date Wanted: ( a.m. Requester: paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: l l Z �Z ' W W� U Q. W� L W O. La Nd = W Z �. H O. Z F- W LLJ �p U O N 0H WW H� W Z tll U =' O F- Z t3 Approved per applicable codes. ffc rrections required prior to approval. INSPECTION RECORD 13 Retain a copy with permit L DOL/-17Z- INSPECTION NO. PERMI CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 '(206)431-3670 r 4: Approved per applicable codes. M Corrections required prior to approval. Project: 0 re SF-4 -I- Ho v Rec I t No.: (Date: Date Called:. 1-10-05 Special Instructions: Project: 0 re SF-4 -I- Ho v Type of Inspection: Ca L A Z!JJ 6� Address: 1 '--1,3S M & AC AZAv^� Date Called:. 1-10-05 Special Instructions: Date Wanted: a.m. I — I I — C) 5 (—f.M:. Requester: — 7796 P ne z Z' LLJ 00 � W= 0 C0 UJI C0 LL w 2� 9 -J LL to LLJ 0 z t-- LLJ W 5 C0 0 — u j z wcf)� L) — P x 0 z INSPECTION RECORD ,Y Retain a copy with it DQU'i�7 p ermit INSP CTION NO. p PERA� T O CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project• � -ft � Type of Inspection: 1 Ad - 3 4 3S MG�LLcr�� Date Called: Special (Instructions: Date Wanted: a.m 1�,0(� 1 1 ..1-1 p.m . Requester: •P Phone No: S ! -7C' ^ D �Ob - d Approved per applicable codes. Corrections required prior to approval. COMMENTS: Y 1h -. 1 Inspecto — Date: $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: r Z I z 4— W W� UO C l) 0: W= J x N LL �O LL= N CY = W H W �5 �0 O C0 Cl f- WW H C.), U" O W Z U3 O E- Z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PER O. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (20 )431 -3670 Projecta �(, ; Type of Insp ction Addre J / P ate Called: _ Special Instructions: Date Wanted: / /_ /`��� C / p.m. Requester: -T�� Phone No 77, D_ IE LU Z = Z. J U, UO to o C0 W J H N LL WO } 90 LL Q Cj) = W fL = H O W H �5 U� O- OH W LL H lil Z U= O Z N �A per applicable codes. Corrections required prior to approval. INSPECTION RECORD Retain a copy with permit T INSPECTION NO. PER OT O. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 t .. Approved per applicable codes. El Co rections required prior to approval. kA 5 G� �n rA ` KL r mect: .. Type of In g� A dr s :-7 5 Q D to Called: o S ecial Instructions: (��� Date Wanted: / a.m. p.m. Requester: Requester: Pho a No: -7 COMMENTS: I X05 �` t► r Inspector: /, ` Date: 1 4k4 �— I Receipt No.: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 2 �Z ' W W� JU UO U� J = TLL W O LL _. U)d = W Z F- ZO W �p U O N O �- WW H �. LL! Z U CO) O Z 5 INSPECTION RECORD L 7\A Retain a copy with permit J�y INSPECTION NO. PERM 'NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Xukwila, WA 98188 (206)431-3670 ct' 2' z 17 Type of Inspection: Address: Date Called: Special Instructions: Date Wanted: a. m. //— 2--- P.M. Requester• ' n�e N rP� iroved per applicable codes ENTS: Corrections required prior to approval jIriqpector.j,- Date: p47 i 0 REINSPECTION FE � REQUIRED. Pry to inspection, fee)-ilust be I at 6300 Southcenter lvd., Suite 100. Call to schedule reinspection. keedpt No.: Date: Z C.) 0 0 (a (3 Cl) w W:r J N U. WO U- Cl) C% W X Z F- E-- 0 Z F- W W 5 0 C0 0 C3 WW LL 0 LLI z C0 0 Z INSPECTION RECORD Retain a copy with permit f INSPECTION.NO. PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ( 06 43.1.3670 Pro ct: Type of nspection: Address: 5 Date Called: f Y Special Instructions: Date anted: M. -- a — P.M. Re uester: Pho e-No: [RApproyed per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date. / - YL 0 "oti 47 0 REINSPECTION FEE QUIRED. Prior to spection, fee m st be at 6300 Southcenter Blvd. Suite 100. Call�fo schedule reinspection. ftrA No.: Date: I. i v' MlYIg11(u Z W QQ � JU UO N 0 J � �LL w O 9 -j LL co = W ? Z0 �p U O co. � F- WW H� IL Z fill U= O Z © INSPECTION RECORD Retain a copy with permit S INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pr ject: Type of Inspeg Fl Approved per applicable codes. 14corrections required prior to approval. COMMENTS: ion: .b Address: � Called: Gar ✓� �� . .3 /— a / arc ,'N .5 s. t/ i S ecial I structio s: Date Wanted: / O a.m. l Requester: Phone No. Fl Approved per applicable codes. 14corrections required prior to approval. COMMENTS: - /a !� �,� no�/n/ Gar ✓� �� . .3 /— a / arc ,'N .5 s. t/ NJ ter+ ; rtJ ,' -1-w�4 n/ I©V Receipt No.: Date: r „., ... Z $z I W JU UO Cl) J = S2 LL WO LLQ c d = W ? H H O W ~ W U� O � .0 H W 2 LL —O .Z W U O =, H Z INSPECTION RECORD V . � 17 � l Retain a copy with permit INSPECTION NO. PER CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 206j431 -3670 Proje Type Inspection: S Address: Cj, Vtn Date Called: L Special Instructions: Date Wanted: a.m. .m'. Requester: Phone No: � per applicable codes. Corrections required prior to approval. COMMENTS: h' COM .Dj ei r , Inspector. Date: (� ) 4AJt� - I Receipt No.: 7 rate: 7 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Z 1 I- ~ W �dd � JU UO N U) UJI J = S2 LL W 0 �a c d = W { Z� Z O - W 0 0 F– WW �U I" O UJ Z U =, Z j 5�7 INSPECTION RECORD PE NO. INSPECTION NO. Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 6)431-3670 Pr(9iect- C Type f c.lon* j O M�� Wa I vi ess* 4� &WaAm ate Called: (Viblov Special Instructions: Date W anted P- M) Requester: 1 7 - 7R Corrections p proved per applicable codes. required prior to approval. COMMENTS: Inspector: Date: OL F� $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: I Date: z UJI. D U Cj) 0 W = LU �� x N wo Ei co D CY W Z 0 W LLJ 2 5 D 0 L) c o, 0 a II-- W W 3:0 U. z W (D 0 Z INSPECTION RECORD �f �'! 7� Retain a copy with permit INSPECTION N0. PE 0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 r r P ject:Type of Insp ction A ti & Date Called. C/ (P Special Ins uctio s: Date a.m. p.m. Requester: DM ( b Approved per applicable codes. 1 I E Corrections required prior to approval. i t I E i r Inspecto ! 4 1 Date: + L- 1 I Receipt No.: Date: $47.00 REINSPECTION FEE. REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 2 �W �aa � JU UO W= CO) LL W O LLQ �W Z Off. W W U� Ocf) W W. H LL Z L1J US O ~' Z M 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 Pr ' ct: Tyne of Inspection: r A 7 dress: _ Date Called: Special Instructions: z Date anted: 1 " ' Requester Pho . �No* Approved per applicable codes. Corrections required prior to approval. COMMENTS: <N . I, l I inspecto : Date: AJIV F] $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, tee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: I Z H '~ W JU UO WF- � W LL ?. co = CY W H ZH 0 F- W �O U N O H WW F- 1-- LI Z L co O 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 Project: Type of Inspection: - � 1 J) Address: Date Called: S Z7� Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: o— o Fl Approved per applicable codes V ) COMMENTS: 7i7 � 5� 7Z' 4) slr" Corrections required prior to approval. $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I z F Z �W QQ � J 00 to 0 W= �LL WO LLQ CO = W F- _ z !— I- o z �- W W U� 0 1-- W W �F ll! z N 0 H O z t � INSPECTION RECORD 9 Retain a copy with permit f nc^ INSPECTION NO. P N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 6)431 -3670 IV Receipt No.: Date. 1 oject: pec 'on: Approved per applicable codes. El Corrections required prior to approval. spec r: uate. 7.00 REINSPECTION FEE REQUIRED. for to inspection, fee must be paid at 6300 Southcenter B vd., Suite IV Call to schedule reinspection. Z — Z W QQ� 3 UO W Uj (n L WO J U. to d �W ZO UJI �5 U� N a F- WW H L). LL Z 111 L) O Z T e-of In Ir. d s: " 4 1 e Called: 8 Sp cial In t u ate Wanted: Q ,m, Requester: /. P one N oject: pec 'on: Approved per applicable codes. El Corrections required prior to approval. spec r: uate. 7.00 REINSPECTION FEE REQUIRED. for to inspection, fee must be paid at 6300 Southcenter B vd., Suite IV Call to schedule reinspection. Z — Z W QQ� 3 UO W Uj (n L WO J U. to d �W ZO UJI �5 U� N a F- WW H L). LL Z 111 L) O Z z;. INSPECTION Retain a copy with permit !JU INSPECTION NO. PER IT CITY OFJUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 6) 31 -3670 Pr 'ect: Typeg X Approved per applicable codes. Corrections required prior to approval COMMENTS: A I I il A loe t .9 r C ri[ Inspector , r Date: B_, OC , '4 Receipt No.: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Z W � UO to 0 J to u. W O. L L ND = �W r = Z �... Z� W U� O Cl) OH WW h=- H tll Z U= O Z i;lnspection: � A ress: Da ailed: Spe ' YIn ructions: UAW Wanted. a m p.m. Requester: Phone No: c X Approved per applicable codes. Corrections required prior to approval COMMENTS: A I I il A loe t .9 r C ri[ Inspector , r Date: B_, OC , '4 Receipt No.: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Z W � UO to 0 J to u. W O. L L ND = �W r = Z �... Z� W U� O Cl) OH WW h=- H tll Z U= O Z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERM r431-3670 CITY OF TUKWILA BUILDING DIVISION I 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (20 Proj ct: �2l�n t r'`"rj'1•e5 Typ -of Inspect'on: �.0 GJ�GC Address: R 3 l ►' /�/1 C ��C a r` t Date Called: rJ Special Instructions: i/ � �"j Date Wanted: a. m. Q FM Requester: ' Phone No Approved per applicable codes. Corrections required prior to approval. COMMENTS: a r` t h i ti ' Y\ r �. r �- t l Inspector: Date: i $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: �r Z ;F Z �U UO W =. S2 LL W L? cf)d =W zI-- ZO W U� N o F- W uj . H� LO z U= O z _ 1 1 '•� 'BAR. "..l f.k••�:•'!• "•_ s� City of Tukwila Steven M. Mullet, Mayor Fire Department TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Sprinklers: Fire Alarm': . Hood & Duct: Halon: Monitor: Pre -Fire: Permits: Authorized Signature FINALAPP.FRM Thomas P. Keefe, Fire Chief Date Rev. 2/19/98 T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206 -575 -4439 z ~ w JU U N 0. J = H N LL WO J LL Q co _ d �W Z H H_ O z f_ W W U� ON o�_ WW H5 U- O .z W co O z '•� 'BAR. "..l f.k••�:•'!• "•_ s� City of Tukwila Steven M. Mullet, Mayor Fire Department TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Sprinklers: Fire Alarm': . Hood & Duct: Halon: Monitor: Pre -Fire: Permits: Authorized Signature FINALAPP.FRM Thomas P. Keefe, Fire Chief Date Rev. 2/19/98 T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 -575 -4404 • Fax: 206 -575 -4439 z ~ w JU U N 0. J = H N LL WO J LL Q co _ d �W Z H H_ O z f_ W W U� ON o�_ WW H5 U- O .z W co O z i . FOUNDATION D RAIN FI D C -7NISH PER ELEVATION OVER )LB. BUILDING PAPER VER SHEATHING PER PLAN RECEIVED JUN 0 12004 TUKWILA PUBLIC WORKS 2X STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN 5/4" T.46. PLYWOOD SUBFLOOR GLUED $ NAILED mum FLR. JSTS. PER PLAN AL 6" MIN. P.T. SILL PLATE $ A.B. PER .►�LII . SHEAR WALL 5GHEDULE III :. AND /OR FOUNDATION PLAN ;,III 11_ { ��� , TI6HTLINC —I-I I IL I L{iv DRAIN 1 1 I I ingl< IF RCOU � j (I . ; ,II ±, .•II 6 • MI L. B V. B. cSJ 1 -� -�I - 11 z p � O 4" DIA. PERF. FOUNDATION DRAIN �- L Cv aw� d +rq' Fo o-I � �r � CL rc l A, C) L( `H- ltv�mt- I 4h9yx CYq�� d� ql� 41 -c c�l•e r ) rfly T�VED ,� 1 �� - k, c �O v �•` C� q i �l 'f 1 ? 1 L`I KWtf q MA y 2 5 2004 PERMIT c EN TER boy Z Z �w Q � JU tU 0 W= H N O W 2� 9:3 cl) = C%. �W ' Z H F— O w �5 U� co O H W W. LL H Lll Z U =, O ~� Z S A (Z - ra VI 5 rA l,c r 4 3 35 MCI c.a� f KW l �q L L) Cvv,r v— 4 2 5�50 " 8 " ;� cc" v I ' ! vi - 4o ! o r i I • ms s: .a 39 P +0 P- v' C Q C. - �' 4�0 e I W W iz � -kr 5 _ SeLI-)QV" RECEIVED CITY OF TUKWILA JAN - 7 2004 PERMIT CENTER i z �Z w: rr � ; J U U oo. co = J f— S2 U W 0: LL N d = w ?� z 0. W U0. co: O— o� ww H �; Z U N o H: Z 1 SITTS do HILL E NGINEERS, INC. rc PmfOsslonal Enginee and Pla nners ROBERT J DAHIAEN, RE 2901 South 40th Street. Taeema, AAA 98409 -5697 BRENT K. LESLIE, P•E. Telephone (253)474.Wy 110BEmr N. I* R13, NI..S Fax (253) 474.0163 RANDALL G. MAYDON. r^.L.S •Oclober 4, 2004 CRESCENT HOMES 425 Pontuis Avenue North Seattle, Washington 98109 Attn. Ted Chesledon SUBJECT: FRAMING CLARIFICATION FOR 3006 PLAN AND 2550 PLAN, LOCATED AT LOTS 1-4, SARA VISTA, TUKWRA, 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 transfer bshveen 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 feet free to contact our oftim if you have any questions. Sincerely, SITTS & HILL ENGINEERS, INC. Ed Brown, P.E. Project Engineer J t 4- 00tr04 t 10 i »'z Civil, Structural and Surveying RECEIVED OCT — 8 2004 DEPARTMENT z Z W UO 0 w= Cl) U w 0 2�: U - �d =w Z �. t- o: z1- w w U� o c o�-- w LL ~O z N U— O z Z F Z w 2 D JU UO ND CO LLI J N LL WO J LL Q CO = a F . w z �O z F- w U� ON A I-- WW H� LL O .• z W U= Z L Sitts & Hill Engineers, Inc. Job Name Bay Development Plan #2550 Professional Engineers & Planners 2901 South 40' Street Job No. 11,031 Sheet No. 1 j Tacoma, Washington 98409 ±� 253- 474 -9449 Fax: 253- 474 -0153 By B.T. Date. 614103 INDEX BASIS FOR DESIGN. 2 ! DESIGN LOADS. 3 LATERAL ANALYSIS. 4-24 j GRAVITY ANALYSIS. 25 -53 3' CAR GARAGE OPTION 54 -57 LATERAL ANALYSIS. 3" CAR GARAGE OPTION 58 -66 GRAVITY ANALYSIS. f1 • I" 4. . i. I " I i.. i v i z Z ` J U. UO N Q. J � N W. WO 2 QQ U. N d = W Z F- H O z F Ui w U� W W' F- V. u. z Lll N; N O ~: Z • Y " Sitts &Hill Engineers, Inc. Job Name Bay Development Plan #2550 Professional Engineers & Planners 2901 South 40 Street Job No. 11,031 Sheet No. 2 Tacoma, Washington 98409 —' 253- 474 -9449 Fax: 253 - 474 -0153 By B.T. Date 614103 BASIS FOR DESIGN 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 I WOOD: WOOD TYPE JOISTS 2X4---- ---------------------------------------- H.F. 42 2X6OR LARGER ------------------------------------------------------------------------------------ H.F. #2 BEAMS WIDTH OR LESS -------------------------------------------------------------------------------- D. F. #2 WIDTH GREATER THAN 4" D.F. #2 LEDGERS AND TOPPLATES -------------------------------------------------------------------------------------- - -H.F. #2 STUDS 2X4---------------------------------------------------------------------------------------------------- H.F. #2 2 X 6 OR LARGER--------- - - - - -= H.F. #2 P 4X4--- H.F. #2 4 X 6 OR LARGER ---------------------------------------------------------------------------------- H. F. #2 6 X 6 OR LARGER ---------------------------------------------------------------------------------- D.F. 41 GLUED- LAMINATED BEAMS (GLULAM): Fb = 2,400 PSI, Fv = 165 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI. Z Z '~ w JU U V ) 0 w = F- �w w 9_j U_? � =w ? H HO w �5 U ON 0 F- Ww U W Z co U O Z s 1 Sitts & Hill Engineers, Inc. Job Name. Bay Development Plan #2550 Professional Engineers 2901 South 40 Street Job No. 11,031 Sheet No. 3 Tacoma, Washington 98409 253 - 474 -9449 Fax: 253 - 474 -0153 By B.T. Date. 6/4/03 DESIGN LOADS ROOF DEAD LOADS: ROOF 6.5 PSF INSULATION 2.0 SHEATHING 1.5 FRAMING 2.5 BEAMS 1.5 MISC. MECH., & LGTN. 2.0 16 PSF TOTAL DEAD LOAD ROOF LIVE LOAD: 25 PSF (SNOW) FLOOR DEAD LOADS: FLR. COVER 1 PSF INSULATION 1.0 SHEATHING 3.0 FRAMING 3.0 BEAMS 2.0 MISC. MECH., & LGTN. i 2.0 ------------------------- I i 12 PSF TOTAL DEAD LOAD FLOOR LIVE LOAD: ' 40 PSF (REDUCIBLE) E PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A i PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON i z . Q Z Lul JU UO Co C3 J = H CO LL w 9 :3 U. Q �d I = w - _ z F- O. z H W w fy U O N O F- = U. H� LL O. W z. UY O z i j SITTS & HILL ENGINEERS INC. 29%'1 SO. 40th St., Tacoma, WA 98409 -5697 i Telephone (253) 474 -9449 Fax(253)474 -0153 PROJECT : Bay Development Ba se Plan #2550 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown LATERAL ANALYSIS: BASED ON 1997 UNIFORM BUILDING CODE AS AMENDED BY LOCAL JURISDICTION. SEISMIC LOADS BASED ON UBC CHAPTER 16, SECTION 1630.2 SEISMIC ZONE: 3 Z:= .3 TABLE 16 -1 I:= 1.0 TABLE 16 -K C - 0.36 TABLE 16 -Q C,:= 0.54 TABLE 16 -R R:= 5.5 TABLE 16 -N W BUILDING /STRUCTURE WEIGHT Equation 30 -6 V:= 0.11 'Ca' I W V = 0.04 W Minimum Equation 30 -5 V:= 2.5-C,-1 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:= VV —P W 1.4 E =0.16 W (vertical component of earthquake ground motion taken as 0 for allowable stress design) Lateral forces will be distributed along lines of force /resistance. Lines of force /resistance will be investigated for both wind and seismic lateral loads. r M Base Plan #2550 Z �w u� D JU UO 0 co W J H NLL WO LL ?. a =W F— O Z W DO O �: 0 F- =U U. 0 Z U CO) Z 1 S' n d FRONT ELEVATION " A " % ff 4 - REAR ELEVATION "A CONC. STOOP UF'PE FL R. _ io UPP ER FL MAIN FLR R. BARGE BOARD TRIM MAIN FL OOR , _ 1� Z '~ W �2 D JU UO Cl) NW J � N LL WO 9� L ry L W T r i L I Z� W D D !- Ww H� u. O .. Z W N O Z ..� , , .. , 1 :j ;.,:,5:� ?i' 1: : }'::: ': { IA��;rTZ'i+`.: .•y�fi51: .. .�,�� a <'Jtiy •: 1�f� � ����V h'.�"� "•4�U .. .. +�•. •Jd•9; V. �f •: �� .4'Cti:. .''�L.i Vy�By ,r`�i ii :: ?,!',�'� Vin.. ff , t l (1' %I5' GABLE VENT 514XB pATG V1/ IXT TRIM � II — —' �- OPT VAULT \ XID' GABLE 'TENT r 3� 17 ` — — OATH. GEILIN5 INSIDE MASTER SUITE OPTIONAL 131) "7 H RIGHT ELEVATION " ,4 I rr_I._mrr LEFT ELEVATION " o / � s MAIN FLOOR Z 1Z � QQ W. WV Zj UO moo. J = H CO U. WO Q {T� V i r • W , ZH �o Z 2 5 U o. O N. O I- W W: H LL O ui Z . U= 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 f- 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 Ce Ground (ft.) — qs := 16.4• l b Iw := 1.0 Cq := 1.3 ft Wind Pressure (ps1) 0' to 15' Cel5 := .62 P1 := gs•Iw•Cq•Cel5 PI = 13.21bft 15' to 20' Ce20 := .67 P2:= gs•Iw•Cq•Ce20 P2 = 14.3 lb ft -2 20' to 25' Ce25 := .72 P3 := gs•Iw•Cq•Ce25 P3 = 15.4lbft -2 25'to 30' Ce30:= ..76 P4:= gs•Iw•Cq•Ce30 P4 = 16.2 lb ft- 30 to 40' Ce40 := .84 P5 := gs•lw•Cq•Ce40 P5 = 17.9lb -2 WIND SHEAR AT GARAGE DIAPHRAGM:: W3:= P1.12•ft WIND SHEAR AT UPPER FLOOR DIAPHRAGM: W := P2.10•ft WIND S HEAR AT MAIN FLOOR DIAPHRAGM: W := W + P1.9•ft W3'= ;1'58X1b ft W _ 1 lb ft W1; , 26 T:8 Ib ft -t Base Plan #2550 Z Uj D JU UO N O' W= J � N LL WO � LL N� = �W Z t– t– O w ~ W U� O N a�- WW �O ..Z W U =. O Z Z Z w f� 2 D UO O W= I N U W 5 LL J N W Z W 0 W Da W W L Z W co) O z I 7'•5 In B' -4• a B'•6" ]XO TSG I ? b° ° xOX S 4x DF (5116• ° TB O I I O 511ELVE9 MUD — ; o m l8' v ' = iv •- vt F AFF. Z, LL I 1 5 } C I 7 I MAWER BATH ENGINEERING I in ,�,,41 y . BEb_R I I ROOF DESIGN LOADS. I'•m'VINLY CARPET DL • 5 MF f 1 rte ON 30• DOOR 40 AFF. 0 iv LL 75 PSF o„.-_ FLOOR 0E51GN LOADS, 1 �^ 47 .• V•T,OS. / I Dl 10 PSF 1 a - LL 4o Mr- • FAk"T. IL j.l - ~ IN N U " SNEAFSU4LL5, in INDICATES 1 r ®• SHEAFMIALL TYF _ _ 5(P E i : rm RNDICAlE5 TYPICAL UXTER: INDICATES SNE S (C3) 40 INDICATES SHE I 1 ', w - Q i, .ua..+n..s -ALL NEADER5 ARE TO BE 7• -5 IR• '•I" 6'•0' •PROVIDE (U 2z TRR•rtER AT _ V • PRO%4DE (7) 7x POST AT AL ' x I e BEDROO 2 `i / { _ o CARPET I A i ot V7 WALL -I A I I S 1/1" 9' -11• 9D. in s o S °BP. 7'•6' IGNT 5NAFTa I C J• TUBS t SHOWS . I 9— W - '. rI FI� . BLOCK BETWEEN STUD •0 I • 1 I J(/ S (P 5 , P ° �- n . n FAN �- e ` I M1A '� I ? S' I I -LIMIT SHOWER FLOW TO 75 G C I - V.TO A V C (: - I WALLS SHALL BE UTATERPRC TL 74 i TO• ?DOVE DRAIN INLET. (-�• - - - -- - - - ° BP. .- - _ - - -. ]• 1 r �` \\ I I I I I 'ALL GLAZWG INCLUD WG TO• CF DRAIN INLET 5N4 SAFETY G1A55. I D. • -0" I. I x p l e Fu E oPEN To I I I ho 1 I I H r BELOW \ x \y I /� i I I _ . I v BEDRDOI1 3 ° CARPET \ 0 m I ; 9 �f e I I I NOTES: `} V -6 , SOLID BLOCKING OVER L IS I I I � (CI) (517x4 x8 4x5 CF'7 NF 7 I FIRE BLOCKING • ALL PL I I I I 5 ° 7 ° FIXED I I I WINDOWS ARE VINYL FRA' ARE R/O WIOTH 1 NSIGNT I l' I 1 I I I •� I FLAT I 1 I TT EXTLIALLS TO BE 7x P �/� I I I C I ° qi I CEILI O 1 SD. I I I J SD. U DETECTORS IIOV. I I q p p III • I - - •-� r_ I J O W/ BATTERY BACKUP. REN I I I I o IU 15' -B in" I 4' -3 1/1" I X- A'-2 314" O SI•ICKE DETECTORS T' ALL SEOROCT•IS p I ��vy,A I 1 yc+cLVaK..i�ba[y,y I S •( Q 77• X 30• ATTIC ACCE C CARPET I I r, r H 1 I"' J US 414OLE HCUSE =AN V.T. I I I o I I� I SIDE ROOF OF HOUSE I (L I I Q WIC LILOW RETUW AIR 3" DOWN FROM CEILIR I L I I 4x8 Of02 OPTIONAL 7x4 SKYLVG I C41) SID. 7'0' SKYLIGHT IN J oin •u (313 ° SN •, 7 - - _ - 7'•b" FROM TUB WALL n • A _ I: 4x8 DF7 t9 I 4.8 DF-1 I O -__ +.. �a a S Ox ? m UPfi fR FLOOi� i� LAN ! UPPrFQ CI OnQ AT FI Fs/ 'R' we L2 �- 2 Z Z w f� 2 D UO O W= I N U W 5 LL J N W Z W 0 W Da W W L Z W co) O z SITTS & HILL ENGINEERS INC. ? 2901 SO. 40th St., Tacoma, WA 98409 -5697 Tefephone (253) 474 -9449 ,7 Fax (253) 474 -0153 j 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: L4:= 29 -ft W = 142.8 lb ft t Total Wall Length: Laa:= 18 -ft Plate Height: H := 8 -ft W 2 - L4 -.5 T .,.. Wind Shear vaa : = t Sl�arlll/all Type:P:1;6 Laa vaa = 115.1 lbft '10d nails' `6•.''O.:C`.' Capacity` = +278 FLF` Seismic Tributary Weiqht: Roof := l6- psf -34 -ft- 9 -ft Roof = 7888 lb Wall := 10- psf- 34 -ft -5 -ft Wall= 1700 lb W:= Roof + Wall W = 9588 lb Seismic Force: E = V-W E = 87.2 lbft -t Wind Controls Design Laa Check wall section: laa := 18-ft Overturning Moment: OTM := vaa- laa -H OTM = 16569.9 lb ft Dead load resisting: Roof := 16- psf- 2- ft -laa Roof = 576 lb Wall := 10- psf -H laa Wall= 1440 lb Total := Roof + Wall Total = 2016 lb Resisting Moment: DLR := Total. Laa DLR = 18144 lb ft ij Net Uplift: U:= OTM -DLR U = -97.4 lb No Holdown. laa Base Plan #2550 z w UO moo. W J C0 LL WO �Q ND = CY W z� F— O z H- W U 0. 'O N C� t-- WW F 0. LL O, z U =, ~ O z t SITTS & HILL ENGINEERS INC. a 2901 SO. 40th St., Tacoma, WA 98409 -5697 Tdlephone (253) 474 -9449 F Fax (253) 474 -0153 PROJECT : Bay Development Base Plan #2550 Iv 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 W = 142.8lbft Total Wall Length: Lbb := 10-ft Plate Height: H,:= 8. ft Wind Shear vbb := t Sh'earWall Type'P'1'4 Lbb vbb = 371.4lbft Capacity-'= 4'18 PLF i I I I I Seismic Tributary Weiqht: Roof := 16•psf•28•ft• 2 29 ft Roof = 11648 lb Wall := 10•psf•28•ft•5•ft Wall = 14001b W:= Roof + Wall W = 13048 lb Seismic Force Ebb := V•W Ebb = 213.5 lb ft -1 Wind Controls Design Lbb Check wall section: lbb := 10-ft Overturning Moment: OTM := vbb•lbb•H OTM = 29711.6 lb ft Dead load resisting: Roof := 16•psf•2 -ft•lbb Roof = 320 lb Wall := 10- psf•H lbb Wall = 800 lb Total := Roof + Wall Total = 11201b Resisting Moment: DLR := Total. lbb DLR = 5600 lb ft 2 Net Uplift: U:= OTM — DLR U = 2411.2 lb Simpson Straps lbb MST37. } Base Plan #2550 Z = Z. '~ W U O. moo w =` J � Cl) W O N Cl f W Z = t— H O W ~ W 5 U� 0- O 4•- WW t— u. O Z CO O H. Z i SITTS & HILL ENGINEERS INC. j 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT : Bay Development TeIrjphone (253) 474 -9449 Base Plan #2550 ' Fax (253) 474 -0153 y j ' t . 1 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Seismic Tributary Weight: Roof := 16•psf•28•ft. L3. ft Roof = 5152 lb 2 Wall := 10•psf•28•ft•5•ft Wall = 14001b W:= Roof + Wall W = 6552 lb Seismic Force: E V- W CC := E = 107.21bft t Wind Controls Design Distance between Lines of Resistance: L3:= 23-ft W = 142.8lbf { Total Wall Length: Lcc:= (5 + 5)-ft Plate Height: Fl , := 8-ft Wind Shear vcc := W 2-L3-.5 .. .i Shear; ; llVall:l'ype. Lcc vcc = 164.3 lb ft 1'00:r a ls';@ .67: O.C: Capacity =''= 2 .. PLF . Upper Floor Wall Line CC: Lcc Check wall section: lcc:= 5-ft Overturning Moment: OTM := vcc•lcc•H OTM = 6570.8 lb ft Dead load resisting: Roof := 16•psf•2•ft•Icc Roof = 160 lb Wall := 10•psf•Hw lcc Wall = 400 lb Total := Roof + Wall Total = 560 lb Resisting Moment: DLR := Total. Icc DLR = 1400 lb ft 2 Net Uplift: U OTM — DLR p U = 1034.2 lb Simpson Straps Icc MST37. t Base Plan #2550 Z Z` �W u� D UO Co Q J :c co LL W O. J LL Q D X 0 W Z F— O. w 2 � U O co 0 H W W U. LL 0 , W Z CO) O Z SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98309 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT : Bay Development Base Plan #2550 IV 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Elevation "B" Wall Line CC: Distance between Lines of Resistance: L3:= 23-ft W = 142.8lbft' I Total Wall Length: Lcc:= (3 + 4 3)-ft Plate Height: H 8-ft W2-L3-.5 Wind Shear vcc := t Shea Vall"tTjipe P9 =6 = 164.31b ft- Lcc vcc 10d. nails Capacity'= 278. PLF: Seismic Tributary Weight: Roof := 16•psf•28•ft• 23 ft Roof = 51521b 2 Wall := 10•psf•28•ft•5•ft Wall = 1400 lb W:= Roof + Wall W = 6552 lb Seismic Force: E ;= V W E = 107.21bft - ' Wind Controls Design Lcc Check wall section: lcc := 3-ft Overturning Moment: OTM := vcc•lcc•H OTM = 3942.5lbft Dead load resisting: Roof := 16•psf•2•ft•lcc Roof = 96 lb Wall := 10•psf•Hw lcc Wall = 240 lb Total := Roof + Wall Total = 336 lb Resisting Moment: DLR := Total. lcc DLR = 504 lb ft 2 Net Uplift: U:= OTM -DLR U = 1146.21b Simpson Straps lcc MST37. Base Plan #2550 Z W. UQ U) W. N LL �O J U. N = W F- F- O Z 1-. Mo O W LL Z O Z SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telebhone (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 DD: Distance between Lines of Resistance: L1 := 34-ft W = 142.8 lb ft Total Wall Length: Ldd := (8.5 + 18)•ft Plate Height: 1-1,:= 9-ft W2-L1•.5 Wind Shear vdd := t Slear,Waii'Typg,,l?1 -6. Ldd vdd = 91.61bft- .1,0d' 6a;O,0 :. Capacity: =;278 Of Seismic Tributary Weiqht: Roof := 16•psf•42•ft• 34 ft Roof =114241b 2 Wall := 10•psf•42•ft•5•ft Wall = 21001b W:= Roof + Wall W = 13524 lb Seismic Force: Edd V W Edd = 83.5 lb ff t Wind Controls Design Ldd Check wall section: Idd := 8.5. ft Overturning Moment: OTM := vdd•ldd•H OTM = 6231.2lbR Dead load resisting: Roof := 16•psf• 16•ft•ldd Roof = 2176 lb Wall := 10•psf•Hw ldd Wall = 680 lb Total := Roof + Wall Total = 2856 lb Resisting Moment: DLR := Total• ldd DLR = 12138 lb ft 2 Net Uplift: U: : OTM - DLR U = -694.9 lb No Holdown. Idd r Base Plan #2550 Z Z �W QQ� 3 V UO M J = F- 0) U W O}}. J �Q = W Z F—. z� 25 U O � t] WW LL P H —0 ui z O Z � SITTS &HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 T0ephone (253) 474 -9449 Fax(253)474 -0153 PROJECT : Bay Development Base Plan #2550 I - T 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Upper Floor Wall Line EE: Distance between Lines of Resistance: L2:= 28-ft W = 142.8 lb ft 1 Total Wall Length: Lee := 14.5-ft Plate Height: H := 841 W Wind Shear Lee vee = 137.91bft -I Shear. Wall: Type P1 -6 Capacity: =:278 plf �`` . Seismic Tributary Weight: Roof := 16•psf•42- 2S •ft Roof = 9408 lb 2 Wall := 10•psf•42•ft•5•ft Wall = 2100 lb W:= Roof + Wall W = 11508 lb Seismic Force: Eee := V•W E = 129.9 lb ft Wind Controls Design Lee Check wall section: lee:= 14.5. ft Overturning Moment: OTM := vee•lee•H OTM = 15998.5 lb ft Dead load resisting: Roof := 16•psf• 12•R -lee Roof = 2784 lb Wall := 10•psf•H lee Wall= 1160 lb Total := Roof + Wall Total = 3944 lb Resisting Moment: DLR := Total. lee DLR = 28594lbft 2 Net Uplift: U:= OTM — DLR U = —868.7 lb No Holdown. lee Base Plan #2550 Z H ;�- w UQ w� E0 LL WO }} J LL Q N D = W Z �. ZO W 25 U O N O F-. W tu. U .. Z' W U N. O H. Z SITTS & HILL ENGINEERS INC. 2901 So . 40th St., Tacoma, WA 98409 -5697 PROJECT : Bay Development Teldphone (253) 474 - 9449 Base Plan #2550 Fax (253) 474 -0153 1 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Upper Floor Wall Line FF: Distance between Lines of Resistance: L1 := 34-ft W = 142.8 lbft - I Total Wall Length: Lff := (4 + 4). ft Plate Height: H,:= 8. ft W2-L1•.5 Wind Shear vff _t Shear�Wa 4 ll Tjip 'P: ° Lff vff 303.5 lb ft Capacify` ' "418 plf Seismic Tributary Weight: Roof := 16•psf•16•ft•34•ft Roof =87041b Wall := 10•psf•16•ft•5•ft Wall = 800 lb W:= Roof + Wall W = 9504 lb Seismic Force: E ;= V- W Eff = 194.41b ft t Wind Controls Design Lff Check wall section: lff := 4-ft Overturning Moment: OTM := vffAff•H OTM = 9713.4lbft Dead load resisting: Roof := 16•psf•2•ft•lff Roof = 128 lb Wall := 10•psf•H lff Wall = 320 lb Total := Roof + Wall Total = 448 lb Resisting Moment: DLR := Total. lff DLR = 896 lb ft 2 Net Uplift: U OTM — DLR U = 2204.3 lb Simpson Strap Iff MST37. Base Plan #2550 Z H `- w' U N0 co Uj J � NU. W O U- Q �d = W H z 0: 2 5 U� 'O N` OH WW �U U- O W Z U N O Z i i o Er FLC DL LL 70 SID -610 - ALL m PW NC -ALL LNLE .fKxl: -FIRE ARE -TYP. ;PICK 13AII SEE 1 13FDF LO W. OZ-111, . P. wl c F: C Z W 2 D 00 w m F- Cf) LL W Q U_ F- W Z F- F_ 0 Z F_ W Ul 2 5 D L) ON o ff WW LL co P o Z SITTS & HILL ENGINEERS INC. i 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 Main Floor Wall Line A: Distance between Lines of Resistance: L4:= 29-ft Total Wall Length: La := (4 + 5.5 + 5)-ft W Wind Shear va := La va = 261. Seismic Tributary Weight: 29 W = 261.81bff Plate Height: H,,,:= 9-ft t Shear W. Shear P1 -6 8 lb ft 'I Od halls @ 6" Q.C, Capacity' = 278' Roof := 16•psf•34•ft• —•ft 2 Roof = 7888 lb Wall:= 10•psf•34•ft•12.5•ft Wall = 42501b 29 Floor:= 12•psf•34•ft• . ft Floor = 5916 lb 2 W:= Roof + Wall + Floor W = 18054 lb Seismic Force: Ea:= V W E = 203.7 lb ft La Check wall section: la := 4-ft Overturning Moment: OTM := va•la•H Dead load resisting: Roof := 16•psf•2•ft•la Wall:= 10•psf•H,,; la Floor:= 12•psf•7•ft•la Total := Roof + Wall + Floor Wind Controls Design OTM = 9425.1 lb ft Roof = 128 lb Wall = 360 lb Floor = 336 lb Total = 824 lb Resisting Moment: DLR := Total. la DLR = 1648 lb ft 2 Net Uplift: U:= OTLR p la U = 1944.31b Simpson Holdown. HPAHD22. Base Plan #2550 Z _ - W , JU U to wi N IL WO U - Q CO) = = CJ I.. W Z I I— O Z I-- �5 �p O N: 01— LL La �U LL O .. Z. w U =, .O Z SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Te Rhone (253) 474 -9449 Fax (253) 474 -0153 PROJECT : Bay Development Base Plan #2550 t�b 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown i Main Floor Wall Line B: Distance between Lines of Resistance: L3:= 23-ft L4:= 29-ft Total Wall Length: Lb := (5.5 + 9). ft W' d Sh Wt•( + L3)•.5 W i = 261.8 lb f -1 Plate Height: H,:= 9-ft to ear vb := t "ear all Type P1 -3 Lb vb = 469.51bft- 106hails,@ 3" O.C. ; Capacity' = 545 PLF Seismic Tributary Weight: Roof := 16 psf 34 ft• 23+29 ft Roof = 128 lb 2 Wall := 10•psf•34- ft•12.5•ft Wall = 4250 lb 23+29 Floor:= 12•psf•34•ft• z ft Floor= 10608 lb W:= Roof + Wall + Floor W = 29002 lb Seismic Force: Eb:= V -W E 327.3 lb ft Wind Controls Design Lb Check wall section: lb = 5.5. ft Overturning Moment: OTM := vb• lb•H OTM = 23237.9 lb ft Dead load resisting: Roof := 16•psf•2•ft•lb Roof = 176 lb Wall := 10•psf•H 2•lb Wall = 990 lb Floor:= 12•psf•12•ft•lb Floor 792 lb Total := Roof + Wall + Floor Total = 1958 lb Resisting Moment: • DLR := Total. l b DLR = 5384.5 lb ft 2 Net Uplift: U:= OTM — DLR U = 3246.1 lb Simpson Holdown lb PHD2. Base Plan #2550 Z �= Z �W QQ JU UO U) C3 C0 W J � NW WO LLQ N d = W 1-0 Z F— 2 5 U0 O N �H WW S I-- H LL O. ..Z W V) p f` Z SITTS & HILL ENGINEERS INC. ! 2901 SO. 401h St., Tacoma, WA 98409 -5697 Tele0hone (253) 474 -9449 Fax (253) 474 -0153 Main Floor Wall Line C: (J 11031.mcd PROJECT: ' Bay Development 06/05/2003 Base Plan #2550 design Binh Tran chk Ed Brown Distance between Lines of Resistance: L3:= 23-ft W = 261.8lbft t Total Wall Length: Lc := (2 + 2)-ft Plate Height: H := 9-ft W��L3•.5 Wind Shear vc :_ Garage Panel Lc vc = 752.7 lb ft- for.Nang Spacing, Seismic Tributary Weight: Detail 403: Roof := 16•psf•20•ft• - ft Roof = 3680 lb Wall := 10•psf•20•ft•12.5•ft Wall = 2500 lb Floor:= 12•psf•20•ft• •ft Floor = 2760 lb 2 W:= Roof + Wall + Floor W = 8940 lb Seismic Force: E := V W E = 365.7lb ft t Wind Controls Design Lc Note SEE GARAGE RESTRAINT PANEL FOR NAILING SPACING, AND HOLDOWN TYPES, DETAIL H3 SHEET S1.4 i i { , Base Plan #2550 Z ��— Z M W tY 2 W D UO U Cl w= J t— N L W O L L N � = W Z �. Z O, W 5. �O O N, w U' LL 0 O Z CO O ~� Z SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telebhone (253) 474 -9449 Fax(253)474 -0153 n3 3 i i PROJECT : Bay Development Base Plan #2550 v 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown elsmic n b u ary eig to Roof := 16•psf•42•ft. . ft Roof = 114241b Wall := 10- psf•42•ft• 12.5 -ft Wall = 5250 lb Floor:= 12•psf•42 -ft• 34 . ft Floor = 8568 lb 2 W:= Roof + Wall + Floor W = 25242 lb Seismic Force: Ed := V W Ed = 135.4 lb ft Controls Design Ld Main Floor Wall Line D: Distance between Lines of Resistance: Ll := 34-ft Wt = 261.8 lb ft Total Wall Length: Ld:= 30.5-ft Plate Height: 1-] := 9-ft Wind Shear vd := Wt-L1•.5 t Sh6'; .r..`Wall`Tjipe"P1 -6 Ld vd = 145.9lb ft pd: pails s. Capacity:. ='27$' PLF. S' T't W'h Check wall section: Id := 30.5-ft Overturning Moment: OTM := vd -ld•H OTM = 40056.9 lb ft Dead load resisting: Roof := 16 -psf• 16•ft-ld Roof = 7808 lb Wall := 10•psf•H 2•]d Wall = 5490 lb Floor:= 12•psf•1.3•ft -ld Floor 475.9 lb Total := Roof + Wall + Floor Total = 13773.8 lb Resisting Moment: DLR := Total. l d DLR = 210050.4 lb ft 2 Net Uplift: P U := OTM — DLR U = — 5573.6 ]b No Holdown. ]d Base Plan #2550 Zz W � D U0 O uJ CO LL w }O: �J LL Q. co a =w ' ?� fr O Z t— w w U 0 -1 Y 0 H w ui LL 0' Z 111 U= O F- Z SI TS & 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 LI 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Main Floor Wall Line E: Distance between Lines of Resistance: L5:=20-ft W t = 261.81b ff Total Wall Length: Le := 16.5-ft Plate Height: H := 9-ft Wind Shear ve := Wt-LS Le ve = 317.3lbft She r;W811 Type P1-4: 1:0d nails` 4!" ,. Seismic Tributary Weight: Cap6city:: =`418 PLF ..... 20+20 Roof := 16•psf•42•ft• 2 ft Roof = 13440 lb Wall := 10•psf•42•ft•12.5•ft Wall = 5250 lb 20+20 Floor:= 12•psf•42•ft• 2 ft Floor= 10080 lb W:= Roof + Wall + Floor W = 28770 lb i Seismic Force: Ee := y -W E 285.3 lbft Wind Controls Design Le Check wall section: le:= 16.5-ft Overturning Moment: OTM := ve•le•I-I OTM = 47125.7lbft Dead load resisting: Roof := 16•psf• 12•ft•le Roof = 3168 lb Wall := 10•psf•H 2•le Wall = 2970 lb Floor:= 12•psf•13•ft•le Floor = 257.4lb Total := Roof + Wall + Floor Total = 6395.4 lb Resisting Moment: DLR := Total. le DLR = 52762 lb ft 2 Net Uplift: U:= OTM — DLR U=-341.61b No Holdown. le Base Plan #2550 Z Z �W 7- u� D . UO W J �.. N� W OO �J U. Q C �. T �W Z = F- F- O Z F- W U �. O � W W �O W Z co Z i I . SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 3 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT : Bay Development Base Plan #2550 Main Floor Wall Line F Distance between Lines of Resistance: L1 := 34. ft W = 261.8lbft - Total Wall Length: Lf := 10 -ft Plate Height: H,, := 9-ft Wt•L1•.5 Wind Shear of := Lf of = 445.1 lb ft $h6ar W'dll�Type.P.1, -3 10d '-nails: @'3 OaC;_ Seismic Tributary Weight: Capacity7= °545 PLF Roof := 16- psf•16•ft 4 -ft Roof 4352 lb Wall:= 10•psf• 16•ft•12.5•ft Wall = 20001b Floor:= 12•psf• 16•ft• 2 -ft Floor = 3264 lb W:= Roof + Wall + Floor W = 9616 lb Seismic Force: E := V• W E f = 157.4 lb ft Wind Controls Design Lf Check wall section: if := 10-ft Overturning Moment: OTM := of -If •H OTM = 40056.9 lb ft Dead load resisting: Roof := 16- psf•2•ft•if Roof = 320 lb Wall := 10•psf•H,. 2•lf Wall = 18001b Floor:= 12•psf•1.3•ft•lf Floor= 156 lb Total := Roof + Wall + Floor Total = 2276 lb Resisting Moment: DLR := Total. if DLR = 11380 lb ft 2 Net Uplift: U:= OTM —DLR U = 2867.7 lb Simpson Holdown. If STHD14RJ. r - G 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Base Plan #2550 z W UO C0 J f.. . NU_ to 0 } �J �Q N �. 1 0, F— W r z X, 1-- z �_ W UJ �o ON :o F w r- L): U_ O z U N' O z SITTS & HILL ENGINEERS INC. # 2901,S0. 40th St., Tacoma, WA 98409 -5697 PROJECT : Bay Development Telephone (253) 474 -9449 Base Plan #2550 Fax (253) 474 -0153 b Wain Floor Wall Line G: Distance between Lines of Resistance: L5:= 20- ft W = 158.6lbft' I Total Wall Length: Lg:= (4 + 8.5)-ft Plate Height W3-1,5-.5 Wind Shear vg :_ .1 L vg = 126.9 lb ft Seismic Tributary Weight: Roof := 16•psf•31 •ft• 20 -ft Roof = 4960 lb 2 Wall:= 10•psf- 31•ft•5•ft Wall= 15501b W:= Roof + Wall W = 6510ib VW H 9-ft Shear`1/VaII Type P1 =.6 10d' nails, @`6' O:C. Capacity•:= 270 PLF ;j Seismic Force: E := E = 85.2 lbft ' Wind Controls Design Lg Check wall section: lg := 4-ft Overturning Moment: OTM := vg•lg•H OTM = 4568.3lbft Dead load resisting: Roof := 16•psf•2•ft•lg Roof = 128 lb Wall := 10•psf•H lg Wall = 360 lb Total := Roof + Wall Total = 488 lb Resisting Moment: DLR := Total• 19 DLR = 976 lb ft 2 Net Uplift: U:= OTM - DLR U = 898.1 lb No Holdown. lg v i 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Base Plan #2550 z 'a Z �W D UO C C0 W J = H C0 L WO �J LL Q Nd = W z� F- O w ~ W U O N 01-- W X LL ..z W U= O F. z SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT : Bay Development • Telephone (253) 474 -9449 Base Plan #2550 Fax (253) 474 -0153 i 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Main Floor Wall Line H: Distance between Lines of Resistance: L6:=31-ft W = 158.61b ft t Total Wall Length: Lh:= (3 + 3).ft Plate Height: H,:= 9-ft W -.5 Wind Shear vh := Lb vh = 409.81bft -t SFiaar111laIlzTypeR1 =4 nails;: @`4 Seismic Tributary Weight: Capacity, ='4.18 FLF .: Roof := 16- psf- 20-ft - .ft Roof = 4960 lb 2 Wall := 10- psf- 20•ft•5 -ft Wall = 1000 lb W:= Roof + Wall W = 5960 lb Seismic Force: E := V W E = 162.51b ft Wind Controls Design Lh Check wall section: lh := Ift Overturning Moment: OTM := vh•lh•H OTM = 11063.8lbft Dead load resisting: Roof := 16•psf- 16•ft -]h Roof = 768 lb Wall := 10- psf•H,, lh Wall = 270 lb Total := Roof + Wall Total = 1038 lb Resisting Moment: DLR := Total. lh DLR = 1557 lb ft 2 Net Uplift: U:= OTM — DLR U = 3168.91b Simpson Holdown 1h STHD14RJ Base Plan #2550 Z U 00. N C0 W J H NU_ W } O } 9 J U. C0 Cy �W z0 �5 O N O F- 2 U. u. O .Z W P _ O Z •N;�n•.N.•v ,1 • r.r'' `2' {' ; rl� aflG � F p / K: N rS'• MW 1. 1 OPTIONAL I 74 *X45'�I1 IISKYLIGMT II .,CH 7X6 CURET, 6.17 3•R D (11) )D' 00T'Y1ON TFU55E5 • 24 OD Z I I 1 i t I I PI I I t I I I 1 1 I I I I I I I I I I I 1 1 1 I I I I 1 1 I DS.0 r L 5.4 5AR,E WARD W1 IX) TRIM t s 71 0 (5) 70 COMMCN TR155E5 • 74 O.C. f,m PITCH 3:17 PITCH INSIDE 1 INSTALL 4LASIJIFKI / DIVERTEFI. TO GUTTER . 1 "W COT'PtON MISSES 74. OC. STUB BACK • ` 10'4 I/" RIGMT u1 - i I - • I 7X4 RAFTERS W( 611 IX7 TRIM _ OESCRIPTION AREG INSTALL FLA50WG 74' O.G. I U94 5F. A ;D I I ROOF p O 3 216 5F. V4 °-1' -0 I I It I 6.17 3•R D (11) )D' 00T'Y1ON TFU55E5 • 24 OD Z I I 1 i t I I PI I I t I I I 1 1 I I I I I I I I I I I 1 1 1 I I I I 1 1 I DS.0 r L 5.4 5AR,E WARD W1 IX) TRIM t s 71 0 (5) 70 COMMCN TR155E5 • 74 O.C. f,m PITCH 3:17 PITCH INSIDE 1 INSTALL 4LASIJIFKI / DIVERTEFI. TO GUTTER BLOCK FOR 51011'x, i I I c fv •np • ALL MISSES 564ALL NA . SITE FOR FRAMW, INW. • ALL Wt>NECTICNS OF R MA" GIRDER TO BE PR • TFL55 DRAWr1Ya5 TO BE WASMWGTCN STATE STRI • 70•1155E5 SHALL BE MAN UNE)ER THE REQUW—�ME% BEAR T11E QUALITY CON M UIUFACTURRG PL:.FIT SPACW— SECTICN 73 • APPROVED NAWIERS 51 RAFTERS. JACX OQ -IP " SECTION5 73115. 7)03.4.7' • LIGHT METAL RATE CO IDENLFCATIOR ItnFGFT'TA: PEF;VANENTLY AFFIXED, •• FOLLOJ:"G A IDENTIFICATIO(i , B. 714E DESIGN LO- r— TT•IE TFr1S5 SPAC • ALL ROOF TRUSSES SNAL FRAMELLl7F3C AND SUPPC PART CF THE MV40LE BAIL WELL FITTED AND SMALL BEFORE ANY LOAD 15 Pl BRACIFYa SHALL PC VSEC . ROOF TpUISE5 SNOJLD E BEARM BY SOLID BLOC DISPLACEMENT. 76EY 51• TO ITE515T IUIND SUCTION , Q W c D UO W3: V/ LL WO LL t o i V W ! Z ZR LU W U N 0 �_ WW LL O W Z U= O Z __ I ATTIC YEN' ` • 5)4 SARIF. BOARD 1 7X4 RAFTERS W( 611 IX7 TRIM _ OESCRIPTION AREG INSTALL FLA50WG 74' O.G. I U94 5F. (((111 7 {t6 Sf ROOF p O 3 216 5F. V4 °-1' -0 N 16'1' O 50 Si K I of Ebl M-501d?OF V M • (Nil, K a] Rocc VENTS. RIDGE lJOO.r. • EAVE VENTS • A DE (300X7 I FOIE, [A]Zr TPJ$S TPXE At E. MOCQD • EACH CL= TO KA 1 UTM V4• UFE MS" BRACING=: (7) 7.4 UP TO fO••0' Lt (7) 7/6 10'•0• TO 14'•0 (3) 7.5 OVER U'•0• LC NOT $: i • SEE ET.YINEEFM, FOF P17CN OTMERMSE NOTED. 7 6,17 4,17 TCII 1 451DE • VENTED BLOWNG C a O . ROCF OVEF04A?ZS TO N U N N • ROOF' PITOINES TO BE C • SKYLI0109 ON , e' CL'• 2 O TF31SSE5 t RfJ: ?R5 E F OTFERUSE NOTEO. O O �On u•X u � elu o ENC „� UI m x NT QIU I . 6I O "TER ROOF ,n�4Ft1 JR LL 4, •SEE FL IDGE ❑ 1 ' VEN 5 I I I 7 (7) AF 2.J 1 1 i TRUSS NOTE: D S i • ALL T,-aZSE5 SHALL CA t • ALL MZSE5 SMALL BE MAWACTURS SPECIFIC 1 J . TRUS5E5 ILILL NOT BE F _ — — — DEPT. APPROVAL OR E BLOCK FOR 51011'x, i I I c fv •np • ALL MISSES 564ALL NA . SITE FOR FRAMW, INW. • ALL Wt>NECTICNS OF R MA" GIRDER TO BE PR • TFL55 DRAWr1Ya5 TO BE WASMWGTCN STATE STRI • 70•1155E5 SHALL BE MAN UNE)ER THE REQUW—�ME% BEAR T11E QUALITY CON M UIUFACTURRG PL:.FIT SPACW— SECTICN 73 • APPROVED NAWIERS 51 RAFTERS. JACX OQ -IP " SECTION5 73115. 7)03.4.7' • LIGHT METAL RATE CO IDENLFCATIOR ItnFGFT'TA: PEF;VANENTLY AFFIXED, •• FOLLOJ:"G A IDENTIFICATIO(i , B. 714E DESIGN LO- r— TT•IE TFr1S5 SPAC • ALL ROOF TRUSSES SNAL FRAMELLl7F3C AND SUPPC PART CF THE MV40LE BAIL WELL FITTED AND SMALL BEFORE ANY LOAD 15 Pl BRACIFYa SHALL PC VSEC . ROOF TpUISE5 SNOJLD E BEARM BY SOLID BLOC DISPLACEMENT. 76EY 51• TO ITE515T IUIND SUCTION , Q W c D UO W3: V/ LL WO LL t o i V W ! Z ZR LU W U N 0 �_ WW LL O W Z U= O Z __ I ` • 5)4 SARIF. BOARD 1 7X4 RAFTERS W( 611 IX7 TRIM ` 7X4 CEILWG JOISTS INSTALL FLA50WG 74' O.G. DIVERTER TO CAJPfER ROOF FRAMING:; PLAN 'A' V4 °-1' -0 BLOCK FOR 51011'x, i I I c fv •np • ALL MISSES 564ALL NA . SITE FOR FRAMW, INW. • ALL Wt>NECTICNS OF R MA" GIRDER TO BE PR • TFL55 DRAWr1Ya5 TO BE WASMWGTCN STATE STRI • 70•1155E5 SHALL BE MAN UNE)ER THE REQUW—�ME% BEAR T11E QUALITY CON M UIUFACTURRG PL:.FIT SPACW— SECTICN 73 • APPROVED NAWIERS 51 RAFTERS. JACX OQ -IP " SECTION5 73115. 7)03.4.7' • LIGHT METAL RATE CO IDENLFCATIOR ItnFGFT'TA: PEF;VANENTLY AFFIXED, •• FOLLOJ:"G A IDENTIFICATIO(i , B. 714E DESIGN LO- r— TT•IE TFr1S5 SPAC • ALL ROOF TRUSSES SNAL FRAMELLl7F3C AND SUPPC PART CF THE MV40LE BAIL WELL FITTED AND SMALL BEFORE ANY LOAD 15 Pl BRACIFYa SHALL PC VSEC . ROOF TpUISE5 SNOJLD E BEARM BY SOLID BLOC DISPLACEMENT. 76EY 51• TO ITE515T IUIND SUCTION , Q W c D UO W3: V/ LL WO LL t o i V W ! Z ZR LU W U N 0 �_ WW LL O W Z U= O Z 1 t I ( I II&KYLIGHT II ,,ON 7Xb CURB, BLOCK FOR 5 W, my n 6,17 P TCN 3117 P CH IN W . O . 19'•10' COr SSES • 74 OC. r (U 70'•7• (b) 78' CC/T10N u MUMS • 74 OC. 4•x ' . 3 (� 7x OVEFFRMING YL FIT Ldp 7 9 70' GIRDER TRUSS I I A I 5 1 I I I �R .n W �x V - r 78' COTT'7GN TR)55E5 Or- STUD - R ( •. ( 1 tr P 1 V 4' BACK I •:. (:: •i In• RIGHT �I ,11 . ,�— � n,i: -1 b,tl PITON ❑ 4,u Ircu 1 slD! I I ( v a r cL o� IL �o � ❑ � . I I I my n 6,17 P TCN 3117 P CH IN W . O . 19'•10' COr SSES • 74 OC. r (U 70'•7• (b) 78' CC/T10N u MUMS • 74 OC. 4•x ' . 3 (� 7x OVEFFRMING YL FIT Ldp 7 9 70' GIRDER TRUSS I I A I 5 1 I I I �R .n W �x V - r OD5 zus BLK FOP. SIDW1 I _ E DGE R (3111'- • JACK A ( IR155 5 P I" R I v y � (v 7m'•7• coMMGN I °V I m I TRUSSES • 74 OC. 6.17 PITON I _ 317 PITCH IN51DE 1 471 57.ILL FLASHINC, DIVERTERIO GU77ER - 514 BARGE BOARD 5X4 BARGE BOARD W/ 117 TRIM W/ 1X7 TRIM .a. - INSTALL FLASHING ] %4 RAFTERS W/ DIVERTER TO GUTTER 7X4 CEILING JOISTS • 74 O.G. ROOF FRAMING. PLAN 1 5' ti�co ATTIC VENTIL/ 7CRT"I'C" Ap.EA /D7 I DS4 SF. 9 4469 3 O 716 5F. T O 50 $F O EACH 4.58 FDa V1711 . IMPA SO. N 144 • R7OF VENTS . A (SF.) 000Xi X311: • EAVE VENTS • A (5FJ (3m0K79 m5) NOTE, F1f17T TR65 SPACE ST EVES TC CLOCKED • EKU CLOCK TO TYNE I)) Y UTH U4• ¢EFIS MESH NOTES: • SEE EW. lNEERIW., FCR BM OTHERLMSE NOTED. • VETTED BLCC W, OVER • ROOF OVERHMt 5 TO 5E! • ROOF PI7CHE5 TO BE 6117 • SKYLIGNTS ON 7.6 CURB •TRUSSES RAFTERS SHALL 07HER A 1 NOTED. ENGINEERIP 1 _p 2 ROOF DE6IC04 LOAD: W OL • 15 PSF S !7 LL . 75 P°.F y I I • SEE FLOOR PLANS F. J V m JI TRU55 NOTES: • .'LL TRUSSES SHALL CARR • ALL TFU55E5 SHALL BE 745 MARLFACTI:RS SPEGIFICATIC DS. • TK U55E5 ULL NOT BE FIELC DEPT. APPROVAL OR EFL5* • ALL TFW55ES SHALL NAVE SITE FOR FRAMM, INSPECT' • ALL CONECTICHS OF RAFT? MAIN GIRDER. TO BE PROV% • TRUSS DRAWNGS TO BE ST. WASHINGTCN STATE SIR I:CTL • 7RU55E5 D 5"ALL BE HAN A WDER THE REOUIREMENTS BEAR THE QUALITY CCNTRC MANLFACNRIW PLANT'S N. SPACWG. SECTION 7343b. • APPROVED HANGERS SWO.. RAFTERS. JACK OR HIP TR:- 5ECTICNS 73115, 7303.4. 7341 • LIGHT METAL PLATE C --N'NE IDENTIFCAT ION. INFOFL'IATIC' PEF37ANENTLY AFFIXED TC FOLLCOW- A IDENTIFICATICN CF B. THE CESK,N LCAO C. 7HE TRUSS SPAC:\ • ALL RCOF TRU55E5 5$4-'LL FRAMEWORK AND SUPIrRT PART OF THE U40LE 51:IL7 WELL FITTED AND SHALL H� BEFORE ANY LOAD IS P_AC BRACH, 5HALL BE USED • • ROOF TRUSSES SHCaRD _E BEARING BY SOLID BLOCK DISPLACEMNT. THEY SHC. 10 RE515T WHO SUGTICN C. Z W �U UQ , N ,A V/ W J = N LL c W LL G Q cf) {- W r T Z 3: O . Z 1, W U 0 N o r- w r W U= O F—. Z b,tl PITON 4,u Ircu 1 slD! a r cL o� IL �o U • Y 0.n m n 9 � n � m Rd1ER OD5 zus BLK FOP. SIDW1 I _ E DGE R (3111'- • JACK A ( IR155 5 P I" R I v y � (v 7m'•7• coMMGN I °V I m I TRUSSES • 74 OC. 6.17 PITON I _ 317 PITCH IN51DE 1 471 57.ILL FLASHINC, DIVERTERIO GU77ER - 514 BARGE BOARD 5X4 BARGE BOARD W/ 117 TRIM W/ 1X7 TRIM .a. - INSTALL FLASHING ] %4 RAFTERS W/ DIVERTER TO GUTTER 7X4 CEILING JOISTS • 74 O.G. ROOF FRAMING. PLAN 1 5' ti�co ATTIC VENTIL/ 7CRT"I'C" Ap.EA /D7 I DS4 SF. 9 4469 3 O 716 5F. T O 50 $F O EACH 4.58 FDa V1711 . IMPA SO. N 144 • R7OF VENTS . A (SF.) 000Xi X311: • EAVE VENTS • A (5FJ (3m0K79 m5) NOTE, F1f17T TR65 SPACE ST EVES TC CLOCKED • EKU CLOCK TO TYNE I)) Y UTH U4• ¢EFIS MESH NOTES: • SEE EW. lNEERIW., FCR BM OTHERLMSE NOTED. • VETTED BLCC W, OVER • ROOF OVERHMt 5 TO 5E! • ROOF PI7CHE5 TO BE 6117 • SKYLIGNTS ON 7.6 CURB •TRUSSES RAFTERS SHALL 07HER A 1 NOTED. ENGINEERIP 1 _p 2 ROOF DE6IC04 LOAD: W OL • 15 PSF S !7 LL . 75 P°.F y I I • SEE FLOOR PLANS F. J V m JI TRU55 NOTES: • .'LL TRUSSES SHALL CARR • ALL TFU55E5 SHALL BE 745 MARLFACTI:RS SPEGIFICATIC DS. • TK U55E5 ULL NOT BE FIELC DEPT. APPROVAL OR EFL5* • ALL TFW55ES SHALL NAVE SITE FOR FRAMM, INSPECT' • ALL CONECTICHS OF RAFT? MAIN GIRDER. TO BE PROV% • TRUSS DRAWNGS TO BE ST. WASHINGTCN STATE SIR I:CTL • 7RU55E5 D 5"ALL BE HAN A WDER THE REOUIREMENTS BEAR THE QUALITY CCNTRC MANLFACNRIW PLANT'S N. SPACWG. SECTION 7343b. • APPROVED HANGERS SWO.. RAFTERS. JACK OR HIP TR:- 5ECTICNS 73115, 7303.4. 7341 • LIGHT METAL PLATE C --N'NE IDENTIFCAT ION. INFOFL'IATIC' PEF37ANENTLY AFFIXED TC FOLLCOW- A IDENTIFICATICN CF B. THE CESK,N LCAO C. 7HE TRUSS SPAC:\ • ALL RCOF TRU55E5 5$4-'LL FRAMEWORK AND SUPIrRT PART OF THE U40LE 51:IL7 WELL FITTED AND SHALL H� BEFORE ANY LOAD IS P_AC BRACH, 5HALL BE USED • • ROOF TRUSSES SHCaRD _E BEARING BY SOLID BLOCK DISPLACEMNT. THEY SHC. 10 RE515T WHO SUGTICN C. Z W �U UQ , N ,A V/ W J = N LL c W LL G Q cf) {- W r T Z 3: O . Z 1, W U 0 N o r- w r W U= O F—. Z 1 SITTS & HILL ENGINEERS, INC DESIGNED A DATE 5 JOB TACOMA, WASHINGTON (253) 474.9449 p CHECKED DATE SHEET PROJECT 13 ky `�EVE'L -0 Pm for T N 2S 5 �% OF Z '~ W JU u y0 co LLI J = F- N U- WO LQ co a = F- W Z F- F- O Z F- LU LLj � o U O - o F-. W W Hp u. O W Z U= O Z 0 Title : Job # Dsgnr: Date: 10:06AM, 12 JUN 03 Description Scope : V V I Usei: KW:6fi02611. Ver 5.6.0 2-Sep-2002 General Timber Beam Page 1 (0)1983.2002 ENERCALC Engineering Software p:\110001 11031 %calculations111031.ecw:Calcula Description Beam 1. General Information Span= 5.00ft, Beam Width = 3.500in x Depth = 7.251n, Ends are Pin -Pin Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x8 ...Location Center Span 5.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 2.0 k -ft Maximum Shear * Fb Base Allow 900.0 psi Load Dur. Factor 1.000 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi 2.4 k E 1,600.0 ksi Full Length Uniform Loads Center DL 256.00 # /ft LL 400.00 #/ft Left Cantilever DL # /ft LL # /ft Right Cantilever DL #/ft LL #/ft Beam Design OK Center Span... Span= 5.00ft, Beam Width = 3.500in x Depth = 7.251n, Ends are Pin -Pin Deflection -0.020 in ...Location 2.500 ft ...Length /Deft Max Stress Ratio 0.776 : 1 @ Center 0.030 in @ Left 0.000 in @ Right 0.000 in Maximum Moment 2.0 k -ft Maximum Shear * 1.5 1. 9 k Allowable 2.8 k-ft Allowable 2.4 k Max. Positive Moment 2.05 k -ft at 2.500 ft Shear: @ Left 1.64 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 1.64 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.030in Max. M allow 2.76 Reactions... @ Right 0.000in fb 802.31 psi fv 73.68 psi Left DL 0.64 k Max 1.64 k Fb 1,080.00 psi Fv 95.00 psi Right DL 0.64 k Max 1.64 k Deflections Center Span... Dead Load Deflection -0.020 in ...Location 2.500 ft ...Length /Deft 2,964.0 Camber ( using 1.5' D.L. Defi ) ... @ Center 0.030 in @ Left 0.000 in @ Right 0.000 in Total Load Left Cantilever... -0.052 in Deflection 2.500 ft ...Length /Deft 1,156.69 Right Cantilever... Deflection ...Length /Deft 0.000 in 0.0 0.000 in 0.0 0.000 in 0.0 11 0.000 in 0.0 z w � JU UO Cl) 0 CO J �.. CO g WO } 9_5 LL CO = W { z t z t•- W LU �p U O N C1 t- WW H� u6 O tll z CO O z i i i Gn Title : Dsgnr: Description Scope: User: KW0602611, Ver 5.6.0,2-Sep-2002 (c)1983.2002 ENERCALC Engineering Software Description Beam 2. General Timber Beam Job # Date: 10:06AM, 12 JUN 03 Page 1 11000%1 1 0 3 11calculations 111031.ecw:Calcul General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x8 Deflection Center Span 3.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever it .....Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Deflection @ Center Fb Base Allow 900.0 psi Load Dur. Factor 1.000 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,600.0 kst Full Length Uniform Loads Center DL 248.00 # /ft LL 388.00 # /ft Left Cantilever DL # /ft LL #/it Right Cantilever DL # /ft LL # /ft Beam Design OK Span= 3.00ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio 0.356 : 1 Maximum Moment 0.7 k -ft Maximum Shear * 1.5 Allowable 2.8 k -ft Allowable Max. Positive Moment 0.72 k -ft at 1.500 ft Shear: @ Left Max. Negative Moment 0.00 k -ft at 0.000 it Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 2.76 Reactions... fb 280.03 psi fv 33.84 psi Left DL 0.37 k Fb 1,080.00 psi Fv 95.00 psi Right DL 0.37 k Deflections Center Span... Dead Load Total Load Left Cantilever... Deflection -0.003 in -0.007 in Deflection ...Location 1.500 ft 1.500 ft ...Length /Deft ...Length /Deft 14,165.0 5,523.44 Right Cantilever... Camber ( using 1.5 • D.L. Deft ) ... Deflection @ Center .0.004 in ...Length /Deft @ Left 0.000 in @ Right 0.000 in @ Right @ Left @ Center @ Right Max Max 0.000 in 0.0 0.000 in 0.0 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 tal Load 0.000 in 0.0 0.000 in 0.0 z 1= Z U UO J NU_ WO J U. Z �.. i}- O z t- W W ON CI t•- WW H U' LL O .z U= O it z Title : Dsgnr: Description Job # Date: 3:14PM, 5 JUN 03 Scope : Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (c)1983.2002 ENERCALC Engineering Software Description Beam 3. General Timber Beam Page 1 10001 11031 1calculalions\11031.ecw:Calcula General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 0.759 Center Span 12.00 it .....Lu 0.00 it Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 it Member Type Sawn Hem Fir, No.2 Allowable 2.4 k Fb Base Allow 850.0 psi Load Dur. Factor 1.000 Fv Allow 75.0 psi Beam End Fixity Pin -Pin Fc Allow 405.0 psi 0.98 k Max @ Left Support E 1,300.0 ksi Full Length Uniform Loads Center DL 64.00 # /it LL 100.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL # /ft LL # /ft Beam Design OK Span= 12.00ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.759 : 1 Maximum Moment 3.0 k -ft Maximum Shear ' 1.5 1.3 k Allowable 3.9 k -ft Allowable 2.4 k Max. Positive Moment 2.95 k -ft at 6.000 it Shear: @ Left 0.98 k Max. Negative Moment 0.00 k -ft at 12.000 ft @ Right 0.98 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in i Max @ Right Support 0.00 k -ft @ Center 0.1491n j Max. M allow 3.89 Reactions... @ Right 0.000in fb 709.74 psi fv 39.76 psi Left DL 0.38 k Max 0.98 k Fb 935.00 psi Fv 75.00 psi Right DL 0.38 k Max 0.98 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.099 in -0.255 in Deflection 0.000 in 0.000 in ...Location 6.000 ft 6.000 ft ...Length /Deft 0.0 0.0 ...Length /Deft 1,447.2 564.78 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.149 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in d z Z JU UO LU CO LL W } �J U_ N �. = F- W z F- H O z I_ W W UC) O �. 0 t_ WW F- tL O W z U N O z r 51 Title : Dsgnr: Description Scope : Job # Date: 10:06AM, 12 JUN 03 User KW 02611, Ver 5.6.0.2- Sep -2002 General Timber Beam Page 1 (c)1983 -2002 ENERCALC Engineering Software p:\ 11000% 110311calculalions111031 .ecw:Calcula Description Beam 4. General Information " Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x12 Center Span 16.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Load Dur. Factor 1.000 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Allowable E 1,600.0 ks( Full Length Uniform Loads Center DL 32.00 #/ft LL 50.00 # /ft Left Cantilever DL # /ft LL #/ft Right Cantilever DL # /ft LL # /ft Z Z UO (n o NU_ WO J U. N = W !•- _ ?H F- O Z H W LU �O ON �H WW H� tL O tll Z O fH Z " Beam Design OK Span= 16.00ft, Beam Width = 3.500in x Depth = 11.251n, Ends are Pin -Pin Max Stress Ratio 0.474 : 1 Maximum Moment 2.6 k -ft Maximum Shear ` 1.5 0.9 k Allowable 5.5 k -ft Allowable 3.7 k Max. Positive Moment 2.62 k -ft at 8.000 ft Shear: @ Left 0.66 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.66 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.107in Max. M allow 5.54 Reactions... @ Right 0.000in fb 426.50 psi fv 22.19 psi Left DL 0.26 k Max 0.66k Fb 900.00 psi Fv 95.00 psi Right DL 0.26 k Max 0.66 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.071 in -0.182 in Deflection 0.000 in 0.000 in ...Location 8.000 ft 8.000 ft ...Length /Deft 0.0 0.0 ...Length /Deft 2,703.7 1,055.12 Right Cantilever... Camber ( using 1.5 ` D.L. Defi ) ... Deflection 0.000 in 0.000 in @ Center 0.107 in ...Length /Defi 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Z Z UO (n o NU_ WO J U. N = W !•- _ ?H F- O Z H W LU �O ON �H WW H� tL O tll Z O fH Z Title : Dsgnr: Description Scope: (c)1983.2002 ENERCALC Engineering Software Description Bea77 General Timber Beam Job # 72 Date: 3:14PM, 5 JUN 03 Page 1 1000/11031 kalculations111031.emr.Calcula General Information Span= 3.0011, Beam Width = 1.5001n x Depth = 5.51n, Ends are Pin -Pin Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x6 Center Span 3.00 ft .....Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 5.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Hem Fir, No.2 1.5 0.1 k Fb Base Allow 850.0 psi Load Dur. Factor 1.000 Fv Allow 75.0 psi Beam End Fixity Pin -Pin Fc Allow 405.0 psi 0.09 k -ft at 1.500 ft Shear: E 1,300.0 ksi Full Length Uniform Loads Center DL 32.00 #/ft LL 50.00 #/ft Left Cantilever DL # /ft LL # /ft Right Cantilever DL # /ft LL # /ft Beam Design OK 0 z z � W� UO in 0 J H NW W O 2 95 N� = i.. W Z l l- O z E-, W W 5: U� :O CO WW �U -O .. z U= O z Span= 3.0011, Beam Width = 1.5001n x Depth = 5.51n, Ends are Pin -Pin Max Stress Ratio 0.208 : 1 Maximum Moment 0. 1 k -ft Maximum Shear * 1.5 0.1 k Allowable 0.7 k -ft Allowable 0.6 k Max. Positive Moment 0.09 k -ft at 1.500 ft Shear: @ Left 0.12 k Max. Negative Moment 0.00 k -ft at 3.000 ft @ Right 0.12 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.003 in Max. M allow 0.70 Reactions... @ Right 0.000in fb 146.38 psi fv 15.57 psi Left DL 0.05 k Max 0.12k Fb 1,105.00 psi Fv 75.00 psi Right DL 0.05 k Max 0.12 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.002 in -0.006 in Deflection 0.000 in 0.000 in ...Location 1.500 ft 1.500 ft ...Length /Deft 0.0 0.0 ...Length /Deft 16,689.3 6,512.89 Right Cantilever... Camber ( using 1.5 . D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.003 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 0 z z � W� UO in 0 J H NW W O 2 95 N� = i.. W Z l l- O z E-, W W 5: U� :O CO WW �U -O .. z U= O z 1 W O r 'r V F [ LL � m J s � O Y rn I I I� 0 x rj===== _______' I II . II I I I I I I I I I I I I II I I I I I I II }} II I I I I I I I I I I I I I L 3 �i�Xtnlz �%� �% � WALLS CH THUIG ].O CONT. LECGER ]M WE 0513 RCOF • OON 2x6 7l • • o WI CLIP EA f. N 0 d o Q p FOR A- D J•Dd EA RAFTER TO CA O z tY x x SLAB ► c GARAGE G.L.B. _ 4 in•.r•o• P c I UPPER FLOOR FRAMING PLAN i i' Z Z �W QQ D JU UO w= co) LL W 2 9 Q N D =a F- W Z = I- WO W U� o H W W' WZ 111 .O H. Z 'I� I I I I I , r I , I 6. ti I I . O P'00AOGi1 I I ' i► r i ii; I..il •; BLOCK FOR I� I�� - �I�I V 1 1►.li tA � / �! i n1 W 0 v I UPPER FLOOR FRAMING PLAN i i' Z Z �W QQ D JU UO w= co) LL W 2 9 Q N D =a F- W Z = I- WO W U� o H W W' WZ 111 .O H. Z SITTS & HILL ENGINEERS, INC DESIGNED I P� � DATE 5 o S JOB -1/ 0 1- TAnl1AAA %A /AOLJIKIn - r^Kt /nLn% A- A ^AAn Z i `~ W C �U UO N CO) Ill W = F U. W� L L Nd = W H ' Z �. 1--0 Z 1- W UJ �O U , O N OH W W. H� u. O .. Z W U= O Z i Rev,560000 1 Usel r: KW- U60261 i (c)1983 -2002 ENERCALC Engineering Software Description Beam 6. Title : Dsgnr: Description Scope : General Timber Beam Job # Date: 3:141 5 JUN 03 Page 1 1000%1 1 03 11calculalions 111031.ecmCalcula 3�p General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3.125x10.5 Center Span 8.00 it .....Lu 0.00 ft Beam Width 3.125 in Left Cantilever it .....Lu 0.00 ft Beam Depth 10.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Glut-am Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 202.00 #/ft LL 350.00 # /ft Left Cantilever DL # /ft LL #/ft Right Cantilever DL # /ft LL #/ft Summary Beam Design OK Span= 8.00ft, Beam Width = 3.125in x Depth = 10.5in, Ends are Pin -Pin j Max Stress Ratio 0.480 ; j Maximum Moment 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 it Shear: @ Left 2.21 k f Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 2.21 k 4.. Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in 1 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 010 0.0 ...Length /Deft 2,798.3 1,024.02 Right Cantilever... Camber ( using 1.5 * D.L. Defi ) ... Deflection 0.000 in 0.000 in @ Center 0.051 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Z Z �W 0 t) o U) 11i J = I- NU. WO U_ ?. N� = W Z� ZO W �p U O N O t_ WW �U LL O' .. Z UN O ~. Z Title : Job # 3 Dsgnr: Date: 3:14PM, 5 JUN 03 Description Scope i Rev: 560000 User: KW-060261 1. Ver 5.6.0.2- Sep -2002 General Timber Beam Page 1 (c)1983.2002 ENERCALC Engineering Software p: 11 1 0 0 01 1 1 0 31 1calcufations111031.emCalcula t Description Beam 7. i i General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3.125x10.5 Center Span 6.00 ft .....Lu 0.00 ft Beam Width 3.125 in Left Cantilever it .....Lu 0.00 it Beam Depth 10.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi E 1,800.0 ksi Tra ezoidai Loads Span= 6.00ft, Beam Width = 3.125in x Depth = 10.5in, Ends are Pin -Pin Beam Design OK #1 DL @ Left 298.00 #/ft LL @ Left 500.00 # /ft Start Loc 0.000 It DL @ Right 298.00 #/ft LL @ Right 500.00 # /ft End Loc 5.000 it #2 DL @ Left 90.00 # /ft LL @ Left 300.00 #/ft Start Loc 5.000 ft DL @ Right 90.00 # /ft LL @ Right 300.00 # /ft End Loc 6.000 It Point Loads Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 5.000 It 0.000 ft 0.000 ft 0.000 It 0.000 ft 0.000 it 0.000 ft z Z JU UO N J = H NU_ WO 9_3 U_ Q W C = �W Z = H H O z I_ UJ w �o O � D F- w U_ O ..z UN z Span= 6.00ft, Beam Width = 3.125in x Depth = 10.5in, Ends are Pin -Pin Beam Design OK 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 0.033in Max. M allow 11.48 Reactions... @ Right 0.000 in fb 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 /Dell 0.0 0.0 ...Length /Deft 3,240.9 1,488.88 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.033 in ...Length /Deft 0.0 0.0 @ Left ,0.000 M @ Right 0.000 in z Z JU UO N J = H NU_ WO 9_3 U_ Q W C = �W Z = H H O z I_ UJ w �o O � D F- w U_ O ..z UN z Title : Job # Dsgnr: Date: 3:14PM, 5 JUN 03 Description Scope: i I Z W 0 Cl W= H NU_ WOO 9J U. (D �W r =. z� WO �O U O N o F- WW H H U. O Z to U O Z User: KW-0602611 .ver5.6.0,2- Sep -2002 Genera{ Timber Beam Page 1 (c)1903.2002 ENERCALC Engineering Software Center DL p: \1100011 f 0311calculatlons111031 .ecw:Calcula Description Beam 8. i i s Left Cantilever DL General Information LL #/ft Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x10 } Right Cantilever DL Center Span 15.00 ft .....Lu 0.00 ft Beam Width 1.500 in Left Cantilever it .....Lu 0.00 it Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft 1 Member Type Sawn Hem Fir, No.2 Fb Base Allow 850.0 psi Span= 15.00ft, Beam Width Load Dur. Factor 1.000 Fv Allow 75.0 psi Beam End Fixity Pin -Pin Fc Allow 405.0 psi E 1,300.0 ksi Z W 0 Cl W= H NU_ WOO 9J U. (D �W r =. z� WO �O U O N o F- WW H H U. O Z to U O Z Full Length Uniform Loads Center DL 12.00 # /ft LL 40.00 # /ft Left Cantilever DL #/ft LL #/ft } Right Cantilever DL #/ft LL # /ft g Summary Beam Design OK Span= 15.00ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.877 : 1 1 Maximum Moment 1.5 k -ft Maximum Shear * 1.5 0.5 k Allowable 1.7 k -ft Allowable 1.0 k Max. Positive Moment 1.46 k -ft at 7.500 ft Shear: @ Left 0.39 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.39 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000(n Max @ Right Support 0.00 k -ft @ Center 0.159in Max. M allow 1.67 Reactions... @ Right 0.000 in fb 820.45 psi fv 38.11 psi Left DL 0.09 k Max 0.39 k Fb 935.00 psi Fv 75.00 psi Right DL 0.09 k Max 0.39 k i Deflections j Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.106 in -0.461 in Deflection 0.000 in 0.000 in ...Location 7.500 ft 7.500 ft ...Length /Deft 0.0 0.0 ...Length /Deft 1,693.7 390.85 Right Cantilever... Camber ( using 1.5 * D.L. Defl) ... Deflection 0.000 in 0.000 In @ Center 0.159 in ...Length /Defl 0.0 0.0 j @ Left 0.000 in @ Right 0.000 in Z W 0 Cl W= H NU_ WOO 9J U. (D �W r =. z� WO �O U O N o F- WW H H U. O Z to U O Z Title : Job # Dsgnr: Date: 3:14PM, 5 JUN 03 Description Scope : User:Kw-0602611,Ver5.6.0,2- Sep -2002 General Timber Beam Page 1 (c)1983.2002 ENERCALC Engineering Software p:\ 11000\ 11031 \calculations \11031.emCalcula Description Beam 9. z General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Z Section Name 4x10 Center Span 4.00 ft .....Lu 0.00 it LU Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft ..Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 U O 0 Fb Base Allow 900.0 psi N w Load Dur. Factor 1.000 Fv Allow 95.0 psi W Beam End Fixity Pin -Pin Fc Allow 625.0 psi J H E 1,600.0 ksi N W W Full Length Uniform Loads Center DL 156.00 #/ft LL 520.00 # /ft LL- N Left Cantilever DL #/ft LL #/ft d = Right Cantilever DL #/ft LL #/ft W H Summary Beam Design OK 0 Z Span= 4.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin W W Max Stress Ratio 0.406 ; 1 Maximum Moment 1.4 k -ft Maximum Shear "` 1.5 1.2 k v Allowable 4.1 k -ft Allowable 3.1 k o- - Max. Positive Moment 1.35 k -ft at 2.000 it Shear: @ Left 1.35 k W Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 1.35 k = U Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in LL t=- - Max @ Right Support 0.00 k -ft @ Center 0.004 in Z Max. M allow 4.12 Reactions... @ Right 0.000 In W N' fb 325.06 psi fv 38.59 psi Left DL 0.31 k Max 1.35 k U _ ~ Fb 990.00 psi Fv 95.00 psi Right DL 0.31 k Max 1.35 k O Z Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.002 in -0.011 in Deflection 0.000 in 0.000 in ...Location 2.000 ft 2.000 it ...Length /Deft 0.0 0.0 ...Length /Deft 19,730.5 4,553.19 Right Cantilever... Camber ( using 1.5 D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0.004 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in r IV Title : Dsgnr: Description Scope : User: KW0602611, Ver 5.6.0,2-Sep-2002 (c)1903.2002 ENERCALC Engineering Software Description Beam 10. General Timber Beam Job # Date: 3:14PM, 5 JUN 03 1000\110311calculations\11 35 Page 1 General Information Span= 6.00ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm: 3.5x9.25 Center Span 6.00 It .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 It Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 R Member Type Sawn Truss Joist - MacMillan, Parallam 2.0E 12.1 k -ft Allowable Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin -Pin Fc Allow 650.0 psi at 6.000 ft E 2,000.0 ksi Full Length Uniform Loads Center DL 490.00 #/ft LL 800.00 #/ft Left Cantilever DL #/ft LL # /ft Right Cantilever DL #/ft LL # /ft Beam Design OK r @ Left @ Right @ Left @ Center @ Right Max Max 0.000 in 0.0 0.000 in 0.0 4.3 k 9.4 k 3.87 k 3.87 k 0.000 in 0.046 in 0.000 in 3.87 k 3.87 k 0.000 in 0.0 0.000 in 0.0 Z W JU 0 N0 W = J 0 L WO J LL NCY = W F- O Z H W U� O N WW ~H 1J.. Z W U CO O+ Z Span= 6.00ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.481 : 1 Maximum Moment 5.8 k -ft Maximum Shear * 1.rl Allowable 12.1 k -ft Allowable Max. Positive Moment 5.80 k -ft at 3.000 ft Shear: Max. Negative Moment 0.00 k -ft at 6.000 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 12.06 Reactions... fb 1,395.67 psi fv 133.40 psi Left DL 1.47 k Fb 2,900.00 psi Fv 290.00 psi Right DL 1.47 k Deflections Center Span... Dead Loa Total Load Left Cantilever... DE Deflection -0.031 in -0.081 in Deflection ...Location 3.000 ft 3.000 ft ...Length /Deft ...Length /Dell 2,326.5 883.71 Right Cantilever... Camber ( using 1.5 * D.L. Dell ) ... Deflection @ Center 0.046 in ...Length /Deft @ Left 0.000 in @ Right 0.000 in r @ Left @ Right @ Left @ Center @ Right Max Max 0.000 in 0.0 0.000 in 0.0 4.3 k 9.4 k 3.87 k 3.87 k 0.000 in 0.046 in 0.000 in 3.87 k 3.87 k 0.000 in 0.0 0.000 in 0.0 Z W JU 0 N0 W = J 0 L WO J LL NCY = W F- O Z H W U� O N WW ~H 1J.. Z W U CO O+ Z SITTS & HILL ENGINEERS, INC. } 4 TACOMA, WASHINGTON (253) 474 -9449 PROJECT _ �� P? t -D P1�l DESIGNED t 1►J W DATE a JOB ) j, 03 j CHECKED_ DATE SHEET -+�IJ 2 —4 Z Z �W 2 UO O CO) � N LL W O LL cl)a = W z �— ZO WW U� cl)_ 0F+- W W LL z U= O z L . s OF : 1 i 1 . • : 4 : : I I 1 .. , - I 2.ra ' 4/ : • ` `� ' 1 �,' o,: �� ���-, :cols ► ;• �:. z•t = 1 L L , , , 1 3sx16 t 1 : 1 1 f 1 I Z Z �W 2 UO O CO) � N LL W O LL cl)a = W z �— ZO WW U� cl)_ 0F+- W W LL z U= O z R Rev: 560000 User: KW- 0602611, Ver 5,6.0, 2- Sep -2002 (c)1983 -2002 ENERCALC Engineering Softwar Description Beam 11. Title : Dsgnr: Description : Job # L Date: 3:14PM, 5 JUN 03 Scope: General Timber Beam Page 1 110001110311cafculallons\1 f 031.ecw:Calcula General Information Summary Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 Center Span 5.00 ft .....Lu 0.00 it Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 0.530 : 1 Fb Base Allow 900.0 psi Load Dur. Factor 1.000 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi 1.5 1. 6 k E 1,600.0 ksi Allowable 4.1 k -ft Full Length Uniform Loads 3.1 k Center DL Max. Positive Moment 144.00 #/ft LL 480.00 #/ft Left Cantilever DL ft Shear: #/ft LL #/ft Right Cantilever DL # /ft LL #/ft z �z �w JU UO N Uj N U_ WO J r� N d = W H r Z H-. t- O Z F-: W �5 U� WW F- LL O .. Z. U =. O Z Summary Beam Design OK Span= 5.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.530 : 1 Maximum Moment 1.9 k -ft Maximum Shear * 1.5 1. 6 k Allowable 4.1 k -ft Allowable 3.1 k Max. Positive Moment 1.95 k -ft at 2.500 ft Shear: @ Left 1.56 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 1.56 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.008 in Max. M allow 4.12 Reactions... @ Right 0.000in fb 468.83 psi fv 50.31 psi Left DL 0.36 k Max 1.56k Fb 990.00 psi Fv 95.00 psi Right DL 0.36 k Max 1.56 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.005 in -0.024 in Deflection 0.000 in 0.000 in ...Location 2.500 ft 2.500 ft ...Length /Deft 0.0 0.0 ...Length /Deft 10,943.8 2,525.50 Right Cantilever... Camber ( using 1.5 • D.L. Deft ) ... Deflection 0.000 in 0.000 In @ Center 0.008 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in z �z �w JU UO N Uj N U_ WO J r� N d = W H r Z H-. t- O Z F-: W �5 U� WW F- LL O .. Z. U =. O Z i `k Title : Dsgnr: Description Scope : I Rev: 560000 Uses: KW0602611, Ver 5.6-0,2-Sep-2002 (c)1983.2002 ENERCALC Engineering Software Description Beam 12. General Timber Beam General Information 0.00 k -ft at Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3.125x16.5 Center Span 17.00 it .....Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 16.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Glul-am Douglas Fir, 24F - V8 Right DL Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi E 1,800.0 ksi Full Length Uniform Loads Center DL 264.00 # /ft LL 413.00 #/ft Left Cantilever DL # /ft LL # /ft Right Cantilever DL # /it LL # /ft Summary Span= 17.00ft, Beam Width = 3.125in x Depth = 16.5in, Ends are Pin -Pin Max Stress Ratio 0. : 1 Maximum Moment 24.5 k -ft Maximum Shear * 1. Allowable 28 k -ft Allowable Max. Positive Moment 24.46 k -ft at 8.500 ft Shear: Max. Negative Moment 0.00 k -ft at 17.000 ft Max @ Left Support 0.00 k -ft 8.500 ft Max @ Right Support 0.00 k -ft" Camber ( using 1.5 Max. M allow 28.36 Reactions... fb 2,069.72 psi fv 140.62 psi Left DL Fb 2,400.00 psi Fv 165.00 psi Right DL Deflections Center Span... Dead Load Deflection -0.236 in ...Location 8.500 ft ...Length /Deft 865.9 Camber ( using 1.5 * D.L. DO ) ... @ Center 0.353 in @ Left 0.000 in @ Right 0.000 in Camber: 2.24 k 2.24 k Job 11 L 2i Date: 3:14PM, 5 JUN 03 Page 1 1 00 011 1 0 3 1 1calculallons111031.ecw:Calcula Beam Design OK 5 7.3 k 8.5 k @ Left 5:75 k @ Right 5.75 k @ Left 0.000 in @ Center 0.353 in @ Right 0.0001n Max 5.75 k Max 5.75 k al Load Left Cantilever... Dead Load Total Load -0.604 in Deflection 0.000 in 0.000 in 8.500 ft ...Length /Deft 0.0 0.0 337.65 Right Cantilever... Deflection 0.000 in 0.000 in ...Length /Defl 0.0 0.0 Z I� } w JU 0 U) 0 CO LU J H CO is WO J U . W CY �W ' Z F- ZO �5 L) O N` o� WW IL H IL O W Z U= O Z al Load Left Cantilever... Dead Load Total Load -0.604 in Deflection 0.000 in 0.000 in 8.500 ft ...Length /Deft 0.0 0.0 337.65 Right Cantilever... Deflection 0.000 in 0.000 in ...Length /Defl 0.0 0.0 Z I� } w JU 0 U) 0 CO LU J H CO is WO J U . W CY �W ' Z F- ZO �5 L) O N` o� WW IL H IL O W Z U= O Z Z I� } w JU 0 U) 0 CO LU J H CO is WO J U . W CY �W ' Z F- ZO �5 L) O N` o� WW IL H IL O W Z U= O Z I Title : Job # 4 r > Dsgnr: Date: 3:14PM, 5 JUN 03 Description Scope r<ev: oouuuu User: KW- 0602611,Ver5.6.0.2•Sep -2002 General Timber Beam age 1 (c)1903.2002 ENERCALC Engineering Software p:1 1 1 0 0 011 1 03 11calculations 111031.ecw:Calcula Description Beam 13. Z I General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements ~ W. Section Name 5.125x13.5 Center Span 19.00 ft .....Lu ft 0.00 ft 0.00 it Beam Width 5.125 in Left Cantilever .....Lu J V I Beam Depth 13.500 in Right Cantilever It .....Lu 0.00 ft 00 Member Type GluLam Douglas Fir, 24F - V8 p Fb Base Allow 2,400.0 psi W Load Dur. Factor 1.000 Fv Allow 165.0 psi J = h' Beam End Fixity Pin -Pin Fc Allow 560.0 psi CO U_ E 1,800.0ksi O } Full Length Uniform Loads Center DL 132.00 #I ft LL 440.00 #/ft LL Left Cantilever DL # /ft LL # /ft C1 Right Cantilever DL # /ft LL # /ft _ Z i- 1 Summary Beam Design OK Z O j Span= 19.00ft, Beam Width = 5.125in x Depth = 13.5in, Ends are Pin -Pin j Max Stress Ratio 0.831 : 1 p Maximum Moment 25.8 k -ft Maximum Shear* 1.5 7.2 k UO - Allowable 31.1 k -ft Allowable 11.4 k p Max. Positive Moment 25.81 k -ft at 9.500 ft Shear: @ Left 5.43 k 5.43 k W W Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right U ~O Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in IL Max @ Right Support 0.00 k -ft @ Center 0.307 In Z Max. M allow 31.08 Reactions... @ Right 0.000 in W N U - fb 1,989.68 psi fV 104.62 psi Left DL 1.25 k Max 5.43 k O Fb 2,395.76 psi Fv 165.00 psi Right DL 1.25 k Max 5.43 k Z Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.205 in -0.887 in Deflection 0.000 in 0.000 in ...Location 9.500 ft 9.500 It ...Length /Deft 0.0 0.0 ...Length /Deft 1,114.2 257.12 Right Cantilever... Camber ( using 1.5 * D.L. DO ) ... Deflection 0.000 in 0.000 in @ Center 0.307 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in r M Full Length Uniform Loads Center DL 16.00 #/ft LL 52.00 # /ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #lit LL #/ft Beam Design OK Span= 12.00ft, Beam Width = 1.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.734 : 1 Maximum Moment 1.2 k -ft Maximum Shear " 1.5 Allowable 1.7 k -ft Allowable Max. Positive Moment 1.22 k -ft at 6.000 ft Shear: @ Left Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 1.67 Reactions... fb 686.66 psi fv 38.46 psi Left DL 0.10 k i Fb 935.00 psi Fv 75.00 psi Right DL 0.10 k Deflections Center Span... Dead Load Title : Job # Deflection -0.058 in Dsgnr: Date: 3:14PM, 5 JUN 03 ...Location 6.000 ft Description ...Length /Deft ...Length /Deft 2,481.0 583.76 Right Cantilever... Camber ( using 1.5 • D.L. Deft ) ... Scope Deflection @ Center Rev: 560000 User: KW -0602611,Ver5.6.0.2 -Sep - Genera{ Timber Beam Page 1 0.000 in (01963.2002 ENERCALC Engineering Software p:\ 11000\ 110311calculalions \11031.ecw:Calcula Description Beam 14. General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x10 Center Span 12.00 ft .....Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Hem Fir, No.2 Fb Base Allow 850.0 psi i Load Dur. Factor 1.000 Fv Allow 75.0 psi t Beam End Fixity Pin -Pin Fc Allow 405.0 psi j E 1,300.0 ksi Full Length Uniform Loads Center DL 16.00 #/ft LL 52.00 # /ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #lit LL #/ft Beam Design OK Span= 12.00ft, Beam Width = 1.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.734 : 1 Maximum Moment 1.2 k -ft Maximum Shear " 1.5 Allowable 1.7 k -ft Allowable Max. Positive Moment 1.22 k -ft at 6.000 ft Shear: @ Left Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 1.67 Reactions... fb 686.66 psi fv 38.46 psi Left DL 0.10 k i Fb 935.00 psi Fv 75.00 psi Right DL 0.10 k Deflections Center Span... Dead Load Total Load Left Cantilever... Deflection -0.058 in -0.247 in Deflection ...Location 6.000 ft 6.000 ft ...Length /Deft ...Length /Deft 2,481.0 583.76 Right Cantilever... Camber ( using 1.5 • D.L. Deft ) ... Deflection @ Center 0.087 in ...Length /Deft @ Left 0.000 in @ Right 0.000 in @ Right @ Left @ Center @ Right Max Max 0.000 in 0.0 0.000 in 0.0 0.5 k 1.0 k 0.41 k 0.41 k 0.000 in 0.0871n 0.000 in 0.41 k 0.41 k 0.000 in 0.0 0.000 in 0.0 �W QQ � JU 0 W = F- U_ WO �Q 2 C �W Z F- ZO 5 VO ON t] F- W W. O .Z W U= O ~' Z i Title: Dsgnr: Description Job# 4,50. Date: 3:14PM, 5 JUN 03 Scope : (c)1983 -2002 ENERCALC Engineering Software Description Beam 15. General Timber Beam Page 1 1000111031 1calculallons111031.ecw:Calcula General Information Span= 19.00ft, Beam Width = 3.125in x Depth = 16.51n, Ends are Pin -Pin Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3.125x16.5 Center Span 19.00 ft .....Lu 0.00 it Beam Width 3.125 in Left Cantilever ft .....Lu 0.00 It Beam Depth 16.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 1.5 6.0 k Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi 22.34 k -ft at 9.500 ft Shear: E 1,800.0 ksi Full Length Uniform Loads Center DL 192.00 # /ft LL 303.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL # /ft LL # /ft Beam Design OK Z Z Q W W� 0 U) J � N g. WO � aa U_ �W Z t- ZO W U j U� O CO O t- WW H� �O Z W CO O Z Span= 19.00ft, Beam Width = 3.125in x Depth = 16.51n, Ends are Pin -Pin Max Stress Ratio 0.788 : 1 Maximum Moment 22 .3 k -ft Maximum Shear * 1.5 6.0 k Allowable 28.4 k -ft Allowable 8.5 k Max. Positive Moment 22.34 k -ft at 9.500 ft Shear: @ Left 4.70 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 4.70 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.401 in Max. M allow 28.36 Reactions... @ Right 0.000in fb 1,890.33 psi fv 117.10 psi Left DL 1.82 k Max 4.70 k Fb 2,400.00 psi Fv 165.00 psi Right DL 1.82 k Max 4.70 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.267 in -0.689 in Deflection 0.000 in 0.000 in ...Location 9.500 ft 9.500 ft ...Length /Deft 0.0 0.0 ...Length /Deft 852.8 330.78 Right Cantilever... Camber ( using 1.5 ` D.L. Deft) ... Deflection 0.000 in 0.000 in @ Center 0.401 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Z Z Q W W� 0 U) J � N g. WO � aa U_ �W Z t- ZO W U j U� O CO O t- WW H� �O Z W CO O Z SITTS & HILL ENGINEERS, INC DESIGNED -tl0A DATE JOB TACOMA, WASHINGTON PROJECT (253) 474 -9449 C 25 O DATE SHEET p OF f , r ; I , 1 J Up ' , , I , I� { v _ _ .. .. .. . _. _. f.. j :'; , 4. I I t I I 1 , i , ...... .... . I I , I 1 , { , I I � • i , , Z Z �W Q � WD UO 0 W� � w O. � LL Q co) d �w zx z ° W U o �- WW U- O: w Z. p i' O F.. z s SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT : Bay Development Base Plan #2550 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 u Wood Post psi () P H:= 9-ft psf �= 144 plf := psf•ft lb:= plf•ft F := 1300-psi CD= 1 C Fb := 1 C := 1 C := 1 CL := 1 CFc := 1.1 E':= 1300000-psi F " F CD•CF F " = 1430 psi (3) -2x6 HF #2 Built Up Post Properties Kf l ( = 0.6 for unbraced nailed built Axial Load Capacity up posts - 0.75 for bolted) Slenderness Ratio (SL) b:= (3)•1.5•in t:= 5.5-in SL := H C := 0.8 KCE := 0.3 h A:= t•h A = 24.8 in E' s FcE :_ KCE FcE = 677 psi 1:= t h I = 41.8 in SL 2 12 S:= I '2 S = 18.6 in' 2 1 + FcE F FcE h F" C : c - - �` Kf C = 0.4 2•C 2•C C I. F' := C " F' = 593 psi Pmax := F' A Spread Footing Design Soil Bearing Pressure (Sb) Sb := 2000 -psf PT := 5700-lb Fwidth :- S PTt• Fwidth = 2.8 ft 2 b 0 3 -2x6 HF #2 Built Up Post in a Wall Pmax = 14678 lb USE 24N24NIV Ftq. w/ (2) #4 Bars Ea. Way. Base Plan #2550 Z QQ JU 0 N J_. N LL. WO J N H= Zf t- O Z F - U� O N O F-. W W U LL. I-- — O: •Z W U =: O ~, Z M ` SITTS & HILL ENGINEERS INC. 11031.mcd 2901,so. 40th St., Tacoma, WA 98409 -5697 PROJECT : Bay Development 06/05/2003 Telephone (253) 474 -9449 Base Plan #2550 design Binh Tran Fax(253)474 -0153 chk Ed Brown 17. w/ 5.4kips Loads Maximum Load For (3) -2x4 HF #2 Built up Wood Post 11:= 9- ft psf := ps' plf := psf -ft lb:= pif•ft 144 F, := 1300-psi C := 1 Cn, := 1 C := 1 C := 1 C := 1 Cr, := 1.1 E':= 1300000-psi F" c• = F c •C D' F C . c c — F" = 1430 p si (3) -2x4 HF #2 Built Up Post Properties K f := I (Kf = 0.6 for unbraced nailed built Axial Load Capacity up posts - 0.75 for bolted) Slenderness Ratio (SL) h:= (3)• 1.5•in t:= 3.5-in SL := H C:= 0.8 KCE := 0.3 h A:= t -h A= 15.8 in B' 3 FCE :_ KCE FC = 677 psi 1:= t-h 1= 26.6 in SL 2 2 S:= 1.2 S = 11.8 in 1 + FCE 1 + FCE ICE Cp • F"c - F "c - �` Kf C = 0.4 2C 2C C F' := C " F' = 593 psi Pmax F' A Spread Footing Design Soil Bearing Pressure (S Sb := 2000 -psf P := 5400-lb 3 -2x4 HF #2 Built Up Post in a Wall P = 9340 lb PTL b 2 USE 1' continuous Fwiach = S Fwi = 2.7 ft footing ok. Base Plan #2550 Z QQ SZ '~ W D U0 N LU J F. N LL J LL C% = W ' Z F HO Z r-•. Dp U O- 0 H. WW H U LL F. — O; Z 111 U= O ~` Z i Y 1 I i r f = � I I I t V e — � , ' V q M N 6 '� g 4e m — II II II {I it II I ,I II II ll ii O T A RAGI I SEE SWEET GI II II II II II II II II II II II i tLL,, LJ 34'_Of• ' 1 4' -7 In• 8' -3• 5'•0 V4• I ENGINES W.3 we a' -11 Inj I I _ I 74. O C. • 131w. O •11'•0 OF 1 C CI 5T Im• I P. f IB1 b' % U — — — — — INON. VENTS. LL 40 P e -ALL BEAMS • PROVIDE 4 '� s' II — — — CRAWL SPACE "") — — ' — — -- ('p: II J O IB• MIN, CLEARANCE UNDER D•' m I s +� I FLOOR JOISTS. - b MIL 'VISMEEN' '' a •� A �; I BLACK VAPOR BARRIER OVER y n VENTS REQUIRE; ENTIRE CRAW- SPACE m • b MIL. BLACK W.O. 5'•0" 5'•0" 5'•0" �0 7'. r • SOLID BLCCKI' II I r , II r , r • 'I 4x10 I1W t , I r , 4. , r I- --I o F--- -1 0 1 - -F E3 - —f-a F- —I 9 F--- -1 I I L .,: BII L IBJ L LBJ La_J a L AaJ L I BJI H II dl A. BE & SPLICE POST IC I lO II . I 7 •0" 3'• I 3'•6' 3'•6' 3' -6 3/4• 3'•9 1/2" 3'•10" 4' -0 I /4" 3 %0 1/4 3' 10 I g 7 l ii r t — I r A 10 I/I — I r • -I F r —I 10 I 0 — I r - , r� - — — - -g - +-- F- �t F--a -I + L ?'J L L* L ?"_I L ?J L J I- B-f=- B-4-T I L — ?'_ S J L '! I ? lu 4x6 POST AT BEAM SPLICE 7) X4 5T BEFORE PROC PROVIDE MW a T r I F � I V 4.6 �p J 6x P05 ON L _ 36 J 36' 36'x1 • C - PA 4x4' I D I QcT" m 1' -7 3/4" 7 • ' I I 7'•8" 7' -9 In" 7' -8 I /A' 4' -b" 4' -6• ,4' -G' -6• Y • 4 BARS AWAY AT 12' O { r r — I r ., f 4x10 I! l 1 {} 1 r r r IBJ 7x4 rI11D SILL L ?J L ?J L L TNIS SIDE — = L _ 21 L aJ L 1aJ l L l I �I I a• � 4k6 P05T ! 4, 5 7 19 D.1 .p 3q z e i I- - - -- `1 10' -6 ln" 9'•5 In" I �S 1L I I� I I � 'o+ ,O/ I L I I I I I Ul I 7'•0 314 T -B 3ra' I 70'•0' 1 In" 1 17' S In• L CONC, SLA13 (B I •1 4• ONC.SL SLAB SLOPE T S 3" TOWARDS ON. DOORS. I F _ _ _ _ _ _ - J- ILLLLLU CONL. 5TOOP ABV, ------- ^. - - - -L ' 'O• R / POUR FOTaWARD AND I / LOLL 3 FRONT GARAG' L Y r 7 D� ONLY. I 1 B' ~ OF ,F� CONTINUOUS FOOTING B• A RAISE CCNC, STEM WALL TO i 6' ABOVE CONCRETE SLAB it I6'•3' .L b'•B I /•1 7'•0" 17'•?' 7'• I'•10 In" S 70'•0' I'.10 1/7" S ABOVE CONCRE fC SLAB 70' -10 I14' A0'•0" 1 I FOUNDATION FLAN 1 14"x 1' -0" i r 'KEENED 0 L Z Z . W QQ JU UO N W= J H U W O . LL �. N D W Z 1_ Z0 W UJ Q ON cl WW O , W Z co) O Z. ENGINES I— • USE S /B• DI •11'•0 OF FLOOR DE5' OL10 PT LL 40 P -ALL BEAMS • PROVIDE 4 '� • PROVIDE 4. 1370 50. FT. AID I 150 A � iYp VENT ]yU 144 y n VENTS REQUIRE; NOTES.- • b MIL. BLACK Is MM. CLEAR • SOLID BLCCKI' al . ALL FIGS. TO E '� • FCLNDATICN S' .4.b POSTS TY' • ALL BENTS IC • ALL BEAMS A STAMPED ENG. OFFICE MJST E BEFORE PROC PROVIDE MW a T WASHERS CN i I 0 l r -, 4x4 I B l CCh L _ J D r 4x4' I D I QcT" m L m r - -� I 1 4x4• B I c Ch L - - J L Z Z . W QQ JU UO N W= J H U W O . LL �. N D W Z 1_ Z0 W UJ Q ON cl WW O , W Z co) O Z. SITTS & HILL ENGINEERS, INC DESIGNED 1 DATE 0 3 JOB b I TACOMA, WASHINGTON Y (253) 474 -9449 CHECKED DATE SHEET PROJECT - �I� 1 V�I��' � 7/�/ � N ZS� �V OF Z Z, UO 0 CO) UJI DLL W U. co) a �W z W O W U� O UJI 0 r 3: (.) : W. F_ `L z w 0- O Z i , • : : • L 1 I - IN 1, L_ - z ! 25� 500 , , : r ! wPU „I , I V G► , _ C r: , , I : ! , , I : I ' • { I. t , Z Z, UO 0 CO) UJI DLL W U. co) a �W z W O W U� O UJI 0 r 3: (.) : W. F_ `L z w 0- O Z M Title : Dsgnr: Description Scope: Job # 5' Date: 3:141 5 JUN 03 1 6l;i: R6&26i 1,ver5.6.0.2- Sep -2002 General Timber Beam Page 1 1 (c)103 -2002 ENERCALC Engineering Software p: \11000\ 11031 \calculations \11031.ecw:Calcula Description Beam 18. General information Span= 3.50ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 Center Span 3.50 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 it Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.2 2.0 k Fb Base Allow 900.0 psi Load Dur. Factor 1.000 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi at 1.750 ft Shear: @ Left E 1,600.0 ksi Full Length Uniform Loads Center DL 380.00 # /ft LL 1,000.00 #/ft Left Cantilever DL # /ft LL # /ft Right Cantilever DL #/ft LL # /ft Beam Design OK i" z Z W W JI U U O' ND CO LU J i.- (a U_ WO �QQ U_ N CY = W H z f- t O z h- W U� O� o� WW H� LL O 111 z CO O z Span= 3.50ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.660 : 1 Maximum Moment 2.1 k -ft Maximum Shear * 1.5 2.0 k Allowable 4.1 k -ft Allowable 3.1 k Max. Positive Moment 2.11 k -ft at 1.750 ft Shear: @ Left 2.41 k Max. Negative Moment 0.00 k -ft at 3.500 ft @ Right 2.41 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.005in Max. M allow 4.12 Reactions... @ Right 0.000in fb 508.05 psi fv 62.66 psi Left DL 0.66 k Max 2.41 k Fb 990.00 psi Fv 95.00 psi Right DL 0.66 k Max 2.41 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.003 in -0.013 in Deflection 0.000 in 0.000 in ...Location 1.750 ft 1.750 ft ...Length /Deft 0.0 0.0 ...Length /Def) 12,090.8 3,329.34 Right Cantilever... Camber ( using 1.5' D.L. Defl ) ... Deflection 0.000 in 0.000 In @ Center 0.005 In ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in i" z Z W W JI U U O' ND CO LU J i.- (a U_ WO �QQ U_ N CY = W H z f- t O z h- W U� O� o� WW H� LL O 111 z CO O z Full Length Uniform Loads Center DL 150.00 # /ft LL 500.00 # /ft Left Cantilever DL #/ft LL # /ft Right Cantilever DL # /ft LL # /ft Beam Design OK Span= 4.50ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0. 474 : 1 Maximum Moment 1. k -ft Maximum Shear " 1.5 Allowable 4. k - ft Allowable Max. Positive Moment 1.65 k -ft at 2.250 ft Shear: @ Left Max. Negative Moment 0.00 k -ft at 0.000 ft �Z 0.00 k -ft Title : Job # 0.00 k -ft Dsgnr: Date: 3:14PM, 5 JUN 03 4.12 Description fb 395.58 psi 1 i 44.99 psi Scope Fb 990.00 psi Rev: 560000 User :KW0602611.Ver5.6.0.2- Sep•2 95.00 psi General Timber Beam Page 1 (01983-2002 ENERCALC Engineering Software p:\ 1 1 00011 1 0 3 11calculations \11031.ecw:Calcula ! Description Beam 19. i Dead Load Total Load Left Cantilever... E General Information -0.004 in Calculations are designed to 1997 NDS and 1997 UBC Requirements 7 Section Name 4x10 ...Location Center Span 4.50 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft ( Member Type Sawn Douglas Fir - Larch, No.2 1 @ Left Fb Base Allow 900.0 psi ( Load Dur. Factor 1.000 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 150.00 # /ft LL 500.00 # /ft Left Cantilever DL #/ft LL # /ft Right Cantilever DL # /ft LL # /ft Beam Design OK Span= 4.50ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0. 474 : 1 Maximum Moment 1. k -ft Maximum Shear " 1.5 Allowable 4. k - ft Allowable Max. Positive Moment 1.65 k -ft at 2.250 ft Shear: @ Left Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 4.12 Reactions... fb 395.58 psi fv 44.99 psi Left DL 0.34 k Fb 990.00 psi Fv 95.00 psi Right DL 0.34 k Deflections Center Span... Dead Load Total Load Left Cantilever... Deflection -0.004 in -0.016 in Deflection ...Location 2.250 ft 2.250 ft ...Length /Deft ...Length /Deft 14,411.6 3,325.76 Right Cantilever... Camber ( using 1.5 " D.L. DO ) ... Deflection @ Center 0.006 in ...Length /Deft @ Left 0.000 in @ Right 0.000 in 0 @ Right @ Left @ Center @ Right Max Max 0.000 in 0.0 0.000 in 0.0 1.5 k 3.1 k 1.46 k 1.46 k 0.000 in 0.006 in 0.000 in 1.46 k 1.46 k 0.000 in 0.0 0.000 in 0.0 Z '~ W JU UO N 0 to W NW WO U. Q 7 = W Z� 1-- O w ~ W 5 L) O N OH =U H� ll. O W Z to O Z Title : Job #f M Dsgnr: Date: 3 :141 5 JUN 03 Description Scope Page 1 Rev: 560000 User: KW-060261 1, ver 5.6.0, 2- Sep -2002 General Timber Beam (c)1963.2002 ENERCALC Engineering Software p: 11 1 0 0011 1 0 3 1 1calculalionS111031.ecw:Calcul Description Beam 20. z General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements H Z Section Name 2x10 Beam Width 1.500 in Center Span 13.00 ft .....Lu Left Cantilever ft 0.00 ft 0.00 ft 7 5 Beam Depth 9.250 In .....Lu Right Cantilever ft .....Lu 0.00 it U 0 Member Type Sawn Hem Fir, No.2 Ca 0 Fb Base Allow 850.0 psi =' Load Dur. Factor 1.000 Fv Allow 75.0 psi W Seam End Fixity Pin -Pin Fc Allow 405.0 psi J H E 1,300.0ksi N W O Full Length Uniform Loads Ei Center DL 16.00 # /ft LL 52.00 # /ft Left Cantilever DL # /ft LL #/ft N (� = Right Cantilever DL #ift LL # /ft f- W. _ z� Summary Design OK z O Span= 13.0011, Beam Width = 1.500in x Depth = 9.251n, Ends are Pin -Pin W Max Stress Ratio 0.862 : 1 Maximum Moment 1. k -ft Maximum Shear * 1.5 0.6 k 0 N Allowable 1.7 k -ft Allowable 1.0 k 0 1- „ Max. Positive Moment 1.44 k -ft at 6.500 ft Shear: @ Left 0.44 k W W Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.44 k = U Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in O Max @ Right Support 0.00 k -ft @ Center 0.120in Z ax. M allow Max. 1.67 Reactions... Right 0.000in tjj (3- 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 0.44 k Z ~ 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 it ...Length /Deft 0.0 0.0 ...Length /Deft 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 M • rr ..�. t+1i7 >`•:L••f� t.... I �(' •.S »•�r''��4 �t�nr .'+,>••:( •�t•yYf..,�yy,2,SKp •�' �.rtT �n \ '� :�1 � �" �' '7 0. � :;"?7h'.`r,' y:%. t'�l'1SSi {Jr.C'1;5;f:`.t421. .aa.7i. .: yT,:�'•.c•i •.r:. 'v } •yY,i•'•1'G r: Y 'r,� ' �F, ' a •. .�Ti�.. S, 5 " •.: � a T .:. 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(]1415 BI I "RAr'I NDR • WnLL S II I` 02 in- c i AS 0 i � I :+ L FLUr L =u I Q / 3 e n r —I —In n OPi. / I 7 DR • 1 I I I I . I A / 1 M 1:! tE HEADER `'cx 7 / I D I I t I ] I e3' AFF. m I ' M I T-51/2- �I III I I S sG. 4 - ��- "I 'S' (Cu I 3• TCWARD5 ON DOOR I 6x6 n I — Cl) n I (87) 5 -I /8x15 GLB I74F•V41 —• I 6x6 W. 7 • :ET 'B TYP. NO, 1 �CC/CB66 'CB' TO BE 1• AF. SLAB OR PRESSURE TREATED YPE TO BE •6. I i , i + ' ' • a CN ONE BID C, I I ' DOOR BETWEEN NCU5E 1 GARAGE TO BE SOLID CORE uVSELF .• I CLO5MG 114' ,ES. (DOOR 11Ri 1.3/9• TNICIJ 14 ' GN Dot" el Ee I J1 , • @ /B• TTPE 'X• 6Wa CN ALL NOUSE/oARAGE SUF'PORiMG 7 OO 1 WALLS, POST, t 13EA'}5. (7)- LAYERS • CEILMG 11111, , F'OI.ER I1E7SR ;3 I TFLSSE3 OR FRAPIING GREATER THAN 16. O:C. +ERS UNO. I 76 WRAP EXP. POSTS W/ PLY TO 49• AFF TO PROTECT U)!O. I pI = i S FROti T}INOR IMPACT DAMAGE T •B• I I n I III © I I m 1 • v I I I �1 v • I INU 4D OF 7 x 7'OH. GAR DR 6 =• — — _ ( ©U 3•l /eal6 - In GL (74F -V 4) IF) (CU 0 , CF WALL ABOVE — — 1 6.6 NF 7 CCNTINUCUS 4x10 OF 7 HEADER _ I1B. 5. 1 I I6° .GAT DR. 4' 8'.3• 1' -10 IR' 1'.10 I/1• "' 10 •0• 20'.0• ' i 3•� C�� �r��A-�� a In Z Z �y W Y. 2 D 0 W= U) LL W S O G Q ry i L� � // . �� . J LL VJ 1� W r Z (•• Z O W U� O N o F- WW L O W Z v_ c . o Z SITTS & HILL ENGINEERS INC 11031.mcd 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT : Bay Development 06/05/2003 Telephone (253) 474 -9449 Fax (253) 474 -0153 Base Plan #2550 design Binh Tran chk Ed Brown i 3rd Car Garage Option Wall Line D: Distance between Lines of Resistance: Ll := 34-ft W i = 261.8 lb ff t Total Wall Length: Ld := (5 + 7.5 + 5.5)•ft Plate Height: H := 9-ft Wind Shear vd := Wt•Ll•.5 Sheat.'yl/alloType Pt *6 Ld vd = 247.31b ft- 1 w,nails• 6" O:C.' Capacity'=.2.78 PLF Seismic Tributary Weight: Roof := 16•psf•42•ft• 34 - ft Roof =114241b 2 Wall := 10•psf•424 12.5•ft Wall = 5250 lb Floor:= 12•psf•42•ft• Floor = 8568lb 2 W:= Roof + Wall + Floor W = 25242 lb Seismic Force: E := V• W E = 229.5 lb ft - � Wind Controls Design Ld Check wall section: Id := 5-ft Overturning Moment: OTM := vd•ld•H OTM = 11126.9 lb ft Dead load resisting: Roof := 16•psf • 16•ft•ld Roof = 12801b Wall := 10•psf•H 2•ld Wall = 900 lb Floor:= 12•psf•1.3•ft•ld Floor 78 lb Total := Roof + Wall + Floor Total = 2258 lb Resisting Moment: DLR := Total- ld DLR = 5645 lb ft 2 Net Uplift: U := OTM — DLR P Id U = 1096.41b Simpson Holdown. HPAHD22. Base Plan #2550 Z �Z � WD UO. w= J t~ to LL WO 9a Cl) D T l .-w Z N F- O w ~ w U0 O �' D F- ww LL Z ui U O ~. Z 19 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98109 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT : Bay Development Base Plan #2550 5C 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 W = 261.81b ft - � Total Wall Length: Le := 16.5-ft Plate Height: H,:= 9-ft W + L7)•.5 Wind Shear - t ShearWall'Type P1-4 ve = 396.7 lb ft Le -1Od`naiis @A —O.C. Seismic Tributary Weight: _ Capacity = `418: p{f Roof := 16•psf•42•ft 20+30 -ft Roof = 16800 lb 2 Wall := 10•psf•42•ft•12.5•ft Wall = 5250 lb 20+30 Floor:= 12•psf•42•ft• -ft Floor= 12600 lb 2 W:= Roof + Wall + Floor W = 34650 lb Seismic Force: Ef:= V W E = 567lbft -1 Wind Controls Design Lf Check wall section: le := 16.5-ft Overturning Moment: OTM := ve•le•H OTM = 58907.2lbft Dead load resisting: Roof := 16•psf•12• ft. le Roof = 3168 lb Wall := 10•psf•H 2•le Wall = 2970 lb Floor:= 12•psf• 1.3•ft•le Floor = 257.4 lb Total := Roof + Wall + Floor Total = 6395.4 lb Resisting Moment: DLR := Total• 1f DLR = 31977 lb ft 2 Net Uplift: U:= OTM - DLR U = 2693 lb Simpson Holdown. if STHD14. Base Plan #2550 Z W' JU 0 CO) 0 Uj J X Cl) tL. W O J LL CO) = W t— _ ZO 2 5 U 0 10 N O F- W UJ tJ U- ~ O. r Z CO) O Z SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 t Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT : Bay Development Base Plan #2550 5 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown t, 3rd Car Gara-ge Option Wall Line I: Distance between Lines of Resistance: L7:= 30-ft W = 158.61bft I Total Wall Length: Lg := 23 -ft Plate Height: H Wind Shear V5 .- W 3-L7-.5 _I Shear Wall7ype -6 L vg = 103.41bft 10d'iiails @ 6 O:C. Capacity 278 plf Seismic Tributary Weiqht: Roof := 16•psf•23•ft• 2 ft Floor = 257.4 lb Wall := 10•psf•23•ft•5•ft Wall = 1150 lb W := Floor + Wall W = 1407.4 lb Seismic Force: E V-W E = 101bft Wind Controls Design L Base Plan #2550 Z Z W' W� UO U) 0 . co W J � 0 L W O: U . N d = W ZH r~ O w ~ W U O CO) � H WW �O .. Z W U= O Z g Check wall section: lg := 23 -ft Overturning Moment: OTM := vg•lg•H, OTM = 21413.8 lb ft Dead load resisting: Roof := 16•psf•2•ft -]g Roof = 736 lb Wall := 10•psf•H lg Wall = 2070 lb Total := Roof + Wall Total = 2806 lb Resisting Moment: DLR := Total• lg DLR = 32269 lb ft 2 Net Uplift: P U := OTM - DLR U = -4721b No Holdown. 1 g Base Plan #2550 Z Z W' W� UO U) 0 . co W J � 0 L W O: U . N d = W ZH r~ O w ~ W U O CO) � H WW �O .. Z W U= O Z I O Ell, z tNOTICE: IF THE -DOCUMENT CLEAR -THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT-, SITTS & HILL ENGINEERS, INC. TACOMA, WASHINGTON (253) 474 -9449 PROJECT 5 -A P5 ?fi4 DESIGNED IIN`-- C2 )5' 7 /03- JOB CHECKED DATE � EET 'A-m 25s 0 OF } W WU U (00' J = N LL W O La N :3 W Z H 1-- Z I- W U� ON 0 F— W H- !L-O .. Z W co O Z i Z = Z W QQ �: J U: UO CO to W N LL; WO }} J U. Q N d f W Z H Z Off' 5' D 0, , N. o� W F=- U u. O W Z U =. O h Z.. .' OPT. •4 STUD I L ps — — — — — — -� ry K. oui aS ° DOOR I FOUNDATION 1 •use 5i0• VIA. ANCNOIi FLOOR DESIGN LOADS, 3 i' � L . P0F L LL 4m PSF 3 — — — — . A • ALL BEAMS ARE TO E • PROVIDE 4X4 POSTS A, p I • PROVIDE 4.6 POSTS t, b'� b`n�� I „ �E L(D GA II ! POST BASE J ON 36 X36 XU C-M PAD./ •4'5 10 OC. Ea I I zm' m• 4 i Oc5 COMIC. SLAB •SLOPE I TOWARDS OR D TDOORS. , I I N I — tlRT. DRICK D.S. PCUR 4• FORWARD AND —.• -+�- LOWER 3• FRONT GARAGE 9 p1 ] BA7 ONLY_ � I � 0.5 1 CONTNUOUS FOOTING 8" I'•10In' FOUNDATION PLAN r Z = Z W QQ �: J U: UO CO to W N LL; WO }} J U. Q N d f W Z H Z Off' 5' D 0, , N. o� W F=- U u. O W Z U =. O h Z.. .' Title : Job # Dsgnr: Date: 3:14PM, 5 JUN 03 t � Description V ' Scope Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2 -Sep -2002 General Timber Beam Page 1 (c)1983.2002 ENERCALC Engineering Software p:N 1000111031 1caiculalions11103t.ecw:Calcula I Description Beam 21. General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements i Section Name 4x12 Center Span 9.00 ft .....Lu 0.00 it Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft j Beam Depth 11.250 in Right Cantilever ft .....Lu 0.00 it j Member Type Sawn Douglas Fir - Larch, No.2 }} Fb Base Allow 900.0 psi Load Dur. Factor 1.000 Fv Allow 95.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center DL 208.00 #/ft LL 325.00 #/ft Left Cantilever DL # /ft LL #/ft Right Cantilever DL # /ft LL # /it Beam Design OK 2 Z w lY � UO W= NU_ WO Ua = �... W Z� H O Z F_ L U� O V o F- W W H� LL O. .Z W U =? O Z Span= 9.00ft, Beam Width = 3.500in x Depth = 11.251n, Ends are Pin -Pin Max Stress Ratio 0.975 : 1 Maximum Moment 5.4 k -ft Maximum Shear' 1.5 2.8 k Allowable 5.5 k -ft Allowable 3.7 k Max. Positive Moment 5.40 k -ft at 4.500 ft Shear: @ Left 2.40 k Max. Negative Moment 0.00 k -ft at 9.000 ft @ Right 2.40 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.069in Max. M allow 5.54 Reactions... @ Right 0.000ln lb 877.17 psi fv 72.37 psi Left DL 0.94 k Max 2.40 k Fb 900.00 psi Fv 95.00 psi Right DL 0.94 k Max 2.40 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.046 in -0.118 in Deflection 0.000 in 0.000 in ...Location 4.500 ft 4.500 ft ...Length /Deft 0.0 0.0 ...Length /Deft 2,337.1 912.05 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.069 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 In 2 Z w lY � UO W= NU_ WO Ua = �... W Z� H O Z F_ L U� O V o F- W W H� LL O. .Z W U =? O Z 6L Title : Job # Dsgnr: Date: 4:22PM, 5 JUN 03 Description Scope ! Rev: 560000 User: KW- 06026 11.ver 5.6.0, 2- Sep -2002 General Timber Beam Page 1 (c)1983.2002 ENERCALC Engineering Software p:111000% 11031 1calculations111031.ecw:Calcula Description Beam 22. i i General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements i Section Name Prllm: 3.5x9.25 Center Span 11.00 it .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft i Beam Depth 9.250 in Right Cantilever it .....Lu 0.00 it Member Type Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi 1 Beam End Fixity Pin -Pin Fc Allow 650.0 psi E 2,000.0 ksi Tra ezoidal Loads V MI11I /IMl, Beam Design OK #1 DL @ Left 336.00 # /ft LL @ Left 427.00 # /ft Start Loc 0.000 ft DL @ Right 336.00 # /ft LL @ Right 427.00 #/ft End Loc 3.000 it #2 DL @ Left 96.00 #/ft LL @ Left 52.00 # /ft Start Loc 3.000 it DL @ Right 96.00 #/ft LL @ Right 52.00 # /ft End Loc 8.000 it #3 DL @ Left 336.00 # /ft LL @ Left 427.00 #/ft Start Loc 8.000 it DL @ Right 336.00 #/ft LL @ Right 427.00 # /ft End Loc 11.000 ft Point Loads 3.96 k Max @ Left Support 0.00 k -ft Live Load Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 3.000 it 8.000 It 0.000 ft 0.000 ft 0.000 ft 0.000 It 0.000 ft Z } Z W QQ � JU 00 W= F- N LL W UQ U) = d �.. W Z F- ZO W Uj �p U O CO OH WW LL Z O F. Z V MI11I /IMl, Beam Design OK Span= 11.00ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.738 : 1 Maximum Moment 8.9 k -ft Maximum Shear' 1.5 5.1 k Allowable 12.1 k -ft Allowable 9.4 k Max. Positive Moment 8.91 k -ft at 5.500 ft Shear: @ Left 3.96 k Max. Negative Moment 0.00 k-ft at 11.000 it @ Right 3.96 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 In Max @ Right Support 0.00 k-ft @ Center 0.488 In Max. M allow 12.06 Reactions... @ Right 0.000 In fb 2,141.25 psi fv 156.99 psi Left DL 2.55 k Max 3.96 k Fb 2,900.00 psi Fv 290.00 psi Right DL 2.55 k Max 3.96 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.325 in -0,453 in Deflection 0.000 in 0.000 in ...Location 5.500 it 5.500 ft ...Length /Deft 0.0 0.0 ...Length /Deft 405.5 291.15 Right Cantilever... Camber ( using 1.5 D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.488 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Z } Z W QQ � JU 00 W= F- N LL W UQ U) = d �.. W Z F- ZO W Uj �p U O CO OH WW LL Z O F. Z j SITTS & HILL ENGINEERS INC. 29CO SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax(253)474 -0153 Q 11031.mcd PROJECT : Bay Development 06/05/2003 Base Plan #2550 design Binh Tran chk Ed Brown 23. w/ 13.1 Kips Load I L Maximum Load For 6x6 DF #1 Wood Post H := 9-ft psf := 44 plf := psf•ft lb := plf -ft F,,:= 1000 -psi C := 1 C Fb := 1 CM := 1 C := 1 CL := I CFc := 1 E':= 1600000-psi F ",:= F,. CD•CF, F " C= 1000 psi 6x6 DF #1 Wood Post Properties Kf := I (Kf = 0.6 for unbraced nailed built Axial Load Capacity up posts - 0.75 for bolted) Slenderness Ratio (SL) h:= 5.5-in t:= 5.5-in SL := H C:= 0.8 K := 0.3 h A:= t -h A = 30.3 in KC t• h3 FCE - FCE = 1245 psi 1:= 1= 76.3 in SL 12 2 S:= I - S = 27.7 in 1 + FCE 1 + FCE F CC h F" F " F" c 2•C 2 -C C F' := C F " F'� = 761 psi P := F',- A 6X6 DF #1 Wood Post Pmax = 23015 lb Spread Footing Design Soil Bearing Pressure (S Sb := 2000•psf PTL := 13100-lb PTT 2 USE 36 "x36 "x12" thick Fwidth S Fwidth = 6.5 ft Spread footing, w/ b (4) #4 Bars Ea. Way r Base Plan #2550 Z LU U (00. W= J f— CO LL, W O}}. �J IL j. N = W f~ _. ' ZF F— O Z F— W :O Co o�- WW H U LO Z W ' U= O F- Z SITES & HILL ENGINEERS INC. 4 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax(253)474 -0153 2 11031.mcd PROJECT : Bay Development 06/05/2003 Base Plan #2550 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 := 44 pif := psf -ft lb := plf•ft F := 1300-psi C := 1 CFb := 1 CM := 1 Cl := 1 C := 1 C F, := 1.1 E':= 1300000-psi F "c := Fc'CD'Ct =c F"c = 1430psi (3) -2x4 HF #2 Built Up Post Properties Kr := I (Kf = 0.6 for unbraced nailed built Axial Load Capacity up posts - 0.75 for bolted) Slenderness Ratio (SL) h:= (3)•1.5•in t:= 3.5-in SL := h C:= 0.8 KCE := 0.3 z A:= t•h A = 15.8 in KCE' t h 3 FCE := FCE = 677 psi 1:= 1= 26.6 in SLz 12 2 S:= 11 .2 S = 11.8 in 1 + FCE l + FCE Fct h Cp o — F o — �` 'Kf C = 0.4 2•C 2 C C F' := C " F' = 593 psi Pmax := F' A Spread Footing Design Soil Bearing Pressure (Sb) . Sb := 2000•psf P-• := 8400.1b P TL z Fwidth S Fwidth = 4.2 ft b r 3 -2x4 HF #2 Built Up Post in a Wall Pmax = 9340 lb USE 24 "x24 "x10" ftq w/ (2) #4 bars ea. way Base Plan #2550 Z Z , JU UO Co o w= J H' N LL W O. L L C �. = �W Z �. !-- O. W F-. W co U� � H =U H � tL O ILLi Z co O Z SITTS & HILL ENGINEERS INC. A 2904 SO. 40th St., Tacoma, WA 98409 -5697 j Telephone (253) 474 -9449 Fax(253)474 -0153 PROJECT : Bay Development Base Plan #2550 6�p 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Check studs wall H:= 9-ft psf := 44 plf := psf•ft lb := plf•ft F,:= 1300-psi C := 1 C := 1.5 C := 1 C := 1 C := 1 CF, := 1.15 C := 1.15 Fb := 850-psi F'b := Fb•C F' = 1466 psi F .' , := Fc'CD'CFc F" = 1495 psi E':= 1300000-psi Axial Load Capacity (DL +LL) Slenderness Ratio (SL) SL := h C:= 0.8 KCE := 0.3 KCE•E' FCE := F = 1011 psi SL Try - 2x6 HF #2 Studs @ 16" o.c. t:= 1.5-in h:= 5.5-in C:= h 2 A:= t•h A = 8.3 in 3 I:= t12 I = 20.8 in S:= I S = 7.6 in c z 1 + FCE F� + FCE Fcs F " F " F� Cp 2 C — C — C C = 0.5 F', r C p • F " F ' c = 816 psi P max := F c A P mu = 6729 lb PTL := L (16•psf + 40•psf)• 3 2ft) + (12• + 40•psf)• 2.� ft 1.33-ft C )� PDL := I (16•psf)•I 3 eft / + (12•psf)•� )1- 1.33-ft P = 361 Ib ` Axial Stress (DL +Wind) CD := 1.15 F "c := Fc' CD• CFc F" = 1719 psi z 1 + FCE I + FCE F cs Cp •— F "c _ F" _c C = 0.5 2•C 2•C C fDL := PDL A f = 44 psi PTL = 1282 lb < P max = 6729 lb OX F' := C F " F' = 847 psi Base Plan #2550 z ' W W� JU 0 0 to 0 W= J F. N U W O. U- =W r z F 1— O W UO UJ O -; 0 1— W F— �O W z N H � z i SITTS & HILL ENGINEERS INC. 2941 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT : Bay Development Telephone (253) 474 -9449 Base Plan #2550 Fax(253)474 -0153 I i i I i 64 11031.mcd 06/05/2003 design Binh Tran chk Ed Brown Bending Stresses C 1.15 F' := Fb•CD•CFb'CM•C -CUC, F' = 1686 psi 'wind 15-psf•1.33•ft 2 �'wind'H M := M = 202 ft-lb 8 M S pey = Fib fb := S fb = 321 psi Combined Stresses 2 fDL + 1 • f = 0.2 < 1 O.K. F c 1 _ fDL F i b F Cont. wall Footing Design Soil Bearing Pressure (Sb) S := 2000•psf P = 1282 lb PTL 1-33-ft S req = 1.44 in < S = 7.56 in O.K. USE 2x6 HF #2 Studs (d-) 16" ox. Exterior wall typical. Fwidth S Fwid►h = 0.5 ft b USE 1'-4" x 8" thick continuous footing Base Plan #2550 Z W� U U O D W = N U- W J d. = W ?H p. Z H U O N' OH W LU 3:U LL O .. Z t U= O Z FROR':COMPUTER SONICS FAX M. :2065750337 Mar. 30 2004 03:50PM P1 6iAR- 282004 0207N FROM- KRAZAN AND ASSOC +425 - 485 -8837 T -398 P.002/004 F -015 & & ASSOCIATES, I C. CEOTECH -NICAL ENG1hEERiNG - GNVIRONNIENTAL ENi GIN££RING Z CONSTRUCTION TESTING & INSP1±C.TiOit FILE COP Z W UJ March 26, 2004 ,, . .._L L'.... r7 ��, -�< I'rojectl�v.0�6 -03Q4} Perrmt N. M102 -156 UO N D Mr. Bchzad Chaubdry w SARA. DEVELOPMENT, INC. P.O. Box 5544 N t p Kent, Washington 98064 �QQ RE: Final Letter Regarding Earthwork on Individual Lots LL 8 Lot Sub division (Previously Proposed 9 Lots) N Co Macadam Road South w Tukwila, Washington Z i E- O Dear Mr. Chauhdry, W W At your request, we have prepared this oral letter for the individual lots, within the above referenced subdivision., p to address the earthwork construction associated with the development of the site. The cartliwork is generally UO co complete, Construction of the single family Domes has not yet commenced. o f- w W Knizan & Associates, Inc. performed periodic, on -call geoteclutical special inspoction and testing services (as H F requested by Sara Development, Inc.) during earthwork construction. The geoteclmical special inspection and testing services for this project included: Z w c co • Preeonstruetion Meetings • Structural Fill Placement and Compaction U O H • Observe and Monitor Excavation (Storm Det. • Reinforced Concrete (Storm Der Vault) Z Vault) • Observe and Monitor Temporary Cuts (Storm • Soil Bearing Verification (Storm Det. Vault) Det. Vault) • Observe and Monitor Dry Season Grading The items that were inspected daring our periodic site visits were in general accordance with the original Geotechniezi Engineering Investigation Report KA Project No. 092 - 01004, dated February 20, 2001, any noted engineering revisions, and the approved plans and specifications. The special inspection for each individual lot is as follows: • Lot I: Lot 1 is designated as a cut area for the building site. Topsoil and organic sails were removed during site clearing and grading. The single - family residential structure location or structure design was not finalized at the time of our site devclopmv-nt inspection work. Based on the grading plans stnictural fill was not proposed for Lot 1. Suitable footing subgrade for the single- family residential structure should be verified by inspection. This is the responsibility of the contractor perf'ornmg the construction wort: for each individual lot. • Lot 2: Lot 2 is designated as a cut area for the building site. ''topsoil and organic soils were removed during site clearing and grading. The single - family residential structure location was not finalized at the time of our site development inspection. work. Based or the grading plans structural fill was not proposed for Lot 1. Suitable tooting subgrade for the single- family residential structure should be Offices Servitt�* The'WCStCt'n 1<lnited States 1501 15`� Street NW Suitc 106 - Aubuiii, Washirng 58002 - (253) 939.2500 - Fax: (253) 939.2556 Wei RIl lAtc-A w . FROM­:COMPUTER SONICS FAX NO. :2065750337 Mar. 30 2004 03:51PM P2 MAR - 26-2004 02:18PM FROM - KRAZAN AND ASSOC +426- 486 -6837 T-398 P.003/004 F - 015 KA Project No. 066 -03043 March 26, 2004 Page NTo. Z of 3 verified by inspection. This is the responsibility of the contractor performing the construction work for each individual lot. • Lot 3: Per approved grading plans structuuaI fill was placed on Lot 3. In place density tests (compaction tests) were performed on the placed fi'1 during our periodic site visits. The soil compaction generally met the structural rill cornp4ctio>1 specifications. The compaction tests results are for the date and time of our visits only. The single-family residential structure location or structure design was not finalized at the time of our site development inspection work. Suitable footing subgrade for tho single- family residential structure should be verified by inspection. This is the responsibility of the contractor performing the construction work for each individual lot. • Lot 4: Lot 4 is designated as a cut area for the build site. Topsoil and organic soils were removed during site clearing and grading. The single - family residential structure location or structure design was not finalized at the time of oar site development inspection work, Based on the grading plans structural fill was not proposed for Lot 4. Suitable footing subgrade for the single- family residarttial structure should be verified by inspection. This is the responsibility of the contractor performng the constriction work for each individual lot. • Lot 5: Per approved grading plans stntctural fill was placed on Lot 5. In place density tests (compaction tests) were performed on the placed fill during our periodic site visits. The soil compaction generally met the strtctural fill compaction specifications. The compaction tests results are for the date and tim of our visits only. The single - family residential structure location or structure design was not finalized at the time of our site development inspection work. Suitable footing subgrade for the single - family residential structure should be verified by inspection. This is the responsibility of the contractor performing the construction work for caoh individual lot- Lot 6: Lot 6 is designated as a cut area for the building site. Topsoil and organic soils were removed during site clearing and grading. The single- family residential structure location or structwe design was not fimalized at the time of our site development inspection worlc. Based on the grading plans structural fill was not proposed for Lot 6. Suitable footing subgrade for the single - family residential structure should be ve ified by inspection. This is the responsibility of the contractor performing the construction work for each individual lot. • Lot 7: Per approved grading plans structural fill was placed on Lot 7. In place density Lasts (compaction tests) were performed on the placed fill during our periodic site visits. The soil compaction generally met the structural fill compaction specifications. The compaction tests results are for the date and time of our visits only. The single - family residential structure location or structure design was not finalized at the time of our site development inspection work. Suitable footing subgrade for the single - family residential structure should be verified by inspection. "Mis is the responsibility of thG contractor performing the construction work for each individual lot. • Lot 8: Lot 8 is designated as a cut area for the building site. Topsoil and organic soils were removed during site clearing and grading. The single - family residential structure location or structure design was not finalized at the time of our site development inspection work. Based on the grading plans str mural fill was not proposed for Lot 8. Suitable footing subgrade for the single- family residential structure should be verified by inspection. This is the responsibility of the contractor perfonning, the construction work for each individual lot. KRAZA -Kt fie Associgr INC. Offices Serving, The Westvru United States . �. !' M � /fY� m+ �1�, 5• MMa! FI` �iC .�4@SV�.}$9M.,`Y,ly ` H' S.( P' �i�ualxC qf, L• � .rA`'fKM1"reCas� a,�h k +: ra n .n I Z ~ w UO NO J = H NU. WO UQ CO D = d. �W Z I— t— O w ~ w U� ON o t_ LU W LL O tin Z U= O Z • 'FROM :COMPUTER SONICS MAR-26 -2004 02:19PM FROM- KRATAN AND ASSOC The inspection and Test results are valid only for the dates and locations documented in the field reports. As surticial soils are exposed to wet weather, there will be a gradual deterioration of the upper feu inches of material. This should be expected and all footings sb*uld extend beneath the moisture disturbed surface material into underlying dense soil. All water softened soils should be removed from footing, slab znd paverzent areas. We hope that this letter provides the information required at this time. If you have any questions or if we can be of further assistance, please do not hesitate to contacr either our Auburn or Woodinville office at (253) 939 -2500 OT (425) 485 -5519. Respectfully submitted, FAX NO. :2065750337 Mar. 30 2004 03:52PM P3 +425 - 485 -683 T -398 P.004/004 F-015 KA Projcct No. 066 -03049 :March 26, 2004 Page Rio. 3 of 3 z }�- Z �W QQ JU U CO O0. LU -J (0 LL w LL j `2 a UJ i— O W �5 U� OCO o�- W H� I11 z co O z xRazaN & Ass TES, INC. (a�rls Behr�ens, .G., l:.G. Sean L. Caraway, I'.E. Senior Engineering Geologist Geotehcnical Division Manager CBlslc k A �i. KRAZAIN & As SOCIATE$, INC. Offices Serving 'rite Western United Statcs .ae real 4mlcr.thk - :-LD & /, Inc. ................... I FNYlP.QNr-ll.NT.'l. FNGlr•o.r..mN6 4 ANf.i DATE: ��;,7(. CONTRACTOR: JURISDICTION: :PROJECT #. obc . .. ...... . ...... .... -- ......... ... . .............. ....... :3ROJECT. S; 0 PERMIT fl: ........... INSPECTO-R":"*-----'-"""*'* . ... . . . ....................... ..00ATION: INSPECTOR: ti � e 1: . ................ . ............................ . ... .. KRAZAN PROJECT MANAGER: ....... WEATHER: EPORT NO: JA ............ .......... . . . ....... . ..... ......._.... ......... � e V- -------- TEMP:-.----2 ....... U^ 44 1- c-- Ap�,,5 -s4,tc/ Ld m Cr e -Y (j Z-0 d otW - '[I v 3 +I e- I 5 - L4 s ate? L,4k re +t 4,4;(, 6oxe-- -P14 04� , r6l(ft 2 ?nnA PERMIT I f i o o s I of m i v k r) o w I c. � a It,c3 c I (< 1:(:):% N A S N Ci T �: i c -., r r i * i e c J i r i c; c C o r c I t - i n o w! i o v c r k I i i s , s p Superintendent /Representative: Vc.1t.c. Ave , Cluvk, A ,V`6 148,' ) 1: posh er Avo., CA 931. i7 +61) 633-,Z-X ).J5 L::vo 1"clill Ava h-le."'losio C.'A != 1i, 3 "i I 2".w Vs t it . Scv) domi CA 0 751 ; Cal I fmc�.'a.!0 C"i.1clo. fit . 01 1 ; i;' {:1 160 1 - 16th St. Nl-V Sifito J r: i. Al., irl') t 2f.'; 14 Stol I hvy .105 1 IF ' , :7a flo 3C." P(N ) I Afelt! I At"p, NE Woodim NJ.' Q St. f3• lf.hl and rogulcitoty r( 4C IVA -�6662 1:11; "liNI hale: P:16.02 ... - -- z LL. �U 00 ( (3 C0 LU Lu 2: u- 0 u D 0 3: F- LLI Z 1�- 0 z �- W UJ 2 5 D L. C.) co 0 ol-- LLI LL j HL) ti O z (1) U O ~ F- z COW "TION ;. =-=- ��s�. Associates, Inc. REPORT NO. 44 . .. .. ... .. ... ................ olrclfrocrm Ft•�;Itlff 1 - V ' NVIPONME111M. ENGANUIT'lliG W-simc.) AnD 11TzVl.(*'lK)M P?15 West RAout Avelloo, Clovis, ('a 9.161" • (S 59) 346 226 N. Shvrmam Siv. A, Comm, CA 92,480 -1231 roswrilw., Roker5hold, CA 9.3308 • (661) 6,73.2200 1501 1 5th Strom NW, 4 106, Auburn, WA 98002 10"-'S tow 1 Ave, Ste. M, Aff)(1o;1o ("A 95.151 " (209) 512-2200 e0714 State Route 305 NX., Ste. K, Poulsbu, MA 96370 545 Nitwit St., San Jose, CA 95114 • (408) 271.2200 1:1434 N. E. 17 7th fligo, t.y�j 9,907 721 rommorro Orcit ';.wramptim CA Q M 7 5 0 MR) S(,4-.'7M 1101IN F 1111rd xhonso llont-movor WA tlR f7 • (909) 549 -1 • ( "53.) 939 4 -2500 • (Mo) 598.2126' (425) 4(15.55 70 1 ") r4-A 711n Z Z w U L) 0 U) Q C0 w LLJ 1: -J H U) LL W O u Q U D W Z F- 0 Z F- W W 5. 0 a !-- LLI Lu 1: ti 0. Z U) O Z & Associates, Inc. 4 1AKrazai .......... . .. .. ..... ....... .... Grxm (A I r I 1('. At ENC-4 11114 RIf W, - E N VIPONN A I. Emi Coriswu( Tr Ai•w DATE: ........ I .............. . . ...... PROJECT#: ...... .... PROJECT: I OCATION: . ...... JS KRAZAN PROJECT MANAGER: COME' `/'TIC DEPORT NO �: 4373 CONTRACTOR ....... . ............ ...... ....... I ........................... . PERMIT ........... --- . ..... ....... ...... ...... INSPECTOR: r , t, JURI,SDlC,TION: r1r WEATHER: O ... ....... . . .................... . . ..... ........... --- .... . . .......... . [] WASHINGTON DENSOMETER L SANDCONE 1-'-- TEST OTHER .... ....... -- ... - .......... . -.- ...................... .. ... .......... . ................... . ..... ........ ..... . --------------- ...... . NOTE: Separate El Paved Areas (circle of ie): S U b/A/As halt gg CATION MAP N report S/B Use for . . .......... . p . ... .. each item Padjs) Fjt,,,, L ...... > TR&14 01 . . � r— P �� fll-f Other . . ........ ................. .... . ... ....... ..... 11.1 ....... -, .................... . . .. ......................... .... . - �.o , , Z— e X ED Trenches (circle one): Sewer / Water / Storm Drain I Utly I Irr. ..... ..... 11 ........... . I .... .. . .. ...... .......... .. . . . .. . . . .................... --. .... ...................... .................. ....... I .............. -1.1 ........... ...... .. . ............ I ................. ....... ................. I.-I ..... . .... Curve Unified Soils Classification Max Dry Opt Density Moisture .... ............ .. .. ...................... ........ .... ........... ........ ..... ..... . ...... ......... ......... ............ ... .. ...... .... .......... ... ......... .............. ......... . ................ ............ . ................. ........ ....... .................... ....................... ... ............... ..... ....... ....... ..... ... ....... ... .... ............ .... ............ .................. . .......... .. ........ ... ............................... .. ............... ................................. ... .. 1. .. .................. .... ... . ............. . ...... ...... ......... ....... .. ........ .... . ................ ... ... . ..................... ........... .............. I . .. .. ............................... . . I .. ................ ... ... .... ........ I .......... .. ...... .. . - ........... I . ..... ... ........ I .... ...... ! .. ......... - ................. .............. -1-1-1- ............... .... . I .......... .......... . . .... I . .......... .. .. ..... ..... ...... ... %J .............. ............. ... . . ..... i ...... ..... ... .... .................. ... . ...... . ... . . ...... . ..... ..................... ...... ................... . . ........ .. . ...... ... ..... ............. ....... . I ...... .. .. .... ......... ......................... .. ...... . .... . Test Elevation Location(Co1nments) Curve Mode & Density 0, Compaction ........... st Percent Required ... . ......... ............ ..... . ........ ... Depth ...................... ...... ........... ......... . ....... ...... ... ..... .................. - . ....... ... . .............................. . ...... ..... I .............. . ........ ... . ....... .. .................. . ..... 0 ) -7 ............. . .......... ... A ............ . .... ...... .... . . ..... . ... . ........ .......... . ....... ..... ....... 3 PDA 7- 7 ' e • 7? . ....... OX ID. 40 ., 4 .. ......... . .. .. . . L,5 .................... . Map 9,cation: Curve Test Method: HOURS I "-,*-"--, - -- - ** - - - - - ... . ..... . . .... ..... 4.KAttached U on Backside . ............. . . ...... . - .... .... . .. .. ............. .... . .. ..... ......... 16a Std QEsQ.PT.­,.. .(N Qqj_. ST 1 OT MIL ........... . ...... . - Plans. Sheet# Count Densities l bafty Avg. Std Count moisture 5�49�' • .... . .... . ..... .. ............. .. ...... ..... l 9 au e e To the best of my knowledge, the abov�6�q- WAS N 0T pe rform ed in accordance the app p lans, pl ns, P s�pp P i I fl ions, and regulatory requirements iperintendent/Represontative: Tech �. '7 215 Wes• DA-vo Avenue, C'10VI-5, ('1 93612 • .. ......... ............... . .... .. .... . ..... ....... . . .......... 2 4231 6aAersfield, CA 93.708 • .. . . .... . ......... ......... ...... ... ................... .. ....... ............. . . 1-1--//,?�.o . ..... ... .. l 983N • (3130) 598-?126 ---------- -- ........ . . .. .......... (408),?; 13434 N. E. 1 77th Place, Woodinville., K'A. 98074 • (425) 485.55 123 Commerce Circk% Smi C,4 9581 5 0 (9 r6) .564 -?200 .. . ... .. ........ .. . ....... 12 .. 1/ ...... ....................... .................... . Map 9,cation: Curve Test Method: HOURS I "-,*-"--, - -- - ** - - - - - ... . ..... . . .... ..... 4.KAttached U on Backside . ............. . . ...... . - .... .... . .. .. ............. .... . .. ..... ......... 16a Std QEsQ.PT.­,.. .(N Qqj_. ST 1 OT MIL ........... . ...... . - Plans. Sheet# Count Densities l bafty Avg. Std Count moisture 5�49�' • .... . .... . ..... .. ............. .. ...... ..... l 9 au e e To the best of my knowledge, the abov�6�q- WAS N 0T pe rform ed in accordance the app p lans, pl ns, P s�pp P i I fl ions, and regulatory requirements iperintendent/Represontative: Tech �. '7 215 Wes• DA-vo Avenue, C'10VI-5, ('1 93612 • (559.) 348.2?00 R6 N61'ermn, 5W. A, Corona, C A (909) S4 9-1 PR 4231 6aAersfield, CA 93.708 • (661) 633-,?200 150 15th Street NW, r: 106, Ault , MA 9800, • (253)!?39-1?500 1025 tone Palm Ave. Ste. ZE, Kldes(v, CA 9535I s (209) 572.2200 20714 State Route 305 N.J.'., Ste, 3C, Poulsbo. l 983N • (3130) 598-?126 545 Parrott St., San Jose, C,4 951 1,' - 0 (408),?; 13434 N. E. 1 77th Place, Woodinville., K'A. 98074 • (425) 485.55 123 Commerce Circk% Smi C,4 9581 5 0 (9 r6) .564 -?200 1 1.9 13 o1 N. F 103rd wror Vant-nialpr. VIA qqrr o /3rn) 25 Z Z LLI 00 U) Cl CO LLj LLJ 1: LL w 0 L ? 0 y a �- LL1 Z 3: WO LLj 5. C , ) 0— or LL1 uj 3: F- U- z CO 3: 0 Z V +4,.,raZXI & Associates, Inc .... ........ ... ...... ............ . . ...... .. - -------- GroircHNICAi - Et--ww!clr-iKArmrAl. Emow-vlmvjr� Comnlulmlioll 11:01rlo AND INSM PATE: � FROJECT #: z ... ............................ .. .... PROJECT: LOCATION: KRAZAN PROJECT MANAGER: COW" - TIO(I REPORT NO. 4 4 2 3 're ........... .. &kf CONTRACTOR' .. ............ OA�� tl C T.. /w 2 PERMIT NO: INSPECTOR: 7-1-1 ............. ............................ ... ......... I .... ...... - ..... .. ............ .. .............. ........ .. . . . . ................ ......... ...... 4-1 WEATHER: TEMP: 7 1�/ ................ . ................ ........ . ............... WASHINGTON DENSOMETER [*----] SANDCONE El NUCLEAR TEST OTHER West Ckwts, Ca93611" 0 (559) 348-e!200 P. N. Sherman, Ste. A, Comna, CA 9:?880 • (90,41) 5-19.1188 4231 Foster Ave., 841:1 C. �133(?8 • ym 1) (;. 1501 15th S(reer NW, "1 06. Atibum, IM 980M2 a (253) 939.2500 1025 l one Palm Ave. Sic. fi, Modestv, CA 05351 0 (209) 572-f?200 20714 State Route 305 ME, Ste. 3C. 1 WA 98370 - (360) 598.2126 S45 Pairm t St., Sam,lose., C4 95112 • (408) 071.2200 13434 N. E. 1 77th Place, Woodinville, WA 980; 2 • (425) 485.55 174 *'--m r " 1 #'A Q q 0 1 C . /(11111 5 1111. I '1711A I I 1 hl I' 1 114 "i A'aA n 11— . ......... 1414 11$4"X . 2r.4-ivnn Z QQ Z w 2 D 00 0 0 W w W 3: C0 LL 0 w CY F- W 3: Z 11-- 0 z 11-- W W 5 0 0 C0 WW LL 0 z C0 O F- z LU KEPUF< I.._AKrazx_1 & �,',ssoci . ...... . ... . ates, Inc. ................ L. CI I HNIC. At. r, rwitir.. Arqp CONTRACTOR: )ATE: ------ O 3 o _q JURISDICTION: :PROJECT #: ...... ....... -IROJECT: 'u; ;0" PERMIT #: . ............... . .. .. --- — ------ . ..... . .............. ... . ... U. ......; llq .,44 OCATION. __L' j___ �.­_ INSPECTOR: ........... . ..... ......... KRAZAN PROJECT MANAGER: _... _..... . - . ..... . WEATHER-. 0V(19c---; — . .. ........... I NU: 3 it 4f, 0 . ..... ............. P_ e ------ . . .............. . Lt 1114ck _13 ; V_ 4'U. 1* "n'A c*. In r.x.corrjcjr*ic,, with Itio approw p1c.".1m. ti1'xx: II..`.XItIQns, (.ind *gt.j1cstc;ty Fe-CILorc.iry•iot'its, Two :pr,5c_4bf,,- vJ(4e 5 1%,e re– L 4e r, c /j- ry h4- 1.1okolo.Ato. (.'AA)� CA G' Ilith ."'I M.A..'suilo •106 Auboll J_ _-C.: +e 5 A 4t 0 1 5 1--fle Poko Av?-.s. ' (vic'. -'qo C ok 5"".5 1 0— VV 1!? V :18 ,',. !:5 1 48 CoAc Yo N17 C�ill! S/. Fol"o 8-7Q), kb lo-'civ CA 1, 6 ( ;r 16) 5NI_1'?2(x'I 4� A ()(N) Q. 4-440-0 6.0 A 14 'm 41 c- /t1"(4eV; s4 �_40Lt /j 4 JOAO— s: A otz 'j tAw. pr P e ^7 4f r-. I re, - Vo Ste J-P Z Z w 2 D 00 w w LL W O 2 � 9-1 LL C3 W Z �0 _ z W LLJ U 0 (1) 0 O H WW ( 0 z W O ~ Z tho t.)o�%I (A I rly the (:ILQVc� 'A'AS c*. In r.x.corrjcjr*ic,, with Itio approw p1c.".1m. ti1'xx: II..`.XItIQns, (.ind *gt.j1cstc;ty Fe-CILorc.iry•iot'its, Superintendent/ Representative: Te n (XV 1.1okolo.Ato. (.'AA)� CA G' Ilith ."'I M.A..'suilo •106 Auboll �3) 1 A%*'.'�' 11 S I �- Wo fltv Pfi.' Soft "W' C. l". 0 1 5 1--fle Poko Av?-.s. ' (vic'. -'qo C ok 5"".5 1 5 :18 ,',. !:5 1 48 Vi Poirot f..W, S.ot I Jxrt-� 95 1 12 N17 C�ill! S/. Fol"o 8-7Q), kb lo-'civ CA 1, 6 ( ;r 16) 5NI_1'?2(x'I A ()(N) Q. 4-440-0 . Z Z w 2 D 00 w w LL W O 2 � 9-1 LL C3 W Z �0 _ z W LLJ U 0 (1) 0 O H WW ( 0 z W O ~ Z K '� & Associates, Inc. .... . ...... ..... ...... .. . .. Groff-(:1-11-11C.At Fijc.ir-ii rrip((- • Ft&iPc)i-i1.,tF(4rAt. ENGINURING. h-!;iiiii I At•ji) !LATE: PR OJECT #: ... . ............... IROJECT.- V LOCATION: KRAZAN PROJECT MANAGER Li g � T .......... COMF "T101 REPORT NO. CONTRACTOR: PERMIT NO' .. ....... INSPECTOR: JURISDICTION: WEATHER: 4361 . ...... ..... - . ......... I ................ .. ...... . ...... . ...... ............ - ........... . WASHINGTON DENSOMETER El SANDCONE C.._ NUCLEAR TEST E_ O TH E R .................................. ... ... .... ...... ..... .. ....... -.1 . ....... . . ...... I ............ ....... . ..... LOCATIO� MAP .... . ... . ... .......... . . . . ........... . . ....... . ..... .......... --- . NOTE: Separate a ved Areas (_] ode): .. ........................ Sub/Agg/Asphalt ..... .......... .... ........................................... 3 ........ .... ........ report S/B use for 1501 15th Street NW, 4106. Auburn, IVA 980(.2 ......... .... .......... each item -p ad (s) ................... .... . . . .. ..... . ...... .... . ........................ .. E.1 Other ...... . .. .. ... ...... ........ ........ ....... ...... . .. . .................. ....... 11 ............ ... ....... ........... ..... ...... ... .. Trenches (circle one): Rewer/ ............ ... .. .......... .......... .... .................... ....... . . .. .... ................ . ... .... ............... Water /Stoi - rn Drain Utly Irr. ...... .. ........... .. .. .. ............ .. ............. . ........ 7- ........ . ..................... .. ........................................... ............. . I ......... I .. ... . .. . ................................ C U rve Unified Soils Classification ..... . ....... .. . ......... ...... . .................. ........... .... Max Dry Opt Density Moisture .. .. - . . . .. ...... . ... .......... . .. .......... I . ........ ....... . ...... ...... .... . ...... .. .. 1- ..... ... ............ ..... ..... ......................... ....................... ........................ ....... ............. .. ............ - ............. - - . ........... ...... ......... ....... .. ....... ...... U Attached 0 - 1 .......... . -3 . ..... ....... ..... ...... ................. ........ ........... .... ..... ........... I ..... ....... ...................................................... ....................................... ................... ....... ........ ...... ... .. . ............ .......... 2 ........... . ........ .. ........ ... . ........ ............. . ............. .............. ... . ......... ... . ........ ...... ................... ........... I . . .... ............ ...................... . .. . ........ .. .. ........ . ..... ..... ..... ....... ..... ..... . .............. . . ........... ... ................ .......... Test Elevation Location(Cornments) .......... ............. . . .................... ..................... .......................... . .... . .... ... .. .... . ............ ............................. ..... .............. .... ............... . .................. .. . ................. . ...................... ... . .......................... ..... . ........ ........................ . ................. I .. ............. ... ... .. ... ...... Mo M Curve d e Density Depth ......... . ........... .... .. ......... ........................ . ........... ................ . ... ....... ......... ... ......... ....... . .................... ..- ............ ........... .......................... ................. I P s erC e� n.t Required Compaction ......... . .. .. . ... ........ ........................ ............ . ... .. ...... ....... . .......... A . ... ..... ... .. ... . ... ............ .. . ... ................ ...... ......... .. ... ... ........ ... .............. ............................. ........ .... ........ ...... ............... .... . ............... . ........... .................. I .. .......... .... .. ..... ...... .............. ..... . .. . . ........... ..... ........ ......... . ........ ............... ......... . T the best of my knowledge, the above .;iiperintendent/Represei)iative: 215 West DakotgAvvtwv, Clovis, Cr.93(; 12 , 3 ­ .. . ... ............. . ..... . ... ....... - ... ..... . ... .. ...... ... ......... ...... 3 ........ .... ........ 5 j 1501 15th Street NW, 4106. Auburn, IVA 980(.2 ......... .... .......... • (253) 939.2500 1025 Low Palm Ave. Sit. 21', Wriesro, CA 115351 .... . . . .. ..... . ...... .... . ........................ .. ...... .... ...... . .. .. ... ...... ........ ........ ....... ...... . .. . .................. ....... 11 ............ �K ....... ............. 13434 N, E. 17 Plan, Woodinville, K/A 980; . ..... .. .. ... .......... . .. .. - . . . .. ...... . ... .......... . .. .......... I . ........ ....... . ...... ...... .... . ...... .. .. 1- ..... ... ............ Map Location: I I o I • , , Ai r I tlWd A .......... V--s.—r IA/.1 0=r) U Attached Lj on Backside U Plans. Sheet# I T the best of my knowledge, the above .;iiperintendent/Represei)iative: 215 West DakotgAvvtwv, Clovis, Cr.93(; 12 9 ('559) 348-�200 226 N. Shruni-in, St v. , A Corona, CA 9?880 0 f 49-1188 '!)0!)) 5 4231 Foster Ave., Voko-sfi-Od, CA 9.3.303 0 (661 61 33 0 0 1501 15th Street NW, 4106. Auburn, IVA 980(.2 • (253) 939.2500 1025 Low Palm Ave. Sit. 21', Wriesro, CA 115351 , (i!09) 51 20714 State Rourin305 N.C.. S((. A'. Poul.s1w, 1 WA 9113, 0 0 (360) 598- 545 Rurott St., San Jose, CA 951 N? • (408) 271..2200 13434 N, E. 17 Plan, Woodinville, K/A 980; -? # (425) 485.5519 1 1 • #-;-1, I-A (K 0 I t: 0 M161 411*11.7N)II I I o I • , , Ai r I tlWd A .......... V--s.—r IA/.1 0=r) . V101i Z Z LLI 5 L) L) 0 CO a U) w W 3: J �- 52 LL W L U) a W 3: 0 z �- W W 5 U C0 0- a F- W LIJ L) LL 0 Z U CO) O F- .z - I. c- C-j ry L n rrl C J - 3 SIMPSON HANGER SCHEDULE ;I LU524 iP2 LU526 flO HU528 iP3 LU28 #4 THAZ ;5 HUS26 V HHU575-2 5EE SIMPSON GATAL06 FOR INSTALLATION IN5TRV.TION5. 2- Z? c') O ROOF TRU515 LAYOUT 1W = 1"-0-' NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARIHAN THIS NOTICE, IT IS DUE TO THE QUALITY OF THE DOCUMENT. BMC WEST Everett - (425) 303.0661 • FAX (42 ) 252.5308 Issaquah - (425) 391 -8000 FAX (425) 321.2070 Delivery Date: Prod #: Order Date: T.O. #: F - Kent - (253) 854 -4990 FAX (253) 854 -0065 BUILDING MATER /ALS Tacoma (253) 582.1444 FAX (253) 588.4535 TRUSS BID /ORDER MATERIAL LIST ti y Ig . h .. =a r - r z � Cdtifirtned_6 E-11 } Uk CUSTOMER NAME/SHIP TO: BAY DEVELOPMENT CUSTOMER NUMBER: PLAN / ELEV. / G ( L ): 2550 -A 2CAR L CONTACT / POSIT ION: N #: AL I. FHUNE # / TYPE: DELIVERY ADDRESS: PROJECT: LOT / BLDG #: CRANE Y /N: BMC FILE #: BID DATE: 6/20/03 ESTIMATOR: ALAA SALES REP.: 1.00 TOM CITY: CUSTOMER JOB #: CUSTOMER P.O. #: TRAILER Y /N: TC SIZE' 2X4 TAIL CUT: PC WALL SIZE: 2X6 ROOFING: COMP LOADING: 25 -7 -10 LABEL Q TY SP FEET. INCHES - 16TH TYPE PITCH Left OVERHANG Rig DETAIL Pa e # 1 of 1 Al - 1 20 0 0 GE 6 24 24 A2 6 20 0 0 SCIS 6/3 24 24 A3 1 20 0 0 COM 6 24 24 B1 1 28 0 0 PART GE 6 24 24 20' -0" SPAN L B2 10 28 0 0 COM 6 24 24 B3 1 28 0 0 GIRD 6 24 0 SUPT C4 @ 17' -2 3/4" & C3 TO END B4 7 28 0 0 COM 6 24 0 STUB 10' -10" R B5 1 28 0 0 GE 6 24 0 C1 1 15 5 8 GE 6 24 24 C2 2 15 5 8 SCIS 6/3 24 24 C3 6 15 5 8 SCIS 6/3 0 0 STUB 1 -1/2" RIGHT C4 1 15 5 8 GIRD 6 0 0 SUPT 17' -2" STUB 1 -1/2" RIGHT D1 1 30 11 0 GE 6 24 24 D2 3 30 11 0 SPL SCIS 6/4 24 24 1 N BRG @ 4' -11" LEFT 26' SCIS 5' -4 1/2" FLAT D3 3 30 11 0 SPL SCIS 6/4 24 0 INT BRIG @ 4' -11" LEFT STUB 5 -1/2" RIGHT M1 3 1 8 11 0 MONOS 6 24 / 75 2X4 VENTS 15 HUS26 1 HUS28 3 LUS24 "ter" nn"nr. Subject To BMC's Normal Terms and Conditions. Price goon su aays i oenvereo wRmn ou adya 2550A2C.XLS �r 0 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR Y HAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. B Everett - (425) 303 -0661 FAX (42 252 -5308 Issaquah - (425) 391.8000 FAX (425) 321.2070 Kent - (253) 854.4990 FAX (253) 854.0065 Tacoma - (253) 582 -1444 FAX (253) 588.4535 Delivery Date: Prod #: • I Order Date: T.O. #: C USTOMER NAM SHIP O: BAY DEVELOPMENT CUSTOMER NUMBER: PLAN / ELEV. / GAR ( /L ): 2550 -A SCAR L N I I #: ALT. PHONE # / TYPE: DELIVERY ADDRESS: PROJECT: LOT / BLDG #:(.7P. CA CRANE Y /N: BMC FILE #: BID DATE: 6/20/03 ESTIMATOR: ALAA SALES REP.: 1.00 TOM CITY: CUSTOMER JOB #: CUSTOMER P.O. #: TRAILER Y /N: TC SIZE: 2X4 TAIL CUT: PC WALL SIZE: 2X6 ROOFING: COMP LOADING: 25 -7 -10 LABEL Q TY FEET- INCHES•16TH TYPE PITCH Left OVERHANG Right DETAIL Pa e # 1 of 1 Al 1 20 0 0 GE 6 24 24 A2 6 20 0 0 SCIS 6/3 24 24 A3 1 20 0 0 COM 6 24 24 B1 1 28 0 0 PART GE 6 24 24 20' -0" SPAN L B2 10 28 0 0 COM 6 24 24 B3 1 28 0 0 GIRD 6 24 0 SUPT C4 @ 17' -2 3/4" & C3 TO END B4 7 28 0 0 COM 6 24 0 STUB 10' -10" R B5 1 28 0 0 GE 6 24 0 C1 1 15 5 8 GE 6 24 24 C2 2 15 5 8 SCIS 6/3 24 24 C3 6 15 5 8 SCIS 6/3 0 0 STUB 1 -1/2" RIGHT C4 1 15 5 8 GIRD 6 0 0 SUPT 17' -2" STUB 1.1/2" RIGHT D1 1 30' 11 0 GE 6 24 24 D2 3 30 11 0 SPL SCIS 6/4 24 24 INT BRIG @ 4' -11" LEFT 26' SCIS 5' 4 1/2" FLAT D3 3 30 11 0 SPL SCIS 6/4 24 0 INT BRIG @ 4' -11" LEFT STUB 5 -1/2" RIGHT M1 3 8 11 0 MON.OS 6 24 / 75 2X4 VENTS 15 HUS26 1 HUS28 3 LUS24 3RD CAR F1 1 22 11 0 GE 6 24 24 F2 4 22 11 0 COM 1 6 24 24 10 2X4 VENTS cry � oo�rr. — -_ Subject To BMC's Normal Terms and conamons. Trice goon au nays / ueuvereu wluuu vv uay� 255OA3C.XLS NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. i Q� M TekO MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676 -1900 Re: 2550A -3C Fax 9161676 -1909 BAY DEVELOPMENTO -213 PLAN 2550 -A3C mis The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC West- Everett, WA Pages or sheets covered by this sea1:R9334971 thruR9334988 My. license renewal date for the state of Washington isTanuary 24, 2004. C. ANUS 0 '1' 3 Yo�O.c� �EQ STfR� 7 0 AL I EXPIRES: 01- 24- 04 -24 -04 i 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. i ' r Z Z. LU D U O to 0 J H CO U WO } J LL Q ND = CJ W Z� �O W UJ �p O CO O H W W, - ll. O .. Z W U= Z Job r russ r russ ype t ty y y A A D ENT#5-213 P LAN 2550-A3C m s R9334971 255OA -3C A Al C COMMON 1 1 1 1 Job Reference (optional) s Fe a ak n ust e es. Inc. Fri Jun ace 0-0- -2 -M 10.0-0 20.0 -0 22 -0-0 240.0 10.0.0 10 -0-0 2 -0-0 Scale =1:39.2 3x4 = I I i i i i l I i i d i i p 0.0-0 20 -0.0 20 -0.0 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (hoc) I/defl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.37 Vert(LL) n/a - nla M1120 1851148 TCDL 7.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.06 S >404 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 R n/a BCDL 10.0 Code UBC97 /ANS195 (Matrix) 1st LC LL Min I /deft = 240 Weight: 100 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6 -0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std REACTIONS (lb/size) B= 286/20 - ", AB= 70/20 -0 -0, Z= 70120 - ", AC= 82/20 -0 -0, AD= 114/20 - ", AE= 113/20 -0 -0, AF= 106/20 -0 -0, AG= 137/20 -0-0, AH= 51/2040 -0, Y= 82120-0-0, X= 114/20 - ", W= 113/20 -0-0, V= 106/20 -0-0, U= 137/20 -0 -0, T= 51/20 - ", R= 286120 -0-0 Max Horz B= 103(load case 7) Max Uplift B= 76(load case 7), AC= 9(load case 7), AD =13(load case 7), AE=- 13(load case 7), AF=- 6(load case 7), AG= 36(load case 7), Y= 10(load case 8), X= 14(load case 8), W= 13(load case 8), V= -6(load case 8), U= 36(load case 8), R =- 84(load case 8) Max Grav B= 336(load case 2), AB= 70(load case 2), Z= 70(load case 3), AC= 96(load case 2), AD= 132(load case 2), AE= 130(load case 2), AF= 121(load case 2), AG= 160(load case 2) , AH= 85(load case 4), Y= 96(load case 3), X= 132(load case 3), W= 130(load case 3), V=121 (load case 3), U= 160(load case 3), T= 85(load case 4), R= 336(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A -B =55, B -C =58, C -D =25, D -E =32, E -17=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, O -P =-32, P -Q =25, Q- R = -58, R -S =55 BOT CHORD B -AH=O, AG -AHD, AF -AG =O, AE -AF =O, AD -AE=O, AC -AD =O, AB -ACS, 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 WEBS 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, 04 84, P -U =93, Q -T=-66 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 1.50 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 loads per Table No. 16-B, UBC -97. Continued on page 2 Warning - Verity design parameters and READ NOTES ON TH13 AND INCLUDED MITEK REFERENCE PAGE Mil-7473 BEFORE USE Design valid for use only with WTek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenlers and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, eredion and bracing, consult QST-88 Ouality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719 1' �v�� G. ANb ��0�' W /7M s �i�• 040 1�4� A'L Er�� a EXPIRES: 01 -24 -04 June 9,2003 Z W UO ND Ito UIj J 3: N LL WO LL W Z F- H O Z l- W W U� ON D I-- W - 0 .. Z W CO) F- H O Z REACTIONS (lb/size) B= 286/20 - ", AB= 70/20 -0 -0, Z= 70120 - ", AC= 82/20 -0 -0, AD= 114/20 - ", AE= 113/20 -0 -0, AF= 106/20 -0 -0, AG= 137/20 -0-0, AH= 51/2040 -0, Y= 82120-0-0, X= 114/20 - ", W= 113/20 -0-0, V= 106/20 -0-0, U= 137/20 -0 -0, T= 51/20 - ", R= 286120 -0-0 Max Horz B= 103(load case 7) Max Uplift B= 76(load case 7), AC= 9(load case 7), AD =13(load case 7), AE=- 13(load case 7), AF=- 6(load case 7), AG= 36(load case 7), Y= 10(load case 8), X= 14(load case 8), W= 13(load case 8), V= -6(load case 8), U= 36(load case 8), R =- 84(load case 8) Max Grav B= 336(load case 2), AB= 70(load case 2), Z= 70(load case 3), AC= 96(load case 2), AD= 132(load case 2), AE= 130(load case 2), AF= 121(load case 2), AG= 160(load case 2) , AH= 85(load case 4), Y= 96(load case 3), X= 132(load case 3), W= 130(load case 3), V=121 (load case 3), U= 160(load case 3), T= 85(load case 4), R= 336(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A -B =55, B -C =58, C -D =25, D -E =32, E -17=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, O -P =-32, P -Q =25, Q- R = -58, R -S =55 BOT CHORD B -AH=O, AG -AHD, AF -AG =O, AE -AF =O, AD -AE=O, AC -AD =O, AB -ACS, 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 WEBS 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, 04 84, P -U =93, Q -T=-66 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 1.50 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 loads per Table No. 16-B, UBC -97. Continued on page 2 Warning - Verity design parameters and READ NOTES ON TH13 AND INCLUDED MITEK REFERENCE PAGE Mil-7473 BEFORE USE Design valid for use only with WTek connectors. This design Is based only upon parameters shown, and is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenlers and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, eredion and bracing, consult QST-88 Ouality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719 1' �v�� G. ANb ��0�' W /7M s �i�• 040 1�4� A'L Er�� a EXPIRES: 01 -24 -04 June 9,2003 Z W UO ND Ito UIj J 3: N LL WO LL W Z F- H O Z l- W W U� ON D I-- W - 0 .. Z W CO) F- H O Z LOAD CASE(S) Standard Z W , W W W� J U' U O' CO) CO) W W =: N LL WO LL Q: N d W. Z �. O' Z H: W 5 U ;O -. W Uj' = U , LL ' O' _ Z. ui O F- Z i Warning • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE FADE MSI.7473 BEFORE USE ID Installed and or u se only wi hIT This desig Is ba only upon parameters shown, and Is for an Individual budding component to be etalled N• App licability prop corporation of component Is responsibility of building designer- not Was designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the 991 responsibility of the erector. Additional permanent bracing of the overall sbuclure Is the responsibility of the building designs(. For general guidance regarding fabrication, quality control, storage, delNery, erection and bracing, consult QST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 1��' C�' Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Qnotdo Drive, Madison, WI W719 Job russ russ Type Qty Pl BAY DEV ELOPMENT05-213 PLAN 2550-A3C mis (loc) Vdefl PLATES GRIP TCLL 25.0 Plates Increase R9334972 2550A -3C A2 SCISSORS 6 1 7.0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.31 H -1 >745 Job Reference (optional) _ 0.0 s e YES e n ust es. nc 1 11 Jun aae u-v-u -2 -0-0 5.3-0 10-0.0 14 -9-0 20-0.0 22 -0-0 � 2.0.0 5 -3-0 4 -9-0 4 -9-0 5.3-0 2 -0-0 Scale n 1:39.8 04 = D LOADING (psf) SPACING 2 -M CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.52 Vert(LL) -0.18 1 >999 M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.31 H -1 >745 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.23 F n/a BCDL 10.0 Code UBC97 /ANSI95 1st LC LL Min Vdefl = 240 Weight: 72 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 3 -2 -15 0o purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 8 -5-15 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (lb /size) B= 963/0 -5-8, F= 963/0 -5-8 Max Horz B= -08(load case 8) Max Uplift B= 241 (load case 7), F= 241(load case 8) FORCES _ (lb) - First Load Case Only TOP CHORD A -B =27, B- C= -2421, C-D= -1693, D-E =1693, E -F =2421, F-13=27 BOT CHORD B-J =2194, I-J =2131, H -1 =2131, F-H =2194 WEBS D-1 =1210, C-J =129, E -H =129, C -I =-554, E- 1=554 NOTES 1) Design load is based on 25.0 psf specified roof snow load. 2) Unbalanced snow bads have been considered for this design. 3) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live bads per Table No. 16-B, UBC -97. 4) Bearing at Joints) B, F considers parallel to grain value using ANSVTPI 1 -1995 angle to grain formula. Building ,V C. AN - designer should verify capacity of bearing surface. �� O� O S.1114 `s'O LOAD CASE(S) Standard `C, 38()40 w °.�� R ic /srI � Z �W JU UO y0 CO) LLI J :r N LL WO LL N = W H- 3: ?H F- O Z �— O � o ff W W. H Z.). L O. .. W U =: O F' Z 0-0-0 0-04) 4.5-8 10-0-0 15-8 -8 20.0.0 4-5-8 ' 5-6-8 5.8.8 4-5-8 EXPIRES: 01 -24 -04 June 9,2003 Wamteg - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design valid for use only with MfTek connectors. This design Is based only upon parameters shorn, and is for an Individual building component to be Installed and loaded vertically. Applicability of design peramenters and proper Incorporation of component is responsibility of building designer -not tuns designer. Bracing shown Is for lateral support of widuol 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 oontrol, storage, delivery, erection and bracing, consult OST-N Duality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 Mnohio Drive, Madison, W153719 M I Te k� Z �W JU UO y0 CO) LLI J :r N LL WO LL N = W H- 3: ?H F- O Z �— O � o ff W W. H Z.). L O. .. W U =: O F' Z 0-0-0 0-04) 4.5-8 10-0-0 15-8 -8 20.0.0 4-5-8 ' 5-6-8 5.8.8 4-5-8 Job russ russ ype oty ply BAY DEVELO MENT#5-213 PLAN 2 m s DEFL in (loc) VdeO PLATES GRIP TCLL R9334973 2550A -3C A3 COMMON 1 1 HJ >999 M1120 185/148 TCDL 7.0 Lumber Increase Job Reference (optional) �tlMU Wtzil, t:vt I, YVA UOLUO -ac IC o.uvu s reo iv cuva mi im. inuu5mes, mc. rn vun uo io.uutoo cuua rdTea i 0--00 2 -0-0 4 -5.13 10-0-0 , 15 -0.3 20 -M 22 -M 2.0-0 4 -5.13 5.6.3 5.6 -3 4 -5.13 240.0 Scale =1:39.2 4x6 II D 0.0.0 0-0-0 6 -10-1 13 -1 -15 20 -0-0 6.10.1 6 -3-13 6 -10.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) VdeO PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.07 HJ >999 M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.16 HJ >999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.04 F n/a BCDL 10.0 Code UBC97 /ANS195 1st LC LL Min I/defl = 240 Weight: 75 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-6 -15 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS FORCES ( TOP CHORD BOT CHORD WEBS (lb/size) F= 963/0 -5-8, 8= 963/0 -5-8 Max Horz B=- 69(load case 8) Max Uplift F= 241 (load case 8), 13= 2411 (load case 7) b) - First Load Case Only A -B =28, B-C =1316, C -D =1080, D -E =1080, E -F =1316, F-G =28 B4=1159, IJ =776, H -1 =776, F -H =1159 CJ =260, DJ =357, D-H =357, E- H=-260 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 loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard C. A?Vb (t P D40 <v� AL IL Warning -verNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIS -7473 BEFORE USE Design valid for use only wkh h4Tek conneclom. This design b based only upon parameters shown, and Is for an IndNWud buAding component to be Installed and boded vertlesNy. AppGcablYy of design perementers end proper Incorporslbn of component is iesporuibiYty of buYding designer -not Wss designer. &acMW slaws b for latersl aupporl of individual web members ony. Addlbnel temporery bredng to blears qa Yity during conetnrdbn b the reaponsN>INily d the erector. Additional pennanenl breckg of the overall awdure Is the respenddlKy of the bulkting designer. For general guidance regarding 1at>rieatbn, qualily control, atorege, delivery, eredbn end bredng, corisull gST-88 OuaYty Standard, OS&89 Bredng SpedBcation, end HIB-81 Handling InataNkp and Bredng Recemmandetkxi avaNable hnm Truss Plate InatlWle, 583 D'OraMo Drive, Madison, WI 63718 01 :, j.:, ,..,�.. ..t1. �:. :'ifw� 5 k , k. 2'... rs• �. i �«. r- �mWpww;. v�. za% :yfi� %d'48� ^ ✓F:�- ;•��f4s.4 r.1d+w,i: {ii�}H �� +T�aLi �!'�n:N1i3JiriS3J»ti+1'�. `.�u{4`.t'x "� iW,r`w' wii.C&tiarY. u: Y.d:.:rai�.n.:+ ,,.:_ b.-.1. n.. • � ::, yw,L r= .:y:LW. . •.. .. ' `" ,�,�rwwu,riN.riir]uE.ais:L?,' . EXPIRES: 01- 24 -04j June 9,2003 Z Z JU V O CO) Uij Nom J = H N W W O L Q C0 = d F- W Z I- O. Z W LLJ 5. O C � F- WW ~ F- LL O: 111 Z U CO O H. Z Job nlss russ ypa ty y - 2 3 PLAN 2 m s 20-0.0 , 28-0-0 F, WAS AG -AH =1109, AH -AI= -1109, Z -AI =1166, J -AD= F- AE =-67, C -AC =262, AA -AF =166, R9334974 2550A -3C B1 DUAL RIDGE GABLE 1 1 8 -0.0 Pl ate Offsets (X,Y): [B:0-8-0,0-0- 1) Design load is based on 25.0 psi specified roof snow load. 2) Unbalanced snow loads have been considered for this design. 3) All are 1.5x4 M1120 unless otherwise Indicated. Job Reference (optional) •t3MU Wt,I,�Vt:Kt:I I, WA9bZU5-:7Z1Z 5.000 s Feb 19 ZUU3 MITEK IncuStnes, Inc. h'n Jun U6 lb=:54 ;MJ Vage 0 0 - 0 -2 -" , 4 -5-11 10 -0-0 14-" 15.6 -3 28 -0-0 30.0.0 2.0.0 4 -5-11 5.6-5 4-0.0 1.6-3 12 -5-13 2 -0-0 Scale =1:52.6 3x4 0-0-0 04 = 0.0-0 LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-4 -0 oc pudins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud 'Except* WEBS 2 Rows at 1/3 pts D -AI D -Z 2 X 4 HF No.2 JOINTS 1 Brace at Jt(s): At REACTIONS (lb /size) B= 1005/0 -5-8, Z= 879/8 -5-8, Y=6/8 -5-8, X= 69/8 -5 -8, W= 111/8 -5-8, V= 137/8 -5-8, U= 48/8 -5-8, S= 36018 -5-8 Max Horz 8= 89(load case 7) Max Uplift B=- 254(load case 7), Z= 214(load case 8), Y= 238(load case 4), W =7(load case 8), V =36(load case 8), S= 52(load case 8) Max Grav B= 1122(load case 2), Z= 879(load case 1). Y=62(load case 6), X= 83(load case 4), W= 127(load case 3), V= 160(load case 3), U= 83(load case 4), S= 390(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A-B=57, B-C =1478, C-D =1259, D-E =238, E -F =188, F-G =182, G -H =154, 1-1-1 =161, I -J =190, 0 J-K =173, K -L =177, L-M =219, M -N =204, N -0 =164, O-P =195, P-0=190, Q -R =188, 6 -10-1 13 -1 -14 20-0.0 , 28-0-0 F, WAS AG -AH =1109, AH -AI= -1109, Z -AI =1166, J -AD= F- AE =-67, C -AC =262, AA -AF =166, 6-10 -1 D-AC =353, D-AA=280, K- AG =76, L -AH =O, M -Ai= -120, N -Y= -173, O -X =17, P -W =96, Q -V =91, 6-3.13 R- U=-67, E- AJ =14, G- AK =29, I -AL =22 6-10 -2 8 -0.0 Pl ate Offsets (X,Y): [B:0-8-0,0-0- 1) Design load is based on 25.0 psi specified roof snow load. 2) Unbalanced snow loads have been considered for this design. 3) All are 1.5x4 M1120 unless otherwise Indicated. 'Po ,Q 38040 plates �' G1ST LOADING (psf) SPACING 240-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.06 AA -AC >999 M1120 1851148 TCDL 7.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.11 AA -AC >999 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.04 S n/a BCDL 10.0 Code UBC97 /ANSI95 (Matrix) 1st LC LL Min Vdefi = 240 Weight: 150 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4-4 -0 oc pudins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud 'Except* WEBS 2 Rows at 1/3 pts D -AI D -Z 2 X 4 HF No.2 JOINTS 1 Brace at Jt(s): At REACTIONS (lb /size) B= 1005/0 -5-8, Z= 879/8 -5-8, Y=6/8 -5-8, X= 69/8 -5 -8, W= 111/8 -5-8, V= 137/8 -5-8, U= 48/8 -5-8, S= 36018 -5-8 Max Horz 8= 89(load case 7) Max Uplift B=- 254(load case 7), Z= 214(load case 8), Y= 238(load case 4), W =7(load case 8), V =36(load case 8), S= 52(load case 8) Max Grav B= 1122(load case 2), Z= 879(load case 1). Y=62(load case 6), X= 83(load case 4), W= 127(load case 3), V= 160(load case 3), U= 83(load case 4), S= 390(load case 3) FORCES (lb) - First Load Case Only TOP CHORD A-B=57, B-C =1478, C-D =1259, D-E =238, E -F =188, F-G =182, G -H =154, 1-1-1 =161, I -J =190, 0 J-K =173, K -L =177, L-M =219, M -N =204, N -0 =164, O-P =195, P-0=190, Q -R =188, R-S =216, S -T =55 BOT CHORD B-AC =1252, AB -AC =870, AA -AB =870, Z -AA =1144, Y -Z =153, X -Y =153, W -X =153, V -W =153, U -V =153, S -U =153 C. ANb £Q WEBS D-AJ =962, AE-A.1=955, AE-AK=-985. AK -AL =972, AD -AL =963, AD -AF =1013, AF -AG =1075, F, WAS AG -AH =1109, AH -AI= -1109, Z -AI =1166, J -AD= F- AE =-67, C -AC =262, AA -AF =166, p� 0t* O� D-AC =353, D-AA=280, K- AG =76, L -AH =O, M -Ai= -120, N -Y= -173, O -X =17, P -W =96, Q -V =91, R- U=-67, E- AJ =14, G- AK =29, I -AL =22 y� (_ O NOTES 1) Design load is based on 25.0 psi specified roof snow load. 2) Unbalanced snow loads have been considered for this design. 3) All are 1.5x4 M1120 unless otherwise Indicated. 'Po ,Q 38040 plates �' G1ST 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. �s'r /ONALEr'G LOAD CASE(S) Standard EXPIRES: 01- 24 -04 - j June 9,2003 Q Warning - VerHy design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7477 BEFORE USE Design void for use only with MRek connectors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design paramentent and proper Incorporation of component is responsibtity of building designer not truss designer, Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stabbility during construction Is the respons6Wiy of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance e regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 p A r�� Handling Installing and Bracing Recommendation available from Thus Plato Institute, 583 D'Dnofrio Drive, Madison, WI 53719 � Y� e Z - 4� Z W W D JU UO NO J � C0 LL W O. LL- Q = C% �-W Z F- F- O Z F- �5 U O. O N. O F- W F- H LL- O UN O F- Z 4x4 = 30 = 30 = i I - i t 2550A -3C IB2 COMMON 110 11 , VVA aozua - aziz b.uuu s Job Reference R9334975 -2.0-0 6-7 -14 14.0-0 21-4 -2 28 -M 3041 2-0.0 6 -7 -14 7-4 -2 7-4 -2 6-7 -14 2-0-0 Scale -1:523 46 II D d� 0-0-0 0-0.0 9-4-0 1848 -0 28.0 -0 9.4.0 9.4-0 9.4-0 LOADING (psi) SPACING 2 -" TCLL 25.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC971ANS195 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HF 165OF 1.5E WEBS 2 X 4 HF Stud CSI DEFL in (loc) Vdefl PLATES TC 0.85 Vert(LL) -0.25 H-J >999 M1120 BC 0.83 Vert(TL) -0.53 HJ >624 WB 0.27 Horz(fL) 0.06 F n/a 1st LC LL Min Vdefl = 240 Weight: 103 lb BRACING TOP CHORD Sheathed or 2 -10-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10 -M oc bracing. REACTIONS (Ib/size) B= 129910 -5-8, F= 1299/0 -5-8 Max Horz B=- 86(load case 8) Max Uplift 8= 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 BJ =1647, I -J =1101, H -1 =1101, F-H =1647 WEBS CJ =369, D-J =560, D -H =560, E -H =369 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. 16-13, UBC -97. i LOAD CASE(S) Standard GRIP 185/148 '*;�E.j C. ANJ £ i 040 AL E Wsrebrg - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll -7473 BEFORE USE Design void ter use only with MiTek connectm. This design b based only upon paromaters shown, and Is for an Individual building component to be Installed end boded vsrtleally. PppAcabigry of design paremenbrs end proper Incorporatbn of amponanl b reaponslbi4ry of building deafgner -rat Was designer. Bradng shown b for lalarel support of Individual web membere only. Addttbnei temporery bredng to Inwre slabiliry during mnstnrdion b the reapansbilily of fM sredor. Additional partnanent bredng of the overall atruclura b the reaponalWliry of the building designer. For general gukiance regerd4p fabricatlon, qualky oontrd, sbrage, delivery, eredbn end bredng, consult �ST-88 �uaNry Standard, DSB-89 Bredng Spadtkatlon, end HIB•91 Handling kteisYirrg end Brsdng Rscommendalbn evaileble hom Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719 r EXPIRES: 01-2404- June 9,2003 r+T .:.; ., ..a�k.Ma, ...u:...u.tw...t.S- :�n;..:..e �s.tEa J+ t:'.: ti.: xF. a. J. u: w w �: , ..._.�.�5:��.iN:4�'• ' . .. 'iurtw.e -.uL. ,� � r:,y as 4R .�s �1. ,d.,iCiy; Z H �.. W �U UO CO) 0 J H N U W O. 2 J LL CO) Cy �W Z f" F- O W W U O - 0 F- W U LLO Z W U= O Z 3x6 = 3x4 = 3x6 = 8M , E\ ERETT, W7 1 000 ob Truss Truss Type Qty Pl B AY DEVELOPMENT#5-213 P m s 2550A -3C 83 COMMON 1 Z R9334976 I/defl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.86 Job Reference (optional) L o.uvv , reu 1V [uW Mt I eK Industries, Inc. rn Jun u6 11amu:od zuu3 rage i 0.0-0 -2 -0-0 7 -5-4 14 -0-0 17 -2 -12 22-3.8 28 -0-0 240.0 7 -5-0 6-6 -12 3-2 -12 5 -0.12 5-8-8 Scale a 1:50.0 46 II Cq q 0-0-0 0 -" 7 -5.4 14-0-0 17 -2 -12 22 -3 -8 28 -0-0 7 -5.4 6 -6-12 3 -2 -12 5-0-12 5.8-8 i Plate Offsets B:0 -3- 0,0 -2-0 , [E:0-1-12,0-1-12], :0-3- 10,0 -2 -0), I:0- 4- 0,0 -5-0 LOADING (psi) SPACING 2 -0-0 CSI DEFL In (loc) I/defl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.86 Vert(LL) -0.20 1 >999 M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.33 H -1 >999 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(TL) 0.07 G n/a BCDL 10.0 Code UBC97 1ANSI95 1st LC LL Min I/defl = 240 Weight: 298 lb ' LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed. BOT CHORD 2 X 6 DF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10 -0.0 oc bracing. WEBS 2 X 4 HF Stud 'Except* E- 12X8DFSS REACTIONS (lib /size) G= 5262/0 -5-0, 8= 2953/0 -5-8 Max Horz B= 115(load case 7) Max Uplift 13= 1136(load case 8), 8=- 839(load case 7) Max Grav G= 5483(load case 3), B=3101 (load 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, 1 -J =6672, H -1 =8356, G -H =8356 WEBS C-L =138, CJ =574, D-J =4105, E- J= -4355, E -1 =4588, F -1 =1925, F -H =1544 NOTES 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 2 -ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0 -9-0 oc. I C. A Bottom chords connected as follows: 2 X 6 - 3 rows at 04-0 oc. 0" CR Webs connected as follows: 2 X 4 -1 row at 0 -9-0 oc, 2 X 8 - 2 rows at 0 -9-0 oc. 0 0 1 WAS yeti s 0� 3) Design load is based on 25.0 psi specified roof snow load. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per L 4 p e , Table No. 16 -B, UBC -97. co; G 5) Special hanger(s) or connection(s) required to support concentrated load(s) 3308.61b down and 969.41b up at 17 -2 -12 on bottom chord. Design for unspecified connections) is delegated to the building designer. LOAD CASE(S) Standard 1) Snow: �s �O,p C A RF 4P Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads �- FrS'ONAL�rG� (ptf) Vert: A- D= -64.0, D- G= -64.0, B -1 =20.0, G-1 =293.0 Continued on page 2 rEXPIRES: 01 -24 -04 June 9,2003 '• Waming - Verity design parameters and READ NOTES ON TH13 AND INCLUDED MITEK REFERENCE PAGE MU-7473 BEFORE USE Q Design valid for use only with MtTek 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 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 constn ction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification. and HIB -91 Handling Installing and BreckV Recommendation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53718 IM iTe k�' D Z F' ~ W � JU U CO) Q C0 W J = H CO) U WO L L fn = a �W Z = F., Z O W n a U O - o�- W H -O Iii U= O H 2 2x4 II 4x6 = 5x8 = 8x8 = 2x4 II R9334977 2550A -3C B4 COMMON 7 1 Job Reference (optional) WA ? • , 0-M 3212 5 s Feb t e Industries, Inc. un 6 -6-6 20 age -2 -0 -0_ _, &7 -14 14.0 -0 17 -2.0 i 2 -0-0 6-7 -14 7-4 -2 3.2-0 4x6 II Scale =1:43.1 ? D k LOADING (pso 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 1ANS195 CSi TC 0.83 BC 0.82 WB 0.71 DEFL In (loc) Vdei1 Vert(LL) -0.20 B-G >999 Vert(TL) -0.40 B -G >502 Horz(TL) 0.02 F n/a 1st LC LL Min I/defl = 240 PLATES GRiP M1120 185/148 Weight: 74 lb dlik LUMBER BRACING W TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 4 -3-4 oc pudins, except end verticals. BOTCHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (lb /size) B= 848/0 -5 -8, F= 70510 -3-0 Max Horz B= 1740oad case 6) Max Uplift 8= 226(load case 7), F= 163(load case 7) Max Grav B= 964(load case 2), F= 705(load case 1) FORCES (lb) - First Load Case Only TOP CHORD A -13=28, B- 0=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 NOTES 1) Design load is based on 25.0 psf specified roof snow load. 2) Unbalanced snow bads have been considered for this design. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard C. ATVrj� 4 0- tGO F W ASk� ti S ,t �F;rsrCN A L' ✓� EXPIRES: 01 -24 -04 June 9,2003 Warning - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 101II -7473 BEFORE USE 43 Design vald for use only with Wait connectors. This design Is based only upon parameters shorn, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web membera only. Additional temporary bracing to Insure eta My during construction Is the responsDWky of the erector. Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance pal regarding fabrication quality control, storage, delivery, erection and bracing, consult QST•88 Quality Standard, DSB•89 Bracing Specification, and HIB-91 T k° Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719 Z }— Z �W QQ JU U to C3 W= N LL WO LL Q U = F- _ Z . I- I- O Z I--' W LLI � Q O N' Q }— WW H LL H W p _ O Z " " " 3x8 = 3ktl"�! J ob Truss cuss ype ty Ply BAY D N 5- 18 PLAN 2550-A3C m s (loo) Udell PLATES GRIP TCLL 25.0 Plates Increase R9396258 2550A-3C B5 COMMON 1 1 7.0 Lumber Increase 1.15 BC 0.13 Vert(TL) -0.06 A >413 Job Reference (optional) yyEg, , ate s un )2003MiTek Industries, I nc. un age S , •2 -0-0 14 -0.0 28 -M 240-0 14 -0.0 14 -M Scale =1:50.3 3x4 � 0-0-0 M 28 -0-0 28 -" LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loo) Udell PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.37 Vert(LL) n/a - n/ M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.13 Vert(TL) -0.06 A >413 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 X n/a BCDL 10.0 Code UBC97 /ANS195 (Matrix) 1st LC LL Min Vdefi = 240 Weight: 160 lb LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6 -" oc pudins. BOT CHORD 2 X 4 HF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10 -" oc bracing. OTHERS 2 X 4 HF Stud/Std REACTIONS (lib /size) B= 286128 -0 -0, X= 74/28-0-0, AI= 86/28 -0-0, AH= 82/28.0 -0, AJ= 68128 -0-0, AL= 108/28 -0-0, AM= 113/28 -0-0, AN= 112/28 -0-0, A0= 112/28 -0 -0, AP= 114128-0-0, 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= 112/2840 -0, AD= 112/28 -0 -0, AC= 112/28 -M, AB= 111/28 - ", 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(load case 7), AR= 36(load case 7), AG =10(load case 8), AF =16(load case 8), AE= 11(load case 8), AD= 11(load case 8), AC= 12(load case 8), AB= 11(load case 8), AA= 12(load case 8), Z =9(load case 8), Y= 19(load case 8) Max Grav B= 339(load case 2), X= 86(load case 3), AI= 100(load case 2), AH= 96(load case 3), AJ= 80(load case 2), AL= 124(load case 2), AM= 130(load case 2), AN= 128(load case 2), AO= 128(load case 2), AP= 131(load case 2), AQ= 121(load case 2). AR= 160(load case 2) , AS= 85(load case 4), AG= 90(load case 3), AF= 131(load case 3), AE= 129(load case 3), AD= 129(load case 3), AC= 129(load case 3), AB= 127(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 -13=32, G- H=-32, 1-1-1 =32, I-J =32, J -K=-02, K- L=-21, L- M=-31, M- N=-31, N -0 =21, O- P=-32, P -0=32, 0 -11=32, R- S = -32, S- T = -32, T -U =32, U -V =31, V -W =36, W -X=40 BOT CHORD B -AS =O, AR -AS =O, AQ -AR =O, AP -AQ =O, AO -AP =O, AN -AO =O, AM -AN =O, AL -AM =O, 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•AO =-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 C. AND O F WAS/y SG` 7 '' 0 38040 <v �•%�, C:1STl':1 NIA L q EXPIRES: 01 -24 -04 June 16,2003 .> h' urwari:: rwis..: Vv.. 4 : srinfa�SxsL:^'.," b;,, `;;i.:�k.;d�:a;,7z�.iAt�wL4dv�" ., "t3titit' a:uih 'r 3x4 = Z �W D JU 00 N C0 W CO LL W U - U� _CY �W Z F F- 0 Z �- W U� ON 0 H W u. O Z W U= O H- Z - L Wanting - V*ft deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAOE MII -7473 BEFORE USE Design valid for use only with MiTsk connectors. This design Is based only upon parameters shown, and Is for an Individual building Component to be Installed and baled vertically. 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 . Additional temporary bracing to insure stability during constriction Is the responsibiiliy 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 Oualitty Standard, DSU9 Bracing Specification, and HIS -91 Handling Installing 583 D'Onofri M adison, WI 53719 t1� { Te' k �' and Bracing Re commendation av ailable fr T russ Plate Institute, Drive, .> h' urwari:: rwis..: Vv.. 4 : srinfa�SxsL:^'.," b;,, `;;i.:�k.;d�:a;,7z�.iAt�wL4dv�" ., "t3titit' a:uih 'r 3x4 = Z �W D JU 00 N C0 W CO LL W U - U� _CY �W Z F F- 0 Z �- W U� ON 0 H W u. O Z W U= O H- Z Job russ I russ I ype ty Ply BAY DEVELOPMENTN PLAN 2550-A3C m s (loc) Vdefl PLATES GRIP TCLL 25.0 Plates Increase R9396259 255OA -3C C1 COMMON 1 1 7.0 Lumber Increase 1.15 BC 0.14 Vert(TL) -0.05 O >454 Job Reference (optional) EA NO , N , ft� -2 -U 2-0.0 b.000 s Jun 9 2003 MITek Inoustries, Inc. Fri Jun 13 15:21:18 2003 Page 1 7.8.12 15.5.8 7 -8 -12 7 -8.12 30 = r 17 -5.8 i 2 -0-0 Scale: 318' =1' 0-" 15.5 -8 • LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.29 Vert(LL) n/a - n/a M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.14 Vert(TL) -0.05 O >454 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 N n/a BCDL 10.0 Code UBC97 /ANS195 (Matrix) 1st LC LL Min Vdefl = 240 Weight: 70 lb LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Sheathed or 6 -M oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std REACTIONS (lb /size) B= 287/15 -5-8, N= 287/15 -5-8, U= 84/15 -5-8, T= 84/15 -5-8, V= 77/15 -5.8, W= 112/15 -5 -8, X= 125/15 -5-8, Y= 93/15-5 -8, S= 77/15 -5-8, R= 112/15 -5-8, Q= 125/15 -5-8, P= 93/15 -5-8 Max Horz 8= -09(load case 8) Max Uplift B=- 82(load case 7), N= 93(load case 8). V= 15(load case 7), W=- 7(load case 7), X=- 36(load case 7), S= 17(load case 8), R=- 8(load case 8), Q=- 35(load case 8) Max Grav B= 336(load case 2), N= 336(load case 3), U= 84(load case 2), T= 84(load case 3), V= 92(load case 2), W= 128(load case 2). X= 146(load case 2), Y= 108(load case 4), S= 92(load case 3), R= 128(load case 3), Q= 146(load case 3), P= 108(load case 4) FORCES (lb) - 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- 1=-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 -1.1=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 load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANS195; 85mph; h=8ft; TCDL= 4.2psf; BCDL= 6.Opsf; occupancy category II; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) 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 M1120 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 14-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. Continued on page 2 '7'o� C. AND - '[t 4, , Si,4nISPO 040 W� At-' r, Z °~ W a X a JU UO N 13 J = H CO LL W O IL Q N� _CY �W Z F- H- O _ Z I-- W O� C11 H W - ~ H u" O .• Z W CO O Z r EXPIRES: 01 -24 -04 June 16,2003 WamMg - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE ID Design valid for use only with MiTek 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 peramenters and proper Incorporation of component Is responsibility of building designer- rot truss designer, Bracing shown b for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the reaponsibaYyof the erector. Additional pemranent brackg of the overall structure Is the responsibility of the building designer. For general guidance 991 regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST48 Quality Standard, DSB-89 Bracing Specification, and HIB-91 � �Te k° Hand Installing and Bracing Recomm endation ava ilable from Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 63718 n' �r'% 4T. N1��VVtMCaeiR'!\; R}. N' .+,T'KV.�nT.iV +WVNi klwrl(aepl!Tt�k11NM [Mean -..,.. w r I. U Job russ cuss I ype ty ply BAY D 218 PLAN 2550-A3C m s (loc) Ildefl PLATES GRIP TCLL 25.0 Plates Increase R9396260 2550A -3C C2 SCISSORS 2 1 7.0 Lumber Increase 1.15 BC 0.71 Vert(TL) -0.38 B-F >479 Job Reference (optional) �u,..v •.uu., craa��a - O � - O, •rn a�cv.r�c �c a.000 S JUn tf CUU3 MIIeK Industries, Inc. "Jun l3 io:zi:18 ZUU3 Page 7 0 -0-0 2 -0-0 7-8.12 15 -5.8 17 -5.8 2.0-0 7-8-12 7-8-12 2 -" Scale: 318• =T 04 = C 7-8 -12 15 -5-8 7-8-12 7-8 -12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Ildefl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.18 B -F >987 M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.71 Vert(TL) -0.38 B-F >479 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.10 D n/a BCDL 10.0 Code UBC97 /ANSI95 1st LC LL Min Ildefl = 240 Weight: 46 lb LUMBER BRACING TOP CHORD 2 X 4 HF 165OF 1.5E TOP CHORD Sheathed or 3.6-8 oc pudins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10.0 -0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (lb /size) B= 773/05 -8, D= 77310 -5-8 Max Horz B= 58(load case 8) Max Uplift 8= 200(load case 7), D= 200(load case 8) Max Grav B= 777(toad case 2), D= 777(load case 3) FORCES, (Ib) - First Load Case Only TOP CHORD A -13=27, B -C =1284, C-0 =1284, D-E =27 BOTCHORD B -F =1171, D -F =1171 WEBS C-F =718 NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 1ANSI95; 85mph; h=8ft; TCDL= 4.2psf; BCDL= 6.Opsf; 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 bad. 4) Unbalanced snow bads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads per Table No. 16-13, 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 lb uplift at joint D. LOAD CASE(S) Standard d � 38010 ;rsTe:�� � )NAL � EXPIRES: 01 -24 -04 June 16,2003 Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 BEFORE USE Design vaid for use only with MITak connectors. This design is based only upon parameters shown, and Is for an individual building component to be Installed and loaded vertically. Appicabltity of design paramenters and proper Incorporation of component Is responslbllt of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members ony. Additional temporary bracing to insure stability during consbuctlon 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 conbol, storage, de$vary, arectlon and bracing, consult OST-88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling Installing and Bracing Recommendation available from Thus Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719 N Z J U. UO (/)O. CO W J = F- 00 U WO U - N� = �W Z F- F- O Z F- W W CO U� O 0 F- W F- LL —0 W U= O X Z 0-0-0 0.0.0 a ! 4 1 1 i i r Job russ ruse Type Q ty y AY DE VELOPMEN T#6-218 PLAN 2550-A3C m s In (loc) Well TCLL 25.0 R9396261 2550A -3C C3 SCISSORS 6 1 >989 TCDL 7.0 Lumber Increase 1.15 BC 0.74 Job Reference (optional) -0.38 A -D s Jun YMN e n ustr s. nc. Fri Jun 13 15:21:20 2003 Paoe u-u-u 7.8 -12 M. 04 4x4 = B 7 -7-4 LOADING (psf) SPACING 2 -M CSI DEFL In (loc) Well TCLL 25.0 Plates Increase 1.15 TC 1.00 Vert(LL) -0.18 A -D >989 TCDL 7.0 Lumber Increase 1.15 BC 0.74 Vert(TL) -0.38 A -D >480 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.10 C n/a BCDL 10.0 Code UBC97 1ANSI95 1st LC LL Min Wait = 240 • 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 (lb/size) A= 632/0 -M, C= 632/0 -4-0 Max Hors A= 38(load case 6) Max Uplift A= 138(toad case 7), C= 137(load case 8) FORCES (lb) - First Load Case Only TOP CHORD A-B =1289, B-C =1292 BOT CHORD A-D=1177, C -D =1177 WEBS B-D =721 PLATES GRIP M1120 185/148 Weight: 41 lb BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 10 -M 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 ; and vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load is based on 25.0 psf specified roof snow load. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads per Table No. 116-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 lb uplift at Joint A and 137 lb uplift at Joint C. LOAD CASE(S) Standard U-U-U Scale a 1:28.0 ALEr EXPIRES; 01 -24 -04 June 16,2003 IL Warning - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 BEFORE USE Design vaild for use only with Mrrak connectors. This design is based only upon parameters shown, and is for an Individual building component to be Installed and loaded varUcally. Applicability of design paramentero and proper Incorporation of component Is responsibility of building designer - not thus designer. Bracing shown is for lateral support of Individual web members only , Additional temporary bracing to Insure stability during construction is the respon"Ity 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-86 Quality Standard, DS&89 Bracing Specification, and HIS -91 Handling Insts" and Bracing Recommendation available from Truss Plata Institute, 583 WOnoW Drive, Madison, WI 53719 C. A11,D N91 0 MiTekm Z Z �W Q JU U N(3 Ito W W = F-- W LL- WO } J. LL. = W I— _ Z :r F- O Z F-- �5 U ON o ff WW H F- - O W Z U= O Z 7 -8.12 15-3-0 , 7-8 -12 7 -7.4 Job russ cuss Type ty y BAY DEVELO PMENT#5-218 0• m s 11 -1 -14 — _ 15-4 -0 4-3 -10 R9396262 2550A -3C C4 COMMON 1 1 (A:0 -3- 0, -2-0 , [E:0-1-12,0-2-01, :04.0,04-8) Job Reference (optional) • nms,: WCJI, tvtntt I, VWH aoZua-jcrZ 5.000 s Jun 9 2003 Wait Industries, Inc. Fri Jun 13 15:21:21 2003 Page 1 0 -0-0 4 -3-10 7-8.12 11 -1 -14 15.4-0 4 -3 -10 3.5.2 3-5.2 4 -2.2 Scale = 1:26.5 4x8 II CP LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 6 DF 210OF 1.8E WEBS 2 X 4 HF Stud *Except* C-G 2 X 4 HF No.2 REACTIONS (ib /size) A =286410-0 -0, E= 296510 -4-0 Max Horz A= 42(load case 6) Max Uplift A=373(load case 7), E=- 380(load case 8) FORCES (lb) - First Load Case Only TOP CHORD A- B= -4885, B-C =3420, C -D= -3420, D-E =-4820 BOT CHORD A4 =4314, H -1 =4314, G -H =4314, F -G =4229, E- F=4229 WEBS B -H =1247, C-13=2766, D -F =1223, B-G =1517, D-13=1417 C TOP CHORD Sheathed or 2 -9-13 oc pudins. BOT CHORD Rigid ceiling directly applied or 10 -" oc bracing. NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANS195; 85mph; h=8ft; TCDL= 4.2psf; BCDL=6.Opsf; occupancy category 11; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load is based on 25.0 psf specified roof snow load. 4) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 373 lb uplift at joint A and 380 lb uplift at Joint E. 6) Girder carries tie-in span(s): 17-2-0 from 0-60 to 15-0-0 LOAD CASE(S) Standard 1) Snow. Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: A -1 =20.0, E -1= 331.5, A- C = -64.0, C-E =-64.0 X WaminB - Varlfy dasign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE FADE MII.7473 BEFORE USE Design Wald for use only with Walk connectors. This design Is based only upon parameters shown, and Is for an individual building component to be Installed and landed verticaly. Applcabilty of design parementers and proper Incorporation of oomponent b responsibility of bulding designer - rat truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during conslrucilan Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsiblllty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Duality Standard, DSB-69 Bracing Specification, and HIB-91 Handling Installing snd Bracing Recommendation available from Truss Plate Institute, 583 WOnoMo Drive, Madison, WI 53719 R �'qSj C. A1Q t 4�$ �OF WrS !!lMr,��'� 0 3 � �.c j ClS7Fk FV %N At Fr EXPIRES: 01 -24 -04 June 16,2003 lA 0 Z I� Z �W Q JU 00 to 0 W= J F- N U. UJ W? N = W Z� W Uj 5. �O U N o F- W H H U- O W Z U= O Z 0-0-0 gxrc 3x10 II 8x8 c 3x10 II 0-0.0 4 -3-10 748.12 11 -1 -14 — _ 15-4 -0 4-3 -10 3 -5.2 3.5 -2 4 -2 -2 Pl ate Offsets (A:0 -3- 0, -2-0 , [E:0-1-12,0-2-01, :04.0,04-8) LOADING (psQ SPACING 2 -0-0 CSI DEFL in (ioc) Vdefl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.11 G -H >999 M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -0.19 G -H >948 BCLL 0.0 Rep Stress Incr NO WB 0.58 Horz(TL) 0.05 E nla BCDL 10.0 Code UBC97 1ANSI95 . (Matrix) 1st LC LL Min Well = 240 Weight: 70 lb LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E BOT CHORD 2 X 6 DF 210OF 1.8E WEBS 2 X 4 HF Stud *Except* C-G 2 X 4 HF No.2 REACTIONS (ib /size) A =286410-0 -0, E= 296510 -4-0 Max Horz A= 42(load case 6) Max Uplift A=373(load case 7), E=- 380(load case 8) FORCES (lb) - First Load Case Only TOP CHORD A- B= -4885, B-C =3420, C -D= -3420, D-E =-4820 BOT CHORD A4 =4314, H -1 =4314, G -H =4314, F -G =4229, E- F=4229 WEBS B -H =1247, C-13=2766, D -F =1223, B-G =1517, D-13=1417 C TOP CHORD Sheathed or 2 -9-13 oc pudins. BOT CHORD Rigid ceiling directly applied or 10 -" oc bracing. NOTES 1) This truss has been checked for uniform roof live load only, except as noted. 2) Wind: ASCE 7 -98 per UBC97 /ANS195; 85mph; h=8ft; TCDL= 4.2psf; BCDL=6.Opsf; occupancy category 11; exposure C; enclosed;MWFRS interior zone; cantilever left and right exposed ; end vertical left and right exposed; porch left and right exposed;Lumber DOL =1.33 plate grip DOL =1.33. 3) Design load is based on 25.0 psf specified roof snow load. 4) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 373 lb uplift at joint A and 380 lb uplift at Joint E. 6) Girder carries tie-in span(s): 17-2-0 from 0-60 to 15-0-0 LOAD CASE(S) Standard 1) Snow. Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: A -1 =20.0, E -1= 331.5, A- C = -64.0, C-E =-64.0 X WaminB - Varlfy dasign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE FADE MII.7473 BEFORE USE Design Wald for use only with Walk connectors. This design Is based only upon parameters shown, and Is for an individual building component to be Installed and landed verticaly. Applcabilty of design parementers and proper Incorporation of oomponent b responsibility of bulding designer - rat truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during conslrucilan Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsiblllty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult OST-88 Duality Standard, DSB-69 Bracing Specification, and HIB-91 Handling Installing snd Bracing Recommendation available from Truss Plate Institute, 583 WOnoMo Drive, Madison, WI 53719 R �'qSj C. A1Q t 4�$ �OF WrS !!lMr,��'� 0 3 � �.c j ClS7Fk FV %N At Fr EXPIRES: 01 -24 -04 June 16,2003 lA 0 Z I� Z �W Q JU 00 to 0 W= J F- N U. UJ W? N = W Z� W Uj 5. �O U N o F- W H H U- O W Z U= O Z 0-0-0 gxrc 3x10 II 8x8 c 3x10 II 0-0.0 J ob cuss russ Type ty Ply BAY D -2 3 PLAN 255 m s DEFL in (loc) Well PLATES GRIP AE= 113/30 -11.0, AD= 107130 -11 -0, AC= 134130 -11 -0, AB=64130-1 1 -0 R9334983 255OA -3C D1 COMMON 1 1 - n/a M1120 185/148 AU 13(load case 7), AV= 6(load case 7), AW= 36(load case 7), AK= 6(load case 8), TCDL 7.0 Lumber Increase Job Reference (optional) .OMIT WCA h, CV r-mm 1 1, vvH aozua -onz S.uuU s t-eD IU Z003 Mi l eK InousMes, Inc. Fri Jun 06 16:10 :05 2003 Pagel 5.8 , -2 -" , 15. 30 -11-0 32.11-0 2-0-0 15 -5.8 15 -5.8 2-0-0 Scale =1:57.1 30 = 0-0-0 3x4 = 30 -11-0 30 -11-0 IN REACTIONS (lb /size) B= 286/30 -11 -0, Z= 286/30 -11 -0, AN=70/30-1 1 -0, AL= 70/30 -11 -0, A0= 83/30 -11 -0, LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Well PLATES GRIP AE= 113/30 -11.0, AD= 107130 -11 -0, AC= 134130 -11 -0, AB=64130-1 1 -0 TCLL 25.0 Plates Increase 1.15 TC 0.37 Vert(LL) n/a - n/a M1120 185/148 AU 13(load case 7), AV= 6(load case 7), AW= 36(load case 7), AK= 6(load case 8), TCDL 7.0 Lumber Increase 1.15 BC 0.16 Vert(TL) -0.06 AA >403 AO= 95(load case 2), AP= 130(load case 2), AQ= 129(load case 2), AR= 129(load case 2), BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 Z n/a R WASit S O S AE= 130(load case 3), AD= 122(load case 3), AC= 156(load case 3). AB= 92(load case 4) BCDL 10.0 Code UBC97 1ANSI95 (Matrix) 1st LC LL Min I/dell = 240 Weight: 189 lb is LUMBER U -V =31, V -W =31, W -X =31, X -Y =28, Y -Z =57, Z -AA=55 BRACING .. 38040 AO - AP =O, AN -AO =O, AM -AN=O, AL- AM =10, AK- AL =10, AJ- AK =10, AI- AJ =10, AH- AI =10, TOP CHORD 2 X 4 HF No.2 AG- AH =10, AF- AG =10, AE- AF =10, AD- AE =10, AC- AD =10, AB- AC =10, Z -AB =10 �� S S 1 0 TOP CHORD Sheathed or 6-0-0 oc purlins. F- AU =-86, E- AV =84, D- AW =91, C- AX=74, P -AK= 61, Q- AJ=-86, R- Al =-86, S- AH =-85; BOT CHORD 2 X 4 HF No.2 T- AG= -85, U- AF=85, V- AE =86, W- AD =-84, X- AC=91, Y -AB =74 BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std June 9,2003 Wamlaa - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411II.7473 BEFORE USE � IN REACTIONS (lb /size) B= 286/30 -11 -0, Z= 286/30 -11 -0, AN=70/30-1 1 -0, AL= 70/30 -11 -0, A0= 83/30 -11 -0, AP= 113/30 -11 -0, AQ= 112/30 -11 -0, AR= 112/30 -11 -0, AS=1 12/30-11 -0, AT= 112/30 -11 -0, AU= 113/30 -11 -0, AV= 107/30 -11 -0, AW= 134/30-11 -0, AX=64/30-1 1 -0, AK=83/30-1 1 -0, AJ= 113/30 -11 -0, A1= 112/30 -11 -0, AH= 112130 -11 -0, AG=1 12/30-11 -0, AF=1 12/30-11 -0, AE= 113/30 -11.0, AD= 107130 -11 -0, AC= 134130 -11 -0, AB=64130-1 1 -0 Max Horz B= 141(load case 7) Max Uplift B= 55(load case 7). Z= 66(load case 8), AO= -8(load case 7), AP= 15(load case 7), AQ=- 11(load case 7), AR =11(load case 7), AS= 12(load case 7), AT= 11(load case 7), AU 13(load case 7), AV= 6(load case 7), AW= 36(load case 7), AK= 6(load case 8), AJ =17(load case 8). AI= 11(load case 8). AH = -1 l(load case 8), AG =12(load case 8), AF= 11(load case 8), AE= 13(load case 8), AD=-6(load case 8), AC= -06(load case 8) Max Grav B= 338(load case 2). Z= 338(load case 3), AN= 83(load case 2), AL= 83(load case 3), AO= 95(load case 2), AP= 130(load case 2), AQ= 129(load case 2), AR= 129(load case 2), AS= 129(load case 2), AT= 128(load case 2), AU= 130(load case 2). AV= 122(load case 2). AW= 156(load case 2), AX= 92(load case 4), AK= 95(load case 3), AJ= 130(load case 3), �� C AND£ AI= 129(load case 3), AH= 129(load case 3), AG= 129(load case 3), AF= 128(load case 3), R WASit S O S AE= 130(load case 3), AD= 122(load case 3), AC= 156(load case 3). AB= 92(load case 4) 0� O� 4 FORCES (lb) - First Load Case Only `�� ? C �0 TOP CHORD A -B =55, B -C =-57, C -D =28, D -E =31, E -F =31, F- G=-31, G- H=-31, H- 1 = -31, I- J =-31, J- K=-31, h '� K- L=-31, L- M=-20, M -N= 30, N -0 =30, O -P =20, P- Q = -31, Q -R =31, R -S =-31, S- T = -31, T- U =-31, U -V =31, V -W =31, W -X =31, X -Y =28, Y -Z =57, Z -AA=55 BOT CHORD B- AX=O, AW -AX =O, AV -AW =O, AU -AV=O, AT -AU =O, AS -AT =O, AR -AS =O, AQ -AR =O, AP -AQ=O, .. 38040 AO - AP =O, AN -AO =O, AM -AN=O, AL- AM =10, AK- AL =10, AJ- AK =10, AI- AJ =10, AH- AI =10, 0 ,Q�, � � r /SI AG- AH =10, AF- AG =10, AE- AF =10, AD- AE =10, AC- AD =10, AB- AC =10, Z -AB =10 �� S S 1 0 WEBS M- AN =-61, O- AL=61, L- AO =-61, K- AP=86, J -AQ= 86,1- AR =-85, H- AS =-85, G- AT =-85, AL F F- AU =-86, E- AV =84, D- AW =91, C- AX=74, P -AK= 61, Q- AJ=-86, R- Al =-86, S- AH =-85; T- AG= -85, U- AF=85, V- AE =86, W- AD =-84, X- AC=91, Y -AB =74 Continued on page 2 r EXPIRES: 01 -24 -04 June 9,2003 Wamlaa - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1411II.7473 BEFORE USE � Design valid for use only with IuiTsk comoctols. This design is based only upon parameters shown, and Is for an Individual building component to be Installed and Waded vertically. 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. Additional temporary bracing to Insure stability during construction Is the m3ponsbllky 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 HIS-91 j� �r¢1 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 63719 R n A Z W � 0 JU UO Cl) J � 0U. WO U- N CY = W Z �.. F- O Z �- U� O co o�- W F- FU-- �Z W CO O Z ss Job russ cuss Type Qty PI, BAY DEVELOPMENTUS-213 2560-A3C m s R9334983 2550A -3C D1 COMMON 1 1 Job Reference (optional) umv vv—,, 5.000 s reo 1U ZUU3 MI IOK maustnes, Inc, rn Jun Uti iwiu:ub ZUU3 Page Z NOTES 1) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detair 2) All plates are 1.5x4 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 bad nonconcurrent with any other live loads per Table No. 16 -13, UBC -97. LOAD CASE(S) Standard 0- 1'V r^I^Y' Ve �y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 101111-7473 77 BEFORE USE Sn P Design valld for use orgy with MiTak connaclors. This design Is based only upon parameters shown, and Is for an Individual building component to be Installed and loaded vertically. Applicability of design parementers and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individusl web members ony. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery erection and bracing, consult OST.88 Quality Standard, DSB-89 Bracing Specification, and HIB-91 Handling InstaNMg and Bracing Recommendation evaNable from Truss Plate In 583 D'Onofdo Drive, M adis on , w153 I Q iTeko Z Z � W QQ �: W� _3 C.) UO .V) J = H CO) V,, W O' LL Q N d = W ' Z� F- O Z F-' W D. 'o N' o f- = U� W ~O — Z: Lit i U N, O Z Job russ russ ype ty y A Tvi N #5-213 PLAN 2560-A3C m s 17 -11-0 24 -1 -1 30.5-8 TOP CHORD A -B =28, B-C=1432, C-D =405, D-E= 901, E -F =901, F-G =1582, G-H =2341, 1-1-1 =2556 R9334985 2550A -3C D3 VAULTED 3 1 6.2 -1 6-4 -7 Plate Offsets 1:0 -0- 12,0 -1- :0 -2- ,0-11 - Job Reference (optional) , _ p� O� s e �O e n us es. nc. un ane L J -2 -" 5-4 -8 10.5-0 1 15 -5-8 17.11-0 22 -0.6 26.1.12 30 -5-8 2.0.0 54-8 5-0.8 5.0-8 2.5-8 4-1-6 4 -1.8 1 4.3 -12 Scale a 1:56.4 04 5x6 _ 3x8 // 0.0-0 0 ' 0 " 0 0-0-0 E 3x6 F 3x4 6.00 [T D 3x4 G 3x8 11.50 C H K L 6x8 B 3x8 1 M 3x4 z:- � O A 3x8 c d S 4x4 = N 3.00 � 08 TOP CHORD 2 X 4 HF No.2 SOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud WEDGE Right: 2 X 4 HF Stud BRACING TOP CHORD Sheathed or 3 -1-0 ac pudins. BOT CHORD Rigid ceiling directly applied or 4 -7 -5 oc bracing. Z W IX W j _3 C.) 0 in 0 C0 W W = LL W O Q �W Z F— O W W U� ON Q H_ WW I— �O „ Z W N H � O Z REACTIONS (lb/size) 1= 909/0 -3-0, 8= 317/0 -5.8, N= 2080/0 -5-8 � °,.c..:G:.1 ^a :Y:t. `i*«I l* "' 4 -11-0 5 4 10 -5.0 Max Uplift 1= 213(load case 8), B= 520(load case 3), N= 417(load case 7) 15.5 -8 17 -11-0 24 -1 -1 30.5-8 TOP CHORD A -B =28, B-C=1432, C-D =405, D-E= 901, E -F =901, F-G =1582, G-H =2341, 1-1-1 =2556 4-11-0 0-58 5-0-8 WEBS C-N =1641, C-M =1778, D-M =789, D-L =505, E -L =566, F-L =1166, F-K =1088, G-K= -537, 5.041 2 -5-8 6.2 -1 6-4 -7 Plate Offsets 1:0 -0- 12,0 -1- :0 -2- ,0-11 - ��5 WAS/ a psf chord nonconcurrent with any other live per p� O� Table No. 16-B, UBC -97. �O 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) LOADING (psQ SPACING 2 -" CSI DEFL in (loc) Udefl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.17 J >999 M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.71 Vert(TL) -0.32 J -K >930 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.17 1 n/a BCDL 10.0 Code UBC97 1ANS195 1st LC LL Min Udefl = 240 Weight: 126 lb TOP CHORD 2 X 4 HF No.2 SOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud WEDGE Right: 2 X 4 HF Stud BRACING TOP CHORD Sheathed or 3 -1-0 ac pudins. BOT CHORD Rigid ceiling directly applied or 4 -7 -5 oc bracing. Z W IX W j _3 C.) 0 in 0 C0 W W = LL W O Q �W Z F— O W W U� ON Q H_ WW I— �O „ Z W N H � O Z REACTIONS (lb/size) 1= 909/0 -3-0, 8= 317/0 -5.8, N= 2080/0 -5-8 � °,.c..:G:.1 ^a :Y:t. `i*«I l* "' Max Hofz B= 103(load case 7) Max Uplift 1= 213(load case 8), B= 520(load case 3), N= 417(load case 7) Max Grav 1= 945(load case 3), B= 66(load case 8), N= 2080(load case 1) FORCES (lb) - First Load Case Only TOP CHORD A -B =28, B-C=1432, C-D =405, D-E= 901, E -F =901, F-G =1582, G-H =2341, 1-1-1 =2556 BOT CHORD B-N =1265, M -N =1397, L -M =373, K-L =1458, J- 01985, I-J =2285 WEBS C-N =1641, C-M =1778, D-M =789, D-L =505, E -L =566, F-L =1166, F-K =1088, G-K= -537, G-J =290, H4=129 NOTES 1) Design load is based on 25.0 pst specified roof snow load. C• AN1��.� 2) Unbalanced snow loads have been considered for this design. 3) This truss has been designed for 10.0 bottom live load loads ��5 WAS/ a psf chord nonconcurrent with any other live per p� O� Table No. 16-B, UBC -97. �O 4) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) LOAD CASE(S) Standard - .o�O�L� 3 8040 � S S�ONA L �r EXPIRES: 01 -24 -04 June 9,2003 IL Warning - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll -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. Applicabiity of design paramenlers and proper incorporation of component la responsibility of building designer- not in= designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is Be 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 CST-88 quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719 ,i..1. ..a t ..?'. oral_: Li�J":.:. d�J% r? rGA' iakeil' �tiuelk '�a.57r"'+:w'.�!t.ltil','»it:. •'L�I.aYCx, a.a � °,.c..:G:.1 ^a :Y:t. `i*«I l* "' I Seale ■ 1:27.9 A LOADING (psf) SPACING 24).0 CSI DEFL in (loc) Udefi PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.44 Vert(LL) -0.01 E -F >999 M1120 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.23 Vert(TL) -0.06 A >419 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 E n/a BCDL 10.0 Code UBC97 /ANSI95 1st LC LL Min Vdefl = 240 Weight: 37 lb AIM,LUMBER BRACING I OP CHORD 2 X 4 HF No.2 TOP CHORD Sheathed or 6.0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 HF No.2 W BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (lb /size) B= 50110 -5-8, E= 359/0 -2-0 Max Harz B= 130(load case 6) Max Uplift B= 145(load case 7), E= 97(load case 7) Max Grav B= 583(load case 2). E= 412(load case 2) FORCES (lb) - First Load Case Only TOP CHORD A -B =28, B- 0=373, C-D = O, D-E =134 BOT CHORD B -F =329, E -F=329 WEBS C- F=85, C -E=376 j 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. 116-13, UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E. LOAD CASE(S) Standard C. ANf . 0 4���, S 4 38040 w •1ST �NAL�� 1 �srlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MII.7473 BEFORE USE Design vau for use only with MrTak connectors. This design Is based only upon parameters shown, and b for an kWWusl buldkrg component to be InslaNed end boded verticaly. AppicabWy of design paremanters and proper Incaporatfon of component b tesponsibflityy of buMding designer •not loos designer. Brocirg atanvn b for lateral support of kidMiduat web member ony. Additbnal temporery bredng to Insure etabgity during construribn b the rosponsbMlky of the arsctor. Additlond pamuuranl brecYrg of the overall structure b the respongdliry of the building deslgnsr. For generel guidance regerdrg fabrfeatbn, qualNy control, storepe, delNery, erection and bredng, consuR OST-e6 Quauy Standard, DSB•89 aradng Sped9cation, and HI8.91 Handling klstelkg end Brecing Recommendatbn avaYabla hom Tntts Plata Inditute, 663 D't>nolrb Drive, Mad{son, WI 63719 1.60 II D EXPIRES: 01 -24 -04 June 9,2003 N1 1 o MiTek° • wMU.i ..wS _;'" . SY.: ti.'.: oAW %ai:..ki'v�kiilihl.ku .{iw i.. t � >i:a:.�Sx�:, �a,�rr N'..1... �" ti ax:�.., > n,..ra..e.,w�. ...� �;..,;rw,r�.»r..:�.. «w.�. ,,,,, .•,.a,u �. �:.Gn6dasic+..��:as . Z W � D JU UO f» 0 LLI N tL. WO LLQ ND = W H =. ? I-- F— O Z F-- W W 5. U� ON 01-- WW LL H� W Z N H H O Z -2 -0-0 , 4 -7-0 8-11-0 2-0-0 4.7-0 4-4-0 4 -7-0 , 8 -11-0 4 -7-0 4 a o 'iN3wnooa 3Hl =iO )lift/ 3Hl Ol 3na SI lI 30I10N SIHl NVHJ, NV3la SS3l SI 3WVN=I SIHl NI 1N3Wnoo(3 3Hl =iI :30IION Symbols Numbering System 0 General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property Damage or Personal Injury 3 • Center plate on joint unless /4 dimensions indicate otherwise. 1. Provide copies of this truss design to the Dimensions are in inches. Apply building designer, erection supervisor, property plates to both sides of truss and owner and all other interested parties. securely seat. J2 J3 J4 2. Cut members to bear tightly against each TOP CHORDS other. 1 ^ % cz c3 3. Place plates on each face of truss at each / -►� 1- LC JS joint and embed fully. Avoid knots and wane W y I: 0 at joint locations. O O v 5 4. Unless otherwise noted, locate chord splices O a at /. panel length (± 6' from adjacent joint.) ce c7 5. Unless otherwise noted, moisture content of • For 4 x 2 orientation, locate BOTTOM CHORDS lumber shall not exceed 19% at time of fabrication. plates 1 /8" from outside edge J1 J8 J7 J6 of truss and vertical web. 6. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. *This symbol indicates the 7. Camber is a non - structural consideration and required direction of slots in JOINTS AND CHORDS ARE NUMBERED CLOCKWISE is the responsibilit of truss fabricator. General FARTHEST TO THE LEFT. P connector plates. AROUND THE TRUSS STARTING AT THE LOWEST JOINT ractices to camber for dead load deflection. WEBS ARE NUMBERED FROM LEFT TO RIGHT 8. Plate type, size and location dimensions PLATE SIZE shown indicate minimum plating requirements Th e first dimension is the width 9. Lumber shall be of the species and size, and 4 x 4 perpendicular to slots. Second in all respects, equal to or better than the dimension is the length parallel CONNECTOR PLATE CODE APPROVALS grade specified. to slots. BOCA 96 -31, 96 -67 10. Top chords must be sheathed or puriins ICBO 3907, 4922 provided at spacing shown on-design. LATERAL BRACING SBCCI 9667, 9432A 11. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. Indicates location of required WISC /DILHR 960022 -W, 970036 -N continuous lateral bracing. NER 561 12. Anchorage and / or load transferring connections to trusses are the responsibility of others unless shown. 13. Do not overload roof or floor trusses with stacks of construction materials. BEARING qp 14. Do not cut or alter truss member or plate Indicates location of joints at without prior approval of a professional which bearings (supports) occur. engineer. 1���11�� 15. Care should be exercised in handling, erection and installation of trusses. MiTek Engineering Reference Sheet: MIX -7473 ®1993 MMMD Holdings, Inc. SA fL Vr 5 rA %4KwI W�A 1 � ,w l ot I rG i � 1 i (Y 1 I • I s i .cq in n r 1 0 ' I � J T �• 3� L � r " ✓ pFRMi> 2004 cF w �e G CI Cvu.Wl 14' 40 s4w",% CORRECTION LTR# C- U K,+ 440VAe5 of • Z o I Z 550 ",3 ;k cc"y -7LeF I I Q V) - I ce t� 9 0 1 I I I boqAlz z Z u� D Uo 0 W= S2 u. Wo LLQ �D = �. W z X z ° Ul U� o - o�- W U L O ..z W U= o z G -T� k jko►a --. C - Ca)ol i v r " ✓ pFRMi> 2004 cF w �e G CI Cvu.Wl 14' 40 s4w",% CORRECTION LTR# C- U K,+ 440VAe5 of • Z o I Z 550 ",3 ;k cc"y -7LeF I I Q V) - I ce t� 9 0 1 I I I boqAlz z Z u� D Uo 0 W= S2 u. Wo LLQ �D = �. W z X z ° Ul U� o - o�- W U L O ..z W U= o z ';3 09 = q3U? i art 09 lK a arivos DIHCIvao ,£L'Yl Z81,F9SON Z7 ,FS '8l 3.0� Z0.68N 17 H79V.L Zill ci W N n i '9yZ� qO .L *.ZO1 ,8*9SZ S.0 _9fi;ZL: *I ,l1'S9 ,8Y'9SZ to ,LO,BZ.FI ,6Z'09 ,9*'9SZ L _ZO,SIX ,F6'9£ ,86'9SZ ZO „S0,1£* ,t1YF ,66 "OLY 10 41730 H19N37 Sn/om ON o M,60,8Z.1 _ - - ,SS 819 �� _ l am / �� \ a l 107 `s \\ Q\ w / rn / 2 � 1 Z'9Sl p 3 69 9 ON to o ` o � o 5 X33&0 3Nn213 m- 3Nn 83iin8 n , 51ON913S 513383 ,09 F rn 66'16 M, *G, *Z OON 30ddS N3dO L xym , W vm ,. V' so �s HOW AHV.: arNiado 3 lQ Yi4 LYAQl20 oz'osa Orland) ,L•7TP'2IS �ti 1 '� ,08'F61 [�j0I,L1�I�.L�Q L ' '980Z �.81,£S.SON •�6 _� S£•OZ 3.8 1,FS.SN_ o / o / th rd dvo ON 09 99L d d ON 0� 6� la /�5, 0osokzkooa SS -99 -64 clE LL Ab 3dld NOW Y/£ ONnoj Y £BS61 JS7 6Va321 ONnOj 1 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. r June 17, 2004 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Bob Thompson 425 Pontius Avenue North, #125 Seattle, Washington 98109 RE: CORRECTION LETTER #1 Development Permit Application Number D04 -172 13435 Macadam Road South — Crescent Homes — Lot 4 Dear Bob: This letter is to inform you of corrections that must be addressed before your development.permit(s) can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Fire Department. At this time, the Building, Public Works and Planning Departments have no comments. Fire Department: Steve Kohler, at (206) 575 -4404, if you have any questions regarding the following: 1. Please provide revised sites plans indicating location of nearest fire hydrant(s). I I Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, Stefania Spencer Permit Technician encl xc: File No. D04 -172 Z '~ w o � JU U (0 0 , C0 LU J = H CO (L. u- � = w z� 1— O w ~ w U� O CO) o�- w LO ..z w U CO) O Z 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -172 DATE: 06 -22 -04 PROJECT NAME: CRESCENT HOMES - LOT 4 SITE ADDRESS: 13435 MACADAM ROAD SOUTH Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # Revision #after/before permit is iss DEPARTMENTS / r �❑ Buildin Division 9 ❑ Fire revention � Planning Division [ Public Works ❑ Structural ❑ Permit Coordinator a DETERMINATION OF COMPLETENESS (Tues., Thurs.) DUE DATE: 06 -24 -04 Complete 9 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 7tructural ING: Please Route Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS Approved ❑ Notation: Approved with Conditions REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing silp.doc 2 -28.02 PERMIT COORD COPY w:., w. „. r v,.... �. «..�...- tat„ ��it ,- a`sz.r. µ5w: uuk...:.. �•. h+ �i .iiktit::��::iti:..:wa....siass ,.•. .�:aiu.rl DUE DATE: 07 -22 -04 Not Approved (attach comments) ❑ z '� w . � D 0 CO a J H S2 LL wo U_Q �D = �w z �O z�_ Uj Ito U� off wW �O W z U= z PERMIT COORD COP PLAN REVIEW /ROUTING SLIP i ACTIVITY NUMBER: D04 -172 DATE: 05 -25 -04 PROJECT NAME: CRESCENT HOMES - LOT 4 SITE ADDRESS: 13435 MACADAM ROAD SOUTH X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # _Revision # aftertefore permit is issued DEPARTMENTS: G Building Division Public Works _ _ _ 6� 1 �I2 ��'i� Fire reven ion 5 -ti�•o F&I Structural ❑ ���� �. -M� Planning ivision [1 Permit Coordinator Ry DETERMINATION OF COMPLETENESS (Tues., Thurs.) DUE DATE: 05 -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: TOES /THURS RO TING: Please Route [Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS Approved ❑ Approved with Conditions ❑ Notation: DUE DATE: 06 -24 -04 Not Approved (attach comments) Z REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: C Departments issued corrections: Bldg ❑ Fire ( Ping ❑ PW ❑ Staff Initials: zeS DATE: PERMIT COORD COPY Documents /routing sllp,doc 2.28.02 %0* z Z D 00 N CO W J = �L w LLQ �D �w z� �O z �- 5 U� CO �H W W u. O W z U� H= O f " z City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 E VISION - ;:SUBMITTAL` Revision submittals must be submitted its person: at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: (,,— 2 '2- D c T Plan Check/Permit Number: ❑ Response to Incomplete Letter # D04 -172 ® Response to Correction Letter # 1 ❑ Revision # after/before Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: CRESCENT HOMES — LOT 4 Project Address 13435 MACADAM ROAD SOUTH PECENED Cpy OF TUKWILA u" 3 2 9 1104 pERMIT cF.NTEB Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: <7,eS ' Entered in Sierra on 6 —,?,F-d'Ly 06/17/04 alw .. 1:' t . lk' ..k ..Y•��.L.� i7F a .11. i C..:.Yl:i4'A.U..:�.:. %{..Cwfi"`�Gl.it4 :��'�.0 . r. 1. a sl' s.. 11. L: ai :U.��NJ.::.rL:aw..ti+.:s�.:L. +a.1��Lt+i� ++9.yi.::i}:S...Y. z '~ w D UQ to J = H S2 LL w� �a5 LLa �d =w �_ �o w ~ w U� O u1. wW ti O . W z U= O z Contact Person Bob Thompson Phone Number aS'3 - S"1v 7j 7 f of Certificate of Sewer Availability OR 14816 N11#Rry Road South P.O. Box i50 Tukwila, WA 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 ❑ Certificate of Sewer Non - Availability Part A: • Be Completed by • • Purpose of Certificate: Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: Residential Single Family ❑ Residential Multi- Family ❑ Commercial ❑ Other Applicants Name: C - f A e Phone: a 53 5 1— `151 Property Address or Approximate Location: Tax Lot Number: 1 ac, Z. o 1320 • 01 Legal Description(Attach Map and Legal Description if necessary): I„_,o+ t:L L1 Tc uJ 10- GP 41 LY- l -0 3 3 Al Part B: (To Be Completed by Sewer Agency) 1. 14 a. Sewer Service will be provided by side sewer connection only to an existing size sewer 6vl -feel-�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 ,aT�vFo E3 (3) other (describe): kwnQ Z' 2004 P �RM�r BEN rEa 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. W a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ 81,E a. District Connection Charges due prior to connection: bs� GFC: $ SFC: $ CI UNIT: $ TOTAL: $ (Subject to Change on January 1st) King County/METRO Capacity Charge: Currently, $1867.54 /residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co/Metro without notice.) b. Easements: ❑ Required ❑ Maybe Required c. Other: I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from t 4 date : C �� �1,�.�� f�. ,� � - I . li / ate_ B Title Date 0 Z i~ '~ w JU U CO ❑ J C H S2 U- WO J a_ � =w z� �- O Z �-- w U O- ❑ F- wW LL w Z CO O Z DO'i /7Z r) 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. i 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. a I 4.. If the District or the applicant must extend the-District's sewer system to provide j sewer service to the Property, the District or applicant may be required to obtain from the I appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. 1 acknowledge that I have received the Certificate of Sewer Availability /Non Availability and this Attachment, and fully understand the terms and conditions herein. Applicant's Signature 8953910011270798.0115SY601!.DOC (1/26/04) 'YT's +•r� °[ y, „ -1 Date r . .. ... ... .� .. ... ... .....� s '....c. ... ,... [.::.;3.,w'�.lh:f»i.n� S � <�'.nt.?I.:YSM'h'IUS:�Yl I \+I: xY1W4S.S {y,,,..hE4•.: W+.iaiw.V.L1. «.'ww.2til.�L3....: ,>�. + .y�y'k) i:YW hka[��aSY�t .ix NuKail� 11�4w +{�1Wi1.�:4�1.i�'.'��1:J: Z �z �w JU U0 CO J H � w 1L a CO) D = d F- w Z �O Z w U� O C o� wW F- �. LL —0 w z U= O f- z D cIry of ruKw = 7Public nterlBuilding Division; Community Development Department 1.3670 Permit Center orks Department : 6300 Southcenter Blvd 5uite 100 206- 433 -0179 Tukwila, WA 98188 Planning Division: 206 -431 -3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district PERMIT NO.: wW 77o N, h'y�,;; ..�tikS ✓. ..'i'N:. . ^ l�' I .y' S;fj1...Nt� r1;�rr. ut!�`i✓^ o., '•r r .. �� t' W7s.h'r : 4kd• r'aa ,,,,:t+a„�;n.., ti� {��!I'' r. .. +a' i dr� ..��eSr•�, If' .e1 (� +. ,�1.4`{' ,t.` v'r': �I ..(!l•;; Site address (attach map and legal description showing hydrant location and size of main): 0, Residential Building Permit ❑ Preliminary Plat ❑ Commercial /industrial Building Permit ❑ Rezone ❑ Short Subdivision ❑ Other Estimated number of service connections and water meter size(s): Vehicular distance from nearest hydrant to the closest point of structure is D�St>� Area is starved by (Water Utility District); Wd•I�c✓ -A l2S pFRMir,. 200¢ 1. The proposed project is within 2, o improvements required. L,L- cZ Imo'. r ounty) 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: NIA (Use separate sheet If more room Is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of gpm at 20 psi residual for a duration of 2 hours at a velocity of 14P- Z fps as documented by the attached calculations. 5. Water va'lability: Acceptable service can be provided to this project i ❑ Acceptable service cannot be provided to this project unless the improvements in Item B -2 are met. System is not capable of providing service to this project. I hereby certify that the above information Is true and correct. �tn!J . Id cc ! Zs 6 7 -- o Agency hone 2{, "`:'-� By Date ../J i ✓r S 6 dS This certificate is not valid without Water District No. 125's attachment entitled "Attachment to Certificate of Water Availability." Z) 90111 1 o y�z i fr ir11�. i. �. �.. L�tMR... r. nrrr.. wrN•.., roxp, ry ........................<., �_•;• �" C. ��..,, y., nT gtfrtltl�Y .�X�.nlf:rt,"C.YA"YSwnwr•..,.. .`.'FUa7. .. ..... Date Z f- Z �W Q� J UO w= t-- CQ LL WO �5 LL Q CO) �W Z F- F- O Z H LU5 U� ON 0H uJ W 2 LL — 0 W Z co O Z f This certificate Is for the purposes of: �:,.A ATTACHMENT TO CERTIFICATE OF WATER AVAILABILITY 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 oPTt f "It "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 fox 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. n ���F F F� $ - q z Applicaj District pFRM,TCF�T UO4 FR e J o� .S 180 0q=P/7L iti,. U•vac wwx ::;4..+'.s.i.,.'s..vr�:::,cw di.t,.E ,.� ;iY iie:llit Z ~w JU UO Uo C0 UJ J = 9 w J L? CJ) a = w zF- ►- O Z F- w LLj �o U O- o�- wW �F �0 Z w U= O F" z Aml DisplaN Certificate ---- - DEPARTME NT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL I REGI ST ; -' #, • EXP -'�'; DATA :.CC0'1 '.BAYDEC *022MB, 07/006.; EFFECTIVE' DATE 07/02/1 - 95 f3 BAY DEVELOPMENT CORPORATION' 425 PONTIUS AVE N #125 SEATTLE WA 98109 t Detach And Display Certificate ' M ' i s Z ,= Z U 0 to p' w= J F.. u- WO J LL Q. N d f" W . 1- O Z F- 5, O N: .W W. H Ly I- li. t! I Z U =. Z RECE1VED JUN 0 12004 TUKWILA PUBLIC WORKS These plans have been reviewed by tlx, 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 ordin. The responsibility for the adequacy of the design nsis Wtally with y1u desiSrxr. Acklitiona, deittiona or =+eriaioaa to these drawings after this date will void this aooepta- oe and will MIUUT a for � of revisod drawup Final uooep subject to field inspecdon by the Publics Works utilities iuspe�or Date: - told man mom A •y a i �l I I j 1 i v { / J� f so. go 10 ... • • or 10 v 6 w e vb so 6 40 A vs 4 '4 ow" • r a 00 to to • • f • f L go s So. 16 ep 1 1 L 4e 0 No ,•.•••.r.ww•r+• , . 7 • • i .. f r . . 1 0 lb to or t o t �0 to • , o' (p % . a No 0 0 to • - O OF �( , r ; E DR INAG AND SEWER PR6FILES F •� i •� 0�' ELEVAII ' 1 CANS OF '. , [r/,� G • r I • , • CRO SING PIPES , ; , . , �. , . • ,•• » 0 to. to. 14 lb 1 .. to . . c.� � 'P .2 o 1 •• G \ / , No \ �,� 1 ,2 S . . • ` V`� to No o N I No 0 q j G s o �� No ,�'• 1 I o 4O , No No a S o d1f A ': ! v • ! . / G \ �+ t �\ . �[` /• t \/ III /r t ' • � • � t •� � � ` 1 } • ' ♦, / ^ r ! . i �._ No 1 .. 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M 1 - ter• � ' • �� •� ' � ' =. � ; + 1 �"'� • t t - • •'� • ` �� • , � '.�/ ` • ' w• � �'� � � • ' � •. . • ' • �, � • • • � � • Ill • ' • / .� ••� . •••+, !• 1 . 1 ' • , r 2 ' r • • • r •r 71 1 1 L Olt it) t-w As 0. • ,' ` ' ' •• of •• y ro A C i 0 . 0 lb e-- �oopl - (PDc DC • A Qo o DC o " o 0 1 . f • ..� 0 0 0 0 0►. 0 0 0 0 0 a ,, .;..• _ , 1 0 0 o a o 0 0 0 '•~,' t ON 0 . o000o r: Y. o b, Q O o �, ••, .•� •. •� Y .` o c� f DOC ARY N N 6 % -.TRKT6q oo DC 1 po jj N ' p K , !! TRU IL IL s , ' ter • , ' �` �� ��. .• �� •; ' 1 1 r y ♦ ' 'Iw oe ve •• ` • ! •• 1 f I Joe ` • ''• f _ 'r tort Jw t o sr y 1 .. • • • .., ` • J • t „� 1 1 • \ •: ov ' f 4 y ,( •� • ' - T , N ooff • • bk ` • I r , • , N D r . • ,. ••.• r A � 1 9 � l Lf _ • wo ev e 9 61 W— I / t o le OSED 0 Ole, Oto ,• .v� O doe if �► �' „o- � • , •,• ••• • I I • . Mme' � . PR to ap 40 E) r ,.r �,�~':�'` •, FINISHED GARAGE ELEVATIONS ,. .__, �•.•- .��• ""”. ` -• • •tJ•.., � V+r ...•.._ „ .•. ......� . ... _ .. r... r .. _ -.. _. _ � .. 7 _ - .r. -.,. _ ._ .,•.•„- .r -,•f{ . ... - � .,. - ,-. ..•w ,�, .�:wr ...,� �. r _,..ea• • ...•+v.-w.• o...► ....• �••r• w.�g1/1•A•wr7fsw• ... r I N5U L A T I DN I. FRESH AIR INLET DUCT SHALL COMPLY WiTH TH FOLLOWINGs. TABLE 3 MiNi AV 9100TH DIAMETER .. _ . I INGS • R - 38 VAJIL.T R - 30 � �' b. BE DUCTED FROM THE EXTERIOR AND CONNECTED TO T MINIMUM SOURCE SPECIFIC VENTILATION 1!sE ,A. I. CEILI NG=S TO HAVE BAFFLES MAINTAINING I" MININUP'i RETURN AIR STREAM 4 FT. UPSTREAM OF THE FURN. L3LOUJER. C. F3E INSULATED TO R - WHEN LOCATED WITHIN HEATED AREAS, CAPACITY REQUIREMENTS FLOORS R ABOVE INSULATION. a. BE PR^TECTED Fe. ^i''1 THE ENTRY CF INSE!:TS, LEAVE S AND AREA, FT2 2 OR LESS �, BAFFLES ARE TO EXTEND b" ABOVE 'WATT INSULATION OTHER MATERIAL. FBATHIROOMS KITCHENS .5. IBAFFLES ARE TO EXTEND 12" ABOVE BLOWN -IN a NOT TO RECEIVE FRESH AIR FROM THE FOLLOWING AREA: MEETING THE 1981 NATIONAL APPLIANCE ENERGY 6 INSULATION. .15. NEW " ALLS � ?xb R - 21 I. WITHIN TEN FEET OF AN APPLIACE VENT OUTLET UNLESS THE VENT OUTLET IS THREE FEET AVOE T FRES AIR INLET. ,, ., � IN7ERt , � + TE�NTLY OPER..♦TINCs 5�- --FI"! � �- IC'.. ...P`'' 1. ALL EXTERIOR WALL CAVITIES, INCLUDING CAVITIES 2. MERE IT WiLL PICK UP OBJECTIONABLE ODORS FUMES, MAX. MK K ISOLATED DURING FRAMING, MUST BE FILLED WITH OR FLAMMABLE VAPORS. CONTINUOUS OPERATION 20 CFM 25 CFM IJNGOMI°RE5 ED INSULATION. 3. ,4 HAZAR0(*')d:g OR UNSANITAIle1t' LOCATION _......_. �..._..._.._.._ � ..�..........___..__.._._,_.._. ._�,... -- __ __..._w.. __ 11_1.1. _ .__.._._.....�..� ..�.. 3. FACED BATT5 ARE LAPPED AND ARE TO BE STAPLED TO 4. A ROOM OR SPACE HAVING FUEL BURNING APPLIANCES. T ABLE 3 5 INCH FACE OF STUDS. ,UNPAGED WATTS ARE 6. CLOSER THAN 10 FROM A /ENT OPENI OF A PLUMBING PLUMBING 6 5 Sa. TO BE FRICTION FIT WITH 4 MIL VISQUEEN STAPLED TO 1DRAINAGE SYSTEM UNLESS THE VENT OPENING 15 AT LEAST VENTILATION RATES FOR ALL rsROUP R OCCUPANCIES FOUR STORIES AND LESSv F.: OF 5%CU 5 ` :R '�APCR Mp"'RRIER Pr,JNT W1TH C'R - T' CUP ''WFZCC f CCT AMC,vAE THC FRESH .:Iii INLET. MINIMUM AND MAXIMUM VENTILATION RATES. CUB FEET PER MINUTE (CFM) 4b PER RATE OF I MAX MAY RE SUBSTITUTED FOR 4 MIL T ARAGES. /c. A TIC5 CRAWL SPACES OR G +6 INCH 501 -1000 VISQUEEN. 4. INSULATE BEHIND TUB /SHOWER, PARTITIONS AND CORNERS C. FLOORS • R - 30 I. i1NDERFLOOR INSULATION 15 SUPPORTED BY LATH, TWINE OR BY OTHER NON- COMPRESSINCs MEANS. EXTERIOR GLUE T^ E UAED ON SCIE'• -FL ^GAR'S. 2. SLA55 IN CONDITIONED SPACES THAT ARE NO LOWER THAN 24" BELOW FINISHED GRADE ARE TO IBE INSULATED WITH R -10 EXTRUDED POLYSTYRENE FOR A DISTANCE OF 24 INWARD FROM TkE FOUNDATION FOUNDATION WALL OR DOWN TO THE TOF OF TkE FOOTING_ M015TURE CONTROL I. N/A ­­­ 2. CRAWL SPACE MUST HAVE b MIL BLACK V I SQUEEN GROUND COVER. 3. EXTERIOR DOORS AND WINDOWS ARE TO BE CAULKED AND WEATHERSTRIPPED. 4. RECESSED LIGHT FIXTURES TO LIMIT AIR LEAKAGE PER WSEC E'G^ «.'�A. IN JNr'.ONDITIG'NEL� AREA 5. ALL PLUMBING, ELECTRICAL AND HVAC PENETRATIONS IN FLOORS, WALLS AND CEILINGS ARE CAULKED AND SEALED 1o. ELECTRICAL OUTLET AND LIGHT SWITCH BOXES ON EXTERIOR WALLS MU5T BE SEALED AT THE BACK OF THE BOX OR EQUIPPED WITH A FACE PLATE GASKET. I. SOLE PLATE IS CAULKED OR GLUED TO SUBFLOOR. 2. THE INLET DUCT SHALL BE EQUIPPED WITH 1 OF THE FOLLOWING 4. rHk INLE "r DULY SHALL BE EQuiPPED WI A Muroklzf:u DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL TIMER* b. A FIXED DAMPER INSTALLED AND SET TO i"1 EET MEASURED FLOW RATES AS SPECIFIED IN TABLE 3 -2 OR c. AN AUTOMATIC FLOW REGULATIONG DEVICE WITH FIELD IMEASURRED MINIMUM NEGATIVE PRESSURE OF 0.1 INCE - IES W.:,TER �:tp" CjE ,::,T THE PCINT WHERE THE CUTSIC'E AIR MUCT 15 CONNECTED TO THE RETURN AIR PLENUM. THE INTEGRATED VENTILATION SYSTEM SHALL DEMONSTRATE COMPLIANCE WITH VI AQC SECTION 303.1.2 B BY ON SITE FLOW TESTING OR OTHER APPROVED MEANS. DEMONSTRATION OF COMPLIANCE SHALL BE MADE AVAILABLE FOR THE INSPECTOR AT THE FINAL INSPECTION. J05 TYPE NEW CONSTRUCTiON OCCUFANG*r: 5iNGL FAMILY L4 L: Ca rr:, CV CLIMATE ZONE 1 FOR RESIDENCES THAT EXCEED 8 BEDROOMS, INCREASE THE MINIMUM REQUIREMENT LISTED FOR S BEDROOMS BY AN ADDITIONAL CID 15 CFM PER BEDROOM. THE MAXIMUM CFM 15 EQUAL TO 1.5 TIMES THE MINIMUM. � WINDOW U VALUE .40 D OORS VAL .20 TA_ E 3 3 CEI WITH ATTiC5 Tom' -38 � � i� r - I PRESCRIPTIVE EXHAUST DUCT 31ZINCs FLOOR CEILING VAULTEV I"� 9. WHEN PENETRATIONS NEED FIRESTOPING REVEAL AND MiNi AV 9100TH DIAMETER DISCUSS WITH YOUR BUILDING DEPARTMENT INSP. ,A50VE GRADE WALLS R FU�'�i�IACE AND WATER NE.^"Tfl�l� 1!sE �l. HEATING DUCTS OUTSIDE OF THE CONDITIONED SPACE BELOW GRADE WALLS EXTERIOR R MUST BE INSULATED TO R -8. DUCT JOINTS AND SEAMS ARE FLOORS R 70 BE SEALED WITH MATERIALS LISTED AND LABELED AS 5 INCH AREA, FT2 2 OR LESS 2. IN UNHEATED AREAS, HOT AND COLD WATER PIPES ARE 3 TO BE INSULATED TO R-3. 4 °. WATER NEATER STORAGE TANK TO BE LABELED AS S MEETING THE 1981 NATIONAL APPLIANCE ENERGY 6 caysERvariav acr. WASHINGTON STATE ENERGY CODE 2001 EDITION CNAFTER 9 4. ELECTRIC WATER HEATERS SHALL NOT BE PLACED DIRECTLY 8 ON CONCRETE SLABS BUT INSTEAD SHALL BE PROVIDED MIN. MAX. MK K MAX MIN. MAX. MIN. MAX MIN. MAX. M IK MAX. MIN. MAX. 5 INCH �O 1� 6 5 Sa. 80 1« ✓ 95 143 t1C I6 5 i« 0 188 1400 +6 INCH 501 -1000 55 83 10 105 85 128 100 150 115 113 130 195 145 .218 1001 -1500 60 90 '15 113 90 135 105 158 120 180 135 203 150 225 1501 -2000 ro 5 998 .80 120 95 143 110 i65 125 188 140 210 155 233 2001-2500 '10 105 85 128 100 150 115 113 130 195 145 218 160 240 2501 -3000 0 75 113 90 .135 I5 a 120 180 135 203 150 225 165 248 3001 -3500 80 120 95 143 110 165 125 188 140 210 155 233 110 255 a' 3 w - 40, *^Mw e& !: 1 10C' 150 ! 15 113 12.0 Igc, 1 45 2121 IL-C « 4C I15 11 C_ 2 4001 S5 1.43 110 165 125 188 140 210 155 233 110 255 185 218 5001 -ro000 105 158 120 180 135 203 150 225 165 248 180 2 IC35 253 r. GaUL1G'12t oL 1 JC11 b Cst I wttry 5 1 ✓!��ea. - CEILING VAULTEV I"� 9. WHEN PENETRATIONS NEED FIRESTOPING REVEAL AND MiNi AV 9100TH DIAMETER DISCUSS WITH YOUR BUILDING DEPARTMENT INSP. ,A50VE GRADE WALLS R FU�'�i�IACE AND WATER NE.^"Tfl�l� SELOUJ �R_:�DE WALLS INTERfCR R -?1 �l. HEATING DUCTS OUTSIDE OF THE CONDITIONED SPACE BELOW GRADE WALLS EXTERIOR R MUST BE INSULATED TO R -8. DUCT JOINTS AND SEAMS ARE FLOORS R 70 BE SEALED WITH MATERIALS LISTED AND LABELED AS 5 INCH GOI"IPL7ING WITH UL 181A OR UL 1818. SL455 R -10 2. IN UNHEATED AREAS, HOT AND COLD WATER PIPES ARE y 3 TO BE INSULATED TO R-3. 6 INCH °. WATER NEATER STORAGE TANK TO BE LABELED AS ' MEETING THE 1981 NATIONAL APPLIANCE ENERGY PRESCRIPTIVE HEATING SYSTEM SIZING PER caysERvariav acr. WASHINGTON STATE ENERGY CODE 2001 EDITION CNAFTER 9 4. ELECTRIC WATER HEATERS SHALL NOT BE PLACED DIRECTLY 4 INCH ON CONCRETE SLABS BUT INSTEAD SHALL BE PROVIDED Q 3 '. WITH AN R -10 PAD BETWEEN THE WATER HEATER AND THE SLAB. ' MAX_ HEAT `JYSTEM SIZE: 5. LAVATORIES, TUBS AND SHOWERS ARE TO HAVE FLOW 12ESTRICTORS TO LIMIT N�'T WA.TER DI�GHr1RrsE TO "lrjrj� 5G. FT. Y. .�'. C LTU/ NR 51000 P.iTU OR LE`J' 2.5 CsPP1. 3 W OOpSTOVES ALL �4EATING SYSTEMS SHALL BE DESIGNED AND INSTALLED 90 ." FAN TESTED CRM AT 0.25" WCs. MINIMLi'1 FLEX pIAMETER t`1AXIf1UM LEWsTH FEET MiNi AV 9100TH DIAMETER MAX"JM LENGTH FEET t1AXR'1M1 50 4 INGH 25 4 INCH ttvGi1CTIGhI F.aly. NOT ,REQ'D AT CEILING IF 12" OF AIR SPACE 50 5 INCH w 5 INCH 100 y 3 50 6 INCH NO LIMIT �a INCH NO LIMIT 3 80 4 INCH (2) NA 4 INCH 20 Q 3 SO 5 INCH 15 5 INCH 100 3 ,80 Co INCH 90 fo iNCH NO LIMIT _3 100 5 INCH NA 5 INCH 50 3 100 6 INCH 45 fo INCH NO LiMIT 218 125 6 INCH 15 +6 INCH NO LiMiT 3 125 1 INCH 10 - 1 INCH NO LiMIT 3 �. tIt04 ^�'�r� E� .ARE TO H� � Ti�sHT FIT ��;�� ^lam !1� f �CCn.Rr� r ^�Nr W1 TI I Lli�l lFn,rc E3l.! iLr� INC� r'GL �1- f I IF N 31L;, .! I METAL DOORS. 1. FOR EACH ADDITIONAL ELBOW SUBTRACT 10 FEET FROM LENGTH. 1 2. WOODSTOVES ARE TO HAVE OUTSIDE COMBUSTION AIR HEATING " ` - STEM: 2. FLEX DUCTS OF THIS DIAMETER ARE NOT PERMITTED WITH FANS OF THIS SIZE. DUCTED TO FIREBOX. (MIN. ro 50. IN. NET FREE VENT AREA.) I , . G OM�u vTION AIR DUCT ML1_6T BE EQUIPPED WITH AN AGGE5515LE �i,�_1 NUFr FF.R CONTRACTOR PAMPER. COMBUSTION AIR MUST ORIGINATE BELOW THE FIREBOX. VAPOR RETARDERS: 3. WOODSTOvES MUST BE WASHINGTON STATE CERTIFIED. 130 ,�f�cr��L�� FLCCR E;:TERI ^R T QCs T�LY;,UCC� I. FIREPLACES ARE TO HAVE TIGHTLY FITTING GLASS OR WALLS 4- MILL POLY OR P\/A PRIMER METAL DOORS OR EQUIPPED WITH A FLUE DRAFT CE I L INCzS 4- t"f I L, L FOL1' OR PVA PRIMER ttvGi1CTIGhI F.aly. NOT ,REQ'D AT CEILING IF 12" OF AIR SPACE ?. FIREPLACES ARE TO HAVE OUTSIDE COMBUSTION AIR FROVIDEID ABOVE INSULATION. [DUCTED TO FIREBOX_(MIN. 6 SD. IN. NET FREE VENT AREA) • • i � w COMBUSTION AIR DUCT MUST BE EQUIPPED WITH AN ACGESSI$LE -6000 DAMPER. COMBUSTION AIR Musr ORIGINATE BELOW THE FIREBOX. V ENTILATION SYSTEM SIZING PER TABLE 3 -2 OF THE 2mf�m v.I. A.Q.G. 3. TIGHTLY FITTING FLUE DAMPER WITH MANUAL OR 210 AUTOMATIC CONTROLS. 233 1 PRESCRIPTIVE SOURCE SPECIFIC EXHAUST VENTILATION PER v.i.A.Q.G. SECTION 303.3 P OO R U - VALUE = 020 1. EXTERIOR vWINrsING DOORS IN HEATED SPACE WITH LOCATION MIN. MANUFACTURE MODEL CAM -.Zra UIG $ONES MAXIMUM U -VALUE OF 0.20. �T� 100 cm � ��mx mw c� GENERAL 'PROVISIONS 1 35 POURER RM. 5O CAM AN 89m 84 CFM ALL STP.�.Ir`T1.1>^ ^ L 5^FTUJnnn PLC -WnnD }� 1??'!CLE_- - B.^r",t�.'`: , 1. �.. , �s-i 1111 ...• 1111.. 1111.. , WAFER BOARD AND ORIENTED STRAND BOARD ARE STAMPED "EXPOSURE I" 2. RECE55EG LiG1-1Ta ARE IC, RATED DO 15LE WA CAN LIGHTS. PRE5CRIPTI VE DE51GN REQUiREi'"1ENT5 FOR INTERMITTENTLY INTEGRATED FORCED AIR VENTILATION 5Y5TEM5 FOR RESIDENCES FOUR STORIES OR LE55 MAY COMPLY WiTH V.I .A.Q.C. SECTION 303 AS INDICATED BELOW. RES'DENCES DESIGNED TO COMPLY WITH WITH SECTION 302 SHALL 61J15MIT CALCULATIONS FOR REVIEW AND PER SECT!^tN 3C:.1 &Y5TEM CHARACTER'STiCS NOT IDENTIF!ED BELOW AND CONTINUOUSLY OPERATED SYSTE"I S SHALL COMPLY UATH SECTION 302. A 150URGE &;'ECIFIC VENTILATION REOXREi"IENTS 1. EXHAUST FAN REQUIREMENTS. a. BATHS, LAUNDRiES,i POWDERS-50 CFM is 0.25" W.G. b K: TCt -BENS- -100 CMF 0 0.25" W.G. RAWGE HOODS AND DOUN DRc FT 1<,ANGES Mo-. BE Ro, TED A T I+C'OCFM o.,T JC W .G. 2. EXHAUST DUCT REQUIREMENTS: a. BE INSULATED TO R -4 IN UNCONDITIONED SPACES. b. BE EQUIPPED WiTH A BACKDRAFT DAMPER. c. TERMINATE OUTSIDE THE 5UILDINCx. d. COMPLY WiTH TABLE 3 -3. a. SHALL TERMINATE NO CLOSER THAN 3' FROM OPENABLE DOORS OR WI NCOius 15. WOLE HOUSE VENTILATION REQUIREMENT. OUTDOOR AIR SHALL BE SUPPLIED TO ALL HABITABLE ROOOMS THROUGH THE FORCED AiR NEATINr3 S USING THE F OLLOWi' �s METHOD. LwAUNDIRY 11RM. .90 CFM BROAN 84 ass MST. LSAT 4 bo CFM 84 CFM F'ER5CRiPTi VE WHOLE HOUSE ExHAU VENTILATION 6� STEM PER v.I.A.Q.G. SECTION 303.4 L .J� T ION M.�NUFACTURE t DEL CFI" I -. 5 WG 60NES "rMIDER 15ATW AKT / FANTECH FX 4XL 130 CRI 1.4 S11f:4=L*r VFNT ± L. AT ! ON S*'STEM INTERGRATED 5Y5TE171 WiTH FRE50 AIR INTRODUCED INTO RETURN - A I R DUCT WITH MOTORIZED DAMPER. 01 jw " g 490" 4i w PAd4Uk 44 W14t1we 6 ft4tgoU 0 t ' f� SEPARATE PERMIT REQUIRED FOR: MECHANICAL ELECTRICAL ITIPLUMBING WGAS PIPING CITY OF TUKWILA BUILDING DIVISION a c�r 5 gpp ANY PE 2004 kll��i � B di Im N J a u W Z lU J Ul D t �IJ.I Q U w z w w d z O z d FILE MOO 1 4b14 -ECI F ET E C OF ;1 7z d I b 0 V a�e Ui 41 � n r m :499 6001 -1000 '1001 115 113 130 195 145 218 160 240 255 115 1 263 116 190 100 285 300 205 j 308 215 323 • • i � w c�1 -6000 125 1136 140 210 155 233 1 ' 8001 - 9000 1 35 203 150 225 165 248 180 210 195 293 210 315 225 338 �"- GREATER THAN 9000 145 218 1 6 0 240 115 263 !90 285 205 308 220 330 235 353 _FILE COPY 1 understand that the Plan Check approvals are subject to errors " omissions and approval of pleas does not authorize the violation of any adopted code or ordinance. Reosipt of con- trada's copy of &pproved plans acknoMAedged, 7 w-wylit No. vtENI IS10 % Pft%OR NO CHANGOF W � W j�D►►�'�nw THE Sco OF '�K`�' �irw � c� APPRD� `��a� � I OPT 04 STU15 - -- �.. i' s I aJ . 8 11 �O T. l3LK. OUT 1 F 3' 000R ' 8 a � 11 v S' - 4 6 x(O " i POST BASE ON 36 "x36 "x12" CON. L PAD w/ 10 4S IPA" O.0 E W. y 4 4" CONC. SLAB - SLOPE 3" TOWARDS O.N. DOORS. RAISE CONC STEM WALL TO 6 " ABOVE CONCRETE SL --- OPT. BRICK low m POUR 4 FORWARD AND S .I I .� 1 1 - 4 11 LOWER 3" FRONT GARAGE 2 BAY ONLY. Img CONTINUOUS FOOTIWS e lim 1- 3 f 1 1 . 1' -10 1/2 1 T ION f AN cn c•� 11 ft i r r � N U J N ' OPTIONAL OPEN RAIL I ELEVATION 3 c Q G AR� AREA t SUMM +695 S.F. 3 CAR GARAGE - o ^ u- (L y oo oc � II � z < z o > L u :-(3) 2 x 4 •. --l3' 2 x 4 x x ri13 , 4614-GI M IN FLOOR FLAN .. r - .'�l' 1a'1l ..d .i1K;.a�jt � :7.r:.. ?;.. .. ..ilt�1... ».I�r.i[��..'�.iitrW _i!►... s .. r�,. .r. .....�. + -_. r.l.a•.Y t♦: r.:_i.+o_a_:r..i .__—° - -i s4.atii.�n......w�.r. .. ++.. w..rw. r....►�arw. aF... �Z'.t•+. _.. ......i�.'�.. .. _.�.. ._... ... _.�T � �. ... .`..a.TMF.� .a:.L . .'c" •..►��r1''_•.�i.+..... 1. .. '_ r....... ._ _ _ ... ._ ROOF FR,4MINl� PLr4N FILE NO: c wm o�'� I i t { F 0 0 !i! d d lJ 01 SHEET OF ... ^ v . _ .._ wr . l.:•• •;� r .•, !�'.'irf"�r'��la-+.�)L' S- ".. a1� N mi f` /r p� 4 14A 2 5 1!� 2 CC4 �Rf ►; � r CENT V - 1/2 " RAISE CONC. STEM WALL TO 6 11 A BOVE CONCSRETE SL AB A 4' -2 1/2" 8' - 3 " 0 1/4" STU15 04 BAR'S Ill 24" O.C. �%1 KEENED u Ul ZA,c� U 0 ui 4 3r tai � 1!1 W N �m� R s . lr If s • 1320 SQ. FT. A REA 8.8 SQ. FT. REQUIRED _ 150 r TYP. VENT Z "xl4" x .15 = .51 50. FT. PER VENT" 144 VENTS REQUIRED 8Z a 11.25 USE MIN. OF 18 VENTS * 6 MIL. BLACK VAPOR BARRIER OVE ENTIRE CRAWL AREA. IS" MIN. CLE�+R,1N`.E UNDER FLOOR JOISTS. 12" MIN. CLEARANCE UNDER BEAI"'!S. SOLID BLOCKING OVER SUPPORTS. . i. ALL FTGS. TO BEAR ON UNDISTERBED SOIL MIN. 2000 lbs. P.S.F. + FOUNDATION STEEL PER ENGINEERING 4x6 POSTS TYP. s► BEAM SPLICES. A.+LL 6Eo4M6 TO 5E 4AIO G.F. 02 UNLEvS NOTED OTHERWISE. ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MU5T BE NOTIFIED WITH ANY' VARIATIONS BEFORE PROCEEDIWx. - . . ' 4x4 POST ON 18 "XI6"x10" THK. CONC PAD L F - j •4x4 POST ON 24" X24 x10 THK- CONC. PAD L _ -J 4x4 POST ON 30 "X30 "x12" THK. CON % I I ���\) Oslo 1FD r-►n 4 MAY 2 5 20 04 p Eh 1 A07 - Cji Lu Z Z O a � O Q p J V (vm 111 FILE NO& SNEEt 1 I OF . r �.. .. . v r r .•. .. - �i L. _ - - - - -- -- - r•�rrr - - - - "�raW.r� rlas.w --�.� .�..�a:.. ��.rM�.wi.•:�w .:•... s1,......... r:. `1c...A:l�3irM.r�.ci/'.::li►�.. X61 .1�'3 'Y' �'► • .. i S .. �`. M rt ....'�'_ . ... `l -.ar•. �� :... , r.��..i+ ... ' .r ..*. w _i. At,._.2�..d_..+.,.w _ -.. �,. � ___- ..rGrrw:+r ....._..► r�r�.� .r i.ri .DIY. J F09N2ATION f 114 if 1 0 �t �I Fr I I I ! I I I ' I I I I 1 - I I I I 1 i I I I I i I I I I I I I I i i I I ! I i I I I I x SEE -4-ml�ALL LEGEND, SHEET "SIN SEE STRAP D, SHEET "GIN r MAIN FLOOR f=]RA N PL I � 0 0 i - F/P Lu W r v A C4�N • • CA lu CC) �.Q �N Z O� w Q .d Q � (L u w Z d z (Y O O u z NOTE: t Iro 1/2" X 20 1/2" FRAME-OUT FOR FURNACE 18" X '24" FRr=+M E - OUT FOR C 4WL ;GCE Ste. • ALL FLOOR J015T5 TO BE 2X10 NY:. 'r1 FLOOR JOISTS s 16" O C UNLESS NOTED • ALL FLOOR JOIST TO BE BLOCKED BEARING. • SEE FNDN. PLAN FOR BEAM 51 ZES. nj NA Y2 �z O,p PER40r ce, BILE NOO 1 4614 gHEET now OF t • I �a i t y a a R lb i trn �tl �• rtl ip N Ir -� I.�2 " li;' _� _� I III' _' 7 �� 4 ' f. . .. r . 3 � •i CONC. PATIO 12'X10' 1/411 m_ �_ �xo m S m XCX I E, 6 �,,0 -- -too 4) 2 x 4) 2x W36 0 UMS39P 04 I/8 x 1D 1/2 C LI'S �` 521RST DW T X 61 [BBL 2X6 I y LEG AL caRPET DIRECT VENT GAS F/P 1 ® - 9 10' -1 1/2 11 GAS SHUT OFF 2X6 WALL 2 4 TB 42 1, A.F.F. )C r' A T � p RPE tt1 NON - BEARING WALL F E HD R 0 It F. 54P 0 5 F3P URN FLUE ! ! \ O F' TI! 4 3O . cA � IN, ``1 FRA HE Elm � I! E D N � r I ! 4' - 1 1/2 it II SEE SHEET G1 a1.4 1' -10 1/2 " (3)2x4 WFv2 5 1/8 x 13 1/2 GLIB I GUM II ' II �t N _ +� I 4" GONG. SLAB-SLOPE I 3" TOWARDS OH DOOR 7" (3)2x4 Wl., N �! N 1(o O.p. GAR. DR. -1 II � I I (3Ax4 If 3.2x4 .,,�� -r�_..rr r -rte -rr� r �. �. +..w �— �.� ar r .r.. ...— rrr �� err .rte •�. �� � ..�� --LINE OF WALL ,ABOVE 4x12 C* 2 n � SEE L LECIEND, ET "81" SEE STRAP 04EET 14 81" MF vo 20 �..�g FB3 55 -1/2" A F.F. 1/2 WALL 19 �C HS OD 110V ' OPT VAULT 3)2X6 r- 2X8 FURRING ' IN LAUNDRY RM. OPT. /P 3 o HS G CARPET VAULT ti (3) 2x6 too 1 0 C b � m t 6 S.G. �o si Q r ►� u � 1 4 I _3 5 1/2 4 1' -10 i/2" 61.4 IBINCs i� �I �� iu 0 O r /�, I RA E VENT IN WALL Qf' \ / Cvl T/1 GTGO OR LOW 2 3m b 5H ro' -2 3/4" - L_ _1 4x4 HF"2 PT POST TYP E N 1 1 -6 1/2" ro , - 2 31,4 4x4 I••IF�1 =� PT POST TYP I CONRE TE PAD EXTEND 4" MIN. PAST COLUMN 4 SIDES 12' -5 1/2" NSA 1�� 1 r �t9 �9 �r AREA au-11-1 1" 1AIN FLOOR = 1311 S.F. UPPER FLOOR 1245 S.F. TOTAL = 2562 Sr-. ? s ; A GARAGE = 463 S.F. f } 101ESO T • ALL EXTERIOR WALLS TO BE PI -ro, UNLESS NOTED. • SOL I D BLOCKING OVER SUPPORTS • FIRE BLOCKING is ALL V=LUMBING PENETRATIONS. . WINDOWS ARE VINYL FRAMED - SIZES SHOWN s4RE R/O WIDTH 4 HEIGHT. TYP. E XT. WAL L 5 TO BE 2 X6 16 " O.C_ SI"IU' KE DETECTORS TO BE HOT WIRED W/ BATTERY BACKUP. y SEE S H EET 5 NOTE � { • SMOKE DETECTORS TO BE AUDIBLE IN ALL 15EDROOMS. T (D . t 5 /a" TYPE " G.W.B. ON +OUSE /GARAG COMMON WALL, CE ILING, POST t BEAMS AND 2 LAYERS ON CE 1 ILINCsS WITH FRAMING AT 24 O.C. # F , V v b �0 r m Ill � Ul V •• cn (fl Z W �I LU Q n U w Z 4 O O z d n HEAT ELEMENTS TO BE 1 8" ABOVE CONCRETE SLAB ON 2 LAYERS 3/4" PL YWD . �4 24 HR. CLOCK TIMER FOR FURN. FAN REL ,"�1' $ WHOLE H�^, Fp..kN. OR VENTILATOR WINDOWS. NOT USED GAS DIRECT VENT METAL FIREPLACE INSTALL PER MANUFACTURES SPECIFICATION R.O. = 41" W X 39 1/2" H. 4X8 HEADER AT 48". SMOKE DETECTORS TYPICAL IN -1 N ALL BEDROOMS. ATT!f' r'r`ESS ® 1PS" X 24" CRAWL ACCESS IQ� WHOLE HOUSE FAN V.T.0 - I1 LOWER PLATE 1 1/4" is HATCHED WALLS tr.�w FOR RETURN AIR F rr ik w 1 1 4 12 FAN VENT V.T.O.S. REAR OF HOOD RECT ?00q PER0 13 NOT 4 COLD BIBS is 48" AFF. t 8" O.G. 14 VALLEY 4" DRYER VENT BOOT. 15 5/8" TYPE 'X G10.5. UNDER STAIRS. 16 PLUMBING STUB -OUT FOR 111/14 - -- 12„ OFF C=AR. SL A5. 6 2X8 BLOCK CENTER LINE 0 51" FOR THERMOSTAT. 1s SOFFIT LAUNDR DOWN W1 2 X9 K IT. WINDOW SILL WT. 19 40 1/2" AB. MF SUB. FL. 40'-V '�- MAIN OOR LAN RAGE A S L AB A D ROP OF MORE THAN 30 FROM � •. �� � MAIN FLOOR TO GARAGE SLAB, RE V15E GARAGE POOR HEIGHT FROM 1 TO 1/4" 2 • 0 t1 h .� J+1 . .. r _ aT .1. � ma � �►hv�.�•."�9.' .•�a +t�M.' /M•M'' •'�•1.�Mrw Y r °'Illllr 4 t N' •l."r` +•r!/V' +►! r r +. n_ _ .. •. . .. • • .+ .�rwwt.• •� 1M. aN►N+'M�M.�. w•.rrsvA.wr +h �...,, . .,. t.rwr + +..� y.. •r• - ,,,�, -..�. r•Y... w.. -.. .. ,,...t � w,, ...q. ..��,�. goo FILE NO 1 4614 N Exl T Ex 5, _"111 FB3 842 ST REF (2) zx& WS W4230 UJ3ro IS 2 - 5 5 X -- . C (3) 2X6 U L� = I ( ! 3 1/2 x 9 1/4 PSL X ' (3) 2x6 v -ro5 (3) 2x4 _ ._. _ X 2'� — — r v > 2x6 CARPET VAULT X _. dL G I S1 HALF WALL ` ' _ 30 1/2 „ acv OC N ,,- 1� R x 14 1/2" A �o si Q r ►� u � 1 4 I _3 5 1/2 4 1' -10 i/2" 61.4 IBINCs i� �I �� iu 0 O r /�, I RA E VENT IN WALL Qf' \ / Cvl T/1 GTGO OR LOW 2 3m b 5H ro' -2 3/4" - L_ _1 4x4 HF"2 PT POST TYP E N 1 1 -6 1/2" ro , - 2 31,4 4x4 I••IF�1 =� PT POST TYP I CONRE TE PAD EXTEND 4" MIN. PAST COLUMN 4 SIDES 12' -5 1/2" NSA 1�� 1 r �t9 �9 �r AREA au-11-1 1" 1AIN FLOOR = 1311 S.F. UPPER FLOOR 1245 S.F. TOTAL = 2562 Sr-. ? s ; A GARAGE = 463 S.F. f } 101ESO T • ALL EXTERIOR WALLS TO BE PI -ro, UNLESS NOTED. • SOL I D BLOCKING OVER SUPPORTS • FIRE BLOCKING is ALL V=LUMBING PENETRATIONS. . WINDOWS ARE VINYL FRAMED - SIZES SHOWN s4RE R/O WIDTH 4 HEIGHT. TYP. E XT. WAL L 5 TO BE 2 X6 16 " O.C_ SI"IU' KE DETECTORS TO BE HOT WIRED W/ BATTERY BACKUP. y SEE S H EET 5 NOTE � { • SMOKE DETECTORS TO BE AUDIBLE IN ALL 15EDROOMS. T (D . t 5 /a" TYPE " G.W.B. ON +OUSE /GARAG COMMON WALL, CE ILING, POST t BEAMS AND 2 LAYERS ON CE 1 ILINCsS WITH FRAMING AT 24 O.C. # F , V v b �0 r m Ill � Ul V •• cn (fl Z W �I LU Q n U w Z 4 O O z d n HEAT ELEMENTS TO BE 1 8" ABOVE CONCRETE SLAB ON 2 LAYERS 3/4" PL YWD . �4 24 HR. CLOCK TIMER FOR FURN. FAN REL ,"�1' $ WHOLE H�^, Fp..kN. OR VENTILATOR WINDOWS. NOT USED GAS DIRECT VENT METAL FIREPLACE INSTALL PER MANUFACTURES SPECIFICATION R.O. = 41" W X 39 1/2" H. 4X8 HEADER AT 48". SMOKE DETECTORS TYPICAL IN -1 N ALL BEDROOMS. ATT!f' r'r`ESS ® 1PS" X 24" CRAWL ACCESS IQ� WHOLE HOUSE FAN V.T.0 - I1 LOWER PLATE 1 1/4" is HATCHED WALLS tr.�w FOR RETURN AIR F rr ik w 1 1 4 12 FAN VENT V.T.O.S. REAR OF HOOD RECT ?00q PER0 13 NOT 4 COLD BIBS is 48" AFF. t 8" O.G. 14 VALLEY 4" DRYER VENT BOOT. 15 5/8" TYPE 'X G10.5. UNDER STAIRS. 16 PLUMBING STUB -OUT FOR 111/14 - -- 12„ OFF C=AR. SL A5. 6 2X8 BLOCK CENTER LINE 0 51" FOR THERMOSTAT. 1s SOFFIT LAUNDR DOWN W1 2 X9 K IT. WINDOW SILL WT. 19 40 1/2" AB. MF SUB. FL. 40'-V '�- MAIN OOR LAN RAGE A S L AB A D ROP OF MORE THAN 30 FROM � •. �� � MAIN FLOOR TO GARAGE SLAB, RE V15E GARAGE POOR HEIGHT FROM 1 TO 1/4" 2 • 0 t1 h .� J+1 . .. r _ aT .1. � ma � �►hv�.�•."�9.' .•�a +t�M.' /M•M'' •'�•1.�Mrw Y r °'Illllr 4 t N' •l."r` +•r!/V' +►! r r +. n_ _ .. •. . .. • • .+ .�rwwt.• •� 1M. aN►N+'M�M.�. w•.rrsvA.wr +h �...,, . .,. t.rwr + +..� y.. •r• - ,,,�, -..�. r•Y... w.. -.. .. ,,...t � w,, ...q. ..��,�. goo FILE NO 1 4614 r v m ADJUST I TO CLE4 RE: DET, i x SEE SH�AIMALL LECA940, SHEET "Si + SRE STRAP L W940 , 8I4EET "V. J UPPI 11411 ' � MoRr' Kew ,�,,, � ' ' . Iti► 'r•+ir Db!' , � - a ,, .•.n,. � w ,r. ....f -. • - � : , � - a .. , ,� • - . .. I a+ ., .. .. �- _ � r _ �. — � +.► � • - • • —. y �.� r._ ,. � .�• � � T -... � _ _ . ... __..� __ _ - . ,. — _ PROOF PE F 1016 Ose TY10. WALL SHEATHING 49 TO CANS 2x4 CONT. b V_ (2 9__ O EA STUD 1/I6" 03B IQ200F SWEATNINCs w/ 8d 0 6 " Q.G. ON 2 x4-.-o 0 24" O.C. H -1 CLIP EA. PL ATE AT V-1 1/ AFF. (ADJU /� ST F / PP 4jr1� 1VE `rOND I T ION EA. RAFT TO C.J. U!a _L !!; __ � -- FLOOR J018T5 PLAN --�� �- --BEAM PER 7 l PLAN � 15Ef- M PER --� PL AN %Q Z r SLAB L.5. IDETAIL Y > � �I _J N F *no# FLOOR QED Vt-� 1 10"11 1 1 ��,/�./^ �f"T{„ -` J 1 V�1 �E/*�1 IV SIZE — V. �vtiu suH 2 5 204+ Y ft)YO41 200 4 T t A i.0 ' � 8 N �M� • • c{1 Z W Ul Q r r' U w z a z LL i Q� W c . a a ;3 FILE NO: 4614 7r.+{ ... 1 ..�r ♦ *!• • a IF flff" r}�Aw� >A�ww c'serngrr :.r rI. - i 1 i r == 1� I� �I I� �I I� I� I� �I �f I� i� I� I� �I I� I� �I I� I� I� I� I� I� I� 1� I� L 3 X O T5G I II 1� ' � IG!► I1 1 JU r ., go oil 1 C4 (0 M� Y 'r �I SMOKE DETECTORS TYPICAL IN ,4LL BEDROOMS O 22" X 32" ATTIC ACCESS � LJ 1 Oro 14 x SEE SHEANI—uAI LE44M, SHEET "SI" SEE STRA1 SHEET "SI" r ff 6 5 x0 Ep 5 Ox 1 7 p1_ 2 0 1. 0 11 5 , ro �� — UPPER FLOOR AT ELEV. 'S' 11 4 II _ c II m oll ."""�f A.• ��� • !VFW S•R' ^Y..rI ": J► , T"'. ♦ ."A✓ /+►" t ,Y �''t �--�. . ., . ;.r"ly +� .•err .. „� X.•_ _. ... r•+..• ... ��. . �.r --T'^. .. —*.. �.. • •.- p ♦ .�. _ .. ...� _ .. .. EL 'LAN \�3 WHOLE HOUSE FAN V.T.O.S. (VENT TO GARAGE SIDE ROOF OF HOUSE BEE ROOF PL AN). �4 HIGH/LOW RETURN AIR 14 1/2 x 14 1/2 11 3" DOWN FROM CEILING ^R 1 1.`2" OFF FLOOR OPTIONAL 2x4 SKYLIGHT IN 2'x6' SHAFT ®rb STO. 2'x2' SKYLIGHT IN 2'x5' LIGHT SHAFT 2' -(P" FROM TUB WALL vp 10 1 If r 7. 1 /k, W11 4 Mq� 25240 4 �RMIT �TEk 'Q 1 Z lU J tu } W 0 r � �d U W z d Z3 O pC FILE NO* SWEET of= u r i • b , 0 y 't TU158.4 y r _ _ - FIREBLOCK BETWEEN STUDS. ' L IMIT SHOWER FLOW TO 2.5 G.P.M. • W ATE RPR OOF TO MIN. WALLS SHALL BE W ERPR . •- 10" ABO'/E DRAIN INLET, k • ALL GLAZING INCLUDING WINDOWS WITHIN _10" OF DRAIN INLET S HA LL BE . .� _•�.,.. K I S SAFETY GLASS. NOTES: , , - SOLID BLOCKING OVER SUPPORTS. • FIRE BLOCKING ALL PLUMBING PENETRATIONS. • WINDOWS ARE VINYL FRAMED - SIZES SHOWN ` `F TU4�WILA . � �UVtu I T T1f'f* EXT.WALLS TO BE 2xro Iro O.G. U.N.O. I J JUN 2 5 2004 1 S S.D. SMOKE DETECTORS 110V, TIE ALL TOGETHER ---- W W/ BATTERY BACKUP. READ ALL BEDROOMS A AS NOIED SMOKE DETECTORS TYPICAL IN ,4LL BEDROOMS O 22" X 32" ATTIC ACCESS � LJ 1 Oro 14 x SEE SHEANI—uAI LE44M, SHEET "SI" SEE STRA1 SHEET "SI" r ff 6 5 x0 Ep 5 Ox 1 7 p1_ 2 0 1. 0 11 5 , ro �� — UPPER FLOOR AT ELEV. 'S' 11 4 II _ c II m oll ."""�f A.• ��� • !VFW S•R' ^Y..rI ": J► , T"'. ♦ ."A✓ /+►" t ,Y �''t �--�. . ., . ;.r"ly +� .•err .. „� X.•_ _. ... r•+..• ... ��. . �.r --T'^. .. —*.. �.. • •.- p ♦ .�. _ .. ...� _ .. .. EL 'LAN \�3 WHOLE HOUSE FAN V.T.O.S. (VENT TO GARAGE SIDE ROOF OF HOUSE BEE ROOF PL AN). �4 HIGH/LOW RETURN AIR 14 1/2 x 14 1/2 11 3" DOWN FROM CEILING ^R 1 1.`2" OFF FLOOR OPTIONAL 2x4 SKYLIGHT IN 2'x6' SHAFT ®rb STO. 2'x2' SKYLIGHT IN 2'x5' LIGHT SHAFT 2' -(P" FROM TUB WALL vp 10 1 If r 7. 1 /k, W11 4 Mq� 25240 4 �RMIT �TEk 'Q 1 Z lU J tu } W 0 r � �d U W z d Z3 O pC FILE NO* SWEET of= u r EL 'LAN \�3 WHOLE HOUSE FAN V.T.O.S. (VENT TO GARAGE SIDE ROOF OF HOUSE BEE ROOF PL AN). �4 HIGH/LOW RETURN AIR 14 1/2 x 14 1/2 11 3" DOWN FROM CEILING ^R 1 1.`2" OFF FLOOR OPTIONAL 2x4 SKYLIGHT IN 2'x6' SHAFT ®rb STO. 2'x2' SKYLIGHT IN 2'x5' LIGHT SHAFT 2' -(P" FROM TUB WALL vp 10 1 If r 7. 1 /k, W11 4 Mq� 25240 4 �RMIT �TEk 'Q 1 Z lU J tu } W 0 r � �d U W z d Z3 O pC FILE NO* SWEET of= u r 5/4" BARSE BOARD Z LOCATION GRO55 AREA (SF) tu (A X 300 )/2 50 % REQ'D AT EAVE (AX 300 )/2 50 % REQ'D 36 AB. EAVE J Q d) uj 2.32 SF. � L I VING/D ININGs x 1.4S 5F. m� x 0.15 SF. FRONT GARAGE bm S.F. LY I-A a d w- 10 't U 0 • Fr �I � � �I � � � I I � � � r3V 613 � � � � � � r I � � D.S. �L 5x4 BARGE BOARD W1 Ix2 TRIM L ^ -t rwftr►r 1 v- � %W W 2X4 CE I L INCs JOISTS 0 24" O.G. LASHING TO GUTTER 5/4 MARGE BOARD U!/ IX2 TRIM INSTALL FLASHING DIVERTER TO GUTTER (l) METAL VEN T ,� AT .430 ��.F� fif`� C1� �O�t TY N 25 .�ppk ROOF 1=RAMINCi PLAN ',4' +.-�►- .+. Y+^'t•R..,+ .y�r . � yy. i {. h y . . ♦ rw" .. !� �•'. �..•. s ' . - �y.' �►r 'a . •t ; - > x . "► .,,� � y ..., v .. . w M.. _ ... ...� - ... � .. - r i+ -- - •�� . � . - ... - v :.��...... - .- -► . yr r• - ...- __._ ,....:..�, - �..,,.- - Y - - _ .f _ -. -• . . --.—.- w - 0 . * EVERY SAVE BLOCK TO BE VENTED . 'EACN AF -50 W SENT = (80X50 SQ K) _ Ill 5F. 144 . VENTILATION = A CS.F.) R SF Q'D e 300) GABLE VENTS (TOTAL SQ K) (0.15) 6F ( 144 ) Z LOCATION GRO55 AREA (SF) GAR. (A X 300 )/2 50 % REQ'D AT EAVE (AX 300 )/2 50 % REQ'D 36 AB. EAVE UPPER ROOF 1394 5.F. w 2.32 SF. � L I VING/D ININGs 446 5F. 1.4S 5F. 0.15 SF. 0.15 SF. FRONT GARAGE bm S.F. 0.11 S.F. Lu 0.08 S.F. r . . • VENTED BLOCKING OVER SUPPORTS. +� « ROOF OVERHANG :S TO BE 18" W1 12" AT 15A IM&E SINLESS OTHERWISE NOTE ROOF PITCHES TO BE 662 UNLESS OTHERWISE NOTED. • SKYLIGHTS ON 2 x6 CURB - SAFETY GLASS SKYLIGHTS TO CONFORM TO UBS SECTION 2409 • TRUSSES t RAFTERS SHALL BE +� 24" O.C. UNLESS OTHERWISE NOTED. • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS f OFFICE MUST ESE NOTIFIED WITH ANY VARIATIONS BEFORE PROCE E D I NCs. • ALL TRUSSES SHALL CARRY MANUFACTURES STAMP. • ALL TRUSSES SHALL BE INSTALLED ; BRACED TO MANUFACTURE SPECIFICATIONS. - . TRUSSES WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPT. APPROVAL OR ENGINEERING CALCULATIONS. , ALL. TRUSSES SHALL HAVE DESIGN DETAILS 4 DRAWING=S ON SITE FOR FRAMING INSPECTION. • ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TO BE PROVIDED BY TRUSS MANUFACTURE. • TRUSS DRAWINGS TO BE STAMPED AND SIGNED BY A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER- TRUSSES SHALL. 8E MANUFACTURED IN A PLANT APPROVED UNDER THE REQUIREMENTS OF SECTION 1101.1. EACH TRUSS SHALL BEAR THE QUALITY CONTROL STAMP ( SECTION 2311.6) A5 WELL AS MANUFACTURING PLANT'S NAME /ADDRESS, DESIGN LOAD AND 1"SAXIMUM . - SPACIWx. APPROVED PAWGERS SHOULD BE USED AT ALL CONNECITONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSSES. • LIGHT METAL PLATE CONNECTORS TO HAVE FIELD AND GIRDER IDENTIFCATION. INFORMATION BRANDED, MARKED, OR OTHERRWISE PERMANENTLY AFFIXED TO EACH TRUSS SHALL CONTAIN THE FOLLOWING: A. IDENTIFICATION OF THE TRUSS MANUFACTURING COMPANY. B. THE DESIGN LOAD. C. THE TRUSS SPACING- • ALL ROOF TRUSSES SHALL BE 50 FRAMED AND TIED INTO THE FRAMEWORK AND SUPPORTING WALLS SO AS TO FORM AN INTEGRAL PART OF THE WHOLE BUILDING. ROOF TRUSSES SHALL HAVE JOINTS WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD 15 PLACED UPON THE TRUSS. DIAGONAL AND SWAY 13RACINGs 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 SHEATHIWx. SECTION 2326.12,8. ...- �- . -. ,.,K'*- .w ._ * 1►, rT''". t�Y�' M' ��9' 4 '�'M1E'+Mtl"��"lQ.�► �'. •a' ^.1�1rp1u�w� # 6 ,ATTIC VENTILATION PIRM1IlEt� LOCATION GRO55 AREA (SF) (A/300) MIN. REQ'D. VENT (Sr (A X 300 )/2 50 % REQ'D AT EAVE (AX 300 )/2 50 % REQ'D 36 AB. EAVE UPPER ROOF 1394 5.F. 4.64 S.F. 2.32 SF. 2.32 S.F. L I VING/D ININGs 446 5F. 1.4S 5F. 0.15 SF. 0.15 SF. FRONT GARAGE bm S.F. 0.11 S.F. 0.08 S.F. 0.08 S.F. 3' EAVES VENTILATION MOVIDED (MK "M OF REQ'D) TYPE VENT ROOF VENTS �sABLE VENTS ` '' PROVIDED TYPE VENT AT 211 S.F. EA 15% EFFICIENT 2.3 SF.> 2.3 SF. UP ROOF (1) = 194 ( I) 14 4' � _ 1.3 ;. 5.54 SF. � 2.3 SF. L I VJD IN. (2) = .55 (1) 14 "x18" = 1.3 1.85 S.F. � .15 S.F. FRONT GsAR. (1) = 211 NA 211 S.F. > .OS S.F. E, EAVES VENTILATION PRCMDED (MM. 5th OF RE01W TYPE VENT METAL VENT AT .430 S.F. EA. BIRD BLOCKING AT !05 PER 3 1 -TOLES PROVIDED UP ROOF NA t46) = 2.3 2.3 SF.> 2.3 SF. L I VJD IN. ( 1) = .43 - e 12) = 0.6 4 ; 1.0 SF.> .15 SF. FRONT NA .OS S.F. z�� u �wv ju UJ �► m v lcq ll me 'Q z � w � � t7 z Q � a n 2 W ckiv,E of FILE NO& 1 4614 SHEET & A I OF: 4F - 1% w 5x4 BARGE BOARD W/ IX.2 TRIM x SEE lSHEAIUALL L ,SHEET 11 61" �f 6EE STRAP LECsE. , 6W.E T 0 61 11 5/4" BARGE BOARD W/ 1X2 TRIM l "&I 'OftA-L.00 2X4 RAFTERS UP 2 X4 CEILING JOISTS Is 2 4" O.C. IN51'AL.L FLASH!Wz DIvERTER TO GUTTER 5 /4 ' BARGE BOARD W1 IX2 TRIM IN3 i ALL FLASHIW -z D I VERTER TO GUTTER ROOF f=l; 4MINC� P O O m A� O 1t- W 0 �X -a m l� - :.aSJE 1�� f - . �eKIM y ••. y-- - - - - .o r. 2f - c• y .[ • • - - rr ...va�•L,- - - -" c _7i .. - - _� a - 1 �• r err - a • T iit+...ff.f.... •�Y.ti,r -" ��ri.�. r fa,�.1 /1 �.rri� ._ _ .�' _ �-' - = -�� - - - �.` _ �. _ -. - s � ���.r .r .w -. �.� ►rr. - - J'�.�d „M_ +M.w/Q .. - .. : w.�r ►...il..4w�ry,ir� +►� +.«..�....... ....r........,...... a. -_ �- .�...: .-. 1- gim - I �1 Q 0 uj �mv tf� % m ul i f 0 In r 7 all U w �7 i Z !U 0 J lU 0 'Q BILE Noo 4614 -rbA Z J Z u d t �h -r SHEET OF x ..? .. ti w:.Jrf.M'!' il!' ; •i..w- �'�. �f.Mr ".^ '.4 +�!' '• ^,r a:rr .�IV�•+1A �.•/�F.dM.��'f1rM low" .• * E E A VE BLOCK TO BE VENTED .. EACN AF -50 ROOF VENT = (WX5 S Q. IN_) �„ ,2115F. t 144 .• VENTILATION= A_CSF.) SF REQ'D (300 GABLE VENTS IT OTAL SQ. K) (0.15) R 6F � t44 ,ATTIC VENTILATION RE(.UIPWO R ^CF VENTS :SLE '/ENTS w (A/300) (A X 300 )/2 ( A X 300 )/2 LOCATION GROSS MIN. REQ'D. 50 % REQ'D 50 REQ'D i 0 UP ROOF (1) = 1.94 (1 1 "X 2 4" = 1. 3 5.54 S.F. > 2 3 S.F. � UPPER ROOF 1394 5F. 4.&4 SF. 2.32 S.F. 2.32 S.F. NA 211 S.F. > .08 5F. FRONT GARAGE 50 S.F. 0.11 5F. 0.08 S.F. 0.08 S.F. 3' Agk7VE EAVES VENTILATION F400 /ICED (MIN. 50% OF MOD) R ^CF VENTS :SLE '/ENTS w TYPE VENT AT .211 S.F. EA 1596 EFFICIENT :,r�F�UyiDE� i 0 UP ROOF (1) = 1.94 (1 1 "X 2 4" = 1. 3 5.54 S.F. > 2 3 S.F. � LI /D IN . r2� = .55 . (I) 14 "X IS" = 1.3 1.85 S.F. > .15 S F. FRONT GAR. (1) = .211 y . NA 211 S.F. > .08 5F. m EAVES VENTILATION IC'IWVIOED (MIN. NM OF RECIT)i 'METAL V ENT BIRD MLOCKIW-s AT TYPE VENT AT .430 S.F. F.A. X05 PER 3 HOLES ,PROVIDED ' UP (ROOF NAA 4& = 2.3 2.3 SF.'j 2.3 SF. L I v./D I N. (2) _ 26 0.3 FRONT Gp:,�cr NA 0.5 P. W Q _ .4 « VENTED BLOCKING* OVER SUPPORTS. i tu . ROOF OvE RPANGS TO BE IS" W/ IZ" AT �uoN x , o ROOF PITCHES TO BE 6/12 UNLESS OTHERWISE NOTED. .... « S<YLIG14TS ON 2Y6 CURS - SUETY r LASS SKYLIGHTS TO CONFORM TO UBS SECTION 240S • TRUSSES 4 RAFTERS SHALL BE 24" D.G. UNLESS : d 40TWERWI PIOTED. ; • ALL BEAMS AND HEADERS TO BE VERIFIED WITS -, ' LITY STAMPED ENGINEERING CALCULATIONS. THIS AtIVtU c>FFiCE MU5 i BE t�ivTiFiEG iluiTH AN vARi,wTic�NS BEFORE PROCEEDING. J u N. 2 5fG� AS _ 7 7 - � c p . t • ALL TRUSSES S H ALL BE INSTALLED 4 BRACED TO ; MANUFACTURE SPECIFICATIONS. « TRUSSES WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPT_ APPROVAL OR ENGINEERIWG CALCULATIONS. , D.S. • ALL TRUSSES SHALL HA DESIGN DETAILS t DRAWINGS ON SITE FOR FRAMIW3 INSPECTION. • ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO 1`''IAIN GIRDER TO BE PROVIDED 15*r TRUSS MANUFACTURE. • TRUSS DRAWINGS TO BE STAMPED AND SIGNED BY A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER. f • TRUSSES SHALL BE MANUFACTURED IN A. PLANT APPROVED { UNDER THE REQUIREMENTS OF SECTION 1101.1. EACH TRUSS SHALL BEAR THE QUALITY CONTROL STA (SECTION 2311fo) AS WELL AS MANUFACTURING PLANT'S NAME /ADDRESS, DESIGN LOAD AND MAXIMUt • APPROVED HANGERS SHOULD BE USED AT ALL CONNECITONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSSES. • LIGHT METAL PLATE CONNECTORS TO HAVE FIELD AND GIRDER IDENTIFCATION. INFORMATION BRANDED, MARKED, OR OTHERRWISE PERMANENTLY AFFIXED TO EACH TRUSS SHALL CONTAIN THE r=CL.L.OWiNG: A. IDENTIFICATION OF THE TRUSS MANUFACTURING COMPANY. B. THE DESIGN LOAD. C. *T ►4;= T, �JCS SF ; ' rClNe • ALL ROOF TRUSSES SHALL BE 50 FRAMED AND TIED INTO THE 'FRAMEWORK AND SUPPORTING WALLS 50 AS TO FORM AN INTEGRAL PART OF THE WHOLE BUILDING*. ROOF TRUSSES SHALL HAVE JOINTS WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENS BEFORE ANY LOAD 15 PLACED UPON THE TRU55. D IAGONAL AND SW4 BRACINCs SHALL BE USED TO BRACE ALL ROOF TRUSSES. • ROOF TRUSSES SHOULD BE SUPPORTED LATERALLY AT POINTS OF IBE ARINCs BY SOLID BLOCKING TO PREVENT ROTAION AND LATERAL DISPLACEMENT. THEY SHOULD ALSO BE BLOCKED AT THE RIDGE 1" RE 5 i 5 i Llfi i�iv S<.+C T i Oitii ON ' *"#"E o i? �i i i' 5CC T i Gi�i 2 34 . i 2 .e7. PAC I SSOR TRUSSE 5/4 11 X8" BARGE BOARD W/ IX2 TRIM 5 /4 "XS" FWIW BAND T I I r I I T KEYSTONE (o" HORIZ " SIDINCs i IX4 TRIM AROUND FRONT WINDOWS ONLY w w IE. 0 GARAGE 1 1/4 X 1 0 --�� LIGHT BLOCK !X3 /IX4 CORNER TRIM b" HOIRIZ. BEVEL SI DING 2 1/2 x 1 1/2" W/ Z FLASHINCx MAIN FLOOR 1/2 " OVER KEYSTONE Ix4 TRIM SEE VIA ❑oaa ❑o ❑❑ Ix4 ❑a ❑ ❑oo❑ E:1 ❑oa ❑oo ❑❑ f • FRONT V TION 5/4 "X8" F'WW 5 ---- 1X4 TRIM AROUND WINDOWS 2x3 OVER IX4 TRIM • � x REAR ELEVATION trig_ •�.,. ss �s�irr �' �_ ... _.r.,. _ - �_ �J�.ti�Jr ; _.w � �.•.+„�. � - - -��,� _�..���,�. � -'-- -- �= .�. - �..1a..Y.`r.: _..._.rr,� .... .�_ «..__..- .. .i' .... «-... �::. .. •. �:�"•. .. ..T T"' I v..i - .T •M"4., ?t; � j ... - r', -- .� .. .. .. 4X4 EAvE IBRAGE9 CEDAR SNAKE SIDING !1 b UPPER FLOOR MAIN FLR. 112. CITY cF Tu+cw;� AF'PROVtU ,{UN 2 5 ��Q4 AS NNEU _- MAIN FLOOR FILE NO: 4614 -1A SWEIET OF jio s z � n 8 Q 3� � i N N \ 1 m luom 8 Al � o H Z W 0 O li! } L� W a Pe � r �N r fi � Z 1= '$ BAF; AGE BOARD ;2 TRIM y 5 14" PllX11 �--� I KE �, '1A 3/4 i WRAP TOP OF COLUMN t WITH 5/4 x 811 r SQUARE COLUMN 5/4" X 10 CAP CONCRETE STOOP EXTEND MIN. 4" PAST COLUMN 4 SIDES L _ UPPER FL-R. fE. i r r Y r c , • 1 Z 1= '$ BAF; AGE BOARD ;2 TRIM y 5 14" PllX11 �--� I KE �, '1A 3/4 i WRAP TOP OF COLUMN t WITH 5/4 x 811 r SQUARE COLUMN 5/4" X 10 CAP CONCRETE STOOP EXTEND MIN. 4" PAST COLUMN 4 SIDES L _ UPPER FL-R. fE. i + S i Y Z 1= '$ BAF; AGE BOARD ;2 TRIM y 5 14" PllX11 �--� I KE �, '1A 3/4 i WRAP TOP OF COLUMN t WITH 5/4 x 811 r SQUARE COLUMN 5/4" X 10 CAP CONCRETE STOOP EXTEND MIN. 4" PAST COLUMN 4 SIDES L _ UPPER FL-R. fE. SCISSOR TRUSSE 15/4 "XS" F''UJW BAND rp/4 "k8" 15AlRCsE BOARD W/ 1 X2 TRIM 'a�� KEYSTONES \ 1 1/ s IX4 TRIM AROUND FRONT WINDOWS ONL IE. is GAR 1 1/4 x 10 L IGWT BLOCK �oU AX3 /iX4 CORNER TRIM 06" HORIZ. BEVEL SIDING 2 1/2" x 1 1/2" W/ Z FLASHING MAIN FLOOR '— 2X3 OVER KEYSTONE iX4 TRIM - SEE 1 /lB CEOIAR SNAKE SIDING � b \1 I/ a000000❑ Jx4 ❑ ❑000a❑ Li a❑ ❑❑ 6 1X4 TRIM AROUND WINDOWS 2X3 OVER iX4 TRIM fPZAR ELEVATION 15 r••14"'^'�- y.... -'t, ^ ., •� : "•yl �rM 'f.' . �., �,, .,fir . • w �A •. V W'"+ ♦ ' i�i1•'�Y. • _'... », :.` t "•.: ♦ ffY' '�' '.' .�' " �r _ Y . .. f. 'Mr f' .. w - ti II _. ,�� - . .... �. -• .►.. 46 ...... _ .. .� T' ". �„� "� ► . FR ONT ELEVATION - 1 1 MAIN IN FLOOR ON Z v zee u�0 Q� �Wv N N • • ctl Q + ®1 H z w O w Q d H Z O d } Z- LLI 1 1 .. 1 r� Y 11 •1 V� 1 � 1 x ti a FILE NO. d61d -ZB SHEET OF y r f • � : ...,, .. .. _` . ... „ :..- •. -sir. . +�. •, -.. `�, f„ • �HM�M'i'.a4wAS► 5/ PUJUJ r K' l KEYSTONE A i �I Z UPPER FLOOR _ MAIN FLR• 1E. 4X8 BARGE BOARD / IX2 TRIM r M' r' CITY OF TJKWiIA Af'f'RUVtU JUN. 2 5 �40� AS huILU Z lU J LU Q , N m W 1 0 d } W iu C � sT Fk X4614 -8A LEFT ELEv''ATION r � -!. � -^..► ... � . ..!t�r�... �� -, - � — ..+ �„i�i. �...���.i►� �.....�..� ....� .......�. .mow - w. �l r � i t a� OF 1p :rh � .. X ..�.�1C1�'J'« + .. rA" � � ... - .. - ,A ..t r. • * -- y. ,ny1� .r�rw. •. - "q - •.� rr^v -. - + +,,.►;�'x "'�j�y�/�..�'• AV� W 1.3r m w N =R FLR IE. , MER FLOOR FLR. FE. �� m t � n 4 FLOOR a t t t r RIC�Ht ELEVATION W � �Q z +n Q� •• lu c1 (q c1 Q �co z w O w Q 0 H 'Q } lU J LU V Q6 TvFo FILE NO: 4614 - OB 4 b, s . 4 `°"� PATIO � LEST L VATION y � r .. � + .. t Kin. _' A !. � ♦ w rr ..b , .Y • r/�.t M. � loomw too =R FL R. FE. - r� . r x VENTED 5LOCKING ETAL GUTTER --- 3 RS. EXT. PLl'UD. 69 F IT 0 `o - Ti R -3 \ f MONO TRUSSES -,y? I I F-F 11 ro 2 4" O.G. • 1 GONG. STOOP 2X4 KICK BLOCK — Z 14" o D.S. TIGWTLINE N,---. R -30 IN5l1LAT10t4 6 MIL BLACK VAPOR BARRIER 5UILDING 5 C;TION 1 / 4 _11_011 I/2" OSB �'•� DE31. TOP PLATE - D BL 2 X& FRAMINGs F/P FLUSH W/ ROOM WALL CITY OF T ";i.A + AF"OVtO ddp JUN 2 5 20CI WN MCI wa AS NNED FACE OF FRAMINCs TV OPENING i 0151. 3/4" OSB RO 4S W 24 D I 7 MANTLE STUB OSB 3' 3 DBL 3/ OSB INTO TV . NIC1 -�E DE T 9 SCALE: 1/4" = 1' - 0 " + (3) 2Xfv 1 l I I ♦ 4 112 c C . 4 _ F/P FACE III ,n I I I I D BL 2 X& w I I + 3 .. 2o2o SKYLT. W/L AM. SAF. GL. 2xro CURB — EA. SIDE R21 UL ATION 3 .SKYLT. +CrONS ICTION 9 SCALE= I/4" a 1 ' -m" UPPER FLR. IE• co 2Xfo STUDS 40 � av O.G. W/ r so R 00 �dr 11 11 if ' 00 �'.,� of if riINCs By CONTR. OPTIONAL HIP SET so dop MAIN FLR. e. WITH ELEV. '*B" ONLY •'.�'' �I ii if SCISSOR TRUSSES 24" O.G. 11 11 1 I /0� 11 11 1 .0 1 11 o il 11 1 of 11 11 11 it / o il 11 11 11 i 2X4 TRT'D MUD SILL MAIN FLOOR a � • `o - Ti R -3 \ f MONO TRUSSES -,y? I I F-F 11 ro 2 4" O.G. • 1 GONG. STOOP 2X4 KICK BLOCK — Z 14" o D.S. TIGWTLINE N,---. R -30 IN5l1LAT10t4 6 MIL BLACK VAPOR BARRIER 5UILDING 5 C;TION 1 / 4 _11_011 I/2" OSB �'•� DE31. TOP PLATE - D BL 2 X& FRAMINGs F/P FLUSH W/ ROOM WALL CITY OF T ";i.A + AF"OVtO ddp JUN 2 5 20CI WN MCI wa AS NNED FACE OF FRAMINCs TV OPENING i 0151. 3/4" OSB RO 4S W 24 D I 7 MANTLE STUB OSB 3' 3 DBL 3/ OSB INTO TV . NIC1 -�E DE T 9 SCALE: 1/4" = 1' - 0 " + (3) 2Xfv 1 l I I ♦ 4 112 c C . 4 _ F/P FACE III ,n I I I I D BL 2 X& w I I + 3 .. 2o2o SKYLT. W/L AM. SAF. GL. 2xro CURB — EA. SIDE R21 UL ATION 3 .SKYLT. +CrONS ICTION 9 SCALE= I/4" a 1 ' -m" UPPER FLR. IE• co 2Xfo STUDS 016 O.G. W/ R - 21 INSULATION ' UPPER FLOOR MAIN FLR. e. • f 2X4 TRT'D MUD SILL MAIN FLOOR a � • v z � n 8 4 3� ID3 r �1 W 1�) N L u N 0 •0 c{1 lu cq mo Z �--- ALL FOOTI TO BEAR ON UNDISTURBED SOIL - MIN. 2000 lbs. P.S.F. , �•Y L 1/2 " OSk3 DBL TOP PLATE ; Arl. ��Li3 ►� C3 ISPO!► C�l H z w IL O w O � d . d) H V LU N Z Q �l n, � Mq 7 BILE NO: 4014 -S Cl IL R -30 INSUL AT ION--*'' � 5/8" W.5 CEILI 5ES IK 2 1 r 7 I IM \ 3/ " Cs It LYWOOD SUBFL R JOIST PER PLAN 5/8" TYPE 'X' G. W.B. ON WALLS t CEILING UNDER STAIRS 2X MOCKING 3/4" T4G PLYWOOD JOIST PER PLAN + TOP t BTM. OF RUN SUBFLOOR r'� 1. WO FELT UNDER GHOR POSTS ALL POSTS TOP 4 E3TM. -c SHEET g OF i 1 N DIRECT WIRE FIREPLACE FOR FAN. DISCONNECTED SWITCH LEG TO HANCs 15EHIND FOR OPT. HOOKUP. OUTLET AND TV JACK TO BE INSIDE OF TV NICHE LIGHT FIXTURE IF OPT. DOOR IS USED II �� II it II II II II II II II — I II II II � .d2•• I I GR DR OPEN'R OPT EXT. SPOT AND PLUG ON FAMILY ISM SIDE WITHIN 3'-V OF SLIDER m 9 � r a� � .J 0• v► v . • ('l tu cz cz H Z U1 W Q n � (L U w �m V H V lU J LU iL Z Q 17 FILE NO: 1 4fo 14 SHEET .. � -- - ....•., _ .... �..e,- ..�...... fir.... •..o :... - -- — - -- — - - - - - - �''� i d10 "' is k IU 'q ,a Z dl 3 r u 0 • 1 ,SUN 2 5 AS WIL SEE SHEET 4 FOR J015T /CAN LOCATIONS r Sao v -"v 1 1AAA4L r I j I mi I OF IN FLOOR ELEG TRICA L A � RECESS WATER . BOX LOCATION � � � _CEILING FAN O EXH. CEILING v Or- G.F.I. DUPLEX OUTLET FAN MOUNTED GROUND FAULT Tv CABLE � �CsF.I. DUPLEX OUTLET LOCATION +42" CsROl1ND FAULT 1 PHONE TELEPHONE .Ar ELECT. Sli11TGH CHIME DOOR BELL ELECT. SWITCH CHIME THREE WAY o- P.B. DOOR BELL ELECT. SWITCH BUTTON 'FOUR WAY SMOKE LIGHT FIXTURE DETECTOR WALL MOUNTED O ELECTRICAL � LIGHT FIXTURE .!UNCTION GEILINCs MOUNTED I/2 pUPLEX OUTLET � LIGHT FIXTURE NOT HALF HOT RECESS CAN DUPLEX OUTLET THERMOSTAT WALL MOUNTED 4& 2�0V C�UTLE T X20 VOLTS w-j KE Y 1C GAS VALVE E1' .�. IF Cs. FUEL GAS W.P. DUPLEX OUTLET � ,N$ WATER N09E BIB CsF.I. WATERPROOF GROUND FAULT +- C, w. GOLD WATER ROGATION OF IN FLOOR ELEG TRICA L P N x SEE 8�EA1�1�4LL LEGM0, 04EET 16 61" SEE STRAP LECAM, STET "SI" RE SLOPED CEILING DARD REC. CANS UPPER FLOOR ELEC:TRICAL a rM IS2 w4 � z � � 0 i �w� N (V : 4999 l , r f a i •• m lu w 1 � T i C JUN 2 5 2COlt 0 10 � 1 , , .00- r 4v j M r H Z U.l 'Lu LU Q )Palo 'Q 4 (L F U W t 'Q V Q� H V W ul J fL ::3 Q[ lU IL f% 4 ot Q 4� 400 4T F �4 p FILE NO& 1 4614 1 SHEET 1 2 OF :: RECESS WATER =- BOX LOCATION � +' -CEILING FAN O � G.I. D UPLEX OU FAN MOUNTED ROUND FAULT 7v GABLE GF.I. � DUPLEX OUTLET LOCATION •42" GROUND FAULT � PHONE TELEPI - LONE .w ELECT. Su11TGH GRIME DOOR BELL ELECT. SWITCH CHIME THREE WAY �. P.B. DOOR BELL ,w ELECT. SWITCH BUTTON FOUR WAY Q S.D. SI"IOKE SIGHT FIXTURE DETECTOR WALL MOUNTED ELECTRICAL � LIGHT FIXTURE JUNCTION CEILING MOUNTED 112 DUPLEX OUTLET LIGHT FIXTURE HOT WALF HOT RECESS CAN DUPLEX OUTLET THERMOSTAT WALL MOUNTED @0 220v OUTLET X20 VOLTS —(KEY GAS VALVE KEY s-- F.G. DUEL GAS W.P. DUPLEX OUTLET H.B. WATER HOSE BIB G.F.I. WATERPROOF GROUND FAULT '+— G.W. COLD WATER I nrntiiv.i FILE NO& 1 4614 1 SHEET 1 2 OF :: NERVISTRAL BELOW POOR THRESHOLD 0 4 BARS AT Ib'' O.C. STAIRWAYS TO BE BUILT = a PER T 91 UBC CHAPTER 10 SECTION 1003.3.3 WINDIW3 STAIRWAYS TO BE BUILT PER THE 91 UBC CHAPTER 10 SECTION . . I ( Z A cq t!� • • cal r 3/ (( r —0 t OPENINGS SHALL HAVE AT TOP E BOTTOM INTERMEDIAT RAILS OR AN ORNAMENTAL PATTERN CONTI RAIL NOTCH TOP OF 6UCH THAT A SPHE 4" 2 x S HAND RAILS TO BE BUILT .MAX •� lPER 9l UBC SEC 1003 3 3 Fn � Al 13 U5 -- �x �IREBLOr`KIN�s 34" T J 3 " ABOvE IN D I A. CANNOT PASS THROUGH. 3 1/2 x 3 FOR D M". NOSI A I PER THE 9l UBC SEC 5093 TOP PLATES w Q TREADS I I I . - • � _ � ' • I I I _ , . �EvEL vID ING z cA 5/8 TYPE .� x (0 O \ v 9" MIN CA TREAD > _ 1 x 2 TRIP"'" 1 E I x8 2X4 NAILER RISER PANEL BOX r TER C OL f ✓ se TYPE 'X' G.W.B. _ AREA BENEATH STAIRS 4 STUDS . .. - - 2x �IREBLOCKI�t� �► ..",T 1�" O.C. , TOF t BTM. OF RUN * FIREBLKG. REO'D. r ALONG STRINGER 13E TWE EN EA. STUD STO'%IR JO-".GK CUT TY1 � 2x12 S TAIR JACKS 2X4 THRUST BLOCK S STAIR SE CTI ON DETA ICI 3/411=11_O11 t (2)2x8• I AT EACH SIDE 2 x 4 PRESSURE TREATED SILL w/ 1/2" ANCHOR BOLTS G � VON py , C�� PQ �KO�ti� 2 x 4 STUDS AT Ib" O.G. SECTION T r qy �t1 pFk �Q, 1 x 2 TRI `• 2 1/4 BEVEL SID SHE ATH INr EXTERIOR --� 2 x 8 1�,d,iLER 5/8" TYPE x G.U1.B. PANEL BOX INTERIOR CLEAR NERVI! PLAN N awl 4 4 f 1111111111111 , lU '&_l � t LE Ito: 4614 -DI 2 6 ELECTRICAL METER FRAI'11NCs 4 SHEET OF: !. 1 ; c L s j a A s a '. .. .. . :♦ .. ..., "tn ..=w . � d.a . _.yy... '1J► .•ar.. ... a... �♦ •.yA,.A�wr a',w•, GENERAL STRUCTURAL NOTES 1, A NA N ALL PLYWOOD SHALL BE AMERICAN PLYWOOD ASSOCIATION "CDX" RATED SHEATHING OR BETTER, AND SHALL BEAR THE STAMP OF AN APPROVED TESTING AGENCY. LAY UP PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. STAGGER JOINTS. ALL NAILING, COMMON NAILS. WHERE SCREWS ARE INDICATED FOR WOOD TO WOOD ATTACHMENTS, USE WOOD SCREWS. ALL PLYWOOD SHALL BE OF THE FOLLOWING NOMINAL THICKNESS, SPAN /INDEX RATIO AND SHALL BE ATTACHED AS FOLLOWS UNLESS NOTED OTHERWISE: USE: THICKNESS: SPAN /INDEX RATIO EDGE ATTACHMENT: INTERMEDIATE ATTACHMENT: ROOF 1/2" 32/16 8d at 6" O.C. 8d at 12" O.C. SHEAR WALL 1 /2" 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 /321 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— II —B--1 OF THE UNIFORM BUILDING CODE. WOOD CONNECTORS SHALL BE AS MANUFACTURED BY SIMPSON STRONG —TIE COMPANY, INC. OR OTHER MANUFACTURER WITH CURRENT AND EQUIVALENT I.C.B.O. APPROVAL. THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. 'THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO, BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.. THE STRUCTURAL ENGINEERING SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES FOR PROCEDURE OF CONSTRUCTION, OR THE SAFETY .PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH STANDARDS SHALL 8E 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. UILQING CODE: 1997 EDITION OF THE UNIFORM BUILDING CODE, AS AMENDED BY LOCAL JURISDICTION. w 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. WIND LOAD = 80 MPH WIND SPEED, EXPOSURE B. SEISMIC ZONE 3 (Z = 0.30 ) NUNDATIONS: 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. 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 j ALLOWED UPON STRUCTURAL ENGINEER'S APPROVAL. UNLESS APPROVED OTHERWISE IN WRITING BY THE ARCHITECT, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND BY CONTROL JOINTS (KEYED OR SAW CUT), AS SHOWN ON THE FOUNDATION PLAN, SUCH ,. THAT THE ENCLOSED AREA DOES NOT EXCEED 225 SQUARE FEET. KEYED CONTROL JOINTS NEED ONLY OCCUR AT EXPOSED EDGES DURING POURING, ALL OTHER JOINTS MAY BE SAW CUT. 'FLY ASH — IF PERMITTED BY ARCHITECTURAL SPECIFICATIONS, SHALL BE LIMITED TO 18% OF CEMENTIOUS 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. REINEQRQING: ASTM A615 (Fy = 60 KSI) DEFORMED BARS FOR ALL BARS J5 AND LARGER. ASTM A615 (Fy = 40 KSI) DEFORMED BARS FOR ALL BARS #4 AND SMALLER. NO TACK WELDING OF REINFORCING BARS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH THE STRUCTURAL ENGINEER. LATEST A.C.I. CODE AND DETAILING MANUAL APPLY. CLEAR CONCRETE COVERAGES AS FOLLOWS: CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" EXPOSED TO EARTH OR WEATHER HEADED STUD FILLET WELD SIZE, "S" #6 OR LARGER 2" #5 AND SMALLER 1 1/2 ALL OTHER PER LATEST EDITION OF ACI 318. 7" PUCES IN CON LAP SPLICES, UNLESS NOTED OTHERWISE, SHALL BE CLASS "B" TENSION LAP SPLICES PER LATEST EDITION OF A.C.I. 318. STAGGER SPLICES A MINIMUM OF ONE LAP LENGTH. ALL REINFORCING SHALL BE CHAIRED TO ENSURE PROPER CLEARANCES. SUPPORT OF FOUNDATION REINFORCING MUST PROVIDE ISOLATION FROM MOISTURE/ CORROSION. ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY THE STRUCTURAL ENGINEER. PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS AND INTERSECTIONS PER TYPICAL DETAILS. REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS. ALL BARS PER 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. HE 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/ FILLET THICKNESS OF DRYPACK DOES NOT APPLY ,STRUCTURAL STEEL: C ALL BOLTS SHALL BE ASTM A307, UNLESS NOTED OTHERWISE. ALL CONSTRUCTION PER LATEST AISC HANDBOOK. ALL EXPANSION AND EPDXY BOLTS TO HAVE I.C.B.O. RATING FOR MATERIAL INTO WHICH INSTALLATION TAKES PLACE. ALL BOLTS, ANCHOR BOLTS, EXPANSION BOLTS, ETC., SHALL !BE INSTALLED WITH STEEL WASHERS AT FACE OF WOOD. 02 LAP SCHEDULE FOR REINFORCING tsTEEL. W Z�: o� v ALT DIAMETER VERT BOLT EMBEDMENT LENGTH HORIZ BOLT EMBEDMENT LENGTH HEADED STUD FILLET WELD SIZE, "S" 1/2 7" 4" 1 /4 w 5/8" 7" 4" 5/16" 3/4" 7" 5" 5/16" r CN YI 2 l 2 ILL. T01NAfiD5 EMBEDMENT . ANCHOR TYPICAL ANCHOR BOLT, AND EXPANSION BOLT SCHEDULE. VIT W SCALE ANCHOR HEADED STUD SIMILAR 3 PLYWOOD WEB JOIST (TJI TYPE): DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST EDITION I.C.B.O. REPORT NER -200. CONNECTIONS AND BEARING MATERIAL TO BE SHOP CONNECTED TO JOISTS AND DESIGNED AND FURNISHED BY JOIST FABRICATOR. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM = L/480. (FLOOR TOTAL LOAD MAXIMUM = L/240. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS WITH DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER FOR REVIEW PRIOR TO MANUFACTURE. ADDITIONAL JOISTS SHALL BE SUPPLIED AS REQUIRED TO SUPPORT MECHANICAL EQUIPMENT. PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS STATED IN THE GENERAL STRUCTURAL NOTES OR AS LOCATED ON PLANS. BRIDGING SIZE AND SPACING BY TRUSS MANUFACTURER UNLESS NOTED OTHERWISE. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION 4 DRAWINGS AND DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER FOR REVIEW PRIOR TO MANUFACTURE. CALCULATIONS AND SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED AT BEARING POINTS. ALL CONNECTORS SHALL HAVE CURRENT I.C.B.O. APPROVAL. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION t 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 PL.F) 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. :Y ' 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 2321.40 C Ty GF , . TUKWoLA s - ; A F;) AEU , JUN 2 ui CLASS B TENSION SPLICE LENGTHS COMP. BARS CONC. PSI f'c= 2,500/3,000 PSI f'c =' 4,000 PSI f'c = ALL BAR LOCATION REGULAR TOP REGULAR >3db >6db TOP >3db >6db — STD LAP ENCLOSED W /SPIRAL TIES SPACING do SIZE 3db >6db >3db >6db #3 16" 16" 21 " 21 " 16" 16" 18" 18" 12" 12" 14 22" 22" 28" 28 " 19" 19" 24" 24" 15" 12" #5 27" 27" 35" 35" 23" 23" 30" 30" 19" 14" J6 35" 32" 48" 42" 31 " 28" 40" 38" 23" 17" #7 48" 38" 63" 49" 42" 33" 54" 42" 26" 20" 18 63" 43" 82" 58 " 55" 37" 71* 48" 30" 23 " #9 80" 48" 104" 83" 69" 42" 90" 55" 34" 25" #10 102" 58" 132" 76" 88" 50" 114" 65" 38" 29" i11 128" 71" 162" 93" 108" 62" 140" 80" 42" 32" . 1 • TOP BARS ARE ANY HORIZONTAL BARS PLACED SO THAT MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE REINFORCEMENT. 2. UNLESS NOTED OTHERWISE, LAP SPLICES IN CONCRETE BEAMS, SLABS, WALLS, AND FOOTINGS SHALL BE CLASS " B " TENSION LAP SPLICES do LAP SPLICES IN CONCRETE COLUMNS SHALL BE COMPRESSION SPLICES. 9 ; z Z { cf) so w � ■ 4 Lu I z � t r W a N co) � O W N o 15 vs^ 1 0 M� � �z Z ' 0 3 ° W z a ° 0 V co) � o0 ui ? o� � V a LLJ 04 ix CL J. wnitwi airtutoiurv%L ENGINEER IF CENTER TO � J CENTER SPACING OF REINFORCEMENT IS LESS j THAN OR EQUAL TO 3 BAR DUIMETERS ( <3db). � � � Zo CL c • 1. FACE OF WALL, TOP OF WALL, COLUMN, ETC. 2. 2" MIN. STANDARD HOOK OR BOLT HEAD, TYP. EXPANSION BOLT I. PLATE, ANGLE CHANNEL, ( EPDXY BOLT SIMILAR ETC r m' R �F E ��FO Q CL � V >= MAr T,,K � , W 2 5 uj JM 20 < cp c PL ENTE c to co cc ' SHEET N0. 11=11MI moo r• S1.0 PROJECT N0. IM� 11,031 i Y' �f w �^ '� .. ., , .. ,. _ ,.... ... .. ... �. _. - - - -- ---- ...n�wr�. -- -- �......�..r..r+rw_ 'rrnr. - —- � -s :.:4:....r..au:...,..�.: .. �:a�.:_3.3.:7t`L�l:'�:?� "N�1'. r . E+�'"•�tK ""�,..'L*w.i� "�eu�`!st`/i�'•rr, a.�..-sir• . . Iz% dft 9 ; z Z { cf) so w � ■ 4 Lu I z � t r W a N co) � O W N o 15 vs^ 1 0 M� � �z Z ' 0 3 ° W z a ° 0 V co) � o0 ui ? o� � V a LLJ 04 ix CL J. wnitwi airtutoiurv%L ENGINEER IF CENTER TO � J CENTER SPACING OF REINFORCEMENT IS LESS j THAN OR EQUAL TO 3 BAR DUIMETERS ( <3db). � � � Zo CL c • 1. FACE OF WALL, TOP OF WALL, COLUMN, ETC. 2. 2" MIN. STANDARD HOOK OR BOLT HEAD, TYP. EXPANSION BOLT I. PLATE, ANGLE CHANNEL, ( EPDXY BOLT SIMILAR ETC r m' R �F E ��FO Q CL � V >= MAr T,,K � , W 2 5 uj JM 20 < cp c PL ENTE c to co cc ' SHEET N0. 11=11MI moo r• S1.0 PROJECT N0. IM� 11,031 i Y' �f w �^ '� .. ., , .. ,. _ ,.... ... .. ... �. _. - - - -- ---- ...n�wr�. -- -- �......�..r..r+rw_ 'rrnr. - —- � -s :.:4:....r..au:...,..�.: .. �:a�.:_3.3.:7t`L�l:'�:?� "N�1'. r . E+�'"•�tK ""�,..'L*w.i� "�eu�`!st`/i�'•rr, a.�..-sir• . . Iz% � 2 3 NA TYPICAL FOUNDATION STEM WALL 1Q1 scams: N.T.S. (1) rod -(10) ivy SCALE: N.T.S. i ( 1. (3) 2. 1. BASE PLATE NAILING PER TOOLED EDGE 4. ( SHEAR WALL SCHEDULE SLAB WHERE OCCURS (2) ( l6d 0 6* O.C. (4) (10) 1 FLOOR SHEATHING 14 HOOKED DOWELS ® 24" (2) A. FLOOR JOISTS PER PIJW ( 2. 5. BLOCKING 0 48" O.C. (5) ° 6. (2) #4 BAR CONTINUOUS (6) d (AT TOP) PROVIDE #4 AT 10" A.C. HORIZ. (7) � 7. 5/8" DIA. A.B. SPACING PER SHEAR • a z WALL SCHEDULE � `off g, #4 AT 24' O.C. (MAX.) � ALTERNATE BENDS ( -' 9. (2) #4 BARS CONTINUOUS (9) ° 100 EDGE NAILING CONCRETE SLAB ON GRADE ' 11. 2x CONTINUOUS RIM ;,�; _- - •- 73 #4 HOOKED DOWELS AT 24 TYPICAL STEM R/1L.L WIDTH. V LINO ` TYPICAL FOUNDATION STEM WALL 44 ^ fn% a0 o a ( 5 ) ivy SCALE: N.T.S. i WOOD STUD WALL FOOTING �� scuF: N.T.S. /I1 I c (1) (2) (e) (9) (10) W 1. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. FLOOR SHEATHING 3. FLOOR JOISTS PER Pl1W 4, (2) #4 BAR CONTINUOUS (AT TOP) PROVIDE #4 AT 10' O.C. HORIZ. 5. 5/8" DIA. A.B. SPACING PER SHEAR WALL SCHEDULE 6, �#4 AT 24" O.C. (MAX.) ALTERNATE BENDS 7, (2) #4 BARS CONTINUOUS 8. EDGE NAILING 9. 2x CONTINUOUS RIM 10. A 6d 0 6' O.C. TYPK:AI. STEM WALL WIDTH: 8' LINO NOTE: 1. CORNER BARS SAME SIZE do 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 ( ( 1. CONCRETE SLAB ON GRADE 2. STUD WALL BEYOND (4) 3. TOOLED EDGE 4. ( SLAB WHERE OCCURS _ =� 5. ( FOOTING WITH REINFORCING (5) 1. WOOD STUD WALL 14 HOOKED DOWELS ® 24" (2) O.C., ALTERNATE BENDS ( 2. 5/8" DIAMETER ANCHOR B ( BOLTS SPACING PER SHEAR (4) WALL SCHEDULE 3. 2x BASE PLATE .4. CONCRETE SLAB ON GRADE - r ;,�; _- - •- 5. #4 HOOKED DOWELS AT 24 C' l ° n .-- (8) O.C., ALTERNATE BENDS ac a0 o a ( 5 ) 6. SHEATHING AND NAILING PER - SHEARWALL SCHEDULE . 8 7. FINISH GRADE OR CONCRETE r W ° SLAB AS OCCURS 8. CONCRETE STEM WALL AND 3" CLR (9) FOOTING 9• (2) #4 BARS CONTINUOUS TOP AND BOTTOM WOOD STUD WALL FOOTING �� scuF: N.T.S. /I1 I c (1) (2) (e) (9) (10) W 1. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. FLOOR SHEATHING 3. FLOOR JOISTS PER Pl1W 4, (2) #4 BAR CONTINUOUS (AT TOP) PROVIDE #4 AT 10' O.C. HORIZ. 5. 5/8" DIA. A.B. SPACING PER SHEAR WALL SCHEDULE 6, �#4 AT 24" O.C. (MAX.) ALTERNATE BENDS 7, (2) #4 BARS CONTINUOUS 8. EDGE NAILING 9. 2x CONTINUOUS RIM 10. A 6d 0 6' O.C. TYPK:AI. STEM WALL WIDTH: 8' LINO NOTE: 1. CORNER BARS SAME SIZE do 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 ( ( 1. CONCRETE SLAB ON GRADE 2. STUD WALL BEYOND (4) 3. TOOLED EDGE 4. FINISH GRADE OR CONCRETE SLAB WHERE OCCURS _ =� 5. CONCRETE STEM WALL AND FOOTING WITH REINFORCING (5) CONTINUOUS FROM BEYOND 6• 14 HOOKED DOWELS ® 24" O.C., ALTERNATE BENDS 1. 2X. BLOCKING R . P 2. FLOOR JOISTS PER UW 1 10d04'O.C. 1111111 4. MAIN FLOOR BEAM PER PLAN �� WN �� *' Fs 5. FLOOR SHEATHING 6, POST PER PLAN. CONNECT TO BEAM WITH SIMPSON AC CLIP OR WOOD CLEAT. ATTACH TO SIMPSON A2 FOOTING WITH 7. CONCRETE FOOTING PER PLAN. a JZ TYPICAL INTERIOR SPREAD FOOLING 103 � SCALE: N.T.S. Z �w ao _ WOOD STUD WALL FOOTING AT, OPENING 1 05 SCALE: N.T.S. 2 G 1. CONCRETE SLAB ON -(2) (3) 2. (1) #4 BAR (4) C ONTINUOUS OP BO TTOM T EDGE 4. CONCRETE SLAB OR FINISH . � ■1 i �� �� .� r r. .ter G OCCURS �vv NTS 1 a' ui 3 'l f ONE. z 1. WOOD COLUMN . 2. COLUMN BASE - �� --� • 0 3. FINISH GRADE OR CONCRETE o SLAB WHERE OCCURS W c 4 ii. ui 4. 12" SQUARE CONCRETE `l. PEDESTAL .5. CONCRETE FOOTING 6. #3 TIES AT 8 O.C. 7. `' 4 4 HOOKED DOWELS 04 8. CONCRETE SLAB ON GRADE m co NOTE: W 3 4 SEE ARCHITECTURAL DRAWINGS .i- F OR COLUMN COVER AS '� M !" '� co OCCURS T o r ;Z .3o 40 Z cn QTY 6F A v I 'rkUYtU Lu m ... cc C� } o p JUN 2 q 2Qn66 o a W As Rio � t� a L0 W N h - ............. Q z 1. SIMPSON PB POST Q BASE 1- 2. WOOD COLUMN � Z o r �t CONCRETE LAB LL J o im 3 CO S � Lo S 4. CONCRETE FOOTING :� c Z .. r c.n rLA" PLAN - CORNER REINFORCING IN CONCRETE FOOl1NG, STEM OR WALL 1 07 SCALE: N.T.S. SCALE: N.T.S. WOOD COLUMN FOOLING 10 SW: U.S. a n � �3 LIL O UJ Z� >J.L` Jt7 rynR �ij��EO W a j 4c Z �U - MgrPSZ >-c wa a Rftrct,. m co � I FMO UL SHIEET NO. S1.1 PROAEM i+0. 11,031 S . . CONCRETE TURNDOWN ,� WOOD COLUMN FOOTING { *coi 4 1.% - � p 3 1 7 r WOOD JOIST AT WOOD STUD WALL 201 CA LE: N.T.S. iA mc n WOOD JOIST AT WOOD STUD WALL NOT USED SCALE: N.T.S. 14% (3) (4) . (5) BASE PLATE NAILING PER SHEARWALL SCHEDULE 1. BASE PLATE NAILING PER FLOOR SHEATHING _(g) 1 WOOD FLOOR JOISTS PER SHEARWALL SCHEDULE 1. BASE PLATE NAILING PER a• SHEATHING AND WULING 2. FLOOR SHEATHING (1) SHEARWALL SCHEDULE (2) 5. BEAM PER PLAN 3. WOOD FLOOR JOISTS PER (2) 6 � 2• FLOOR SHEATHING 7. SIMPSON IU HANGER PLAN 3• 2X BLOCKING 0 24" O.C. A - 1. 4. 2x CONTINUOUS RIM WITH 4. 2x CONTINUOUS RIM WITH (2) 10d PER JOIST 6) SHEARWALL SCHEDULE (2) 1 O PER JOIST (3) (g) 5. SHEATHING AND NAILING 2. 5. WOOD FLOOR JOISTS PER (4) (7) PER SHEARWALL SCHEDULE ( 7) PLAN 2X BLOCKING 0 24" O.C. 6. 16d 0 6' O.C. . 2 (6) EACH SIDE, 018) 6. SHEATHING AND NAILING 4. 7. SHEAR PANEL EDGE NAILING . ( 1 ) PER SHEARWALL SCHEDULE TYP. ' . , (2) (2) 3. PLYWOOD FILLER 4) 5. 8. SHEAR PANEL EDGE _ 5) ,NAILING 7 r WOOD JOIST AT WOOD STUD WALL 201 CA LE: N.T.S. iA mc n WOOD JOIST AT WOOD STUD WALL NOT USED SCALE: N.T.S. 14% (3) O � m w � � a H .l . T r j 1 WOOD JOIST AT WOOD BEAM BELOW (4) . 1. BASE PLATE NAILING PER SHEARWALL SCHEDULE 2. FLOOR SHEATHING _(g) 1 WOOD FLOOR JOISTS PER PLAN a• SHEATHING AND WULING (5) PER SHEARWALL SCHEDULE 5. BEAM PER PLAN 6. EDGE NAILING 7. SIMPSON IU HANGER O � m w � � a H .l . T r j 1 WOOD JOIST AT WOOD BEAM BELOW WOOD JOIST AT WOOD BEAM BELOW SCALE: N.T.S. tjuiL i -ur ruo i PERPENDICULAR TO WALL Ii- 1. BEAM SPLICE AS OCCURS 2. WOOD BEAM PER PLAN 3, SIMPSON AC TYPE POST CAP d. W000 COLUMN PER PLAN (i (2 (a) 1. 'WOOD STUD WALL 2. CONTINUOUS 2x WITH 16d NAILS 0 12" O.C. I WOOD BEAM 4. SHEATHING AND NAILING PER SHEARWALL SCHEDULE (3 WOOD BEAM AT WOOD COLUMN WOOD STUD WALL A r t JZZ� co do 06 � s Ix W N co) o o v�^ 0 M � Z O °' to W � � > 0 0) co) 4 V a � N a � NOTE: 1 1 1 SCALE: N.T.S. . Y Y� - 1. BASE PLATE NAILING PER 6) SHEARWALL SCHEDULE ( 4) 1. 6x SAWN OR 5 1 A 2. FLOOR SHEATHING GLB I , - �) 3. 2X BLOCKING 0 24" O.C. . 2 (6) EACH SIDE, 4. BEAM PER PLAN . ( 1 ) ( TYP. ' . , (2) (2) 3. PLYWOOD FILLER 4) 5. WOOD FLOOR JOISTS PER PLAN 4. 4x SAWN OR 3 1 /8 jG� 6. SHEATHING AND NAILING PER SHEARWALL SCHEDULE 7 EDGE NAILING i (3) (3) UP, OF TUKW'IIA APPROVED _ J U N 2 5 ZG�� AS NO I Lid WOOD JOIST AT WOOD BEAM BELOW SCALE: N.T.S. tjuiL i -ur ruo i PERPENDICULAR TO WALL Ii- 1. BEAM SPLICE AS OCCURS 2. WOOD BEAM PER PLAN 3, SIMPSON AC TYPE POST CAP d. W000 COLUMN PER PLAN (i (2 (a) 1. 'WOOD STUD WALL 2. CONTINUOUS 2x WITH 16d NAILS 0 12" O.C. I WOOD BEAM 4. SHEATHING AND NAILING PER SHEARWALL SCHEDULE (3 WOOD BEAM AT WOOD COLUMN WOOD STUD WALL A r t JZZ� co do 06 � s Ix W N co) o o v�^ 0 M � Z O °' to W � � > 0 0) co) 4 V a � N a � NOTE: 1 1 1 1. WOOD STUD WALL (2) 2. WOOD HEADER PER PLAN co (3) 3• (2) 16d TOENAILS EACH W Lo p I= J SIDE, EACH END � � � O Q () 4' (2) 16d AS SHOWN a � •- O 1- 5. RUN VERTICAL STUDS UP 0 4 ( PAST HEADER AS SHOWN -J Z 3 LL 0 s. (z) 16d o 12" O.C. uj J � J C'3 (6) 7. 16d 0 1 z' O.C. Lu a y Q Z STAGGERED BOTH SIDES � W ca U 8. DOUBLE STUDS UNDER ��RjFT � t, C• < HEADER BEARINGS FOR '�. � C =>. � OPENING WIDTHS GREATER � a •� ; TFWV 5' -0' 2 '� � ;,� � � � V v `� SHEET N0. - t (, -- ROUGH OPENING WIDTH 62 T WOOD BEAM WOOD HEADER M° "°. SME: N.T.S. � S�CALZ.N.T.S. � 11,031 1 a Ift �.�.s..�Ir. r. A�..S........r.. _ - ..a11r.. • .al. x .....� -. .. -� 1 r • •�."'.� .. r 7r .�• Tr 1C •� �... T ,'�.. ,.'. . ' ,• ��--. _`� �.-� -. - , . .�- . _ - _ _ .. w r • C r r 4-Co 14 4 SCALE: N.T.S. umi Y Y� 1. WOOD STUD WALL (2) 2. WOOD HEADER PER PLAN co (3) 3• (2) 16d TOENAILS EACH W Lo p I= J SIDE, EACH END � � � O Q () 4' (2) 16d AS SHOWN a � •- O 1- 5. RUN VERTICAL STUDS UP 0 4 ( PAST HEADER AS SHOWN -J Z 3 LL 0 s. (z) 16d o 12" O.C. uj J � J C'3 (6) 7. 16d 0 1 z' O.C. Lu a y Q Z STAGGERED BOTH SIDES � W ca U 8. DOUBLE STUDS UNDER ��RjFT � t, C• < HEADER BEARINGS FOR '�. � C =>. � OPENING WIDTHS GREATER � a •� ; TFWV 5' -0' 2 '� � ;,� � � � V v `� SHEET N0. - t (, -- ROUGH OPENING WIDTH 62 T WOOD BEAM WOOD HEADER M° "°. SME: N.T.S. � S�CALZ.N.T.S. � 11,031 1 a Ift �.�.s..�Ir. r. A�..S........r.. _ - ..a11r.. • .al. x .....� -. .. -� 1 r • •�."'.� .. r 7r .�• Tr 1C •� �... T ,'�.. ,.'. . ' ,• ��--. _`� �.-� -. - , . .�- . _ - _ _ .. w r • C r r 4-Co 14 4 SCALE: N.T.S. ■ 2 la % 4 i t lu 1, TRUSSES PER PLAN 2, SIMPSON A35 WITH 3 WAY BEND AT EACH TRUSS 3. PLYWOOD SHEATHING 4. EDGE NAILING 5. 2x BLOCKING WITH (3) 16d PER BLOCK 6. WOOD BEAM 7. 2x CONTINUOUS FASCIA WITH (2) 10d PER TRUSS WOOD TRUSS AT WOOD BEAM SCALE: N.T.S. VV! I c f -z% WOOD I RUSS TO"MiUi%.� GIRDER ,SOLE: N.T.S. (7) (8) t . z. 3. 4. 5. 6. 7. 8. (7) EDGE NAILING PLYWOOD SHEATHING (2) 10d PER STUD CONTINUOUS 2x LEDGER SIMPSON LU TYPE HANGER PREFABRICATED WOOD TRUSS 7x SOLID `BLOCKING WOOD STUD WALL ••� - t -' ;wvA ••b • OR SCALE N.T.S. SCALE: N.T.S. W NTS m 0 � 11,031 r 4 Col4 .. •. "h. : ��.}� � . •, � . �" J ,,.; fi x. - . •� _ _ � • _.ri r '+' _ '' _1' .... 2 ... i --�•.. .. _ _ .- - � r w ��„ .•r ,. eg ✓� . ..:•n"�"" rs. 4 - •.~ .. _ "._.. _�r11��iiii� '- '- - li�'� �_f __ - - - S il���r�IMi. rr .ir.��wiaa�rr.:+.� 'ti.ww�r.�• - ��.r••�.�r�. .. r�...-.+..... �-_... �.... w�._. �... rr�.. � .r.+`...«.Yr�..w.►.�.'. «...rr. - - -•rriYrla�/. w.w! ... . _ w. .' -.. :.'c /1 :� <� « �"�•� .�. �• (1) 1. TRUSSES PER PLAN (Z) 2. ROOF SHEATHING (3) 3. EDGE NAILING (4) 4• 2x BLOCKING WITH (3) (8) 16d PER BLOCK ; 5. SHEAR PANEL EDGE ' NAILING (7) ; 6. SHEATHING AND NAILING (5) PER SHEARWALL SCHEDULE (s) 7. SIMPSON H1 CLIP AT EACH TRUSS .. __._._... 8. CONTINUOUS FASCIA WITH (2) 10d PER TRUSS WOOD TRUSS AT WOOD STUD WALL %v/ ITT RIDGE VENTS r . . 11� � 1 ' �. 1_ ►1_ � TRUSS RIDGE SCALE: N.T.S. 1. EDGE NAILING 2. RIDGE VENTS 3. TRUSSES PER PLAN 4. PLYWOOD SHEATHING 5. 2x SOLID BLOCKING (f 06 M j � . ^�z V ♦m Y • 1. EDGE NAILING Am M Am i0r 1) 2• CONTINUOUS FASCIA WITH (2) Q N t g ;At 10d NAILS PER JOIST (2) r� s 3. 2x4 OUTRIGGER 0 24 " O.C. 4. (2) 1 Od NAILS PER TRUSS � IMPSON A35 CLIP AT EACH (3) 5 S ( 4) JOIST (5) g, GABLE END TRUSS P s SHEATHING AND NAILING PER U' Q� t SHEARWALL SCHEDULE ( 7. 16d 0 6" O.C. BOTTOM TRUSS CHORD TO WALL TOP PLATE m 8. 2x4 BRACE 0 48" O.C. WITH SIMPSON A35 CUP EACH END � + g. TRUSSES PER PLAN Z GABLE E ND TRUSS SCALE: N.T.S. x co ad d 1. 2X OR VALLEY SET OVER 3 tu FRAMING AT 24" O.C. • { 2. PREFAB WOOD TRUSS BELOW m (1) (2) 3. LINE OF PLYWOOD 1� z SHEATHING JOINTS 4. 2x8 LAYED FLAT OVER � PLYWOOD SHEATHING WITH ROOF SHEATHING 3 -16d TYPICAL AT EACH ' m J u 2 . EDGE NAILING W �- TRUSS. 5. SIMPSON A34 OR 2--164 TOE (4) 3. TRUSSES PER PLAN NAIL TYPICAL (8) (5) (8) 4. SIMPSON A35 a 5. 2 -16d PER BLOCK 1. PLYWOOD SHEATHING ON 6. 2X4 0 12" O.C. PRIMARY ROOF TRUSSES 7. SHEATHING ATTACHMENT SHALL BE CONTINUOUS. PER SHEAR WALL C r : (6) N 2. FOR CLARITY, SHEATHING OVER r" VALLEY FRAMING NOT SHOWN. 8. 1/2 NOM. APA RATED (�) SHEATHING. ATTACH WITH (j) „v 3. AT 2x OVER FRAMING USE . 8d NAILS AT 6 O.C. AT � THE FOLLOWING: PANEL EDGES AND 12" w 0 0 0 -4 ---- -- 2x4 MIN. O.C. AT INTERMEDIATE ,= M r- 2 Go '- ' ---- -- SUPPORTS. Q 4� 8 2x6 MIN. "� to 8--10 - r -r-- -- 2x8 MIN. Q 10' -12' ---- -- 2x 10 MIN. Z Q PLAN - TYPICAL VALLEY FRAMING AT PREFAB WOOD TRUSSES ui oN INTERIOR SHEARWALL co ; Q a: SCALE: N.T.S. �r r /, %w/ (a) CITY �in OF TA cc .- �•• APNRi�vtO � a 0 W JUN 2 5 2001t a N AS MO {ELI Bi_!tLM13 tN09t�' .�s 1. EDGE NAILING. Z O c co) J 2. PLYWOOD SHEATHING. UJ maos 0 LL a 3. PREFAB WOOD TRUSS. C � � O !LIJ 4. W000 STUD WALL W Z� 3 cr. 0 5 2 -16d PER STUD > J ui Z 16. SHEATHING PER SHEAR WALL r � W U � (� SCHEDULE ^ � R �� l / � o W '' SH �� P ERM1t %9ls3 woos rHutibts �� woos sTU� wA� �'E� "°.- 1. PLYWOOD SHEATHING 2. PREFABRICATED WOOD (g) TRUSS 3. EDGE NAILING 4. 2x BLOCKING WITH (3) 16d PER BLOCK 5. SIMPSON LU TYPE HANGER 6. PREFABRICATED WOOD TRUSS GIRDER WOOD I RUSS TO"MiUi%.� GIRDER ,SOLE: N.T.S. (7) (8) t . z. 3. 4. 5. 6. 7. 8. (7) EDGE NAILING PLYWOOD SHEATHING (2) 10d PER STUD CONTINUOUS 2x LEDGER SIMPSON LU TYPE HANGER PREFABRICATED WOOD TRUSS 7x SOLID `BLOCKING WOOD STUD WALL ••� - t -' ;wvA ••b • OR SCALE N.T.S. SCALE: N.T.S. W NTS m 0 � 11,031 r 4 Col4 .. •. "h. : ��.}� � . •, � . �" J ,,.; fi x. - . •� _ _ � • _.ri r '+' _ '' _1' .... 2 ... i --�•.. .. _ _ .- - � r w ��„ .•r ,. eg ✓� . ..:•n"�"" rs. 4 - •.~ .. _ "._.. _�r11��iiii� '- '- - li�'� �_f __ - - - S il���r�IMi. rr .ir.��wiaa�rr.:+.� 'ti.ww�r.�• - ��.r••�.�r�. .. r�...-.+..... �-_... �.... w�._. �... rr�.. � .r.+`...«.Yr�..w.►.�.'. «...rr. - - -•rriYrla�/. w.w! ... . _ w. .' -.. :.'c /1 :� <� « �"�•� .�. �• (1) 1. TRUSSES PER PLAN (Z) 2. ROOF SHEATHING (3) 3. EDGE NAILING (4) 4• 2x BLOCKING WITH (3) (8) 16d PER BLOCK ; 5. SHEAR PANEL EDGE ' NAILING (7) ; 6. SHEATHING AND NAILING (5) PER SHEARWALL SCHEDULE (s) 7. SIMPSON H1 CLIP AT EACH TRUSS .. __._._... 8. CONTINUOUS FASCIA WITH (2) 10d PER TRUSS WOOD TRUSS AT WOOD STUD WALL %v/ ITT RIDGE VENTS r . . 11� � 1 ' �. 1_ ►1_ � TRUSS RIDGE SCALE: N.T.S. 1. EDGE NAILING 2. RIDGE VENTS 3. TRUSSES PER PLAN 4. PLYWOOD SHEATHING 5. 2x SOLID BLOCKING (f 06 M j � . ^�z V ♦m Y • 1. EDGE NAILING Am M Am i0r 1) 2• CONTINUOUS FASCIA WITH (2) Q N t g ;At 10d NAILS PER JOIST (2) r� s 3. 2x4 OUTRIGGER 0 24 " O.C. 4. (2) 1 Od NAILS PER TRUSS � IMPSON A35 CLIP AT EACH (3) 5 S ( 4) JOIST (5) g, GABLE END TRUSS P s SHEATHING AND NAILING PER U' Q� t SHEARWALL SCHEDULE ( 7. 16d 0 6" O.C. BOTTOM TRUSS CHORD TO WALL TOP PLATE m 8. 2x4 BRACE 0 48" O.C. WITH SIMPSON A35 CUP EACH END � + g. TRUSSES PER PLAN Z GABLE E ND TRUSS SCALE: N.T.S. x co ad d 1. 2X OR VALLEY SET OVER 3 tu FRAMING AT 24" O.C. • { 2. PREFAB WOOD TRUSS BELOW m (1) (2) 3. LINE OF PLYWOOD 1� z SHEATHING JOINTS 4. 2x8 LAYED FLAT OVER � PLYWOOD SHEATHING WITH ROOF SHEATHING 3 -16d TYPICAL AT EACH ' m J u 2 . EDGE NAILING W �- TRUSS. 5. SIMPSON A34 OR 2--164 TOE (4) 3. TRUSSES PER PLAN NAIL TYPICAL (8) (5) (8) 4. SIMPSON A35 a 5. 2 -16d PER BLOCK 1. PLYWOOD SHEATHING ON 6. 2X4 0 12" O.C. PRIMARY ROOF TRUSSES 7. SHEATHING ATTACHMENT SHALL BE CONTINUOUS. PER SHEAR WALL C r : (6) N 2. FOR CLARITY, SHEATHING OVER r" VALLEY FRAMING NOT SHOWN. 8. 1/2 NOM. APA RATED (�) SHEATHING. ATTACH WITH (j) „v 3. AT 2x OVER FRAMING USE . 8d NAILS AT 6 O.C. AT � THE FOLLOWING: PANEL EDGES AND 12" w 0 0 0 -4 ---- -- 2x4 MIN. O.C. AT INTERMEDIATE ,= M r- 2 Go '- ' ---- -- SUPPORTS. Q 4� 8 2x6 MIN. "� to 8--10 - r -r-- -- 2x8 MIN. Q 10' -12' ---- -- 2x 10 MIN. Z Q PLAN - TYPICAL VALLEY FRAMING AT PREFAB WOOD TRUSSES ui oN INTERIOR SHEARWALL co ; Q a: SCALE: N.T.S. �r r /, %w/ (a) CITY �in OF TA cc .- �•• APNRi�vtO � a 0 W JUN 2 5 2001t a N AS MO {ELI Bi_!tLM13 tN09t�' .�s 1. EDGE NAILING. Z O c co) J 2. PLYWOOD SHEATHING. UJ maos 0 LL a 3. PREFAB WOOD TRUSS. C � � O !LIJ 4. W000 STUD WALL W Z� 3 cr. 0 5 2 -16d PER STUD > J ui Z 16. SHEATHING PER SHEAR WALL r � W U � (� SCHEDULE ^ � R �� l / � o W '' SH �� P ERM1t %9ls3 woos rHutibts �� woos sTU� wA� �'E� "°.- � 2 3 (g) (5) (11 (4) Mick 1. (2) STUDS 0 SHEAR WALL EDGES. (5) 1. (2) STUDS 0 SHEAR WALL EDGES. NAIL STUDS TO ADJACENT STUD NAIL STUDS TO ADJACENT STUD W/ 1 O 0 1 2" O.C. _. W/ 1Od 0 12" O.C. PANEL EDGE NAILING. ALSO NAIL PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE TO TOP PLATES SAME AS EDGE OF SHEAR WALL NAILING A OF SHEAR WALL NAILING SHEAR WALL SHEATHING. 'NAIL TO (2) ( 3) ..._._ 3. SHEAR WALL SHEATHING. INTERMEDIATE FRAMING 0 12" O.C. ,(1) 4. ANCHOR BOLT SEE SHEAR PANEL EDGE NAILING AT SILL PLATE (6) WALL SCHEDULE EDGE OF SHEAR WALL, 5. EDGE OF SHEAR WALL SEE FLOOR PLANS (3) SEE FLOOR PLANS CORNER, OR DOOR OR WINDOW ( 7) 6. HOLDOWN REQ'D BOTH EDGES OF PANEL EDGE NAIL SPACING SHEAR WALL RJ TYPE HOLDOWN REQ'D BOTH ' 7. TREATED SILL PLATE ` (6) EDGES OF SHEAR WALL ( 4 ) (11 (4) Mick 1. (2) STUDS 0 SHEAR WALL EDGES. NAIL STUDS TO ADJACENT STUD i a� W/ 1 O 0 1 2" O.C. R- 2. PANEL EDGE NAILING. ALSO NAIL z TO TOP PLATES SAME AS EDGE OF SHEAR WALL NAILING 3. SHEAR WALL SHEATHING. 'NAIL TO (15) INTERMEDIATE FRAMING 0 12" O.C. 4. PANEL EDGE NAILING AT SILL PLATE (16) 8. EDGE OF SHEAR WALL, SEE FLOOR PLANS 8. CORNER, OR DOOR OR WINDOW (17) 7. PANEL EDGE NAIL SPACING IS. RJ TYPE HOLDOWN REQ'D BOTH EDGES OF SHEAR WALL 9 9. PANEL EDGE NAIL SPACING 10. ANCHOR BOLT SEE SHEAR WALL SCHEDULE J 11. SHEAR WALL SHEATHING 12. RIM JOIST Y L 13. TREATED SILL PLATE U 14. HOLDOWN f ■ °' co J 15. (2) STUDS o 16. SOLE PLATE NAJUNG Lu 3 17. FLOOR SHEATHING �,,� } O i f , I z I v 401 SHEAR WALL DETAIL W/ SIMPSON TIE HOEDOWN N.TS 18" MIN_ r • v a v ic ME& 2x TOP PLATE CONTINUE HEADER TO END STUD 8d 0 3" O.C. EACH WAY ON HEADER SIMPSON STHD14 - INSTALL PER MANUFACTURER'S RECOMMENDATIONS (2) 1 O NAILS TO HEADER CORNER END STUD AS OCCURS (2) 2x STUDS OR 4x POST 8d 0 3" O.C. ALL PLATES, HEADERS AND STUDS 1/2* NOMINAL APA RATED SHEATHING �• 5/8" DIAMETER ANCHOR BOLTS - EMBED 7" MINIMUM WITH 2 "x2 "x3/16" .PLATE WASHER • (3) 2x PLATES - NAIL SHEATHING TO EACH PLATE 8d 0 3" O.C. INTO EACH PLATE i. TOP OF CONCRETE . MAX. HEIGHT OF PANEL IS 3.5 X WIDTH. RAISE CONCRETE STEM WALL AS REQUIRED TO MAINTAIN THIS ASPECT RATIO. ..JTE: ALL STUDS TO 8E DOUGLAS FIR J2 IN LATERAL RESTRAINT PANELS nuuwen tna i tnuca ffiwnurc uw. PH02 10 SDS 1/4X3 5/8 I PHDS 14 SDS 1/4X3 5/8 4 PHD6 18 SDS 1/4X3 7/8 0 (13) (14) (s) Brl1li_Dfl; 1 CONT. DOUBLE STUDS 4 SHEARWALL W W � n EDGES. NAIL STUDS TOGETHER 10d 0 � C) t M '* Go 12* O.C. = O v o w 1* 2. SHEARWALL SHEATHING CONT. FROM TOP � � Z< PLATE OF WALL TO SILL PLATE. IF NOT, CONE. CONTACT ENGINEER. NAIL TO Z � O 3 Z INTERMEDIATE FRAMING 0 12" O.C. Lu V 3. HOEDOWN REQ'D BOTH EDGES OF SHEARWALL LLJ „♦, � 4, PANEL EDGE NNUNG. ALSO NAIL TO TOP LOA. V a PLATES SAME AS EDGE OF SHEARWALL � NAILING �18) 5. PANEL EDGE NAIIJNG ON SILL PLATE a C4 6. EDGE OF SHEARWALL SEE FLOOR PLANS ATTACHED 7• CORNER OR DOOR OR WINDOW Z 8• PANEL EDGE NAIL SPACING � 9. SETUP TAPPING LAGS SCREWS z � � Q 10. PANEL EDGE NAIL SPRING a N c 13 t 11. SIMPSON SSTB ANCHOR BOLT /k c Q Z 3 = vt 12. WALL CSCHEDULE. EE SHEAR . # 4). � S wry,, ' Lu J 13. SHEAR WALL SHEATHING �R,y� ? � 4 LLJ a o U J 14. SOLE PLATE NAILING NrE W W U 15. RIM JOIST C3 >= co c" W a > ui ~ 16. TREATED SILL PLATE co co Y I FOUND 17. (DOUBLE STUDS SHEET No. � r 18. FLOOR SHEATHING Sim SHEAR WALL DETAIL W/ SIMPSON HOEDOWN LAMRAL RESTRAINT PANEL (� 60T, PLATE f� FLR. SUPPORTED BY IFDN WALL �E� NO. SW: N.T.S. _ _ N.T.S -- 1 , r . 4 i 4w-- •Vu. r ON 0 • 'w-0 4, -oft f, �' M 1�.y', :'►' t s • ,M�.�iiY�wi/.•4�Y... r'�.'� .t�. ,!'r�Ml�.� ""a.�w✓+, '! ~� •.�RaV i. %iEAR WALL DETAIL w/ SUPSON STRAP 11E HOEDOWN •FLOOR SUPPORTED BY FOIAVDATION � ui CITY w,u a. cF ru� W awituvtu . JUN 2 5 204 AS (7) (6) i a� ao ao w , z 9 9. PANEL EDGE NAIL SPACING 10. ANCHOR BOLT SEE SHEAR WALL SCHEDULE J 11. SHEAR WALL SHEATHING 12. RIM JOIST Y L 13. TREATED SILL PLATE U 14. HOLDOWN f ■ °' co J 15. (2) STUDS o 16. SOLE PLATE NAJUNG Lu 3 17. FLOOR SHEATHING �,,� } O i f , I z I v 401 SHEAR WALL DETAIL W/ SIMPSON TIE HOEDOWN N.TS 18" MIN_ r • v a v ic ME& 2x TOP PLATE CONTINUE HEADER TO END STUD 8d 0 3" O.C. EACH WAY ON HEADER SIMPSON STHD14 - INSTALL PER MANUFACTURER'S RECOMMENDATIONS (2) 1 O NAILS TO HEADER CORNER END STUD AS OCCURS (2) 2x STUDS OR 4x POST 8d 0 3" O.C. ALL PLATES, HEADERS AND STUDS 1/2* NOMINAL APA RATED SHEATHING �• 5/8" DIAMETER ANCHOR BOLTS - EMBED 7" MINIMUM WITH 2 "x2 "x3/16" .PLATE WASHER • (3) 2x PLATES - NAIL SHEATHING TO EACH PLATE 8d 0 3" O.C. INTO EACH PLATE i. TOP OF CONCRETE . MAX. HEIGHT OF PANEL IS 3.5 X WIDTH. RAISE CONCRETE STEM WALL AS REQUIRED TO MAINTAIN THIS ASPECT RATIO. ..JTE: ALL STUDS TO 8E DOUGLAS FIR J2 IN LATERAL RESTRAINT PANELS nuuwen tna i tnuca ffiwnurc uw. PH02 10 SDS 1/4X3 5/8 I PHDS 14 SDS 1/4X3 5/8 4 PHD6 18 SDS 1/4X3 7/8 0 (13) (14) (s) Brl1li_Dfl; 1 CONT. DOUBLE STUDS 4 SHEARWALL W W � n EDGES. NAIL STUDS TOGETHER 10d 0 � C) t M '* Go 12* O.C. = O v o w 1* 2. SHEARWALL SHEATHING CONT. FROM TOP � � Z< PLATE OF WALL TO SILL PLATE. IF NOT, CONE. CONTACT ENGINEER. NAIL TO Z � O 3 Z INTERMEDIATE FRAMING 0 12" O.C. Lu V 3. HOEDOWN REQ'D BOTH EDGES OF SHEARWALL LLJ „♦, � 4, PANEL EDGE NNUNG. ALSO NAIL TO TOP LOA. V a PLATES SAME AS EDGE OF SHEARWALL � NAILING �18) 5. PANEL EDGE NAIIJNG ON SILL PLATE a C4 6. EDGE OF SHEARWALL SEE FLOOR PLANS ATTACHED 7• CORNER OR DOOR OR WINDOW Z 8• PANEL EDGE NAIL SPACING � 9. SETUP TAPPING LAGS SCREWS z � � Q 10. PANEL EDGE NAIL SPRING a N c 13 t 11. SIMPSON SSTB ANCHOR BOLT /k c Q Z 3 = vt 12. WALL CSCHEDULE. EE SHEAR . # 4). � S wry,, ' Lu J 13. SHEAR WALL SHEATHING �R,y� ? � 4 LLJ a o U J 14. SOLE PLATE NAILING NrE W W U 15. RIM JOIST C3 >= co c" W a > ui ~ 16. TREATED SILL PLATE co co Y I FOUND 17. (DOUBLE STUDS SHEET No. � r 18. FLOOR SHEATHING Sim SHEAR WALL DETAIL W/ SIMPSON HOEDOWN LAMRAL RESTRAINT PANEL (� 60T, PLATE f� FLR. SUPPORTED BY IFDN WALL �E� NO. SW: N.T.S. _ _ N.T.S -- 1 , r . 4 i 4w-- •Vu. r ON 0 • 'w-0 4, -oft f, �' M 1�.y', :'►' t s • ,M�.�iiY�wi/.•4�Y... r'�.'� .t�. ,!'r�Ml�.� ""a.�w✓+, '! ~� •.�RaV i. %iEAR WALL DETAIL w/ SUPSON STRAP 11E HOEDOWN •FLOOR SUPPORTED BY FOIAVDATION � ui CITY w,u a. cF ru� W awituvtu . JUN 2 5 204 AS (7) (6) 1. � p 3 (2) 1A IN (7) A 1 i J ' S 8) (2 STRAP HOEDOWN AT SHEAR WALL ;i wol a= I 1:� D wava =I ;_&3 I V_ 1, Eo HOLD -DOWN STRAP AT WOOD STUD WALL 0 S N.T. 1. MULTIPLE STUDS (MIN. 2 U.N.O.) AT EACH END OF PANEL NAILED AS BUILT -UP POST - TYP. 2. WOOD STUDS 3. BHEATING MATERIAL. 4. BLOCKING REQUIRED AT SHEATHING PANEL JOINTS, �) TYPICAL. 5. SIMPSON STRAP PER SCHEDULE 6. HOLDOWNS AS OCCURS 7. ANCHOR BOLTS �. FIRST FLOOR LINE 5) 9. SECOND FLOOR LINE t B) 6) cl Ty OF TUB; ROVt1) CA`�' %j SHEAR WALL SCHEDULE s 1. WALL SHEATHING SIDES FA NEL FIELD FRAMING AT ADJ. BASE PLATE ANCHOR BOLT +FDN. SILL PLATE/ BLOCKING /RIM JOIST VALUE MARK CORNER OR DOOR, OR WINDOW ( (8) EDGE NAILING PANEL EDGES ATTACHMENT SPACING FLOOR BASE PLATE ATTACHMENT LB /FT MIN. THICKNESS ` NAILING 7, SIMPSON MST60 STRAP -WRAP C AROUND JOIST OR BEAM CENTER P1 -6 » 1/2 PW . ONE 10d 0 6 O.C. » 12 O.C. 2x 16d NAILS 0 fi O.C. 5/8 0 48 O.C. 2 SIMPSON A35 » 48 O.C. 278 P 1 - 4 1 2» / PW ONE » 1Od ®4 O.C. 12 » O.C. 2x 1 NAILS 6d 0 4" O.C. w 5/8 » � +� 24 O.C. . . 2x SIMPSON A35 0 4" O.C. .418 P1 -3 w 1/2 PW ONE � 1 Od 0 3 O.C. � 12 O.C. 2 16d NAILS 0 5/8 0 12 w O.C. 2 x SIMPSON A35 " 16 O.C. .545 PLATE O.C. , P - 2 1 /2 " PW ONE " od ®2 O . C . » 2 C 3x OR (2) 2x 2») 16d NAILS 5/8 "0 0 16" O.C. 3x SIMPSON A35 0 O.C. 713 o.c. SHEAR WALL SCHEDULE NOTES 1. FRAMING STUDS SHALL BE HEM FIRJ2 SPACED 0 16' O.C. t�U1X. THICKNESS OF STUDS TO BE 2X UNLESS NOTED IN SCHEDULE. 2. SHEATHING PANELS MAY BE IAYED VERTICAL OR HORIZONTAL. BLOCK ALL HORIZONTAL EDGES W/ 2X OR 3X BLKG. U.N.O. 3. ALL EXTERIOR WALLS NOT DESIGNATED AS SHEAR WALLS SHALL RECEIVE APA RATED SHEATHING, FULLY BLOCKED WITH MINIMUM EDGE NAILING OF 10d A 6" O.C. EDGE, 12' O.C. FIELD. 4. NAILING APPLIES TO ALL STUDS, 70P AND BOTTOM PLATES AND BLKG. 5. MINIMUM ANCHOR BOIf SPACING : 4' -0" O.C. UNLESS OTHERWISE SPECIFIED IN SCHEDULE) MINIMUM 2 ANCHORS PER WALL. PROVIDE 2 "x2 SQUARE WASHERS EACH ANCHOR. DO NOT RECESS BOLTS. 08 SHEAR -WALL SCHEDULE N.T.S cli 0 0 O� � a1 ALALAU Fi � W � �tD a � � � °s U ' 2N cr) W � LLJ NJ N to r O co W N o vo� 0 Go qr� M . H � ZQ Lu ' ��Z co � o0 my � C V e a a 1� W to co) X cL CM Lo � � J H LuQ3 UJ w w 'Ja a w 3� <w � co w < �xc� co) co co) SHEET NO. S1.5 MOJECT NO. 11,031 � rwr_ . .�a ., _�.�..,. - ..J. '.1La•. ...a -. _J �.f. - �.� _'.w'i _.r •7!!L.•: . Y..: , _ - - C �" _ �;. --.. ��. . - r, .... ;v.••v .Y'�''.�"'.. '•.. -}P.r-r"�►'_� ,.,__.. ._ �'lt: _... ,_ ., ... - . .�.. �.. ..„�_. _.. _.,, •�-_. y N.T.S. i�LJiris 1. WOOD STUD WALL 2. DOUBLE STUD AT EDGES OF SHEAR WALL 3. STRAP PER PLAN. CENTER BETWEEN FLOORS. 4. SOLID BLOCK UNDER STRAP AS REQ'D. 5. BLOCKING OR RIM JOIST AS OCCURS. NOTE: WALL SHEATHING NOT SHOWN FOR CLARITY TWO -STORY SHEAR WALL ELEVATION } , a 1 { y 1. EDGE OF SHEARWALL SEE ATTATCHED FLOOR PLANS 2. PANEL EDGE NAILING 3. PANEL EDGE NAIL SPACING 4• CORNER OR DOOR, OR WINDOW ( (8) 5. DOUBLE STUDS 0 SHEAR WALL EDGES 6. SHEARWALL SHEATHING PLWD.. 1/2* MIN. THICKNESS ` 7, SIMPSON MST60 STRAP -WRAP C AROUND JOIST OR BEAM CENTER STRAP AT SOLE PLATE (10) 8. SHEATHING 9. SOLE PLATE NAILING SEE SHEARWALL SCHEDULE � 10 . FLOOR SHEATHING 11. MULTIPLE JOIST OR BEAM BELOW WALL 12. SIMPSON STRAP WRAP AROUND JOIST OR BEAM CENTER STRAP AT SOLE (E PLATE TWO -STORY SHEAR WALL ELEVATION } , a 1 { y