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HomeMy WebLinkAboutPermit D04-216 - CHARTER HOMES - LOT 2CHARTER HOMES - LOT 2 4280 SOUTH 160T" STREET D04-21 6 z • 6 JU 00 W1- • a W O gQ =• d I- W Z1.- F-- O Z I- ll! uj U� O N O H =U - P. LL 'O. LLiZ U� 0 Z i • �5 4.. City of Tukwila � 19C0 Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 DEVELOPMENT PERMIT Parcel No.: 8108600503 Permit Number D04-216 Address: 4280 S 160 ST TUKW Issue Date: 09/10/2004 Suite No: Permit Expires On: 03/09/2005 Tenant: Name: Address: Owner: Name: Address: Contact Person: Name: Address: CHARTER HOMES, INC - LOT 2 4280 S 160 ST, TUKWILA WA CHARTER HOMES INC 4616 25 AV NE, #598, SEATTLE WA MARKLUDDEN 4616 25 AV NE, #598, SEATTLE WA Contractor: Name: CHARTER HOMES INC Address: 4616 25TH AVE NE #598, SEATTLE WA Contractor License No: CHARTHI962KF Phone: 206 406 -8823 Phone: 206 406 -8823 Phone: Expiration Date: 05 /06/2006 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 2,562 SQ FT SINGLE FAMILY RESIDENCE, 695 SQ FT ATTACHED GARAGE AND 150 SQ FT COVERED DECK AREA. PUBLIC WORKS ACTIVITIES INCLUDE: Erosion prevention and sediment control and surface water for approximately 3500 SF of impervious surface. Value of Construction: $255,321.30 Type of Fire Protection: N/A Type of Construction: VN Fees Collected: $3,421.63 Uniform Building Code Edition: 1997 Occupancy per UBC: 7 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Volumes: Cut 0 c,y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: N Profit: N Non-Profit: N Water Main Extension: N Private: Public: Water Meter: N .. D0 09-10-2004 L31.a .i+ .:t K�. ^�,:1? t�,w uA.'+ +: 'S,iu, dunm'.tt N «t �+'...u:Y. �'� � "�}.�,.. x+'l:..i }/f {iu,;;�ti��'i.dx..•y.Y�x �+iG�l� -4kL .is. Z '~' w U U UO CO W J � �w w (0 a =w �— _ z0 7.5 D 0 U o U)_ ff W HP tL O .Z w 0 H. O Z City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 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 or th performance of work. I am authorized to sign and obtain this development permit. Signature: Date: O Print Name: This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: Devperm D04 -216 Printed: 09 -10 -2004 Z Z W JU U O U) O -J_ H S2 U. wO LL ¢ Cl) D. =w Z �. fr O Z t—. UC3 O N off wW LL o ui Z CO O Z City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS Z Parcel No.: 8108600503 Permit Number D04 -216 ~ w Address: 4280 S 160 ST TUKW Status: ISSUED Suite No: Applied Date: 06/24/2004 -J U Tenant: CHARTER HOMES, INC - LOT 2 Issue Date: 09/10/2004 C O 0 C0 UJ UJ_ f - 1: ** *BUILDING DEPARTMENT CONDITIONS * ** S2 U. w 2: No changes shall be made to the approved plans unless approved b the design professional in responsible charge and the 9 PP P PP Y 9 P P 9 � � Building Official. LL Q co D W 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center H (206/431- 3670). Z f I— 0 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to w w UJ start of any construction. These documents shall be maintained and made available until final inspection approval is ? o granted. v ON 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall w E- bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site = v U and available to the building inspector for inspection purposes. 0 _ 6: All construction shall be done in conformance with the approved plans and the requirements of the International v co Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. o 7: All wood to remain in placed concrete shall be treated wood. Z 8: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 9: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 10: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 11: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Department of Public Health - Seattle and King County (206/296-4932). 12: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department of Labor and Industries (206/248- 6630). 13: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 14: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** doc: Conditions D04 -216 Printed: 09 -10 -2004 :as:L' ?��;�u1�+ dui; u. u.. a::.: S ,,ie;�r', »..su..:..ili.++�. ^_�- .r�r,a1:;:5naHi�!iue�ib, ',.�..r .sti•.�.;. Y. 5;��:,�bA•��'Y.;7rd : x "uiifra`Yet`' "i'.?_. 'i City of Tukwila til 1908 � Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 15: The applicant must notify the City Utility Inspector at (206)433 -0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. , z 16: Any material spilled onto any street shall be cleaned up immediately. Z 17: Temporary erosion control measures shall be implemented as the first order of business to revent sedimentation p U 0 0 off -site or into existing drainage facilities. CO o CO W J 18: 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. CO L WO * *continued on next page ** u. N0 =W Z F- il-- O z� WW 0 U N. O W U F- ILL O W Z CO O E.. z doc: Conditions D04 -216 Printed: 09 -10 -2004 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions 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: /o/ i Print Name: 1� k D s vt✓ Z Z . UO w= J F.. CO U W O. LL � =W z i ... �— O zi- UJ U� ON 0 I--. WW H- LL O LLi z U CO , h- H O Z CITY OF TUKWIb. Community Development Department Public Works Department Permit Center 1908 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 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 ** y , YE LOCATION j x y f King Co Assessor's Tax No.: 8/ 06' 6 0 - O 5Ct3 Site Address: Suite Number: Floor: Tenant Name: a New Tenant: .... Yes [] ..No Property Owners Name: �' 11 cLvtty 6 oo-keS 777 c Mailing Address: 4t l l ..2e - Ave_ NE 1 598 S y —et P le- WA 9s/oS City State Zip CONTACT PERSON;; . Name: A RY Lu D 12F /J Day Telephone: ,?o6 - 406 - 9 &Z 3 Mailing Address: z4lpb6 ZO Ave A)E '� S'q� S ee( H-(s- (u Ya 9 /ate City State "Lip E -Mail Address: Fax Number: Zoe - 52 S 3510 GENERAL. CONTRACTOR INFORMATION Company Name: Choy ti v Mailing Address: 4(�1(, .75 Avg N E It 5578 X04 u/e WA S S /o� City State Zip ContactPerson: L.U D06J Q Day Telephone: 2ot. 4lo1. -8b 2.3 E -Mail Address: Fax Number: Zota - 5�Z Z - 3510 Contractor Registration Number: C 9 AQ,T µ Z. 94 Z L h Expiration Date: os a f 7.04 (� * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT:.OF.RECORD, -A)t plans must be wetatamped by Architect of Record.. Company Name: Mailing Address: Contact Person: E -Mail Address: City State Day Telephone: Fax Number: Zip ENGINEER OF RECORD Altplans must be wet stamped by Engineer of Record Company Name: Mailing Address: Contact Person: E -Mail Address: City State Zip Day Telephone: Fax Number: { lapplicalions\permil application (3.2003) i 3/2003 Page I i �, ,. Ytxa�xacaufwmf{ +�.� a .. . •'KC?�,.."�.,.'�.�+ ram { ;a,'+Y.Y'.s.?eJt!�4'".(:ar at= �: �?` rr�FarrS�i?' �'.` t1?! t" K?��tk�? ��! ��s' VE�rf±{ vl! It+ X�4yi�� ?sr'°,tt7'i!?t•�9�`�.•�'. <k��.,'�',.,��!",�¢_'r �n??tt�3'4",`q�u`ls� .« .. r�k.. wwnw. e., w... >.»...,.,.- ...- .....f..«.J,..r �. ..w«...�.,.- :.,.......'._ -•,n. ;•uaa+•.x.�,xx.. .rr+»......: -...L Z Z �w QQ� 3 00 J H (0 U_ w J U_ Cj)0 = w Z� Z� W W U ON 0 I_ w w F- LL O w Z U= H� Z tB /y +. , f f it i �` Y ; i�'�C• ;1 ,z x i Fy f f Mechiffib t N&`+ ;Perr ..3 } Pu P, erriu� Ida. { Works 51 .6 T � y � + {', { � + i 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 ** y , YE LOCATION j x y f King Co Assessor's Tax No.: 8/ 06' 6 0 - O 5Ct3 Site Address: Suite Number: Floor: Tenant Name: a New Tenant: .... Yes [] ..No Property Owners Name: �' 11 cLvtty 6 oo-keS 777 c Mailing Address: 4t l l ..2e - Ave_ NE 1 598 S y —et P le- WA 9s/oS City State Zip CONTACT PERSON;; . Name: A RY Lu D 12F /J Day Telephone: ,?o6 - 406 - 9 &Z 3 Mailing Address: z4lpb6 ZO Ave A)E '� S'q� S ee( H-(s- (u Ya 9 /ate City State "Lip E -Mail Address: Fax Number: Zoe - 52 S 3510 GENERAL. CONTRACTOR INFORMATION Company Name: Choy ti v Mailing Address: 4(�1(, .75 Avg N E It 5578 X04 u/e WA S S /o� City State Zip ContactPerson: L.U D06J Q Day Telephone: 2ot. 4lo1. -8b 2.3 E -Mail Address: Fax Number: Zota - 5�Z Z - 3510 Contractor Registration Number: C 9 AQ,T µ Z. 94 Z L h Expiration Date: os a f 7.04 (� * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT:.OF.RECORD, -A)t plans must be wetatamped by Architect of Record.. Company Name: Mailing Address: Contact Person: E -Mail Address: City State Day Telephone: Fax Number: Zip ENGINEER OF RECORD Altplans must be wet stamped by Engineer of Record Company Name: Mailing Address: Contact Person: E -Mail Address: City State Zip Day Telephone: Fax Number: { lapplicalions\permil application (3.2003) i 3/2003 Page I i �, ,. Ytxa�xacaufwmf{ +�.� a .. . •'KC?�,.."�.,.'�.�+ ram { ;a,'+Y.Y'.s.?eJt!�4'".(:ar at= �: �?` rr�FarrS�i?' �'.` t1?! t" K?��tk�? ��! ��s' VE�rf±{ vl! It+ X�4yi�� ?sr'°,tt7'i!?t•�9�`�.•�'. <k��.,'�',.,��!",�¢_'r �n??tt�3'4",`q�u`ls� .« .. r�k.. wwnw. e., w... >.»...,.,.- ...- .....f..«.J,..r �. ..w«...�.,.- :.,.......'._ -•,n. ;•uaa+•.x.�,xx.. .rr+»......: -...L Z Z �w QQ� 3 00 J H (0 U_ w J U_ Cj)0 = w Z� Z� W W U ON 0 I_ w w F- LL O w Z U= H� Z dW BUILDING PERMIT INFORM" SON. -- 206= 431 Valuation of Project (contractor's bid price): $ /,77��t�a Existing Building Valuation: $ Scope of Work (please provide detailed information): ' ow r,�c s s G4 Will there be new rack storage? ❑ ..Yes No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square. Footage Below. PLANNING DIVISION: Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 4 s i 3 Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes ®..No If "yes ", explain: FIRE PROTECTIONMAZARDOUS MATERIALS: ❑.. Sprinklers ❑..Automatic Fire Alarm ❑..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑..Yes ❑..No If "yes ", attach list of materials and storage locations on a separate 8 -112 x I 1 paper indicating quantities and Material Safety Data Sheets. \applicationslpermit application (3.2003) 3/2003 Page 2 I W Z W U Cl) W W W = I- - CO LL WO LL N = W H = Z F.. !— O Z F_ W W U� ON 0 F- W H� L O Z W CO O Z Existing Interior Remodel Addition to Existing Structure New Type of Construction. per.UBC Type of Occupancy per UBC 1'.Floor 131 2"..' ;Floor / �S 3 Floor Floors ::'::... thru Basement : Accessory Structure* Attached Garage �- Detached Garage Attached Carport Detached Carport Covered Deck. .Uncovered Deck PLANNING DIVISION: Single - family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): 4 s i 3 Floor area of principal dwelling: Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? ❑ ....Yes ®..No If "yes ", explain: FIRE PROTECTIONMAZARDOUS MATERIALS: ❑.. Sprinklers ❑..Automatic Fire Alarm ❑..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑..Yes ❑..No If "yes ", attach list of materials and storage locations on a separate 8 -112 x I 1 paper indicating quantities and Material Safety Data Sheets. \applicationslpermit application (3.2003) 3/2003 Page 2 I W Z W U Cl) W W W = I- - CO LL WO LL N = W H = Z F.. !— O Z F_ W W U� ON 0 F- W H� L O Z W CO O Z =pIJBLrC WORKS PERMIT IN�RMATrON 206 433 t; .`:`• v y Scope of Work (please provide detailed information): Conrt2cj- `�lor.� c�va�K� -4o a� S i42 �I V1 91 3 ry4,Jh 0 t Call before you Dig: 1- 800 - 424 -5555 Please refer to Public Works Bulletin: #1 for fees and estimate sheet: Water District []...Tukwila ❑... Water District # 125 B( .. 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. Submitted with Application (mark boxes which apply)- ❑ ...Civil Plans (Maximum Paper Size — 22" x 34 ❑ ...Technical Information Report (Storm Drainage) ❑ .. Geotechnical Report ❑ ...Traffic Impact Analysis ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑ ... Hold Harmless Proposed Activities (mark boxes that a ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ — Right -of -way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right -of -way Non Right -of -way _ ❑ ...Total Cut cubic yards ❑ ...Total Fill cubic yards ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection _ Irrigation Domestic Water ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use —Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line „ ...Permanent Water Meter Size... WO# _ ❑ ...Temporary Water Meter Size.. WO# — ❑ ...Water Only Meter Size............ WO# _ ❑ ...Sewer Main Extension ............ Public Private ❑ ...Water Main Extension .............Public Private ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑ ... Deduct Water Meter Size........ " FINANCE INFORMATION Fire Line Size at Property Line _ ❑ ...Water (] ...Sewer Monthly Service Billing to: Name: Mailing Address: City State "Lip Water Meter Refund /Billing: Name: Day Telephone: Mailing Address City State zip Vpplications\permit application (3.2003) 3/2003 Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Day Telephone: Page 3 Z =Z W QQ J0 00 = W H NW W U. N� = a �W Z HO Z H W W U ON O 1.— W W H� LO .• Z W Ito 0 O Z -MECHANICAL PERMIT INF.G IATION 206 =43i 3670 MECHANICAL CONTRACTOR INFORMATION Company Name: 'S 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): $ Q Scope of Work (please provide detailed information): /Jpc,y J JV t gC_ - am ore Qd ---A C-7 a Fuvy(4 cA, �'��s w , 1 ✓, C t✓e Use: Residential: New .... Commercial: New .... Fuel Type Electric ..... ❑ Gas ....® Replacement .... I Replacement .... Other: indicate type of mechanical work being installed and the quantity below: Unit Type: Qty Unit Type: Qty Unit Type:' Qty .. Boiler /Compressor: Qty Furnace <100K BTU Air Handling Unit >= 10,000 CFM Other Mechanical Equipment 0 -3 HP /100,000 BTU Furnace>IOOK BTU Evaporator Cooler 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan 15 -30 HP /1,000,000 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 -J .'`PERMIT - APPLICATION NOTES -.Applicable to.a11 permits i 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 AUTHORIZED AGENT: Signature: Print Name: �o1r� ( — I�t,o P� 54�••� Mailing Address: 4(,1 (, ZS' Ave i.J Date: o Day Telephone: e47!:�3 2,.:7 5r Zip Date Application Accepted: i Date Application Expires: Staff Initials: � -dam �S \applications \permit application (3.2603) 3/2003 Page 4 Z ~ W tY � 0 CO 0 W J � CO W WO LLQ C� = a F_ W 2 F- 0 w �5 U� ON 0 1.- WW F- -O Z W U= O Z . City of Tu rare 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 8108600503 Permit Number D04-216 Address: 4280 S 160 ST TUKW Status: APPROVED Suite No: Applied Date: 06/24/2004 Applicant: CHARTER HOMES, INC - LOT 2 Issue Date: Receipt No.: R04 -01211 Payment Amount: 1,914.85 Initials: SKS Payment Date: 09/10/2004 11:02 AM User ID: 1165 Balance: $0.00 Payee: CHARTER HOMES, INC. TRANSACTION LIST: Type Method Description Amount ---- - - - - -- -- - - - - -- --------------------- - - - - -- ------ - - - - -- Payment Check 5063 1,914.85 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- BUILDING - RES 000/322.100 1,867.35 PW PERMIT /INSPECTION FEE 000/342.400 43.00 STATE BUILDING SURCHARGE 000/386.904 4.50 Total: 1,914.85 Fri.. doc: Receipt Printed: 09 -10 -2004 1, Z W �U 0 Cl) 0 to W W = SU. 2 W O LLQ C0 �. = �W zF- F- O Z F- LU 5 U� .O N. 0H WW H L O Z W U= O~ Z Cit y of Tukwila f909 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: Permit Number D04 -216 Address: Status: PENDING Suite No: Applied Date: 06/24/2004 Applicant: CHARTER HOMES, INC - LOT 2 Issue Date: Receipt No.: R04 -00778 Payment Amount: 1 Initials: SKS Payment Date: 06/24/2004 01:47 PM User ID: 1165 Balance: $1,914.85 i Payee: CHARTER HOMES, INC. e TRANSACTION LIST: j Type - - - - -- Method Description - - - - -- Amount -- - - - - -- --------------------------- Payment Check 5012 1,506.78 i ACCOUNT ITEM LIST: { Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- PLAN CHECK - RES 000/345.830 1,213.78 PW BASE APPLICATION FEE 000/322.100 250.00 i PW PLAN REVIEW 000/345.830 43.00 Total: 1,506.78 i "J .. xM 4 06/25 9716 TOTAL 4249.40 doc: Receipt Printed: 06 -24 -2004 I z �- Z �w Q � JU U 0 0 W H 0 L w LL¢ CO) = �w Z F O z E— w W U O CO 0 I—. wW O W z co O z M INSPECTION RECORD %`✓ Retain a copy with permit INSPECTION NO. PEWRN CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pr / ode Type of Insp ction: a Receipt No.: Date: I Z i� Z �W JU UO 0 w� CQ LL WO J LLQ Cl) F.. W Z H ZO UJ W U O� � H WW H0 LL Z tll U= O Z Approved per applicable codes. F� Corrections required prior to approval. ' Address: S 166 .,� / Date Call : , Special Instructions:) z1 0 f y- Date Wanted:) M, _ 5A G Q5' p.m. Requester[ Phone No: Receipt No.: Date: I Z i� Z �W JU UO 0 w� CQ LL WO J LLQ Cl) F.. W Z H ZO UJ W U O� � H WW H0 LL Z tll U= O Z Approved per applicable codes. F� Corrections required prior to approval. M 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 ` Approved per applicable codes. orrections required prior to approval. 5 y' ) Proj ct: Type of spection: Addres�s:� c � � n � J l U tJ Date Called: / i2o i � Sp cal Instructions: Date Wanted: p.. /' , _ " Requester: Ph r7 o: q ') 7 )� COMMENTS: jet r' I _TZ r!!77 Date: II(( j 7 Receipt No.: Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. C Z W ,J U UO C O I S2 LL WO 2�: LL j N = W Z� E- O R 2 5 U Cl) H WW F=- H �O W Z UN 8 F_ Z � INSPECTION RECORD i ]Retain a copy with permit? S� INSPECTION NO. PER NQ. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ( 06)431 -3670 Pr 'ect: f Type of Inspecti n: '''1 1. I Add ss: �,�. � ! ^� Date Called: , a 06 SpecialInstructions: Date Wanted: �' a.m. p.m. Requester: ,,SS U.6 Phone No: ❑ Approved per applicable codes. © Corrections required prior to approval. Inspect r: I Date: —_ ar . 1 7 - 5 E; P 00 REINSPECTION FEE QUIRED. P or to inspection, fee must be ,id at 6300 Southcenter Blv ., Suite 10 . Call to sechedule reinspection. RecelDt No.: IDate: z Z W QQ � JU v0 CO 0 W TLL WO 9 -1 LL N F =- 2 ZI.- F- 0 z H W LU U� O N � F- WW H --- W Z W U N P _ o F- z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PER I NO CITY OF TUKWILA BUILDING DIVISION .. i 6300 Southcenter Blvd., #100, Tukwila, WA 98188 206)431 -3670 Pro'e : T?pe of Inspe 0io : .Date Add � C) Called: ' Q� ' / Special Instructions: Date Wanted: a. , .m. Requester: Pone D Approved per applicable codes. [� - Corrections required prior to approval. COMMENTS: s. I Spector: Date: 4 00 o d REINSPECTION FEE R QUIRED. Pri r to inspection, fee must be at 6300 Southcenter Blvd , Su 100. Call t sec reinspection. Receipt No.: I Date: I v z t Z W Q � JU UO O W� �LL Wo 9-1 LL = a �W Z I.- F- O z H W W U Cl) 0 WW F- H -O W z U= O z INSPECTION RECORD Retain a copy with permit 'm INSPECTION NO. PE CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (20 A31 -3670 P of ct: �1/.� Type of Ins ection: r Ad ress. . b )k U04 Da a Called: Special Instructions: Ij Date Wanted: / a. J :m. Requester: Ph me fro: , tq �. C Z `~ W JU UO 0 W U. WO LLQ N� T O I .-W Z �o W ~ W. �p U o CO o �- WW H� - Z I]IJ U= O Z Approved per applicable codes. Corrections required prior to approval. / INSPECTION RECORD _ " Retain a copy with permit S INSPECTION NO. PERM 0 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pr 5ct p L1&4� Type of I p ction: t a Ad ess: 2g D So Date Called: Special Instructions: Date Wanted: a.m. L-/ Requester: - IM 71� Fl Approved per applicable codes. COMMENTS: / 11 S7�/1Dr11�7 �r�. nspecty. Date $ 8.00 REINSPECTION, EE REQUIRED. P,nor to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. teceipt No.: IDate: C orrections required prior to approval. z '~ W w � UO co LLJ W CO LL w LLQ co �W Z f— �- O z f-- W �5 U� N 0 I-- WW H� �Z LU U= O z INSPECTION RECORD ;-3 Retain a copy with permit. INSPECTION NO. PERMIT NO. ' CITY OF TUKWILA BUILDING DIVISION- ,� 6300 Southcenter Blvd., #100, Tukwila, WA 98188 T 2 ' 06)431-3670 COMMENTS: k ) O il 1 Approved per applicable codes. Corrections required prior to approval. Project: Type of InspecYo . ddr ss• S D Date Called: Special Instruction pef , . 3 '()a1lj �e'� (.c.1 G ,�,� Date Wanted: Requester: one Inspector Receipt No.: Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. z �W QQ� JU UO W= F- S2 LL WO �Q N� = �W z = F- I— O W H W U� O� OH WW H5 L O .z W N H H O z INSPECTION RECORD.. Retain a copy with permit lD INSPECTION N0. 4 MO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 -3670 Project: Type of Inspection: r � /I g&i?z W Address: o Date C I ed: � �' � -- 3 ` ..- / , Special Instructions: Date Wanted: , P .M. Requester: Phone No: ` / _ A L- U - f I '�- , � 441� fl-(� I inspector: `, � uate: 0 $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. leceipt No.: Date: Z W JU UO CO -J_ CO L W O. LLQ a = W H =. Z f.. H O Z H W W U� O N OH WW H� LL O .• Z W U =' O E' Z INSPECTION RECORD t l r Retain a copy with permit INSPECTION NO. PER N CITY OF TUKWILA BUILDING DIVISION �� 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Projectrk P Y'M 5 Typ e of Inspe tion: '% I� - b�SJ�rA i ►t1V� Address: ) (0 0 5 Date Called: I Special Instructions: Date Wanted: (( a.m. )-- 1 `0 p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: l LP YOVOL C t r►r r U Inspector: t Date: � - LM-os $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: i .. .... .. _ .,f.,r• .. .,: *il»wSw.„ ,ai«w.d,i.. �{ • �.Yt�+.Y. itiY�":SC3+2:�i�b�s4�.�':�CS,� iuvrlIIki„Y(+t+x , di22w rs':ifslriosb�i. Z Z' W W� JU UO C O (3 J � �U- W 9Q U� 10 I.— W Z F—. W W U� ON O Ir- Ww H� Ll1 Z U= O Z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PER NO. CITY OF TUKWILA BUILDING DIVISION -1W 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project >r r 5 Type of In pectiorr 10of tf\su (C- -� t w, Ad ress: 160 s-i- Date Called: Special Instructions: Date Wanted: a.m. D —( ( - a p.m. Requester: Phone No: F] Approved per applicable codes. 11 Corrections required prior to approval. vim. Inspector: " , 4 — a I Date: - II-Os 'au " $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Z 2~ '~ W JU 00 CO J = I— V1 LL W LL Q co =d �W Z= W �5 U O � 0 1-- WW �U O Z U= ~O f' Z INSPECTION RECORD 5 Retain a copy with permit INSPECTION NO. P 1 0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pr ec : Type of Ins. pection: Add ress . z) SO, Date Called: 5 aZ . Sp cial Instructions: Date Wanted: a Requester: Ph9rhe No: A pproved per applicable codes. Corrections required prior to approval. COMMENTS: CA"A'i c \1 0426C bvri -Pr or rc1-n, i--e CI \ JIM Inspector: - Date: )-`' �_ S $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Z Z. � W 0 0 W= �LL WO 9-1 LL co �W Z f- H O Z H W �5 U O N o I-- WW W Z 111 U =. O Z j. 12 ' INSPECTION RECORD � � , v" Retain a copy with permit 1 a INSPECTION NO. PER CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ( 06)43'1 -3670 Proj ct: Type of Insp" -tion: Addres : g 0 Date Called: o•_ 0� o Special Instructions: Date Wanted: a. M m. Requester , Iq .6 b 'Th 61 Ph ne - O No: Approved per applicable codes. Corrections required prior to approval. Inspector Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspectioi Receipt No.: Date: z �W QQ� JU UO U) H N W WO u - co C'! z �O W F- 0 (o 13 L W W r L O w z U= O z INSPECTION RECORD Retain a copy with permit� t INSPECTION NO. PERMI CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro'e t: M Z Type of Inspection: S i ever' Address: o s Date Called: Special Instructions: Date Wanted: _O a.m. P.M. Requester: Phone No: Q — Approved per applicable codes. Corrections required prior to approval. COMMENTS: f C—A r kt Inspector: Date: E] $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. teceipt No.: Date: Z �Z �W QQ � JU UO N W= Co u_ WO 9� LL. Q to = a �W z= F- HO W ~ W U� O N o F-. WW �U UO 111 Z U= O H Z INSPECTION RECORD Retain a copy with permit INSPECTION N0. PER MI O CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 206)431- 3670... Projec • ` ` � T Type of Ins p. ction: .iPc4, 4rn A dress: r } S i i � c , D Date Called: Special Instructions: f pproved per applicable codes. Corrections required prior to approval. I i i s Inspector I Date:'��� +OS $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date.. Z }�— Z �W �U UO N -J _ 52 LL WO LL Q �d = W H E- O Z - W �5 U� O C. 0 1-- WW H LLl z U= O Z i S INSPECTION RECORD 1 Retain a copy with permit INSPECTION NO. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43 -3670 Pro � c oIr�P r : 1n�P� � • z Type of Inspection• �IrG wNi vt Add ??r,ess:c f� 'A O �U S� Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Fl Approved per applicable codes. Corrections required prior to approval. COMMENTS: P S W L\ . QVA �e Oct �i .P 1 0 r r nar P[ Y v trot h i - �r of - 1 1 -ZI) I A I a Inspecto : r Date: , —)o _ O it>«Z $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be ._ _:.1 ------ ol.,A C..;& Inn ! rte, «4..,.1..1., .. ....�7.... Receipt No.: Date: Z = I '~ W �QQ � JU UQ W= �LL W UQ = �W Z ZO W U� O N WW U UO .. Z W U= ~ O�_ Z ' INSPECTION RECORD /n Retain a copy with permit 0 (P S INSPECTION N0. PERM T N�\�� CITY OF TUKWILA BUILDING DIVISION '', 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro'ec . Type of Inspection: , Address: 1 � 101) St ! t)+ P Date Call d: - Special Instructions: Date Wanted: .m. Requester: P � w 9 6 �) A '1 l Fl Approved per applicable codes. required prior to approval. COMMENTS: k VA 41 _` Cal PGAI �. 0 ! t)+ P 1 ( t 1I 1 PYpG� - 1 O La p -o 4r, a Gv» room b -4w t• h l ev , (A I e - -i+ . W / VA . r(v .n !�, U V\ 3 re +pc C. - (0U 5 G t✓� t -e Ir U , L� - UlS� t >b' . c�Vw�l' A $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Z i� Z �W QQ� JU U O to C0 W J = H �LL WO 9-j LL N ::) 2 F- W Z f- H O W ~ W U� O N o� W F-- LO .Z W UN O !•- Z INSPECTION RECORD f_ Retain a co k� py with permit ' INSPECTION N0. PER N CITY OF TUKWILA BUILDING DIVISION . 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Proj t• Type of Inspection• c44 1.P 2 c Address: Date Called: v Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: �pproved per applicable codes. M Corrections required prior to approval. nspector: - Date: E] $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. teceipt No.: Date: Z =Z �W .J U U O N to W CO U WO UQ �d = W Z F- F- O Z F- LU �5 U� O N Ww H� W Z 111 U= O Z INSPECTION RECORD ` I Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION5 I � O. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 I Project* Ty a of Inspection: � 2 1 � -4e,r► cv - Approved per applicable codes. F1 Corrections required prior to approval. lnspectoq. 2 Date: 1 -13-0-S- r ecelpt 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 F- '~ W JU UO N CO LU J� S2 LL WO LLQ co = a �W z f`- �O z �- W U� O� � H- WW H H LLI z U= O z LVa h Address: s 1(DO St Date Called: Special Instructions: Date Wanted: a. m. p.m. Requester: Phone No: Approved per applicable codes. F1 Corrections required prior to approval. lnspectoq. 2 Date: 1 -13-0-S- r ecelpt 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 F- '~ W JU UO N CO LU J� S2 LL WO LLQ co = a �W z f`- �O z �- W U� O� � H- WW H H LLI z U= O z INSPECTION RECORD Retain a copy with permit INSPECTION NO. PE IT N0. CITY OF TUKWILA BUILDING DIVISION '146 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro'ect: Type of fn pection: fi A e s� � � � � Date Called: � p � t Spe ial Instructions: Date Wanted: m. I. , CW Requester: Inn OY Ph e No: 0. C Ca�. ',� -e C 4 ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1 -t _ I. , CW r Inn OY G'k 0. C Ca�. ',� -e C 4 Q L 14) PGt''�' Pir In Inspector �,.� Date: Receipt No.: Date: $47.00 REINSPECT ION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Z ;Z Z �W �U UO W= N U. WO LLQ = CY �W s Z— F- F- O z H LU �5 U� N OH WW H� W Z U= O z INSPECTION RECORD Retain a copy with permit INSPECTION NO. P IT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Proje ti 0 d Pr 2— Type,of nspe tion: Address: s 5A- Date Called: Special Instructions: Date Wanted: a. m. p.m. Requester: Phone No: El Approved per applicable codes. 11 Corrections required prior to approval. COMMENTS: A //�� C 1• ST ✓ 4t/m k, . S C "Q'V i 0 V\' S p c C v, ', rr TO MI $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Z i} W JU UO N CO LU W = �LL WO LL Q CO :D = �. W z 11-0 Z W 5 U ON 0H = U'. I-- W Z U= O I_' Z INSPECTION RECORD ,l V Retain a copy with permit a INSPECTION NO. PER CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431' -3670 tin J711aw P of • ct: � `� ,Type of ns ection: 1 1 /;'00 Approved per applicable codes. MCorrections required prior to approval. COMMENTS: 0 Pd Addres g oo �� ( l-f Dat Called: Spe ial Instructions: Date Wanted: p.m. Q vv w-e tr'" Requester: QS I i t � 1t/ Ph rre No: � a Approved per applicable codes. MCorrections required prior to approval. COMMENTS: 0 Pd 1 ��� I to 0 CL 6/ P V i 'P. ) J r 1 ` 1. t. D o Q vv w-e tr'" QS I i t ?.D I � Inspector: Date: (� ` ` U 1, 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 = f iH W . JU UO w� 52 LL W LL ?. � = W H Z f.. ZO W �5 U O N 0 1,_ WW H0 W Z 111 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 i i I Project: 14 4 Type of f spection Address: �� Date Called: Special Instructions: Date Wanted: a.m. /.? -/0 - a'/ p.m. Requester:.., Phone No:(,-' 3 D Approved per applicable codes. "Corrections required prior to approval. COMMENTS- I. ) y U - � - y < <� "AU ,,, S I _'- - i o if . ( C r Ve `�i-`` Y, 2 h I W L A / tN -e' e .e * -- 01 M f f 1 4 1A r c V 3. S�U e M 2 nspector• 0 e — Date: 1)-- f0_ 02-t teceipt 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 =Z �W QQ� JU UO W= }- S2 LL W LL =a f .. W z F- �o W ~ W U� � F- WW H~ W Z LU U= 81-- z q INSPECTION RECORD I Retain a copy with permit , INSPECTION N0. PERMIT N0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Proje \� T Type of Inspection��� StI6-16A V- f l Address: S �� D Date Called: Special Instructions: f ❑ Approved per applicable codes. Corrections required prior to approval. COMMENTS. v �f` Pfil U ( �� �fJ 5 [' f I,e WG `r 00 (1 - ( k �n S ispector: Date: t 1 (0— /,2—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.: Date: I Z �_— Z �W aa� JU UO WH S2 U- WO U to d a 0 = �W ' z H O Z �5 U O� 01--, W LLI U L' O Z U= o'' Z INSPECTION RECORD ��� �� Retain a copy with permit INSPECTION NO. PERM 0 CITY OF TUKWILA BUILDING DIVISION i 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: _ Type of Inspection: Address: Al �'�'D Il Date Called'L ' �� , Special Instructions: Date Wanted: a.m. Requester: Phone No. / _ Approved per applicable codes. 19corrections required prior to approval. COMMENTS: ' • - ' `vU V _ 1 r ; � s 'i' .p �� �G h S t . 3•) A - ver - Cvame ra r,rs rev- .o ;\ 3 ov, 5�.3 t , ✓ P-r' +rus (( G I^ rr�C� 0 C V— ,r' eAr P A CA i i v Ae 41; o �i S 1e3 S, ki vk -e ri 'P r v, P 4 I IX Anp rove J C P -P ` 6%141 t C 0,-e A H m 1 —o-p J Ooek 0 kL 40 . \V\ s kc, t rA Inspector: 2a Date: 9P 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. z W �QQ � JU 00 W= Co LL WO La to S �W Z = l- o z F-- W W U ON 0 E- WW H N W Z 111 Co z INSPECTION RECORD ' t Retain a copy with permit ��`�M Z INSPECTION NO. PER N CITY OF TUKWILA BUILDING DIVISION. 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Q06)431 -3670 Project: ch4r+er Homes Type of Inspection: Gravil ace, Address: 42 S D J r V 160 c f .7� Date Called: t w 15 ! .." V' Special Instructions: L0� Date Wanted:, f O* a. m. .m. Requester: ' Phone No: 2s2_2o2 — g35L3 Receipt No.: Date: P � 0 Z �— Z W JU UQ W Uj �LL WO U. co �W Z 2 I— I-- O Z I— W �5 U� O N o I-- W UJ H3 LL •Z W U= O Z `"' paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. G. INSPECTION RECORD � Retain a copy with permit INSPECT40N N0. PER 11 1N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pr •e A. . J A �7) AV.4-7- I.- Type Inspection: Q 'V s e Date Called: Special Instructions: Date Wanted: a. Requester: - y7 0! L P �bNo — O I I paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Z }�— Z � W UO W �LL WO U- a. co = a �W z I— F- O Z H tu 5 U� OH WW H� L O Iii z. U= O Z J INSPECTION RECORD Retain a copy with permit I INSPECTION NO. PERMI CITY OF TUKWILA BUILDING DIVISION ' 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pr c: ��l t x� Type of Inspection: , Address: ��� S, Date Called: G 1 Special Instructions: +.' Date Wanted: M. 7 --� [ P.M. Requester: Pone No: Fl Approved per applicable codes.. Corrections required prior to approval. COMMENTS: M $47L6O REINSPECTION P EE REQUIRED. Prior to inspection, fee musoe If Z ~ W JU UO W� �LL w L_ � = uU ? F- WO �5 U� 0 00 111 W ILL LLI Z U= O F- Z I Receipt No.: I Date: I INSPECTION RECORD �O, t + Z 6 Retain a copy with permit 'T INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: /1 hamsr Horne5 Type of Inspection:6hrm Dra,1() Address: gZgo Vf� 1 Date Called: IQ— 29 -0 Special Instructions: � L ot Date Wanted: —� 6- p.m. Requester: �0 n F one No: - 2ab- 2T6 --88 Inspector: J A- I Date: t { v 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 iF' Z �W W 1 UO Cj) 0 C0 LU J � u r WO LL_ co =) = W H ZO W U 0 WW LL 111 Z U= O Z Approved per applicable codes. FI Corrections required prior to approval. 1 , I INSPECTION RECORD r.� Retain a copy with permit L�R INSPE ION N0. S P 0 CITY OF TUKWILA BUILDING DIVISION'�'�� s 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 A Pr ject: Type.QLinspection: , A rv�ss: D � Date ailed: 1 Sp ial Instructions: (�✓tYr Le V- Date Wanted: Requester: Phone No: U ' R Approved per applicable codes. Corrections required prior to approval. WRe : Date: a 0 REINSPECTION 1=E EQUIRED. P for to inspection, fee must be I t 6300 Southcenter B d., Suite 100. Call to schedule reinspection. o.: Date: Z =Z W JU U0 N U) LLI �LL W u_ W. J a ZO W U� a H WW LL Z 111 U= O Z INSPECTION RECORD Retain a copy with permit INSPECTION NO. 4PERM CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 31 -3670 Pro' Type of pectiome Address: , y� 6 C� JJ Date Called: Sp cii I Instruction (('� � /t J,( 1�"" �(JYC� w /}�r/l ,� �aC/t( , Date Wanted: a.m. Requester: ED o n Phone DU � � f n to schedule reinspection. Z ~ W JU UO CO 0 LU_ S2 LL WO UQ to 0 = �W Z F E- O Z f- WW U O- 0 F= WW �O •Z W U= Z . Yr- INSPECTION RECORD ' 7 Retain a copy with permit INSPECTION NO. PER I CITY OF TUKWILA BUILDING DIVISION i 6300 Southcenter Blvd., #100, Tukwila, WA 98188 206)431 -3670 Pro; t'L'l� / G TYpe of Inspectior:� Address: a 8o 5• / &o Date Called: Called: ,- Special Instructions: Date Wanted: .a, I 2' p.m. Requester• �.LU !� Phone No Approved per applicable codes. FI Corrections required prior to approval. Receipt No.: Date: Z ~ W M UO 0 W� Se LL WO u_ N = W H ' Z3: z° UJI U� N 0H W O ll l Z UN O �. Z L--' paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD ' f Retain a copy with permit, r � INSPECTION NO. PER CITY OF TUKWILA BUILDING DIVISION I 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 w. 1 Approved per applicable codes. orrections required prior to approval. COMMENTS: a _ 7 i / V 42 a mot t Inspector: Date: I $47100 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcentes Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Pr ject: � Type of Inspec 'on: Address�� � Date Called f D Special Instructions: Date Wanted* Z ~ W UQ W= N W WD LL a = F.. W Z = H ' H O W ~ U� N OH W H �O .. Z W co O Z P ne No: � .... l O Z iff )-eY G- Gqs Xk2&O So. L.DT 2- , i i 1 i I 1 I 0 1 1 ' , J These plans have been revi wed Works Department for con rma City standards.' Accepp �K omissions which do .hot authorize "old adopted 4W grjs l t ordi s. T i,,z for the equacy of the est design er -1`� 46ns, 4letions r revision drawings after this date will vpi4 this ac and will require a resubmittal + revised for subsequent approval. \ k Er Final acceptance is su' i �V to`"field inspe the Public Works utiG K A04 << ' ` Date: 1 104r MMMM"111 me imago rmwa..w room CORR !J!i LT R# I o S 1 N141 cO.Oz , ioh: 2a 3 W, s i RM/ cF QV4- Vo y z _� �~ W o � WU UO W= F- D LL W U_ coa = W Wo W U� S2 o ff W - O w z U =, O z FOUNDATION DRAIN F -1NI5H PER ELEVATION OVER (1)LB. BUILDING PAPER 'O VER SHEATHING PER PLAN REVIEWED FOR CODE COMPLIANCE AUG 3 12004 City Of Tukwila 2X STUDS PER PL UILDING DIVISION BATT INSULATION PER PLAK BATT INSULATION PER PLAN 5/4" T. � G. PLYWOOD 5UF3FLOOR GLUED $ NAILED FLR. -15T5, PER PLAN 6" MIN. AL P.T. SILL PLATE 4 A.B. PER' SHEAR WALL, 5GHEDULE jl r : • AND /OR FOUNDATION PLAN —��` __ ;.' I I� _ I I I I. TIGHTLINE I- <V STORM �IL < REQUIRED I� = I O < IIF = s V. B. ' A 41j 4 DIA. PERF. P"N 4 %4 FOUNDATION DRAIN 4f! V 0. va 1 �9�� A NrF ` i 6 N j noev 4Vign y ,� R 4 -����. . CORRECTION LTR# 0 I t - 1.9 , 14 �, .. i s hn :,1.•. 5�. '.,1 :t. ... r.�:„�wfi <7ti:s+wLas'mli:t' bn1::'+:o.:..::t ,.nL r:�i..ssaic...;.'�,.x.. J.' 16:.i(i:�wt z '~ w � JU UO Ww LL. WO 9-1 u.D N = W ZO W U O N, Q I- W w z U= O z �.. SITTS & HILL ENGINEERS, INC. Tr 4r �. P71 r ^ r 54 P. 001 '003 Professional Engineers and Planners ROBERT J. DAHMEN, P.E. 2901 South 40 Street, Tacoma, WA 98409 -5697 BRENT K. LESLIE, P.E. Telephone 253- 474 -9449 ROBERT N, ERB, P.L.S. Fax 253- 474.0153 RANDALL C. HAYDON, P,L.S, Fax Transmission Sheet To: CHAFt7ER HOMES Date: 2004 Attention: Bob Thompson - - _From: Ed Brown F Lumber of Pages Inc Cov. F E: ASO Plan -- Lot 2 Charter Vista, Tukwila, Washl Dacr�ment:~Tr'ansmitted: 2; IA a aeb pro„ !his letter in ordAi w clarify the following Items: 1: The maximum distance betwe= n t?* b,. horn of the lateral restraint panel al Id tl - n of th a header is 78 W for a 22'A" *;& p ;;nel. The header beam needs to be ins:allr t �c Winuous over the top of the lat:;ral restraint panels, t: The missing HPAHD22 betwee;, the f.replace and back of wall may be replacac Nitl i, ai "pson PHD2 type hold -down. 7he 5/8" anchor rod for this hold -down should b. enibc Idr.d v, th epoxy a minimum of 10" into the foundation wall. 't: As an alternate to Detail 306, the truss may be designed as a drag truss (by the rus • •;c mpany) The t, uss should then be connected to t`: c top plate of the shear wall c•. 1:1 r n : m . • A�4 5 clips at 14' on center. I.: We .rnderr turd U1at the bird blocks were Installed tilted outward Instead of perl e.. ( r t as sho)iwi in Dotal' ,All. This is structurally accep%' ,�.- a:� iong as the rt,of sheathh g .r at' achul to the hllr ck and a Simpson RBC clip is lm&'011ed connecting the block to h- „ : 1 it; of thF 7:i : :i: , t:pson RBC clips may be installsed at : ~every other block. Le: nwi if :,ra 'Ave any questions. If an incomplete transmissi(m has been receivers, please contact cur office at (253) 474 -9449 Hard Copy:. , Will Follow Hard Copy: Wili Not Follc: REC _— D _. D Q r-`- 1 p DEPARTMENT ENT z Fz �w QQ JU UO N J � CQ LL W J U_ Q N d = W r= 0 zI— W5 U� O- Q r_ WW U_ O z w U= O z :S,IT & HILL E�LGINf ERS : INC. STRUCTURAL::CALCULi4T'IO�V , .. 1 , r i � .� lC ,;� iq , .. '+ + a, , 3 i 1j � i, r f . '^ ♦ �, I ••. :� > } � i , . .r _; !�; � ,, .1 � ,, ;x'550 PLAN � 1 , , 1 ) C � •'' . 1 +.. J r i t � '`y ` +1, � `. ,,.t•; 4 , ;r. � .,, 1 COUNTY,.WASH/NOTON KIN i z ,,� ft� u,, ' ��' � . �cc,«r, ±r;;< *y ... � <x YCY, 1i ♦ t, "Hl N 1 , 1 , .�vsa'C'., ��i1� •Xwr:,Ct.r;...o am n•n;k "� . :Y �'+Fw Y's '. �i'�'ik' «,;. •,�, `'i '� ?tx ,�.e u��.»... r. -� �,•,•.n �z 't Nr.;. -,.. dt. w:.n .1 A : - ,•r- :+ «w •..... � >: z� {. `t'+ . ..n +, Z ~ W � JU UO W= CO LL C W O Q N G L Lj J V/ J 2 F- W Z I - - I-° O Z F W W U� O CO 0H Ww HF- LL O Z W CO O Z L raj, _� �, T r l , Sitts & Hill Engineers, Inc. Professional Engineers & Planners 2901 South 40" Street Tacoma, Washington 98409 253- 474 -9449 Fax: 253 - 474 -0153 Job Name 2550 Plan Job No. 11,563 Sheet No. 1 By BT Date. 4/04 INDEX BASIS OF DESIGN 2 DESIGN LOADS 3 LATERAL ANALYSIS 4 -24 GRAVITY ANALYSIS 25 -66 z Z �w Q � JU U O to o W= CO) U_ wO Q CO) = �w Z H O Z F-. w UJI �o U O N. WL H U. O LIJ Z N O Z r Sitts & Hill Engineers, Inc. Professional Engineers & Planners 2901 South 40 Street Tacoma, Washington 98409 253 - 474 -9449 Fax: 253 -474 -0153 Job Name 2550 Plan Job No. 11,563 Sheet No. 2 By BT Date 4104 BASIS OF 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 = 0.3) FOUNDATIONS: SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 1'6" MINIMUM BELOW FINISHED GRADE. ALLOWABLE BEARING VALUE = 1000 PSF. CONCRETE: MINIMUM 28 DAY STRENGTH 3,000 PSI EXCEPT AS FOLLOWS: FOUNDATIONS ------------------------------------------- - - - - -- -2,500 PSI REINFORCING: BARS #5 AND LARGER: Fy = 60,000 PSI. BARS #4 AND SMALLER: Fy = 40,000 PSI. STRUCTURAL STEEL: STRUCTURAL STEEL: Fy = 36,000 PSI. BOLTS: A307 WOOD: TYPE JOISTS 2X4--------------------------------------------------------------------------------------------------- - -H.F. 42 2X6OR LARGER ------------------------- — --------------------------------------------------------- H.F. #2 BEAMS WIDTH4" OR LESS ------------ ------------------------------------------------------------------- D. F. #2 WIDTH GREATER THAN --------------------------------------------------------------------------------------------- - -D.F. #2 LEDGERS AND TOPPLATES -------------------------------------------------------------------------------------- - -H.F. #2 STUDS 2X4---------------------------------------------------------------------------------------------------- H. F. #2 2 X 6 OR LARGER ---------------------------------------------------------------------------------- H.F. 42 POSTS 4X4 ---------------------------------------------------------------------------------------------------- D.F. #2 4 X 6 OR LARGER ---------------------------------------------------------------------------------- D. F. #2 6 X 6 OR LARGER ---------------------------------------------------------------------------------- D.F. #2 GLUED - LAMINATED BEAMS (GLULAM): Fb = 2,400 PSI, Fv = 190 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI. ENGINEERED WOOD BEAMS (PARALLAM PSL): Fb = 2,900 PSI, Fv = 290 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 2,000,000 PSI. .; .., ..: .+,r;i,._..;:Lx. .:.is...) ..c::.. .... i::,;.! •, ».L1:�jw.:isaa�:l:nd i;.::w :va.; � .�a?.iKx i � �inb.l�..t;�...:vs -; '�+. •�.r` .+:a �.:.,ti �..` '� :i:�_. wr'�wJG' , A z ��- z �W JU UO N C0 w J = H �LL WO LL a = W z� 1= 0 z H W U ON 0 1.— W LU LO •z W U= O z M i 1 , Sitts & Hill Engineers, Inc. Professional Engineers i 2901 South 40 Street j Tacoma, Washington 98409 1 253- 474 -9449 Fax: 253 - 474 -0153 Job Name. 2550 Plan Job No. 11,563 Sheet No. 3 By BT Date. 4104 DESIGN LOADS ROOF DEAD LOADS: ROOF INSULATION SHEATHING FRAMING BEAMS MISC. MECH., & LGTN. ROOF LIVE LOAD: FLOOR DEAD LOADS: FLR. COVER INSULATION SHEATHING FRAMING BEAMS MISC. MECH., & LGTN. 6.5 PSF 2.0 1.5 2.5 1.5 2.0 16 PSF TOTAL DEAD LOAD 25 PSF (SNOW) 1 PSF 1.0 3.0 3.0 2.0 2.0 12 PSF TOTAL DEAD LOAD FLOOR LIVE LOAD: 40 PSF (REDUCIBLE) PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON z LU JU UO C l) 0 C0 w H Co LL. WO U. co = W ` Z X I— O Z F— Uj �5 U� ON 0 H Ww S lL F" O ..Z U =. O Z SITTS & HILL ENGINEERS INC. 2901 S0.40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: 2550 PLAN 11563.mcd 4/28/2004 design Binh Tran chk Ed Brown LATERAL ANALYSIS : BASED ON 1997 UNIFORM BUILDING CODE AS AMENDED BY LOCAL JURISDICTION. SEISMIC LOADS BASED ON UBC CHAPTER 16, SECTION 1630.2 SEISMIC ZONE: 3 Z:= .3 TABLE 16 -1 1:= 1.0 TABLE 16 -K 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-c W V = 0.04 W Equation 30 -5 V:= 2.5•Ca I W R V = 0.164 W Minimum Governs by inspection. Acceleration controls seismic design of short structures. Conservatively, assume a redundancy factor of: p := 1.4 Working Strength Level then becomes: E:= V -p W 1.4 E =0.16 W (vertical component of earthquake ground motion taken as 0 for allowable stress design) Lateral forces will be distributed along lines of force /resistance. Lines of force /resistance will be investigated for both wind and seismic lateral loads. Z �Z �w �U 00 CO O co Uj U_ t— CO U- w U - ND T �-W ? F ZO W U� ON o E-- WW H� �O w Z U= O Z M.' I , K•� i. i it l 5' FRONT ELEVATION " ►4 ► ► 1, pi ►�_0ii OPT. 1'x4' SKYLr3"T REAR ELEVATION f-'e ► ►► 1/ UPPE FLR R. m _ UPP ER_FL OOR MAIN FLR P_. 014X8 9AR6E BOARD w IX] TRIM d) i0 MAIN FL OOR_ J �i Ca.0 L3 OP R: .i�L1:..aa :..a r ,.Y.:.��;�: /::::i:ui,.'.srtkt.x ',7.r«.i:�.:ua.i,..:.:�.:i:s :•t•:�k..u'c::� . { ' uui.�:;: _ 4 �' :i+.�i CONC. STOOP Z N Z LL W QQ JU UO W� CO LL WO J LL Q _ d F". W Z F- O Z I-- LiJ U� O - D i-- W UJ U U- 0 .. Z W Cl) O Z 1 I ... .. ... . �� y; •-. �4. 7Y• �' �Y! lf�, f,�1�:'ty:'.;'w'T:R�"' .� "'�;'{ .. ... .. .. ... 14•X18' GALE VENT S /4" BARGE W/ IX2 TRIM 4� ' 17 OPT VAULT \ 4 - 1 14'%10' GABLE VENT Ell G 3I r �CATFI, CEILING INSIpE MASTER SUITE r 1 1 1F �9r A ill ip q 16 J 16 A OPTIONAL (3) 2 ° 2 ° 0 / \ �9 MAIN F 11 FRIGHT ELEVATION 11 ,411 LEFT ELEVATION "A 1 4 4 ° =1 -0 2 Z. W C UQ CO co w J f C0 LL W O Ei 1L Q co _ ryry V I' W • Z �o Z F- 25 U 0 O N. o� uw w U O L11 Z U= O ~. Z , ij 1 I ... .. ... . �� y; •-. �4. 7Y• �' �Y! lf�, f,�1�:'ty:'.;'w'T:R�"' .� "'�;'{ .. ... .. .. ... 14•X18' GALE VENT S /4" BARGE W/ IX2 TRIM 4� ' 17 OPT VAULT \ 4 - 1 14'%10' GABLE VENT Ell G 3I r �CATFI, CEILING INSIpE MASTER SUITE r 1 1 1F �9r A ill ip q 16 J 16 A OPTIONAL (3) 2 ° 2 ° 0 / \ �9 MAIN F 11 FRIGHT ELEVATION 11 ,411 LEFT ELEVATION "A 1 4 4 ° =1 -0 2 Z. W C UQ CO co w J f C0 LL W O Ei 1L Q co _ ryry V I' W • Z �o Z F- 25 U 0 O N. o� uw w U O L11 Z U= O ~. Z SITTS & HILL ENGINEERS INC. 2901 Sb. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 I i PROJECT: 2550 PLAN 11563.mcd 4/28/2004 design Binh Tran chk Ed Brown 7 WIND USE METHOD 2 - PROJECTED AREA METHOD PER UBC SECTION 1621.3 STRUCTURE LESS THAN 200 FEET IN HEIGHT, P= CeCg cis lw WHERE: WIND EXPOSURE = B 80 mph WIND SPEED Ce = COMBINED HEIGHT AND GUST FACTOR COEFFICIENT (TABLE 16 -G) Cq = PRESSURE COEFFICIENT (TABLE 16 -H) cis = WIND STAGNATION PRESSURE BASED ON WIND SPEED (TABLE 16 -F) Iw = IMPORTANCE FACTOR (TABLE 16 -K) Exposure B, 80 mph WIND SPEED qs := 16.4• I b Iw := 1.0 Cq := 1.3 ft Height Above Ce Wind Pressure (psf) Ground (ft.) 0' to 15' CO5:=.62. P1 := gs•Iw•Cq•Cel5 P1 = 13.21b ft' 15' to 20' Ce20 := .67 P2:= qs• Iw• Cq• Ce20 P2 = 14.31b ft 20' to 25' Ce25 := .72 P3:= gs•Iw.Cq•Ce25 P3 = 15.41b ft 25' to 30' Ce30 := .76 P4:= gs•Iw•Cq•Ce30 P4 = 16.2 lb ft -2 30 to 40' Ce40 := .84 PS := gs•Iw•Cq•Ce40 P5 = 17.91b ft -2 WIND SHEAR AT GARAGE DIAPHRAGM:: W P1.12 -ft W3.= 1:58:61bft - � WIND SHEAR AT UPPER FLOOR DIAPHRAGM: W P2.10 -ft WW2 = 142.81bft WIND SHEAR AT MAIN FLOOR DIAPHRAGM: W := W P1.9 -ft .W1.'261:81bft -1 .; 2550 PLAN i a { r .. � 4' _n� :..0 4:.�i�.:: +.`L.45 4..`.:. 'W::S.�Ji+a:.G.vu.AaK+iw tGd " 4,.v.S }a:WG'1. t aCS1 }JKN;4t' 1CoiwSUR Z o � JU 00 cf) NW �� C/)U- 10 J U. Q = a Z r- W �5 ON D W. F- P O Z W U= O Z , r =. I I I I I I 1 1 I I I I I I I I I I I I I { I I I 1 I I I I I LL-3 wo ENGINEERING FOCI` DESIGN LOADS. OL • 15 F"3F LL 75 PSF FLOOR DESIGN LOADS, OL • 10 FtF LL a0 PSF '+EA';UTALLS, • CIDICATES x I trr• ' INDICATES TYPICAL EXT' RmICATES ! 1101CATE3 1 • ALI. HEADERS ARE TO BI PF'WDE TI) 7x TRrTER ' F IZCMDE f 7) 7x POST AT TUBS 4 SNOUE FIREBLOCK BEMEEN STUD LP11T SHOUTER FLOW TO IS , WALLS SHALL BE WATE.RPR '0• ABOVE ORAW INLET. ALL GLAINXa INCLL"JPY. 10 OF DRAIN INLET SH.: SAFETY GLASS. NOTES: -SOLID BLOCKING OVER S FI'ZS SLOCK74 • ALL P. •WWDOIS ARE VINYL FRA' ARE R/O WIDTH I H_IGHT TYP EXTIUALLS TO BE 7X SD. SI'ICKE DETECTORS 1'OV, W/ BATTERY 9 CKUP, REt Q SMCKE DETECTORS ALL 13EDROOMS 0 77' X 30' ATTIO AOCE O] 04OLE HOUSE FAN V t. SIDE ROOF OF HOUSE �+ WGH/LOW RETURN AIR 3' DOWN FROG I CEILIIY O OPTIONAL 71I4 SKTL'.G- Ob STD. SKYLIGHT :V 7'•b' FROM TUB WALL .. •v.• ..* �u .i.: !,» r;faLrs.;tiJa+ «i ' i.;,1%/ �1A'Vic. Z S ~ N W Id. D UO N J Cl) U- 0 G ?. (0 0 = W 1- _ Z F - Z� � 0 U 0 r_ WW U O 111 Z U= o� Z SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: 2550 PLAN 11563.mcd 4/28/2004 design Binh Tran chk Ed Brown Upper Floor Wall Line AA: Distance between Lines of Resistance: L4:= 29-ft W = 142.8lb ff I Total Wall Length: Laa := 18• ft Plate Height: H,:= 8 -ft W 2 •L4•.5 Wind Shear vaa :_ .t Shear Wall:Type P1 7 6 Laa vaa = 115.1 lb ft 10d nails :'6 " Capacity 278 PLF Seismic Tributary Weight: Roof := 16•psf-34•ft• 29 •ft Roof = 7888 lb 2 Wall := 10•psf•34- ft•5•ft Wall= 1700 lb W:= Roof + Wall' W = 9588 lb Seismic Force: Eaa := V W E 87.2 lbff 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•Hw laa Wall= 1440 lb Total := Roof + Wall Total = 2016 lb Resisting Moment: DLR:= Total. laa DLR = 18144 lb ft 2 Net Uplift: U:= OTM - DLR laa U = -87.4 lb No Holdown. 2550 PLAN Z Z �W QQ JU UO N 0 C0 W W = H �U- W O. UQ Co 0 =d �W Z = F—. F— O Z E- W U O - WW ti O 111 Z U= O Z SIM & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax(253)474 -0153 PROJECT: 2550 PLAN 11563.mcd 4/2812004 design Binh Tran chk Ed Brown 10 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 Shear Wall, Type P1 -4 Lbb vbb = 371.4 lb ft- 10d nails @ 4" � ;: Capacity = 418: PLF -• Seismic Tributary Weiqht: Roof := 16•psf•28•ft. 23 2 29 ft Roof =116481b Wall := 10•psf•28•ft•5•ft Wall= 1400 lb W:= Roof + Wall W = 13048 lb Seismic Force Ebb := V W Ebb = 213.5 lb ft Wind Controls Design Lbb Check wall section: lbb := 10-ft Overturning Moment: OTM := vbb•lbb•H Dead load resisting: Roof := 16•psf•2•ft•lbb Wall := 10•psf•H ]bb Total := Roof + Wall OTM = 29711.6 lb ft Roof = 320 lb Wall = 800 lb Total = 11201b Resisting Moment: DLR:= Total. lbb DLR = 5600lbft 2 Net Uplift: U:= OTM — DLR U = 2411.2 lb Simpson Straps lbb MST37. 2550 PLAN Zz .. W tY 2 D UO O Uj t-- C0 U- W O. �QQ U- c �. = F- W Z H F— O Z !-- 25 U 0. O� o f- W W H� U- O LLI Z U= O Z SITES & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax(253)474 -0153 PROJECT: 2550 PLAN 11563.mcd 4/28/2004 design Binh Tran chk Ed Brown ri Upper Floor Wall Line CC: Distance between Lines of Resistance: L3:= 23-ft Total Wall Length: Lcc := (5 + 5)-ft Wind Shear vcc := W2 -L3•.5 Lcc Seismic Tributary Weight: Roof := 16•psf•28•ft• -ft 2 Wall := 10•psf•28• ft. 5•ft W:= Roof + Wall W = 142.816 ft -I Plate Height: H := 8-ft _1 Shear Wall Type P1 -6 vcc = 164.31bft 10d nails @.,6" O. C..,, Capacity =•278 PLF Roof =51521b Wall = 1400 lb W = 6552 lb Seismic Force: E := V W E = 107.21b ft -I Lcc Check wall section: lcc := 5-ft Overturning Moment: OTM := vcc•lcc•H Dead load resisting: Roof := 16•psf•2-ft•1cc Wall := 10•psf•H Icc Total := Roof + Wall Wind Controls Design OTM = 6570.8 lb ft Roof = 16016 Wall = 400 lb Total = 560 lb Resisting Moment: DLR := Total. Icc DLR = 1400 lb ft 2 Net Uplift: U:= OTM — DLR U = 1034.2 lb Simpson Straps Icc MST37. 2550 PLAN ::.�: ..� . ..y -, .t.: ,{�a .i. nu» a, x,.: rS;. u.v.+lxki.E:�W<.x.;:::Y:.'. �.:::i.:.l.: ....,,::. t: � :..:......w..,'::+s..i.�:e;;.. - :w:d+}::,cm.Y.•i+:ut,4 ",..+4ss.. ��s .z«%:i.�...»a:.s •�u. Z Z JU UO w� C0 LL w O. LL¢ �D = d. �W ' Z 1 Z F- 2 Uj D ON � 1— wW LL — 0 .. Z U= O 1' Z SIT7'S & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax(253)474 -0153 PROJECT: 2550 PLAN 11563.mcd 4/28/2004 design Binh Tran chk Ed Brown 1 1 Elevation "B" Wall Line CC: Distance between Lines of Resistance: L3:= 23 -ft Total Wall Length: Lcc := (3 + 4 + 3) -ft Wind Shear vcc :_ W2-L3-.5 Lcc Seismic Tributary Weiqht: Roof := 16•psf•28 -R. 23 -ft 2 Wall:= 10•psf•28•ft•5 -ft W:= Roof + Wall W = 142.8 lb ft Plate Height: H := 8 -ft _t Shear. Wall Type P:1 =6 vcc = 164.3 lb ft 10d nails @ 6" O.C: Capacity = 278 PLF Roof = 5152 lb Wall = 14001b W = 6552 lb Seismic Force: Ecc — V W E = 107.2 lb ft' Wind Controls Design Lcc Check wall section: ]cc := 3 -ft Overturning Moment: OTM := vcc•lcc -H Dead load resisting: Roof := 16•psf•2•ft -lcc Wall := 10- psf•Hw lcc Total := Roof + Wall OTM = 3942.5 lb ft Roof = 961b Wall = 240 lb Total = 336 lb Resisting Moment: DLR := Total. lcc DLR = 504 lb ft 2 Net Uplift: U:= OTM — DLR U = 1146.2 lb Simpson Straps lcc MST37. Z '~ W t Q Y � JU UO U) H C0 LL WO 9-j LL Q Da = W I— _ I— O Z F- 5 U O - 0 F- WW U. O --z W U =, a� Z 10 ' SIT'TS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: 2550 PLAN 11563. m cd 4/28/2004 design Binh Tran chk Ed Brown /3 Upper Floor Wall Line DD: Distance between Lines of Resistance: Ll := 34 -ft W = 142.8lbft -t Total Wall Length: Ldd:= (8.5 + 18) -ft Plate Height: H,:= 8 -ft W -L1-.5 Wind Shear vdd Shear Wall Type P1 -6 Ldd vdd = 91.6 lb ft- 1Od.nails @ 6" O.G. Oa pacity.= 278`.plf Seismic Tributary Weiqht: Roof := 16- psf -42 -ft- 34 -ft Roof =114241b 2 Wall := 10- psf- 42-ft-5•ft Wall = 2100 lb W:= Roof + Wall W = 13524 lb Seismic Force: Eaa V W Eaa = 93.5 lb ft Wind Controls Design Ldd Check wall section: Idd := 8.5 -ft Overturning Moment: OTM := vdd-Idd-H, OTM = 6231.2 lb ft Dead load resisting: Roof := 16 -psf -16 -ft-ldd Roof =2176 lb Wall := 10- psf -H,, ldd Wall = 680 lb Total := Roof + Wall Total = 2856 lb Resisting Moment: DLR := Total. I d d DLR = 12138 lb ft 2 Net Uplift: U:= OTM — DLR U=-694.91b No Holdown. Idd 2550 PLAN Z 4z �' Z UO Co a WH C0 w w O J U. N = W >r = Z H Z0 Uj w U ON 0 I— WW HF u. O W Z co Z " SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: 2550 PLAN 11563.mcd 4/28/2004 design Binh Tran chk Ed Brown Upper Floor Wall Line EE: Distance between Lines of Resistance: L2:= 28-ft W = 142.8lb ft I Total Wall Length: Lee:= 14.5 -ft Plate Height: H := 8-ft Wind Shear vee := W2-L2-.5 _I Shear�Wall Type P1;;6 Lee vee = 137.9 lb ft 10d`riails . @. 6 ":O.C.; Capacity Seismic Tributary Weight: Roof := 16•psf•42•ft• 28 -ft Roof = 9408 It Wall := 10•psf•42•ft•5•ft Wall = 2100 lb W:= Roof + Wall W = 11508 lb Seismic Force: Eee V W Eee = 129.9 lb ft Lee Check wall section: lee := 14.5-ft Overturning Moment: OTM := vee•lee•H Dead load resisting: Roof := 16•psf•12•ft•lee Wall:= 10•psf- H Total := Roof + Wall lee Wind Controls Design OTM = 15998.5 lb ft Roof = 2784 lb Wall= 11601b Total = 39441b Resisting Moment: DLR := Total.— DLR = 28594 lb ft 2 Net Uplift: U:= OTM - DLR U=-868.71b No Holdown. lee 2550 PLAN Z '~ w oC g JU 00 . to J = H Cl) U- w }} 0 �J UQ co) = w ? F- I— O Z F— w w U� ON 0 I-- W H U O .• Z W co P H O Z SIM & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax(253)474 -0153 PROJECT: 2550 PLAN 11563.mcd 4/28/2004 design Binh Tran chk Ed Brown 15 Upper Floor Wall Line FF: Distance between Lines of Resistance: L1 := 34 -ft Total Wall Length: Lff := (4 + 4)•ft W Seismic Tributary Weight: Roof := 16•psf•16•ft -34•ft Roof = 8704 lb Wall := 10•psf- 16•ft•5•ft Wall = 800 lb W:= Roof + Wall W = 95041b Wind Shear vff := vff = 303.5 lb ft' I Lff I Seismic Force: E8• := V W E, = 194.4 lb ff ' Lff Check wall section: lff := 4 -ft Overturning Moment: OTM := vff•lff H Dead load resisting: Roof := 16•psf•2•ft•lff Wall := 10•psf•Hw lff Total := Roof + Wall Resisting Moment: DLR := Total. lff 2 Net Uplift: U:= OTM — DLR lff W = 142.8 lb ft - Plate Height: H 8-ft Shear Wall-Type P1,74 10d nails @_4 " ; ad Capacity : =418`p1f Wind Controls Design OTM = 9713.4 lb ft Roof = 128 lb Wall = 320 lb Total = 448 lb DLR = 896 lb ft U = 2204.3 lb Simpson Strap MST37. z } Z . �w QQ JU UO (3 Cl) to J H N LL WO �Q ND = �... W z 2 tr ZO w U� O � � F— WW Y- O tii z U= O h- z I I I 74 PTP05T TYP I I (HI J 4x 0 • 3rd OF- 7 NOR OPT. I (HOLD LIP) r t. (47)x �F'J (CM.0 3 "'x16 V1'(74F -V4) (411x WV .� ABOVE J� . (HI) 4x17 DFx 7 NOR • I .a I 16 l OH. GAR OR •� 2 �+ C 4 Z ( la I•.Ia 1m C l' -b 111" % 17' -5 111" . MAIN FLOOR PLAN �= 1/4" V -011 1 s m 1 I Z � Z LI. W G D UO J � LL WD G LL Z "1 Z I- W O 2� U oF_ WW H 0 Z U= 0 Z y SITTSA HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax(253)474 -0153 PROJECT: 2550 PLAN 11563.mcd 4/28/2004 design Binh Tran chk Ed Brown I Main Floor Wall Line A: Distance between Lines of Resistance: L4:= 29 -ft Total Wall Length: La := (4 + 5.5 + 5)-ft W L4•.5 W I = 261.8 lb ft I Plate Height: H,,,:= 9-ft Shear Wall Type P1 -6 10d nails @ 6" O.C. Capacity .= 278 PLF Wind Shear va:= -i La va = 261.8 lb ft Seismic Tributary Weight: Roof := 16•psf- 34•ft - •ft Roof = 7888 lb 2 Wall := 10•psf•34-ft• 12.5 -ft Wall = 4250 lb Floor:= 12•psf•34•ft• Floor = 5916lb 2 W:= Roof + Wall + Floor W = 18054 lb Seismic Force: E := V- W E = 203.7 lb ff 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 Resisting Moment: Net Uplift: DLR := Total. ]a 2 OTM — DLR U := la Wind Controls Design OTM = 9425.1 lb ft Roof = 128 lb Wall = 360 lb Floor = 336 lb Total = 824 lb DLR = 1648 lb ft U = 1944.3 lb Simpson Holdown. H PAH D22. 2550 PLAN Z o � JU UO w= F- S2 LL w LLQ N� ? F-- F- O Z F- W 2 5 U O N 0 F- WW u. O W Z UN it O Z SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax(253)474 -0153 PROJECT: 2550 PLAN 11563.mcd 4/28/2004 design Binh Tran chk Ed Brown 2550 PLAN z Z �W JU UO UD C0 UJI J = F- U) LL W O U- a to� M �W Z F- �- o z f-- U� O N o�- W Lu H L O •z W U= O z i;, <.,c., ,, M„vvatJ.a.�... ,+ . t .,G.:�s,.sftio."�::;.::+..:.. �,eyu�trsw:auru.w.acs ':.L�,:w.'v':rii�SW .+a•- �?'�-= �;�ti?3 SITTS� & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98109 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: 2550 PLAN 11563.mcd 4/28/2004 design Binh Tran chk Ed Brown Main Floor Wall Line C: Distance between Lines of Resistance: L3:= 23-ft Total Wall Length: Lc := (2 + 2)-ft Wind Shear vc :_ WI-L3-.5 Lc Seismic Tributary Weight: Roof := 16•psf•20•ft• 23 -ft 2 Wall:= 10•psf•20•ft•12.5•ft Floor:= 12•psf•20•ft• 23 -ft 2 W:= Roof + Wall + Floor W, = 261.8 lb ft Plate Height: H,:= 9-ft See Garage Panel vc = 752.71b ft for'Nailing Spacing, Detail 403. Seismic Force: E := V W E = 365.7lb ft - � Lc Wind Controls Design Note : SEE GARAGE RESTRAINT PANEL FOR NAILING SPACING, AND HOLDOWN TYPES, DETAIL H3 SHEET S1.4 Roof = 3680 lb Wall = 2500 lb Floor = 2760 lb W = 8940 lb Z QQ 2Z '~ W U C0 H Co LL WO J LL S2 d = W H ? F- 1— O Z I—• Ujj U0 ON D F--. W �U U. O .Z W U =: O Z of S&S & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax(253)474 -0153 PROJECT: 2550 PLAN 11563.mcd 4/28/2004 design Binh Tran chk Ed Brown in Main Floor Wall Line D: Distance between Lines of Resistance: L1 := 34-ft Total Wall Length: Ld := 30.5-ft Wind Shear vd :_ Wi•L1•.5 Ld Seismic Tributary Weight: Roof:= 16•psf•42•ft• 2 Wall:= 10•psf•42•ft•12.5•ft Floor:= 12•psf•42•ft• 34 -ft 2 W:= Roof + Wall + Floor Seismic Force: E := Ld ft Ed = 135.4 lb l Check wall section: Id:= 30.5-ft Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: OTM := vd•ld•H,,, Roof := 16•psf•16•ft•ld Wall:= 10•psf•H Floor:= 12•psf•1.3•ft•ld Total := Roof + Wall + Floor DLR := Total. ld 2 OTM — DLR ld W = 261.81b ft-1 Plate Height: 1I,,, := 9-ft _t Shear Wall Type P1 -6 vd = 145.91b ft .10d; nails @ 6" O.C. Capacity 278 PLF Roof = 114241b Wall = 5250 lb Floor = 8568 lb W = 25242 lb Wind Controls Design OTM = 40056.9 lb ft Roof = 7808 lb Wall = 54901b Floor = 475.8 lb Total = 13773.8 lb DLR = 210050.4 lb ft U = — 5573.6 lb No Holdown. 2550 PLAN Z W' tY � D JU UO w� C0 U- w O J U. N = lit Z� F- O Z !— 25 U V)_ O I— w �U U- 0 Z Uco F _. O H Z SIT'TS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax(253)474 -0153 PROJECT: 2550 PLAN 11563.mcd 4/28/2004 design Binh Tran chk Ed Brown Main Floor Wall Line E: Distance between Lines of Resistance: L5:= 20-ft W = 261.81bft - Total Wall Length: Le := 16.5-ft Plate Height W Wind Shear ve := Le ve = 317.31b ft" Seismic Tributary Weight: 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 ■ Seismic Force: E := V W E = 285.3 lb ft t Le Check wall section: le:= 16.5. ft H 9-ft Shear,.W' blI Type P1 -4 1Od nails @.4' O,C:. Capacity= 418 PLF Wind Controls Design Overturning Moment: OTM := ve•le•H OTM = 47125.7 lb ft 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 = 257.4lb Total := Roof + Wall + Floor Total = 6395.4 lb Resisting Moment: DLR:= Total- Le DLR = 52762lbft 2 Net Uplift: U:= OTM - DLR U = -341.6 lb No Holdown. le t i i a 2550 PLAN Z '~ w � 2 JU 00 ( W J N W WO J LL Q Cl) D = �W Z H I— O Z F- W U� 0 - C1 I— WW �0 Z W U= O Z I i I SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 Roof := 16•psf•16•ft• 3 Wa11:= 10•psf• 16• R. 12.5• ft Floor:= 12•psf•16•ft• 3 W:= Roof + Wall + Floor 11563.mcd 4/28/2004 design Binh Tran chk Ed Brown ai Main Floor Wall Line F Distance between Lines of Resistance: L1 := 34. ft W = 261.8lbft t Total Wall Length: Lf := 10•ft Plate Height: Wind Shear of :_ W t-L1•.5 Lf Seismic Tributary Weight: Seismic Force: E := V• W Lf Check wall section: if := 10• ft Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: PROJECT: 2550 PLAN of = 445.1 lb ft' Roof = 4352 lb Wall = 2000 lb Floor = 3264 lb W = 9616 lb Er = 157.4 lb ft OTM:= vf -if •H Roof := 16•psf•2•ft•lf Wall := 10•psf•H"; 2•lf Floor:= 12•psf•1.3•ft•If Total := Roof + Wall + Floor If H := 9-ft Shear Wall Type P1 =3, 10d nails @ 3 ". O.C.. Capacity. ' -545<PLF: = Wind Controls Design OTM = 40056.9 lb ft Roof = 320 lb Wall= 1800 lb Floor= 156 lb Total = 2276 lb DLR := Total.— DLR = 11380lbft 2 U OTM – DLR U = 2867.71b Simpson Holdown. If STHD14RJ. 2550 PLAN z Z �W 2 D J U. UO ND to W �_ H 0W WO tL Q � = �. W Z H 1— O z t– Uj 2� U(3 0 (o_ H WW HF tL O z' W U= O z 0 SIFTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: 2550 PLAN 11563.mcd 4/28/2004 design Binh Tran chk Ed Brown Main Floor Wall Line G: Distance between Lines of Resistance: L5:= 20-ft W = 158.6 lb ft I Total Wall Length: Lg:= (4 + 8.5)-ft Plate Height: W Wind Shear vg := vg = 126.916 ft � Lg Seismic Tributary Weight: Roof := 16•psf•31 •ft• 2 -ft Roof = 4960 lb Wall:= 10•psf•31•ft•5•ft Wall= 15501b W:= Roof + Wall W = 65101b Seismic Force: Eg := V• W E = 85.2 lb ft Lg Check wall section: lg := 4-ft Overturning Moment: OTM := vg•lg•H Dead load resisting: Roof := 16•psf•2•ft•Ig Wall := 10•psf •Hw lg Total := Roof + Wall Resisting Moment: DLR := Total. 19 2 H := 9-ft Shear Wall Type P1 7 6 10d nails @ 6" O.C. ' Capacity = 278 PLF,; Wind Controls Design OTM = 4568.3 lb ft Roof = 128 lb Wall = 360 lb Total = 488 lb DLR = 976 lb ft Net Uplift: U:= OTM — DLR U = 898.1 lb No Holdown. lg z Z w o QQ C 2 JU UO Cj ) 13 -J� CO LL w O 2 J LL d = ut 1-0 z I- LU 25 U O- C) F- WW O LLl z N O z ' SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: 2550 PLAN 11563.mcd 4/28/2004 design Binh Tran chk Ed Brown Main Floor Wail Line H: Distance between Lines of Resistance: L6:= 31 -ft W = 158.61bff Total Wall Length: Lh := (3 + 3)-ft Plate Height Wind Shear vh := W3•L6•.5 -t Lh vh = 409.8 lb ft Seismic Tributary Weight: Roof := 16•psf•20•ft• 21 -ft Roof = 4960 lb Wall := 10•psf•20•ft -5•ft Wall = 1000 lb W:= Roof + Wall W = 5960 lb V•W H 9-ft Shear Wall Type P1-4 10d nails @ 4 ". O.C. Capacity = 418.PLF Seismic Force: Eh := E = 162.5 lb ft -1 Wind Controls Design Lh Check wall section: lh := 3 -ft Overturning Moment: OTM := vh•lh•H Dead load resisting: Roof := 16•psf•16•ft•lh Wall := 10•psf•Hw lh Total := Roof + Wall Resisting Moment: DLR := Total. lh 2 Net Uplift: U:= OTM — DLR lh OTM = 11063.8 lb ft Roof = 768 lb Wall = 270 lb Total = 1038 lb DLR = 1557 lb ft U = 3168.91b Simpson Holdown STHD14RJ 2550 PLAN Z HW JU UO V) N CO LL WO J U- Q co) =W ` ? F- F- O Z 1— W UC3 O - off W w u' O .Z W U CO. O Z OPTIONAL J4�x48 11 I IIWYLIGNT III 14N 2x6 cxvzn,. BLOCY. FOR 5101W, f 1 N 4' -0 I I 1 j { S11EAP I I i t I I I I I I 1 I I I I . I I I I I I 1 I I I I DS. 5x4 BARGE BOARD W/ Ix7 TRIM 3 � S 2 CIIJ 15' CCf`PTCN ❑ TRUSSES 0 74'0,C, z ❑ w T _ m . ❑9 1 I I L =OG R L (3111'. • JACK (5) 70 CCM•ILN TRI55E5 • 24 OC. 60t PITCH 302 P17CW INSIDE I 7T'•t ©• COCR'ICN TF]U55E5 • 24' OL. STUB BACY •- _�rl .. I 1 � 1 T 2x4 RAFTERS W/ 1 0'•I 1/-+• RIGHT „ ' 2x4 CEILING JOISTS ^L v l r—t• I I— ^ -I ❑ � I I 5F Z . i I I L ❑ ..I .. I .I p C( F 4' -0 I I 1 j { S11EAP I I i t I I I I I I 1 I I I I . I I I I I I 1 I I I I DS. 5x4 BARGE BOARD W/ Ix7 TRIM 3 � S 2 CIIJ 15' CCf`PTCN ❑ TRUSSES 0 74'0,C, z ❑ w T _ m . ❑9 1 I I L =OG R L (3111'. • JACK (5) 70 CCM•ILN TRI55E5 • 24 OC. 60t PITCH 302 P17CW INSIDE I TO GUTTER A TTIC VEt 2x4 RAFTERS W/ \ r _ I(J 2x4 CEILING JOISTS ^L • 14' O.C. OIVERTER TO GUTTER DESCRIPTION AREA 13'34 O ROOF FRAMING; PLAN 5F Z . N C V O 51 O 216 5F. µ. " •C " N D r �-- — m EACH /F•SO RXF VDIT . U 0 RIDGE m 'n • ROOF VENTS . A (5F Cl) C300.T W T • EAVE VENTS •J _ 6117 P TCN 3+R F" CH M• IDE C300X I NOT., EVERT M65 !eACF At Co BLCOCED • EJOI CLCCX tow 0 n11114 V4' WfE MESH W �Q y } 13RACING: � 1: 2 (2/ 2" UP TO 10' -0• L. 12J 2x6 d 10'•0• TO 14' - C3J 2x8 OVER k'•0• LC '^ NOTES: V =' — • SEE ENGINEERING FC1 LU b.R PITCH OtHERWISE NOTED. Z H 4R TCH SIDE C VEINED BLOCKING C O I . ROCf OVERHANGS TO �1 C • f� S -eBE W PfTCS TO B W • . SKYLIGHT 2.6 Z ON M- • TRUSSES 1 RAFTERS E ♦D•� E OTHER WISE NOTED. V CO Y O ENC = U `� RI INTER I LL Rp,� '••- E Lrl DL• F' LL . {.L O M I m .sEeFL Z RIDG' ❑ 1 RIDGE I 2 C21 AF U ' RG Vc2! 5 I = I O { I z I TRUSS NOTED B S i • ALL TRUSSES SHALL C� I . ALL TRUSSES SHALL VS 1 I MA. L'FACTLRS SPECIFIC ' TRUSSES WILL NOT BE F `• ^ _, - ^ _ DEPT. APPROVAL OR E TO GUTTER • ALL TRUSSES SHALL NA SITE FOR FRA`IlNG INS.! • ALL CONNECTICNS OF R MAIN GIRDER TO BE PR • TR.155 DRAWINGS TO BE WASNINGTCN STATE 5TFE • TRUSSES SHALL BE MAN LNDER THE R�EC'JIREMEN BEAR THE CUALITY CCn ":.WFACTVRLV PL: -4T SPACING. SECTION 7343 • APPROVED HANGERS Sr RAFTERS, JACK OR HIP 5ECTION5 2311-5, 1303.4. 1 • 00 t METAL PLATE CC" IDENT;FCATIM VSORMA' PEF?tAt1EHTLY AFFIXED - FOLLO,UIW— A IDENTIFICATICN t B. THE DESIGN LO- C. THE TF31S5 SPAC • ALL ROOF TRUSSES SNAL FRAMEWORK AND SUPPC PART CF THE UWOLE LAIIL WELL FITTED AND SHALL BEFORE ANY LOAD 15 PL BR:•CING SHALL FE USEC • ROOF TT318SES SHOULD E B_ARIFICi Br SOLID BLOC DISPLACEMENT. THEY 51• TO RESIST WIND SUCTION I r 2x4 RAFTERS W/ 5/4 BAME BOARD WJ Ix2 TRIM _ I(J 2x4 CEILING JOISTS INSTALL FLASHING • 14' O.C. OIVERTER TO GUTTER O ROOF FRAMING; PLAN • ALL TRUSSES SHALL NA SITE FOR FRA`IlNG INS.! • ALL CONNECTICNS OF R MAIN GIRDER TO BE PR • TR.155 DRAWINGS TO BE WASNINGTCN STATE 5TFE • TRUSSES SHALL BE MAN LNDER THE R�EC'JIREMEN BEAR THE CUALITY CCn ":.WFACTVRLV PL: -4T SPACING. SECTION 7343 • APPROVED HANGERS Sr RAFTERS, JACK OR HIP 5ECTION5 2311-5, 1303.4. 1 • 00 t METAL PLATE CC" IDENT;FCATIM VSORMA' PEF?tAt1EHTLY AFFIXED - FOLLO,UIW— A IDENTIFICATICN t B. THE DESIGN LO- C. THE TF31S5 SPAC • ALL ROOF TRUSSES SNAL FRAMEWORK AND SUPPC PART CF THE UWOLE LAIIL WELL FITTED AND SHALL BEFORE ANY LOAD 15 PL BR:•CING SHALL FE USEC • ROOF TT318SES SHOULD E B_ARIFICi Br SOLID BLOC DISPLACEMENT. THEY 51• TO RESIST WIND SUCTION I •. t i i I 5.4 BARGI WI IX7 T.CII' 2 ATTIC VENTII )ESCRIPTICH �44Ab REA N O 4 SF. 9 O7 SF. 3 11 (� 6 SF. I O SC: Sf. O X14 3•SO A= von • t—V" x 144 ROCF VENTS • A15Ff f3¢VX1X21 EAVE- VENTS • A(5FJ Boon X ID! WE, DEW law SPAa AT fxws XWO • EAC)I BLOCX TO WAE T)U ITN U4' UP.- TtESH 40TES: SEE ENGINEERING FOR BT OT1 NOTED. VENTED BLO=2 OVEf ROCF OVERHANGS TO BE ROOF PITCHES TO BE 6117 SKYLIGHTS ON 7.6 CURB TRU55ES I RAFtERS SHAL OTHERVASE NOTED. ENGINEERII ROOF OESKN LOAC OL • 15 PSF LL • 75 P°F • SEE FLOOR PLANS F 'BUSS NOTES: ALL TRUSSES SHALL GARB` ALL TFU5SE5 SHALL BE W if :J. ACTUR5 SPECMICAM TRUSSES Ut L NOt BE FIELC DEPT. APPROVAL OR ENY.•P ALL TRUSSES SHALL NAVE : SITE FOR FRAMING NSPECT" ALL CONNECTIONS OF RAM MAIN GIRDER TO BE PROY': TRJSS ORAWNG5 TO BE 5T. WASHINGfCN STATE ST.RUCTL TRUSSES SHALL BE MAMPA LNOER THE RECUIRETTENTS BEAR THE CUALITT CCNTRC HANL: ACTURING PLANT'5 N= SPACLVi. SECTION 73436. APPROVED HANGERS SP06. RAFTERS. JACK OR HIP TRA:• 5ECTICNS 2311S. 2303.4. 7341 LIGHT mETAL PLATE CONNE IOEN71FCATICK MFCFl1ATIC PEFtIANENTLY AFFIXED TO 'OLLCU WG. 4 IDENTIFICATION CF B. THE CE56N LOAD C. THE TRJSS SPAC:1! ALL ROOF TFLSSES SHALL ! :RAtiEWW, AND SUPPORT 'ART OF THE LL410LE BUILD LELL FITTED AND SHALL H= ESFCQS ANY LOAD 15 PLAC BRACLM', SHALL BE USED " • ROOF TRUSSES SHCLLO BE BEARING BY SOLID BLOCK DISFL.:.GSYtENT. THEY SHC. TO RESIST WIND SUCTION CN• Z ~ W �2 D U O N 0 (A W J f LL WO Z V! LL W t� i i-- O Z F- UJ 6 5 U ON o F- WW f- H- tL O .Z W U= O Z 1x4 CEILING JOISTS • 1a• O.C. ROOF FRAMING. PLAN 151 of , � 1 SITTS & HILL ENGINEERS, INC DESIGNED �� DATE 4 � JOB � b� TACOMA, WASHINGTON ( 474.9449 CHECKED DATE ` SHEET PROJECT _ _ __ � 5 " 5 0 T L AA OF � �r-kM i Qq l f�ma,-M , vo Vv z�> 32 2 — 40 . 4Y& V F �'� �6• 2 , 3 31 wD� 8 -- 0- � Z�•%/ ,od 4:j W T l Z W a L � � �, ��" 0� L z �z �W 00 ccl) W W= -J I .-. S2 LL W� J cl)a =W z 1— O z I`- w U o� W LL � .z W U =, z OjO Scope : User: KW- 0602611, Ver 5.6.0, 2-Sep-2002 (c)1983 -2002 ENERCALC Engineering Software Description Beam 1. Title: Dsgnr: Description General Timber Beam Job # Date: 10:06AM, 12 JUN 03 Page 1 100011 103 11calculauonstt 1031.ecw:Calcula General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 48 Dead Load Center Span 5.00 ft .....Lu 0.00 it 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 2.500 ft Shear: E 1,600.0 ksi Fu11 Length Uniform Loads Center DL 256.00 #/ft LL 400.00 # /ft Left Cantilever DL # /ft LL #/ft Right Cantilever DL #/ft LL # /ft Summary Dead Load Total Load Left Cantilever... Dead Load Total Load Span= 5.00ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin -0.052 in Deflection Max Stress Ratio 0.000 in 0.776 : 1 2.500 ft 2.500 ft ...Length /Deft Maximum Moment 0.0 2. 0 k -ft Maximum Shear * 1.5 Allowable 2.8 k-ft D.L. Deft ) ... Allowable Deflection Max. Positive Moment 2.05 k -ft at 2.500 ft Shear: @ Left Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right Max @ Left Support 0.00 k -ft 0.000 in Camber: @ Left Max @ Right Support 0.00 k -ft @ Center Max. M allow 2.76 Reactions... @ Right fb 802.31 psi fv 73.68 psi Left DL 0.64 k Max Fb 1,080.00 psi Fv 95.00 psi Right DL 0.64 k Max Deflections Beam Design OK 1.9 k 2.4 k 1.64 k 1.64 k 0.000 in 0.030 in 0.000 in 1.64k 1.64 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.020 in -0.052 in Deflection 0.000 in 0.000 in ...Location 2.500 ft 2.500 ft ...Length /Deft 0.0 0.0 ...Length /Deft 2,964.0 1,156.69 Right Cantilever... Camber ( using 1.5 * D.L. Deft ) ... Deflection 0.000 in 0.000 in @ Center 0.030 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in z '~ w UO CO O Uj J � NLL W O. r 2 J U_ ?. N = F- W Z H Z� Uj �o U ON OH WW H~ U_ O .z W U =. O z Title : Dsgnr: Description Job # Date: 10:06AM, 12 JUN 03 Scope : �G User: KW-060261 1. Ver 5.6.0, 2-Sep-2002 Genera{ Timber Beam Page 1 (c)1963.2002 ENERCALC Engineering Software _ p:1 1 1 00011 1 0 3 1 1calculations111031.ecw:Calcula Description Beam 2. I Gen In Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x8 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 3.00 ft .....Lu 0.00 ft ft .....Lu 0.00 ft ft .....Lu 0.00 ft 900.0 psi 95.0 psi 625.0 psi 1,600.0 ksi Full Length Uniform Loads Center DL 248.00 # /ft LL 388.00 # /ft Left Cantilever DL # /ft LL #/ft Right Cantilever DL # /ft LL # /ft Span= 3.00ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio 0. 356 ; 1 Maximum Moment 0. k -ft Maximum Shear * 1. Allowable 2.8 k -ft Allowable Max. Positive Moment 0.72 k -ft at 1.500 ft Shear: 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 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 j Deflections Center Span 3.500 in Left Cantilever 7.250 in Right Cantilever Sawn Douglas Fir - Larch, No.2 ...Length /Deft Fb Base Allow 1.000 Fv Allow Pin -Pin Fc Allow @ Left E 3.00 ft .....Lu 0.00 ft ft .....Lu 0.00 ft ft .....Lu 0.00 ft 900.0 psi 95.0 psi 625.0 psi 1,600.0 ksi Full Length Uniform Loads Center DL 248.00 # /ft LL 388.00 # /ft Left Cantilever DL # /ft LL #/ft Right Cantilever DL # /ft LL # /ft Span= 3.00ft, Beam Width = 3.500in x Depth = 7.25in, Ends are Pin -Pin Max Stress Ratio 0. 356 ; 1 Maximum Moment 0. k -ft Maximum Shear * 1. Allowable 2.8 k -ft Allowable Max. Positive Moment 0.72 k -ft at 1.500 ft Shear: 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 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 j Deflections Beam Design OK Center Span... Dead Load j Deflection -0.003 in ...Location 1.500 ft ...Length /Deft 14,165.0 i Camber ( using 1.5 ` D.L. Defl ) ... @ Center 0.004 in @ Left 0.000 in @ Right I 0.000 in 5 0.9 k 2.4 k @ Left 0.95 k @ Right 0.95 k @ Left 0.000 in @ Center 0.004 in @ Right 0.000 in Max 0.95 k Max 0.95 k Total Load Left Cantilever... Dead Load Total Load -0.007 in Deflection 0.000 in 0.000 in 1.500 ft ...Length /Deft 0.0 0.0 5,523.44 Right Cantilever... Deflection 0.000 in 0.000 in ...Length /Deft 0.0 0.0 z �z �w 0 JU 0 NO J 0U_ WO 2 J LL Q U) = y .. w Z H H O z H �5 U� ON OH W U_ O z W U= O z Beam Design OK Max 0.95 k Max 0.95 k Total Load Left Cantilever... Dead Load Total Load -0.007 in Deflection 0.000 in 0.000 in 1.500 ft ...Length /Deft 0.0 0.0 5,523.44 Right Cantilever... Deflection 0.000 in 0.000 in ...Length /Deft 0.0 0.0 z �z �w 0 JU 0 NO J 0U_ WO 2 J LL Q U) = y .. w Z H H O z H �5 U� ON OH W U_ O z W U= O z z �z �w 0 JU 0 NO J 0U_ WO 2 J LL Q U) = y .. w Z H H O z H �5 U� ON OH W U_ O z W U= O z . ' Title: Dsgnr: Description Scope : Job # C C Date: 3:14PM, 5 JUN 03 User:Kw-0602611,Ver5.6.0,2- Sep -2002 General Timber Beam Page 1 (c)1983 -2002 ENERCALC Engineering Software o:\ 11000\ 1103 "calculations%11031.ecw:Calcula Description Beam 3. General Information Summary Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 Center Span 12.00 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 f: Member Type Sawn Hem Fir, No.2 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 Allowable E 1,300.0 ksi Full Length Uniform Loads Center DL 64.00 #/ft LL 100.00 # /ft Left Cantilever DL #/ft LL # /ft Right Cantilever DL # /ft LL # /ft Z Z �W UO CO o Jf_ NU_ W O U.? W co = W Z h- H O Z H �5 U� O N tD E- W HF_ tL O .. Z W U= O� Z Summary 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 ft 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 Max @ Right Support 0.00 k -ft @ Center 0.149 in Max. M allow 3.89 Reactions... @ Right O.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. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.149 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Z Z �W UO CO o Jf_ NU_ W O U.? W co = W Z h- H O Z H �5 U� O N tD E- W HF_ tL O .. Z W U= O� Z Rev: 560000 User: KW- 0602611. Ver 5.6.0. 2- Sep -2002 (c)1983 -2002 ENERCALC Engineering SoN Description Beam 4. General Information Section Name 4x12 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity I Title . Dsgnr: Description Scope : General Timber Beam Calculations are designed to 1997 NDS and 1997 UBC Requirements 16.00 ft .....Lu 0.00 ft ft .....Lu 0.00 ft ft .....Lu 0.00 ft 900.0 psi 95.0 psi 625.0 psi 1,600.0 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 ummary Span= 16.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.474 : 1 Maximum Moment 2. k -ft Maximum Shear * 1.5 Allowable 5.5 k -ft Allowable Max. Positive Moment 2.62 k -ft at 8.000 ft Shear: @ Left Max. Negative Moment Center Span 3.500 in Left Cantilever 11.250 in Right Cantilever Sawn Douglas Fir - Larch, No.2 Camber ( using 1.5 * Fb Base Allow 1.000 Fv Allow Pin -Pin Fc Allow Left DL E 16.00 ft .....Lu 0.00 ft ft .....Lu 0.00 ft ft .....Lu 0.00 ft 900.0 psi 95.0 psi 625.0 psi 1,600.0 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 ummary Span= 16.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.474 : 1 Maximum Moment 2. k -ft Maximum Shear * 1.5 Allowable 5.5 k -ft Allowable Max. Positive Moment 2.62 k -ft at 8.000 ft Shear: @ Left Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft 8.000 ft Max @ Right Support 0.00 k -ft Camber ( using 1.5 * Max. M allow 5.54 Reactions... fb 426.50 psi fv 22.19 psi Left DL Fb 900.00 psi Fv 95.00 psi Right DL Deflections Center Span... Dead Load Deflection -0.071 in ...Location 8.000 ft ...Length /Deft 2,703.7 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.107 in @ Left 0.000 in @ Right 0.000 in Camber: 0.26 k 0.26 k Job # Date: 10:06AM, 12 JUN 03 Page 1 1000 \11031%czIcuIaIIons\I 1031.ecw:Calcula @ Right @ Left @ Center @ Right Max Max Beam Design OK 0.9 k 3.7 k 0.66 k 0.66 k 0.000 in 0.107 in 0.000 in 0.66 k 0.66 k Total Load Left Cantilever... Dead Load Total Load -0.182 in Deflection 0.000 in 0.000 in 8.000 ft ...Length /Deft 0.0 0.0 1,055.12 Right Cantilever... Deflection 0.000 in 0.000 in ...Length /Deft 0.0 0.0 Z '~ w tr � UO N0 J H NU_ WO QQ � U_ CO C% = w. H = z ZO W W �o U O �. 0 !_ WW �F LL O. .Z W U= O Z Title : Dsgnr: Description Scope : Job # Date: 3:14PM, 5 JUN 03 3' User: kW- 6602611, Ver 5.6.0, 2- Sep -2002 Page 1 (c) 1983.2002 ENERCALC Engineering Software G e n e ra I Timber Beam _ _ p:\ 11000\ 11031 \calculations \11031.ecw:Calcufa Description Beam 5. General Information Max Stress Ratio 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 0.7 k - ft Allowable 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 . Max. Negative Moment 0.00 k -ft E 1,300.0 ksi Full Length Uniform Loads Center DL 32.00 #/ft LL 50.00 #/ft Left Cantilever DL 4/ft LL # /ft Right Cantilever DL # /ft LL # /ft Summary Beam Design OK Span= 3.00ft, Beam Width = 1.500in x Depth = 5.51n, Ends are Pin -Pin Z �z �W �U UO J NU_ WO �QQ LL= N =W �- _ Z F- z0 2� 7 p. U ON o�_ W LL - - Z CO O Z 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 0.12k Max. Negative Moment 0.00 k -ft at 3.000 ft @ Right 0.12 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.003in Max. M allow 0.70 Reactions... @ Right 0.000 in 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 0.12k 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. Deff ) ... 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 Z �z �W �U UO J NU_ WO �QQ LL= N =W �- _ Z F- z0 2� 7 p. U ON o�_ W LL - - Z CO O Z r ------------ ------------ 11 I 1 I 1 1 I 1 I 1 1 11 . I { I I 1 1 1 I I I I 1 I { I 1 I { I 1 I I I I L c NOTES: • ALL FLOOR JOISTS TO BE 1X10 HF. ? FLOOR JOISTS •I6 CC. WLE55 NOTED. • ALL FLOOR JOIST TO BE BLOCKED AT BEARING. • HIN. 1" BEARING a END OF J5T5. • SEE MAIN FLOOR SHEET 3 FOR 5Et."15 SIZES. UPPED: FLOOR FRAMING PLAN 1/4 "- V -0" WALL CONT. 1r4 CONT. )0 In• x It In' LEDGER Tll6 050 ROOF RETURN AIR CENTER OF HALL mr SHEATHING d -, BELOW • 6' OZ. ON 1r6 • 24 OG. H.1 / J N 34H EA RAFTER TO CJ. O L a o X P1 ti 1x1¢ SLAB G-ARAGC G-.L.B. 1/1•.1•.0• Z i C �U 00 CO a W= r U3 W w U. CO D = d. Z W O L U� N O- 0 H Ww H� u" 0 Z U= O Z )0 In• x It In' RETURN AIR CENTER OF HALL mr BELOW t ►, cx 0 BLOCK, FOR FERN I� y1� RETURN AIR PLENTU'1 ABOVE P1 ti 1x1¢ SLAB G-ARAGC G-.L.B. 1/1•.1•.0• Z i C �U 00 CO a W= r U3 W w U. CO D = d. Z W O L U� N O- 0 H Ww H� u" 0 Z U= O Z SITTS & HILL ENGINEERS, INC DESIGNED ��� DATE 41o4 Joe ])) TACOMA, WASHINGTON (253) 474 -9449 CHECKED DATE SHEET PROJECT Z � N 2 j 47 0 F Oft- �- Ldo r_ - IFP-A-m I ) C q3 ; -+vl Z oZ ` ,- 1 1 � vV C;> L �v I. L 2S • l / �/2 �- t�-b a 1 5/2 5 oo , l POO S , 1 w PL- z : 1 Z . I�1/z g w L I_.2 12 b oo t� �' ..... _... I I 1-� 2� I C) �- y 1Z O.C. ��IZ - , blsl z �Z w � JU UO � w J H TLL w 2� 9a co) 2 �w z WO w U� o - o� wW LL 0 . ui z U= o� z Title : Dsgnr: Description Scope : Job # Date: 3:14PM, 5 JUN 03 3! nev: 0ouvUV User: KW-060261 1, Ver 5,6.0.2 -Sep -2002 General Timber Beam Page 1 (c)1983.2002 ENERCALC Engineering Software p:\ 1 100011 1 03 1 \calculations \11031.ecw:Calcula Description Beam 6. General Information 0.480 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3.125x10.5 Center Span 8.00 ft .....Lu 0.00 ft Beam Width 3.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 10.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 0.0 5.4 k Max. Positive Moment 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 @ Center @ Right 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 Beam Design OK Span = 8.00ft, Beam Width = 3.125in x Depth = 10.5in, Ends are Pin -Pin Max Stress Ratio 0.480 : 1 Total Load Left Cantilever... Dead Load Total Load Maximum Moment -0.034 in 4.4 k -ft Maximum Shear'' 1.5 2.6 k Allowable 4.000 ft 11.5 k -ft ...Length /Deft Allowable 0.0 5.4 k Max. Positive Moment 4.42 k -ft at 4.000 ft Shear: @ Left 2.21 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Center @ Right 2.21 k Max @ Left Support 0.00 k -ft 0.0 @ Left Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Right 0.000 in @ Center 0.051 in Max. M allow 11.48 Reactions... @ Right 0.000 in fb 922.85 psi fv 79.13 psi Left DL 0.81 k Max 2.21 k Fb 2,400.00 psi Fv 165.00 psi Right DL 0.81 k Max 2.21 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.034 in -0.094 in Deflection 0.000 in 0.000 in ...Location 4.000 ft 4.000 ft ...Length /Deft 0.0 0.0 ...Length /Dell 2,798.3 1,024.02 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.051 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Z J.-Z �W 2 5 UO N CO Uj J F=^ (D LL WO 5 N = W H 3: Z H Z� �5 U O� o 11-- WW �� u' O .. Z W U= O Z Title : Dsgnr: Description Scope : Job # Date: 3:14PM, 5 JUN 03 User: KW0602611,Ver5.6.0 General Timber Beam Page 1 (c)1983.2002 ENERCALC Engineering Software p:1 110001 1103ftalculations111031 .ecw:Calcula Description Beam 7. General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 3.125x10.5 Center Span 6.00 it .....Lu 0.00 ft Beam Width 3.125 in Left Cantilever it .....Lu 0.00 ft Beam Depth 10.500 in Right Cantilever it .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 ft DL @ Right 298.00 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 LL @ Left 300.00 E 1,800.0 ksi Trapezoidal Loads Dead Load Total Load Left Cantilever... Max Stress Ratio 0.791 : 1 Deflection -0.022 in -0.048 in #1 DL @ Left 298.00 #/ft LL @ Left 500.00 # /ft Start Loc 0.000 ft 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 it DL @ Right 90.00 #/ft LL @ Right 300.00 # /ft End Loc 6.000 it Point Loads - - -- - - -- .- . -..... ..... ..... wo ,VJ IWO Live Load Ibs Ibs Ibs Ibs ibs Ibs Ibs ...distance 5.000 it 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 it 0.000 ft Beam Design OK Span= 6.00ft, Beam Width = 3.125in x Depth = 10.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.791 : 1 Deflection -0.022 in -0.048 in Deflection Maximum Moment 4.0 k -ft Maximum Shear'' 1.5 4.3 k Allowable 11.5 k -ft 0.0 Allowable 3,240.9 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 @ Center @ Right 2.85 k Max @ Left Support 0.00 k -ft 0.0 Camber: @ Left 0.000)n Max @ Right Support 0.00 k -ft @ Right @ Center 0.0331n Max. M allow 11.48 Reactions... @ Right 0.000in fb 835.92 psi fv 130.44 psi Left DL 1.04 k Max 2.53 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 it 3.048 ft ...Length /Deft 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 in @ Right 0.000 in lr._ ,,,. v. y��.. ..1:.'..; ✓••,:'ltua .�..:a4 +. 'wd:'.4awu:Dt.KY' r��.�i . Ladd] s%.`. ��'i::.',�tisa�.r�'ain..u_..:4 wW. �: ti:. Asr i="' �?%`:: �. ' u,' � :�+i:�. ..- •� + >•r- ..':: xt.J"+Y z Z ul �U UO W NU_ WO U? N =W Z �- i-- O z F- Ui U O� o I` WW H� LL O z W U= O z Title: Dsgnr: Description Scope : Job # Date: 3:14PM, 5 JUN 03 User: KW- 0602611, Ver 5.6.0, 2•Sep•2002 Page 1 (c)1983.2002 ENERCALC Engineering Software General Timber Beam p: 11 1 00 011 1 0 311calculatlonsU1031 .ecw:Calcula Description Beam 8. General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x10 -0.106 in Center Span 15.00 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 @ Left 0.000 in 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 E 1,300.0 ksi i 1 Full Length Uniform Loads Center DL 12.00 #/ft LL 40.00 #/ft Left Cantilever DL # /ft LL #/ft I Right Cantilever DL #/ft LL # /ft j Summary Beam Design OK Span= 15.00ft, Beam Width = 1.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.877 : 1 Maximum Moment 1.5 k -ft Maximum Shear * 1.5 Allowable 1.7 k -ft Allowable Max. Positive Moment 1.46 k -ft at 7.500 ft Shear: @ Left Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 1.67 Reactions... fb 820.45 psi fv 38.11 psi Left DL Fb 935.00 psi Fv 75.00 psi Right DL Deflections Center Span... Dead Load Total Load Deflection -0.106 in -0.461 in ...Location 7.500 ft 7.500 ft ...Length /Deft 1,693.7 390.85 Camber ( using 1.5 * D.L. DOI ) ... @ Center 0.159 in @ Left 0.000 in @ Right 0.000 in Camber: 0.09 k 0.09 k Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft @ Right @ Left @ Center @ Right Max Max 0.000 in 0.0 0.000 in 0.0 0,5 k 1.0 k 0.39 k 0.39 k 0.000 in 0.159 in 0.000 in 0.39 k 0.39 k 0.000 in 0.0 0.000 in 0.0 3 Z 0 N� J � CO LL WO �aa LL ? N =w li- Z� Z� w U ON 0H wW �O lli Z CO O Z 9 4 a i . t Title : Dsgnr: Description Scope : 1, Ver (c)1983 -2002 ENERCALC Engineering Software Description Beam 9. General Timber Beam Job # Date: 3 :14PM, 5 JUN 03 Page 1 11000\1 iO3111calculations\i 1031I.emCalcula � General Information Span= 4.00ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 Center Span 4.00 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 1.5 1.2 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 1.35 k -ft at 2.000 ft Shear: E 1,600.0 ksi Full Length Uniform Loads Center DL 156.00 #/ft LL 520.00 # /ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL # /ft LL #/ft Summary Beam Design OK Z Z. 0 (D 0 CO W J H N O W L L _ C% �w z� Z0 5 U� O N D F- wW �F_ u. O .. Z W U= O Z Span= 4.00ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.406 : 1 Maximum Moment 1. 4 k - ft Maximum Shear * 1.5 1.2 k Allowable 4.1 k -ft Allowable 3.1 k Max. Positive Moment 1.35 k -ft at 2.000 ft Shear: @ Left 1.35k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 1.35 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.004 in Max. M allow 4.12 Reactions... @ Right 0.000in fb 325.06 psi fV 38.59 psi Left DL 0.31 k Max 1.35k Fb 990.00 psi Fv 95.00 psi Right DL 0.31 k Max 1.35 k 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. Defl ) ... 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 Z Z. 0 (D 0 CO W J H N O W L L _ C% �w z� Z0 5 U� O N D F- wW �F_ u. O .. Z W U= O Z Title : Dsgnr: Description Scope: Job # 3 Date: 3:14PM, 5 JUN 03 Use r KW- 0602611, Ver 5.6.0, 2 -Sep -2002 Page 1 (c)1983.2002 ENERCALC Engineering Software General Timber Beam p: 111000\ 11031 1calculations111031.ecw:Calcula Description Beam 10. General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prlim: 3.5x9.25 Center Span 6.00 it ...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 Truss Joist - MacMillan, Parallam 2.0E @ Center 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 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 mary Span= 6.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.481 : 1 Maximum Moment 5.8 k -ft Maximum Shear * 1.5 Allowable 12.1 k -ft Allowable Max. Positive Moment 5.80 k -ft at 3.000 ft Shear: @ Left Max. Negative Moment 0.00 k -ft at 6.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 12.06 Reactions... fb 1,395.67 psi fv 133.40 psi Left DL Fb 2,900.00 psi Fv 290.00 psi Right DL Deflections Center Span... Dead Load Total Load Deflection -0.031 in -0.081 in ...Location 3.000 ft 3.000 ft ...Length /Deft 2,326.5 883.71 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.046 in @ Left 0.000 in @ Right 0.000 in Camber: 1.47 k 1.47 k Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Defl @ Right @ Left @ Center @ Right Max Max 0.000 in 0.0 0.000 in 0.0 Beam Design OK 4.3 k 9.4 k 3.87 k 3.87 k 0.000 in 0.0461n 0.000 in 3.87 k 3.87 k 0.000 in 0.0 0.000 in 0.0 a, t <... t ,.w..::,- .a,... ..++..<o.,..:+:..,s..: w. , . w.w%.':'uirvwi i�e.w.. ». _ 1i:.i� ` `: C:.�"1'1S16➢i:a+..w.+n.ww..wcrr .A' z '~ w 0 U) 0 J � NU. WO J LL Q N = �W z F- ZO W5 U ON o t- W tll H F- LL O .. z W 0 O >r- z OF i SITTS & HILL ENGINEERS, INC DESIGNED DATE 0 4 - JOB /I '�6� TACOMA, WASHINGTON (253 ) 474.9449 CHECKED DATE SHEET PROJECT __ 2 5 . I LAA / 40- OF )(A woU U I Zn z�/ - I4+ rte' 1 W VL = 4 D z I I r +- , l 0 b F z 1120 b� ! 1 G, 3 3/ z L � � z 5.3Y2 ova y s � L 22. 1 W j 2 �z 32 I LL- , �n 22 /z -� 440 . X51✓ ; L wt7L-�-((� ��2- (- 12� r Z Z �w 00 CO 0 �U- wo U. w =w w� w U 0 wW .u. o Z U= O Z Title : Dsgnr: Description Scope: Camber: USer'; •0 02611.Ver5.6.0,2- Sep -2002 General Timber Beam Page 1 (c)1983.2002 ENERCALC Engineering Software D:U1000\ 11031\ calculations \11031.ecvcCalcula Description Beam 11. General Information 0.00 k =ft at Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 0.00 k -ft Center Span 5.00 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 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 144.00 #/ft LL 480.00 #/ft Left Cantilever DL #/ft LL # /ft Right Cantilever DL #/ft LL # /ft Span= 5.00ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin Max Stress Ratio 0.530 : 1 Maximum Moment 1.9 k -ft Maximum Shear * 1. Allowable 4. k -ft Allowable Max. Positive Moment 1.95 k -ft at 2.500 ft Shear: Max. Negative Moment 0.00 k =ft at 0.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 4.12 Reactions... fb 468.83 psi fv 50.31 psi Left DL Fb 990.00 psi Fv 95.00 psi Right DL Deflections Job # 4 1 Date: 3 :14PM, 5 JUN 03 5 1.6 k 3.1 k @ Left 1.56 k @ Right 1.56 k @ Left 0.000 in @ Center 0.O08in @ Right 0.000 in 0.36 k Max 1.56 k 0.36 k Max 1.56 k Center Span... Dead Load Total Load Left Cantilever... Ueaa Lo i oval Loao 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. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.008 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in ` . , , . .� ... ., .,.a..:: �3N...': w7a,.r.�xcuya '�f?�.w, air: WS "w` "r'`.." �li.rri.- fr�:J'. ?'x« iC \Qi YA :)i1�."1Y.4.�.� �� ' r�JviRiiyAi: W: Lt�vLS1: L�li�} i�." ��Yi {'rt+ixd:M..y�'�+f'f••"•^'h�+ -L Z 3:Z w JU UO CO J W CO U U_ Q N� = uu ZP Z� �o U CO o t_- w u. O 111 Z CO O Z Beam Design OK 0.36 k Max 1.56 k 0.36 k Max 1.56 k Center Span... Dead Load Total Load Left Cantilever... Ueaa Lo i oval Loao 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. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.008 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in ` . , , . .� ... ., .,.a..:: �3N...': w7a,.r.�xcuya '�f?�.w, air: WS "w` "r'`.." �li.rri.- fr�:J'. ?'x« iC \Qi YA :)i1�."1Y.4.�.� �� ' r�JviRiiyAi: W: Lt�vLS1: L�li�} i�." ��Yi {'rt+ixd:M..y�'�+f'f••"•^'h�+ -L Z 3:Z w JU UO CO J W CO U U_ Q N� = uu ZP Z� �o U CO o t_- w u. O 111 Z CO O Z ` . , , . .� ... ., .,.a..:: �3N...': w7a,.r.�xcuya '�f?�.w, air: WS "w` "r'`.." �li.rri.- fr�:J'. ?'x« iC \Qi YA :)i1�."1Y.4.�.� �� ' r�JviRiiyAi: W: Lt�vLS1: L�li�} i�." ��Yi {'rt+ixd:M..y�'�+f'f••"•^'h�+ -L Z 3:Z w JU UO CO J W CO U U_ Q N� = uu ZP Z� �o U CO o t_- w u. O 111 Z CO O Z t Title: Dsgnr: Description Scope : Job # 4 Date: 3:14PM, 5 JUN 03 rcev: aovu .... User: KW-06026 11. Ver 5.6.0.2- Sep -2002 General Timber Beam Total Load Page 1 Dead Load (c)1983.2002 ENERCALC Engineering Software Deflection -0.236 in p:1 1 10 0011 1 03 1kalculations \11031,em:Calcula Deflection Description Beam 12. 0.000 in ...Location 8.500 ft 8.500 ft Z 0.0 0.0 ...Length /Deft 865.9 337.65 �Z Camber ( using 1.5 " D.L. Defl ) ... '~ 0.000 in 0.000 in @ Center 0.353 in w General Information Calculations are designed to 1997 NDS and 1997 llBC Requirements @ Right 0.000 in Section Name 3.125x16.5 Center Span 17.00 ft .....Lu 0,00 ft U O Beam Width 3.125 in Left Cantilever ft .... .Lu 0.00 ft CO o Beam Depth 16.500 in Right Cantilever ft .....Lu 0.00 ft W W Member Type GluLam Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi CO LL Load Dur. Factor 1.000 Fv Allow 165.0 psi w O Beam End Fixity Pin -Pin Fc Allow 560.0 psi E 1,800.0 ksi Full Length Uniform Loads = Co Center DL 264.00 # /ft LL 413.00 # /ft F_ W Z Left Cantilever DL # /ft LL # /ft P Right Cantilever DL #/ft LL # /ft ir- O Z H Ww Summary Beam Design OK o Span= 17.00ft, Beam Width = ,3.125in x Depth = 16.5in, Ends are Pin -Pin U3 Max Stress Ratio 0.862 : 1 D !-- Maximum Moment 24 .5 k -ft Maximum Shear * 1.5 7. 3 k W W U Allowable 28. k -ft Allowable a.5 k Max. Positive Moment 24.46 k -ft at 8.500 ft Shear: @ Left 5.75 k LL Max. Negative Moment 0.00 k -ft at 17.000 ft @ Right 5.75 k Z Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in 0.353 in W N Max @ Right Support 0.00 k -ft @ Center Z F Max. M allow 28.36 Reactions... @Right O.000in 0 Z lb 2,069.72 psi fv 140.62 psi Left DL 2.24 k Max 5.75 k Fb 2,400.00 psi Fv 165.00 psi Right DL 2.24 k Max 5.75 k Deflections Center Span... Dead Load Total Load . Left Cantilever... Dead Load total Load Deflection -0.236 in -0.604 in Deflection 0.000 in 0.000 in ...Location 8.500 ft 8.500 ft ...Length /Deft 0.0 0.0 ...Length /Deft 865.9 337.65 Right Cantilever... Camber ( using 1.5 " D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.353 in ...Length /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in ��.�. i.'.�i., u. 1.' A-...{. M17; ni +'v:.ra:lXAli:..Ai✓di�.:^�uw�+ .utJL1 �.:.5:.2.c M11.FlYCiL.WL I Title: Dsgnr: Description Scope : Camber: User: kW.6 o2611. Ver 5.6.0. 2•Sep•2002 Page 1 (c)1983.2002ENERCALC Engineering Software G ener al Timber Beam _ _ p; 11 1 00011 1 03 11calculat (ons111031.ecw:Calcula Description Beam 13. General information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x13.5 Center Span 19.00 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 13.500 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Deflection 0.000 in 0.000 in 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 132.00 #/ft LL 440.00 # /ft Left Cantilever DL #/ft LL # /ft Right Cantilever DL #/ft LL # /ft M Span= 19.00ft, Beam Width = 5.125in x Depth = 13.51n, Ends are Pin -Pin Max Stress Ratio 0.831 : 1 Maximum Moment 25.8 k -ft Maximum Shear * 1.5 Allowable 31.1. k -ft Allowable Max. Positive Moment 25.81 k -ft at 9.500 ft Shear: @ Left Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 31.08 Reactions... fb 1,989.68 psi fV 104.62 psi Left DL Fb 2,395.76 psi Fv 165.00 psi Right DL Deflections Center Span... Dead Load Deflection -0.205 in ...Location 9.500 ft ... Length /Defl 1,114.2 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.307 in @ Left 0.000 in @ Right 0.000 in 1.25 k 1.25 k Job # 4 5 Date: 3:14PM, 5 JUN 03 @ Right @ Left @ Center @ Right Max Max Beam Design OK 7.2 k 11.4 k 5.43 k 5.43 k 0.000 in 0.307 in 0.000 in 5.43 k 5.43 k Total Load Left Cantilever... Uead Load Total Load -0.887 in Deflection 0.000 in 0.000 in 9.500 ft ...Length /Deft 0.0 0.0 257.12 Right Cantilever... Deflection 0.000 in 0.000 in ...Length /Defl 0.0 0.0 Z '~ w � 0 0 tY g UO (n o CO W J h=- U- W Q O } OC N d =W H Z� Z� �5 U� .O N off WW H U_ O .Z W U= O Z r ' Title : Dsgnr: Description Scope : User: KW- 0602611, Ver 5.6.0, 2-Sep-2002 (c)1983.2002 ENERCALC Engineering Software Description Beam 14. General Timber Beam Job # Date: 3:14PM, 5 JUN 03 I ► Page 1 1000%1 1 0 311calcula tions111031.emCalcula General Information 0. 734 : 1 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x10 Deflection 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 1.22 k -ft at 6.000 ft 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 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 #/ft LL # /ft Sum Span= 12,00ft, Beam Width = 1.500in x .Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0. 734 : 1 I i 1 Center Span... Dead Load Deflection Maximum Moment ...Location 1.2 k -ft Maximum Shear* 1.5 Allowable @ Center 1.7 k -ft i @ Left Allowable @ Right Max. Positive Moment 1.22 k -ft at 6.000 ft Shear: @ Left Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right Max @ Left Support 0.00 k -ft Camber: @ Left Max @ Right Support 0.00 k -ft @ Center Max. M allow 1.67 Reactions... @ Right fb 686.66 psi fv 38.46 psi Left DL 0.10 k Max Fb 935.00 psi Fv 75.00 psi Right DL 0.10 k Max Deflections Left Cantilever... I i 1 Center Span... Dead Load Deflection -0.058 in ...Location 6.000 ft ...Length /Dell 2,481.0 Camber ( using 1.5 * D.L. Deft ) ... @ Center 0.087 in i @ Left 0.000 in @ Right 0.000 in V Beam Design OK 0.5 k 1.0 k 0.41 k 0.41 k 0.000 in 0.087 in 0.000 in 0.41 k 0.41 k at Load Left Cantilever... Dead Load Total Load -0.247 In Deflection 0.000 in 0.000 In 6.000 ft ...Length /Deft 0.0 0.0 583.76 Right Cantilever... Deflection 0.000 in 0.000 in ...Length /Deft 0.0 0.0 ..i. -.t,t. ,. A.S,.,.�.t -:.. ..JSI:,: .�. ,ci,i�n.i..W.:.JU. - �.7.:w1:vG✓+:.a`au�.:ie:wL v�uis�rs +a+:+ .r.vyi.0 ii ' .a.::m � .l :i�a't'.:,� - .e m�.s z �z W U UO U NU_ WO J U. Q tN = �W Z ir- O z t- W LU �0 U O� � t- WW _O .• z W U= O z Title : Dsgnr: Description Scope : Description 5.6.0, neering Software w�eos Beam 15. General Timber Beam 1; Job # 4 11, Date: 3:14PM, 5 JUN 03 Page 1 1 1000\1 103ftaiculationMi 1031.ecw:Caicula General information Dead Load Calculations are designed to 1997 NDS and 1997 IJBC Requirements Section Name 3.125x16.5 Center Span 19.00 ft .....Lu 0.00 ft Beam Width 3.1251n 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 0.0 ...Length /Deft 852.8 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 @ Center 0.401 in 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 Span= 19.00ft, Beam Width = 3.125in x Depth = 16.5in, Ends are Pin -Pin Max Stress Ratio 0.788 : 1 Maximum Moment 22 k -ft Maximum Shear * 1.5 Allowable 28 k -ft Allowable Max. Positive Moment 22.34 k -ft at 9.500 ft Shear: @ Left Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 28.36 Reactions... fb 1,890.33 psi fv 117.10 psi Left DL Fb 2,400.00 psi Fv 165.00 psi Right DL Deflections Camber: 1.82 k 1.82 k @ Right @ Left @ Center @ Right Max Max 6.0 k 8.5 k 4.70 k 4.70 k 0.000 in 0.401 in 0.000 in 4.70 k 4.70 k 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 /Dell 0.0 0.0 ...Length /Deft 852.8 330.78 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.401 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Z �w �U UO U) J H CO LL WO N =w Ir- _ Z F- z0 �5 � t] U ON w ~ F- �O W Z U= O Z 1 1 1 SITTS & HILL ENGINEERS, INC DESIGNED tiO—A— 4/00 JOB �Jr_ TACOMA, WASHINGTON (2553) 474 -9449 CHECKED DATE SHEET PROJECT 2Sfi� 7L4 ' �OF__ )6lr I- a ,I \ � i i 3 � I �'� .. Snit) bS Z �Z LU JU UO co o. co J co LL. w LL a c'q = a �w I- w O w U� co D I-- w W' H �. LL O .. Z co p _ O Z SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 PROJECT: 2550 PLAN 11563.mcd 4/28/2004 design Binh Tran 2550 PLAN Z �W Q� JU UO N W= J � CO U. WO UQ N D = E- W Z F- F- O Z R Uj 25 U O� �H WW 2 F- LL 0 W Z CD O Z SI*9 & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 11563.mcd PROJECT: 2550 PLAN 4/28/2004 design Binh Tran chk Ed Brown 17. w/ 5.4kips Loads Maximum Load For (3) -2x4 HF #2 Built up Wood Post H := 9. ft psf := p s t Of := psf•ft lb:= plf•ft 144 F := 1300-psi C := 1 CFb := 1 CM := 1 C := 1 C := 1 CF := 1.1 E':= 1300000-psi F "C Fc'CD'CFc F " = 1430 psi Axial Load Capacity Slenderness Ratio (SL) SL := H C:= 0.8 KCB := 0.3 h KC FCE := FCE = 677 psi SL' 2 1 + FCE F2C FCC F "c FIC C — — •Kf 2•C C F' := C F " F' = 593 psi P := F' A Spread Footing Design Soil Bearing Pressure (S S := 2000•psf P := 5400-lb (3) -2x4 HF #2 Built Up Post Properties K f := I (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h :_ (3)•1.5•in t.= 3.5- in A:= t -h A = 15.8 in 3 1:= t-h I = 26.6 in S:= 1}2 S = 11.8 in C = 0.4 3 -2x4 HF #2 Built Up Post in a Wall Amax = 9340 lb PTL 2 USE 1'-4" continuous Fwidth S F width = 2.7 ft footing ok. b 2550 PLAN f i ' ., 1'. •.l.. ...1• .A'11 ti+hd.IV• oxt. •1+. a�::.w:4il+.tu,.;'4 .{,:1x Ui�.faJ7" .• �n' wiw. 6ri .twuu �. k?+1m''r�N:, 84.1�=�... '��uq..:Y. Swab .1Y,vi�4:ts §.s.aix:+Wd� ?t.(: ti: Z �W Q � JU UO N93 i� Co LL WO IL Q = �W Z H WO W U� CO D WW H� u. O .. Z W U= O E... Z F =: I I 1 I V t in 1 � I m 0 � J 1 17 - II 11 II II II 11 II II II II OPT. -•GARAGE I I see SWEET GI 11 II II v II � II II II it II I II II 1 II II I II I L� I 1d'. A• I I 4'•2 In' a H' -3" a 5'•0 114' I a 5'•3 314' a 4 -11 In1, I • M B.�R'v 570 7J' OL. Im b • NC' P. FNDN. VENTS. •USE 5 /O• DI 1 rt — — — • 5'•0• o4 ROCR DESI r s, — II C RAWL. SPACE a 'O • a • OL•50 P. II 10• MIN. CLEARANCE UNDER �I FLOOR JOISTS. • b MIL 'VISCUEEN' 1 �; LL 40 P ALL BENTS ` BLACK VAPOR BARBER OVER •PRIVIOE4 '� O � ENTIRE CRAtLL SPACE J I all C W 11 ?_RZ..O FT. A Tv 150 q L Ir II r I r 1 4.101116' -I r 'i 'I Y r ,I II I- -rN- -i ca• I-- -1 ci - f-- - - - -cs-i- - —i- }^ -- $ 'r-- I I TJI I L .9J mO II L ^9J L IO l9 - ,., L IB L IOJ II L ' 11 I dl 4"6 POST C AT 4,6 SPLICE NOTES: b. II +} 7 I0" 3'- " 3'•6 3' -6" 3' -6 314' Y- 3'•10" 4' -0114" 3' -0 1 /4r 3' . r a 1,1 , r - I r - I r- 1 a -I r • . ALL FTGS. TO e' ;-� - I +-e-f • - 7 -e-h- + f- r3 1 - C� -f-1- I 4 ?'_J L :!j L }4J L?!J L "J L -2J4 S ?'1 L?!1 L *_J L,u I • FOWOATION 5' BEAM C SP E BE •t LIC ;' (,) AX4 P ST • ALL BEMIS TO • ALL SE -L'15 a r 1 ( 4x6 J II— C, POS ON OF*!CE rUST g L– 3b I 36", xl0'C – PA C. 0 : I f m I_ 17 - 3/41 �r -J I 1 1 -II" 1' -1 3/4" I I' -H" 2' -9 In',2'•d 114• 4' -6" 4'461" Id'•6'; r L - •6. 2. -. 4.4 I D I CCn - L m r - -� • 4 BARS WAY AT 17 O 1 r – r axl0m I 1 4x4 D 1 :T �--F -F -B I- I r r 'tll O 1x4 MUD SILL - ��� L.2 L ?"_I L I 1 I$!T' -- 1 L TN15 SIDE — L �� J L I9J L 10J + L W I L 19J11 4X6 POST • I '0 39 $ - ' C L L- I I I I I 1 ' I K 2' -8 3/4 II' ' r Yyp/�L, - �y/�T � I I CON-. I ABV. - 4' CONC. SLAB SLOP E � TOWARDS ON. DOORS. - - - - -- I 3" T – 1 1t11L11J STOOP I ---- •- - - - - -- – L I -- –,D V 31"Lx37'UhI0'0 FCOf76 \ Y OPT. BRICK I / I" L PCUR 4" FORWARD AND LCaZq 3' F.RCNT GAW4E 2 BAY ONLY. J — O' -~ jENITRI0005 FOOTING — B, a' y ,ltl RAISE CONC. STEM WALL TO V / i 6• ABOVE CONCRETE SLAB 6' -5 1/4" 2'-0 17 '- ' I' -la In• S I' -10 In" S RA ' ABOVE CONCRETE SLAB 70'•10 1/4' 40'•0" FOUNDATIO LAN 1/4 " -1' -0" � CREENEO 0 Z = If W G UO co) 0 CA w I J � V/ LL W 9 J LL = W CY Z I.— ZF- W U o r WW LL L - 0 w U= O F- z ✓ ENGIN •USE 5 /O• DI • 5'•0• o4 ROCR DESI OL•50 P. LL 40 P ALL BENTS •PRIVIOE4 '� • PROVIDE 4. C W 11 ?_RZ..O FT. A 150 TYP. VENT 0 � 144 141 f y , VENTS RE QUIRE: - NOTES: • 6 MIL. BLACK 15" M?L CLEAR • SOLID BLCCKI• . ALL FTGS. TO '� • FOWOATION 5' . 4.b POSTS Ty' • ALL BEMIS TO • ALL SE -L'15 a OF*!CE rUST g 5EFC'R5 PROC PROrroE nw 0 WASF -R5 Obl m I_ 113 I ca+ �r -J r L - 4.4 I D I CCn m L m r - -� S I 1 4x4 D I CON L - -J Z = If W G UO co) 0 CA w I J � V/ LL W 9 J LL = W CY Z I.— ZF- W U o r WW LL L - 0 w U= O F- z Title Dsgnr: Description Scope : Job # t Date: 3 :14PM, 5 JUN 03 User :KW0602611,Ver5.6.0,2•Sep•2002 Dead Load General Timber Beam Left Cantilever... Page 1 I otal Load (c)1983.2002 ENERCALC Engineering Software -0.003 In p:1 1 1 0001 1 103 1 Icalculalions111031.emCalcula Deflection i Description Beam 18, 0.000 in ...Location 1.750 ft 1.750 ft Z 0.0 0.0 ...Length /Deft 12,090.8 3,329.34 Q� Camber ( using 1.5' D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.005 in ...Length /Deft General information 0.0 Calculations are designed to 1997 NOS and 1997 UBC Requirements �qW Section Name 4x10 Center Span 3.50 ft .....Lu 0.00 ft U 0 Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft 0) p Beam Depth 9.250 in Right Cantilever ft .....Lu 0.00 ft N W Member Type Sawn Douglas Fir - Larch, No.2 W = Fb Base Allow 900.0 psi Load Dur. Factor 1.000 Fv Allow 95.0 psi N u- W Beam End Fixity Pin -Pin Fc Allow 625.0 psi s E 1,600.0 ksi 4 Full Length Uniform Loads U_ cn d Center DL 380.00 # /ft LL 1,000.00 #/ft F _ Left Cantilever DL # /ft LL # /ft i Right Cantilever DL # /ft LL # /ft w Summary Beam Design OK w 5 Span= 3.50ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin U N f Max Stress Ratio 0.660 : 1 Maximum Moment 2.1 k -ft Maximum Shear * 1.5 2.0 k W W Allowable 4.1 k -ft Allowable 3.1 k U ~O 1 Max, Positive Moment 2.11 k -ft at 1.750 ft Shear: @ Left 2.41 k LL -0 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 W N Max @ Right Support 0.00 k -ft @ Center 0.005in U = i Max. M allow 4.12 Reactions... @ Right 0.000in F- }- fb 508.05 psi fv 62.66 psi Left DL 0.66 k Max 2.41 k Z 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... tread Load I otal 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 /Deft 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 I i i I SITTS & HILL ENGINEERS, INC. DESIGNED I'� DATE 4100- Joe � &3 TACOMA, WASHINGTON (253) 474 -9449 CHECKED DATE SHEET PROJECT �-;aD 'PZA !�o- 1 5s-vk-M . I �n1 1. 12 o z5� fi 12.21 + p �x I u C) r- ��' I 12. 252 15 (2 O lCr -d • 5� ._. :_.. _ 4 I , : i z Z w U 0 W� S2 LL w� La co) a =W z F. r~ o w �o o �' 0H w �U LL Z W o� z h Title : Job # Dsgnr: Date: 3:14PM, 5 JUN 03 Description Scope: 1 Rev: 560000 User: KW- 0602611.Ver 5.6.0,2•Sep•2002 General Timber Beam Page 1 (c)1983.2002 ENERCALC Engineering Software p: 111000\ 110311calculations111031 .ecw:Calcula Description Beam 19. General Informa Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 4.50 ft .....Lu 0.00 ft ft .....Lu 0.00 ft ft .....Lu 0.00 ft 900.0 psi 95.0 psi 625.0 psi 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 S Span= 4.50ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0. 474 : 1 Maximum Moment 1 .6 k -ft Maximum Shear * 1.5 Allowable 4.1 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 Max @ Right Support 0.00 k -ft Max. M allow 4.12 Reactions... fb 395.58 psi fv 44.99 psi Left DL Fb 990.00 psi Fv 95.00 psi Right DL Deflections Center Span... Center Span 3.500 in Left Cantilever 9.250 in Right Cantilever Sawn Douglas Fir - Larch, No.2 Camber ( using 1.5 Fb Base Allow 1.000 Fv Allow Pin -Pin Fe Allow @ Right E 4.50 ft .....Lu 0.00 ft ft .....Lu 0.00 ft ft .....Lu 0.00 ft 900.0 psi 95.0 psi 625.0 psi 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 S Span= 4.50ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0. 474 : 1 Maximum Moment 1 .6 k -ft Maximum Shear * 1.5 Allowable 4.1 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 Max @ Right Support 0.00 k -ft Max. M allow 4.12 Reactions... fb 395.58 psi fv 44.99 psi Left DL Fb 990.00 psi Fv 95.00 psi Right DL Deflections Center Span... Dead Load Deflection -0.004 in ...Location 2.250 ft ...Length /Deft 14,411.6 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.006 in @ Left 0.000 in @ Right 0.000 in Camber: 0.34 k 0.34 k @ Right @ Left @ Center @ Right Max Max Beam Design OK 1.5 k 3.1 k 1.46 k 1.46 k 0.000 in 0.006 in 0.000 in 1.46k 1.46 k Total Load Left Cantilever... Dead Load Total Load -0.016 in Deflection 0.000 in 0.000 in 2.250 R ...Length /Deft 0.0 0.0 3,325.76 Right Cantilever... Deflection 0.000 in 0.000 in ...Length /Defl 0.0 0.0 z �w UO ND J � CO U WO 2 QQ WQ CO) = F- W Z_ = F- 1-- z H UC) O� to F- WW H� �O tll z L) O F- z Rev: 560000 User: KW- 0602611. Ver 5.6.0, 2- Sep -2002 (c)1983.2002 ENERCALC Engineering Software Description Beam 20. Scope : i t 1 i Title . Dsgnr: Description General Timber Beam Job # 5 5 Date: 3:14PM, 5 JUN 03 Page 1 1 1 00011 1 03 11calcula (ions \11031.ecw:Calcula General Information Span= 13.00ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x10 Center Span 13.00 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 0.6 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 at 6.500 ft Shear: @ Left 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 #/ft LL # /ft Beam Design OK Z '~ W UO Cf) CO LU, CO U_ WO J LL N =W Z� F- O Z H W W U O N 0 F- Ww ~ f= LL O .Z U= O Z Span= 13.00ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.862 : 1 Maximum Moment 1.4 k -ft Maximum Shear * 1.5 0.6 k Allowable 1. 7 k -ft Allowable 1.o k Max. Positive Moment 1.44 k -ft at 6.500 ft Shear: @ Left 0.44 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.44 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000in Max @ Right Support 0.00 k -ft @ Center 0.120 in Max. M allow 1.67 Reactions... @ Right 0.000in 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 Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.080 in -0.340 in Deflection 0.000 in 0.000 in ...Location 6.500 ft 6.500 ft ...Length /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 /Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Z '~ W UO Cf) CO LU, CO U_ WO J LL N =W Z� F- O Z H W W U O N 0 F- Ww ~ f= LL O .Z U= O Z f i I • I { - ET WA T•p. 1 YPE TO BE r ; ON CWE SIDE CH CON SIC 7 UHO. +ERS UHO. LUW. T .S. i 1 �• J 0 �•� C�iz � GtP��Ac�r� d ,r w ry �;rMi ;�• { "l'� {�1'� R1i��j�: � ✓ <::4: remit �' 4 t :':.�ti. ' ;�.�b`i •: i ' _ �� ,(,•.+t..�:r ��. �[. s o f � '.,•i v. , t.. rae, 'a +'t Y• • 1_ .. . ' .'.. .. I :.. .... .. ..,. „J., '. i r i l uuhss� I , SG. (CI, bxb L. Z 16,s It� (CI) bxb I* ? Q H '~ W OC 2 D UO t o ❑ J Cl) U- 0 J LL to D _0 = W H Z� ZO 2� D U Cl ) 0 F- WW H� LL Z to O Z " `►ITTS & HILL ENGINEERS INC. 2901 SO, 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 j Fax(253)474 -0153 OTM := vd•ld•H Roof := 16•psf•16•ft•ld Wall := 10•psf•Hw 2•ld Floor:= 12•psf•1.3•ft•ld Total := Roof + Wall + Floor 3rd Car Garage Option Wall Line D: Distance between Lines of Resistance: L1 := 34-ft Total Wall Length: Ld := (5 + 7.5 + 5.5)•ft Wind Shear vd :_ Wi•L1•.5 Ld Seismic Tributary Weight: Roof := 16•psf•42•ft• 2 Wall := 10•psf•42•ft• 12.5•ft Floor:= 12•psf•42•ft• 2 -ft W:= Roof + Wall + Floor 11563.mcd 4/28/2004 design Binh Tran chk Ed Brown S5 PROJECT: 2550 PLAN Seismic Force: E := V W E = 229.5 lb ff t Ld Check wall section: ld := 5-ft Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: DLR := Total. ld 2 OTM — DLR Id W = 261.8 lb ft -t Plate Height: H := 9-ft vd = 247.3lbft- Shear Wall Type P1 -6 10d nails @ 6" O:C. Capacity = 278 PLF Roof = 114241b Wall = 5250 lb Floor = 8568 lb . W = 25242 lb Wind Controls Design OTM = 11126.9 lb ft Roof = 1280 lb Wall = 900 lb Floor = 78 lb Total = 2258 lb DLR = 5645 lb ft U = 1096.4 lb Simpson Holdown. H PAH D22. Z �Z '~ W � JD 00 C o J H U) LL W �J L_ C = W F- _ ? 1— ZO w D 0 ON OH WW O . • Z. W o� Z M ' SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: 2550 PLAN 11563.mcd 4/28/2004 design Binh Tran chk Ed Brown ,5 6 3rd Car Garage Option Wall Line E: Distance between Lines of Resistance: L5:= 20-ft L7:= 30-ft W = 261.8lbft Total Wall Length: Le:= 16.5 -ft Plate Height: H 9-ft Wind Shear V :_ -1 Shear Wall Type P1 -4 Le ve = 396.71bft 10d n' 4" O.C. Seismic Tributary Weight: Capacity .= 418 pif 20 + 30 Roof := 16•psf•42•ft. 2 ft Roof = 16860 lb Wall := 10•psf•42•ft• 12.5•ft Wall = 5250 lb Floor:= 12•psf•42•ft 20+ 30 2 -ft Floor = 12600 lb W:= Roof + Wall + Floor W = 34650 lb Seismic Force: E f := V W Er = 567 lb ft Lf Check wall section: le := 16.5-ft Overturning Moment: OTM := ve- le•H Dead load resisting: Roof := 16•psf•12•ft•le Wall := 10•psf•Hw 2•le Floor:= 12•psf- 1.3•ft•le Total := Roof + Wall + Floor Resisting Moment: DLR := Total. if 2 Net Uplift: Wind Controls Design OTM = 58907.2 lb ft Roof = 3168 lb Wall = 2970 lb Floor = 257.4 lb Total = 6395.4 lb DLR = 31977 lb ft U OTM — DLR U = 2693 lb Simpson Holdown. if STHD14. 2550 PLAN Q '~ W o � JU L) 0 W = J H ca U W �Q co = C% �W Z F— ZO 2 U U� 0 F— Il. 0 .. Z U= 0 Z " SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: 2550 PLAN 11563.mcd 4/28/2004 design Binh Tran chk Ed Brown 3rd Car Garage Option Wall Line I: Distance between Lines of Resistance: L7:= 30-ft W = 158.6 lb ft t Total Wall Length: Lg := 23• ft Plate Height: H := 9-ft W 3-L7-.5 Wind Shear vg := t Shear,,Wall P1 =6 vg = 103.4lbft- L 10d nails @ 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 = 11501b . W:= Floor + Wall W = 1407.4 lb Seismic Force: Eg := V• W E = 101b ft Wind Controls Design Lg 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•ig Roof = 7361b Wall := 10•psf•Fl lg Wall = 2070 lb Total := Roof + Wall Total = 2806 lb Resisting ,Moment: DLR := Total-L DLR = 32269 lb ft 2 Net Uplift: U:= OTM - DLR U = -472 lb No Holdown. Ig 2550 PLAN Z }�— Z f QQ Y 2 JU 00 CO) 13 W = F cn LL- w �J U. co) =w ? F- I- O. Z F- w w U� . N ww H F- 0 LLi Z 0 O F- z r . ..n 3� Z r z 5/4 BAF l'E eoaRD W bc1 TRIM BLOCK FOR SIC)LW '1 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. � Z o '1 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. SITTS & HILL ENGINEERS, INC DESIGNED —(O DATE 4 1 0 " JOB�7 j TACOMA, WASHINGTON( 3) 474-9449 CHECKED DATE EET i I PROJECT ' P a� �V LL, 2. Z i2 2' t go ; g6 .2 )/1 I I/-?- ✓ 52� 1� J 1300 13d� 3 5 ► 3 __.. : ;'a 3' �` �� 1 - C=am L_ POS tv/ of 1sloo t ( lj� O f f - r .f - .�� �:t'. .r:<N:y tip: K.=:.t t; t., .{) J>);,.. i. �: ��i. !'r3.i,.rLSi+y't�7a..::..<gr.:. •..:�.:.UdHy3:snW. ';(y:+�yil.kZbCi..+. .1..:Li a+S-� ..ziQ.kAicl.4..+.w + i:r.4w.:.11L . u z Z �w 2 UO (/) J H DLL w� J U- �w Z Wo W �o o - o E- wW �O ..z w co O z i I E � i i i 1 i i OUT' — FC 7. 3' DOOR Q � "' '; 39 8 3 II 5' -6• �� Y DI I� D-I f 10'•0" . �+ . I .• .10' -7 IR' I { 11 POST BASE n I I h J ON 36'x36'x12' CCf4. PAD W •4'S Im' OD. EW. r I �I 10'•O' • = CONC. SLAB - SLOPE TOWARDS OH. DOORS. �a 1• I, i` 1. IN12 I5' 0� 1 , - 4 ' -- — — i. BRICK POUR A' FOR.11ARD AND B ER 3' FRONT OARK E —. —. —. r' V D3. a . � I CONTINUOUS FOOT'JG e � 10•-0" I'- 101/1" 70• -O. I'- 10 1/1" FOUNDATION P L A N 1/4 "= I' -0" FOUNDATION I • USE 5/0' DIA. AN04OR FLOOR DESIGN LOADS, OL . YJ PSF LL 4o PSF —. —. �4. —. _—. • ALL SEAMS ARE TD E • PROVIDE 4x4 POSTS J, p� I • PROVIDE 4.6 POSTS A y� I OI RAISE CCTICRETE 64 I 7' -6' molt ABOVE GA. L V -41/1" 1 Z 2Z `~ W W D UO N W= J H, N U 0 �a N d h" O R W U N O WW X U LL O .. Z U =. O� Z OPT• •4 STUB L — 0-6 — — L — — — �a 1• I, i` 1. IN12 I5' 0� 1 , - 4 ' -- — — i. BRICK POUR A' FOR.11ARD AND B ER 3' FRONT OARK E —. —. —. r' V D3. a . � I CONTINUOUS FOOT'JG e � 10•-0" I'- 101/1" 70• -O. I'- 10 1/1" FOUNDATION P L A N 1/4 "= I' -0" FOUNDATION I • USE 5/0' DIA. AN04OR FLOOR DESIGN LOADS, OL . YJ PSF LL 4o PSF —. —. �4. —. _—. • ALL SEAMS ARE TD E • PROVIDE 4x4 POSTS J, p� I • PROVIDE 4.6 POSTS A y� I OI RAISE CCTICRETE 64 I 7' -6' molt ABOVE GA. L V -41/1" 1 Z 2Z `~ W W D UO N W= J H, N U 0 �a N d h" O R W U N O WW X U LL O .. Z U =. O� Z FOUNDATION I • USE 5/0' DIA. AN04OR FLOOR DESIGN LOADS, OL . YJ PSF LL 4o PSF —. —. �4. —. _—. • ALL SEAMS ARE TD E • PROVIDE 4x4 POSTS J, p� I • PROVIDE 4.6 POSTS A y� I OI RAISE CCTICRETE 64 I 7' -6' molt ABOVE GA. L V -41/1" 1 Z 2Z `~ W W D UO N W= J H, N U 0 �a N d h" O R W U N O WW X U LL O .. Z U =. O� Z Title : Job # n Dsgnr: Date: 3:14PIVI, 5 JUN 03 Description Scope Rev: r: KW-060261 560000 1, Ver 5.6.0, 2•Sep-2002 G e n e ra I Timber Beam Page 1 4 (c)1983.2002 ENERCALC Engineering Software p: \11000 \110311calculalionsll f 031.ecw:Calcula i Description Beam 21. Z General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 2 i I Section Name 4x12 Center Span 9.00 ft .....Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft .....Lu 0.00 ft 00i Beam Depth 11.250 in Right Cantilever ft .....Lu 0.00 ft N W Member Type Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Load Dur. Factor 1.000 Fv Allow 95.0 psi N U Beam End Fixity Pin -Pin Fc Allow 025.0 psi W O } E 1,600.0 ksi U Full Length Uniform Loads = C! Center DL 208.00 # /ft LL 325.00 # /ft Left Cantilever DL #/ft LL # /ft Z H Right Cantilever DL # /ft LL #/ft { Z� I Summary Beam Design OK w Span= 9.00ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin U o N Max Stress Ratio 0 . 975 :1 O Maximum Moment 5.4 k -ft Maximum Shear * 1.5 2.8 k = Allowable 5.5 k - ft Allowable 3.7 k v i Max. Positive Moment 5.40 Max. Negative Moment 0.00 k -ft at 4.500 ft Shear: k -ft at 9.000 ft @ Left @ Right 2.40k 2.40 k U_ O. Max @ Left Support 0.00 k -ft Camber: @Left 0.000in W Z N Max @ Right Support 0.00 k -ft @ Center 0.069in U ! Max. M allow 5.54 Reactions... @ Right 0.000in �. O ` fb 877.17 psi fv 72.37 psi Left DL 0.94 k Max 2.40 k Z Fb 900.00 psi Fv 95.00 psi Right DL 0.94 k Max 2.40 k Deflections j Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load I 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. Defl ) ... Deflection 0.000 in 0.000 in @.Center 0.069 in ...Length /Defl 0.0 0.0 1 @ Left 0.000 In i @ Right 0.000 in 6 r L Title : Dsgnr: Description Scope : Job # Date: 4:22PM, 5 JUN 03 User: KW0602611,Ver5.6.0,2•Sep•2002 General Timber Beam Page 1 1, (c)1983.2002 ENERCALC Engineering Software p :1 110001 11031 1calculations111031.ecw:Caicula Description Beam 22. General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm: 3.5x9.25 Center Span 11.00 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 427.00 Truss Joist - MacMillan, Parallam 2.0E Start Loc 0.000 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 End Loc 3,000 E 2,000.0 ksi Trapezoidal Loads Dead Load Deflection -0.325 in ...Location 5.500 ft ...Length /Deft 405.5 Camber ( using 1.5 * #1 DL @ Left 336.00 # /ft LL @ Left 427.00 #/ft Start Loc 0.000 it 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 ft DL @ Right 336.00 #/ft LL @ Right 427.00 # /ft End Loc 11.000 it Point Loads Dead Load 1,300.0lbs 1,300.0 Ibs Ibs Ibs Ibs Ibs Ibs Live Load Ibs ibs Ibs Ibs Ibs ibs Ibs ...distance 3.000 ft 8.000 ft 0.000 it 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary I Beam Design OK Span= 11.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.738 : 1 Maximum Moment 8.9 k -ft Maximum Shear * 1.5 Allowable 12.1 k -ft Allowable Max. Positive Moment 8.91 k -ft at 5.500 ft Shear: @ Left Max. Negative Moment 0.00 k -ft at 11.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 12.06 Reactions... fb 2,141.25 psi fv 156.99 psi Left DL Fb 2,900.00 psi Fv 290.00 psi Right DL Deflections Center Span... Dead Load Deflection -0.325 in ...Location 5.500 ft ...Length /Deft 405.5 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.488 in @ Left 0.000 in @ Right 0,000 in Camber: 2.55 k 2.55 k tal Load Left Cantilever... -0.453 in Deflection 5.500 it ...Length /Deft 291.15 Right Cantilever... Deflection ...Length /Deft @ Right @ Left @ Center @ Right Max Max 0.000 in 0.0 0.000 in 0.0 5.1 k 9.4 k 3.96 k 3.96 k 0.0001n 0.488 in 0.0001n 3.96 k 3.96 k 0.000 In 0.0 0.000 in 0.0 .,. ,rr ; t. ..a � ..,, <:v vq:v.V»�.«iJrt..nF .,p,,,,,:,:z t<:.'�:.'t1nML- «iw}4. u,.+e:tww' LZ�: .3tv�i� " u�++ iil;..:.i�.a.;a':i,vi4ll .,,••..• wY.�wr .LL'+:i z z cr_W QQ JU UO to o CO LU J � CO WO 9 J LL Q = f.. W Z t- H O z Ih- �5 U� O - a t_ WW tr � Lt. O ui z CO O z SITTS & HILL ENGINEERS INC. i 2901 SU. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 i Fax(253)474 -0153 PROJECT: 2550 PLAN 11563.mcd 4/28/2004 design Binh Tran chk Ed Brpwn 23. w/ 13.1Kips Load Maximum Load For 6x6 DF #1 Wood Post H:= 9-ft psf := 44 pif := psf•ft lb:= pif•ft F,:= 1000-psi C := 1 CFb := I CM := I C := 1 CL := 1 Cr := 1 E':= 1600000-psi F "C:= FdCD F " = 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 KCE := 0.3 h A:= t•h A = 30.3 in 3 FCE :— K CE2 FCE = 1245 psi 1:= t h I = 76.3 in SL 12 2 S:= I-2 S = 27.7 in 1 + FcE 1 + FCE FCE h Cp 2C — 2C — C • K f C c = 0.8 F' := CP F " F' = 761 psi P := F' A Spread Footing Design Soil Bearing Pressure (S Sb := 2000•psf . PTL := 13100.1b Fwidth S PTL• Fwidth = 6.5 f 2 b 6x6 DF #1 Wood Post Pmax = 2301516 USE 36 "x36 "x12" thick Spread footing, w/ (4) #4 Bars Ea. Way 2550 PLAN Z ' ~ QQ W WD UO W= F— CO LL w O. U? N = W F" O Z F- W � p O co H w w U u. O LLI Z co O Z . SITT� & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 ti Fax (253) 474 -0153 M { PROJECT: 2550 PLAN 11563.mcd 4/28/2004 design Binh Tran chk Ed Brown 2550 PLAN . � . � �,. ,. .,.:. �, :.... ,, �..,. 4.:. . �....,�.....:,,.».�:.. ,,..» i_.; r....... �•..•., e. �.+.: r- �., y, �.....,.. �..«... �. �,.,.....+ s.,. n. w..... �:,, �:v:c +t.,.ai...6iu. +a:.U51..v.: u..,.:�.s....::.«.,v.;« , a...: •:sss�!«..1;.�:.+:n.:i.+..G. :5. t�....K i;�a•aw+ ::+:+i�::r � »wwur;.+,r,+a,1A.Y.:.: z �w JU U O' rn D W = CO LL WO J U- N� W. Z� t•-- O Z F- 25 U O � o ff WW H� I1. O .. W N F � O Z j ,'SMS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT: 2550 PLAN 11563.mcd 4128/2004 design Binh Tran chk Ed Brown 9 25. Check studs wall H:= 9-ft psf := 4 plf := psf•ft lb:= plf•ft F, := 1300 psi CD := 1 Cn, := 1.5 CM := 1 C := 1 C := 1 CFc := 1.15 C := 1.15 Fb := 850-psi F'b:= Fb•CD'CFb•CM'C,•CL•C F'b= 1466 psi F" := Fc' CD -CFc P = 1495 psi E':= 1300000-psi Axial Load Capacity (DL +LL) Try - 2x6 HF #2 Studs @ 16" o.c. Slenderness Ratio (SL) t:= 1.5-in h:= 5.5-in C:= h 2 SL := H C := 0.8 KCE := 0.3 A:= t•h A = 8.3 in h KC 3 1:= t h I = 20.8 in FCE := FC = 1011 psi 12 SL S:= I S = 7.6in 2 FCE C 1 +FCE FCC Fiic PC n F2 Cp •= — — CP 0.5 2•C C C F' :_ " F' = 816 psi Pmax := F' P = 6729 lb �C PTL:= I (16•psf + 40•psf)• 3 -f 1 + (12•psf + 40- psf)• ft 11 •1.33•ft L J l lJ PDL : = (16•psf)• 32-ft +(12•psf)• 2.6•ft 1.33-ft C C C�J PD =361 lb PTL = 1282 lb Pmax = 6729 lb OX Axial Stress (DL +Wind) CD:= 1.15 F",:= Fc C C Fc F•n = 1719 psi 2 1 +FCE f + FCE FCE F% F" F" Cp — c — C C = 0.5 F' := C " F' = 847 psi 2•C C C PDL fDL := A fDL = 44 psi 2550 PLAN �;�.w:.:.� �,. w:.: s,wr..::s:i:t:>.w.+.:.�.:.�JJ:. z iF- �~ W !Y � UO N CO) LL WO � LLQ N d. = W F— _ z f.. F— O z F— W U� ON o�- WW LL 111 z U= O z t f w w S SITTS & HILL ENGINEERS INC. 2901 dO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax(253)474 -0153 PROJECT: 2550 PLAN 11563.mcd 4/28/2004 design Binh Tran chk Ed Brown Bending Stresses C 1.15 F' := Fb•CD•CFb'C F' = 1686 psi W ,i := 15•psf•1.33•ft `wind' 1-I Z M := M = 202 ft-lb 8 M S req = Fib f := S' f = 321 psi Combined Stresses fDL 2 1 fb - O.K. + •— = 0.2 F 1 c 1 _ fDL F'b FCE Cont. wall Footing Design Soil Bearing Pressure (S S := 2000 -psf P = 1282 lb PTL 133-ft S ieq = 1 .44 in < S = 7.56 in O.K. USE 2x6 HF #2 Studs (a)- 16" o.c. Exterior wall typical. Fwidth .S F width = 0.5 ft b USE 1'-4" x 8" thick continuous footing 2550 PLAN z k Z' W Uj WD JU UO O W= i— tA U. 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SQIa><t3 s�+)ax3 00'9 N "E'P Q 00 ZT ZT 00 -00 —PT 00 -00 —PT '1N3Wfla0a 3H130 Ainvnp 3H1 Oi 3na SI 11 30110N SIH1 NVH1 NV310 SS31 SI 3WVNA SIHl NI 1N3WflaOa 3H1 A :301ION u�oiu� �bmpuTrus In=. M 0 1 �o I 0 0 LUMBER SPECIFICATIONS 28- 0- 0 GIRDER TRUSS SUPPORTING IS- 3- 8 FROM 17- 5- 0 TO 28- 0- 0 SIZE SPECIE GRADE PANEL(S) LOADS AS GIVEII. LOAD DURATION INCREASE - 1.15 + TOP CHORDS: 2x 6 MSR 165OF 1- 6 BOTTOM CHORDS: 2x 8 MSR 165OF 1- 6 WEBS: 2x 4 MSR 165OF 7 ,3 2x 4 HE STD /STUD 1- 6, 8, 9 UON TC LATERAL SUPPORT <= 12 "OC, UON. BC LATERAL SUPPORT <= 12 "OC, UON. This design prepared from computer input by 1111111 IN IN RocfTrussInc.DS LOADING TC UNIF LL) 50.0) +DLI 18.0)" 68.0 PLF 0' .0" TO 28' .0" VERT BC UNIF LL) .0) +DLI 10.01- 10.0 PLF 0' .0" TO 28' .0' VERT BC UNIF LL) 166.1) +DL) 93.0)- 259.2 PLF 17' 5.0" TO 28' .0" VERT BC CONC LL +DL- 2844.0 LBS 8 17' 5.0" ( 2 ) complete trusses required. Join together with 3 "x.131 DIA GUN nails staggered at 12" oc throughout top chords, 7" oc throughout bottom chords, 12" oc throughout webs. Stagger splices on adjacent members. 14 -00 -00 14 -00 -00 M CD i c 0 0 C- 5x14.5 C- 5x14.5 C -3x7.7 ) 4" TYP. L C -3x7.7 C -7x7.7 2844$ CN- 7x11.9(S) . L I- 12 -00 -00 16 -00 -00 .Scale: 1/8" JOB NAME: BAY DEV, 2550B... "B3" 28 -00 -00 W4WRDH WARNWM: Ob B 1= 1. Red all General Notes and Warnings before constriction of tress. 1, FILE NO.: B3 z �aadar and ersalon contrsclor should be adhAsd of all Lenard Nots and 2 Waratngs Was construction cormerhos. 3 $. • S. W coas srslon web bracing truat be U stelled where shown +. -384 DATE 1/26/2004 4• Ail laterall ocessieTnaafaa m entssuchas 5 . -4684 meet be designed and prosided by designer of ooffoots struebrra 4514 W 3- C -outag ng-rio rswwabllltyforsudl bradn0. g DES aY : LJ s. No load should be applied to any componanl until after all bracing and -4684 . rawwheswe s laaa, anda tnoanshouldanyloads &resler&hehdeign W 4= -490 � app my convenient. B. SEQ 1553608 a. Conputrus has no control owe and ansurnes no responsibility for The 90 8252 fabrlugon, handling, shipment and Installation ofcanponehis 3908 7. this design Is furnished a Med to The Mitatias on fuss designs set forth T 6= -9238 bylihs Truss Plate I Wilracing Wood Trusses, Ni /•a1 %a copy of 11. which will be famished by Computus upon request. O'F TRUsS SUppLy INC. P-' SOX 532 'r' 1NVf .r-, WA 98072 4 v ` r 0900 ' i h xar,unless otherwise noted: So support loads as shown. assumes the top and bottom chords to be laterally braced at G and al 12' o.c key. Ad bridging or Ialenir -c d wftera shown ++ Non of trans Is IM rasporolb of the taepedlve contractor. assumes trusses are to be used In a non - corrosive environment. I for "dry condition" d use. 8!l MIS ful f At asp supports shown. Shim of wedge if is % ll be locala both aces Ir ss and placed so their center 4rtdde with Jr f platine. %feat& size tic design v %L!6! . of the Compulnn Plate, Indicated by the prefix t I.C.B. R.R. 4211. by lb (8j k 18 ga rt Is Is u�ned. All others are 20 g BEARING AREA REQUIRED (SQ. IN) JOINT 1 4.25 DF / 6.56 HF / 6.25 SPF JOINT 7 8.18 DF / 12.63 HF / 12.03 SPF + Laterally brace to roof diaphragm + 2x4 web brace required. Y 11778 EXPIRES 6110 12 C- 5.5x7.7 12 6.000 5,50 Q 6.00 ANSI /TPI 2 MEMBER FORCES W4WRDH T 1= - 5416 B 1= 4838 W 1= 50 W 6= -3968 T 2= -5046 B 2= 4838 W 2= -384 W 7= 4006 T 3= -4684 B 3- 4514 W 3- 246 W 8- -1702 T 4= -4684 B 4= 6814 W 4= -490 W 9= 1326 T 5= -7618 B 5= 8252 W 5= 3908 T 6= -9238 B 6= 8252 LEFT = 2658 RIGHT = 5114 BEARING AREA REQUIRED (SQ. IN) JOINT 1 4.25 DF / 6.56 HF / 6.25 SPF JOINT 7 8.18 DF / 12.63 HF / 12.03 SPF + Laterally brace to roof diaphragm + 2x4 web brace required. 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A A A A A • IN III�I�I�I�IWNI�II Fa „�,..,n,w,o.,o .,.��...P.:W ,�rsn��o�� I�tlIBNII NOTICE: IF THE DOCUMENT IN THIS FRAME UMENT. - THA N THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOC 00'9 ”` v _1_100,9 ZT E'6X6 -3 ZT ( < Ul-* A' . 1908 July 27, 2004 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Mr. Mark Ludden Charter Homes, Inc. 4616 - 25` Avenue ME, #598 Seattle, Washington 98105 RE: CORRECTION LETTER #1 Development Permit Application Number D04 -218 Charter Homes - Lot 2 - 4280 South 160` Street Dear Mark: 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 Building Department. At this time, the Planning, Public Works and Fire Departments have no comments. Building Department: Ken Nelsen, at (206) 431 -3677, if you have any questions regarding the attached memo. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `revision submittal sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted throimh 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 -218 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 r ., .rw:, waar i us:rwsGYs Z �z �w _3 L) UO UD C0 J � NLL w O LLQ Cj) D = �w Z F— F- O Z F— W5 U� O U! w HU u. O. W Z U= O Z July 5, 2004 City of Tukwila Steven M. Mullet, Mayor Department of Public Works Mr. Mark McDonald March - McDonald, Inc. PO Box 737 Renton, WA 98057 Subject: Sensitive Area Covenant and Hold Harmless Agreement L01 -019 Short Plat Dear Mr. McDonald: James F. Morrow, P.E., Director Following receipt of your June 29, 2004, letter requesting re- recording of the Sensitive Areas Covenant and Hold Harmless Agreement, recording number 2003080100738, 1 reviewed the short plat files, the February 22, 2002, geotechnical report from AMEC Earth and Environmental, Inc., and the June 25, 2004, letter from AMEC. The subject document was recorded against Parcel 810860 -0501, which was subsequently divided into four lots with separate parcel numbers. The recorded document clearly indicates the sensitive area is Lot 4, now parcel 810860 -0505. It is the City's practice to record sensitive area hold harmless agreements on development sites the City has determined are in or adjacent to a sensitive area. Since the recorded document clearly indicates the sensitive area as Lot 4; and the site contains Class 2 and 3 slopes and is in a seismic zone 3, I do not see a need to re- record. Sincerely, Jim Morrow P.E. Public Works Director cc: File L01 -019 Jill Mosqueda P.E. (P:Laurie Admin /Jim /Letter Mark McDonald 070504) 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206. 433.0179 • Fax: 206- 431.3665 Z �w D JU UO Cf) CO W J = S2 LL w 2� LLa CO D T F _ w z� �o Z �5 U ON 0 H w "-- O W U= O F- z '0 Certificate of Sewer Availability OR 14816 Military Road South P.O. 80 " Tukwila, . ✓A 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1627 ❑ Certificate of Sewer Non - Availability Part A: (To Be Completed by Applicant) Purpose of Certificate: Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: Residential Single Family ❑ Residential Multi - Family ❑ Commercial ❑ Other Applicants Name: Phone: U 6_go6 - tT8:t 3 l�laY1C Property Address or Approximate Location: Tax Lot Number: H4 o y S• , l O OF S � �? J0 0-- o 5 - 03 Legal Description(Attach Map and Legal Description if necessary): S 1 9 L .01 - OJ`f Part B: (To Be Completed by Sewer Agency) 1. ❑ a. Sewer Service will be provided by side sewer connection only to an existing size sewer feet from the site and the sewer system has the capacity to serve the proposed use. OR b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and /or L3 (2) the construction of a collection system on the site; and /or ® (3) other (describe): g y mie y J t. C'11yRnF T1 JKWII q JUN 2. (Must be completed if 1.b above is checked) PERMIT CENT a. The sewer system improvement is in conformance with a County approved sewer compreNnsive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ a. District Connection Charges due prior to connection: GFC: $ SFC: $ c l, .9 9 ?a UNIT: $ TOTAL: $ (Subject to Change on January 1 st) King County/METRO Capacity Charge: Currently, $1867.54 1residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co/Metro without notice.) b. Easements: ❑ Required . ® May be Required c. Other: 1- Cyn ec r% no S v c- , c. � /`� � 1� e I v► c ti'�' r� � r c r� i here c rtify that the abo a sewer agency information is true. This certification shall be valid for one year - S - 2 — C l y from;; to of signatur . By Title Date MIN `ta.7lttOtbSrS1Cm ur rr., Ycy :z7.«+xtt t:v . ' *�,fkiTr��tt #fur yt i f` Z Z �w 1 D U UO ND W_ H U) U_ WO U_Q to D s �_ w Z z� W W U O CO 0H wW ui Z U= O~ Z . 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 (Mistrict ") Certificate of Sewer Availability/Non- Availability ( "Certificate "). I. This Certificate is valid only for the real property referenced herein ( "Property "), which is in the District's service area, for the sole purpose of submission to the King County .Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and /or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be Z 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, '� w approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, :3 City of SeaTac or any other governmental agency before the applicant can utilize the sewer v vo service which is the subject of this Certificate. Co W J = 4. If the District or the applicant must extend the-District's sewer system to provide U . sewer service to the Property, the District or applicant may be required to obtain from the W 0 appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a LL condition of granting any such permits, approvals or authorizations, which may make impractical = a or impossible the provision of sewer services to the Property. Z _ Z �. .5. Application for and possible provision of sewer service to the Property shall be w subject. to and conditioned upon availability of sewer service to the Property at the time of such o � application, and compliance with federal, state, local and District laws, ordinances, policies, v co and/or regulations in effect at the time of such application. 13 �. W I acknowledge that I have ed the Certificate of Sewer Availability /Non Availability and this Attachment, and fully u dersta the terms and conditions herein. 0 Z ui Gls �_ o � Applic is Sign Date Z 8953910011270798.011SSY6011.DOC (1/26/04) ezv -1- cirr of rv,�m Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit C z Division: 206- 431.3670 Public Works Dcparttncnt: 206.433.0179 Planning Division: 206.431 -3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside of City of Tukwila water district • �' PERMIT NO.: Part A: To, be completed by applicant , Site Address: 44xx So 160th St., lots 2, 3 & 4 (attach malt and legal description shosving hydrant location and size of main):. Owner Infor`mntion:` Agent /Contact.Pci�soit:: j. Name: Charter I -Ionics Agent/Contact: Mark Ludden Address: 4616 25'ri -I AVE NE #598 Seattle, WA 98105 Agent Address: Phone: 206406 -8823 Contact Phone: 206 -406 -8823 This certificate is for the purposes of :: 3 SFR 0 BUILDING PERMIT ❑ PRELIMINARY PLAT ❑ COMMERCIAL INDUSTRIAL ❑ REZONE Estimated number of service connection and water meter size(s): ❑ SHORT SUBDIVISION ❑ OTHER 3 new services Vehicular distance from nearest hydrant to the closest point of structure is lot 2: 50' + -, lot 10' + -: 50' + -, Lot 4: 40' + -' Area is served by (Water Utility District:) 141GEILINE WATER DISTRICT Owner /Agent Signature TART )3 . coinIlleted by water utility district I. The proposed project is within TUKWILA /King (City /County) 2. 9 No improvements required. 3• The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minitnutn flow requirements of the project before connection and to meet the State cross connection control requirements: ervices installed and paid for as part of the March - MacDonald DE project. 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 1679. gp tn at 20 psi residual for a duration of 2 hours at a velocity of 10 fps as documented by the attached calculations. I 5. Water Availability: ❑d Acceptable service can be provided to this project rj Ic g 4 i ❑ Acceptable service cannot be provided to this project unless the improvements in item B -3 arc met. c,ti T ❑ System is not capable of providing service to this project 1 hereby certify that the above information is true and correct. HIGHLINE WATER DISTRICT / 206- 824 -037 By 5/25/2004 Agency /Phone THOMAS KEOWN Date DISTRICT ENGINEER i -Zito 1� Z Q W JU UO CO) o CO LU 1_ f- CO) W WO } �-J LL N d W F- O Z I-- W U j3 N 13 i-- WW H� - 0 Z W U =, O Z Al N ')r1TVFT Ra nnrt fnr AAYY 0 . 1 Rnth St (n� hvdra #H 3005 Date: Wednesday, May 19, 2004, Time: 10:27:47, Page 1 NOTICE: IF THE DOCUMENT IN THIS FRAME I LESS DOCUMENT THIS NOTICE, IT IS DUE TO THE QUALITY OF Static Fire -Flow Residual Available Available ID Pressure Demand Pressure Flow Flow Pressure (psi) (gpm) (psi) (gpm) (Psi) 1 =1 653 56.69 1,000.00 42.31 1,679.67 20.01 Date: Wednesday, May 19, 2004, Time: 10:27:47, Page 1 NOTICE: IF THE DOCUMENT IN THIS FRAME I LESS DOCUMENT THIS NOTICE, IT IS DUE TO THE QUALITY OF c-m —T � 1?5► i V1 Ln :2 h 2S1.L1 x,2.22 25.43 Ln Lo �� hT) u Q ¢ r M J � It� �1 � CN CJ� LOT z a � rn O o r p 00 11 94.17 N� o l 6p 82.47 Ln :2 h 3 H2 31 4 co 0 am o —0 r rn� .0 N N M 0 N . I C N LOT 4 6 M21951 Ln w M2 95 • < o P KC 5 Q� —79c �O LOT 2 59 oo� ..t to r �:2 2491 M8� hT) u r J � It� �1 � LOT 1 rn 60 11 94.17 82.47 r Lo �5 MZ p1 5 0o — — — w > Uj 15836 0 65 = 75 M32394 Lo H ; S. ow � z > �1 L, W A c 15844 o U 15048 3 SCALE 1:100 Q 'n r nl bj I ° M3238 2'n t J N Q 42 Z 15856 °_ w 4- 1 M1527 = 102.50 164.47 Z) S . w X42 S 160TH ST. pi Am — ---, AC V52 - - 1 - 1 1 r'0KlTQArT• rig - Ifv, 3 H2 31 4 co 0 am o —0 r rn� .0 N N M 0 N . I C N LOT 4 6 M21951 Ln w M2 95 • < o P KC 5 Q� —79c �O LOT 2 59 oo� ..t to r �:2 o ° M 80 , t � It LOT O d d d 16 S. 16 S T._ H2 30 r r r NOTICE: IF THE DOCUMENT IN THIS FRAME THE DOCUMENT. N THIS NOTICE IT IS DUE TO THE QUA OF t Od u7 N CN u r �1 � LOT 89.47 60 11 94.17 V5261 Lo — — — 65 0 75 H ; S. 60TH �. �1 L, W A c n r U-) no r0 �o �.� o Q 'n r nl o ° M 80 , t � It LOT O d d d 16 S. 16 S T._ H2 30 r r r NOTICE: IF THE DOCUMENT IN THIS FRAME THE DOCUMENT. N THIS NOTICE IT IS DUE TO THE QUA OF t NOTICE: IF THE DOCUMENT IN THIS AM I LESS CLEA NTA T NOTICE IT IS DUE TO THE Q UALITY X'2Q2a 15 82.47 c� 70 M w > Uj 15836 3 W M32394 JL M2 95 O LLJ Z C5 Q 15844 3 o 0 _ o U C) Iii 15048 SCALE 1:100 LOT 2 80 M21953 Q � � NN 15850 ° o I l_�_ M3238 2Lno L0l F- O 42 Z 15856 lf) p N N o ui LOT 1 M1527 1 = 102.50 164.47 89.47 60 1 94.17 16 o S . 1 60 TH ST. N v5261 S. 16 0TH S T. - v� 542 - - , - - > - - - - V t---- NOTICE: IF THE DOCUMENT IN THIS AM I LESS CLEA NTA T NOTICE IT IS DUE TO THE Q UALITY GAc 4' �M1 � at. :��� -D� NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARIHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. E 7 0 0 > 15836 "q 3 LQ3 L LLJ M32394 LO 95� M2 952 O LL! 0 Z > < 15844 C:) N 0 u 0 15048 - SCALE 1:100 z i r e ) Lo 80 U GkC 0 ,- 'd -1 < LOT 2 Ld —,j M2195 A 52 Hrt- < I N 15850 Ln D M3238 2 C.0 UD LOT C) Ln 0 Lo 04 N C) < 42 15856 cn L o c LOT OT 1 .102.50 164.47 89.47 60 1 11 94.17 1 16 :D 0 S. 160TH ST. Lo V5261 S. 160TH ST. -- I -- F VI 549 — fA�Y-S8 A c I ul tl A n A -Z c- NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARIHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. E PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -216 DATE: 08 -06 -04 PROJECT NAME: CHARTER HOMES INC -- LOT 2 SITE ADDRESS: 4280 SOUTH 160 STREET Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter #_1 Revision # after/before permit is issued DEPARTMENTS: Bui i g i i ion [! I Fire Prevention ❑ Planning Division ❑ Public Works [_] Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS (Tues., Thurs.) Complete Incomplete ❑ Comments: DUE DATE: 08 -10 -04 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: i i t TUES /THURS RO TING: I Please Route Structural Review Required ❑ No further Review Required ❑ s REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS DUE DATE: 09 -07 -04 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documentsjrou ft slip.doc 2 -28-02 PERMIT COORD COPY z i� z w QQ JU UO Co 0 J DLL w J LL cl)a =w z� z� W �o U ON OH w LL .. Z w U= z i i PERMIT COORD COP PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -216 DATE: 06 -24 -04 PROJECT NAME: CHARTER HOMES - LOT 2 SITE ADDRESS: X Original Plan Submittal Response to Correction Letter # _Response to Incomplete Letter # Revision #after/before permit is issued DEPARTMEN�TS:�� � W !'� uilding Division Fire Prevention Pla ni g Division • Public Works jM G j Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS (Tues., Thurs.) DUE DATE: 06 -29 -04 Complete [Z 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 [V�Structural Review Required REVIEWER'S INITIALS: ❑ No further Review Required ❑ DATE: APPROVALS OR CORRECTIONS DUE DATE: 07 -27 -04 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) �;/ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg,6 Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing siip.doc 2.28 -02 PERMIT COORD COPY z ~ w _ UO N CO W W = t— �U- WO La 0_ �. W Z = f- F— O z I— W5 U� o F- WW u. O .z W U= O z o � 2 1908 City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 1 % e "r', it ":.�jl al t; �. l:, -r• ; }' + r.p. .•u.. �kry A.. � .a.. ,. ;�. +;. ^ .• :. + f:'� • v'.. t� t .r ?.d. ^'�.; ti�Cr.'�rr., r .' 1 ,i u ` ,�� t r:r � S r t. REiV. I :y��S�UB,1V.�;IT,�ALt7 {:• . �^ �.�: i � �' Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: do' Plan Check/Permit Number: ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 D04 -216 ❑ Revision # after/before Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name Charter Homes Inc — Lot 2 Project Address 4280 South 160 Street Contact Person Mark Ludden Phone Number Summary of Revision: AJJ e I I - F X 12 X II Sk,, uj ,, • M - Y nF71�K�u Ijfti � , j4 PGRhIFF ea Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: W X Entered in Sierra on S ©`f 07/27/04 z z �W QQ JD UO Cl) CO LLJ J= H CO W WO U-Q CO a =W F- 3: z � F- O z I-- w D ON OH WW LL z ui W U o� z . • . ;:''';.'• .. Z Z . �w 2 D UO cf) C0 LU J � CO) lL W O. J L �CY �W Z� ZO w 2 a Ucl O� 0H W W H U LL O: Z Cd U =. O Z IN A. CE I L IN" • M -30 VA LT R• 30 1. CEILINGS TO HAVE BAFFLES MAINTAINING 1" MININUM AIRSPACE ABOVE INSULATION. 2. BAFFLES ARE TO EXTEND b" ABOVE BATT INSULATION 3. BAFFLES AiQE TO EXTEND 12" ABOVE BLOWN-IN INSULATION. p. NEW U ALLS • 2x6 PR - 21, 1. ALL E WALL CAVITIES, INCLUDING CAVITIES ISOLATED DUR INCs FRAMING, MUST BE FILLED WITH UNCOMPRESSED INSULATION. 3. FACED BATTS ARE LAPPED AND ARE TO BE STAPLED TO FACE OF STUDS. UNFACED BATTS ARE TO BE FRICTION FIT WITH 4 MIL VISQUEEN STAPLED TO FACE OF STUDS OR VAPOR BARRIER PAINT WITH DRY CUP PER RATE OF I MAX MAY BE SUBSTITUTED FOR 4 MIL VISQUEEN. 4. INSULATE BEHIND TUB /SHOWER, PARTITIONS AND CORNERS C. FLOOM a R - 30 1. UNDERFLOOR INSULATION IS SUPPORTED BY LATH, TWINE OIL BY OTHER NON- COMPRESSINCs MEANS. EXTERIOR GLUE TO BE USED ON SUB-FLOORS. 2. SLABS IN CONDITIONED SPACES THAT ARE NO LOWER THAN 24 BELOW FINISHED GRADE ARE TO BE INSULATED WITH R-10 EXTRUDED POLYSTYRENE FOR A DISTANCE OF 24" INWARD FROM THE FOUNDATION FOUNDATION WALL OR DOWN TO THE TOP OF THE FOOT INCs. M015TURE CONTROL. 2. CRAWL SPACE MUST HAVE fo MiL BLACK VISQUEEN GROUND COVER 3. EXTERIO R DOORS AND WINDOWS ARE TO BE CAULKED AND WEATHERSTRIPPED. 4. RECESSED LIGHT FIXTURES TO LIMIT AIR LEAKAGE PER WSEC 502.4.4. IN UNCONDITIONED AREAS. 5. ALL PLUMBING:, ELECTRICAL AND HVAC PENETRATIONS IN FLOORS, WALLS AND CEILINGS ARE CAULKED AND SEALED ro. ELECTRICAL OUTLET AND LIGHT SWITCH BOXES ON EXTERIOR WALLS MUST ESE SEALED AT THE BACK OF THE BOX OR EQUIPPED WiTH A FACE PLATE GASKET. I. SOLE PLATE 15 CAULKED OR GLUED TO SUBFLOOR. S. CAULK/SEAL fRIM JOISTS BETWEEN STORIES. S. WHEN PENETRATIONS NEED FIRESTOPING REVEAL AND DISCUSS WITH YOUR BU I L D iW-s DEPARTMENT iNSP. FURNACE AND WATER HE ATING I. HEATING DUCTS OUTSIDE OF THE CONDITIONED SPACE MUST BE INSULATED TO R -8. DUCT JOINTS AND SEAMS ARE TO BE SEALED WITH MATERIALS LISTED AND LABELED AS COMPLYING WiTH UL 181A OR UL 181B. 2. IN UNHEATED AREAS, HOT AND COLD WATER PIPES ARE TO BE INSULATED TO R -3. 3. WATER HEATER STORAGE TANK TO BE LABELED AS MEETING THE 1981 NATIONAL APPLIANCE ENEMY CONSERVATION ACT. 4. ELECTRIC WATER HEATERS SHALL NOT BE PLACED DIRECTLY ON CONCRETE 5LA55 BUT INSTEAD SHALL BE PROVIDED WITH AN R -10 PAD BETWEEN THE WATER HEATER AND THE SLAB. 5. LAVATORIES, TUBS AND SHOWERS ARE TO HAVE FLOW RESTRiCTORS TO LIMIT HOT WATER DISCHARGE GE TO 2.5 GPM. WOODSTOVES 1. FRESH AIR INLET DUCT SHALL COMPLY WITH THE FOLLOWINCs- b. BE DUCTED FROM THE EXTERIOR AND CONNECTED TO THE RETURN AIR STREAM 4 FT. UPSTREAM OF THE FURN. BLOWER. G. BE INSULATED TO R -4 WHEN LOCATED WITHIN HEATED AREAS. d. BE PROTECTED FROM THE ENTRY OF INSECTS, LEAVES AND OTHER MATERIAL. .e. NOT TO RECEIVE FRESH AIR FROM THE FOLLOWING AREA: I. WITHIN TAN FEET OF AN APPLIAGE VENT OUTLET, UNLESS THE VENT OUTLET IS THREE FEET AvOE THE FRESH AIR INLET. 2. WHERE IT WILL PICK UP OBJECTIONABLE ODORS, FUMES, OR FLAMMABLE VAPORS. 3. A HAZARDOUS OR UNSANITARY LOCATION. 4. A ROOM OR SPACE HAvlrlCa FUEL 13l1RNING APPLIANCES_ 5. CLOSER THAN 10' FROM A VENT OPENING OF A PLUMBING DR4INAGE SYSTEM UNLESS THE VENT OPENING IS AT LEAST THREE FEET ABOVE THE FRESH AIR INLET. fo. ATTICS, CRAWL SPACES OR GARAGES. 2. THE INLET DUCT SHALL BE EG2UIPPED WITH I OF tHE FOLLOWING: e. THE INLET DUCT SHALL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL TIMERS b. A FIXED DAMPER INSTALLED AND SET TO MEET MEASURED FLOW RATES AS SPECIFIED IN TABLE 3 -2 OR c. AN AUTOMATIC FLOW RECsULATIONCs DEVICE WITH FIELD MEASURED MINIMUM NEGATIVE PRESSURE OF 01 INCHES WATER GAUGE AT THE POINT WWERE THE OUTSIDE AIR DUCT 19 CONNECTED TO THE RETURN AIR PLENUM. THE INTEGRATED VENTILATION SYSTEM SHALL DEMONSTRATE COMPLIANCE WITH vIAQG SECTION 303.1.2 B BY ON SITE FLOW TESTING OR OTHER APPROVED MEANS. pEMONSTRATION OF COMPLIANCE SHALL BE MADE AVAILABLE FOR THE INSPECTOR AT THE FINAL INSPECTION. JOB TYPE: NEW CONSTRUCTION OCCUPANCY: SINGLE FAMILY FUEL: GAS CLIMATE ZONE 1 UJINDOW U -VALUE .40 DOORS U - VALUE .20 CEILING WITH ATTICS R - 38 CEILING VAULTED -R -38 ABOVE GRADE WALLS R -21 BELOW GRApE WALLS INTERIOR R - 21 BELOW GRADE WALLS EXTERIOR R -10 FLOORS R -30 SLABS R -l0 TAIBLE .3ml MINIMUM 9011RGE SPECIFIC VENTILATION CAPACITY REQUIREMENTS INTERMITTENTLY OPERATING: BATHROOMS KITCHENS DO CFM 100 CFM CONTINUOUS OPERATION 20 CFM 25 CFM TABLE 3 -Z VENTILATION RATES FOR ALL GROUP R OCCUPANCIES FOUR STORIES AND LE88P MINIMUM AND MAXIMUM VENTILATION RATES: CUBIC FEET PER MINUTE (CFM) FLOOR MINIMIX"i FLEX DIAMETER ' MAXWOUM LENGTH FEET MIN"jm BMOOTH VIA UER I MAkM"1I`IM LENGTH FEET MAX MIM ELBOWS (1) 50 MEC�I�O�Oi"IS 25 4 INCH 10 3 50 5 INCH 90 AREA, FT2 2 O!Q LE" 3 3 6 INCH •4 6 INCH NO LIMIT IT 3 80 4 INCH ( 2) NA 4 INCH 20 LESS THAN 500 501 -1000 1001-1500 1501 -2000 2001 2501 -3000 3001 -3500 .3501-4000 4001 -5000 5001 -6000 6001 - 1000 1001 -8000 8001 -9000 GREATER THAN 9000 MK 50 55 +60 65 10 15 80 85 S5 105 115 125 135 145 MAX. 15 83 90 98 105 113 120 128 143 158 113 188 203 218 MIK 65 10 0 15 80 85 90 95 100 110 120 130 140 150 160 MAX" 98 105 113 120 128 135 143 150 I65 180 1% 210 225 240 MIN. 80 85 w 95 100 I MAX. 120 128 135 143 ' 150 MIX S5 100 105 Il0 115 120 125 130 140 150 I r00 110 180 190 MAX. 143 150 158 165 113 180 I88 195 210 225 240 255 210 285 MIN. 110 115 120 125 130 135 140 145 155 165 115 185 195 205 MAX. 165 113 180 188 195 203 210 218 233 248 263 218 293 308 MIN. 125 130 135 140 145 150 155 160 11+0 180 190 200 210 220 MAX. 188 195 203 210 218 225 233 '240 255 210 285 300 315 -330 MIN. 140 145 150 155 160 105 110 115 185 195 205 215 '225 "235 MAX. 210 218 225 233 240 248 255 2b 3 218 293 308 323 338 353 110 165 115 113 125 188 135 203 145 218 155 233 165 248 115 263 PRESCRIPTIVE HEATING SYSTEM SIZING PER WASHINGTON STATE ENERGY CODE 2001 EDITION CHAPTER 9 MAX. NEAT SYSTEM SIZE: 2550 50. FT. X 20 BTU /HR = 51,fd00 BTU OR Lt�s ALL 14EATfNG 51'5TEM5 SHALL RE DESIGNED AND INSTALLED FAN TESTED CFM AT 025" WCs. MINIMIX"i FLEX DIAMETER ' MAXWOUM LENGTH FEET MIN"jm BMOOTH VIA UER I MAkM"1I`IM LENGTH FEET MAX MIM ELBOWS (1) 50 4 INCH 25 4 INCH 10 3 50 5 INCH 90 5 INCH 100 3 50 6 INCH NO LIMIT 6 INCH NO LIMIT IT 3 80 4 INCH ( 2) NA 4 INCH 20 3 80 5 INCH 15 5 INCH 100 3 80 6 INCH 90 6 INCH NO LIMIT 3 100 5 INCH NA 5 INCH 50 3 100 6 INCH 45 6 INCH NO LIMIT 3 125 6 INCH 15 6 INCH NO LIMIT 3 125 1 INCH 10 1 INCH NO LIMIT 3 I. WOODST01/ES ARE TO HAVE TIGHT FITTING GLASS OR IN UJI I H I.IIVII - VKI`I CSUILVIIVl3 C..VLJC ACC► I IVIV METAL DOORS. I. FOR EACH ADDITIONAL ELBOW SIiBTR,4GT 10 FEET FROM LENGTH. 2. WDODSTOvES ARE TO HAVE OUTSIDE COMBUSTION AIR HEATING SYSTEM: 2. FLEX DUCTS OF THIS DIAMETER ARE NOT PERMITTED WITH FANS OF THIS SIZE. DOOR U -VALUE = 0.20 PRESCRIPTIVE SOURCE SPECIFIC EXHAUST VENTILATION PER V.I.A.Q.C. SECTION 303.3 ' C�OI"tB STION A R G2 MU9T BE EUITPI°ED FRE VENT WETH AN ACCESSIBLE MANUFACTURE PER CONTRACTOR DAMPER COMBUSTION AIR MUST ORIGINATE BELOW TIME FIREBOX. VAPOR RETARDERS: 3. WOODStOVES MUST BE WASHINGTON STATE CERTIFIED. FIREPLACES FLOOR EXTERIOR T4Cx PLYWOOD 1. FIREPLACES ARE TO HAVE TIGHTLY FITTING: GLASS OR WALLS 4- MILL POLY OR PvA PRIMER METAL DOORS OR EQUIPPED WITH A FLUE DRAFT CEILINGS 4- MILL POLY OR PVA fi=R(MER INDUCTION FAN. NOT REO AT CEILING= IF 12" OF ,41R SPACE 2. FIREPLACES ARE TO HAVE OUTSIDE COMBUSTION AIR DUCTED TO FIREBOX. (MIN. 6 50. IN. NET FREE VENT AREA.) PROVIDED ABOVE INSULATION. COMBUSTION AIR DUCT MUST BE EQUIPPED WITH AN ACCESSIBLE DAMPER corrsusTiori AIR riusT oRiGir,,aTE BELOW THE FIREBOX. V ENTILATION SYSTEM SIZING PER TABLE 3 -2 OF THE 200m 3. TIGt4TLY FITTING FLUE DAMPER WITH MANUAL OR - AUTOMATIC CONTROLS. I. EXTERIOR SWING=ING DOORS iN HEATED SPACE WITH MAXIMUM U - VALUE OF 0.20. GENERAL FROVISION5 I. ALL STRUCTURAL SOFTWOOD PLYWOOD, PARTICLE - BOARD, WAFER BOARD AND ORIENTED STRAND 50ARD ARE STAMPED ,, EXPOSURE 1 2. RECESSED L16HT5 ARE I.C. RATED, DOUBLE WALL CAN LIGHTS. PRESCRIPTIVE DESIGN REQUIREMENTS FOR INTERMITTENTLY INTEG=RATED FORCED AiR VENTILATION SYSTEi`1S FOR RESIDENCES FOUR 5TORIE5 OR LESS MA Y COM PLY WITH Y.I.A.Q.C. SECTION 303 AS INDICATED BELOW. RESIDENCES DESiGNED TO COMPLY WITH WITH SECTION 302 SHALL SUB" CALCULATIONS FOR RE AND PER SECTION 302.1.1. S CHARACTERISTICS NOT IDENTIFIED BELOW AND CONTINUOUSLY OPERATED SYSTEMS SHALL COMPL WITH SECTION 302. A. SOURCE SPECIFIC VENTILATION REQUIREMENTS 1. EXHAUST FAN REQUIREMENTS. a. BATHS, LAUNDRIES4 POWDER5- -50 CFM 6 0.25" W.G. b. KI TCHENS- - 100 CMF * 0.25" WIG. RANGE HOODS AND DOWN DRAFT RANGES MAY BE RATED AT i00CFM AT .0 W.G. 2. EXHAUST DUCT REQUIREMENTS: a. SE INSULATED TO R -4 IN UNCONDITIONED SPACES. b. ESE EQUIPPED WiTH A BACKDRAFT DAMPER. c. TERMINATE OUTSIDE THE BUILDING. , CI. COMPLY WITH TABLE 3-3. o. SHALL TERMINATE NO CLOSER THAN 3' FROM OPENABLE DOORS OR WINDOWS. 13. WHOLE HOUSE VENTILATION REQUIREMENT. OUTDOOR AIR SHALL BE SUPPLIED TO ALL HABITABLE ROOOMS THROUGH THE FORCED AIR HEATiWs SYSTEM USiNG THE FOLLOWiWG METHOD. LOCATION M i N. MANUFACTURE M00 E L CFM - 2 5UJG BONE KITCHEN 100 CFM U41IRLPOOL mc4moX I" C pm POWDER ilM. 5m CFM SWAN 590 84 C IRI LAL 4MY RM. 50 CFM IMAN aw 64 CRI MST. SAT14 s0 C r-m DWAN 590 84 CFM PER5CRI PT i vE WHOLE HOU5E EXHAUST VENTI SYSTE" PER V.I.A.Q.C. SECTION 303.4 L OCATION 'MANUFACTURE MODEL CFM - .25 UJG SONES UP"ER ISATN KANALMAKT / FANTECN FX 4XL 130 1.4 SUPPLY VENTILATION SYSTEM INTE RGRATE D SYSTEM WITH FRE AIR INTRODUCED INTO RETURN- AIR DUCT WiTH MOTORIZED DAI`1PER. AepA,y sulorw�t�- Tdmft i IMNI Dw1 �rld rtay Inc'J��dt ad�i0fl�l p4n f�eVllw flw. REVIEWED FOR CODE COMPLIANCE APPROVED AUO 3 1 2004 ma" city o BUILDING 01V15I0N. r - .. • f ti r c • 0 z� � el e Q3 , s � IL PY dio > im ct� � 4 N Q O U w z N w Lu � O ~ � O d � N � Z � U d u w I FILE NO& •I00 -ECI SHEET OF: MEN" i�`tri1 n, .t"o ' l 'K,, rq July 24 d.. 2044 F ER01rr CEN FOR RESIDENCES THAT EXCEED 8 BEDROOMS, INCREASE THE MINIMUM REQUIREMENT LISTED FOR 8 BEDROOMS BY AN ADDITIONAL 15 CFM PER BEDROOM. THE MAXIMUM iUM CFM 15 EQUAL TO 1.5 TIMES THE MINIMUM. } TABLE 3 -3 PRESCRIPTIVE EXHAUST DUCT SIZING: ' 1 s •• • rI • � �� •ter �r • r • • _ .. � . � , • 1 • • • • • r • • • i _ • • • . � � _ :iriiR"' '9M• � • . �1iyi�4filA%'. '��1�.+�""!��►'...,. +.. -,.. .. ' ' �. Q� N cn SEE SHEET Gsl �I �I �I I� I� II I� II I� II I� I� L 18) 1" X 14" FNDN. VENTS. s �a0 r ENED REVIEWED FOR CODE COMPLIANCE APPROVED AUO 312004 city of kwila BUILDING DIVISION I ' N r I F F I 10 1/I r F F r F 24 24 24 24 4 2 � 24 �, 24 4 _ _ L._ .._. _J 1L- _ _._.1 l_ ___J i____ _.. l__ _ .J = �.._. _ _l L. rJ L— 4x& POST AT —� c� BEAM SPLICE ND3 c ;' (2) 4X4 POST F _1 ( 1 1 13 1 4xe L 8 I I 6 x& POST ON 3ro x36 x IO CONC. _ PAD 12'- 2 3/4" 1' - 2 3/4" 21 0 11 2 _ 1 11 2 -9 1/2" 2' -8 1/4" 41.6 4 1 ,611 41 _ 11 ! 1 Im2 4 BARS E A LUAY AT 12" OZ. 0 IF � r T 4 X10 V I I ... 1 r - I r r r - 1 8' 24 ++ 2 , L 18 10 1/20 L_ .�.� _ 3� L as J L 18 � L as J 1 I If v 4X6 POST Im3 I 10' -ro 1/2" C3'- 5 1/2" !9V r ko t0 10 x SEE S�lE 01 JA I I WdM, dL,jG .T NSI M SEE STRAP LmASPIM, SHEET "SI" 4" GONG. SLAB - SLOPE 3" TOWARDS O.H. DOORS. F ii o c� 8 38.. I I 2' -8 3!4' I , I �a � ( GONG STOOP �ABV. L J L J I CONCRETE PAD EXTEND 8 _ 4 MIN. PAST COLUMN OPT BRICK �- POUR 4" FORWARD AND LOWER 3" FRONT GARAGE 2 MAY ONLY. — — — ---- — — — -- — 8 „ CONTINUOUS FOOTING D• 'S� RAISE CONC. STEM WALL TO / 6" ABOVE CONCRETE SLAB I -10 1/2 " S I \t'.010/ \ V- 10 1/2 *I'- b 1/2 " S R 41SE CONC. STEM ALL TO rp ABOVE CONCRETE SLAB 1=0UND,4t I ON �4N 1/4 " =1' -0" 12'- 5 1/2 " 20 1 .0 11 I 4'-2 1/2" a _ 3 •• 34 1 '0 11 5' 1/4" STUB 1 BAR's 0 24" O.C. IDI � 5' - 3 3/4 •4' -11 1/2" TYP. VENT 1 "xl4" x 15 = .51 SQ. FT. PER VENT" . 144 j all off . ;: . N _ . rb MIL. BLACK VAPOR BARRIER O ENTIRE CRAWL AREA. IS" MIN. CLEARANCE UNDER FLOOR JOISTS. 12" MIN. CLEARANCE UNDER BEAMS. SOLID BLOCKINCs OVER SUPPORTS. ' Y R ALL FTGS. TO BEAR ON UND I STE RBED SOIL MIN 20001. + FOUNDATION STEEL PER EWSINEERIWG JUN 24 2 004 18" MIN. CLEARANCE UNDER • 4x6 POSTS TYP. is 15EAM SPLICES. PERMIT D' cE NT ER • ALL BEAMS TO BE 4x10 D.F. 0 2 UNLESS NOTED OTHERWISE. • ALL BEAMS AND HEADERS TO BE VERIFIED WITH FLOOR JOISTS. - 6 MIL ' VISQUEEN' STAMPED EWGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDIWa. PROVIDE MIN OF 2"4"x3/16" THK PL ATE - 'BLACK VAPOR BARRE R OVER � �t r , 4x4 POST ON I8 "X18 "x10" TH< GONG. PAD e ENTIRE CRAWL SPACE, L r__ J r -- _ orb 1. �, -�„, _ �' _�„ 5 , _�„ �„ 2 , _ If r = II r cn I I - � r r 4x10 1 /19F r 4x10 1 18 r CONC. PAD A. deft I L ISJ I I I Q L 18 J 18 J , J L lS J L 1 I I L _.._ II _ w ...._ 4x6 POST AT A. I ,BEAM SPLICE r 2 1 0 411 3 - " 3' -�o" 06 3' -ro" 3' - ro 3/4" 31 i/2" 3' -10" 4' -� I/4" 3' -� i /4" 3 1,10 I II Y Q� N cn SEE SHEET Gsl �I �I �I I� I� II I� II I� II I� I� L 18) 1" X 14" FNDN. VENTS. s �a0 r ENED REVIEWED FOR CODE COMPLIANCE APPROVED AUO 312004 city of kwila BUILDING DIVISION I ' N r I F F I 10 1/I r F F r F 24 24 24 24 4 2 � 24 �, 24 4 _ _ L._ .._. _J 1L- _ _._.1 l_ ___J i____ _.. l__ _ .J = �.._. _ _l L. rJ L— 4x& POST AT —� c� BEAM SPLICE ND3 c ;' (2) 4X4 POST F _1 ( 1 1 13 1 4xe L 8 I I 6 x& POST ON 3ro x36 x IO CONC. _ PAD 12'- 2 3/4" 1' - 2 3/4" 21 0 11 2 _ 1 11 2 -9 1/2" 2' -8 1/4" 41.6 4 1 ,611 41 _ 11 ! 1 Im2 4 BARS E A LUAY AT 12" OZ. 0 IF � r T 4 X10 V I I ... 1 r - I r r r - 1 8' 24 ++ 2 , L 18 10 1/20 L_ .�.� _ 3� L as J L 18 � L as J 1 I If v 4X6 POST Im3 I 10' -ro 1/2" C3'- 5 1/2" !9V r ko t0 10 x SEE S�lE 01 JA I I WdM, dL,jG .T NSI M SEE STRAP LmASPIM, SHEET "SI" 4" GONG. SLAB - SLOPE 3" TOWARDS O.H. DOORS. F ii o c� 8 38.. I I 2' -8 3!4' I , I �a � ( GONG STOOP �ABV. L J L J I CONCRETE PAD EXTEND 8 _ 4 MIN. PAST COLUMN OPT BRICK �- POUR 4" FORWARD AND LOWER 3" FRONT GARAGE 2 MAY ONLY. — — — ---- — — — -- — 8 „ CONTINUOUS FOOTING D• 'S� RAISE CONC. STEM WALL TO / 6" ABOVE CONCRETE SLAB I -10 1/2 " S I \t'.010/ \ V- 10 1/2 *I'- b 1/2 " S R 41SE CONC. STEM ALL TO rp ABOVE CONCRETE SLAB 1=0UND,4t I ON �4N 1/4 " =1' -0" 12'- 5 1/2 " 20 1 .0 11 I I , • z � U 0 a 3� L h lu 0 Q cq N Z N d F Q- O z z O w Q d � � U O u w BILE NO: ET OF III A. ., .. ? � . . -t ._... �-.r.. .....� _. .rir� .�.../�— �..... -�..» .. Y. w •w.........._...........�....r. ..���.•�... �....�..�._..__.« �' - -�_.r. ....... . +.... -�.—. �.+. �- �.�....�_�.w�..r. •....a. ......�._�+rr+�w.....r _ _ _.Jw�r.rw�^ .�.•w�..w._. �......�.. �_ — rr+ r. a• �_. �....—..... r. �. �_ _...�........�....�._.�..._.... .r... . -...n. ...a .....w 4_.._« r__ •_.�— ...r....... Ir ...... .. _...+n ... .1Q..�.H�s.��.. -s. Ai�.ef �i1�.. .., .. ..••`1�A.4'.L — �n"��� .z � •�M i • .�.L'� �i'. >•+ t..w ...I '.' ,1320 SQ. FT. AREA 8.8 60. FT. REQUI ; 150 TYP. VENT 1 "xl4" x 15 = .51 SQ. FT. PER VENT" 144 j 0 VENTS REQUIRED $$ 1125 USE MIN. OF 18 VENTS � N _ . rb MIL. BLACK VAPOR BARRIER O ENTIRE CRAWL AREA. IS" MIN. CLEARANCE UNDER FLOOR JOISTS. 12" MIN. CLEARANCE UNDER BEAMS. SOLID BLOCKINCs OVER SUPPORTS. ' Y R ALL FTGS. TO BEAR ON UND I STE RBED SOIL MIN 20001. + FOUNDATION STEEL PER EWSINEERIWG JUN 24 2 004 • 4x6 POSTS TYP. is 15EAM SPLICES. PERMIT cE NT ER • ALL BEAMS TO BE 4x10 D.F. 0 2 UNLESS NOTED OTHERWISE. • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED EWGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDIWa. PROVIDE MIN OF 2"4"x3/16" THK PL ATE - WASHERS ON EACH SILL BOLT �t r , 4x4 POST ON I8 "X18 "x10" TH< GONG. PAD L r__ J 11 11 T HK. 4x 11 4POSTON24X24x10 O , CONC. P AD r L _J r _ 1 4x4 POST ON 30 "X30 "x12" THK• CONC. PAD L - -J I , • z � U 0 a 3� L h lu 0 Q cq N Z N d F Q- O z z O w Q d � � U O u w BILE NO: ET OF III A. ., .. ? � . . -t ._... �-.r.. .....� _. .rir� .�.../�— �..... -�..» .. Y. w •w.........._...........�....r. ..���.•�... �....�..�._..__.« �' - -�_.r. ....... . +.... -�.—. �.+. �- �.�....�_�.w�..r. •....a. ......�._�+rr+�w.....r _ _ _.Jw�r.rw�^ .�.•w�..w._. �......�.. �_ — rr+ r. a• �_. �....—..... r. �. �_ _...�........�....�._.�..._.... .r... . -...n. ...a .....w 4_.._« r__ •_.�— ...r....... Ir ...... .. _...+n ... .1Q..�.H�s.��.. -s. Ai�.ef �i1�.. .., .. ..••`1�A.4'.L — �n"��� .z � •�M i • .�.L'� �i'. >•+ t..w ...I '.' 7+ I i i I I I i I i i I i I I I i I I I I I i I I I I I I I I I I I I I I i I I I I I i I I I I I L L �_- - - - - -- x SEE L L EE d WEND, SHEET "S I" SEE STRAP LE IENO, SHEET "SI" MAIN FLOOR F R LAN 1/4 1.0 1 m 0 R RE �p FOR CODE COM PLIANCE APP stQNlE Ab p 31200 1 OIL YN�IV --OFT. F/P NOTE: t t i RE �E JUN 2 4 20 04 �RMlT CENT z v �n u�0 �w� . WB N Z J a z N � lU 1� Z O z i d z u � W (D 1(o 1/2" X 20 1/2" FRAME-OUT FOR FURNACE 2� IS" X 24" FRAME-OUT FOR CRAWL AC ALL FLOOR JOISTS TO BE 2X10 NF. "2 FLOOR JOISTS is Igo" O.C. UNLESS NOTED. ALL FLOOR JOIST TO BE BLOCKED 0 BEARING. • SEE FNDN. PLAN FOR BEAM SIZES. - � � . � .. .. �� � .. _ .. r ....,. • .. . _ .. _ _ ..._ _.�..... ...�_ +.__... � ...._...... .._ ....._ ... .T_. .�_�..� ..._. ice_ �...._ . � _..� ..... � .,_� ^.r.. ��. ..._.�_�.._.�.►�....�.....��.�. ..�. — - -..... ... ..........�.. ... ... �...�_�..._�.�..��. _._.._... ... _ ._ ._. . __ - -__.- - - - .. ._..- _ .. _ .... _ . I FILE NO: 61m8 SHEET r� IOF L 1 .ye . .w Y..4/: .. . _w.+C .. .'a y. 'r . � -,.Ya m. x.. r�•�.+j+t - -. . - "�1..4� lyliRe ...�". ?�"1/Iryl¢�. '.'M _ --. .. .�.� n ol \ 'r �n 2' 8' -4" 12' -3 1/2" 2 1/2" REVIEWED FOR CODE COMPLIANCE APPROVED AUO 3 12004 cit Tukwila — BUILDING DIVISION AAA SUMMARYO 0 MAIN FLOOR = 1311 SF. UPPER FLOOR 1245 S.F. TOTAL 2562 S.F. G ARAGE 463 S.F. t i • ALL EXTERIOR WALLS TO BE f=)1-6, UNLESS NOTED. • SOLID BLOCKING: OVER SUPPORTS. - 'FIRE BLOCKING * ALL PLUM51Wz PENETRATIONS. Y - WINDOWS ARE VINYL FRAMED - SIZES SHOWN ARE R/O WIDTH 4 HEIGHT. • TYP. EXT. WALLS TO BE 2X6 Iro" O.G. • SMOKE DETECTORS TO ISE HOT WIRED W/ BATTERY 5AC UP. SEE SHEET 5 NOTE i y • SMOKE DETECTORS TO BE AUD BLE IN ALL IBEDROOMS. r • J • U NEAT ELEMENTS TO BE 18" ABOVE CONCRETE SLAB ON 2 LAYERS 3/4" PLYWD. �4 24 HR, CLOCK TIMER FOR FURN. �,REC�� FAN RELAY t UJHOLE HOUSE FAN. nF �t;K0 N OR VENTILATOR WINDOWS. JU 114 NOT USED 5 2 O 4 " GAS DIRECT VENT METAL FIREPLACOL INSTALL PER MANUFACTURES SPEC: IFICATk%l - s,y R.O. = 41 W X 3S 1/2" H. 4X8 HEADER AT 48 11 . SMOKE DETECTORS TYPICAL IN ALL BEDROOMS. (j 22" X 32" ATTIC ACCESS �S IS" X 24" CRAWL ACCESS 10 WHOLE HOUSE FAN V.T.O.S. 11 LOWER PLATE 1 1/4" is HATCHED WALLS FOR RETURN AIR 12 FAN VENT V.T.O.S. REAR OF HOOD RECT DUCT 13 HOT t COLD E51BS * 48" AFF. 4 8" O.G. 14 VALLEY 4" DRYER VENT BOOT. 15 5/8" TYPE 'X' G.W.B. UNDER STAIRS. �g PLUMB IN6 STUB-OUT FOR W/H 0 12" OFF GAR. SL AEi. 11 2X8 BLOCK CENTER LINE 4 51" FOR THERMOSTAT. IS SOFFIT LAUNDRY D OWN W/ 2X8 �S KIT. WINDOW SILL WT. 0 40 1/2" AB. MF SUB. FL. GARAGE SL AB DROP OF MORE THAN 30" FROM MAIN FLOOR TO GARAGE SLAB, REVISE GARAGE DOOR HEIGHT FROM l'-O" TO 8' •O ". 41t ft d�0 d� Z5 i �e Q� La � Z lu J 1: O (L = O � O � z N Z '4 � U � U w FILE NO& 6108 SHEET 3 °F 0 N aqw. 0 _ _.. �. _ .. • � .y. ry . � . r � . .. J.: ...Fi .. .•w4 \ . ..(r ti r ) .I.t'v „Y, v r • .«1 •..Y•"4 1.Y ^%:i . l . I. " ��!•��+w�y�..M1. . a M .. . ,.,. r r c4 �1 ADJUST I TO CLEA RE: DETj i L iS TO CANS 1/16" 06B TYP. WALL SHEATHINCs 2x4 CONT. LEDGER LU/ (2) 160 EA STUD 1/16" OSF3 ROOF SHEATWING w/ 8d 6 " O.G. ON 2 x6 � 24" O.G. H - I CLIP EA. -� 1% AFF. (ADJUST FOR CM&P GARAGE GONDITION) 3d EA. RAFTER TO C.J. 2x • 1 O.G. PLAN .'�.'�► 1 /2 11. 1 1. 0 10 E oC M FOR C E COD AV . gjG 31200 � �I I� I� ,I city Of Tb1VISI0N )ING i i . J _Z ni Op JUN 2 4 40 PER" r HF. 0 2 FLOOR u B d� W e Q N Q F Z N � LL TL 0 Q ll.l u ' z U � u w FILE NOO b I08 x SEE SHEARu� Ismow .SHEET "SI" '�♦ SEE STRAP SHEET "SI" - %^M i., I I r � 11 . 1 11w V V f� V, �., I wo 1 V/ 1% i�E AI UPPER FLOOR EfgAMING PLAN 114 21 0 ROOF PE F J .. • . � .•.�; .w►...w +r.w•, .,:.nn.wwk•..,� -.. � w•u4..+w,►w"« > m�,�. • ,r�,+a.��.. •.,+c ._ ., n GARAGE G.L.5. DETAIL 34' .011 2 I/2 ". 10' -8 1/2" 1 m - 1 N cc1 c{1 1 r 1 1 ttl 3 XO T50 2nx !8" T. t36) VD 15 VB3 FSH 7ELVE S o 4 2'� I M — 0:3 A.FF. - ..X x T_ I t1AA= NAM, VINLY 30 tll . T.B. ON �' T.B. 2 4 1/ C DOOR X42 A.FF. - - I r7� 42" FAN / S v.T.O.S. I l a FAN I V.T.0.5 � I I N 2 S sP 6' -0 1/2" Ih' -10" 2. El 1pa a 5' -°U 1/2" 9' -11" -� 2 IGHT SHAFT 2 Q m TD 1 FAN V.T.O. v C VINYL 24 ( —�-- -_ - 26 I ' - _ s . I 10 2 1/2 X FURNACE/WH � p FLUE I i CARPET I � I - 1 I I I I i I I I I I I I 0 sue• I � I � •-� � 1� 15 - 8 1/1 I I I i o0 i I n 1 � CARPET I i I . I I ��-- � Q I I I ua � p I I I I L wo (3 ) 3 Ep SH x SEE SHEA L • SHEET "81" SEE STRAP 81-IEET "81" 1 Q OC Q X; XN y n OPEN TO ENTRY cla BELOW 1" (5) 2x4 5 FIXED I I I 4'-3 1/2" 3'-c3 1/4" 4'- 2 3/4" 20 1 - 011 5 XO 5 5 OX i C31.011 51.611 C UFFE FL OOR AT ELEV. 1 5 1 �� 4 I >cO o il --.�ri..•�.�.m �o �1 UPPER FLOOR PLAN 1/4 '11mofl .. .. «�. -`.�. .-•-..rte «_�...r._�.�...- _«..... .._. .. .._ » 1/2 WALL (4) 2x4 �D' _011 v Q A N N N _6 � I N � _ .. I S.D. SMOKE DETECTORS 110 TIE ALL TOGETHER � _ — --I W/ BATTERY BACKUP. REQD ALL BEDROOMS cn (DSMOKE DETECTORS TYPICAL IN it1 tt1 C2) 22" X 32" ATTIC ACCE55 c t L J �3 WHOLE HOUSE FAN v.T.O.S. (VENT TO GARAGE cv v M 1 V ac T H � N �I Ij I� ( I I� �I I� REVIEWED FOR CODE COMPLIANCE APPROVED AUO 312004 City Of Tukwila BUILDING bTVISTON r FIREBLOCK BETWEEN STUDS. - LIMIT SHOWER FLOW TO 25 G.P.M. • WALLS SHALL BE WATERPROOF TO MIN. 10" ABOVE DRAIN INLET. • ALL GLAZING INCLUDING WINDOWS WITHIN 10" OF DRAIN INLET SHALL BE f om SAFETY C=LASS. NOTES: 1 i u�0 > �n �w to #� Q 0 � Tr,K wrr Q ju IV 24 ZOp PE RMIT c � N LU Z W H A Q z� U u w Z d J fL O O QC w FILE NOV 6108 OF •- q ' w - .a -. ... a ..�: ..r; •, ...� _. _ .� ,. r ; ...�.,. , ,. +U -.� . � �w -r.`. � -, -� JAr�a+�..M►���b+ws ��s�' Mw'+Mt!.iMMY�MJ'�►';��"'rn� -Ar" ..+ ,... _. I • SOLID BLOCKING: OVER SUPPORTS. II -FIRE BLOCKING is ALL PLUP 15IN0 PENETRATIONS. I I I • WINDOWS ARE VINYL FRAMED - SIZES SHOWN I ARE R/O WIDTH 4 HEIGHT. I I TYP EXT.WALLS TO BE 2Xro a Iro" O.G. UN.O. II _ .. I S.D. SMOKE DETECTORS 110 TIE ALL TOGETHER ❑ C_ _ — --I W/ BATTERY BACKUP. REQD ALL BEDROOMS (DSMOKE DETECTORS TYPICAL IN ALL BEDROOMS C2) 22" X 32" ATTIC ACCE55 L J �3 WHOLE HOUSE FAN v.T.O.S. (VENT TO GARAGE SIDE ROOF OF DOUSE SEE ROOF PLAN). �4 HIGH/LOW RETURN AIR 14 1/2 X 14 I/2" 3" DOWN FROM CEILING OR 1 1/2" OF FLOOR OPTIONAL. 2x4 SKYLI i-4T IN 2'xro' SHAFT STD 2'x2' SKYLIGHT IN 2'x5' LIGHT SHAFT - bc " FROM TUB WALL 1 i u�0 > �n �w to #� Q 0 � Tr,K wrr Q ju IV 24 ZOp PE RMIT c � N LU Z W H A Q z� U u w Z d J fL O O QC w FILE NOV 6108 OF •- q ' w - .a -. ... a ..�: ..r; •, ...� _. _ .� ,. r ; ...�.,. , ,. +U -.� . � �w -r.`. � -, -� JAr�a+�..M►���b+ws ��s�' Mw'+Mt!.iMMY�MJ'�►';��"'rn� -Ar" ..+ ,... _. I� �I �I �I �I I� I� I� �I I� I� �I �I (I Fr /3 � si3 �I I� I� �I I� i� I� I� I� I� �I �I D: 5x4 BARGE BOARD W/ IX2 TRir 1 5/4" 13ARCsE BOARD REVIEWED FOR CODE COMPLI APPROVED AUO 3 12004 City Of Tukwila BUILDING DIVISRON « * EVERY SAVE BLOCK TO BE VENTED « EACH AF 501000E VENT = (80X 5 SGT. IN.) _ _ Ill 5F. 144 • VENTILATION= A (S.F.) = OF REG'D (300 ) « GABLE VENTS ITOTAL 5Q. K) (0.15) " SF (144 ) ATTIC VENTILATION REC.UIPO 17 LOCATION GROSS AREA (SF) (A/300) MIN. REQ'D. VENT (SF) ( A X 300 )/2 50 % REQ'D AT EAVE ( A X 300 )/2 50 96 REQ'D 36" AB. EAVE UPPER ROOF 1394 S.F. 4.64 S.F. 232 SF. 2.32 SF. L I VINCs /DINING 446 S.F. 1.49 SF. 0.15 S.F. 0.15 SF. FRONT GARAGE 50 S.F. 0.11 SF. 0.06 S.F. 0.08 S.F. ROOF 1=P4 PLAN 'A' YABOVE EAVES VENTILATION F"OVIDED (MIL NM OF RE42D) TYPE VI NT ROOF V ENTS GABLE VENTS PROVIDED TYPE VENT AT 211 S.F. EA 15% EFFICIENT 2 3 SF.> 2.3 S.F. UP ROOF (1) = 194 ( I) 14��X18 " 1.3 5.54 S.F. 2.3 S.F. FRONT GAR- NA (12 Is"X24 23 5 rv- F_ > .08 S.F. L I V./D IN. (2) = -55 (1) 14 "XIS" = 13 1,85 S.F. .15 S.F. FRONT GAR. (1) _ 211 INA .211 SF. .08 S.F. ,. 4 .. � EAVES VENTILATION PROVIDED (MIN. NM OF PM(2'0J TYPE VI NT METAL VENT AT .430 SR EA. BIRD BLOCKING AT '05 PER 3 HOLES PROVIDED UP ROOF NA (46) = 2.3 2 3 SF.> 2.3 S.F. L I V./D IN. (1) = .43 (12) = Ob 1.0 SF. > .15 SF. FRONT GAR- NA (10) 0.5 5 rv- F_ > .08 S.F. • t i • VENTED BLOCKING OVER SUPPORTS. . ROOF OVERHANGS TO BE 18" W/ t2" AT UNLESS OTHERWISE NOTE • ROOF PITCHES TO BE 6/12 UNLESS OTHERWISE NOTED. i j a • SKYLIGHTS ON 2xro CURB - SAFETY GLASS SKYL IGPTS TO CONFORM TO UBS SECTION 2405 • TRUSSES t RAFTERS SHALL BE 0 24 O.C. UNLESS OTHERWISE NOTED. • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERIWS CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. A. • ALL TRUSSES SHALL CARRY MANUFACTURES STAMP. • ALL TRUSSES SHALL BE INSTALLED 4 BRACED TO MANUFACTURE SPEC IF 1 CATIONS. . TRUSSES WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPT. APPROVAL OR ENGINEERING CALCULATIONS. �ty�FTl� • ALL TRUSSES SHALL HAVE DESIGN DETAILS 4 DRAWINGS ONJ k wf�4 SI TE FOR FRAM I Wx INSPECTION. UN 2� • ALL CONNECTIONS OF RAFTERS , JACK OR HIP TRUSSES TO 004 MAIN GIRDER TO BE PROVIDED BY TRUSS MANUFACTURE. E��rCFN T FR • TRUSS DRAWIWGS TO BE STAMPED AND SIGNED BY A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER. • TRUSSES SHALL BE MANUFACTURED IN A PLANT APPROVED UNDER THE REQUIREMENTS OF SECTION 1101.1. EACH TRUSS SHALL BEAR THE QUALITY CONTROL STAMP (SECTION 2311b) AS WELL AS MANUFACTURIWS PLANT'S NAME /ADDRESS, DESIGN LOAD AND MAXIMUM SPACING. le APPROVED HANGERS SHOULD BE USED AT ALL CONNECITONS OF ?AFTERS, JACK OR H TRUSSES TO MAIN GIRDER TRUSSES. LASHING TO GUTTER L a -t rq%-�F I G. r%%d W/ 2X4 CEILING JOI 6 24" O.G. 514 B ARGE BOARD W/ IX2 TRIM INSTALL F:LASHIWz D I VERTER TO GUTTER ( 1) METAL. VENT AT .430 S.F. • LKsHT METAL PLATE CONNECTORS TO HAVE FIELD AND GIRDER IDENTIFCATION. INFORMATION BRANDED, MARKED, OR OTHERRWISE PERMANENTLY AFFIXED TO EACH TRU55 SHALL CONTAIN THE rOLLOWINCs: A. IDENTIFICATION OF THE TRUSS MANUFACTURIWs COMPANY. B. THE DESIGN LOAD. C. THE TRUSS SPACINGS. * ALL ROOF TRUSSES SHALL BE SO FRAMED AND TIED INTO THE FRAMEWORK AND SUPPORTINC3 WALLS SO AS TO FORM AN INTEGRAL (PART OF THE WHOLE BUILDINCs. PROOF TRUSSES SHALL HAVE JOINTS WELL FITTED AND S H ALL HAVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD IS PLACED UPON THE TRU38. D IAGONAL AND SWAY BRACING SHALL BE USED TO BRACE ALL ROOF TRUSSES. ROOF TRUSSES SHOULD BE SUPPORTED LATERALLY AT POINTS OF BEA1R'IWG BY SOLID BLOCKIWG TO PREVENT ROTAION AND LATERAL DISPLACEMENT. THEY SHOULD ALSO BE BLOCKED AT THE RIDGE TO RESIST WIND SUCTION ON THE SHEATHIWa. SECTION 2326.122. d)l u�0 d � - as �0 cq N Q z w � O � s ? w N Z � U � u w FILE NO. 6108 SHEET o4l% 1/4 u l _o I 0 r i _.�. .�_... _.-.. _ .a_. « -r.�. ��_.�. ......... �-. _.. ...._...tea. ...... �- • IgINt'_:M' '.wrr _ .. i-Y..•r►l� f..., �c�.t ,-.:., ..r.+ r• ^... �+�T�ti.w - - . •N �..� • :'M��"' 5x4 BARGE BOARD W/ 1X2 TRIM x SEE SNEA. -II.A _L L ,SHEET "SI" M 4 SEE STRAP ad � a.MEND.. 6EET "SI" 5'4" MARGE BOARD W/ IX2 TRIM -. - -Ii �Im.w w IwI& I_w 2X4 RAFTERS W/ .2X4 CEILING JOISTS 0 24" O.G. INSTALL FLASHING DIVERTER TO GUTTER 5/4 ' BARSE BOARD W/ IX2 TRI*, I INSTALL FLASHING DIVERTER TO GUTTER ROOF F1;;?4 ING P 1/4" =1' - o" Lu 7 r C4 w LA a VENTILATION PROVIDED (MIN. WS OF PEGZV) Q VENTS 0� 0 in in C4 u �1 w i ail W 0 lU '4 U FILE NO& 61m8 -bA am rQ Z J OL l5 z 1L SHEET & E lop • y �. .. � w- ..h. ..•s; . .,. ,.., .. �(,...'•� ^- *• ♦••. : •t.I. .I►. ..nrawrl,.n1P"�.i�11M�t. �..Mr'�'I�y�.".*+�M' 'liY� 40 N REVIEWED FOR CODE COMPLIANCE APPROVED & I AUO 3 11004 w F City Of 1Lkwila d� OUI L _�IN_�IVIS N. mx 1"::j LOCATION aw a o * EVERY EAVE BLOCK TO BE VENTED * EACH AF-50 P40 ANT = ( 8 X 50 5Q N.) 2115F. 144 • VENTILATION= A (S.F.) R 5F 1wQ (300) GABLE VENTS (TOTAL S. IK)(0.15) R SF ( 144) ATTIC VENTILATION PROU1RED UPPER ROOF LIVIWGIDINING FRONT GARAGE GROSS AREA (5F) 1394 S.F. 446 S.F. 50 S.F. (A/300) MIN. REa'D. VENT (SF) 4.&4 5F. 1.49 SF. 0.11 SF. (AX 300 )/2 50 % REO'D AT SAVE 2.32 S.F. 0.15 SF. 0.08 SF. ( AX 300)/2 50% REQ'D 36" AB. EAv 2.32 NSF. 0.15 SF. 0.05 SF. 3' ABOVE EAVES VENTILATION PROVIDED (MIN. WS OF PEGZV) ROOF VENTS GABLE VENTS PRO TYPE VENT AT 21Z S.F. EA 15% EFFICIENT UP ROOF (1) = 1.134 (1) 1411X18' " _ 1.3 (1119"X24 23 5.54 S.F. > 2.3 S.F. L I V./D IN. (2) 2 .55 (1: 14 "X18" 13 1.85 S.F. .15 S.F. i FRONT GAR. (1) = .211 NA .Z11 S.F. 08 S.F. EAVES 1IENTILATIO TYPE VENT METAL VENT AT .430 S.F. EA. UP ROOF NA LI (2) _ .86 K PROVIDED (MIK 501114 OF REQ'D.) BIRD 5LOCKIWs AT PROVIDED 05 PER 3 HOLES ( 46) _° 2.3 2.3 SF.> 23 5F. l ( = 0.3 I.1 sSF. > .159F. FRONT GAR. W A 1m _' 0.5 .5 M • VENTED 5LOCKING OVER SUPPORTS. lu + ROOF OVERHANGS TO BE 18" UY 12" AT UON i . ROOF PITCHES TO BE +6/12 UNLESS OTHERWISE NOTED. d0 • SKYLIGHTS ON 2 x6 CURB - SAFETY GLASS SKYL IGHTS TO CONFORM TO UBS SECTION 2405 • TRUSSES t RAFTERS SHALL BE * 24" O.C. UNLESS OTHERWISE NOTED. } • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. �� • N �� 2� • Zoo4 • ALL TRUSSES SHALL CARRY MANUFACTURES STAMP- PepA4 rCF NTF, ALL TRUSSES SHALL BE INSTALLED 4 BRACED TO MANUFACTURE SPECIFICATIONS. . TRUSSES WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPT. APPROVAL OR ENGINEERING CALCULATIONS. • ALL TRUSSES SHALL HAVE DESIGN DETAILS E DRAWINGS ON SITE FOR FRAMING INSPECTION. • ALL CONNECTIONS OF RAFTERS, .LACK OR HIP TRUSSES TO MAIN GIRDER TO BE PROVIDED BY TRUSS MANUFACTURE. • TRUSS DRAWINGS TO BE STAMPED AND SIGNED BY A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER. • TRUSSES SHALL BE MANUFACTURED IN A PLANT APPROVED UNDER THE REQUIREMENTS OF SECTION 1101 - 1. EACH TRUSS SHALL BEAR THE QUALITY CONTROL STAMP (SECTION 2311fo) AS WELL AS MANUFACTURING PLANT'S NAME/ADDRESS, DESIGN LOAD AND MAXI SPAC INCs. • APPROVED HANGERS SHOULD BE USED AT ALL CONNECITONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSSES. LIGHT METAL PLATE CONNECTORS TO HAVE FIELD AND GIRDER IDENTIFCATION. INFORMATION BRANDED, MARKED, OR OTHERRWISE PERMANENTLY AFFIXED TO EACH TRUSS SHALL CONTAIN THE FOLLOWING: A. IDENTIFICATION OF THE TRUSS MANUFACTURING COMPANY. B. THE DESIGN LOAD. C. THE TRUSS SPACENGs. ALL ROOF TRUSSES SHALL BE SO FRAMED AND TIED INTO THE FRAMEWORK AND SUPPORTING WALLS SO AS TO FORM AN INTEGRAL PART OF THE WHOLE BUILDING. ROOF TRUSSES SHALL 44AVE JOINTS WELL FITTED AND SHALL NAVE ALL TENSION MEM15ERS WELL TIGHTENI BEFORE ANY LOAD IS PLACED UPON THE TRUSS. DIAGONAL AND SW BRACINCs SHALL BE USED TO BRACE ALL ROOF TRU55E5. ROOF TRUSSES SHOULD BE SUPPORTED LATERALLY AT POINTS OF BEARING BY SOLID BLOCKING TO PREVENT ROTAION AND LATERAL DISPLACEMENT. THEY SHOULD ALSO BE BLOCKED AT THE RIDGE TO RESIST WIND SUCTION ON THE SHEATHING. SECTION 2326.128. 4X4 EAVE BRACES SCISSOR TRUSSE 5/4 "XS" BARGE BOARD W/ IX2 TRIM --- 514 "X8" PWW BAND 41/2 KEYSTONE (b 11 HORI SIDING T I I T I I T IX4 TRIM AROUND !FRONT WINDOWS ONLY f ''. 6 GAR4SE 7 1/4" X 10 L IGHT BLOCK 1X3 11X4 CORNER TRIM b " HORIZ. 5EVEL 61DINCs 2 1/2 x 1 1/2" W/ Z FLASHING MAIN FLOOR 2X3 OVER KEYSTONE IX4 TRIM SEE I/'TA —� Ix4 ❑00000a E a ❑aa ❑a❑ CEDAR SNAKE SIDING 12 'Z7 6 I, ,I FRONT ELEVATION OPT. 2'x4' SKYLIGHT Ph 5/4X8 E3ARGE BOARD W/ IX2 TRIM Sao di z N z m� Q 0 JU f i } to . u�l e 4� N � lU = 0 QL f1111111111111b w w N (L r „ W p 2470 1 ERMi cfNTeR FILE NO: 1 � • REAR VATION MAIN FLOOR SHEET 14 1OF: ..«.,........�.�.s_ -_.. - ......._.,_.. _... ..' _► ... -_... ...___ _.. _.� _.. ..__ f.. .. � . � �'.sr�..� •�r� _ • �. .. � � ,.�. «4; � .. a .. � ^.., . - '• ..• . � • . _ . t.. :I! .� 7/ +��!'rLA�' . Ir.�w�wrrlR-. .w4M.�.•i �1�►iMiM'S*. •. ��Lr- •"'" r- 5/4 "X8" PWW sAIND IX4 TRIM AROUND WINDOWS 2x3 OVER IX4 TRIM t GONG. STOOP 4 5 14 ” pt1w r - I KEYSTONE '1 A 3/4" : 1' _ 0 i1 WRAP TOP OF COLUMN WITH 5/4" X 8" SQUARE COLUMN d , — ~ — 5/4" X 10 CAP i CONCRETE STOOP EXTEND I '?IN. 4" PAST COLUMN 4 SIDES t OPTIONAL OPEN RAILING Av nRnNien AUG 312004 � y S ._.. FAR ..., j . REVIEWED t .. coDE CO MP�IAN a�v o B ijILI)ING01VISIO N UPPER FLT. IE. �o UPPER FLOOR MAIN FLR. IE. 5/411X811 PWw F! 1X4 TRIM AROt FRONT WINDOU► M. 0 GARAGE 1 1/4 X 10 L IGHT BLOCK cA IX3 11X4 CORNS 6 11 NORI Z. BE v 2 1/2f x 1 1/2" W/ Z MAIN FLOOR FRONT L VAT I ON 1 /4 11 = ii 011 r2/ W i KEYSTONE 1� i s 3/411 6 11 - All 11 PM BAND TOP OF COLUMN (4" X 8" E COLUMN ON 10 CAP t D CONCRETE STOOP PAST COLUMN i E ) FO's .... e jlENN CE R M p�,IAN C oIDE CO OPT. 2'X4' � AUG 312004 SKYLIGHT 5/4" BARGE BOARD W/ IX2 TR11'''I GONG. STOOP CONC. PATIO UPPER. FL-R. fE. r " WORI BEVEL SIDINCs 5 /4X8 BARGE BOARD W/ IX2 TRIM UPPER FLOOR MAIN FLR fe. V / 1/ SAFE T GL ASS . ity Of �n z c IVYSION 6 MAUD .1 REAR ELEVATION "8 V II I I M AIN FLOOR Z �A _1 ON z Vi v 6 go 0 Lum X � Q 0 r w� ,. �r t r 1 f r � �e Q� L l v m a 0 0 � o w d w C4 � U � a. hry F U JU Y � 4 N iZ W PERMIT (104 N EQ FILE Nol Rim 1 v \ '3 � M � .. "1 .1• r M„� \ .. . t i -.!. fit` .... v 4w .� SHEET OF � , t `! �'1► � 6- ..4 ...I ' . •' / `\ •� ... ^ . ♦ iM � '. w ^ �,. �' . "�W� lAt. ^ Y'�'Mt� 7�Y�'.. � •:M� • � �. �Ir/q/tiMt AfY��•i�"+FIr '.w�'�..� •�' R1 ELEVATION "a" A FL R. fE. "'R FLOOR l FLR. E. I V' 1 y I 4 FLOOR REVIEWED FOR CODE COMPLIANCE ,A P P's nV IE E) AUG 3 1 2004 City Of Tukwila MING bNISION aD .� ' z a� V Lu- iL3 4 3� +1 11 �W� C4 ltl e 4 cf) lU o = a (� O tu 1ja a W JA N 2 /y. O �kM�T � 2VV4 ER FILE NO: 1/ 4 11 - I -- 1 • o 11 0 LEFT ELEVATION "A" S44EET 8,41°F: .1 :1 I• r �yf ' t'M"y`l�tr "�.Y#M'' ,./�aR`L'+�4'9w +�**�X1w "q'9iA� v ��"1�'ii�gb"I'*M�t111[ rI'M6[�►" �'lA'�fa �M'''►1 *� ..r.r , ..�.... �._.. _... .� .._ ._... ......� - .. _. �. r »•..r +�w+�+1Y..•.+rrr�4.�.» ..•�...".�.».. «.r_..w +. _... .... _.. .. _.. .. _.. ' 'yyA"..'f.�w.• - w�• .. , •alu. M'�• P*�' x. .p -..... ',•w �..� �►...ta•, •y�' r �►•' t� ''+airrwa"�'O�ara�r' •:wr:,.:: w.,�y .► . t RIG L V TION 11 11 1/411=1' 11 =R FL le. E=R FL J FOR. E y r t t 4 FLOOR z REVIEWED FOR CODE COMPLIANCE AUG 3 12004 City Of Tukwila BUILDING DIVI F- Z 4D 0 L3; Z A Ui lu M e � J W 0 N O O L. N �E U J UN ry4 W � � 4 Z �� � FILE NO: CONC. STOOP CONC. PAT IO LEFT ELEVATION "8" 1 X4 It 2 I - O SHEET 815 1°F I a1 UILC>ING SECTION S J 144 11 _tA 0 4NL�C 1/2" 05B ---� DBL TOP PLATE - DBL 3/4" OSB 3'ti 1/%11 (3) 2Xro + 4 1/2 " 013L 2X6 +3 I I I S t STUB 0513 INTO Tv NICH DBL 2X6 +3 2020 SKYLT. — WILAM. SAP GL. 2 x6 CURB -- EA. SIDE 3 9 SCALE: 1/4" a P-0 I AT i ON FRAM F/P FLUSH W/ ROOM WALL 2 51,111 2 1 ELCYAT u SCALE: 1/4" = I' -2" ii i 11 dJ r� _1 i Z UPPER FL tE. 1 i i > SILL MAIN FLOOR t P-. ". 6 %.0 .. , I..�... TO f3E�4R ON UND 15TURBED SOIL MIN. 20W lbs. P.S.F. � ,1 � � 0515 DBL TOP PLATE. FACE OF FRAMING I" MANTLE 0 5L 3/4 OSB UPPER FLOOR 'MAIN FLR. 1E. dio is tl 0 �r �a Q N V/ O F v O W Z QC Q N JUN 4 4?004 = m Y ek FILE NO: �i SHEET 9 (°F I �4 1 1 ..�, �...•A. �►- �A .+V►H+w+eMR+v-- .,.IIFw�1*II►.. SiN ��M��'VA�1a�+ - s w+� .�+Iw�Flwr�+.>!M�!ds ..r.._.�..•..M� - - � ._...........�inrL.i a• ..x':.i ..�'.•'!�� _. .., ., .. -�.. - � -- Af •q . NERvISTRAL BELOW DOOR THRESHOLD 0 4 BARS AT 16" O.G. STAIRWAYS TO BE BUILT PER THE S1 UBC CHAPTER 10 SECTION 1003.3.3 WINDINGs STAIRWAYS TO BE BUI PER THE 9l UBC CHAPTER 10 SECT ION 1003.3.3.8.2 REVIEWED FOR CODE COMPLIANCE pPPRONfED AUG 312004 City OfT Tukwila BUtLbING DIVISION NAND RAILS TO BE BUILT PER 91 UBC SEC. 10033.3.6 0 2X4 NAILE xce �ul l �..�� • - w \I/ 1 x111 \ V TI VI \ VM I I 1 1 . a� � j 7 MAX IF OPEN RAIL IS USED � OPENINGS SHALL HAVE INTERI'1EDIAT RAILS OR AN ORNAMENTAL PATTERN CpHTI �{ PR,n,IL SUCH THAT A SPHERE 4" 34" T� 3�' AB01/E IN DIA. CANNOT PASS THROUGH. N051 Ct � PER THE 91 UBG SEC. 9093 y ss" TYPE 'X' Cs W.B. 6 AREA PENEATH STAIRS 2X FIREBLOCKINGs to TOP 4 BTM. OF RUN * FIREBLKG. REQ'D. ALONG STRING=ER BETWEEN EA. STUD — (3) 2X12 STAIR JACKS N-� 2X4 THRUST BLOCK s1 STAIR SECTION DETAIL DI 3 /4��_I�_O�� I 4 ENTW DETAIL.. DI 3/411 = 1' —o" i 5/8 TYPE I1x1I G.W.B. PANEL BOX (2) 2 x 8 - , 1 AT EACI4 SIDE 2 x 4 PRESSURE TREATED SILL w/ 1/2" ANCHOR BOLTS 1 r BEVEL SIDING SECTION 1 x 2 TRIM 2 1/411 BEVEL SIDING 2 x 4 SHEATHING AT 16 O.G. EXTERIOR 2 x 8 NAILER � 5/8" TYPE X Cs.UJ.B. 1 •_ 3 1 / 41 PANEL BOX INTERIOR CLEAR b�0 Q c� S�� �Wr �mV 0 cf� �e N Q O N hi CFry JUN w,,, W pERMR 12004 N SF FILE NO: PLAN s"1 ELECTRICAL ME ID 1 J 3/4 11 r. 1 1"011 2x FIREBLOCKINGs AT TOP 4 50TTOI" 1 NOTCH TOP OF 2 x 8 3 1/2 x 3" FOR 015L. TOP PLATES SHEET OF: ...y:t...L►....... _ -• ...�- - -- - = - -' : Lw_,.- � ui... r. .a.a.- $►s�QM,:.xl�M!i...�q"�k'� LJn �1R�ls'�Y,INAaM' - 'w rwMl's'M'.'"" , .�►t�'f�+-^"`nM�►+.� . 1� I OPT. 10 4 STUB !1 II 811 - �1 cv FLOOR PL IV NMI OPTIONAL OPEN RAIL FRONT ELEVATION 3 CAR GAR I, . 0 RAI GONG. STEM WALL TO ro 11 A15OVE CONCRETE SLAB IIL'JiB���JII Q 0 M ty W_ Q IF x X -t (3) 2 x 4 e3)2 x 4 AIWA I�AWO 3 GAR GARAGE R 695 5F. REVIEWEp FOR CODE COMPLIANCE -- AUG 3 12p04 BUILD 0f Tukwila INS DIVISION �e �J 9- M W0 0� Ift Ift C4 7 IL U W i N W W H QC d U 0 OL 0 lU d d U cal Op J K� 4 vN Z0 0 4 PE R MlT CF TFp FILE NO: FIO ROOF 1=1RAM I NGP SHEET (31 1 OF ,, s r..., . r , ,•J►' P}w+'! °��• +�'1 :.- W'i./�M't�• . • b.v ...YApM' n'PY+► 0 I GENERAL STRUCTURAL NOTES BUILDING CODE: 1997 EDITION OF THE UNIFORM BUILDING CODE, AS AMENDED BY LOCAL JURISDICTION. i 1 • ROOF LIVE LOAD = 25 PSF (SNOW). SUPERIMPOSED DEAD LOAD ON ROOF TRUSSES — 14 PSF. (EXCLUDES TRUSS WEIGHT) ( 9 PSF TOP CHORD / 5 PSF BOTTOM CHORD) ROOF DEAD LOAD = 16 PSF. FLOOR LIVE LOAD = 40 PSF (REDUCIBLE). FLOOR DEAD LOAD = 12 PSF. A WIND LOAD = 80 MPH WIND SPEED, EXPOSURE B. SEISMIC ZONE 3 (Z = 0.30 ) UNDAT_ IONS 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. ON R MINIMUM 28 DAY STRENGTH 2,500 PSI. ALL CONCRETE CONSTRUCTION SHALL CONFORM TO A.C.I. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED ONLY AT TRENCHES, FLOOR DUCTS, TURNDOWNS, ETC. MAXIMUM SLUMP 4-1/2* FOR CONCRETE WITHOUT PLASTICIZER. IF PLASTICIZER IS USED, A HIGHER FINAL SLUMP MAY BE ALLOWED UPON STRUCTURAL ENGINEER'S APPROVAL. UNLESS APPROVED OTHERWISE IN WRITING BY THE ARCHITECT, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND BY CONTROL JOINTS (KEYED OR SAW CUT), AS SHOWN ON THE FOUNDATION PLAN, SUCH THAT THE ENCLOSED AREA DOES NOT EXCEED 225 SQUARE FEET. KEYED CONTROL JOINTS NEED ONLY OCCUR AT EXPOSED EDGES DURING POURING, ALL OTHER JOINTS MAY BE SAW CUT. FLY ASH — IF PERMITTED BY ARCHITECTURAL SPECIFICATIONS, SHALL BE LIMITED TO 18% OF CEMENTITIOUS MATERIALS AND SHALL HAVE A REPLACEMENT FACTOR OF 1.2 RELATIVE TO CEMENT REPLACED. NO FLY ASH ADDITIVES SHALL BE USED IN FLATWORK OR ARCHITECTURALLY EXPOSED CONCRETE. REINFORCING: B ASTM A615 (Fy = 60 KSI) DEFORMED BARS FOR ALL BARS #5 AND LARGER. ASTM A615 (Fy = 40 KSI) DEFORMED BARS FOR ALL BARS #4 AND SMALLER. NO TACK WELDING OF REINFORCING BARS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH THE STRUCTURAL ENGINEER. LATEST 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 ROOF #6 OR LARGER 2" 15 AND SMALLER 1 1/2' ALL OTHER PER LATEST EOffION OF ACI 318. TOP PLICES IN CONCR 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. TRU TUML 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. ALL PLYWOOD SHALL BE AMERICAN PLYWOOD ASSOCIATION "CDX" RATED SHEATHING OR BETTER, AND SHALL BEAR THE STAMP CF AN APPROVED TESTING AGENCY. LAY UP PLYWOOD WITH FACE GRAIN PERPENDICL LAR TO SUPPORTS. STAGGER JOINTS. ALL NAILING, COMMON NAILS. WHERE SCRE1 IS ARE INDICATED FOR WOOD TO WOOD ATTACHMENTS, USE WOOD SCREWS. ALA. PLYWOOD SHALL BE OF THE FOLLOWING NOMINAL THICKNESS, SPAN /INDEX RATIO AND SHALL BE ATTACHED AS FOLLOWS UNLESS NOTED OTHERWISE: USE: THICKNESS: SPAN /INI RATIO ROOF 1/2" 32/1 SHEAR WALL 1/2� 24/0 )EX EDGE INTERMEDIATE CONC. PSI ATTACHMENT: ATTACHMENT: f'c = ALL 8d at 6" O.C. 8d at 12' O.C. TOP 10d at 6" O.C. 10d at 12" O.C. WEB JOIST 3 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. ALTERNATE: EFABRICATED WOOD TRUSSES: AMERICAN PLYWOOD ASSOCIATION PERFC RMANCE RATED SHEATHING MAY BE USED AS AN PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS ALTERNATE TO PLYWOOD WITH PRIOR AF PROVAL OF OWNER. RATED SHEATHING SHALL LIVE LOAD AND SUPERIMPOSED DEAD LOADS STATED IN THE GENERAL STRUCTURAL NOTES COMPLY WITH I.C.B.O. REPORT NO. NER_ •124, EXPOSURE 1, AND SHALL HAVE A SPAN OR AS LOCATED ON PLANS. BRIDGING SIZE AND SPACING BY TRUSS MANUFACTURER RATING AND SHEAR VALUE EQUIVALENT .0 OR BETTER THAN THE PLYWOOD IT REPLACES. UNLESS NOTED OTHERWISE. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION ATTACHMENT AND THICKNESS (WITHIN 1 ` 321 SHAD. BE THE SAME AS THE PLYWOOD IT DRAWINGS AND DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER FOR REVIEW REPLACES. INSTALL PER MANUFACTURER'S S RECOMMENDATIONS. PRIOR TO MANUFACTURE. CALCULATIONS AND SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED AT BEARING POINTS. ALL CONNECTORS SHALL HAVE WOOD GENERAL: .* I CURRENT I.C.B.O. APPROVAL. DO NOT NOTCH OR DRILL JOISTS, BEAM 3 ) OR LOAD BEARING STUDS WITHOUT PRIOR CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. ' DEFLECTION APPROVAL OF THE STRUCTURAL ENGINE[ R THRU THE ARCHITECT. DOUBLE UP FLOOR SHALL BE LIMITED AS FOLLOWS: JOISTS AND BLOCKING UNDER PARTITIONS. PROVIDE 2" SOLID BLOCKING AT SUPPORTS ' OF ALL JOISTS. DOUBLE UP STUDS AT JAMBS AND AS REQUIRED UNDER BEAMS. ROOF TOTAL LOAD MAXIMUM = L/240. -ROOF LIVE LOAD MAXIMUM = L /360. EVERY OTHER STUD OF WOOD FRAME Bi ARING WALL SHALL HAVE A SIMPSON H3 ANCHOR TOP AND BOTTOM, EXCEPT AT [HOSE WALLS WHERE PLYWOOD SHEATHING IS ADDITIONAL TRUSSES SHALL BE SUPPLIED AS REQUIRED TO SUPPORT MECHANICAL NAILED DIRECTLY TO THE TOP AND BOTI- OM PLATES. PROVIDE 2X SOLID BLOCKING AT EQUIPMENT. MID— HEIGHT OF BEARING STUD WALLS. ALL NAILING NOT NOTED SHALL BE ACCORDING TO TABLE 23- 11 --B -1 OF THE UNIFORM BUILDING CODE. WOOD CONNECTORS SHALL BE MULTIPLE TRUSS MEMBERS SHALL BE FASTENED TOGETHER TO ALLOW TRANSFER OF AS MANUFACTURED BY SIMPSON STRONG —TIE COMPANY, INC. OR OTHER MANUFACTURER SHEAR AND TENSION FORCES (MINIMUM 200 PLF) AT PLYWOOD SHEATHING JOINTS AND WITH CURRENT AND EQUIVALENT I.C.B.O. APPROVAL. TO PREVENT CROSS GRAIN BENDING OF TOP CHORDS, ATTACHMENT SHALL BE A G CONTINUOUS 20 GAGE METAL PLATE OR OTHER APPROVED MEANS. METHOD OF TTACHMENT SHALL BE INDICATED ON SHOP DRAWINGS FOR REVIEW. -� D FOR THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE EViEW� THEY DO NOT INDICATE THE METHOD (F CONS THE C s R pLIANC RUSS MANUFACTURER SHALL HAVE I.C.B.O. APPROVAL OR BE AN APPROVED FABRICATOR CONTRACTOR R o PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING �� pE CpM CORDING TO THE BUILDING JURISDICTION. TRUSS MANUFACTURER SHALL CONSTRUCTION. SUCH MEASURES SHAL . INCLUDE BUT NOT BE LIMITED TO BRACIN*`'�rr� RMANENTLY IDENTIFY EACH TRUSS PER UBC 2321.4. SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.. THE STRUCTURAL f NT R P N F H N ENGINEE SHALL 0 BE ES S f B _E OR T HE CO MEANS, METHODS � 31 AU TECHNIQUES, SEQUENCES FOR PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIC ENT THERETO. CONSTRUCTION MATERIALS SHALL BE SP ?EAD OUT IF PLACED ON FRAMED jty Of - � CONSTRUCTION. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT, j�. WHERE REFERENCE IS MADE TO VARIOU` ► TEST STANDARDS FOR MATERIALS, SUCH STANDARDS SHALL BE THE LATEST EDITIO AND /OR ADDENDA. ESTABLISH AND VERIFY ALL OPENINGS A41) INSERTS FOR ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCT ON. OPTIONS ARE FOR CONTRACTOR'S CONVI.NIENCE. 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 DETAIL 3. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIM! !AR WORK ON THE PROJECT. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO S ART 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 REQ 11REMENTS 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. CLASS SPLICE B TENSION LENGTHS COMP. BARS ti CONC. PSI fc= 2,500/3,000 PSI f'c = 4,000 PSI f'c = ALL L A ON REGULAR TOP REGULAR >3db >6db TOP >3db >6db STD LAP ENCLOSED W /SPIRAL TIES SPACING & SIZE > 3db >6db >3db >6db #3 16" 16" 1 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" #fi 35" 32" 48" 42" 31" 28" 40" 38" 23" 17" #7 48" 38" 63" 49" 42" 33" 54" 42" 26" 20" #8 63" 43" 82" 58" 55" 37" 71 " 48" 30" 23" #9 80" 48" 104" 83" 69" 42" 90" 55" 34" 25" #10 102" 58" 132" 76" 88" 50" 114" 65" 38" 29" #11 128" 71 " 162" 93" 108" 62" 140" 80" 42" 32" NOTES0 1. TOP BARS ARE ANY HORIZONTAL BARS PLACED SO THAT MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE REINFORCEMENT. 2. UNLESS NOTED OTHERWISE, LAP SPLICES IN CONCRETE BEAMS, SLABS, WALLS, AND FOOTINGS SHALL BE CLASS "B" TENSION LAP SPLICES & LAP SPLICES IN CONCRETE COLUMNS SHALL BE COMPRESSION SPLICES. 3. CONTACT STRUCTURAL ENGINEER IF CENTER TO CENTER SPACING OF REINFORCEMENT IS LESS THAN OR EQUAL TO 3 BAR DIAMETERS ( <3db). o n f%n LAP SCHEDULE FOR REINFORCING STEEL. VL I T BOL T DIAMETER VERT BOLT EMBEDMENT LENGTH HORIZ BOLT EMBEDMENT 1 LENGTH HEADED STUD FILLET WELD SIZE, "S" 1/2 7" 4" 1/4 5/8" 7" 4" 5/16" 3/4" 7" 5" 5/16 N OD �Al PROVIDE ANCHORS, ANCHOR BOLTS AND EXPANSION BOLTS PER THIS SCHEDULE UNLESS NOTED ON PLANS OR OR DETAILS EXPANSION BOLTS SHALL HAVE ICBO REPORT FOR SAME INSTALLATION AT "ANCHORS" USE 3/16" FILLET THICKNESS OF DRYPACK DOES NOT APPLY TOWARDS EMBEDMENT. E3 A 4CHOR BOLT TYPICAL ANCHOR BOLT, AND EXPANSION BOLT SCHEDULE. v � NO SCALE I IN •I ki.• . +iri r i.��.r�rr_ �wr'��ri. ` � _..►,rrr�. '� rr�r�rrrrr. rr.rrurrr rrrr. ../ �.- _ _ r .�.......r_.._. `... _•. _ ....... ... w.. _ _ . .. `. 1, FACE OF WALL, TOP OF WALL, COLUMN, ETC. 2. 2" MIN. STANDARD HOOK OR BOLT HEAD, TYP. I PLATE, ANGLE CHANNEL, ETC. off r a v � z o� Z N a 3 o v r W IL U N W a LLJ co) W W Z � � m o O ' 00 Lu m � N _ (0 m � � nn Y R n �p 0 2 4 4 0 04 a pFR Mir CFNre R Go cl) 0 V� co) QD Im ' r Ic Z 3 �V J Z% 1— a Lo c" N c0 SHEET N0. � 51.0 PROJECT N0. � 11563 Y ► :L� ...r ' a1. 0.: dm.w .. :.M" •• •trx .. r .. • -- y ..,.,. tl'. f 1�0 .. • ? ri•. l _.."I ". /�'�' { 1�•�'���' i y v" ANCHOR ,EXPANSIO, N BOLT ( HEADED STUD SIMILAR) (EPDXY BOLT SIMILAR) r do A co I a 1. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. FLOOR SHEATHING 3. FLOOR JOISTS PER PLAN 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 60 #4 AT 18' O.C. (MAX.) ALTERNATE BENDS 7, (2) #4 BARS CONTINUOUS 18. EDGE NA0.JNG 9. 2x CONTINUOUS RIM 10. 16d 0 6" O.C. TYPICAL STEM WALL wioTi"i: e* UNO It" TYPICAL FOUNDATION EM WALL SCALE: N.T.S. 3' C (6) 1 . WOOD STUD WALL ( 2• 5/8' DIAMETER ANCHOR BOLTS SPACING PER SHEAR WALL SCHEDULE 3. 2x BASE PLATE • ' 1 r 4. CONCRETE SLAB ON GRADE mili - 1 - r- 5. #4 HOOKED DOWELS AT 18" (8) O.C., ALTERNATE BENDS 6. SHEATHING AND NAILING PER SHEARWALL SCHEDULE • - 8" 7. FINISH GRADE OR CONCRETE SLAB AS OCCURS 8. CONCRETE STEM WALL AND (9) FOOTING 1 , 6 " 9. (2) #4 BARS CONTINUOUS TOP AND BOTTOM ti '000 WOOD SlljD WALL FOOTING C SCALE: N.T.S. !'t 1 1liLJ.�s 1. CORNER BARS SAME SIZE &SPACING AS HORIZ. REINFORCING LAP PER GSN (24" MINIMUM) 2. CONCRETE STEM WALL OR FOOTING 3. ALTERNATE BENDS 4. REINFORCING PER PLANS AND /OR DETAILS PLAN - CORNER REINFORCING IN CONCRETE FOOTING, STEM OR WALL SCALE: N.T.S. I. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. 16d 0 6" O.C. . . 3. FLOOR SHEATHING 4. FLOOR JOISTS PER PLAN 5• BLOCKING • 48" O.C. s. (2) #a BAR CONTINUOUS (AT TOP) PROVIDE #4 AT 10" O.C. HORIZ. 7. 5/6" DIA. A.B. SPACING PER SHEAR WALL SCHEDULE s, #4 AT 18" O.C. (MAX.) ALTERNATE BENDS 9. (2) #4 BARS CONTINUOUS 10. EDGE NAILING 11. 2x CONTINUOUS RIM TYPICAL STEM WALL WIDTH: 8" UNO 1. CONCRETE SLAB ON GRADE 2. STUD WALL BEYOND 3. TOOLED EDGE 4. FINISH GRADE OR CONCRETE SLAB WHERE OCCURS 5. CONCRETE STEM WALL AND FOOTING WITH REINFORCING CONTINUOUS FROM BEYOND 6. #4 HOOKED DOWELS ® 18" O.C., ALTERNATE BENDS • I. 2X. BLOCKING 2. FLOOR JOISTS PER PLAN 3. 1 Od ® 4 o. C. 4. MAIN FLOOR BEAM PER PLAN 5. FLOOR SHEATHING 6. POST PER PLAN. CONNECT TO BEAM WITH SIMPSON AC CLIP OR WOOD CLEAT. ATTACH TO FOOTING WITH SIMPSON A25 7. CONCRETE FOOTING PER PLAN. i TYPICAL FOUNDATION STEM WALL TYPICAL INTERIOR SPREAD FOOTING 102 SCALE: N.T.S. 103 SCALE. N.T.S. ( ( f '(1) ( ­0 00 0 r � T C; . o° oo � o (5 • :�.-�� ill t ~. . • V T 4 (6) 1 ._ 6 ' WOOD STUD VVALL FOOTING AT 105 OPENING SCALE: N.T.S. ;vvJ NTS ... RE l W upNCE CODE C ppoaU� n�10 312004 m R - Oo) 0 1 ) -(2) .0 IT- Iff, r i w �I (2) (3) ac ow WOOD COLUMN FOOTING r , • 1. r WOOD COLUMN 2. COLUMN BASE 3. FINISH GRADE OR CONCRETE SLAB WHERE OCCURS 4• f 12" SQUARE CONCRETE PEDESTAL _ i 5. CONCRETE FOOTING 6. #3 TIES AT 8" O.C. 7. (4) #4 HOOKED DOWELS 8. CONCRETE SLAB ON GRADE NOTE: f SEE ARCHITECTURAL DRAWINGS FOR COLUMN COVER AS OCCURS g m m W Fa 9 2 � N w U) 40 i� z 3 O H s ■ o N v- (j •o ui c� N a � W ui z to � mo C> ' 00 c� m w low i cc N a (0m E A.. V �� a iilL.Li�fi "/- 1. CONCRETE SLAB N- Ow Of O�SjQN GRADE vIL pING�...._. ---- - 2. (1) #4 BAR B CONTINUOUS TOP AND BOTTOM 3. TOOLED EDGE 4. CONCRETE SLAB OR r � FINISH GRADE AS a � 00 OCCURS rCR rum CONCREM T URN COWN SCALE: N.T.S. 1 (4) WOOD COLUMN FOOTING - 109 scue: U.S. 1. SIMPSON PB POST BASE 2. WOOD COLUMN 3. CONCRETE SLAB 4. CONCRETE FOOTING •'�' nF r; Kwi !q JUN 2 4,7 Q04 P �RMI t CEN ER �1 � Z O 0 s f- � � ` Q p J a �' Z Q 1 p = W Z 3 LL.� 4 -� z Q Z X 0 3 Us SHEET NO.� S1.1 PROJECT NO.� 11563 �� r � .,Y �R R1lR.•� • a !. •.r'� .�'�� 1 ♦ ^#,, ♦ w ..�aM'•W �Y f ti.9�prr._.. ••�.. }� R.��.w +� I. ( (2) (3) ---- (4)-- i 0 C 01 e c (5) (6) 1 . WOOD STUD WALL ( 2• 5/8' DIAMETER ANCHOR BOLTS SPACING PER SHEAR WALL SCHEDULE 3. 2x BASE PLATE • ' 1 r 4. CONCRETE SLAB ON GRADE mili - 1 - r- 5. #4 HOOKED DOWELS AT 18" (8) O.C., ALTERNATE BENDS 6. SHEATHING AND NAILING PER SHEARWALL SCHEDULE • - 8" 7. FINISH GRADE OR CONCRETE SLAB AS OCCURS 8. CONCRETE STEM WALL AND (9) FOOTING 1 , 6 " 9. (2) #4 BARS CONTINUOUS TOP AND BOTTOM ti '000 WOOD SlljD WALL FOOTING C SCALE: N.T.S. !'t 1 1liLJ.�s 1. CORNER BARS SAME SIZE &SPACING AS HORIZ. REINFORCING LAP PER GSN (24" MINIMUM) 2. CONCRETE STEM WALL OR FOOTING 3. ALTERNATE BENDS 4. REINFORCING PER PLANS AND /OR DETAILS PLAN - CORNER REINFORCING IN CONCRETE FOOTING, STEM OR WALL SCALE: N.T.S. I. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. 16d 0 6" O.C. . . 3. FLOOR SHEATHING 4. FLOOR JOISTS PER PLAN 5• BLOCKING • 48" O.C. s. (2) #a BAR CONTINUOUS (AT TOP) PROVIDE #4 AT 10" O.C. HORIZ. 7. 5/6" DIA. A.B. SPACING PER SHEAR WALL SCHEDULE s, #4 AT 18" O.C. (MAX.) ALTERNATE BENDS 9. (2) #4 BARS CONTINUOUS 10. EDGE NAILING 11. 2x CONTINUOUS RIM TYPICAL STEM WALL WIDTH: 8" UNO 1. CONCRETE SLAB ON GRADE 2. STUD WALL BEYOND 3. TOOLED EDGE 4. FINISH GRADE OR CONCRETE SLAB WHERE OCCURS 5. CONCRETE STEM WALL AND FOOTING WITH REINFORCING CONTINUOUS FROM BEYOND 6. #4 HOOKED DOWELS ® 18" O.C., ALTERNATE BENDS • I. 2X. BLOCKING 2. FLOOR JOISTS PER PLAN 3. 1 Od ® 4 o. C. 4. MAIN FLOOR BEAM PER PLAN 5. FLOOR SHEATHING 6. POST PER PLAN. CONNECT TO BEAM WITH SIMPSON AC CLIP OR WOOD CLEAT. ATTACH TO FOOTING WITH SIMPSON A25 7. CONCRETE FOOTING PER PLAN. i TYPICAL FOUNDATION STEM WALL TYPICAL INTERIOR SPREAD FOOTING 102 SCALE: N.T.S. 103 SCALE. N.T.S. ( ( f '(1) ( ­0 00 0 r � T C; . o° oo � o (5 • :�.-�� ill t ~. . • V T 4 (6) 1 ._ 6 ' WOOD STUD VVALL FOOTING AT 105 OPENING SCALE: N.T.S. ;vvJ NTS ... RE l W upNCE CODE C ppoaU� n�10 312004 m R - Oo) 0 1 ) -(2) .0 IT- Iff, r i w �I (2) (3) ac ow WOOD COLUMN FOOTING r , • 1. r WOOD COLUMN 2. COLUMN BASE 3. FINISH GRADE OR CONCRETE SLAB WHERE OCCURS 4• f 12" SQUARE CONCRETE PEDESTAL _ i 5. CONCRETE FOOTING 6. #3 TIES AT 8" O.C. 7. (4) #4 HOOKED DOWELS 8. CONCRETE SLAB ON GRADE NOTE: f SEE ARCHITECTURAL DRAWINGS FOR COLUMN COVER AS OCCURS g m m W Fa 9 2 � N w U) 40 i� z 3 O H s ■ o N v- (j •o ui c� N a � W ui z to � mo C> ' 00 c� m w low i cc N a (0m E A.. V �� a iilL.Li�fi "/- 1. CONCRETE SLAB N- Ow Of O�SjQN GRADE vIL pING�...._. ---- - 2. (1) #4 BAR B CONTINUOUS TOP AND BOTTOM 3. TOOLED EDGE 4. CONCRETE SLAB OR r � FINISH GRADE AS a � 00 OCCURS rCR rum CONCREM T URN COWN SCALE: N.T.S. 1 (4) WOOD COLUMN FOOTING - 109 scue: U.S. 1. SIMPSON PB POST BASE 2. WOOD COLUMN 3. CONCRETE SLAB 4. CONCRETE FOOTING •'�' nF r; Kwi !q JUN 2 4,7 Q04 P �RMI t CEN ER �1 � Z O 0 s f- � � ` Q p J a �' Z Q 1 p = W Z 3 LL.� 4 -� z Q Z X 0 3 Us SHEET NO.� S1.1 PROJECT NO.� 11563 �� r � .,Y �R R1lR.•� • a !. •.r'� .�'�� 1 ♦ ^#,, ♦ w ..�aM'•W �Y f ti.9�prr._.. ••�.. }� R.��.w +� I. v A ..,�WOOD JOIST AT WOOD STUD WALL r �' � SCALE: N.T.S. NOT USED SCALE: N.T.S. 1. (5) 1. SHEARWALL SCHEDULE 2. 1. BASE PLATE NAILING PER 2X BLOCKING ® 24" O.C. 4. SHEARWALL SCHEDULE 4• 2. FLOOR SHEATHING WOOD FLOOR JOISTS PER 3. WOOD FLOOR JOISTS PER 6. SHEATHING AND NAILING PLAN PER SHEARWALL SCHEDULE 4. 2x CONTINUOUS RIM WITH 8. SHEAR PANEL EDGE (2) 104 PER JOIST (g) 5. SHEATHING AND NAILING (7) 7. PER SHEARWALL SCHEDULE 6. 164 O 6" O.C. 7. SHEAR PANEL EDGE NAILING ..,�WOOD JOIST AT WOOD STUD WALL r �' � SCALE: N.T.S. NOT USED SCALE: N.T.S. 0 WOOD JOIST AT WOOD STUD WALL SCALE: N.T.S. 1. BASE PLATE NAILING PER 1. SHEARWALL SCHEDULE 2. FLOOR SHEATHING I 2X BLOCKING ® 24" O.C. 4. 2x CONTINUOUS RIM WITH 4• (2) 10d PER JOIST 5. WOOD FLOOR JOISTS PER 4. PLAN + 6. SHEATHING AND NAILING WOOD FLOOR JOISTS PER PER SHEARWALL SCHEDULE 7. 16d a 6" O.C. 8. SHEAR PANEL EDGE SHEATHING AND NAILING NAILING 0 WOOD JOIST AT WOOD STUD WALL SCALE: N.T.S. WOOD JOISTAT WOOD BEAM BELOW 0 scae: N.T.S. Nc Cov PpgtRCP�fh C 1,\ 1. BEAM SPUCE AS OCCURS 2. WOOD BEAM PER PLAN 3. SIMPSON AC TYPE POST CAP .4. WOOD COLUMN PER PLAN WOOD BEAM AT WOOD COLUMN SME: N.T.S. c� c2 (3 1. WOOD STUD WALL (4) 2. CONTINUOUS 2x WITH 164 3, WOOD BEAM 4. SHEATHING AND NAILING PER SHEARWALL SCHEDULE 2 WOOD STUD WALL AT WOOD BEAM SCALE: N.T.S. ■ � �YiM - � - - - a���N,.,,.�...,,.��.�._. �w►�r.i... �.�.�. �....w- �..r�.. _�- ..��....... r �.n..L.._._.�._._ Y._....�..o.- ter._.✓. .. ... _. .__.�.. ..��...�... .. .�.�....._.. .. .. _. - .. o Fa (3) 3 (6) )l • J7iLL�ii BASE PLATE NAILING PER 1. BASE PLATE NAILING PER i) FLOOR SHEATHING SHEARWALL SCHEDULE WOOD FLOOR JOISTS PER 2. FLOOR SHEATHING 4• 3• 2X BLOCKING 0 24" O.C. PER SHEARWALL SCHEDULE 4. BEAM PER PLAN 4) 5. WOOD FLOOR JOISTS PER SIMPSON IU HANGER TYP. PLAN PLYWOOD FILLER 6. SHEATHING AND NAILING GLB . PER SHEARWALL SCHEDULE 7. EDGE NAILING WOOD JOISTAT WOOD BEAM BELOW 0 scae: N.T.S. Nc Cov PpgtRCP�fh C 1,\ 1. BEAM SPUCE AS OCCURS 2. WOOD BEAM PER PLAN 3. SIMPSON AC TYPE POST CAP .4. WOOD COLUMN PER PLAN WOOD BEAM AT WOOD COLUMN SME: N.T.S. c� c2 (3 1. WOOD STUD WALL (4) 2. CONTINUOUS 2x WITH 164 3, WOOD BEAM 4. SHEATHING AND NAILING PER SHEARWALL SCHEDULE 2 WOOD STUD WALL AT WOOD BEAM SCALE: N.T.S. ■ � �YiM - � - - - a���N,.,,.�...,,.��.�._. �w►�r.i... �.�.�. �....w- �..r�.. _�- ..��....... r �.n..L.._._.�._._ Y._....�..o.- ter._.✓. .. ... _. .__.�.. ..��...�... .. .�.�....._.. .. .. _. - .. o Fa (3) 3 (6) )l • 1 . BASE PLATE NAILING PER r. ,f SHEARWALL SCHEDULE 2. FLOOR SHEATHING 3. WOOD FLOOR JOISTS PER { PLAN 4• SHEATHING AND NAILING c>> (8) PER SHEARWALL SCHEDULE 5. BEAM PER PLAN 6. EDGE NAILING 7. SIMPSON IU HANGER WOOD JOIST AT WOOD BEAM BELOW SCALE: N.T.S. .0) (2) (3) (<) (a) (2) (3) g o+ Z � N v w (1) ob d 1 1w V o 4 z �... ern N co Z � � m o O ' 00 c� m � N 3: (n a �m 0 W W BUILT -UP POST PERPENDICULAR TO WALL i i . r. ,f Y r / • l .t r t a { 4 NOTB i c>> (8) 1. 6x SAWN OR 5 1/8" GLB 2• (6) 16d EACH SIDE, rt TYP. 3, PLYWOOD FILLER 4. 4x SAWN OR � 3 1/8" GLB . g o+ Z � N v w (1) ob d 1 1w V o 4 z �... ern N co Z � � m o O ' 00 c� m � N 3: (n a �m 0 W W BUILT -UP POST PERPENDICULAR TO WALL i C6 o c>> (8) rt g o+ Z � N v w (1) ob d 1 1w V o 4 z �... ern N co Z � � m o O ' 00 c� m � N 3: (n a �m 0 W W BUILT -UP POST PERPENDICULAR TO WALL i V ROUGH OPENING WIDTH WOOD HEADER (z) (3) (4) (5) (6) SCALE: N.T.S. o 1. WOOD STUD WALL � 2, WOOD HEADER PER PLAN � 3. (2) 16d TOENAILS EACH raTyRE�E�� co SIDE, EACH END o p 4• (2) 164 AS SHOWN Ut i 2 4 z ; � IX 5. RUN VERTICAL STUDS UP PERM/7cENT � PAST HEADER AS SHOWN E Z 6. (2) 164 0 12" O.C. � 7. 164 0 12" O.C. �J STAGGERED BOTH SIDES CL 8. DOUBLE STUDS UNDER � 0 HEADER BEARINGS FOR � OPENING WIDTHS GREATER a � THAN 5 ,- O w c J Cp oa s o� Lli 3 LL in Z % z CL < � SHEET NO.� S1.2 M PROJECT N0. � 115s3 _ •- ,.,.a ... .,.... .. ._ .. ,_...;♦ -- ,..� _ ..... .. ....y.,.•:..- •.. ..w - '>cr......�► .: AMI■■��M�'�r awsr+��..ar s l%Al r. ►l T cft c>> (8) V ROUGH OPENING WIDTH WOOD HEADER (z) (3) (4) (5) (6) SCALE: N.T.S. o 1. WOOD STUD WALL � 2, WOOD HEADER PER PLAN � 3. (2) 16d TOENAILS EACH raTyRE�E�� co SIDE, EACH END o p 4• (2) 164 AS SHOWN Ut i 2 4 z ; � IX 5. RUN VERTICAL STUDS UP PERM/7cENT � PAST HEADER AS SHOWN E Z 6. (2) 164 0 12" O.C. � 7. 164 0 12" O.C. �J STAGGERED BOTH SIDES CL 8. DOUBLE STUDS UNDER � 0 HEADER BEARINGS FOR � OPENING WIDTHS GREATER a � THAN 5 ,- O w c J Cp oa s o� Lli 3 LL in Z % z CL < � SHEET NO.� S1.2 M PROJECT N0. � 115s3 _ •- ,.,.a ... .,.... .. ._ .. ,_...;♦ -- ,..� _ ..... .. ....y.,.•:..- •.. ..w - '>cr......�► .: AMI■■��M�'�r awsr+��..ar s l%Al r. ►l T cft 2 A WOOD TRUSS AT WOOD STUD WALL W Y SCALE: N.T.S. i 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. W000 BEAM 7. 2x CONTINUOUS FASCIA WITH (2) 10d PER TRUSS WOOD TRUSS ATW.00D BEAM SCALE: N.T.S. C rz� 1. 1. TRUSSES PER PLAN 2. ROOF SHEATHING 3, EDGE NAILING a• 2x BLOCKING WITH (3) 2x BLOCKING WITH (3) 16d PER BLOCK (8) 5. 5. SHEAR PANEL EDGE PREFABRICATED WOOD NAILING 6. SHEATHING AND NAILING 2X4 0 12" O.C. PER SHEARWALL SCHEDULE 7. SIMPSON H 1 CLIP AT EACH PER SHEAR WALL TRUSS 8. CONTINUOUS FASCIA WITH 1/2" NOM. APA RATED (2) tOd PER TRUSS WOOD TRUSS AT WOOD STUD WALL W Y SCALE: N.T.S. i 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. W000 BEAM 7. 2x CONTINUOUS FASCIA WITH (2) 10d PER TRUSS WOOD TRUSS ATW.00D BEAM SCALE: N.T.S. C rz� 1. PLYWOOD SHEATHING 2. PREFABRICATED WOOD (g) TRUSS 3. EDGE NAILING 4. 2x BLOCKING WITH (3) 2. 16d PER BLOCK 5. SIMPSON LU TYPE HANGER 6. PREFABRICATED WOOD 5. TRUSS GIRDER r IN fdD WOOD TRUSS TO TRUES GIRDER SCALE: N.T.S. 1 4% WIT,HOUI, RIDGE_,VENT$ (4) •"�aJ�it I. EDGE NAILING 2. RIDGE VENTS 3. TRUSSES PER PLAN 4. PLYWOOD SHEATHING 5. 2x SOLID BLOCKING -(4) 1 30 TRUSS RIDGE SCALE: N.T.S. r ik� y ` 1 1. ROOF SHEATHING 2. EDGE NAILING 3. TRUSSES PER PLAN ( 4. SIMPSON A35 5. 2 -16d PER BLOCK 6. 2X4 0 12" O.C. 7. SHEATHING ATTACHMENT PER SHEAR WALL SCHEDULE i8. 1/2" NOM. APA RATED SHEATHING. ATTACH WITH 8d NAILS AT 6" O.C. AT PANEL EDGES AND 12" O.C. AT INTERMEDIATE SUPPORTS. a �._�.•t.« •fir' +�. /� .._ .►_ »_ ►. �.ti ```'� 1. 2X OR VALLEY SET OVER FRAMING AT 24" O.C. 2. PREFAB WOOD TRUSS BELOW 3. LINE of PLYWOOD SHEATHING JOINTS 4. 2x8 LAVED FIAT OVER PLYWOOD SHEATHING WITH 3--164 TYPICAL AT EACH TRUSS. 5. SIMPSON A34 OR 2 -16d TOE NAIL TYPICAL 1. PLYWOOD SHEATHING ON PRIMARY ROOF TRUSSES SHALL BE CONTINUOUS. 2. FOR CLARITY, SHEATHING OVER VALLEY FRAMING NOT SHOWN. 3. AT 2x OVER FRAMING USE THE FOLLOWING: 0' - 4 1 2x4 MIN. 4' -8' 2x6 MIN. 8' -1 o' --- 2x8 MIN. 10' -12' - ---- -- 2x 10 MIN. PLAN - TYPICAL_ VALLEY FRAMING AT �, PREFAB WOOC TRUSSES ov SCALE: N.T.S. 0. pMP � c6D poP °��icS) a� 31 �� (7) (C � (g) 1. EDGE NAILING ING� -�- 2. PLYWOOD SHEATHIN guZ�D `' 1 (2) 1 O PER STUD 4. CONTINUOUS 2x LEDGER 5. SIMPSON LU TYPE HANGER 6. PREFABRICATED WOOD TRUSS 7. 2x SOLID BLOCKING 8. WOOD STUD WALL (7) WOOD TRUSS J WOOD STUD WALL SCALE: N.T.S. 3 (1) (Z) (3) (4) (5) (6) (7) GABLE END TRUSS 1 . EDGE NAILING 2• CONTINUOUS FASCIA WITH (2) 1 O NAILS PER JOIST 3. 2x4 OUTRIGGER 0 24" O.C. 4. (2) 10d NAILS PER TRUSS 5. SIMPSON A35 CLIP AT EACH JOIST 6. GABLE END TRUSS - SHEATHING AND NAILING PER SHEARWALL SCHEDULE 7. 16d 0 6" O.C. BOTTOM TRUSS CHORD TO WALL TOP PLATE 8 • 2x4 BRACE 0 48" O.C. WITH SIMPSON A35 CLIP FACH END g. TRUSSES PER PLAN t . SCALE: N.T.S. 0) ( INTERIOR SHEARWALL SCALE: N.T.S. (5}-- (3)- (6) Una p �w 3 W. a � z ci � V 2 CL < N Se � In= IL S+ccr rw.� S1.3 WOOD TRUSSES AT WOOD STUD WALL PROJECT N0. M NTS 11563 �� � ... n �♦ .. .. `, � i _. _! � �` __ � � • ... R . /. 1. �..M" .. •w r ...tr L rr M .w yY.^'+ . Ali.. Y "�' �Mf ../�" 9�•� \'���'�•^ . �1 �'-'_. po cn w N z o � z N Lu Imm z w � ao t i 'y S � U N a a W Z sA Q 0 0 � c 00 � m X cr. i 3 ~ � i �i cc N � a �m O A- CL r) -r n ep r�vFa X00 • j liN r• 2 4 20 CID 1. EDGE NAILING. PERM, r C r�� co 2. PLYWOOD SHEATHING. 3. PREFAB WOOD TRUSS. 1 4. WOOD STUD WALL z 5 2 -16d PER STUD 6. SHEATHING PER SHEAR WALL SCHEDULE Q SMITH .RIDGE VENTS y ` 1 1. ROOF SHEATHING 2. EDGE NAILING 3. TRUSSES PER PLAN ( 4. SIMPSON A35 5. 2 -16d PER BLOCK 6. 2X4 0 12" O.C. 7. SHEATHING ATTACHMENT PER SHEAR WALL SCHEDULE i8. 1/2" NOM. APA RATED SHEATHING. ATTACH WITH 8d NAILS AT 6" O.C. AT PANEL EDGES AND 12" O.C. AT INTERMEDIATE SUPPORTS. a INTERIOR SHEARWALL SCALE: N.T.S. (5}-- (3)- (6) Una p �w 3 W. a � z ci � V 2 CL < N Se � In= IL S+ccr rw.� S1.3 WOOD TRUSSES AT WOOD STUD WALL PROJECT N0. M NTS 11563 �� � ... n �♦ .. .. `, � i _. _! � �` __ � � • ... R . /. 1. �..M" .. •w r ...tr L rr M .w yY.^'+ . Ali.. Y "�' �Mf ../�" 9�•� \'���'�•^ . �1 �'-'_. po cn w N z o � z N Lu Imm z w � ao t i 'y S � U N a a W Z sA Q 0 0 � c 00 � m X cr. i 3 ~ � i �i cc N � a �m O A- CL r) -r n ep r�vFa X00 • j liN r• 2 4 20 CID 1. EDGE NAILING. PERM, r C r�� co 2. PLYWOOD SHEATHING. 3. PREFAB WOOD TRUSS. 1 4. WOOD STUD WALL z 5 2 -16d PER STUD 6. SHEATHING PER SHEAR WALL SCHEDULE Q SMITH .RIDGE VENTS I (6) r-(5) (5) A 1� (a) -- (7) (6) hirtrmo A . (2) STUDS 0 SHEAR WALL EDGEq CONT. DOUBLE STUDS 0 SHEARWALL NAIL STUDS TO ADJACENT STUD W/ 10d 0 12" O.C. 2. 2. PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE INTERMEDIATE FRAMING 0 12" O.C. OF SHEAR WALL NAILING HOLDOWN REQ'D BOTH EDGES OF 3. SHEAR WALL SHEATHING. 419 4. ANCHOR BOLT SEE SHEAR PLATES SAME AS EDGE OF SHEARWALL WALL SCHEDULE 18 ) 5. 5. EDGE OF SHEAR WALL EDGE OF SHEARWALL SEE FLOOR PLANS SEE FLOOR PLANS 7. 6. HOLDOWN REQ' D BOTH EDGES OF PANEL EDGE NAIL SPACING SHEAR WALL SET P T PP 7. TREATED SILL PLATE '00 SHEAR WAIL DETAIL W/ SIMPSON TIE HOEDOWN AfM z oy N.T.S -- - -- 18" LAIN. 6i N X LATERAL RESTRAINT PANEL "I;k� 2x TOP PLATE CONTINUE HEADER TO END STUD 8d 0 3" O.C. EACH WAY ON HEADER SIMPSON STHD 14 - INSTALL PER MANUFACTURER'S RECOMMENDATIONS (2) 10d NAILS TO HEADER CORNER END STUD AS OCCURS 1(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 BE DOUGLAS FIR 22 IN LATERAL RESTRAINT PANELS � SCALE: N.T.S. (+) ( t ») SHEAR WALL ut iAlL W/ SIMPSON STRAP TE HOLDOWN * FLOOR SUPPORTED BY FOUNDATION REVIEWED FOR CODE COMPLIANCE pL�QR ^l�F� AU6 31 2004 2) 1-w (6) (13) (14) (5) o • U A LNG LAGS SCREWS r.1 �CEIVED !�1= TI IKWII A 10. PANEL EDGE NAIL SPACING J U ly 24 2Q� 11. SIMPSON SSTB ANCHOR BOLT PER MI T CENTEK 12. ANCHOR BOLT SEE SHEAR WALL SCHEDULE. 13. SHEAR WALL SHEATHING 14. SOLE PLATE NAILING 15. RIM JOIST 16. TREATED SILL PLATE 17. DOUBLE STUDS 18. FLOOR SHEATHING SHEAR WALL DETAIL W/ SIMPSON HOEDOWN 0 80T. PLATE 0 FLR, SUPPORTED BY FDN WALL N.T.S co � Z QD 0 cl cp CC t J 0 z 3 Z w a � cl) CL F� >w Lu N Y j D � SHEET NO.� Sim� PROJECT NO.� 11563 0� .. » - $U fa 3 1 0 1. (2) STUDS 0 SHEAR WALL EDGES. NAIL STUDS TO ADJACENT STUD W/ 10d 0 12" O.C. 2. PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE OF SHEAR WALL NAILING 3. SHEAR WALL SHEATHING. NAIL TO INTERMEDIATE FRAMING 0 12" O.C. 4. PANEL EDGE NAILING AT SILL PLATE 5. EDGE OF SHEAR WALL, SEE FLOOR PLANS 6. CORNER, OR DOOR OR WINDOW 7. PANEL EDGE NAIL SPACING 8• RJ TYPE HOLDOWN REQ'D BOTH EDGES OF SHEAR WALL 9. PANEL EDGE NAIL SPACING 10. ANCHOR BOLT SEE SHEAR WALL SCHEDULE 11. SHEAR WALL SHEATHING 12. RIM JOIST 13. 'TREATED SILL PLATE 14. HOLDOWN 15. (2) STUDS 16. SOLE PLATE NAILING 17. FLOOR SHEATHING City pf Tukwila BUILDTNCs DIVISION 9 IM D 2 N N p � 4 IJ 8 lA ■ t Z J M in l gp N %.., N w �� � s C/) W g w n a (j) W w z to � mo 0 00 co w �m � N co O � = t0 � 0 U •r W W K a nVwuen rnQitnLR 290urc uw. PHD2 10 SDS 1/4X3 5/8 i 8 0 PHD6 i l 8 SAS 1%4X3 7%8 0 CONT. DOUBLE STUDS 0 SHEARWALL EDGES. NAIL STUDS TOGETHER 10d 0 12" O.C. 2. SHEARWALL SHEATHING CONT. FROM TOP PLATE OF WALL TO SILL PLATE. IF NOT, CONT. CONTACT ENGINEER. NAIL TO INTERMEDIATE FRAMING 0 12" O.C. 3. HOLDOWN REQ'D BOTH EDGES OF SHEARWALL 419 PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE OF SHEARWALL NAILING 18 ) 5. PANEL EDGE NAILING ON SILL PLATE 6. EDGE OF SHEARWALL SEE FLOOR PLANS ATTACHED 7. CORNER, OR DOOR OR WINDOW 8• PANEL EDGE NAIL SPACING 9 SET P T PP • U A LNG LAGS SCREWS r.1 �CEIVED !�1= TI IKWII A 10. PANEL EDGE NAIL SPACING J U ly 24 2Q� 11. SIMPSON SSTB ANCHOR BOLT PER MI T CENTEK 12. ANCHOR BOLT SEE SHEAR WALL SCHEDULE. 13. SHEAR WALL SHEATHING 14. SOLE PLATE NAILING 15. RIM JOIST 16. TREATED SILL PLATE 17. DOUBLE STUDS 18. FLOOR SHEATHING SHEAR WALL DETAIL W/ SIMPSON HOEDOWN 0 80T. PLATE 0 FLR, SUPPORTED BY FDN WALL N.T.S co � Z QD 0 cl cp CC t J 0 z 3 Z w a � cl) CL F� >w Lu N Y j D � SHEET NO.� Sim� PROJECT NO.� 11563 0� .. » - $U fa 3 1 0 1. (2) STUDS 0 SHEAR WALL EDGES. NAIL STUDS TO ADJACENT STUD W/ 10d 0 12" O.C. 2. PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE OF SHEAR WALL NAILING 3. SHEAR WALL SHEATHING. NAIL TO INTERMEDIATE FRAMING 0 12" O.C. 4. PANEL EDGE NAILING AT SILL PLATE 5. EDGE OF SHEAR WALL, SEE FLOOR PLANS 6. CORNER, OR DOOR OR WINDOW 7. PANEL EDGE NAIL SPACING 8• RJ TYPE HOLDOWN REQ'D BOTH EDGES OF SHEAR WALL 9. PANEL EDGE NAIL SPACING 10. ANCHOR BOLT SEE SHEAR WALL SCHEDULE 11. SHEAR WALL SHEATHING 12. RIM JOIST 13. 'TREATED SILL PLATE 14. HOLDOWN 15. (2) STUDS 16. SOLE PLATE NAILING 17. FLOOR SHEATHING City pf Tukwila BUILDTNCs DIVISION 9 IM D 2 N N p � 4 IJ 8 lA ■ t Z J M in l gp N %.., N w �� � s C/) W g w n a (j) W w z to � mo 0 00 co w �m � N co O � = t0 � 0 U •r W W K a nVwuen rnQitnLR 290urc uw. PHD2 10 SDS 1/4X3 5/8 i 8 0 PHD6 i l 8 SAS 1%4X3 7%8 0 I A (7) �8) c2 SHEAI RING B ' STRAP HOEDOWN AT SHEAR WALL n, SUPPORTED BY BEAM N.T.S. 1/2* f W � ► III (2) WOOD STUD WALL II 2. DOUBLE STUD AT EDGES OF SHEAR C — 1_i_ � ..— ' � — ..._ LL — WALL 3. STRAP PER PLAN. CENTER BETWEEN (4) FLOORS. 4. SOLID BLOCK UNDER STRAP (5) AS REQ'D. _ _ —. .0� — — 5. BLOCKING OR RIM JOIST — — AS OCCURS. (2) I I NOTE: WALL SHEATHING NOT SHOWN FOR CLARITY N HOLD -DOWN STRAP AT WOOD STUD M ALL 0 N.T. 1/2* F w 1/2* F W 1/2 F w �e� TWO -STORY SHEAR WALL ELEVATION 3 °D o �o SHEAR WALL SCHEDULE SIDES PEEL FIELD FRAMING AT ADJ. SASE PLATE EDGE NAILING PANEL EDGES ATTACHMENT NAILING ANCHOR BOLT SPACING ONE AM (3) I • MULTIPLE STUDS (MIN, 2 U.N.O.) 2" O.C. AT EACH END OF PANEL NAILED 1 6d NAILS 6 O.C. 0 AS BUILT -UP POST - NP. ®48" O.C. 2. WOOD STUDS ®4" 3. SHEATIN6 MATERIAL 12" a. BLOCKING REQUIRED AT 16d NAILS 4 O.C. 0 SHEATHING PANEL JOINTS, 0) TYPICAL. 5. SIMPSON STRAP PER SCHEDULE 6. HOEDOWNS AS OCCURS 7. ANCHOR BOLTS 8. FIRST FLOOR LINE - (5) 9. SECOND FLOOR LINE -(4) a� REVIEWED FOR CODE COMPLIANCE AUG 3 1 2004 City Of Tukwila - �s� BUILDING DIVISI01 -cap*," SHEAR WALL SCHEDULE SIDES PEEL FIELD FRAMING AT ADJ. SASE PLATE EDGE NAILING PANEL EDGES ATTACHMENT NAILING ANCHOR BOLT SPACING ONE a Od ®6" BLOCKING /RIM JOIST O.C. 2" O.C. 2x 1 6d NAILS 6 O.C. 0 5/8 "0 ®48" O.C. ONE 10d ®4" SIMPSON A35 0 O.C. 12" O.C. 2x 16d NAILS 4 O.C. 0 5/8 "0 ® 24" O.C. ONE 110d 0 3" O.C. j 12` O.C.' 2x I 36 O. 1 6d 0 I 5/8 "0 O 12' O.C. C. ONE 110d 0 2" O.C. 112* O.C.I 3x OR (2) 2x I (2) �1 Cd NAILS � 5/8'0 0 16' O.C. SHEAR WALL SCHEDULE NOTES 1. FRAMING STUDS SHALL BE HEM FIR#2 SPACED 0 16" O.C. MAX. THICKNESS OF STUDS TO BE 2X UNLESS NOTED IN SCHEDULE. 2. SHEATHING PANELS MAY BE LAYED VERTICAL OR HORIZONTAL. BLOCK ALL HORIZONTAL EDGES W/ 2X OR 3X BLKG. U.N.O. 3. ALL EXTERIOR Wi ELLS NOT DESIGNATED AS SHEAR WALLS SHALL RECEIVE APA RATED SHEATHING, FULLY BLOCKED WITH MINIMUM EDGE NAILING OF 10d 0 6' O.C. EDGE, 12" O.C. FIELD. 4. MUNG APPLIES TO ALL STUDS, TOP AND BOTTOM PLATES AND BLKG. 5. MINIMUM ANCHOR BOLT SPACING : 4' -0 O.C. UNLESS OTHERWISE SPECIFIED IN SCHEDULE) MINIMUM 2 ANCHORS, PER WAIL. PROVIDE 2 "x2 SQUARE WASHERS EACH ANCHOR. DO NOT RECESS BOLTS. 08 S EARmWALL SCHEDULE N . T. S J N as Uj � 3 co Uj 4 Imm z ONION a Lij a) W W Z to m O 0 � 00 3: c� m � N � v 0 to L V � a s 9 16� O.C. 0 3x SIMPSON A35 O 713 co o 8" O.C. co) ow 00 cp �cE! c C � � Q r� �F n��� a 1 � J cc O "UN 2 4 2004 Z 0 3 41b . J PERMlT "LATER ,J C om 0 W Uj x w cr. N Y � co a) co 1 SHEET NO.� S1.5 PROJECT N0. � X1563 ( 04 II it II II II II II 7. ESE OF SHEARWALL SEE ATTATCHEO FLOOR PLANS 2. PANEL EDGE NAILING 3. PANEL EDGE NAIL SPACING �I II II U� (I II II II a• CORNER, OR DOOR, OR WINDOW (6) � (8) 5. DOUBLE STUDS O SHEAR WALL EDGE! IL 6. SHEARWALL SHEATHING PLWD., 1/2 MIN. THICKNESS 7, SIMPSON MST60 STRAP —WRAP — ( AROUND JOIST OR BEAM — CENTER _11 Tr STRAP AT SOLE PLATE � (10) 8. SHEATHING 9. SOLE PLATE NAILING SEE SHEARwAU. SCHEDULE � 10 . FLOOR SHEATHING 11. MULTIPLE JOIST OR 1;= BEAM BELOW WALL (I II AI II E:4 12 , SIMPSON STRAP WRAP (I II �I II AROUND JOIST OR BEAM J I (I I I I I I PLATE CENTER STRAP AT Sow (s) j . fl FDN. SILL PLATE/ BLOCKING /RIM JOIST VALUE FLOOR BASE PLATE ATTACHMENT LB /FT SIMPSON A35 2x ,48" O.C. 278 2x SIMPSON A35 0 24 O.C. 418 2 x SIMPSON A35 0 a) W W Z to m O 0 � 00 3: c� m � N � v 0 to L V � a s 9 16� O.C. 0 3x SIMPSON A35 O 713 co o 8" O.C. co) ow 00 cp �cE! c C � � Q r� �F n��� a 1 � J cc O "UN 2 4 2004 Z 0 3 41b . J PERMlT "LATER ,J C om 0 W Uj x w cr. N Y � co a) co 1 SHEET NO.� S1.5 PROJECT N0. � X1563 ( 04 II it II II II II II 7. ESE OF SHEARWALL SEE ATTATCHEO FLOOR PLANS 2. PANEL EDGE NAILING 3. PANEL EDGE NAIL SPACING �I II II U� (I II II II a• CORNER, OR DOOR, OR WINDOW (6) � (8) 5. DOUBLE STUDS O SHEAR WALL EDGE! IL 6. SHEARWALL SHEATHING PLWD., 1/2 MIN. THICKNESS 7, SIMPSON MST60 STRAP —WRAP — ( AROUND JOIST OR BEAM — CENTER _11 Tr STRAP AT SOLE PLATE � (10) 8. SHEATHING 9. SOLE PLATE NAILING SEE SHEARwAU. SCHEDULE � 10 . FLOOR SHEATHING 11. MULTIPLE JOIST OR 1;= BEAM BELOW WALL (I II AI II E:4 12 , SIMPSON STRAP WRAP (I II �I II AROUND JOIST OR BEAM J I (I I I I I I PLATE CENTER STRAP AT Sow (s) j . fl