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HomeMy WebLinkAboutPermit D03-231 - GREENRIDGE HOMES - LOT 2GREENRIDGE HOMES LOT #2 ,,_z W QQ� J V 4306 u,W SOUTH J = H WO STREET LL co =d W z�. O. z W 0 O -, o1 U L' O iui O - D03 -231 4.2+J .1,, z Water Main Extension: doc: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 z Parcel No.: 0042000087 Permit Number: X03-231 ; z Address: 4306 S 150 ST TUKW Issue Date: 09/02/2003 w Suite No: Permit Expires On: 02/29/2004 6 c 0 CO 0 Tenant: J H N ame: GREENRIDGE HOMES - LOT 2 w Address: 4306 S 150 ST, TUKWILA WA w 0 2 Owner: g Q Name: LEABO DON Phone: Address: 6855 176 AV NE, SUITE 235, REDMOND WA = co d Fw Contact Person: Z Name: DON LEABO Phone: 800 - 892 -8462 z O Address: 6855 176 NE, #235, REDMOND WA w w :0 Contractor: 0 cn Name: GREENRIDGE HOMES LLC Phone: 800 - 892 -8462 a '— Address: 6855 176TH AVE NE #235, REDMOND WA 98052 = w Contractor License No: GREENHLOO2PK Expiration Date:10 /15/2004 F-- � DESCRIPTION OF WORK: tii Z to CONSTRUCTION OF A NEW 2,279 SQ FT SINGLE FAMILY RESIDENCE, 429 SQ FT ATTACHED GARAGE AND 63 SQ FT U COVERED PORCH AREA. p '— PUBLIC WORKS ACTIVITIES INCLUDE: Roof downspout connection to the detention vault. Z Value of Construction: $ $221,719.98 Fees Collected: $3,037.47 Type of Fire Protection: SPRINKLERS Uniform Building Code Edition: 1997 Type of Construction: VN Occupancy per UBC: 7 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: 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: N Storm Drainage: Y Street Use: N Profit: N N DEVELOPMENT PERMIT Private: N D03 -231 Public: N Non - Profit: N Public: N Printed: 09 -02 -2003 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Water Meter: N doc: Devperm ** Continued Next Page ** D03 -231 Printed: 09 -02 -2003 Signature: Print Name: doc: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature: ; i (42 _ ((}Yc-"€ Date: O t/C, /0 v 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 th}'s ��ermit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating constp i' on or the performa ' of work. I am authorized to sign and obtain this development pe ;mi . Date: 9 /?" 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. D03 -231 Printed: 09 -02 -2003 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 0042000087 Address: 4306 S 150 ST TUKW Suite No: Tenant: GREENRIDGE HOMES - LOT 2 PERMIT CONDITIONS Permit Number: D03 -231 Status: ISSUED Applied Date: 08/01/2003 Issue Date: 09/02/2003 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 3: Plumbing permits shall be obtained through the Seattle -King County Department of Public Health. Plumbing will be inspected by that agency, including all gas piping (296 - 4722). 4: Electrical permits shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (206- 835 - 1111). 5: All mechanical work shall be under separate permit issued by the City of Tukwila. 6: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any construction. These documents are to be maintained and available until final inspection approval is granted. 7: Engineered truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. 8: Any exposed insulations backing material shall have a Flame Spread Rating of 25 or less, and material shall bear identification showing the fire performance rating thereof. 9: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 10: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 11: All wood to remain in placed concrete shall be treated wood. 12: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 13: There shall be no occupancy of the building(s) until the final inspection has been completed by the Tukwila Building Inspector. 14: Ventilation is required for all new rooms and spaces of new or existing buildings in conformance with the Uniform Building Code and the Washington State Ventilation and Indoor Quality Code, Chapter 51 -13 WAC. 15: Fuel burning appliances may not be installed in sleeping rooms, U.M.C. 304.5. 16: Appliances which generate flame, spark or glowing ignition, shall be elevated 18 inches above the floor (U.M.C. doc: Conditions D03 -231 Printed: 09 -02 -2003 ksY.r . aY6idY*404Fa 7 P'"�isu.5." • . a.. MkS7� j�iieti iai:.sG��di::.Ha::r ^i City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 303.1.3.). 17: Water heater shall be anchored to resist earthquake (U.P.C. 510.5). 18: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 19: 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. 20: ** *FIRE DEPARTMENT CONDITIONS * ** 21: The attached set of plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 22: For all commercial, multi - family and single family subdivisions, hydrants shall be placed so that a hydrant is within 150 feet of any building and so that no point of a building (around it's perimeter) is greater than 300 feet from a hydrant. Distance from a hydrant to a building is measurd along the path of vehicular travel. (City Ordinance #1692) 23: All required hydrants and surface access roads shall be installed and made serviceable prior to and during the time of constructino. (UFC 901.3) 24: Fire hydrants shall conform to American Water Works Association specifications C- 502 -54, it shall be compression type, equipped with two 2 1/2" N.S.T. hose ports and one 5" Storz pumper discharge port, and shall have a 1 1/4" Pentagon open -lift operating nut. (City Ordinance #1692) 25: This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. 26: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 27: These plans were reviewed by Inspector 512. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 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: Print Name: c 410 1 -20 doc: Conditions tc-.)f6-v D03 -231 Date: 9 1/D 3 Printed: 09 -02 -2003 .., ';,rA'nwaa'.:':%r':4 "+,: ;' . .i: n- d_.��.•' %L5�'' .,.k, 1,.ti..il' A.: 14K JdY74 '�G�`"1 {7b9 4.14'J+Lu CITY OF TUKWILA Community Development. artment Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 L c King Co Assessor's Tax No.: Site Address: `f3 ed �� f -�, �'9 ,Lt Z Tenant Name: Property Owners Name: ,3 1 Mailing Address: f ( Ito N& 2.3 ( 'CONTACT PERSON Name: Mailing Address: 68-c; E -Mail Address: (e.A. GENERAL CONTRACTOR INFORMATION Company Name: '�60Q.t, Mailing Address: (o P .( j ?{o Contact Person: 0 66 ) E -Mail Address: -eR.�o g 4.Oj. I . Contractor Registration Number: Contact Person: E -Mail Address: Company Name: Mailing Address: \appliationstpermit application (3.2003) 3/2003 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" Suite Number: New Tenant: (� Co N 2-3 f , JP wt,-- 7J 5-2 City State Zip aQ_e "/it A- Fax Fax Number: L1" .g -- 2-03 Building Perim. .4o. Mechanical Permit No City wi - /,l?' 5 .2-- State Floor: .... Yes D ..No Zip Day Telephone:p a 1' JZY € V 2 -- 6'10 00 tO w A- / do .3 City 1 State Zip Day Telephone: SojL /6, L Fax Number: ct Lf 400 513 - 24D 1 —• Expiration Date: "An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance" ARCHITECT OF RECORD - , All plans must be wet stamped by Architect of Record Company Name: Mailing Address: Contact Person: E -Mail Address: Page I City Day Telephone: Fax Number: State ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record City Day Telephone: Fax Number: State Zip Zip BUILDING PERIVI '1'.1N1+'UKMA'1'iUN - 2u6 -431; 3b' /ll Valuation of Project (contractor's bid price. a ( 7 �` Existing Bt. ;ig Valuation: $ Scope of Work (please provide detailed information): / NcSA) s, &J 9 (` F (7 Will there be new rack storage? ❑..Yes PLANNING DIVISION: Number of Parking Stalls Provided: Standard: \applications\permit application (3-2003) 3t2003 If "yes ", see Handout No. for requirements. Provide All Building Arei5 :square Footage Below ti 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): 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. Compact: Handicap: Will there be a change in use? ❑ ....Yes ❑ ..No If "yes ", explain: FIRE PRPTECTION/HAZARDOUS MATERIALS: .. Sprinklers ❑ ..Automatic Fire Alarm 0.. None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ..Yes ❑ ..No If "yes". attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Safety Data Sheets. Page 2 Existing Interior Remodel Addition to Existing Structure New Type of Construction per UBC Type of Occupancy per UBC I" Floor ( a e 2" 3'° Floor Floors thru Basement Accessory Structure* • Attached Garage �1.,? Detached Garage Attached Carport .. _ - ' ' - ,. - Detached Carport Covered Deck Uncovered Deck BUILDING PERIVI '1'.1N1+'UKMA'1'iUN - 2u6 -431; 3b' /ll Valuation of Project (contractor's bid price. a ( 7 �` Existing Bt. ;ig Valuation: $ Scope of Work (please provide detailed information): / NcSA) s, &J 9 (` F (7 Will there be new rack storage? ❑..Yes PLANNING DIVISION: Number of Parking Stalls Provided: Standard: \applications\permit application (3-2003) 3t2003 If "yes ", see Handout No. for requirements. Provide All Building Arei5 :square Footage Below ti 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): 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. Compact: Handicap: Will there be a change in use? ❑ ....Yes ❑ ..No If "yes ", explain: FIRE PRPTECTION/HAZARDOUS MATERIALS: .. Sprinklers ❑ ..Automatic Fire Alarm 0.. None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ..Yes ❑ ..No If "yes". attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Safety Data Sheets. Page 2 PUBLIC WORKS PERMIT INFORMATION — 206433 -0179 Scope of Work (please provide detailed info .ition): VC ci ( pet,, Water District ❑ ...Tukwila ❑ ...Water Availability Provided ❑ ...Total Cut ❑ ...Total Fill FINANCE INFORMATION Fire Line Size at Property Line ❑ ... Water ❑ ...Sewer Monthly Service Billing to: Name: Water Meter Refund/Billing: Name: Mailing Address: Vppliationstpermit application (34003) 3/2003 Call before you Dig: 1- 800 - 424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District #125 Sewer District ❑ ...Tukwila Q2. ValVue ❑ .. Renton ❑ ...Seattle ❑ ...Sewer Use Certificate 0... Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑ ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑...Right -of -way Use - Nonprofit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right -of -way Non Right -of -way cubic yards cubic yards ❑...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑...Permanent Water Meter Size... ❑...Temporary Water Meter Size.. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public ❑ ... Water Main Extension Public _ „ „ If ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line „ „ WO# WO# WO# Private Private Page 3 ❑ .. Highline ❑ ...Renton ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment ❑ ... Deduct Water Meter Size City /7 E ❑ .. Geotechnical Report ❑...Traffic Impact Analysis ❑ .. Maintenance Agreement(s) ❑...Hold Harmless ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding „ Day Telephone: Mailing Address: City State Zip Day Telephone: State Zip w:1„r,.,ei,.a „emu,.......,,... t;..'......a.,.... _. i?�':c7iSv�r?1c:aaai,'c"a#+1f �,wt�'n 4404: sl (bdJ 4 tie 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+ IIP /1,750,000 BTU Heat/Refrig /Cooling System Incinerator - Domestic • Air Handling Unit <= 10,000 CFM Incinerator— Comm /Ind MECHANICAL PERMIT INFOIATION - 206- 431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: - ��.5� �i✓ Mailing Address: Coy State Zip Contact Person: Day Telephone: E -Mail Address: 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): $ Scope of Work (please provide detailed information): Use: Residential: New ....D Replacement ....D Commercial: New ....El Replacement ....❑ Fuel Type: Electric El Gas.... Other: Indicate type of mechanical work being installed and the quantity below: PERMIT: APPLICATION NOTES Applicable to all permits in this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. I HEREBY CE • FY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF P' •J RY BY THE LAWS OF THE STATE OF WASHINGTON, AND [ AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING 0 Signature: Mailing Address: 61,(1 Date Application Accepted: lapplicalionsipermil appliauon (3.2003) 312003 AUTI-IORI AGENT: Print Name: Day Telephone: COO C7 C:7 Z---- b Ai6- gO Z 3 Azka/toati.0 e -- c Stale Zip Date Application Expires: Page 4 Date: 2/ d3 Staff Initials: Payee: DON LEABO ACCOUNT ITEM LIST: Description doe: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 BUILDING - RES PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE 000/322.100 000/342.400 000/345.830 000/386.904 RECEIPT Parcel No.: 0042000087 Permit Number: D03-231 Address: 4306 S 150 ST TUKW Status: APPROVED Suite No: Applied Date: 08/01/2003 Applicant: GREENRIDGE HOMES - LOT 2 Issue Date: Receipt No.: R03 -01073 Payment Amount: 1,697.45 Initials: LAW Payment Date: 09/02/2003 12:19 PM User ID: 1630 Balance: $0.00 TRANSACTION LIST: Type Method Description Amount Payment Check 7984 1,697.45 Account Code Current Pmts 1,676.95 8.00 8.00 4.50 Total: 1,697.45 r7 f:19/02. .717:1.6 TOTAL f Ai. 169 1 7r{ Printed: 09 -02 -2003 Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: ,City of Tukwila TRANSACTION LIST: Type Method ACCOUNT ITEM LIST: Description doc: Receipt Payment 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431-3670 0042000087 4306 S 150 ST TUKW GREENRIDGE HOMES - LOT 2 R03-00939 SKS 1165 DON LEABO Check 7927 PLAN CHECK - RES PW BASE APPLICATION FEE Description RECEIPT Account Code 000/345.830 000/322.100 Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: Amount 1,340.02 Current Pmts 1,090.02 250.00 Total: 1,340.02 D03-231 PENDING 08/01/2003 1,340.02 :ya/O1 .. )71.0 TOTAL 1.7.4(% 08/01/2003 02:46 PM $1,681.45 Printed: 08-01-2003 COMMENTS: of Inspec on: 11x1. A df e (,,,, D ate Called: - 1 7 1 ° V C OW1 P e.`I a.m. p.m. Requester: �j'� � �/�y� / 4 � : lam {' i !/ 1 Phone No: 2 0 Ce - iiLIo ("fig 1 ' A (. kA ) o lr\e. c , - w vv,, 1 1, 1-- - 0 \ 1 t \ -P ir \- 1 rrn )1— - 7 —0 Pr ect: J� ,.;Type I t tUGI/ .0 of Inspec on: 11x1. A df e (,,,, D ate Called: Special Instructions: Date Wanted: 7/0 a.m. p.m. Requester: �j'� � �/�y� / 4 � : lam {' i !/ 1 Phone No: 2 0 Ce - iiLIo ("fig INSPECTION RECORD k � Retain a copy with permit / INSPECTION NO. PE CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 0.)431 -3670 Approved per applicable codes. 0 Corrections required prior to approval. Inspectors ;��^✓` j rcr s � Date: Li El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 'COMMENTS: -^ Type of Inspection 4)6k OievvO«4`1o,n IhAOO( A C., 0,011 1' OV tA \SD Si Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Pro' ct: (Orf-Pv\ -@. \ \ Type of Inspection Q'/Nov S Address: 1 - 0 S. \SD Si Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: IS INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ( 06)431 -3670 Approved per applicable codes. 0 Corrections required prior to approval. Inspector: Date: F ;, 0L\ El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Projep ( (0 re y` � e \ 'v r l e wf S Type of Inspection: \ '— `-.a\ S. ‘..A44.1. Cr � � Address: 1— t3 0 to -- S I Sz7 Si Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 98188 16)431-3670 CR Approved per applicable codes. Corrections required prior to approval. COMMENTS: `OoV' Su \aA■ or\ - C•i` ODfOv cI t � Y' t to t n S rte h ►. - ct J ertN ed. Inspector: Date: g c i El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: F j na 1 'V / As Y /1/) 4 tWt Sffkl PAM �. �r� L ,4.1 o v Cr ( �4J. / f f ci'\t -1. 1- c4 -cid.. 5 kQ .),Q @ PIN ez (t: pit . it vQtiJ &c ( � (4A It? 1.1 • * ' c c.,1 J ( s Lia , (iC V d5 c aDv --. (C- of (41$\,51/ - r rtfs(,T/ A (- j 5pk ;I A'ntAtr _ Project: b domes Type of Inspection: F j na 1 Address: s 1st , h t Date Called: 3 , 2 , � o :J Special Instructions: Lot G.. 2. Date Wanted: --�' 04 071 . Requester: Pe nn is Wacker Phone No: 2.0 e _ 660 hill 1 ,1 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit D03- 231 PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Corrections required prior to approval. Inspector: Date: t 1 L 1 ❑ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Pr ect: !c /L r�1�5 Type of Inspection: S 'e 7 rx •(-) 7L. Address: L ,07- /37 .s'r Date Called: /. � 3d 0 3 Special Instructions: Date Wanted: -( a. m / m. /�� 3 Requeste Phone o: _ ( d 9/ — 7D fr INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Inspector: INSPECTION RECORD Retain a copy with permit PERMIT NO. / , Ir (206)43 1 3670 Corrections required prior to approval. COMMENTS: Y Y a (4 r 0 vtn Date: Ei $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: V COMMENTS: �r I & SX( I{ l`` lS , \Y1 ClO 1- Li,Ar\,v r .. y tAJai 'pectu r-fz. -P X Av �, (k.ict t1 t 2) v e... v-fr\ come 4P Requester/) iftS A.) q) Kis i \ , n c A v r , _l. �' tA/C t4!•O S dP o� (.���,.r- /rite 1 9\ A. . n l ', J' J OtM c C J 4 L ffe w Type l-r , tion: l /� [� ' A d - 0 1 3 0 S A C pate Called: 2 L t i D3 Special Instructions: Date Wanted: 1 j / Requester/) iftS A.) Pho a No `�v: (12 LeCe0- uric/ f� INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERM (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. Inspector- hl In Q, `o)-- Date: $47.00 REINSPECTION FEE REQI IRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Prtject: 1 ' L4! - t D. Type of-Inspection: . • .. dar 0 ... CQ -s 1 P;tr c4 Date Call - d: , C13 (0 Special Instructions: Date Wanted ' ii /03 , Requester Ph No: INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION PERMI 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 pproved per applicable codes. COMMENTS: LPN.-cap -(42. Date: I 2- 47.00 REINSPECTIO FEE REQUIRE16. Prior to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: ‘125. orrections required prior to approval. rtow W‘t • Pr j/ctt'l� C ✓ !7 01 Type of Inspe Tn: le� A r s : :Q ;Ec 5f, D at�alled: 1,91 geld Sp ial Instructions: Date Wanted: f j7ft )3 Requester: Phone No: (0t COO INSPECTION RECORD Retain a copy with permit PERMIT N INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Blvd., #100, Tukwila, WA 98188 (20•)431 -3670 oved per applicable codes. Corrections required prior to approval. COMMENTS: G G /j) 1 � ns ector: Date: E047 47.00 REINSPECTIO FEE REQUIRED Prior to inspection, fee must be .00 at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: a.. Pr ject: Type of Inspection: A dress: a 93o(, S. lco 5 Date Called: +2 l Jo Special Instructions: L Date Wanted: a.m. 12 )? p.m. Requester: / Phone No: a 06\ — Galan -6/(9 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 c liSApproved per applicable codes. IUD 3 $47.00 REINSPECTIONjFEE REQUIRED.' to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 10 Call to schedule reinspection. Corrections required prior-to approval. COMMENTS: -l-- \a......"#•••■•._. , Q.4 1 1 sp tor: f ..n.,.v.,.A_ 1CA. Date: Receipt No.: Date: Projec - - rl & e 2 Type of Inspection: ll � Address: L I ') (9 S - 1ST) 4 Date Called: 9 ) - -0 33 Special Instructions: Date Wanted: I i I ) - I `0 p.m. Requester: Phone No: • INSPECTION RECORD Retain a copy with permit 3 ,)3( INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)4 1 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspect �1— Date: 10 -< El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: I. ,, )6‘ ... ) A 4v -nr C al lo rr4-e v� Cr-4 YVefC � our *01 \11 00er 4 4644 C1✓`Ol / YIGI D") -- Pe6['e 1 0Uc I w..-- Gt. 11 e(c eSSOVI 00 IMCI i►� s)-. / � w� � c �,na �t v" C4 IAA,,)' 46 vo ; IY roc) i' 3.1 ?V Ca .ec�PJ - A rvSY) over 7 1 n YJ- 'MCA ,44'P 'ClYOUw'1 -- S'P' ClYc 1•9C S r `e'1 1 tr. *v, �C S HI 1.40 WV) \J••Q.. r'• • f 10t rill -.0 Y fl v" ?at C? ` 1 Yh <, k AC,v4 iv," k, rA `4- Qt. . sku to er 3.) e r'\oc 1l --\-0,F 04 C�U cc- tnn4(,-(fi 1F)-P(71 f 1,.) 1c ' (), s --1- 110 vv, -Pv 1. 14. ,An O Vet vlA A ,rte - C - 3 el over f 1i14 1 -1 1 I' •-:\\", - \l 9V\4 A ti` 0•A 6Ar()r (u cf Pr ct: I f L-7 reeivliay ( Type of I s ection: Adel!, (' `/ Date Called: / // 70 ? Special Instructions: Date Wanted: 1��a p.m. / Requester: 1 . 4(C Phon No: D U — L9Le0 —LQ119 Inspector: ( ` 1 L. Date: 1) o - - 7 R INSPECTION RECORD Retain a copy with permit INSPECTION NO. •PERMIT 0. E CITY OF TUKWILA BUILDING DIVISION F,re, 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. 12'Corrections required prior to approval. El $47.00 REINSPECTION FEE REcUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: AAA ?� S `( or 01/1 J;1„,,, G4 - r A) 1) c Q lr vv A .S` t.. 1 q) Fire W( A 4 l(or c'* trna5 -\ -ear Sk r s.Vc,r c.t Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: Proje ree NT \ 4 "R Type of Inspection: (' C' 1� Ct Vtnt t�• Address: t 1- ‘306 S 1 Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: INSPECTION NO. ❑ Approved per applicable codes. — 924 - C' 2 INSPECTION RECORD Retain a copy with permit ---, --.-- .. - .,r-- .,.- ,•__.,yr..., v 7-7 .. PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 C orrections required prior to approval. Inspector: (� � (� \ L REINSPECTION FEE - IRET D Pr Date: - �� $47.00 REINSPE Q Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: !Date: Pr ect: p • /1 reqirI �' '�1 hi �n 14 Type of Inspection 7 \ 'v i� �., ✓).vL� (l / A dress: O( 5 i M Date Calle d ' 1 D(ai f 03 S Instructions: Date Wanted: a.m. 0 (T-q�03 ,p: Requ i ter: yl Via(':' - Phone No: t "t/`'Co -Wit'(9 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 O u PER T NO (206)431 -3670 El Corrections required prior to approval. COMMENTS: In pee r:, Date: 10 30 c7 0 .._- REINSPECTION F REQUIRED. Pri to inspection, fee must be aid at X300 Southcenter Ivd. , Suite 100. all to schedule reinspection. Receipt No.: Date: Puler of Inspection: Address: /J . ) cb ` /�y�'^ Date Calfed / / � f ) � Spercia) Instructions: Date Wanted: / a. . r03003 . f equester: j i4/0,ks t. Prone No: e 0Co '14e-CO '(Oli 9 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 300 Southcenter Blvd., #100, Tukwila, WA 98188 pproved per applicable codes. COMMENTS: Tt Ins • ctor: 47.00 REINSPECTION , EE REQUIRED. P/ ior to inspection, fee must be paid at 1300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit (206)431 -3670 Corrections required prior to approval. Date: t COMMENTS: Type of Inspection: 5 1) Address :4 f 5 1500, st Date Called: 9.....30y p3 1� � J3 i).5 Try: /� .;�/�,�.�� /;;,,) �.g./ _ U,.� .�,� a J /ivt.A p.p �f- —71 P Wald <. I 0110 0 G�•lI_i='t -- k�. ffj f ��;? '.2 f °'A.•0 1 ,J Q J - rr. " 3 1. ir1 ,Jd V V I `r P .:-.( I, /53 a ( .J .iuk3 '- C^ / 1 ` t a, •? �) Project: Project' 3 e onne5 Type of Inspection: 5 1) Address :4 f 5 1500, st Date Called: 9.....30y p3 Special Instructions: Lot 2. Date Wanted: D v3 a.m. Requester: E?ennis Wacker Phone No: 2.06_ 66 0... b i 17 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. Inspector: (1/ Date: El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: , Date: El Corrections required prior to approval. •o3-231 Pxpject: CI reM(% 6 Lai a Type of Inspection: 0 . 4 -e Address: : °L l S C�S�, Date Called: )C3/7( D3 _- Special Instructions: Date Wanted: Q( `j J 03 a:m. p.m. Requester:,„ e f Pho a No - 62Ceo - Call ' INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3.70 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Inspectors /a Date: I U -07 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at b300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: L cj 1 2 Type of Inspection: Address: "! �(� ( U s1 1 Date Called: 7 i , ( - ) / n ? 1 Spe ial Instructions: Date Wanted: )01//D a a.m. �'-" Requester: Phone No: 7,n Ll . u'Lll 4 1 Approved: per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PER O CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206 431 -3670 COMMENTS: r: Cew^ 4 -, I 00 REINSPECTIO FEE REQUIRED. rior to inspection, fee must be aja atb300 Southcenter Blvd., Suite 1 . Call to schedule reinspection. Rece bt No.: Date: / 1/ /93 Date: El Corrections required prior to approval. Project: li__ 1 V. WE S Type of Inspection: b., Type 0 OC / Al 0 fir° 7/A) 6- A:dm 5 .. /co s7 ate Called: Special Instructions: 1 ,Ceils6 0.1a- /4) /4 .41 . 50 exze e4iiii ..scH6Dut-2 - ie- — ,C)4//it7 DAY Date Wanted: 9 - 9 - c3 p.m. Requesteyi nCC Ph9ne No: (.-06 7. 7c ; INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 PERM (206 431-3670 M Approved per applicable codes. ECorrections required prior to approval. COMMENTS: Date: c - 3 - 0 3 $47.00 REINSPECT ON FEE REQUIRED. Pr _ or to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Coco° Peic>in4-: pA.0‘.7cAL, /3 erN Receipt No.: Pr ect: ci if e evie I - < Lz5c a Type of Inspection: o G4-fl rip 14 £-Q/ r e•••7 Address: .i... 2 i30 6 S . isb .S . Date Called: ci / 0 3 / Special Instructions: • • Date Wanted: am. Requester: c !tone No: (a.c)(-e) Slo INSPECTION NO. ""'"' • , • •••,, . INSPECTION RECORD leetain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 (206)431-3670 , proved per applicable codes. El Corrections required prior to approval. COMMENTS: E$47.00 R INSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: 6 effiU4f of:- /' Type of Inspection: r 0 Address: 1 130(0 E. 101 1 Sr Date Called: , 7 L / //) "/ Special Instructions: // Date Wanted: ) 7/10 i a.m. p.m. Requester: do : Phone (t:4;t Do -2- 3 ) 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. Corrections required prior to approval. COMMENTS: //)/ ftAid yam.. y b-pv ruvt,4 Inspector: Date: g /5k y $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: Project Name ,( f e- f I t,( -P 11(�tt -F' S /� Address 1 -/30 S. 1c 7 2 ..5"4 75irt4 / / 04 2. Suite # l,/ Retain current inspection schedule Cizy of Tukwila Fire Department Thomas P. Keefe, Fire Chief Needs shift inspection t�' Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: Authorized Signature FINALAPP.FRM TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Rev. 2/19/98 Steven M. Mullet, Mayor Permit No. DO 3 "2 I q/0 7 / Date T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206-575-4404 • Fax: 206 -575 -4439 Option Glazing Area % of Floor Glazing U- Factor Door U- factor FILE_ COPY Vaulted Ceiling' Wall Above Grade I understand that the Plan Check apnro PIP. p'' Wall Ext Below Grade r Slab On Grade . tl.l,/ 01 1 iF , .t - AZT!' yy • T!' 11,'trl r ' p3 2 1 ,..:,.q.,‘..., 12% _.......0or 1V_ 0.58 0.20 Option Glazing Area % of Floor Glazing U- Factor Door U- factor Ceiling Vaulted Ceiling' Wall Above Grade Wall Int Below Grade Wall Ext Below Grade Floor Slab On Grade Vertical Overhead" I 12% 0.35 0.58 0.20 R -38 R -30 R -15 R -15 R -10 R -30 R -10 II* 15% 0.40 0.58 0.20 R -38 R -30 R -21 R -21 R -10 R -30 R -10 III Unlimited Group R -3 Occupancy Only 0.40 0.58 0.20 R -38 R -30 R -21 R -21 R -10 R -30 R -10 Select One Option I Washington State Energy Code: 2001 Edition, Prescriptive Worksneet Zone 1 Exterior Doors Plan lD Component Description See code text for footnote references CITY OF TIJKWILA Ref. Conditioned Floor Area Vertical Glazing Overhead Glazing Door 602.7.2 Exception, Area X 3 Glazing Area Total Glazing To Floor Area Ratio Table 6 -1 PRESCRIPTIVE REQUIREMENTS " FOR GROUP R OCCUPANCY CLIMATE ZONE 1 PERMIT CENTER Door Percent Width Height Glazing Door Door U Glazed Qt. Feet Inch Feet Inch Area Area Sum of Area and UA (do not include exempt door) Area Weighted U = UA/Area Copyright 2002 WSUCEEP 02 -054 Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 22791 Glazing Area Feet 403.1 403.1 17.7 %I Area Weighted U- Factor 0.36 0.20 Glazing Area Total / Conditioned Floor Area 602.7.2 Exception Ratio' I 602.7.2 Glazing Area Total / Conditioned Floor Area, not to exceed 1% AUG 0 1 2003 UA I 17.8 3.6 0.20 8/1/2003 1 of 2 1)3 23 I y r v :4 Z ~ • W O - 0 CO J F- F— W 2 J a = W Z I— O Z W O N C3 I-- WW HI- -O • Z W • = O ~ Z U A =UXA Garage Man Door to House 0.200 1 2 8 6 8 17.8 3.6 One Exempt Door, If 24 Square Feet or Less. 1 3 6 8 20.0 Select One Option I Washington State Energy Code: 2001 Edition, Prescriptive Worksneet Zone 1 Exterior Doors Plan lD Component Description See code text for footnote references CITY OF TIJKWILA Ref. Conditioned Floor Area Vertical Glazing Overhead Glazing Door 602.7.2 Exception, Area X 3 Glazing Area Total Glazing To Floor Area Ratio Table 6 -1 PRESCRIPTIVE REQUIREMENTS " FOR GROUP R OCCUPANCY CLIMATE ZONE 1 PERMIT CENTER Door Percent Width Height Glazing Door Door U Glazed Qt. Feet Inch Feet Inch Area Area Sum of Area and UA (do not include exempt door) Area Weighted U = UA/Area Copyright 2002 WSUCEEP 02 -054 Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) 22791 Glazing Area Feet 403.1 403.1 17.7 %I Area Weighted U- Factor 0.36 0.20 Glazing Area Total / Conditioned Floor Area 602.7.2 Exception Ratio' I 602.7.2 Glazing Area Total / Conditioned Floor Area, not to exceed 1% AUG 0 1 2003 UA I 17.8 3.6 0.20 8/1/2003 1 of 2 1)3 23 I y r v :4 Z ~ • W O - 0 CO J F- F— W 2 J a = W Z I— O Z W O N C3 I-- WW HI- -O • Z W • = O ~ Z A =UXA 72.0 U 48.0 Lower Floor fixed - Dining, Family 5320 0.350 6 Living Room - Double Vent 5120 0.380 17.1 Kitchen - XO 5120 0.380 4 Nook Sliding Glass Door 5621 0.340 1 Den - XO 5120 0.380 10 Entry sidelights - PIC 5320 0.350 5 Master Suite - Bedroom Casement 5521 0.360 3 Master Suite - Bedroom XO 5120 0.380 2 Master Suite - Bathroom PIC 5320 0.350 1 Master Suite - Bathroom XO 5120 0.380 Bedroom 2 - Egress XO 5120 0.380 3 Bedroom 3 - Egress - Double Vent 5120 0.380 Entry Open to Below - PIC 5320 0.350 5 4 1 8 6 4 A =UXA 72.0 25.20 48.0 2 6 9.12 6 13.94 1 8 17.1 6 25.0 1 4 9.50 6 3.15 1 6 20.0 6 10 2 4 12.60 5 2 1 3 6 10 2 2 6 5 1 5 5 1 3 3 1 4 3 1 5 4 1 8 6 4 1 6 6 A =UXA 72.0 25.20 48.0 18.24 24.0 9.12 41.0 13.94 40.0 15.20 17.1 5.98 25.0 9.00 25.0 9.50 9.0 3.15 12.0 4.56 20.0 7.60 34.0 12.92 36.0 12.60 1w Washington State Energy Code: 2001 Edition, Prescriptive Work:...eet Zone 1 Vertical Glazing (Windows, Doors using Exception 602.6 #1) Plan Component Glazing ID Description Ref. U Overhead Glazing Plan Component ID Description N/A U Section 602.7.2 Exception Plan Component ID Description Glazing Ref. U Width Height Glazing Qt. Feet Inch Feet Inch Sum of Area and UA Area Weighted U = UA/Area Width Height Qt. Feet Inch Feet Inch Sum of Area and UA Area Weighted U = UA/Area Width Height Ref. Qt. Feet Inch Feet Inch Sum of Area and Area X3 Copyright 2002 WSUCEEP 02 -054 Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) Area UA I 403.1 147.01 0.36 Area A =UXA Area UA Area X3 8/1/2003 2 of 2 ... F.. c ii. �:' c' e: 5 i. �': i i' ti:' 4 i ,,, :' v�i:: oo-�. aa1. �'_:' i�:$' s 'at4G�N�S:ttY.�J�f.:'i�t:�S'�:r . �•.r , •,��.ai��' ;�'. ITTS: & HILL ENGINEERS, INC. rofessional.Engineers and Planners FILE COPY under th ?t the Plr n ...! -. :BASE PLAN . #2279 KING .COUNTY, WA 2901 South;40m Street, Tacoma, WA -5697 Tel (2531474-9449 Fax (253) 474 -0153 repared For. Green Ridge. Homes 6 855 176 Avenue NE. R edmond, .WA 98052 b No. 10918 7. :.l'.'i.. rrwl:.�.;. J.S., •.�'.`'f'i'.. "'3a� e..F: {lr:Gi..: `In.w ♦ ial. a ....li.t: ..i.. INDEX Sifts & Hill Engineers, Inc. Job Name Base Plan #2279 Professional Engineers & Planners 2901 South 40 Street Job No. 10918 Sheet No. 1 Tacoma, Washington 98409 253 - 474 -9449 Fax: 253 - 474 -0153 By B.T. Date. 3/26/03 BASIS FOR DESIGN. 2 DESIGN LOADS. 3 LATERAL ANALYSIS. 4 —19 GRAVITY ANALYSIS. 20 -49 BASIS FOR DESIGN Sitts & Hill Engineers, Inc. Professional Engineers & Planners 2901 South 40 Street Tacoma, Washington 98409 253 - 474 -9449 Fax: 253 - 474 -0153 BUILDING CODE: 1997 EDITION OF THE UNIFORM BUILDING CODE. LOADS: ROOF LIVE LOAD = 25 PSF (SNOW). ROOF DEAD LOAD = 16 PSF. FLOOR LIVE LOAD = 40 PSF (REDUCIBLE). FLOOR DEAD LOAD = 12 PSF. STAIR LIVE LOAD = 100 PSF. WIND LOAD; 80 MPH WIND SPEED, EXPOSURE B. SEISMIC ZONE 3 (Z = 0.30) FOUNDATIONS: SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 1'6" MINIMUM BELOW FINISHED GRADE. ALLOWABLE BEARING VALUE = 2000 PSF. CONCRETE: MINIMUM 28 DAY STRENGTH 3,000 PSI EXCEPT AS FOLLOWS: FOUNDATIONS 2,500 PSI REINFORCING: BARS #5 AND LARGER: Fy = 60,000 PSI. BARS #4 AND SMALLER: Fy = 40,000 PSI. STRUCTURAL STEEL: STRUCTURAL STEEL: Fy = 36,000 PSI. BOLTS: A307 WOOD: STUDS 2X4 2X6 OR LARGER POSTS 4X4 4X6 OR LARGER 6X6 OR LARGER Job Name Base Plan #2279 Job No. 10918 Sheet No. 2 By B.T. Date 3/26/03 WOOD TYPE JOISTS 2X4 H.F. #2 2X6 OR LARGER H.F. #2 BEAMS WIDTH 4" OR LESS D.F. #2 WIDTH GREATER THAN 4" D.F. #2 LEDGERS AND TOP PLATES H.F. #2 H.F. #2 H.F. #2 H.F. #2 H.F. #2 H.F. #2 GLUED - LAMINATED BEAMS (GLULAM): Fb = 2,400 PSI, Fv = 165 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 1,800,000 PSI. ::::� ✓,,..........., ...... t:. ., . . �, ._...... e. 7. brF., ae... H .,- �..loryt.*.n.''1zhF+.`til3.ti: DESIGN LOADS ROOF DEAD LOADS: Sifts & Hill Engineers, Inc. Professional Engineers 2901 South 40 Street Tacoma, Washington 98409 253 - 474 -9449 Fax: 253 - 474 -0153 ROOF 6.5 PSF INSULATION 2.0 SHEATHING 1.5 FRAMING 2.5 BEAMS 1.5 MISC. MECH., & LGTN. 2.0 16 PSF TOTAL DEAD LOAD ROOF LIVE LOAD: 25 PSF (SNOW) FLOOR DEAD LOADS: FLOOR LIVE LOAD: FLR. COVER 1 PSF INSULATION 1.0 SHEATHING 3.0 FRAMING 3.0 BEAMS 2.0 MISC. MECH., & LGTN. 2.0 12 PSF TOTAL DEAD LOAD 40 PSF (REDUCIBLE) Job Name. Base Plan #2279 Job No. 10918 Sheet No. 3 By B.T. Date. 3/26/03 PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON z z Q J U 0 0 . co o W I F- N O W 2 !L < d = W z H H z 1— U � O — 0 W W. F .. z W N O z 1 7 t SETTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Plan #2279 1- 10918.mcd 03/26/2003 design Binh Tran chk Ed Brown LATERAL ANALYSIS : BASED ON 1997 UNIFORM BUILDING CODE AS AMENDED BY LOCAL JURISDICTION. SEISMIC LOADS BASED ON UBC CHAPTER 16, SECTION 1630.2 SEISMIC ZONE : 3 Z := .3 I := 1.0 C := 0.36 C, := 0.54 R := 5.5 W TABLE 16 -I TABLE 16 -K TABLE 16 -Q TABLE 16 -R TABLE 16 -N BUILDING /STRUCTURE WEIGHT Equation 30 -6 V := 0.11 •C W V = 0.04 W Minimum 2.5C Equation 30 -5 V := W R V = 0.164 W Governs by inspection. Acceleration controls seismic design of short structures. Conservatively, assume a redundancy factor of: p := 1.4 Working Strength Level then becomes: E .= V•p W 1.4 E = 0.16 W (vertical component of earthquake ground motion taken as 0 for allowable stress design) Lateral forces will be distributed along lines of force /resistance. Lines of force /resistance will be investigated for both wind and seismic lateral loads. Plan #2279 NMI MAIN FL. +1 � UQI11d1111. :11iiii 1 f 1t t.. 1111111111111111111111.11 /11111111 1111111 • X111 RtriN d1 1i111ith. d111 1 1. 1111M1 e 11111111111111111111111 r . .111111 I11(1tmrllnu►. .111111111111118 nm •'��••• 11111111 1 •" � I1 UU11 "MA 11 .1 INNfi Fri R1 FL. en \N't-wle• O •FT FR ELEVATION 1'_0" LEFT ELEVATION 1/4".1' -CO" 5 Ij _ ._ � 12.1 II © © 8B W X11 _ ®; m. la . - gg � l ._J El 111111 1� �El El Ei El E] ®, nml UPPER FL. R. UPPER FLOOR 61 MAIN FL. R. 0 GdRAGE in MAIN 'OP OF FNO FLOOR MAIN FL. +1 � UQI11d1111. :11iiii 1 f 1t t.. 1111111111111111111111.11 /11111111 1111111 • X111 RtriN d1 1i111ith. d111 1 1. 1111M1 e 11111111111111111111111 r . .111111 I11(1tmrllnu►. .111111111111118 nm •'��••• 11111111 1 •" � I1 UU11 "MA 11 .1 INNfi Fri R1 FL. en \N't-wle• O •FT FR ELEVATION 1'_0" LEFT ELEVATION 1/4".1' -CO" 5 Ij _ ._ � 12.1 II © © 8B W X11 _ ®; m. la . - gg � l ._J El 111111 1� �El El Ei El E] ®, nml UPPER FL. R. UPPER FLOOR 61 MAIN FL. R. 0 GdRAGE in MAIN 'OP OF FNO FLOOR UPPER FL. UPPER FLOOR MAIN FL. £. MAIN FLCOR REAR ELEVATION I /4 "= I' -0" 1/4 ".I' -0" RIGHT ELEVATION Pwiia,ar'wis;Sii Z 1 W -J v O 0 CO CI CO ILI J = H 111 2 La co I z = I— O z • w U O - O 1- w W LL - I w Z • = z SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Plan #2279 10918.mcd 03/26/2003 design Binh Tran chk Ed Brown WIND USE METHOD 2 - PROJECTED AREA METHOD PER UBC SECTION 1621.3 STRUCTURE LESS THAN 200 FEET IN HEIGHT. P = Ce Cq qs Iw WHERE: WIND EXPOSURE = B Ce = COMBINED HEIGHT AND GUST FACTOR COEFFICIENT (TABLE 16 -G) Cq = PRESSURE COEFFICIENT (TABLE 16 -H) qs = WIND STAGNATION PRESSURE BASED ON WIND SPEED (TABLE 16 -F) Iw = IMPORTANCE FACTOR (TABLE 16 -K) Exposure B, 80 mph WIND SPEED Height Above Ground (ft.) 0' to 15' 15' to 20' 20' to 25' 25' to 30' Ce Ce15 := .62 Ce20 := .67 Ce25 := .72 Ce30 := .76 80 mph WIND SPEED qs := 16.4• lb Iw := 1.0 Cq := 1.3 -- ft 2 Wind Pressure (psf) P1 := gs•Iw•Cq•Ce15 P1 = 13.21bft P2 := gs•Iw•Cq•Ce20 P2 = 14.31b ft P3 := gs•Iw•Cq•Ce25 P3 = 15.41b ft P4:= gs•Iw•Cq•Ce30 P4 = 16.2 lb ft WIND SHEAR AT ROOF DIAPHRAGM: W := P2.11•ft WIND SHEAR AT 2nd FLOOR DIAPHRAGM: W := W + P1.10•ft WIND SHEAR AT GARAGE DIAPHRAGM: W3 := Pl.8• W2 = 157.11b ft -I W = 289.31b ff W3 = 105.7.1b ft Plan #2279 0 W ?`I •Fr -1 L _._ 3' -8 I(1• MST. SUITE CARPET C12 L 4 1322.4 W . •3 30 6 6 6 FIX (MATCH DOOR OELO111 f - 0 (21 7.6 2 SO 2 •.e 1n' 2' -9 112" f i S' 1" 3'-8 111" v.TA 34 ' 0 . n ,p7 `` F4 N T \• NS vP0.5. t O AEI galr SED 3 4 CARPE; > 6'•6" . ez *,_ FL-Pck 13' 0' 50 C11 0 0 5 1227.6 4 7f /4 X 3 L /502 6'•1 I/ • b' •b 4) BED 2 CARPET G s SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Plan #2279 10918.mcd 03/26/2003 design Binh Tran chk Ed Brown Upper Floor Walls Upper Floor Wall Line AA: Distance between Lines of Resistance: Total Wall Length: Wind Shear Resisting Moment: Net Uplift: W2•L2•.5 vaa Laa Seismic Tributary Weight: Laa := 7.ft OTM — DLR U laa L2 := 31 • ft vaa = 347.9 lb ft l Roof := 16•psf•34•ft• 21 •ft Roof = 84321b Wall := 10•psf•34•ft•5•ft Wall = 17001b W := Roof + Wall W = 101321b Seismic Force: E aa := V W = 236.9 lb ft' Wind Controls Design Laa Check wall section: laa := 7.ft Overturning Moment: OTM := vaa•laa. 1 OTM = 19483.9 lb ft Dead load resisting: Roof := 16.psf•8•ft•laa Roof = 896 lb Wall := 10•psf•Hw laa Wall = 560 lb Total := Roof + Wall Total = 1456 lb DLR := Total. laa DLR = 5096 lb ft 2 W2 = 157.11b ft - ' Plate Height: H := 8•ft Shear Wall Type P1 -6- 10d nails @.6" O.C. Capacity = 278 PLF U = 2055.4 lb Simpson Straps MST37. 3 Plan #2279 v iws9lrva,�wb cu ..,:.� : SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Plan #2279 10918.mcd 03/26/2003 design Binh Tran chk Ed Brown Upper Floor Wall Line BB: Distance between Lines of Resistance: Total Wall Length: Lbb := (5.5 + 4).ft (W + (W Wind Shear vbb Lbb Seismic Tributary Weight: Resisting Moment: Net Uplift: L2 := 31 • ft L3 := 13 • ft W2 = 157.11b ft 1 vbb = 471.4 lb ft Roof := 16•psf•34•ft 31.+ 13 ft Roof = 11968 lb 2 Wall := 10•psf•34•ft•5•ft Wall = 1700 lb W := Roof + Wall W = 13668 lb Dead load resisting: Roof := 16•psf•8•ft•lbb Roof = 512 lb Wall := 10•psf•Hw 1bb Wall = 320 lb Total := Roof + Wall Total = 832 lb DLR := Total. 1 2 U OTM — DLR lbb DLR = 1664 lb ft Plate Height: H 8•ft Shear Wall Type P1 -3 10d nails @ 3" O.C. Capacity = 545 PLF Seismic Force: Ebb := v W Ebb = 235.4 lb ft Wind Controls Design Lbb Check wall section: lbb := 4.ft Overturning Moment: OTM := vbb•lbb•H,,, OTM = 15084.3lbft U = 3355.1 lb Simpson Straps MST48. )0 Plan #2279 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Plan #2279 10918.mcd 03/26/2003 design Binh Tran chk Ed Brown Upper Floor Wall Line CC: Distance between Lines of Resistance: L1 := 34.ft Total Wall Length: Wind Shear vcc Seismic Tributary Weight: Seismic Force: Resisting Moment: Net Uplift: W2. L 1 •.5 Lcc Lcc := 15.ft Plate Height: H := 8•ft Roof := 16•psf•31•ft. 4 . ft Roof = 8432 lb 2 Wall := 10•psf.31.ft•5•ft Wall = 1550 lb W := Roof + Wall W = 99821b V•W Lcc Check wall section: lcc := 15.ft Overturning Moment: OTM := vcc•lcc•H", OTM = 21369.5 lb ft Dead load resisting: Roof := 16•psf•6•ft•lcc Roof = 1440 lb Wall := 10•psf•Hw lcc Wall = 1200 lb Total := Roof + Wall Total = 2640 lb DLR := Total• lcc 2 OTM — DLR U lcc vcc = 178.1 lb ft E„ = 108.9 lb ft Wind Controls Design DLR = 19800 lb ft U = 104.61b W2 = 157.11b No Holdown. Shear Wall Type P1 -6 10d nails@ 6" O.C. Capacity = 278 PLF Plan #2279 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Plan #2279 Upper Floor Wall Line DD: Distance between Lines of Resistance: L1 := 34.ft Total Wall Length: Ldd := (10 + 16).ft Wind Shear Seismic Force: Resisting Moment: Net Uplift: W2•L1•.5 vdd Ldd Seismic Tributary Weight: Roof := 16•psf•31 •ft• 34 —.ft Roof = 8432 lb 2 Wall := 10•psf.31.ft•5•ft Wall= 15501b W := Roof + Wall W = 99821b V•W Edd Ldd Check wall section: kid := 10.ft Overturning Moment: OTM := vdd•ldd•H OTM = 8219Ibft Dead load resisting: Roof := 16•psf•6•ft•ldd Roof = 960 lb Wall := 10•psf•Hw ldd Wall = 800 lb Total := Roof + Wall • Total = 1760 lb DLR := Total. Idd 2 OTM — DLR U Idd W2 = 157.11b ft I Plate Height: II, := 8. ft vdd = 102.7 lbft t Shear Wall Type P1 -6 10d nails @ 6" O.C. Capacity = 278 plf Edd = 62.8lbft Wind Controls Design DLR = 8800 lb ft U = –58.1 lb No Holdown. I 2 10918.mcd 03/26/2003 design Binh Tran chk Ed Brown Plan #2279 4 .a....::v • 5'- 11314 9•.Ip• I p. -p 3' -10 I/4' 5'•5 I/1' (412 b • r DINING 4'•9 1/:• 3' - 2 112" ___ REF. (27 2x4 (3) 1a ^ (2) 2.6 { 2.6 121 ..6 4 ° 5 %O 10'.0" 5 -O" 5' -0 5' -5 1(2 "+q (4) 2x 1' -I I" 4'.11 I/4' 5' -9 I(2' 5' -2 3/4 2' -5 I/ 3' -II' 16'.3' 21'•0' 3'•2 2'.5 1/! 2 '.4 12' ��I= ( -0" O z re LLI QQ J U 00 111 F WD 2 g a i V F- lLl Z I- 0 ZF- LU ju 0 O • — D I- W W F- F" - O w Z U 0 F" Z SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Plan #2279 10918.mcd 03/26/2003 design Binh Tran chk Ed Brown Main Floor Walls Main Floor Wall Line A: Distance between Lines of Resistance: Total Wall Length: Wind Shear va Tributary Weight: Seismic Force: Resisting Moment: Net Uplift: W La Roof := 16•psf•47•ft• 2 .ft Roof = 11656 lb Wall := 10•psf•47•ft• 12.5• ft Wall = 5875 lb Floor := 12•psf.47.ft• 2 1 .ft Floor = 8742 lb W := Roof + Wall + Floor W = 26273 lb La yW E .— La La := (3.5 + 3).ft Plate Height: Check wall section: l := 3.ft Overturning Moment: OTM := va•la•H,,, OTM = 18627.3 lb ft Dead load resisting: Roof := 16•psf•8•ft•la Roof = 384 lb Wall := 10•psf•H 2•la Wall = 540 lb Floor:= 12•psf•7•ft•la Floor = 252 lb Total := Roof + Wall + Floor Total = 1176 lb DLR := Total. l 2 OTM — DLR U la L2 := 31 . ft Wi = 289.31b ff va = 689.9 lb ft t DLR = 1764 lb ft := 9.ft Shear Wall Type P1 -2 10d nails @ 2" O.C. Capacity = 713 PLF E = 661.41b ft l Wind Controls Design U = 5621.1 lb Simpson Holdown. PHD6. Plan #2279 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Plan #2279 10918.mcd 03/26/2003 design Binh Tran chk Ed Brown Main Floor Wall Line B: Distance between Lines of Resistance: Wind Shear Seismic Tributary Weight: Resisting Moment: Net Uplift: W + L2)..5 vb Lb L5 := 17•ft L2 := 31•ft WI = 289.3 lb ft Total Wall Length: Lb := (3 + 3 + 5 + 8).ft Plate Height: II, := 9.ft Roof := 16•psf•47 ft 17 2 31 ft Roof = 3841b Wall := 10•psf•47•ft•12.5•ft Wall = 5875 lb Floor:= 12•psf•47•ft• 17 + 31 ft Floor= 13536 lb 2 W := Roof + Wall + Floor W = 37459 lb Seismic Force: E . - V W Eb = 322.6 lb ft-t Wind Controls Design Lb Check wall section: lb := 3.ft Overturning Moment: OTM := vb•lb•H OTM = 9867.1 lb ft Dead load resisting: Roof := 16•psf•8•ft•lb Roof = 384 lb Wall := 10•psf•Hw lb Wall = 270 lb Floor:= 12•psf•8•ft•lb Floor = 288 lb Total := Roof + Wall + Floor Total = 942 lb DLR := Total. lb 2 U OTM — DLR lb vb = 365.41b ft- Shear Wall Type P1-4 10d: nails @ 4 O.C. Capacity =418 PLF DLR = 14131b ft U = 2818 lb Simpson Holdown. PHD2. IS Plan #2279 • SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Plan #2279 Main Floor Wall Line C: Distance between Lines of Resistance: Total Wall Length: Wind Shear Seismic Tributary Weight: Seismic Force: E := Lc *1. Check wall section: lc := 7.ft Overturning Moment: OTM := vc•Ic H Dead Toad resisting: Roof := 16•psf•6•ft•Ic Roof = 672 Ib Wall := 10•psf•H 2.1c Wall = 12601b Floor:= 12•psf•4•ft•lc Floor= 3361b Total := Roof + Wall + Floor Total = 2268 Ib Resisting Moment: Net Uplift: *2. Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: W + L1)•.5 vc Lc 16 +31 Roof := 16•psf•48•ft• ft Roof = 18048 Ib 2 Wall := 10•psf•48•ft•12.5•ft Wall = 60001b Floor:= 12.psf.48.ft. 16 + 31 ft Floor = 135361b 2 W := Roof + Wall + Floor W = 37584 Ib V•W Lc := (7 + 20)•ft Plate Height: H,:= 9.ft DLR := Total. lc 2 OTM — DLR U :— lc lc := 20•ft OTM := vc•lc•H DLR := Total. lc 2 OTM — DLR U lc L4:= 16•ft L1 := 31•ft Wi = 289.31bff vc = 251.81b ff t Shear Wall Type P1 -6 10d nails @ 6" O.C. Capacity = 278 PLF E = 227.8 lb ff t Wind Controls Design OTM = 158641b ft DLR = 79381b ft U = 1132.31b Simpson Holdown. HPAHD22. OTM = 45325.6 lb ft Roof := 16•psf•6•ft•lc Roof = 19201b Wall := 10 psf Hw 2 lc Wall = 36001b Floor := 12.psf.4.ft.lc Floor = 960 Ib Total := Roof + Wall + Floor Total = 6480 Ib DLR = 648001b ft U = - 973.71b No Holdown. lL <'Ut;'dit� tir a:.�r•:.irrkti��l:ii: 10918.mcd 03/26/2003 design Binh Tran chk Ed Brown Plan #2279 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Plan #2279 10918.mcd 03/26/2003 design Binh Tran chk Ed Brown Main Floor Wall Line D: Distance between Lines of Resistance: L2 := 31•ft W = 289.3 lbff Total Wall Length: Ld := (15 + 28)•ft Wind Shear Seismic Tributary Weight: Resisting Moment: Net Uplift: W vd Ld U :_ OTM — DLR ld vd = 104.3 lb ft Roof := 16• 31 •ft Roof = 11904 lb 2 Wall := 10.psf.48.ft.12.5.ft Wall= 6000 lb Floor:= 12•psf•48•ft. 31 .ft Floor = 8928 lb 2 W := Roof + Wall + Floor W = 26832 lb Plate Height: H := 9•ft Seismic Force: E := V W Ed = 102.1 lb ft Wind Controls Design Ld Check wall section: ld := 15•ft Overturning Moment: OTM := vd•ld•H OTM = 14078.7 lb ft Dead load resisting: Roof := 16•psf•6•ft•ld Roof = 1440 lb Wall := 10•psf•Hw 2.1d Wall = 2700 lb Floor := 12•psf• I.3•ft•Id Floor = 234 lb Total := Roof + Wall + Floor Total = 4374 lb DLR := Total- ld DLR = 32805 lb ft 2 U = —1248.4 lb No Holdown. Shear Wall Type P1 -6 10d nails @ 6" O.C. Capacity = 278 PLF 3 Plan #2279 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Plan #2279 10918.mcd 03/26/2003 design Binh Tran chk Ed Brown Main Floor Wall Line E: Distance between Lines of Resistance: Total Wall Length: Le := 29.ft Wind Shear ve .— Seismic Tributary Weight: Seismic Force: Net Uplift: W Le Roof := 16•psf•31.ft• 2 .ft Roof = 39681b Wall := 10•psf•31•ft•5•ft Wall = 15501b W := Wall + Roof W= 55181b E — V•W - Le Check wall section: le := 29.ft Overturning Moment: OTM := ve•le•H,,, OTM = 20830.5lbft Dead load resisting: Wall := 10•psf•H,, le Wall = 2610 lb Roof := 16.psf.8.ft.le Roof = 3712 lb Total := Wall + Roof Total = 6322 lb Resisting Moment: DLR := Total. le 2 OTM — DLR U le L4:= 16.ft W1 = 289.31bft I ve = 79.8 lb ft Plate Height: H := 9.ft Shear Wall Type P1 -6 10d nails @ 6" O.C. Capacity = 278 PLF E = 31.1 lb ft Wind Controls Design DLR = 91669 lb ft U = —2442.7 lb No Holdown. 1% Plan #2279 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Plan #2279 10918.mcd 03/26/2003 design Binh Tran chk Ed Brown Main Floor Wall Line F: Distance between Lines of Resistance: L5 := 17.ft W3 = 105.7 lb ft Total Wall Length: Lf := (2.5 + 2.5).ft Plate Height: H, := 9.ft Wind Shear Seismic Tributary Weight: Seismic Force: W3•L5•.5 vf Lf vf = 179.8 lb f { Roof := 16•psf.31.ft• 17 Roof Roof = 4216 lb 2 Wall := 10•psf•5•ft•5•ft Wall = 2501b W := Roof + Wall W = 44661b E yW r Lf — E = 146.2 lb ff t Wind Controls Design Check wall section: If := 2.5.ft Overturning Moment: OTM := vf•lf•H,,, OTM = 4044.8lbft Dead load resisting: Roof := 16.psf.4.ft.lf Roof = 160 lb Wall := 10•psf•Hw if Wall = 225 lb Total := Roof + Wall Total = 385 lb Resisting Moment: DLR := Total• if DLR = 481.3 lb ft 2 Shear Wall Type P1 -6 10dnails @6" O.C. Capacity = 278 plf Net Uplift: U := OTM - DLR U = 1425.4 lb Simpson Holdown. If STHD14. Plan #2279 0 4 ©'.0• s - ENO MUSS cr 2a17 RAFTERS • 7•• OC. END 'CUSS ^•ATC- 2.12 QAFTCRS CCRNER SET Ds. pC BELP., gas 7•B 0 / MUSSES E5 f f62 665 SCISSOR— �J ::s• OL ^ I J j ) 7 0 D.S.0 \D 2a D.S.0 \ 4'.0' JACC TRUSSES as. 005 00 S. a 0 4 Nor • VENTE • ROOF • ROCF • SKYLIc SKrL!c • TRi55. OTUEA w�q�Rpl•i' YMTA! k�7Ni�� t��'iH1ICaSVMtt��..._., –.., „�....,....�+_r^•v x'x+"�M�'+�"i1yA+Nw�e!�dt�'.� . ALL e STAMP CFFICE OEFCF TRUE. • ALL TF • ALL is N AtaF• • T.Ra:55E DEPT • • ALL T' SITE FC • ALL CC MAIN Cs • TR53 WA5UIN • TRU55E LNOEQ OEAR nAraFc SPAC:ti • APPQC RAFT_. •L10mrr IDENTIF FCLLCI:. A. 9 . C. • ALL RO' FRAPIEt: PART CF LLELL FIT BEFORE BRACING . ROOF TF se ARINO O ISPLAC TO RES.: / 1 AIIMEZEZEIME1221111 I.. 0 4 ©'.0• s - ENO MUSS cr 2a17 RAFTERS • 7•• OC. END 'CUSS ^•ATC- 2.12 QAFTCRS CCRNER SET Ds. pC BELP., gas 7•B 0 / MUSSES E5 f f62 665 SCISSOR— �J ::s• OL ^ I J j ) 7 0 D.S.0 \D 2a D.S.0 \ 4'.0' JACC TRUSSES as. 005 00 S. a 0 4 Nor • VENTE • ROOF • ROCF • SKYLIc SKrL!c • TRi55. OTUEA w�q�Rpl•i' YMTA! k�7Ni�� t��'iH1ICaSVMtt��..._., –.., „�....,....�+_r^•v x'x+"�M�'+�"i1yA+Nw�e!�dt�'.� . ALL e STAMP CFFICE OEFCF TRUE. • ALL TF • ALL is N AtaF• • T.Ra:55E DEPT • • ALL T' SITE FC • ALL CC MAIN Cs • TR53 WA5UIN • TRU55E LNOEQ OEAR nAraFc SPAC:ti • APPQC RAFT_. •L10mrr IDENTIF FCLLCI:. A. 9 . C. • ALL RO' FRAPIEt: PART CF LLELL FIT BEFORE BRACING . ROOF TF se ARINO O ISPLAC TO RES.: SITTS & HILL ENGINEERS , INC. TACOMA, WASHINGTON (253) 474.9449 PROJECT I - 1 DESIGNED SI N 1" DATE 5/Z.-4/0 JOB I a Z 1 6 CHECKED DATE SHEET OF rQ0 . +- viDL WL� 25• (o/ = S 7_q In1p 16 .32.2: 276 4 00 . tA) yDL lb/2- - tz W L.1 = 25 /6/z - .100 . I NA) � I ) L ?5P // - w �l ' / 107 l Z , • -))2 _ftr # W PL ((X)@? ZZC, -r- VU LL:, ( // 5/4' I6) SL is /Z u5;. S s4io I� I , tI Title : Dsgnr: Description : Scope : Job # Date: 2:29PM, 26 MAR 03 Lk Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (c)1983.2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\10900\ 109181calculations 110918.ecw:Calcula General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Description Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary [Deflections Beam 1. 4x10 1 DL DL DL 3.500 in 9.250 in Sawn 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E [ull Length Uniform Loads 80.00 #/ft #/ft #/ft LL LL LL Span= 5.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.174 ; 1 Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max © Right Support Max. M allow fb 154.02 psi Fb 990.00 psi Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * © Center @ Left @ Right Dead Load -0.003 in 2.500 ft 19,698.9 D.L. Defl) ... 0.005 in 0.000 in 0.000 In 0.6 k -ft 4.1 k -ft 0.64 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft 4.12 fv 16.53 psi Fv 95.00 psi Total Load -0.008 in 2.500 ft 7,687.38 2.500 ft 5.000 ft Reactions... Left DL Right DL 22, 5.00 ft ft ft 900.0 psi 95.0 psi 625.0 psi 1,600.0 ksi 125.00 #/ft #/ft #/ft 0.20 k 0.20 k Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft Lu Lu Lu Maximum Shear * 1.5 Allowable Shear: Dead Load 0.000 in 0.0 0.000 in 0.0 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.5 k 3.1 k @ Left 0.51 k @ Right 0.51 k Camber: @ Left 0.000in © Center 0.005in @ Right 0.000in Max 0.51 k Max 0.51 k Total Load 0.000 In 0.0 0.000 in 0.0 Rev: 560000 User: KW0602611, Ver 5.6.0, 2-Sep-2002 (01983.2002 ENERCALC Engineering Software General Timber Beam Page 1 p: 110900\ 109 181calculations110918.ec ..Calcula Description L General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever [Deflections Beam 2. 4x10 Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 492.87 psi Fb 990.00 psi DL DL DL 3.500 in 9.250 in Sawn 1.000 Pin -Pin 2.05 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.12 fv Fv Center Span... Dead Load Deflection -0.010 in ...Location 2.500 ft ...Length /Deft 6,155.9 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.015 in @ Left 0.000 in @ Right 0.000 in 256.00 #/ft #/ft #/ft Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 95.0 psi Fc Allow 625.0 psi E 1,600.0 ksi 0.557 : 1 2.0 k -ft 4.1 k -ft at 2.500 ft at 0.000 ft 52.89 psi 95.00 psi Total Load -0.025 in 2.500 ft 2,402.31 LL LL LL Scope : Span= 5.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin Reactions... Left DL Right DL Z. 3 Title : Dsgnr: Description : 5.00 ft Lu ft Lu ft Lu 400.00 #/ft #/ft #/ft 1.7 k 3.1 k @ Left 1.64 k @ Right 1.64 k Camber: @ Left 0.000 in @ Center 0.015in @ Right 0.000 in Maximum Shear * 1.5 Allowable Shear: 0.64 k 0.64 k Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Defl Job # Date: 2:28PM, 26 MAR 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 1.64 k Max 1.64 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 560000 User: KW-0602611, Ver 5.6.0, 2 -Sep -2002 (01983.2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\ 10900110918 \calculations \10918.ecw:Calcula Description General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements II Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever L Summary Span= 6.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 354.87 psi Fb 990.00 psi Deflections Beam 3. DL DL DL 1.48 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.12 fv Fv Center Span... Dead Load Deflection -0.010 in ...Location 3.000 ft ...Length /Defl 7,124.9 Camber ( using 1.5 * D.L. Defi) ... @ Center 0.015 in @ Left 0.000 in @ Right 0.000 in Center Span 3.500 in Left Cantilever 9.250 in Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi 128.00 #/ft #/ft #/ft 33.92 psi 95.00 psi Total Load -0.026 in 3.000 ft 2,780.45 LL LL LL Depth = 9.25in, Ends are Pin -Pin 0.358 ; 1 1.5 k -ft 4.1 k -ft at 3.000 ft at 6.000 ft Title : Dsgnr: Description : Scope : Reactions... Left DL Right DL Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl 6.00 ft Lu ft Lu ft Lu 200.00 #/ft #/ft #/ft Job # Date: 2:28PM, 26 MAR 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK 1.1 k 3.1 k @ Left 0.98 k @ Right 0.98 k Camber: @ Left 0.000in @ Center 0.015in @ Right 0.000in Maximum Shear * 1.5 Allowable Shear: 0.38 k 0.38 k Max 0.98 k Max 0.98 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 _ (c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\10900\1 09181ca l cu l a I i o n s\ 10 918. a cw: Ca I c u l a Description Beam 4. General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x12 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max @ Right Support Max. M allow fb 701.68 psi Fb 850.00 psi Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D. © Center @ Left @ Right DL DL DL 1.500 in 11.250 in Sawn 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E 'Full Length Uniform Loads Span= 19.00ft, Beam Width = 1.500in x Depth = 11.25in, Ends are Pin -Pin Dead Load -0.203 in 9.500 ft 1,124.5 L. Defl) ... 0.304 in 0.000 in 0.000 in 1.85 k -ft 0.00 k -ft 16.00 #/ft #/ft #/ft 0.826: 1 1.9 k -ft 2.2 k -ft at 9.500 ft at 19.000 ft 0.00 k -ft 0.00 k -ft 2.24 fv 31.30 psi Fv 75.00 psi Total Load -0.520 in 9.500 ft 438.81 LL LL LL Reactions... Left DL Right DL Z'S Title : Dsgnr: Description : Scope : Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl 19.00 ft Lu ft Lu ft Lu 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi 25.00 #/ft #/ft # /ft Maximum Shear Allowable Shear: Camber: 0.15 k 0.15 k * 1.5 @ Left @ Right @ Left @ Center @ Right Max Max Job # Date: 2:28PM, 26 MAR 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.5 k 1.3 k 0.39 k 0.39 k 0.000 in 0.304 in 0.000 in 0.39 k 0.39 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 r+.::rt`.:..�adi. Chtrnuk Description Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Dead Load Live Load ...distance Summary Beam 5. 8,410.0 lbs lbs 10.000 ft i Max. Positive Moment Max. Negative Moment Max @ Left Support Max © Right Support Max. M allow fb 2,326.68 psi Fb 2,900.00 psi Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D @ Center @ Left @ Right Prllm: 5.25x18.0 5.250 in 18.000 in GluLam 1.000 Pin -Pin lbs lbs 0.000 ft 54.97 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 68.51 fv Fv Dead Load -1.271 in 13.340 ft 273.9 .L. Defl) ... 1.906 in 0.000 in 0.000 in 87.46 psi 290.00 psi lbs lbs 0.000 ft at 9.976 ft at 0.000 ft Total Load -1.271 in 13.340 ft 273.88 Title : Dsgnr: Description : Scope : Lk Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (c)1983.2002 ENERCALC Engineering Software General Timber Beam Page 1 p: \10900\ 10918 \calculations\ 10918.ecw:Calcula General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E 29.00 ft Lu ft Lu ft Lu Parallam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi Point Loads Span= 29.00ft, Beam Width = 5.250in x Depth = 18.in, Ends are Pin -Pin Max Stress Ratio 0 : 1 Maximum Moment 55.0 k -ft Allowable 68.5 k -ft Reactions... Left DL Right DL lbs lbs 0.000 ft lbs lbs 0.000 ft 8.3 k 27.4 k @ Left 5.51 k @ Right 2.90 k Camber: @ Left 0.000 in @ Center 1.906 in @ Right 0.000in Maximum Shear * 1.5 Allowable Shear: 5.51 k 2.90 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length /Defl Job # Date: 2:28PM, 26 MAR 03 0.00 ft 0.00 ft 0.00 ft lbs lbs 0.000 ft lbs lbs 0.000 ft Beam Design OK Max 5.51 k Max 2.90 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 L Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (c)1983.2002 ENERCALC Engineering Software General Timber Beam Page 1 p: \10900\ 10918 \calculations \10918.ecw:Calcula Description General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x19.5 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Dead Load Live Load ...distance Summary Option 5. Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,030.85 psi Fb 2,213.65 psi Deflections 8,410.0 lbs lbs 10.000 ft 5.125 in 19.500 in GluLam 1.000 Pin -Pin lbs lbs 0.000 ft Center Span... Dead Load Deflection -1.138 in ...Location 13.340 ft ...Length/Defl 305.9 Camber ( using 1.5 D.L. * Defl) ... @ Center 1.706 in @ Left 0.000 in @ Right 0.000 in 55.0 k -ft 59.9 k -ft 54.97 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 59.92 fv 82.70 psi Fv 165.00 psi Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fc Allow E Point Loads lbs lbs 0.000 ft Span= 29.00ft, Beam Width = 5.125in x Depth =19.5in, Ends are Pin -Pin Max Stress Ratio 0.917 : 1 at 9.976 ft at 0.000 ft Total Load -1.138 in 13.340 ft 305.93 Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : lbs lbs 0.000 ft 29.00 ft ft ft 2,400.0 psi 165.0 psi 560.0 psi 1,800.0 ksi 8.3 k 16.5 k @ Left 5.51 k @ Right 2.90 k Camber: @ Left 0.000 in @ Center 1.706 in @ Right 0.000in Maximum Shear * 1.5 Allowable Shear: 5.51 k 2.90 k Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length /Defl Lu Lu Lu lbs lbs 0.000 ft Job # Date: 2:28PM, 26 MAR 03 0.00 ft 0.00 ft 0.00 ft lbs lbs 0.000 ft Beam Design OK Max 5.51 k Max 2.90 k lbs lbs 0.000 ft Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 p: \10900 \10918 \calculations\ 10918.ecw:Calcula Description General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity _ Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 499.03 psi Fb 990.00 psi Deflections Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * @ Center @ Left @ Right Beam 6. 4x10 Center Span 9.00 ft 3.500 in Left Cantilever ft 9.250 in Right Cantilever ft Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi 1 DL DL DL 2.08 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.12 fv Fv Dead Load -0.032 in 4.500 ft 3,377.7 D.L.Defl) 0.048 in 0.000 in 0.000 in 80.00 #/ft #/ft #/ft Span= 9.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin 0.504 : 1 2.1 k -ft 4.1 k -ft at 4.500 ft at 0.000 ft 35.56 psi 95.00 psi Total Load -0.082 in 4.500 ft 1,318.14 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : Calculations are designed to 1997 NDS and 1997 UBC Requirements Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Deft 125.00 #/ft #/ft #/ft Lu Lu Lu 1.2 k 3.1 k @ Left 0.92 k @ Right 0.92 k Camber: @ Left 0.000 in @ Center 0.048 in @ Right 0.000 in Maximum Shear * 1.5 Allowable Shear: 0.36 k 0.36 k Job # Date: 2:28PM, 26 MAR 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 0.92 k Max 0.92 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p :\ 10900■10918 \calculations \10918.ecw:Calcula Description Beam 7. General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements r Section Name 4x12 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads 1 Center Left Cantilever Right Cantilever Summary 1 DL DL DL Span= 16.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 748.98 psi Fb 900.00 psi Deflections Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * D. @ Center @ Left @ Right Center Span 3.500 in Left Cantilever 11.250 in Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi 4.61 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 5.54 fv Fv Dead Load -0.124 in 8.000 ft 1,545.0 L.Defl) 0.186 in 0.000 in 0.000 in 56.00 #/ft # /ft #/ft Depth = 11.25in, Ends are Pin -Pin 0.832 : 1 4.6 k -ft 5.5 k -ft at 8.000 ft at 0.000 ft 38.97 psi 95.00 psi Total Load -0.320 in 8.000 ft 600.83 LL LL LL Reactions... Left DL Right DL 2 Title : Dsgnr: Description : Scope : 16.00 ft ft ft 88.00 #/ft #/ft #/ft Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Lu Lu Lu Job # Date: 2:28PM, 26 MAR 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK 1.5 k 3.7 k @ Left 1.15k @ Right 1.15 k Camber: @ Left 0.000 in @ Center 0.186 in @ Right 0.000 in Maximum Shear * 1.5 Allowable Shear: 0.45 k 0.45 k Max 1.15 k Max 1.15 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 \ 9 / II WS* T.11. FLOOR JOISTS SEE 1 ENGINEERED LAYOUT 4.. (5)-1.)60 c Jr - Loo -- X ,"":- C, ;:i.:d:: .�,+'Y'fi". Z 2 — ~ W 00 � J H N LL W 2 g _ 2 • d I— W Z= H F- O Z I- W • W O co O — O I— W W u. O .. W U= o ▪ I- Z SITTS & HILL ENGINEERS , INC. TACOMA, WASHINGTON (253) 474 -9449 PROJECT F� --r'�N .w Z7, . . op4 oi wpL r 16 e/z IS A. .=_ z,lt1 • 42/7._ 4o. i teLs 1 ‘(:1-- • • . 4 .0i, 3/ , 60 At- 4XIv t7r ?� :. `/ •W bL 2 12 1 /Z tiv 40 1 - �- DESIGNED I tJ\ DATE 3 ) CHECKED DATE �5 4-x10 nr 2 i• WT7L ,. !� - 2� 2 �� 2 � 1 1 4/ � �- 2 1 6ocv 4 . :ZSti ;' +4.o. 1/2_ _ 3o5 I. wDl- Z_• = % w Lt, Z , 4o / 4up '3 35x • u 3Y2 1 1 1 157 JOB 10 SHEET OF I I 11 i I I j j L =- L C� 51 L I I 1 I ► 1lJ L = b z '~ w r4 0 03 0 co 0 WI I_ CO LL w 0 2 � � = w z� t~-o z�— w w 0 0 I-- w W IL o w z P • 1— z SITTS & HILL ENGINEERS , INC. TACOMA, WASHINGTON \ (253) 474-9449 PROJECT p L P O� ZZ- .eL. 1 .. (3)2? +T DESIGNED 45 f tJ rr CHECKED �1b�Z ICI •6 72-t - 12 • 131 -t8b Zoe w LA.; : Zc • Q2- t 40 5 1 / 7 - 2 05T ! /:3'x l x. 12 - • w /(4)q- -g5 sr w/ 3x3 12 F ; 1 ^ ) /N #1- 13A4--e-. w PTA. 1.`t. zK4 Fo_5T 1GAL. L- .toN DATE Z� f D JOB I V ∎ 1 �C DATE SHEET L- t OF Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (01983.2002 ENERCALC Engineering Software Description Beam 8. [General Information Section Name 4x10 Center Span Beam Width 3.500 in Left Cantilever Beam Depth 9.250 in Right Cantilever Member Type Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Load Dur. Factor Beam End Fixity Full Length Uniform Loads 1 Center Left Cantilever Right Cantilever Summary . Span= 6.00ft, Beam Width = 3 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 641.58 psi Fb 990.00 psi Deflections DL DL DL Center Span... Dead Load Deflection -0.017 in ...Location 3.000 ft ...Length /Defl 4,183.4 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.026 in © Left 0.000 in @ Right 0.000 in 218.00 # /ft #/ft #/ft 0.00 k -ft 0.00 k -ft 4.12 fv 61.32 psi Fv 95.00 psi General Timber Beam Total Load -0.047 in 3.000 ft 1,537.92 Calculations are designed to 1997 NDS and 1997 UBC Requirements LL LL LL Reactions... Left DL Right DL .500in x Depth = 9.25in, Ends are Pin -Pin 0.648 : 1 2.7 k -ft 4.1 k -ft 2.67 k -ft at 3.000 ft 0.00 k -ft at 0.000 ft Title : Dsgnr: Description : Scope : Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl 33 6.00 ft Lu ft Lu ft Lu 375.00 # /ft #/ft #/ft Job # Date: 2:28PM, 26 MAR 03 Page 1 p:\ 109001109181calculatlons \10918.ecw:Calcula 0.00 ft 0.00 ft 0.00 ft Beam Design OK 2.0 k 3.1 k @ Left 1.78 k @ Right 1.78 k Camber: @ Left 0.000in © Center 0.026in @ Right 0.000 in Maximum Shear * 1.5 Allowable Shear: 0.65 k 0.65 k Max 1.78 k Max 1.78 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 560000 User: KW-0602611, Ver 5.6.0, 2- Sep -2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 11 p:\ 10900\10918 calculations\10918.ecw:Calcula Description Beam 9. General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity [ull Length Uniform Loads Center Left Cantilever Right Cantilever Summary Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 © Center @ Left © Right 4x10 Center Span 3.500 in Left Cantilever 9.250 in Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi DL DL DL Span= 6.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 536.63 psi Fb 990.00 psi 2.23 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.12 fv Fv Dead Load -0.014 in 3.000 ft 5,181.7 * D.L. Defl) ... 0.021 in 0.000 in 0.000 in 176.00 #/ft #/ft #/ft Depth = 9.25in, Ends are Pin -Pin 0.542 : 1 2.2 k -ft 4.1 k -ft at 3.000 ft at 0.000 ft 51.29 psi 95.00 psi Total Load -0.039 in 3.000 ft '1,838.68 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : 6.00 ft Lu ft Lu ft Lu 320.00 #/ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear: 1.7 k 3.1 k @ Left 1.49 k @ Right 1.49 k Camber: @ Left 0.000 in @ Center 0.021 in @ Right 0.000 in 0.53 k 0.53 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Job # Date: 2:28PM, 26 MAR 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 1.49 k Max 1.49 k Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 JOIST CLEAR SPAN TJI /PRO 150 117/8' LIVE LOAD U480 TOTAL LOAD 16' 65 93 18 47 83 20' 35 70 22 26 53 SITES & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Plan #2279 10918.mcd 03/26/2003 design Binh Tran chk Ed Brown 10. 11 7/8" TJI /PRO 150 @ 16" O.C. FLOOR JOISTS. Span := 16 Tw := 1.5 Wtive := 40•Tw Wiive = 60 plf Wdt := 12•Tw Wdt = 18 Of Wti Wlive + Wdl Wt1= 78 plf FROM TABLE, USE TJI /PRO 150 SERIES L/480. Plan #2279 Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (c)1983.2002 ENERCALC Engineering Software General Timber Beam Page 1 p: 1109001109181calculalions110918 .ecw:Calcula Description General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity L Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary I Deflections Beam 11. Span= 3.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 168.78 psi Fb 990.00 psi Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * D. @ Center @ Left @ Right 4x10 Center Span 3.00 ft 3.500 in Left Cantilever ft 9.250 in Right Cantilever ft Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi DL DL DL 0.70 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.12 fv Fv Dead Load -0.001 in 1.500 ft 50,665.9 L. Defl) ... 0.001 in 0.000 in 0.000 in 144.00 # /ft #/ft # /ft Depth = 9.25in, Ends are Pin -Pin 0.223 : 1 0.7 k -ft 4.1 k -ft at 1.500 ft at 0.000 ft 21.16 psi 95.00 psi Total Load -0.003 in 1.500 ft 11,692.13 Scope : Calculations are designed to 1997 NDS and 1997 UBC Requirements LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : 480.00 #/ft # /ft # /ft Maximum Shear Allowable Shear: 0.22 k Camber: 0.22 k Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Defl Lu Lu Lu * 1.5 @ Left @ Right @ Left @ Center @ Right Max Max Job # Date: 2:28PM, 26 MAR 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.7 k 3.1 k 0.94 k 0.94 k 0.000 in 0.001 in 0.000 in 0.94 k 0.94 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (c)1983-2002 ENERCALC Engineering Software Description Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Dead Load Live Load ...distance Summary [Deflections #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right #3 DL @ Left DL @ Right Beam 12. [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D. @ Center @ Left @ Right 6.75x16.5 6.750 in 16.500 in GluLam I 1.000 Pin -Pin Span= 21.00ft, Beam Width = 6.750in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,851.85 psi Fb 2,261.62 psi 248.00 # /ft LL @ Left 248.00 #/ft LL @ Right 96.00 #/ft LL @ Left 96.00 #/ft LL @ Right 248.00 #/ft LL @ Left 248.00 #/ft LL @ Right [Point Loads 3,900.0 lbs 2,000.0 lbs lbs lbs 4.000 ft 6.000 ft 47.27 k -ft -0.00 k -ft 0.00 k -ft 0.00 k -ft 57.72 fv Fv Dead Load -0.627 in 10.416 ft 401.9 L. Deft) ... 0.941 in 0.000 in 0.000 in General Timber Beam 129.77 psi 165.00 psi Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fc Allow E 1,600.0 lbs lbs 13.000 ft Depth = 16.5in, Ends are Pin -Pin 0.819 : 1 47.3 k -ft 57.7 k -ft at 9.408 ft at 21.000 ft Total Load -0.862 in 10.332 ft 292.36 Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : 305.00 #/ft 305.00 # /ft 320.00 #/ft 320.00 #/ft 305.00 # /ft 305.00 #/ft 3,900.0 lbs lbs 17.000 ft 21.00 ft ft ft 2,400.0 psi 165.0 psi 560.0 psi 1,800.0 ksi Maximum Shear * 1.5 Allowable Shear: 7.44 k 6.80 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Lu Lu Lu Start Loc End Loc Start Loc End Loc Start Loc End Loc lbs lbs 0.000 ft Job # Date: 2:28PM, 26 MAR 03 Page 1 p: \10900\ 10918 \calculations \10918.ecw:Calcula 0.00 ft 0.00 ft 0.00 ft 0.000 ft 4.000 ft 4.000 ft 13.000 ft 17.000 ft 21.000 ft lbs lbs 0.000 ft Beam Design OK 14.5 k 18.4 k @ Left 10.38 k @ Right 9.19 k Camber: @ Left 0.000 in @ Center 0.941in @ Right 0.000 in Max 10.38 k Max 9.19 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 lbs lbs 0.000 ft �r�xre�cen «rte+�s+.nx�.w�+.�.,Y.�,�.,a ► n�u Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2-Sep-2002 _ (c)1983.2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\10900\1 09181 ca i cu l a l i o n s\ 10918. a cw: C a l c u l a Description Beam 13. General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prlim: 3.5x11.875 Beam Width 3.500 in Beam Depth Member Type Load Dur. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Span= 13.00ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,876.77 psi Fb 2,900.00 psi [Deflections DL DL DL 11.875 in GluLam 1.000 Pin -Pin Center Span... Dead Load Deflection -0.180 in ...Location 6.500 ft ...Length/Defl 865.5 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.270 in @ Left 0.000 in @ Right 0.000 in 274.00 #/ft #/ft #/ft 0.647 : 1 12.9 k -ft 19.9 k -ft 12.87 k -ft at 6.500 ft 0.00 k -ft at 13.000 ft 0.00 k -ft 0.00 k -ft 19.88 fv 121.15 psi Fv 290.00 psi Total Load -0.401 in 6.500 ft 389.39 LL LL LL Scope : Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E Reactions... Left DL Right DL 3 � Title : Dsgnr: Description : 13.00 ft ft ft Parallam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 335.00 #/ft #/ft # /ft Maximum Shear Allowable Shear: Camber: 1.78 k 1.78 k Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length/Defl Lu Lu Lu * 1.5 @ Left @ Right @ Left @ Center @ Right Max Max Job # Date: 2:28PM, 26 MAR 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK 5.0 k 12.1 k 3.96 k 3.96 k 0.000 in 0.270 in 0.000 in 3.96 k 3.96 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (c)1983.2002 ENERCALC Engineering Software Description Beam 14. General Information Section Name 5.125x16.5 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right #3 DL @ Left DL @ Right Dead Load Live Load ...distance Summary Deflections 3,900.0 lbs lbs 4.000 ft i 5.125 in 16.500 in GluLam 1.000 Pin -Pin 32.00 #/ft LL @ Left 32.00 # /ft LL @ Right 206.00 # /ft LL @ Left 206.00 #/ft LL @ Right 32.00 #/ft LL @ Left 32.00 #/ft LL @ Right 3,900.0 lbs lbs 17.000 ft Span= 21.00ft, Beam Width = 5.125in x Depth = 16.5in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,154.42 psi Fb 2,324.78 psi Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D. @ Center @ Left @ Right 41.75 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 45.05 fv Fv Dead Load -0.633 in 10.500 ft 398.1 L. Deft) ... 0.950 in 0.000 in 0.000 in 0.927 : 1 41.8 k -ft 45.1 k -ft at 10.500 ft at 21.000 ft 135.42 psi 165.00 psi Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 lbs lbs 0.000 ft Total Load -0.996 in 10.500 ft 252.98 Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : General Timber Beam Fb Base Allow 2,400.0 psi Fv Allow 165.0 psi Fc Allow 560.0 psi E 1,800.0 ksi 50.00 # /ft 50.00 #/ft 335.00 # /ft 335,00 #/ft 50.00 # /ft 50.00 # /ft lbs lbs 0.000 ft Maximum Shear * 1.5 Allowable Shear: 5.37 k 5.37 k Left Cantilever... Deflection ,..Length /Deft Right Cantilever... Deflection ...Length/Defl 21.00 ft Lu ft Lu ft Lu Start Loc End Loc Start Loc End Loc Start Loc End Loc lbs lbs 0.000 ft Job # Date: 2:28PM, 26 MAR 03 Page 1 p:\ 10900\ 10918 \calculations \10918.ecw:Calcula Calculations are designed to 1997 NDS and 1997 UBC Requirements 0.00 ft 0.00 ft 0,00 ft Trapezoidal Loads j 0.000 ft 4,000 ft 4.000 ft 17.000 ft 17.000 ft 21.000 ft ` Point Loads lbs lbs 0.000 ft Beam Design OK 11.5 k 14.0 k @ Left 7.74 k @ Right 7.74 k Camber: @ Left 0.000 in @ Center 0.950 in @ Right 0.000 in Max 7.74 k Max 7.74 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 lbs lbs 0.000 ft SITTS & HILL ENGINEERS INC. 2901 SO, 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Plan #2279 15. w/ 7.7kips Load Maximum Load For (3) -2x6 HF #2 Built up Wood Post F := 1300'psi CD := 1 CFb := 1 CM := 1 E' := 1300000.psi F "c FC.CD.CFc Axial Load Capacity Slenderness Ratio (SL) SL:= h K FCE SL C = 1 + FCE F" c 2 •C �l F ", = 1430psi C := 0.8 KCE := 0.3 FE = 677 psi FCE 2 1 +— F Ce F", 2•C Spread Footing Design Soil Bearing Pressure (S Sb := 2000.psf P := 7700.lb PTL Fwidth •= S b C Kf F' = 593 psi Pmax := F' A H := 9•ft psf := 44 plf := psf•ft lb := plf.ft C := 1 CL := 1 CFc := 1.1 Fwidth = 3.8 ft 2 (3) -2x6 HF #2 Built Up Post Properties Kf := I (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := (3). 1.5.in t := 5.5.in A := t.h A = 24.8 in t.h 3 I.= — I= 41.8in 12 S := I_2 h C = 0 S = 18.6 in 3 -2x6 HF #2 Built Up Post in a Wall P = 14678 lb USE 3'x3'x12" thick Spread footing, w/ (4) #4 Bars Ea. Way 10918.mcd 03/26/2003 design Binh Tran chk Ed Brown Plan #2279 r dJ 7 "4;n us.u:j y{w daWkY'iiKhti+DlwK GWL "Y1:p'i li +ix t�s tiYN y SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Plan #2279 10918.mcd 03/26/2003 design Binh Tran chk Ed Brown 16. w/ 9.2kips Load Maximum Load For (3) -2x6 HF #2 Built up Wood Post F := 1300.psi CD := 1 E' := 1300000•psi Ft', FC Axial Load Capacity Slenderness Ratio (SL) SL:= H It FCE :_ C :_ KcE•E' SL F " = 1430 psi C := 0.8 Ku := 0.3 / \ 1 + Fct: 1 + FcE F" F" C c _ 2•C 2•C j C F' := C " F' = 593 psi Spread Footing Design Soil Bearing Pressure (Sb) Sb := 2000.psf PTL := 9200.lb Pm Fwidth S b CFb := 1 C%,1 := l C := 1 CL := 1 CFc := 1.1 FCE = 677 psi FCE F Kf Pmax := F' A Fwidth = 4.6 ft H:= 9•ft psf := 144 plf := psf•ft lb := plf•ft (3) -2x6 HF #2 Built Up Post Properties Kf := 1 ( = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := (3).1.5.in t := 5.5•in A := t•h A = 24.8 in t h 3 I:= I= 41.8in 12 S := I - S = 18.6 in h C = 0.4 3 - 2x6 HF #2 Built Up Post in a Wall Pmax = 14678 lb USE 3'x3'x12" thick Spread footing, wl (4) #4 Bars Ea. Way 41 Plan #2279 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Plan #2279 Z 10918.mcd 03/26/2003 design Binh Tran chk Ed Brown 17. w/ 7.2kips Load Maximum Load For (3) -2x4 HF #2 Built up Wood Post F := 1300•psi CD := 1 E := 1300000•psi F "c FC.CD.CFc Axial Load Capacity Slenderness Ratio (SL) SL := — h KCE•E' FCE :_ SL 2 C := 1 + FCE F" 2•C C := 0.8 F " = 1430 psi KCE := 0.3 CFt, := 1 CM := 1 C := 1 CL := 1 CF := 1.1 FCE = 677 psi 2 1 + FCE\ Fcs F " c F' 2•C Fwidth S b F' := C P F " F' = 593 psi Spread Footing Design Soil Bearing Pressure (Sb) Sb := 2000.psf P.m := 7700.1b C Kf Pmax := F'c* A Fwidth = 3.8 ft H := 9 • ft psf := psi 144 (3) -2x4 HF #2 Built Up Post Properties Kf := 1 ( = 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 I .= t• 1 2 I = 26.6 in S := I - S = 11.8 in h C = 0.4 pif := psf•ft lb := plf•ft 3 - 2x4 HF #2 Built Up Post in a Wall Pmax = 9340 lb USE 3'x3'x12" thick Spread footing, w/ (4) #4 Bars Ea. Way Plan #2279 r.::. W. i::+ a..+; o1 1 :.:i.•c,oa�s ^,:;rta�.tu:.w.:.r e 0 r. 0 m r. QS 1 (111 Y 14• SCREENED ANON. VENTS.- r r 1 7 3' -2 1 /2" 1/4 6 r 1 4.10 (In4') r - � � � L 6A 4.6 • ••EAM SPLICES r — , f - - I y f�01— 10(112) ` iO4 I^aOPPEO � I/2• R4 . RAI5E0 3 314" r --1- - •4 BARS • 24• oc• 1 I STUB CUT 24" - - I ! -- i - � I /'�2' -3 3/ i I 2' -O' 6' -0" "4 r I 4 ,10 (In6'1 r 1 L r- r i 44 (IAA') r CRAWL SPACE 4.6 •BEAM SPLICES 6 MIL BLACK 'VISOUEEN' VAPOR BARRIER OVER ENTIRE CRAW. SPACE. , B' MIN. CLEARANCE LNDER FLOOR JOISTS. 6' - 0" 6' 1 /2" 6 9 -� 1/4" 5'.3" 4.10 (1/6') `N. DROPPED 5 1/2"-A 1/4 .6 3/4" 4'.5" t 4'.8 IR' I 4'•4• — : 0 4.10 Mb', L _ J L. DROPPED 5 IR• 1 10 I /4•-t. r 4' -3 1/4" , 4'.3 1/4" 2•-101/2'1. I —1 3.•2 ' /2" 6'• 1' -10 V•11 I /4" } r 4_43.tlal0 (In0'! _ !' - -I L 1 8, L 9 41 J J - -I- -- - -I 1 1 1 1 L3; I I I •a 9AR5 • 24. OC. 1 57 CUT 7a" ()�, / / J / /// 1.8 CONC. PCRCN r-- 4 1 r - 1 r 0 .¢. 0 13 Qe - I- L L L 1 .J rJ `36 0.5 F I /4' L ., 9 r 1 a L ?J r 6'•0" 12• V 5'. I - •'WI4•) p — r 4,10 (I _ /I , w - I I yA, L zJ 446 • BEAM 1/4 L - -- .1 3,4. SPLICES L 2 z 0 m ZO 6' 6'•0 I' -10 I/ L 1^(3) 2 X I r 1 CCNT. FCOi,NG 4" CONC. 511E . SLOPE 3' TOWARDS Oil. DOORS :LI I , goy. L CONC. SLAB I • 4 t /2" 16' •3" 2'.4 . { �—f 21 •, 0 • i 46' -0" 3 xat rum • Z L • Z re W U co w 0 WI ,,^^ I- V/ LL WD LL w ry = } — Z O W • W U O D- o 1- WW - U - Or LLI Z o Z SITTS & HILL ENGINEERS , INC. TACOMA, WASHINGTON (253) 474 -9449 PROJECT 1 ZZ DESIGNED DATE CHECKED CHECKED DATE JOB ) D ! SHEET OF rovNPA-ToN\ I So 1 Wb1- = IZ� 3 2 w: LL = 40 3/t __ 4o 15. 1z• z9-/z i2 Zr3l2 fro 3�2 w x'. 2 -3 - -7? -1-4D • 2 : _.- _:.. *. Wt)L. 12'- 1S IZe2,9z t�o,,zoo. \A) Lt— 40•)2 40 .:z'o 2 . - . 5e14 z .. - z STLSS @ i� ( OeC. E�i�►� ate.. W 1.I .Tip L LNO 44 Rev: 560000 User: KW 0602611, Ver 5.6.0, 2 -Sep -2002 (c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\10001091 81ca lcul a tIon s110918. ecw:Cal cula Description General Information Member Type Sawn Hem Fir, No.2 Fb Base Allow 1.000 Fv Allow Pin -Pin Fc Allow E Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary I Deflections Beam 18. DL DL DL 18.00 #/ft #/ft #/ft Title : Dsgnr: Description : Scope : Job # Date: 2:28PM, 26 MAR 03 Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x10 Center Span 12.00 ft Lu 0.00 ft Beam Width 1.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 9.250 in Right Cantilever ft Lu 0.00 ft Full Length Uniform Loads LL LL LL I 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi 60.00 #/ft # /ft # /ft Beam Design OK Span= 12.00ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin Max Stress Ratio 0.842 : 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 1.40 k -ft at 6.000 ft Shear: @ Left 0.47 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 0.47 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.098in Max. M allow 1.67 Reactions... @ Right 0.000 in fb 787.63 psi fv 44.12 psi Left DL 0.11 k Max 0.47 k Fb 935.00 psi Fv 75.00 psi Right DL 0.11 k Max 0.47 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.065 in -0.283 in Deflection 0.000 in 0.000 in ...Location 6.000 ft 6.000 ft ...Length /Defl 0.0 0.0 ...Length /Defl 2,205.3 508.92 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.098 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in • Description Beam 19. Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D. @ Center @ Left © Right DL DL DL 3.500 in 9.250 in Sawn 1.000 Pin -Pin Center Left Cantilever Right Cantilever Summary Span= 4.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max © Right Support Max. M allow fb 626.07 psi Fb 990.00 psi 2.60 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.12 fv Fv Dead Load -0.006 in 2.000 ft 8,502.6 L. Defl) ... 0.008 in 0.000 in 0.000 in 362.00 #/ft # /ft #/ft 74.32 psi 95.00 psi Total Load -0.020 in 2.000 ft 2,364.02 LL LL LL 4 Title : Dsgnr: Description : Scope : Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2-Sep-2002 (c)1983.2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\10900\10918\calculations110918.ecw:Ca1cula [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 95.0 psi Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads r Depth = 9.25in, Ends are Pin -Pin 0.782 : 1 2.6 k -ft 4.1 k -ft at 2.000 ft at 4.000 ft Reactions... Left DL Right DL 4.00 ft Lu ft Lu ft Lu 940.00 #/ft #/ft # /ft Maximum Shear * 1.5 Allowable Shear: 2.4 k 3.1 k @ Left 2.60 k @ Right 2.60 k Camber: © Left 0.000 in @ Center 0.008 in @ Right 0.000 in 0.72 k 0.72 k Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft Max 2.60 k Max 2.60 k Dead Load 0.000 in 0.0 Job # Date: 2:28PM, 26 MAR 03 0.000 in 0.0 0.00 ft 0.00 ft 0.00 ft Beam Design OK Total Load 0.000 in 0.0 0.000 in 0.0 Title : Dsgnr: Description : Scope : Job # Date: 2:28PM, 26 MAR 03 i_ Rev: 560000 User: KW0602611, Ver 5.6.0, 2-Sep-2002 (01983.2002 ENERCALC Engineering Software General Timber Beam Page 1 p :\10900 \10918 \calculations\ 10918.ecw:Calcula Description Beam 20. [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary Deflections 4x10 Span= 4.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin 0.595 : 1 2.0 k -ft 4.1 k -ft at 2.000 ft at 4.000 ft Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 476.04 psi Fb 990.00 psi Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * @ Center @ Left @ Right DL DL DL 3.500 in 9.250 in Sawn 1.000 Pin -Pin 1.98 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.12 fv Fv Dead Load -0.005 in 2.000 ft 10,613.6 D.L.Defl)... 0.007 in 0.000 in 0.000 in 290.00 #/ft #/ft # /ft 56.51 psi 95.00 psi Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0.015 in 2.000 ft 3,109.04 LL LL LL Reactions... Left DL Right DL 4.00 ft ft ft 900.0 psi 95.0 psi 625.0 psi 1,600.0 ksi 700.00 #/ft # /ft #/ft Maximum Shear * 1.5 Allowable Shear: 0.58 k 0.58 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Lu Lu Lu Dead Load 0.000 in 0.0 0.000 in 0.0 0.00 ft 0.00 ft 0.00 ft [Full Length Uniform Loads r Beam Design OK 1.8 k 3.1 k @ Left 1.98 k @ Right 1.98 k Camber: @ Left 0.000 in @ Center 0.007 in @ Right 0.000 in Max 1.98 k Max 1.98 k Total Load 0.000 in 0.0 0.000 in 0.0 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Plan #2279 Are) 10918.mcd 03/26/2003 design Binh Tran chk Ed Brown 21. Stud Wall Design F,:= 1300.psi CD := 1 CFb := 1.5 CM := 1 C := I CL := 1 CF := 1.15 C := 1.15 Fb := 850•psi F'b := Fb•CD•CFb•CM•C F'b = 1466 psi F", := Fc F " c = 1495 psi E' := 1300000•psi Axial Load Capacity (DL +LL) Slenderness Ratio (SL) SL := h KCE•E' FCE :_ SL 2 C F' :_ P C F " F' = 816 psi Pmax � F' Ar Pmax = 6729 lb PTL := [(16.Psf + 25.psf) ( 1 eft + (12.psf + 40•psf)•I 1 2 ft 11•1.33•ft PDL: = [(16•psf)•( + (12•psf)•r 1 �ft11.1.33•ft Axial Stress (DL +Wind) CD:= 1.15 F" := Fc CD' CFc C :_ PDL fDL .= A 1 + FCE F" c 2.0 1 + FCE F" c 2•C C := 0.8 KC := 0.3 FCE = 1011 psi 1 + FCE F", 2•C F " = 1719 psi ( 1 + 2 FCE ` FCE F", 2•C f = 36 psi i H:= 9.ft psf := psi := psf.ft lb:= plf•ft FCE P C C _ C p = 0.5 C p = 0.5 Try - 2x6 HF #2 Studs @ 16" o.c. t := 1.5.in h := 5.5•in A := t•h A = 8.3 in 3 I := t h I = 20.8 in 12 S := — c S = 7.6 in F' := C P F " F' = 847 psi h c := — 2 PDL = 298 lb PTL = 990 lb < P max = 6729 lb O_K Plan #2279 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :Plan #2279 10918.mcd 03/26/2003 design Binh Tran chk Ed Brown Bending Stresses CD:= 1.15 F'b Fb•CD•CFb•Cm•Ct•CL'Cr 'wind 1 5•psf .1.33. ft Wwind' H 2 M := M = 202 ft. lb 8 M S fey . _ Fib fb := M Combined Stresses fb = 321 psi 2 fDL + 1 fb -0.2 F' 1 — fDL F'b FCE Cont. wall Footing Design Soil Bearing Pressure (S Sb := 2000.psf P = 990 lb Fwidth PTL 1.33•ft USE 1'-4" x 8" thick continuous footing Sb F'b = 1686 psi < 1 O.K. USE 2x6 HF #2 Studs (c, 16" o.c. Exterior wall typical UNO. Fwidth = 0.4 ft S feq = 1.44 in < S = 7.56 in O.K. 4' Plan #2279 FROM : FR Om : GRI ENRIDGE HOMES 6855 176' Ave. NE. Ste# 235 Rodn,ond WA. 9SiO52 Attn : Mr. Dennis Wacker Mr. Whacker, P O. Box 1007 Asaumu, WASHINGTON DHOTI-1007 PHONE NO. : FAX N0. : IN5Pr!GTION TcsTINU S INICAL ENGIN= LING CONSTRUCTION MATERIA .$ ENGINEERING CONSTRUCTION/PROJEV MANAGEMENT SPECIALIZING IN ROADS E BRIDGES HTTpjAWWW.SPEARS -ENG INEERINGR C E I V E 0 SEP 10 2 003 BUILDING DEPARTMENT Re: Over wucavatiou of house fautdition Pr tject 4306 South 150th Street, Lot #2, Tukwila WA Report Date: 05/27/03 P'r Sour request, a S TS a igincer nrriv.X1 at the above referenced project regarding recommendations made for the over- exalt ation in the north west portion aF the .ot. 'This report refers to a previous report elated 8/25/03. Two options were suggested to fill the excavation; option #2 (conned be .ow) was chosen by the coinrtctor. Optic it sti2: Place quarry opens up lc within 6 inches of bottom of footing. Compact heavily with the examator bucket. Maw at hest 6 inches of crushed surracii g material over flu: spalhs. Sonic material will Oil Into the spells, filling voids and bsidg.ng the sue ace of the spells. Compact thc.crushed =dace to mach the existing undisturbed fouadtttion soils. This option will recta's the placement of a sump with a tigl dine conenction to the storm hookup. The lowest elevation of the gouty spans (sump elevation) is lower than the storm hookup elevation. Tt is anticipated that this area will experience variations in groundwater levels. Sti tic. ural fill should consist of a 3 Inc_ all los select, clean, granular soil with no more than 5% lines (4200). Suitable structural fill should consist of material that tweets on of the following sptsdlicsitions, WSDOT Section 9- 03.101 Aggregate for Gavel Ease, WSDDT Section 9. 4)3.14(1) Gravel Banc w, WSDOT Section 9. 03.14(2) Saxe Borrow, WSDOT Section 9-03.9(3) Crushed Surfacing (Bose Course Specs), WSDOT f action 9 -03.9(3) Crushed Surfacing (Top Course Specs), APWA Class A Pit Run, or APW 4 class B Pit Run. Material that doe not meet one of the specifications should be submitted with sieve analysis results for approval prior to placement Quany spells were placed and beat in with he excavator bucket. Crushed rock surfacing (5/ft" minas) was placed over the quarry spells and compacted with the excavator is match the existing undiatsmbed foundation dation (toils. A perforated PVC pipe was placed verb's 311y within the quarry spans to allow i 3r a sump pump to placed inside for figure use. Work war performed as recommended in the original report. If yon, have any questions concerning the al ove itinew, the procedures used, or if SETS ran be of any farther assistance please call on us at (253) 533.7967. Respectfully Submitted, SPEARS ENGINEERING & TECHNICAL SERVICES JesonE. C. Bell, P.L. Associate Now: (233) 833 -7967 FAX (263)73S-2867 Sep. 10 2003 04:33PM P2 Apr. 18 2003 12:03PM Pt SPEARS ENGINEERING & TECHNICAL SERVICES Do Report # 03004 -08S Page 1 of 1 sos Attn: Mr. Dennis Wacker Mr. Wacker, INSPECTION & TESTING SERVICES GEOTECHNICAL ENGINEERING CONSTRUCTION MATERIALS ENGINEERING CONSTRUCTION /PROJECT MANAGEMENT SPECIALIZING IN ROADS & BRIDGES HTTP: //WWW. SPEARS - ENGINEERING.COM GREENRIDGE HOMES RECEnIED 6855 176 Ave. NE, Ste# 235 Redmond WA. 98052 SE - 9 2003 DEPARTMENT Re: Project: Report Date: Perm + Over - excavation of house foundation 4306 South 150th Street, Lot #2, Tukwila WA 08/25/03 ib3 a3I `y SPEARS ENGINEERING & TECHNICAL SERVICES Per your request, a SETS engineer arrived at the above referenced project to make recommendations regarding the excavation. According to Mr. Wacker, there was a valley in the area of the north west portion of lot #2. A previous contractor had placed uncompacted fill in the area to level it out. During the excavation for the footing, the current contractor realized the soft area and continued to excavate down to native undisturbed soil. This elevation is apparently 4 to 5 feet below the intended bottom of footing elevation. The over - excavated area is approximately 20' by 10' in the north west corner of the lot. The contractor does not wish to build retaining walls and/or modify the footing design to accommodate the over - excavation. Backfill recommendations are as follows: Option #1: Place structural fill in layers no greater than 18 inches in thickness, and compact to 95% of maximum density as defined by ASTM D1557. This option will require the mobilization of heavy compaction equipment such as a hoe pack or vibratory roller. Jumping jacks or plate compactors will not be acceptable. Option #2: Place quarry spalls up to within 6 inches of bottom of footing. Compact the spalls heavily with the excavator bucket. Place at least 6 inches of crushed surfacing material over the spalls. Some material will fall into the spalls, filling voids and bridging the surface of the spalls. Compact the crushed surface to match the existing undisturbed foundation soils. This option will require the placement of a sump with a tightline conenction to the storm hookup. The lowest elevation of the quarry spalls (sump elevation) is lower than the storm hookup elevation. It is anticipated that this arca will experience variations in groundwater levels. Structural fill should consist of a 3 inch minus select, clean, granular soil with no more than 5% fines (- #200). Suitable structural fill should consist of material that meets one of the following specifications, WSDOT Section 9 -03.10 Aggregate for Gravel Base, WSDOT Section 9- 03.14(1) Gravel Borrow, WSDOT Section 9- 03.14(2) Select Borrow, WSDOT Section 9- 03.9(3) Crushed Surfacing (Base Course Specs), WSDOT Section 9- 03.9(3) Crushed Surfacing (Top Course Specs), APWA Class A Pit Run, or APWA class B Pit Run. Material that does not meet one of the specifications should be submitted with sieve analysis results for approval prior to placement. A SETS representative should be on site during the placement of material for option #1. Option #2 requires a SETS representative for the placement of the crushed surfacing. If you have any questions concerning the above items, the procedures used, or if SETS can be of any furth se call on us at (253) 833 - 7967. P.O. Bo EMPIRES 09/03 AUBURN, WASHINGTON 071 -1007 Respectfully Submitted, SPEARS ENGINEERING & TECHNICAL SERVICES Jason E. C. Bell, P.E. Associate PHONE: (253)833 -7967 FAx: (253) 735 -2867 Report # 03001 -081 Page 1 of 2 tt3 ?A'h41 Z W JU 00 rn o • LIJ J H � U- W O 2 Li. _ • a FW Z = I— O Z O N o ff W H - tL O W Z U = O~ Z sots INSPECTION & TESTING SERVICES GEOTECHNICAL ENGINEERING CONSTRUCTION MATERIALS ENGINEERING CONSTRUCTION /PROJECT MANAGEMENT SPECIALIZING IN ROADS & BRIDGES HTTP: //W W W.SPEARS- ENGINEERING.COM A: Over - excavated area is in the NW corner of lot #2. C: .View looking east. Place quarry spalls to fill in over - excavated area. Place at least 4 to 6 inches of crushed rock over the quarry spalls. SITE PHOTOS 8 -24 -2003 P.O. Box 1007 PHONE: (253) 833 -7967 AUBURN, WASHINGTON 98071 -1007 FAX: (253) 735 -2867 -tat SPEARS ENGINEERING & TECHNICAL SERVICES B: View looking west. Over - excavated area is 4 to 5 feet deeper than bottom of foundation D: View looking north. SETS certifies that the above photos are original, un- altered digital photos taken on -site. Report # 03001 -081 Page 2 of 2 FROM Litt IENRIDGE HOMES 6855 176'h Ave. NE, Ste# 235 Redmond WA, 98052 Attn: Mr. Dennis Wacker FAX NO. : INSPECTION & TESTING S SRVICES GEOTECHNICAL ENGINEEI :INO CONSTRUC oN MATERIA .S ENOINEERINo CONS TRUCTION/PROJECI MANAGEMENT SPECIALIZING iN ROADS g BRIDGES HTTP: //WhWI.SPt ARS-ENC NEERI N0,COM Re: Pry ijact; Report )ate: NNA SEP —• n0 DEPARTMENT Mr. Wacker, Q fm-ti- D 0 3 — d 1.3 t Over- excavation of house fouudPtian 4306 South 150th Street, Lot #2, Tukwila WA 0812711;0 Apr. 12 2003 10:03AM P1 SPEARS ENGINEERING & TECHNICAL SERVICES Per yt'ur request, a SETS engineer arrived at the above referenced project regarding rceonmrendations made for the aver - excav,ttion in the north west portion of the lot This report refers to a previous report dated 8/25/03, Two options were suggested to fill the excavation; option in (restated below) wee chosen by the contractor. Optitet #2: Place tivart3' spalls up to within 6 inches of bottom of footing. Compact heavily with the excavator bucket. Place at least 6 inches of crushed surfacin; material over the spells. Some material will fall into the spells, filling voids and bridgi `)g the surface of the spells. compact :he crushed surface to match the existing undisturbed foundation soils, This option will requir 3 the placement of a sump with a tigh line concoction to the storm hookup. The lowest elevation of the quarry spalls (sump elovat:on) is lower than the storm hookup elevation, It is anticipated that this area will experience variations in groundwater levels St uct oral fill should consist of a 3 inch mit us select, clean, granular soil with no more than 5% Fines (- 4200). Suitable structural fill should consist of material that meets ens of the following specifications, WSDOT Section 9 -03.10 Aggregate for Gravel Base, WSDOT Section 9- 03.14(1) Gravel Borrow, WSDOT Section 9 -03.1.4(2) Select Borrow, WSDOT Section 9- 03.9(3) Crushed Surfacing (Base Course Specs), WSDOT S.:ction 9 -03.9(3) Crushed Surfacing (Top Course Specs), APWA Class A Pit Run, or APWA. class B Pit Ruts. Material that does not meet one of the specifications should be submitted with sieve analysis results for approval prior to placement. Quarry spells were placed and beat in with t u excavator bucket Crushed rock surfacing (5/8" minus) was placed over the quarry Spells and compacted with the excavator, to match the existing undisturbed foundation soils, A perforated PVC pipe was placed vertically within the quarry spalls to allow fc r a sump pump tc placed inside for future use. Work was performed as recommended in the rriginal report. If you have any questions concerning the ab we items, the procedures wed, or if SITS ban be of any further assistance please call on us t' .t (253) 833 -7967. P.O. Box 1007 AU3URN, WASHINGTON 98071.1007 Respectfully Submitted, SPEARS ENGINEERING & TECHNICAL SERVICES Jrwoin/ 'B Jason E.'C, Bell, P.E. Associate PHGNfw; (263) 833 -7987 Report # 03001 -086 FAX: (253) 735 -2867 rage 1 of 1 ACTIVITY NUMBER: D03 -231 DATE: 08 -22 -03 PROJECT NAME: GREENRIDGE HOMES - LOT 2 SITE ADDRESS: 4306 S 150 ST Original Plan Submittal X Response to Incomplete Letter # 1 _ Response to Correction Letter # Revision # After permit Is Issued DEPARTMENTS: Building Division ❑ Public Works ❑ DETERMINA N OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS R�TING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: c_.) Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2-28-02 PERMIT COOR D C � p PLAN REVIE / ING SLIP Si L AWL g -2 -Q Fire Prevention [, Structural ❑ PERMITCOOR[ i Not Approved (attach comments) ❑ Planning Division ❑ Permit Coordinator DUE DATE: 08 -26 -03 Not Applicable ❑ DUE DATE: 09 -23 -03 DATE: LRIVMiT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D03 -231 DATE: 08 -04 -03 PROJECT NAME: GREENRIDGE HOMES - LOT 2 SITE ADDRESS: 4306 S 150 STREET X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After permit Is Issued DEPARTMENTS: kU. . - I Bui ing Public W rks 0 ,Z107 .5•193 8 Fire Preven ion Structural ❑ Planning Division Permit Coordinator Jr DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 08 -05 -03 Complete a( • Incomplete ❑ Comments: Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route l,��lf Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: REVIEWER'S INITIALS: Documents /routing slip.doc 2-28-02 PERMIT COORD COPY DUE DATE: 09 -02 -03 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: a:;ari tk.v KU a , Date: Project Name: Project Address: Contact Person: Entered in Permits Plus on City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 l e w - d Plan Check/Permit Number: eBe 3-23/ Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Response to Incomplete Letter # r El Response to Correction Letter # El Revision # after Permit is Issued J Revision requested by a City Building Inspector or Plans Examiner fr 4 L.f 74) S ( f 30 & s iss -- (- 'T' la Do 66 Phone Number: pOo Z Py4i Summary of Revision: /0,-69-r,//6.0 1 7Eyd2 • S E'-J A c 4'i 4, 1 RECEIVED CITY OF TIJKWILA AUG 2 0 2003 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date ` ofrrevision Received at the City of Tukwila Permit Center by: =2e 08/06/03 A•enc /Phone WTRAVAIL.DOC 6/5/96 aYN ".X .'fit CITY OF TUKWILA Permit Cen, 6300 Southcenter Boulevard, Telephone: (206) 431 -3670 (306. *f" Suite 100, Tukwila, WA 98188 00 (- (2• d o -- o d 437 H-ha µP1 Certificate of Water Availability PROJECT #: 03 -Z3 PART A: (To be completed by applicant) Site Address (Attach map and Legal Description showing W ¢Ws . / Co .... Owner Information: Name: . A) 66940 %s3/& Address: ‘err- (7C2 Ne 4' 2-6r / Ci 44f i Phone:/ 09 $ ' 7 ? 2 — 4,/)--7(p5z (Required only if outside City of Tukwila water utility district) • r • _..•11t • Age ntact Person: size of main): Name: Address: - Phone: This ertificate is for the purposes of: C7 Residential Building Permit ❑ Commercial /Industrial Building Permit ❑ Preliminary Plat ❑ Rezone ❑ Short Subdivision ❑ Other (REDEIVED "I I Y Ui- i ur.Jv ILr. Estimated number of service connections and meter size(s): / " Vehicular distance from nearest hydrant to the closest point of structure Z. 75 ft. Auu z u L003 Area is j s' ed by (Water util'ty district): ( .2..r- Date: � 3 PART B: (To be completed by water utility district) The proposed project is located within (City /County) The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection: (Use separate sheet if more room is needed) Based upon the improvements listed above, water can be provided and will be available at the site with a flow of /2i 5 gpm at 20 psi residual for a duration of 2 hours at a velocity of / 2. fps as documented by the attached calculations. I hereby certify that the above information is true and correct. K.C.Ast. ), 12.S Agency/Phone By F-13-C)3 Date PART C: (To be completed by governing jurisdiction) Minimum water system improvements: (At least equal to B2 above) (Use separate sheet if more room is needed) Water Availability: ❑ Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item C2 are met. ❑ System isn't capable of providing service to this project. Date Part A: (To Be Completed by Applicant) Purpose of Certificate: a Building Permit ❑ Preliminary Plat or PUD ❑ Other Cl Short Subdivision ❑ Rezone Proposed Use: Lir Residential Single Family ❑ Residential Multi- Family ❑ Commercial ❑ Other Applicants Name: 'y -, Ar. �� Phone: q-y1._ ge),D — , gzl �,� Property Address or Approximate Location: Tax Lot Number: Legal Description(Attach Map and Legal Description if necessary): RECEIVED 1_ ft2 "iz) `t l.,Z • - ,3 -7 CITY OF TUKW ILA AUG 2 0 2003 Part B: (To Be Completed by Sewer Agency) 1. 24 a. Sewer Service will be provided by side sewer connection only to an existing 2 a size sewer dr1 feelfree, the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and /or ❑ (2) the construction of a collection system on the site; and /or ❑ (3) other (describe): 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. G . 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: C , E-� C to — GFC: $ .8 y SFC: $ 1 (L UNIT: $ TOTAL: $ (Subject to Change on January 1st) King County/METRO Capacity Charge: Currently, $1826.04 /residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co/Metro without notice.) b. Easements: 4 Required ❑ May be Required c. Other: Title as: 14816 MIIItr:7 Road South P.O. Box 6. i0 Tukwila, WA 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 CERTIFICATE OF SEWER AVAILABILITY /NON- AVAILABILITY • Certificate of Sewer Availability OR ❑ Certi Irate of b 3 4-31 wer Non - Availability I hereby certify that the bove sewer agency information is true. This certification shall be valid for one year from t - date of sign. -re 7/ /00 , 3 Date j:laY l6 • S • SITE PLAN SCALE :1 " =1O' LEGAL DESCRIPTION LOT 2 OF ADAM'S HOME TRACTS VOL. 12 OF PLATS, PAGE 90 RECORDS OF KING COUNTY LOT COVERAGE AREA OF SITE: 6792 SF LOT COVERAGE: 1738 SF LOT COVERAGE: 25.59 % G GAS LI N E 5 SEWER LINE W WATER LI N E 55 STUBBED SEWER P STORM DRAI N -�-- - DOWNSPOUT These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violati adopted standards or ordinances. The responsibility designer. for the adequacy of the design rests totally with � Additions, deletions or revisions to these drawings after this date will void this scuptince and will require a resubmittal of revised drawings for subsequent approval, -1 1 Final acceptance is subject to field jimscctiopy, Y ?s• the Public Works utilitnes,inspectot 04anm Date: By: _ - 1 0 n 0 - 230.00' i 65.1R' N RR' 232 Ca _ � 1.___1.1.1. _ x9'02" IY i 1 w - , 1 ' 1 LN.1 W I , � � �i 1 f 1 0 j 10 DECID. 1 , 1 - � � ---7116- 1 15 x 15Op g r coNFP / DRAINAGE 1 0 cci i 1 r r 25.00' B.S.L. �� EASEMENT ' —`' ' 1 _., + ' ✓ ' ' -^�• -�— .�. - I OW fir■ - L, i".5 r i i ..,,i, N N let L S S S 4, 30.00' B.S.L. 0 = 90' 42'55" --- ----_= 25.00' L =39. _ .1.11•1_ - 1 . 1 . 1 ._1. _._ _ 40.48' N RR' 09' 02" W 5 0' DRAANAGE EASEMENT • - - - -� — — _ W w w GA G G G OPOSED P LA�1 X 279 (RDS) � 20.00' ASP HA LT ACCESS - - rirrOonwOONINO - w fall.w.r.. LOT #1SHOWN FOR CLARITY ti ti S S MUM 41111M111..... IMO - - _...r_ - 230W -- EXISTING 5 CO' CONCRETE siDervAgic 1 • 1 0I 1 1 1 1 1 EE :STOIC S CONCRETE STIDEVegut 232 CO' MD OM SOUTH 150th STREET D03 -231 -or 1 ".■ r RECEIVED . 2.303 CITY OF TI IK WILA A� G 0 1 PERM' CENTEF FLOOR AREA, FT2 LESS THAN 500 BAtl- IRoor15 BEDROOM. 50 CFM 100 CFM 2 OR LESS 3 4 S ib 1 8 5 INCH 90 MN. MAX. 80 120 100 3 50 Mihl, MAX. 125 188 MIN. MAX. 140 210 501-1000 NO LIMIT 3 80 85 128 4 INCH 20 3 130 195 145 218 1001-1500 3 80 90 135 6 INCH NO LIMIT 135 203 150 225 1501-2000 50 3 95 143 45 tv INCI4 140 210 155 233 2001 -2500 125 1 INCI -I 100 150 145 218 160 240 2501-3000 21122inP giommmmmmtn • 150 225 15 248 3001 -3500 n 0' N 155 233 110 255 3501 -4000 160 240 115 263 4001 -5000 110 255 185 218 5001-6•000 ISO 210 195 293 6001 -1000 190 255 205 308 1001 -8000 200 300 215 323 8001 -9000 210 315 225 338 GREATER THAN 9000 220 330 235 353 INTERMITTENTLY OPERATING BAtl- IRoor15 KITCHENS 50 CFM 100 CFM CONTINUOUS OPERATION 20 CR1 25 CFM FAN TESTED GPI AT 025" W:C% MINIMu"I FLEA[ DIAMETER MAXIMUM LENGTI4 FEET MINIMUM SM©0TIW DIAMETER MAXIMtx'I LENGTH FEET MAXN" uel ELBOWS (I) 50 4 INCH 25 4 INCH 10 3 50 5 INCH 90 5 INCH 100 3 50 +6 INCH NO LIMIT +6 INCI-4 NO LIMIT 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 INCI -I 50 3 100 6 INCI -4 45 tv INCI4 NO LIMIT 3 125 w INCI -4 15 6 INCH NO LIMIT 3 125 1 INCI -I 1 I IM IT 1 INCH NO L I IT 3 a LATION i. A. CEILING. - R-38 (VAULT R..3110) I. CEILINGS TO HAVE BAFFLES MAINTAINING I" MINIMUM AIRSPACE ABOVE INSULATION. 2. BAFFLES ARE TO EXTEND 6" ABOVE BATT INSULATION 3. BAFFLES ARE TO EXTEND 12" ABOVE V I. ALL EXTERIOR WALL CAVITIES, INCLUDING CAVITIES ISOLATED DURING FRAMING, MUST BE FILLED UNCOMPRESSED INSULATION. ITH 3. FACED BATTS ARE LAPPED AND ARE TO BE STAPLED TO FACE OF STUDS. UNFACED BAITS ARE TO BE FRICTION FIT WITH 4 MIL VISQUEEN STAPLED TO FACE OF STUDS OR VAPOR FARRIER PAINT WIt1 -1 DRY CUP PER RATE OF I MAX MAY BE SUBSTITUTED FOR 4 MIL V I SQUEEN. 4. INSULATE BEHIND TUB /51- 10WER, PARTITIONS AND CORNERS C. FLOORb • R - 30 1. UNDERFLOOR INSULATION I5 SUPPORTED BY LATH, TWINE OR BY OTHER NON - COMPRESSING MEANS. EXTERIOR GLUE TO BE USED ON SUB - FLOORS. 2. SLABS IN CONDITIONED SPACES TI-IAT ARE NO LOWER THAN 24" BELOW FINISHED GRADE ARE TO BE INSULATED WITI-I R- I0 EXTRUDED POLYSTYRENE FOR A D I STANCE OF 24" INWARD FROM TI-4E FOUNDATION FOUNDATION WALL OR DOWN TO THE TOP OF THE FOOTING. MOISTURE CONTROL 1. N/A 2. CRAWL SPACE MUST HAVE 6 MIL BLACK VI SQUEEN GROUND COVER. 3. EXTERIOR DOORS AND WINDOWS ARE TO BE CAULKED AND WE ATHE R5TRI PPE D. 4. RECESSED LIGI -IT 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 6. ELECTRICAL OUTLET AND LIGI4T SWITCH BOXES ON EXTERIOR WALLS MUST BE SEALED AT THE BACK OF THE BOX OR EQUIPPED WITH A FACE PLATE GASKET. 1. SOLE PLATE IS CAULKED OR GLUED TO SUBFLOOR. 8. CAULK /SEAL RIM JOISTS BETWEEN STORIES. 9. WI -TEN PENETRATIONS NEED FIRESTOPING REVEAL AND DISCUSS WITH YOUR BUILDING DEPARTMENT INSP. FURNACE AND WATER SEATING 1. 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 18IA OR UL ISIS. 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 ENERGY CONSERVATION ACT. 4. ELECTRIC WATER HEATERS SHALL NOT BE PLACED DIRECTLY ON CONCRETE SLABS BUT INSTEAD SHALL BE PROVIDED WITH AN R -I0 PAD BETWEEN THE WATER HEATER AND THE SLAB. 5. LAVATORIES, TUBS AND 51-1OWER5 ARE TO HAVE FLOW RESTRICTORS TO LIMIT HOT WATER DISCHARGE TO 2.5 GPM. WOODSTOVES 1. WOODSTOVES ARE TO DAVE TIGHT FITTING GLASS OR METAL DOORS. 2. WOODSTOVES ARE TO HAVE OUTSIDE COMBUSTION AIR DUCTED TO FIREBOX. (MIN. 6 SQ. IN. NET FREE VENT AREA.) CO'`15USTION AIR DUCT MUST 5E EQUIPPED WITH AN ACCESSIBLE DAMPER. COMBUSTION AIR MUST ORIGINATE BELOW THE FIREBOX. 3. WOODSTOVES MUST BE WASI- IINGTQN STATE CERTIFIED. FI REPLACES I. FIREPLACES ARE TO WAVE TIG1 -ITLY FITTING GLASS OR METAL DOORS OR EQUIPPED WITH A FLUE DRAFT INDUCTION FAN. 2. FIREPLACES ARE TO WAVE OUTSIDE COMBUSTION AIR DUCTED TO FIREBOX. (MIN. b 5Q. IN. NET FREE VENT AREA.) COMBUSTION AIR DUCT MUST BE EQUIPPED WITH AN ACCESSIBLE DAMPER. COMBUSTION AIR MUST ORIGINATE BELOW THE FIREBOX. 3. TIGHTLY FITTING FLUE DAMPER WITH MANUAL OR AUTOMATIC CONTROLS. DOOR u -VALUE = 020 I. EXTERIOR SWINGING DOORS IN HEATED SPACE WITH MAXIMUM U-VALUE OF 020. GENERAL PROVISIONS I. ALL STRUCTURAL SOFTWOOD PLYWOOD, PARTICLE - BOARD, WAFER BOARD AND ORIENTED STRAND BOARD ARE STAMPED "EXPOSURE I" 2. RECESSED LIGI -ITS ARE I.C. RATED, DOUBLE WALL CAN L I VE DESIGN REQUIREMENTS FOR INTERM I TTENTL Y INTEGRATED FORCED AIR VENTILATION SYSTEMS FOR RESIDENCES FOUR STORIES OR LESS MAY CC.X'1PLY WITH V.1 A Q_C_ SECTION 303 AS INDICATED BELOW. RESIDENCES DESIGNED TO COMPLY WIT+4 WITH SECTION 302 SMALL 5U$MIT CALCULATIONS FOR REVIEW AND PER SECTION 302.1.1. SYSTEM CHARACTERISTICS NOT IDENTIFIED BELOW AND CONTINUOUSLY OPERATED SYSTEMS SHALL COMPLY WITH SECTION 302. A SOURCE SPECIFIC VENTILATION REQUIREMENTS: I. EXHAUST FAN REQUIREMENTS: a. BATIKS, LAUNDRIE5,4 P W ER5 - 50 CFM • 025" W.G. b. KITG44EN5 - -100 Cr IF • 025" WA WOODS AND DOWN DRAFT RANGES MAT BE RATED AT 100CR1 AT .10 Wes. 2. EXHAUST DUCT REGIJIREMENTS: a. BE INSULATED TO R -4 IN UNCONDITIONED SPACES. b. BE EQUIPPED WITH A BACKDRAFT DAMPER. G. TERMINATE OUTSIDE THE BUILDING. d. COMPLY WITH TABLE 3 -3. .. SMALL TERMIIATE NO CLOSER TWAN 3' FROM OPENABLE DOORS OR WINDOWS. EL W/40LE N SE VENTILATION REQUIREMENT. OUTDOOR AIR SMALL BE SUPPLIED TO ALL 1611ABtTAt3LE TWE FOIRCED AIR 1.EATHr SYSTEM 'I PVC`s TIE FGLLLC R I8 G Tier woD. FRESH AIR INLET DUCT SHALL COMPLY WITH THE FOLLOWING: b. BE DUCTED FROM THE EXTERIOR AND CONNECTED TO THE RETURN AIR STREAM 4 FT. UPSTREAM OF THE FURN. BLOWER. C. BE INSULATED TO R -4 WHEN LOCATED WITHIN HEATED AREAS. d. BE PROTECTED FROM THE ENTRY OF INSECTS, LEAVES AND OTHER MATERIAL. e. NOT TO RECEIVE FRESH AIR FROM THE FOLLOWING AREA: 1. WITHIN TEN FEET OF AN APPLIACE VENT OUTLET, UNLESS THE VENT OUTLET 15 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 HAVING FUEL BURNING: APPLIANCES. 5. CLOSER THAN 10' FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING 15 AT LEAST THREE FEET ABOVE THE FRESH AIR INLET. 6. ATTICS, CRAWL SPACES OR GARAGES. 2. THE INLET DUCT SHALL BE EQUIPPED WITH 1 OF THE FOLLOWING: a. THE INLET DUCT SHALL BE EQUIPPED WITH A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL TIMER*. b. A FIXED DAMPER INSTALLED AND SET TO MEET MEASURED FLOW RATES AS SPECIFIED IN TABLE 3-2 OR c. AN AUTOMATIC FLOW REGULATIONG DEVICE WITH FIELD MEASURED MINIMUM NEGATIVE PRESSURE OF 0.1 INCHES WATER GAUGE AT THE POINT WHERE THE OUTSIDE AIR DUCT IS CONNECTED TO THE RETURN AIR P THE INTEGRATED VENTILATION SYSTEM SHALL DEMONSTRATE COMPLIANCE WITH vIAQC SECTION 303.1.2 B BY ON SITE FLOW TESTING OR OTHER APPROVED MEANS. DEMONSTRATION OF COMPLIANCE SHALL BE MADE AVAILABLE FOR THE INSPECTOR AT THE FINAL INSPECTION. JOE TYPE: NEW CONSTRUCTION OCCUPANCY: SINGLE FAMILY FUEL GAS !MATE ZONE 1 WINDOW U - VALUE .40 U- VALUE .20 CEILING WITI-4 ATT ICS R -38 CEILINCs VAULTED R -30 ABOI/E GRADE WALLS R -21 BELOW GRADE WALLS INTERIOR R -21 BELOW GRADE WALLS EXTERIOR R- 10 FLOORS R -30 LOCATION KITC N PE RM. ER M. LAUNDRY MST. BATH t1IN. 100 CFM • CFM • CIRI . 9 CPM L EN U M' . MANUFACTURE I MOAN BRO 14 MOAN LOCATION MANUFACTURE MODEL N.F. LAUNDRY .A1C1' i FANTECH FX 4X L. rioDEL P C.9Q0X ea. SSD 890 ( 4 ) VAPOR RETARDERS: FLOOR EXTERIOR t 4G PLYWOOD WALLS 4- MILL POLY OR PvA PRIMER CEILINGS 4- MILL POLY OR PVA PRIMER NOT REQ'D AT CEILING IF 12" OF AIR SPACE PROVIDED ABOVE INSULATION. PERSCRIPTIVE LIA-4OLE HOUSE EX -AUvT VENTILATION SYSTEM PER V.I.A.Q.C. SECTION 303.4 CFM -25 UJG 130 GPM SLABS R -10 PRESCRIPTIVE HEATING SYSTEM SIZING PER UJASI- FINGTON STATE ENERGY CODE 2001 EDItION GNAPtER (= MIN. AND / OR MAX. TOTAL OF BEDROOMS MAX. HEAT SYSTEM SIZE: 2Z19 SQ. FT. X 20 BTU /NR = 45,580 BTU OR LESS ALL PEA71NCz SYSTEMS 51-IALL BE DESIGNED AND INSTALLED IN ACCORDANCE UJITN UNIFORM BUILDINGS CODE SECTION 310.11 1- 4EAtiNC: SYSTEM: MANUFACTURE PER CONTRACTOR VENTILATION SYSTEM SIZING PER TABLE 3 -2 OF THE 2000 V.f.,4.Q.G. PRE SCRI FT I VE SOURCE SPECIFIC E XI4AUST VENTILATION PER V.I .A.Q.C. SECTION CR1-25103 SONES 11v0 C 84 CFM 84 CPI 84 CM SUPPLY VENTILATION SYSTEM INTERGRATED SYSTEM WITI -1 FRE54 AIR INTRODUCED INTO RETUFZ#- AIR DUCT WITH MOTORIZED DAMPER. SINES us 3033 TABLE 3 -I MINIMUM SOURCE SPECIFIC VENTILATION CAPACITY REQUIREMENTS TALE 3 -2 VENTILATION RATES FOR ALL GROUP R OCCUPANCIES FOUR STORIES AND LESS" MINIMUM AND MAXIMUM VENTILATION RATES: CUBIC FEET PER MINUTE (CFM) • FOR RESIDENCES THAT EXCEEDS BEDROOMS, INCREASE THE MINIMUM REQUIREMENT LISTED FOR 8 BEDROOMS BY AN ADDITIONAL 15 CFM PER BEDROOM. THE MAXIMUM CFM 15 EQUAL TO I. TIMES THE MINIMUM. TALE 3 -3 PRESCRIPTIVE EXHAUST DUCT SIZING I. FOR EACH ADDITIONAL ELBOW SUBTRACT 10 FEET FROM LENGTH. 2. FLEX DUCTS OF THIS DIAMETER ARE NOT PERMITTED WITH FANS OF THIS SIZE SEPARATE PERMIT REQUIRED FOR: £(MECHANICAL VELECTR1CAL GAS PIPING LAMBING CITY OF TUKWILA BUILDING DIVISION I understand that the Ran Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of any adopted code or ordinance. Receipt of con- tractor's copy of approved plans acknowledged. FILE C By Date Permit No 03 3 •P 23 1 /111 elNilez\c‘no=b r • r f► t �� t t E 0 To F. %,- pr.ci C • N 3 I• S Z. NZI : RENZIG S WILL REQUIRE A NEW NAN MAT MUM gelMOWL MAN ADM OWL .�.....� . • �L S j ' r • - t • : - RECc�VEY C'_1TV 7F T, ;d , ;A r ► I tif; 1 2Q PERMIT CENTER aDsf:)-Z31 SWEET EC1 OP WASHINGTON STATE ENERGY CODE GREENRIDGE HOME5 PROJECT: PLAN 22-1S a E ' -0 CONC. SLAB 4" CONC. SLAB - SLOPE 3" TOWARDS O.H. DOORS 1 -10 1/4" tl 4x6 e BEAM SPL ICES rW - 1 4x10 (I /I r- -�- L_ 2 4iL 181 L 18 CR.ALLL SPAC h MIL BLACK 'VISQUEEN' VAPOR BARRIER OVER ENTIRE CRAWL SPACE. A IS" MIN. CLEARANCE UNDER FLOOR JOISTS. I I *4f3ARS 24 "0.c_ STUB OUT 24" 4 3 /`ii" CONC. PORCH -1 r L L 5 1 /4ir r FOUNDATION PLAN 1/4 ": '-0" I DI L J c CF ri PROVIDE MIN OF 2 "x2 "x3/16" TI-I K PLATE WASHERS ON EACH SILL BOLT 4x4 POST ON i8NX18 "x10" w/ (2) 0 4 13.E.Wcc*4C. PAD 4x4 POST ON 2 "X24 "x kV" TWK. w/ (3) •4 MEW. CONC. PAD C RAWL SPADE YEN11LA11Q4 1320 5Q. FT. AREA = bap SQ. FT. REQUIRED 150 TYP. VENT 1"x14" x .15 = .51 SQ. FT. PER VENT" 144 VENTS REQUIRED 820 = 112 USE MIN. OF Ig VENTS .51 NOTEO: • h MIL. BLACK VAPOR BARRIER OVER ENTIRE CRAWL AREA. I8" MIN. CLEARANCE UNDER FLOOR JOISTS. • SOLID BLOCKING OVER SUPPORTS_ • ALL FIGS. TO SEAR ON UNDISTERBED SOIL MIN. 2000 Ibs. P.SF. • FOUNDATION STEEL PER ENGINEER • 4x6 POSTS TYP. s BEAM SPLICES. • ALL BEAMS TO BE 4x10 D.F. '2 UNLESS NOTED OTWERWISE. • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS_ T1-115 OFFICE MUST BE NOTIFIED WITI4 ANY VARIATIONS BEFORE PROCEEDING. • ALL FOUNDATION STEM WALLS TO BE 8" THICK UN 0_ 4x4 POST ON 30 "X30 "x12" TWK. w/ (4) •4 BE .W. GONG. PAD 4x4 POST ON 36")(36"x12" T14(. w/ (4) •4 MEW_ GONG_ PAD D03 -231 OP n n IL c'r7Y E� VED QJS °EKM1T C T ?CC3 a 2x10 M.F. "2 FLOOR JST. MAIN FLOOR FRAMING PLAN 1/411 ~I1 0" MAIN FLOOR LEVEL 2x6 BLOCKING BETWEEN JST. SCALE: I /2 "= le--0" 2" WIDE CONTINUOUS SCREEN VENT AT BOTTOM OF JOIST NOTE: SUNKEN LIVING ROOM L • FRONT 2x10 TYPI FOUNDATION Ur1(EN LIVI ROOM SECTION D03 -231 0 16 " X 20 'x2 " FRAME -OUT FOR FURNACE WARM -AIR DUCT, MECHANICAL CONTRACTOR TO VERIFY SIZE t LOCATION 02 18" X 24" -OUT FOR CRAUJL ACCESS_ • ALL FLOOR JOISTS TO BE 2x10 I4F_ "2 • I6•" O.C. Lt 1LE55 NOTED. • ALL FLOOR JOIST TO BE BLOCKED + BEARING. • SEE RN. PLAN FOR BEAM SIZES. FND. RAISED 3 3/4" ef - 17 7 L. • ALL BED AND FADERS TO BE VERIFIED WITI4 STAMPED ENGINEERING CALCULATIONS. TI4IS OFFICE MUST BE NOTIFIED WIT14 ANY VARIATIGNe• BEFORE PR1X`.EEDING. • -,� D IVED JK w 1 LA 41jr; 0 ENTER 26C3 g (4) 2x6 5' - 113 /4 �� I/J111 rdv FI Z W/ 24" 5TM. 1 RAKE WALL W J P1 -2 4p / 3'-2 1 /2" DINING 294,2 4'-'3 1/2" 3'-l0 1/4" Ox (3) 2x4 cv CARPET Cj 4/ L 'VINO CARPET DROPPED 5 1/2" X 9` 7" / L /S/R PI -2 c 0 J 3 1 4' -9 1/2" 5' -5 1/2" 4' -6 1/2" C S. I , / „1 -0 11 (3) (3) 2x4 3' -5 1/2" PANTRY / J DN 2x6 to 4 X0 3' -2 1/2" 5 1_ 4 " =NOM 411=MB REF_ f2) 2x4 -2 I /8' 0■I H.S. 2'-9 1/2 TOE KICK 46' - /„II 5 (2) 2x€ (3) 2x6 01 3 ' -9 " (3) 2x4 r T.3 G. ENTRY UNIT W/ T 15" sceurs. 2 1/2" 6°6'. S �s. 10 5 SGD T$ 5 1 /}I II (2) 2x6 (3) 2x6 5' -5 1/2" / 7 (4) 2x6 (4) 2x4 (2) 2x6 H.S. C FAN . FAN AIR- BRG WALL S4P 4 H .S l0 -2 606 FIX W/ 24" E3TM. ox 5' -9 1/2" B i WALL (2) 2x6 , CARPET r — � DRYER ii -IEIKI L__ _IL __J 046 W.14F. V.T.O.S. r " ` ' r r" r — MINI111■■11•1111 MOO 3'-9 1/2" 4X I2 DF 2 / 6 3/4" X 16 1/2" GL 2 C,4R CsARACsE 5' -2 3/4" 3 25 DI 3' --11" (2) 2x6 - -'4 FORK? 2 4 11 I @ 2EN, CARFET LINE OF FLOOR ABO - ,/ 1 - ,1 " 3' -2 1/2" 2' -9 1/2" r 4 ® S4F' T -1- ----- (4ij2x4 POUR METER XO i -1 ? 0 x Ln a GAS METER LOCATION 01 �tl N cv� 14 : 1' -0" NQTE: • ALL BMS. t I4DRS. TO BE 4xle DP2 UNLESS NOTED OTHERWISE. • TYP. fE. TO BE TYP. ie. TO BE 9' -1" • SOLID BLOCKING OVER SUPPORTS. • FIRE BLOCK ALL PLUMBING PENETRATIONS. • TOP OF WINDOWS * 5' -0" ABOVE MAIN FLR. UNLESS NOTED OTHERUJISE. • TYP. EXT. WALLS TO BE 2x6 16" O.G. UNLESS NOTED OTI4ERWI5E. • SMOKE DETECTORS TO BE NOT WIRED w/ BATTERY BACKUP. • SMOKE DETECTORS TO BE AUDIBLE IN ALL BEDROOMS. til • HANDRAIL * 34" - 38" ABOVE TREAD NOSING. • INSTALL FIREPLACE(S) PER MANUFACTURER SPECIFIACTIONS. ■ DENOTES SOLID SEARING UNDER CONCENTRATED LOADS USE (2) 2x6 AT 6" WALLS. USE (2) 2x4 AT 4" WALLS. UNLESS NOTED OTI- IERWISE. 01 DENOTES DBL. CRIPPLE HEADERS OVER 6' - 0" LONG. (TYP.) • DOOR BETUJEEN HOUSE # GARAGE TO BE SOLID CORE w /SELF CLOSING DOOR • 5/8" TYPE "X" G.U.B. ON 1- LOUSE /GARAGE COMMON WALLS, CEILINGS, POSTS 4 SEAMS. • 5/8" TYPE 'X' G.W.S. UNDER STAIRS. • 2x8 BLOCK -* 51" FOR THERMOSTAT. • SENT ALL FANS,DRYER EXHAUST TO OUTSIDE • ALL STORAGE AND SPACES UNDER STAIRCASE TO BE FINISHED w/ 5/8" TYPE "X" G.W.B. • ALL SEAMS AND I- IEADERS TO SE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. 18" x 24" CRAWL SPACE ACCESS DOLE HOUSE FAN ASEALINlitlAillgrE MAIN FLOOR SQ. FT. UPPER FLOOR • T,1 50_ FT. TOTAL 2219 5GL FT. GARAGE 43 SQ FT. MAIN FLOOR PLAN D03 •23 l" :, {y•;` ;. r, [ ., 1"; ALL SOURCES OF IGNITION TO SE 18" ABOVE CONC. SLAB WATER HE ATE R PER 81 NAECA. PROVIDE TPR VALVE AND DRAIN TO EXTERIOR OUTSIDE AIR DUCT 26 GAUGE METAL WITH ALL JOINTS TIGHTLY SEALED 8" DIA. witIOTORIZED DAMPER CONTROL 3" DOUN FROM TOP IE 8 1/2 "x8 1/2" SQUARE. 0- CLEARANCE METAL. 'FIREPLACE, INSTALL PER MANUFACTURERS SPEC, PREFAB. FP. TO BEAR THE STAMP OF AN APPROVED TESTING LAB. PROvIDE 6" OUTSIDE AIR, HEARTH PER BUILDER/OWNER. goo zr) Rsc At,, 0 PERMIT C !LIED r "< wit. A ArTp 2 f303 BILE NO: 5'110 SWEET 3 � a ll L 11 1/8" T.J.I. 150 SERIES FLOOR JOIn'S SEE MANUF. ENGINEERED LAYOUT UPPER FLOOR FRAN I NG PLAN 1/4":1'-0 I' NOTES: 1.". D03 -231 r „ 7', ' r 7 . t;.t - • ALL JOISTS TO BE II - 1/8~ T.J.I. 150s • Ib. 0.C. UNLESS OTNEF 1JISE NOTED. BY IIAN FACTURER • ALL T.J.1. TO BE INSTALLED BRACED TO MAKF_ SPECS_ AND STAMP. • T.J.I. S ALL 14AVE DESIGN DETAILS t DRAWINGS GI4 SITE FOR INSPECTION • 3/4 T G PLIVOOD SUEFLOOR - GLUE a NAIL. BLOCK • ALL UNSUPPORTED EDGES. • SOLID BLOGKMG • BEARING POWS. PERMIT c z VED JKyY, 2 rLR SHEET 4 I co\e ,4? tb f oe NV ‹t) ■ 4 3/4" 3s-8 1/2" J T -10" 2 X 2 3' -t 1/4" 5° R/L N51•. SUITE CARPEL 2'-9 1/2 4 5'-1" 5 (2) 2x€ 6� 6 FIX T.S.G. BELOW) D � R �/ 2'_g 1/2" SD 5° 2'- 10 -0" 11 3' -9 1/2" P1 -3 I 3' -$ 1/2" 34 . 0 " 34'-0" 2 FI-4 -2 1/2" 5D 3 1/2" , 6' 6" - ,' -5 1/2" 10 - 2" 21 -'S CARPET BED 3 2 2 X 4° 1../5/R 13' - 0" ?�S 1/2" 3 SO AK�ING 0 3� FIX T.5 A. 0 NJ 54P 6' -'1 1/2" 2' -9 1/4" 3' -2 3 /4" 5E2 2 [A/ X B ID 4 In At, Ire ' 0 I 'p r N cv I/4 I' ,rte " t • FIREBLOCK BETWEEN STUDS. • LIMIT SHOWER FLOW TO 2.5 • WALLS SHALL BE WATERPROOF TO MIN. 10" ABOVE DRAIN INLET. • ALL GLAZING INCLUDING WINDOWS WIT( -4IN 10" OF DRAIN INLET TO BE SAFETY GLASS. • A VAPOR BARRIER 5 -IOULD NOT BE INSTALLED BEI -IIND WATERPROOF G UJ.B. AT TUBS AND 51- SOWERS PER NOTES: 22" x 30" ATTIC ACCESS cy.,; t.H 2 7 a • • t • • • ALL 5M5. I I - 117)R5. TO BE 4x10 DF'2 UNLESS NOTED OTI4ERUJISE. • TYP_ fE. TO BE s' -1 1/e" • SOLID BLOCKING OVER SUPPORTS. • FIRE BLOCK ALL PLUMBING PENETRATIONS. • TOP OF WINDOWS a 6' -10' ABOVE MAIN FLR. UNLESS NOTED OTI4ERWISE. • TYP. EXT. WALLS TO BE 2x6 e 16" O.C. UNLESS NOTED OTWERWISE. • SMOKE DETECTORS TO BE HOT WIRED 4 INTERCONNECTED us/ BACKUP BATTERY TYPICAL. • SMOKE ALARMS TO BE AUDIBLE IN ALL BEDS. • ALL STORAGE AND SPACES UNDER STAIRCASE TO BE FINISMED w/ 5 /8" TYPE "X" G.W$. • WANDRAIL . 34" - 38" ABOVE TREAD NOSING_ • • DENOTES SOLID BEARING UNDER CONCENTRATED LOADS USE (2) 2x6 AT 6" WALLS. USE (2) 2x4 AT 4" WALLS. UNLESS NOTED OTWEIaWISE. • VENT ALL FANS,DRYER EXHAUST TO OUTSIDE • ALL BEAMS AND WEADERS TO BE VERIFIED WITW STAMPED ENGINEERING CALCULATl0N5_ TINTS OFFICE MUST BE NOTIFIED WI TI-4 ANY VARIATIONS BEFORE PROCEED INCs. UPPE FLOOR PLAN D03 -231 To) Q t 3 r goo SHEET s oF I S ,_ 1 " G w/ RAI D I-I END TRUSS D ATCW 2x12 RAFT ITIONAL RAFTER 2x I2 RAFTERS 24" O.C_ ADD ADDI ADD AD 10 GABLE END TRUSS D.S. D .5 8 CORNER SET I /4 " =I' 0" D.S. 4' -0" JACK TRUSSES REQUIRED ATTIC VENTILATION LOCATION I -(OUSE ROOF GARAGE ROOF ROOF FRAMING PLAN s. - 0" CORNER SET GROSS AREA (SF) I85 (4/300) MIN. REQ'D. VENT (SF) 1601 • 300 = 5.33 • 300 =6I D.5. 3' ABOVE EAVES (MN. 50% OF REQ'D) ROOF VENTS .211 SF. X110 = 2.11 0 2X6 RAFTERS WITH 2X4 CEILING JOIST ," OVERI -1ANG WITS -I 2x6 FACISA NO GUTTER D.5. oD _S. D03 -231 (GABLE VENTS 15% EFFICIENT 0 0 NOT: Ting NOTE: ATTIC VENTILATION PROVIDED: • EAVES (MIN. 50% OF REQ'D.) METAL VENT a .430 SF. 0 0 BIRD BLOCKING ,05 PER 3 I40LES (63) a 3.15 (23) a 1.15 * EVERY EAVE BLOCK TO BE VENTED EACI4 0 -50 R CF VENT = (✓80X50 SQ. IN.) =211 SF. 144 VENTILATION= A (S.F.) REQ'D (300) GABLE VENTS (TOTAL 5Q Nil.) (05) (144) " ROOF VENTS - (BX.5) - C .211 * EAVE VENTS = A (SF.) (300X2 X.05 ) "LOW ROOF VENTS = (E3 ( 211 X = M AVAILABLE EAVE VENTS Ct' s ; !sI ' • ALL BEAMS AND 1- IEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS_ THIS OFFICE MUST BE NOTIFIED WITI4 ANY VARIATIONS BEFORE PROCEEDING_ • ALL TRUSSES 5I 4ALL CARRY MANUFACTURES STAMP. .* r ..y Jam!* • VENTED BLOCKING OVER SUPPORTS. • ROOF OVER$ -HANGS TO BE 12' UNLESS OTT- 4ERUJISE NOTED. • ROOF PITCI -1E5 TO BE 1/12 UNLESS OT4ERWISE NOTED. • SKYL IGI- I TG ON 2x6 CURB - SAFETY GLASS SKYL IGNTS TO CONFORM TO UBS SECTION 2409 • TRUSSES * RAFTERS SHALL BE s 24" O.C. UNLESS OTHERWISE NOTED. TOTAL (S.F.) a D 5.92 = B SQ. FT. = C SQ. FT. �► = E 30 F • ALL TRUSSES SHALL BE INSTALLED t BRACED TO MANUFACTURE SPECIFICATIONS. • TRUSSES WILL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPT. APPROVAL OR ENGINEERING CALCULATIONS. • ALL TRUSSES 5I4ALL I-IAVE DESIGN DETAILS 4 DRAWINGS ON SITE FOR FRAMING INSPECTION. • ALL COIsNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TO BE PROVIDED BY TRUSS MANUFACTURE_ • TRUSS DRAWINGS TO BE STAMPED AND SIGNED BY A LICENSED WASWINGTON STATE STRUCTURAL ENGINEER. • TRUSSES S1 -HALL BE MANUFACTURED IN A PLANT APPROVED UNDER THE REQUIREMENTS OF SECTION 1101.1. EACH TRUSS SHALL BEAR THE QUALITY CONTROL STAMP (SECTION 2311.6) AS WELL AS MANUFACTURING PLANT'S NAME /ADDRESS, DESIGN LOAD AND MAXII"'U 1 SPACING. • APPROVED HANGERS SHOULD BE USED AT ALL CONNECT TONS OF RAFTERS, JACK OR 1-41P TRUSSES TO MAIN GIRDER TRUSSES. • LIGWT METAL PLATE CONNECTORS TO WAVE FIELD AND GIRDER IDENTFCATION. INFORS1ATION BRANDED, MARKED, OR OTWE JISE 'PERMANENTLY AFFIXED TO EAC .1 TRUSS SHALL CONTAIN THE FOLLOWING: A. IDENTIFICATION OF TWE TRUSS MANUFACTURING COMPANY. B. THE DESIGN LOAD_ C. TI-IE TRUSS SPACING, • ALL ROOF TRUSSES SI-1ALL BE SO QED ANC) TIED INTO THE FRAMEWORK AND SUPPORTING WALLS SO AS TO FORM AN INTEGRAL PART OF THE I.IOLE BUILDING, ROOF MISSES SISAL L WAVE JOINTS WELL FI TTED AND S -TALL HAVE ALL TENSION MEMBERS L E;LL T1GWTETED ANY LOAD IS PLACED UPON THE TICS_ DIACONAL AND SWAY BRACING SMALL BE USED TO BRACE ALL Iiilt7Cf TwassEs. • IRoOc TRUSSES 514OLD BE 5 S LATERALLY AT POINTS CF BEAMING BY SOLID !LOCKING TO PREVENT ROTAION AND LATERAL DISPLACEMENT. THEY SHOULD ALSO BE BLOCKED AT THE RIDGE TO RESIST WIND SUCTION ON THE S1 -EAT(• W4 . SECTION 2326.12.8. 1 ?CO3 CE NTER FILE NO: 5110 SWEET cci �iiiii11 ;iiuiiiiiiiiimi116., I IIII 1 111119911.11111111#1111111111 Ma.' NMI "MI t 1t ■r. Ire•.n•R •N•■��r•�•..w .�r>•■.••I.•�• i11111111111111111111111111111R1111111111111111111 .nii rii oriu11rluulllu1mi1111ri1 MIIIlIIIIIUIIIItlIIIIIIIflhIlI 1111 Ilf�l 11�II ‚I'll ‚ Inimm Immo inummo �I��11 ' mom lib., MINI NM 11111111111111 NM ME l a mil Lit' "Pr' gag Ill�lli�'� uiii 1 dIs AI�I�III�i. 111�111�1�11111��. AI�I1111�11111�11111�11�.. �I�III��IIIIIrIIIII� IIIII�IIIIi. ,.�.. - gum ti� �■■ .1 I__ ____ mimmummor MiNIMEN NIMMION I MMEMIN LIVING RM. FL. BEVEL SIDING 1x4 CORNER TRIM MAIN FL. SI- TINGLES COMPOSITION ROOFING 4- ) 12 METAL GUTTER o/ 1x6 FASCIA 12 MN 1111 mingimmimmeminnui MI MN NM MI NM NM NEI MN sus EN mai MN imI 11.1 1=1 MN IMF �„"I HIM w....... 5PINGLES METAL GUTTER o/ 1x6 FASCIA ---•, L �J J 2x8 1x2 TRIM 12 6 MAIN TOP OF FND. I VIN RN ININ RM. UPPER FL. E. UPPER FLOOR MAIN FL. fE _ MAIN FLOOR 12 12 1/r4 " =1' -0" C OMPOSITION ROOFING I /4 "=11r -0rr FONT ELEVATION BETEL SIDING METAL GUTTER o/ 1x6 FASCIA LEFT ELEvATION E w/ 12 METAL GUTTER o/ Ixb FASCIA UPPER FL. lE. UPPER FLOOR MAIN FL. f '.. GARAGE E. 12 FLOOR iP In 1111111111111111111111111111111111111 1111111111111111111111111111111111111 u � l + ITUlI II llIIIIlIIIITlhluIlulIIIll � 1111i 1111111111111111111111111111111111111 GARAGE E. TOP OF R4E7 71N � . t .� 41"1 d DINING RM. E. 1 4" MAIN FL. D03 -231 V7 W Z c� d 3 r tf) CI 101 0 cs� w « " V r � � t�l cil h1 U Lu w o z O 4 } u-I SHEET OF a METAL GUTTER o/ Ixfv FASCIA BEVEL SIDINCs� REAR ELEVATION 1/4 "_1I_0" IGWT ELEVATION 14 =1•`," r 71' s . •t • 2 Z • D03 -231 i. ILI 6t 4'9 i CIAAA 4 - c1 RE (I1v !rf` PEKM1 SHEET 8 OF a METAL GUTTER MAIN FLOOR 2x12 RAFTER . 24" O.G. R -38 BLOWN- IN INSULATION 5/8" TYPE "X" O 1/2" I -1IG1a DENSITY ON CE IL ING5 3 T4G PLYWOO SUBFLOOR FLOOR JOIST PER PLAN R -30 INSULATION A -35 e ALL POSTS (TYP.) 2X6 STUDS C4 4916" O.G. W/ R-21 INSULATION UPPER FLOOR MAIN FLOOR A LIVING RMfE. LIVING R!'"t fL. L I vINVG f• tl. FLOOR R -30 INSULATION 12 COMPOSITION ROOFING , MIL BLACK VAPOR BARRIER 90" FELT UNDER ALL POSTS A 8UILING SECTION POSTS • TOP I BTM. SWIM INNS BEAM PER PLAN u 2x12 RAFTERS R -38 INSULATION 3 4" T IG PLYWOOD SUBFLOOR --- 1 /4"=1 1 -0" 6 MIL BLACK VAPOR BARRIER 1 " = P 0 " Cl 90° FELT UNDER ALL POSTS 8UILOIN SECTION 14 -35• ALL POSTS (TYP) 12 DINING RM. IE. 4- FLOOR JOIST PER PL. s MAIN FLOOR 2X4 MTV mu° SILL WI I ll "• X IO" ANCHOR BOLTS • 48 0.G. ALL FOOTINGS TO BEAR ON L ND ISTUR BED SOIL - MINK 2000 lbs. P .SF. UPPER FL. IE. t c L 2X4 TRT'D MUD SILL W/ 1/2". x 10 " ANGI -10R BOLTS a 48" O.G. — ALL FOOTINGS TO BEAR ON UNDISTURBED SOIL - MIN. 2000 lbs. P.SF. • • f�= r-" • • M r «--" �- • r. �. • D03 -231 `62 IA a 4). 3 I- d) cn 3 et 92'4 goal Lu 4 ` � AN 1 � � fi 1 E NTER 2Q03 SWEET 9 � a MANTEL I MA& *4RY PER FLOOR PLANS RAIN CAP 4 SPARK ARRESTOR STORM COLLAR GALv. METAL CI -SASE GAP W/ SEALANT FLUE 2x8 CEDAR BAND INSUL_ CI -LASE fa CEILING ABOVE FIRE STOP SPACER R -21 INSUL. - EXTERIOR WALLS TO CEILING APPROVED DOUBLE WALL FLUE - INSTALL PER MS'S. SPECS_ 4X10 DEADER 2X4 STUDS 4 "4 Gala AIR 'a CEJflI4kE 141411ffiLACE PETAIL HAND RAILS TO SE BUILT F'ER 97 UBC SEC. 1003.33.h 2X4 NAILE X dD 5/8 " UH-IEN FRAMING AT 24" O.G. FINISH EDGE •� Z 1 TREADS w cJ 9" MIN TREAD 2 _MAX 34" T�� " ABOVE NOSI 0 z w 0 tQ • 5/8" STAIR JACK GUT TYP. 2 THRUST BLOCK e aN IXS RISER 24" 22 1/2" X 30" .9r 7 ,.� AREA BENSATI4 STAIRS 5 �s ° TYPE 'X' C�_UJ.B. � ''�"'�■► • 2X FIRE BLOCs RUN TOP 4 BTI'`1. CKINOF VIA \ * FIREBLKG. REQ D. ALQNG STRINGER BETWEEN EA. STUD - (3) 2X12 STAIR JACKS IETAIL 2 X 10 R -3S BLOUN -IN TYP. Yt\1 TRUSSES OVERHANG 3/8" TO MAX. I/2" 5/8" G.W.B. U BEAD IF OPEN RAIL IS USED OPENINGS 5I 4ALL $AvE INTERI1EDIAT RAILS OR AN ORNAMENTAL PATTERN SUCI 4 TI4AT A SF'I - 4ERE 4" IN D I A. CANNOT PASS TWROUGI -I. PER TIDE 9 UBC SEC. 5093 5/8 " TYPE "X" G.W.B. PANEL BOX (2) 2 x S - I AT EACH SIDE 2 x 4 PRESSURE TREATED SILL w/ 5/8 ANCHOR BOLTS 2 x 4 STUDS AT Irv" 0.C. SECTION PLAN NOTCI -I TOP OF 2 x S 3 1/2" x 3" FOR DBL. TOP PLATES BEVEL SIDING x 2 TRIM METER CAN 'Jo .a 2 4 "STUD S A T 16, O.C. x 2 TRIM BEVEL SIDING SNEarNiNG EXTERIOR 5/S " TYPE "X" G.W.B. PANEL BOX INTERIOR ELECTRICAL METER FR41INIG 3 /4 O " D03 -231 oeS) ILI 4...) � r .Qm w61 • >04 W'� r �r , ��0 0) tu 4_00 O Lu rq 14 0c CI ryn CErvED • Ti ji4V1 A ip N 4 W a 1 2, 03 EN TER? FILE NO: 5110-01 SWEET 1:) 1 OF CLASS B TENSION SPLICE LENGTHS COMP. BARS CONC. PSI 1 f c= 2,500/3,000 PSI f'c = 4,000 PSI f c = ALL L TION REGULAR TOP REGULAR >3db >6db TOP >3db >6db 10d at 6" O.C. ENCLOSED W /SPIRAL TIES SP AC do SIZE ING >3db >6db >3db >6db 13 16" 16" 21 21* 16" 16" 18" 18" 12" 12" 14 22" 22" 28" 28" 19' 19" 24" 24' 15" 12" 15 27* 2r 35 35 23 23 30 30 19 14 16 35" 32" 48" 42" 31" 28" 40" 38" 23" 17" 17 63" 49" 42" 33" r 54" 42' 26" 20" #8 63" 43" 82" 58" 55" 37" 71" 48" 30" 23" 19 se 104" 83" 69" 42' i 90" 55' 34" 25" 110 102" 58" 132" 76' 88' 50" 114" 65" 38' 29' Ill 128 71" 162" 93" 108" 62" 140" 80" 42" 32" USE: THICKNESS: SPAN /INDEX RATIO EDGE ATTACHMENT: INTERMEDIATE ATTACHMENT: ROOF 1/2 32/16 8d at 6" O.C. 8d at 12" O.C. FLOOR 3/4' TdcG 40/20 10d at 6" O.C. 10d at 10" O.C. SHEAR WALL 1/2" 24/0 8d at 6" O.C. 8d at 12" O.C. BOLT DIAMETER , , VERT BOLT LENGTH HORIZ BOLT LENGT HEADED STUD FILLET WELD SQE J 1/2w 7' 4* I 1/46 5/8" I 7" 4' . 5 16' r 3 4" r r 5' _ 5/16" C GENERAL STRUCTURAL NOTES FOUNDATIONS: CONCRETE: MINIMUM 28 DAY STRENGTH 2,500 PSI. 1 BUILDINQ CODE: 1997 EDITION OF THE UNIFORM BUILDING CODE, AS AMENDED BY LOCAL JURISDICTION. LOADS: ROOF LIVE LOAD = 25 PSF (SNOW). SUPERIMPOSED DEAD LOAD ON ROOF TRUSSES -- 14 PSF. (EXCLUDES TRUSS WEIGHT) ( 9 PSF TOP CHORD / 5 PSF BOTTOM CHORD) ROOF DEAD LOAD = 16 PSF. FLOOR LIVE LOAD = 40 PSF (REDUCIBLE). FLOOR DEAD LOAD = 12 PSF. A WIND LOAD = 80 MPH WIND SPEED, EXPOSURE B. SEISMIC ZONE 3 (Z = 0.30 ) 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. 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. REINF ASTM A615 (Fy = 60 KSI) DEFORMED BARS FOR ALL BARS 15 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 EXPOSED TO EARTH OR WEATHER 16 OR LARGER 15 AND S6IALLER ALL OTHER PER LATEST EDITION OF ACI 318. 4 3 2 " 1 1/2" LAP SPLICES IN CONCREIE: LAP SPLICES, UNLESS NOTED OTHERWISE, SHALL BE CLASS "B" TENSION LAP SPUCES 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 SPUCE 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 CO STRUCTURAL STEEL: ALL BOLTS SHALL BE ASTM A307, UNLESS NOTED OTHERWISE. ALL CONSTRUCTION PER LATEST MSC 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 SIW. WASHERS AT FACE OF WOOD. MEM PROVIDE MI(;HORS, ANCHOR BOLTS AND MANSION BOLTS PER THIS SCHEDULE UNLESS NOTED ON PI/INS OR OR DETAILS EXPANSION BOL?S SHOJI HAVE K:90 REPORT FOR SAME NSTAL111110N AT 'IINCFIORS' USE 3/16' FILLET 7}MpCNESS OF OR'IPACK DOES NOT APPLY T+ONNAfiOS EIABEOMENR. PLYWOOD; TYPICAL ANCHOR BOLT, AND EXPANSION BOLT Sci-EDILE z ALL PLYWOOD SHALL BE AMERICAN PLYWOOD ASSOCIATION "CDX" RATED SHEATHING OR BETTER, AND SHALL BEAR THE STAMP OF AN APPROVED TESTING AGENCY. LAY UP PLYWOOD WITH FACE GRAIN PERPENDICULAR TO SUPPORTS. STAGGER JOINTS. ALL NAILING, COMMON NAILS. WHERE SCREWS ARE INDICATED FOR WOOD TO WOOD ATTACHMENTS, USE WOOD SCREWS. ALL PLYWOOD SHALL BE OF THE FOLLOWING NOMINAL THICKNESS, SPAN /INDEX RATIO AND SHALL BE ATTACHED AS FOLLOWS UNLESS NOTED OTHERWISE: ALL FLOOR SHEATHING SHALL BE GLUED TO SUPPORT MEMBERS WITH AN APA AFG --01 QUALIFIED GLUE. ALTERNATE: AMERICAN PLYWOOD ASSOCIATION PERFORMANCE RATED SHEATHING MAY BE USED AS AN ALTERNATE TO PLYWOOD WITH PRIOR APPROVAL OF OWNER. RATED SHEATHING SHALL COMPLY WITH I.C.B.O. REPORT NO. NER -124, EXPOSURE 1, AND SHALL HAVE A SPAN RATING AND SHEAR VALUE EQUIVALENT TO OR BETTER THAN THE PLYWOOD IT REPLACES. ATTACHMENT AND THICKNESS (WITHIN 1 /32") SHALL BE THE SAME AS THE PLYWOOD R REPLACES. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. WOOD GENERAL: DO NOT NOTCH OR DRILL JOISTS, BEAMS OR LOAD BEARING STUDS WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER THRU THE ARCHITECT, DOUBLE UP FLOOR JOISTS AND BLOCKING UNDER PARTITIONS. PROVIDE 2" SOLID BLOCKING AT SUPPORTS OF ALL JOISTS. DOUBLE UP STUDS AT JAMBS AND AS REQUIRED UNDER BEAMS. EVERY OTHER STUD OF WOOD FRAME BEARING WALL SHALL HAVE A SIMPSON H3 ANCHOR TOP AND BOTTOM, EXCEPT AT THOSE WALLS WHERE PLYWOOD SHEATHING IS NAILED DIRECTLY TO THE TOP AND BOTTOM PLATES. PROVIDE 2X SOLID BLOCKING AT MID- HEIGHT OF BEARING STUD WALLS. ALL NAILING NOT NOTED SHALL BE ACCORDING TO TABLE 23- II -B -1 OF THE UNIFORM BUILDING CODE. WOOD CONNECTORS SHALL BE AS MANUFACTURED BY SIMPSON STRONG-TIE COMPANY, INC. OR OTHER MANUFACTURER WITH CURRENT AND EQUIVALENT I.C.B.O. APPROVAL GENERAL: THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE UMITED TO, BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC., THE STRUCTURAL ENGINEERING SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES FOR PROCEDURE OF CONSTRUCTION, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERIALS, SUCH STANDARDS SHALL BE THE LATEST EDITION AND/OR ADDENDA. ESTABUSH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL, MECHANICAL PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION IS CHOSEN, CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY CHANGES AND SHALL COORDINATE ALL DETAILS. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE ARCHITECT. TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLANS, BUT APPLY UNLESS NOTED OTHERWISE. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL NOTES AND SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN. ANY ENGINEERING DESIGN, PROVIDED BY OTHERS MID SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL OF A REGISTERED REO3GNIZED BY THE BUILDING CODE JURISDICTION OF THIS PROJECT. iW (3) es_F i n (2) ANCHOR BOLT ffs W NicHoR Gun svuo seam) /1 PLYWOOD WEB JOIST (TJI TYPE): DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST EDITION I.C.B.O. REPORT NER -200. CONNECTIONS AND BEARING MATERIAL TO BE SHOP CONNECTED TO JOISTS AND DESIGNED AND FURNISHED BY JOIST FABRICATOR. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM = L /480. FLOOR TOTAL LOAD MAXIMUM = L/240. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS WITH DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER FOR REVIEW PRIOR TO MANUFACTURE. ADDITIONAL JOISTS SHALL BE SUPPLIED AS REQUIRED TO SUPPORT MECHANICAL EQUIPMENT. PREFABRICATED WOOQ TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS UVE LOAD AND SUPERIMPOSED DEAD LOADS STATED IN THE GENERAL STRUCTURAL NOTES OR AS LOCATED ON PLANS. BRIDGING SIZE AND SPACING BY TRUSS MANUFACTURER UNLESS NOTED OTHERWISE. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS AND DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER FOR REVIEW PRIOR TO MANUFACTURE. CALCULATIONS AND SHOP DRAWINGS SHALL SHOW ANY SPECIAL DETAILS REQUIRED AT BEARING POINTS. ALL CONNECTORS SHALL HAVE CURRENT I.C.B.O. APPROVAL. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWS: ROOF TOTAL LOAD MAXIMUM = L/240. ROOF LIVE LOAD MAXIMUM = L/360. ADDITIONAL TRUSSES SHALL BE SUPPLIED AS REQUIRED TO SUPPORT MECHANICAL EQUIPMENT. MULTIPLE TRUSS MEMBERS SHALL BE FASTENED TOGETHER TO ALLOW TRANSFER OF SHEAR AND TENSION FORCES (MINIMUM 200 PLF) AT PLYWOOD SHEATHING JOINTS AND TO PREVENT CROSS GRAIN BENDING OF TOP CHORDS. ATTACHMENT SHALL BE A CONTINUOUS 20 GAGE METAL PLATE OR OTHER APPROVED MEANS. METHOD OF ATTACHMENT SHALL BE INDICATED ON SHOP DRAWINGS FOR REVIEW. TRUSS MANUFACTURER SHALL HAVE I.C.B.O. APPROVAL OR BE AN APPROVED FABRICATOR ACCORDING TO THE BUILDING JURISDICTION. TRUSS MANUFACTURER SHALL PERMANENTLY IDENTIFY EACH TRUSS PER UBC 2321.4. LAP SCHEDULE FOR REINFORCING STEEL 1. FACE OF 'VALE, TOP OF 'WALL, COLUMN, ETC. 2. 2' M. STANDARD (HOOK OR BOLT HEAD, TYP. EXPiANSION BOLT 3` PLATE, ALE CHANNEL, � BOLT MMt) ETC 3 • r 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 SPUCES IN CONCRETE BEAMS, SLABS, WALLS, AND FOOTINGS SHALL BE CLASS "B" TENSION LAP SPUCES & LAP SPUCES 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). My D03 -231 W U U J Z J Z cob n mi- U"1 ir Aw' vo • • cx U) cnw z g 't W r 0 8 0 2 0 a Cl, esti cc d W 0 ce cc S W C3 D W W I I I W Z • C C) < ' 4-0 IV CO C r■ 0 in - 0 co OC c�rT C7 TINA/ILA 1 KW ►LA AUGOI 2003 PERMIT CENTER c0 ;kw o 0 W ti N � Z i p J a cc U 1-; w � !i; '—' m � C id) � SHEET ND. S1.0 PROJECT N0. 10918 P-DS 577 =11=11=11=11= 11=1 '1`x11 - 11 - 11"11 - 11 =11 =11 =11 =1 =1: 1. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. FLOOR SHEATHING 3. FLOOR JOISTS PER PLAN 4. (2) f4 BAR CONTINUOUS (AT TOP) PROVIDE 14 AT 10' O.C. HORIZ. 5. 5/8" DIA. A.B. AT 48' O.C. TYPICAL UNO. g, 14 AT 24' O.C. (MAX.) ALTERNATE BENDS 7, (2) 14 BARS CONTINUOUS 8. EDGE NAILING 2x CONTINUOUS RIM 16d 0 6' O.C. 1. WOOD STUD WALL 2. 5/8" DIAMETER ANCHOR BOLTS WITH PLATE WASHERS 0 48" O.C. TYP. U.N.O. 3. 2x BASE PLATE 4. CONCRETE SLAB ON GRADE 5. #4 HOOKED DOWELS AT 24" O.C., ALTERNATE BENDS 6. SHEATHING AND NAIUNG PER SHEARWALL SCHEDULE 7. FINISH GRADE OR CONCRETE SLAB AS OCCURS 8. CONCRETE STEM WALL AND FOOTING 9. (2) 14 BARS CONTINUOUS TOP AND BOTTOM 1. BASE PLATE NAILING PER SHEAR WALL SCHEDULE Z. 16d 0 6' O.C. 3. FLOOR SHEATHING 4. FLOOR JOISTS PER PLAN 5. BLOCKING 0 48" O.C. fi. (2) i4 BAR CONTINUOUS (AT TOP) PROVIDE f4 AT 10" 0.C. HORIZ. 7. 5/8' DIA. A.B. AT 48" O.C. TYPICAL UNO. g /4 AT 24" O.C. (MAX.) ALTERNATE BENDS 9. (2) /4 BARS CONTINUOUS 1O. EDGE NAILING 11. 2x CONTINUOUS RIM 1. CONCRETE SLAB ON GRADE 2. STUD WALL BEYOND 3. TOOLED EDGE 4. FINISH GRADE OR CONCRETE SLAB WHERE OCCURS 5. CONCRETE STEM WALL AND FOOTING WITH REINFORCING . CONTINUOUS FROM BEYOND 6. /4 HOOKED DOWELS 0 24" O.C., ALTERNATE BENDS Air 4111 411".. .... __ _______.. If EDGE HAILING 16d06'O.C. FLOOR SHEATHING SIMPSON IUT TYPE HANGER FLOOR JOISTS PER PLAN MANY FLOOR BEAM PER PLAN 4x OR 6x POST WITH SIMPSON PC AND PB CONT. 2X W/ 2 -10d NAILS PER JOIST BLOCKING BY JOIST MANUFACTURER FLOOR JOISTS PER PLAN 104 0 4" O.C. MAIN FLOOR BEAM PER PLAN FLOOR SHEATHING 4X OR 6X POST WITH SIMPSON PC AND PB CONCRETE FOOTING WITH (3) j4 BARS EACH WAY. EDGE NAILING 1. WOOD COLUMN 2. COLUMN BASE 3. FINISH GRADE OR CONCRETE SLAB WHERE OCCURS 4. 12" SQUARE CONCRETE PEDESTAL 5. CONCRETE FOOTING 6. 13 TIES AT 8" O.C. 7. (4) 15 HOOKED DOWELS 8. ARCHITECTURAL COVER, SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION 1. CORNER BARS SAME SIZE & SPACING AS HORIZ. REINFORCING LAP PER GSN (24" MINIMUM) �+� „RECEIVED 2. BETE STEM . r.,r T( , LA WALL OR FOOTING 3. ALTERNATE BENDS A B r . -,fir► . .. AP.... i.. ii,.. • ii.. sue., i. I/ PLYWOOD WEB JOIST AT WOOD STUD WALL SCALE: N.T.S. PLYWOOD WEB JOIST AT WOOD BEAM BELOW SCALE: N.T.S. (4) (s) (6) ( MOM MO: 1 1. BASE PLATE NAILING PER SHEARWALL SCHEDULE 2. FLOOR SHEATHING 3. PLYWOOD WEB FLOOR JOISTS PER PLAN 4. 2x CONTINUOUS RIM WITH (2) 10d PER JOIST 5. SHEATHING AND NAILING PER SHEARWALL SCHEDULE 6. 16d 0 6" O.C. 7. SHEAR PANEL EDGE NAILING 1. BASE PLATE NAILING PER SHEARWALL SCHEDULE 2. FLOOR SHEATHING 3. PLYWOOD WEB FLOOR JOISTS PER PLAN 4. SHEATHING AND NAILING PER SHEARWALL SCHEDULE 5. BEAM PER PLAN 6. EDGE NAILING 7. SIMPSON IU HANGER 1. WOOD STUD WAU. 2. CONTINUOUS 2x WITH 16d MIS 0 12' O.C. 3. MOD BEAM 4. SHEATHING AND NAI NVG PER 5. FLOOR SHEATING AS OCXURS o r t :A WOOD STUD WALL AT WOOD BEAM r„: SOLE: ZITS. FA II (4 PLYWOOD WEB JOIST AT WOOD STUD WALL SCALE: N.T.S. SCALE: N.T.S. 8) 1. BASE PLATE NAILING PER SHEARWALL SCHEDULE 6) 2. FLOOR SHEATHING 3. TJI BLOCKING 0 48" O.C. 4 . 2x CONTINUOUS RIM WITH (2) 10d PER JOIST 5. PLYWOOD WEB FLOOR 7) JOISTS PER PLAN 6. SHEATHING AND NAILING PER SHEARWALL SCHEDULE 7. 16d06"O.C. 8. SHEAR PANEL EDGE NAILING (1) (s) IMS; 1. DOUBLE EDGE NAILING 2. FLOOR SHEATHING 3. PLYWOOD WEB JOIST PER PLAN 4. JOIST HANGER BY JOIST MANUFACTURER 5. WOOD BEAM PER PLAN PLYWOOD WEB JOIST AT WOOD BEAM (4) BUILT-UP POST PERPENDICULAR TO WALL saw: KTs 2 3 MEM 1. 6x SAWN OR 5 1 /8" GLB 2. (6)l6dEfrcHsIDE, TYP. 3. PLYWOOD FILLER 4. , 4x SAWN OR 3 1/8" GIB -4- WOOD BEAM AT WOOD COLUMN SCALE: N.T.S. NTS z 0) • • 7 ( 3 ) 2. SIMPSON ACE TYPE POST CAP WOOD COLUMN PER PLAN 3. WOOD BEAM PER PLAN WOOD BEAM AT WOOD BEAM cr\ IMES; 1. WOOD BEAM 2. SIMPSON HU OR HUTF TYPE HANGER D03 -231 RECEE VE rl ray C,F T, • . PERMIT CENT-E., 1 1, AUG 0 1 1'1- a CO w O w CO 0 cc w w 0 1 I I ad ci J Z I • J - ad to W c z 1 _. m a - -t : ± 7, a W z W N tl� 00 MI CO C Q7► Q � .0 C 0 E in "CP n 03 Cr o CC J C oa : 0 I -I I" Us in -1 (69 c •s:( aya d pp- cc le u.. SHEET Mo. S1.2 PROJECT N0. 10918 t m i t r s- * to 8 N j:;p5 5DcD 1. PLYWOOD SHEATHING 2. 2x BLOCKING 3. FLOOR JOISTS PER PLAN 4. DOUBLE 2x TOP PLATE 5. WOOD STUD WALL 6. TREAD AND RISERS 7. 2x12 STRINGER NOTE: SEE ARCHITECTURAL PLAN FOR TREAD, RISER AND NOSING DIMENSIONS WOOD STUD WALL WOOD HEADER PER PLAN (2) 16d TOENAILS EACH SIDE, EACH END (2) 16d AS SHOWN RUN VERTICAL STUDS UP PAST HEADER AS SHOWN (2) 16d 0 12" O.C. 16d 0 12" O.C. STAGGERED BOTH SIDES DOUBLE STUDS UNDER HEADER BEARINGS FOR OPENING WIDTHS GREATER THAN 5' -0' TOP CHORDS OF TRUSS OR TRUSSES AS OCCURS. 1 . WOOD STUD WALL 2. SIMPSON H5 STUD TO STRINGER AT EVERY OTHER STUD 3. TREAD AND RISERS 4 . 16d 0 12" o.c. 5. (3) 16d MINIMUM AT EACH STUD 6. 2x STRINGER NOTE: SEE ARCHITECTURAL PLANS FOR TREAD, RISER AND NOSING DIMENSIONS STAIR STRINGER TO WOOD STUD WALL CONNEC11ON 1/2 BOLT, MINIMUM (2) 2x1 2 AND LARGER USE 1/2 BOLTS 0 24" O.C. 16d SPIKE, MINIMUM (2) 2x10 AND SMALLER USE 16d SPIKES AT 12" O.C. STAGGERED EQIES; 1. 2x12 STRINGER 2. DOUBLE 2x TOP PLATE 3. WOOD STUD WALL 4. TREAD AND RISERS 5. PL'Y'WOOD SHEATHING 6. 2x BLOCKING 7. FLOOR JOISTS PER PLAN NOTE: SEE ARCHITECTURAL PLANS FOR TREAD, RISER AND NOSING DIMENSIONS :;aps s•770 ....,-----'. 0) ......„......„,,,," ir i r (4) ir L . ...A.,... 1. PLYWOOD SHEATHING 2. 2x BLOCKING 3. FLOOR JOISTS PER PLAN 4. DOUBLE 2x TOP PLATE 5. WOOD STUD WALL 6. TREAD AND RISERS 7. 2x12 STRINGER NOTE: SEE ARCHITECTURAL PLAN FOR TREAD, RISER AND NOSING DIMENSIONS WOOD STUD WALL WOOD HEADER PER PLAN (2) 16d TOENAILS EACH SIDE, EACH END (2) 16d AS SHOWN RUN VERTICAL STUDS UP PAST HEADER AS SHOWN (2) 16d 0 12" O.C. 16d 0 12" O.C. STAGGERED BOTH SIDES DOUBLE STUDS UNDER HEADER BEARINGS FOR OPENING WIDTHS GREATER THAN 5' -0' TOP CHORDS OF TRUSS OR TRUSSES AS OCCURS. 1 . WOOD STUD WALL 2. SIMPSON H5 STUD TO STRINGER AT EVERY OTHER STUD 3. TREAD AND RISERS 4 . 16d 0 12" o.c. 5. (3) 16d MINIMUM AT EACH STUD 6. 2x STRINGER NOTE: SEE ARCHITECTURAL PLANS FOR TREAD, RISER AND NOSING DIMENSIONS STAIR STRINGER TO WOOD STUD WALL CONNEC11ON 1/2 BOLT, MINIMUM (2) 2x1 2 AND LARGER USE 1/2 BOLTS 0 24" O.C. 16d SPIKE, MINIMUM (2) 2x10 AND SMALLER USE 16d SPIKES AT 12" O.C. STAGGERED EQIES; 1. 2x12 STRINGER 2. DOUBLE 2x TOP PLATE 3. WOOD STUD WALL 4. TREAD AND RISERS 5. PL'Y'WOOD SHEATHING 6. 2x BLOCKING 7. FLOOR JOISTS PER PLAN NOTE: SEE ARCHITECTURAL PLANS FOR TREAD, RISER AND NOSING DIMENSIONS :;aps s•770 as a tEES.: 1. TRUSSES. PER PLAN 2. SIMPSON A35 WITH 3 WAY BEND AT EACH TRUSS 3. PLYWOOD SHEATHING 4. EDGE NAILING 5. 2x BLOCKING WITH (3) 16d PER BLOCK 6. WOOD BEAM 7. CONTINUOUS FASCIA WITH (2) 10d PER TRUSS 1. PLYWOOD SHEATHING 2. PREFABRICATED WOOD TRUSS 3. EDGE NAILIG . 2x BLOOM WITH (3) 16d PER ILOCK 5. SIMPSON LU TYPE HANGER 6. PREFABRICATE) (MOOD TRUSS GOER ROOF SHEATHING 8d 0 6" O.C. EDGE NAILING 2x BLOCKING WITH (3) 16d PER BLOCK SHEAR PANEL EDGE NAILING SHEATHING AND NAIUNG PER SHEARWALL SCHEDULE SIMPSON H2.5 CLIP AT EACH TRUSS CONTINUOUS FASCIA WITH (2) 10d PER TRUSS 1. EDGE NAILING 2. RIDGE VENTS 3. TRUSSES PER PLAN 4. PLYWOOD SHEATHING 5. 2x SOLID BLOCKING liZa; 1. 2X OR VALLEY SET OVER FRAMING AT 24" O.C. 2. PREFAB WOOD TRUSS BELOW 3. LINE OF PLYWOOD SHEATHING JOINTS 4. 2x8 LAYED FLAT OVER PLYWOOD SHEATHING WITH 3 -16d TYPICAL AT EACH TRUSS. 5. SIMPSON A34 EACH SIDE - 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: EDGE NAIUNG PLYWOOD SHEATHING (2) 10d PER STUD CONTINUOUS 2x LEDGER SIMPSON LU TYPE HANGER PREFABRICATED WOOD TRUSS 2x SOLID BLOCI(MIG WOOD STUD WALL SIMPSON A35 CLIP AT EACH STUD CONTINUOUS FASCIA WITH (2) . 10d NAILS PER JOIST 2x4 OUTRIGGER 0 24' O.C. ( 10d NAILS PER TRUSS SIMPSON A35 CLIP AT EACH JOIST GABLE END TRUSS - SHEATHING AND NAIUNG PER SHEARWALL SCHEDULE 16d 0 6 O.C. BOTTOM TRUSS CHORD TO WALL TOP PLATE 2x4 BRACE 0 48" O.C. WITH SIMPSON A35 CLIP EACH END TRUSSES PER PLAN EDGE NAIUNG SIMPSON H2.5 AT EACH TRUSS PLYWOOD SHEATHING GIRDER TRUSS JACK TRUSS SIMPSON LU TYPE HANGER. AT HIP CARRIER, USE SIMPSON TH TYPE HANGER TaPs Si7c .. r 7" MIN. N.T.S SUM KT. . (4) (s) c>> a N LATERAL RESTRAINT PANEL (7) SHEAR WALL DETAIL W/ SIMPSON TIE HOEDOWN WES; 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. (1) 4. ANCHOR BOLT & PLATE WASHER SEE SHEAR WALL SCHEDULE 5. EDGE OF SHEAR WALL SEE FLOOR PLANS 6. HOLDOWN REQ'D BOTH EDGES OF SHEAR WALL 7. TREATED SILL PLATE 1. 2x TOP PLATE 2. CONTINUE HEADER TO END STUD 3. 8d 0 3" O.C. EACH WAY ON HEADER 4. SIMPSON STHD14 - INSTALL PER MANUFACTURER'S RECOMMENDATIONS 5. (2) 10d NAILS TO HEADER 6. CORNER END STUD AS OCCURS 7. (2) 2x STUDS OR 4x POST 8 . 8d • 3' O.C. ALL PLATES, HEADERS AND STUDS 9. 1/2" NOMINAL APA RATED SHEATHING ( 1 0. 5/8' DIAMETER ANCHOR BOLTS - EMBED 7" MINIMUM WITH 2'x2'x3/16" PLATE WASHER (3) 2x PLATES - NAIL SHEATHING TO EACH PLATE 12. 8d 0 3' O.C. INTO EACH PLATE 13. TOP OF CONCRETE NOTE ALL STUDS TO BE DOUGLAS AR 12 IN LATERAL RESTRAINT PANELS ( (8) (s) N.T.S (6) SHEAR WALL DEThJL IN/ SIMPSON STRAP 11E HOEDOWN FLOOR SUPPORTED BY FOUNDATION (4) ,, 1.7; 2 -1 (15) (16) (17) SHEAR WALL DETAIL W/ SIMPSON HOEDOWN � BOT. PLATE 0 FLR. SUPPORTED BY FDN WALL 0.TS RES; 1, (2) STUDS 0 SHEAR WALL EDGES. NAIL STUDS TO ADJACENT STUD W/ lOd 0 12` O.C. 2. PANEL EDGE NAIUNG. 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 NAIUNG AT SILL PLATE 5. EDGE OF SHEAR WALL, SEE FLOOR PLANS 6. CORNER, OR DOOR OR WINDOW 7. PANEL EDGE NAIL SPACING $» RJ TYPE HOLDOWN REQ'D BOTH EDGES OF SHEAR WALL 9. PANEL EDGE NAIL SPACING 10. ANCHOR BOLT & PLATE WASHER 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 CONT. DOUBLE STUDS 0 SHEARWALL EDGES. NAIL STUDS TOGETHER 10d 0 12' Q.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 4. PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE OF SHEARWALL NAILING 5. PANEL EDGE NAILING ON SILL PLATE 6. EDGE OF SHEARWALL SEE FLOOR PLANS ATTACHED 7. CORNER, OR DOOR OR WINDOW 8. PANEL EDGE NAIL SPACING 9. SETUP TAPPING LAGS SCREWS 10. PANEL EDGE NAIL SPACING 11. SIMPSON SSTB ANCHOR BOLT 12. ANCHOR BOLT & PLATE WASHER - SEE SHEAR WALL SCHEDULE 13. SHEAR WALL SHEATHING 14. SOLE PLATE NAIUNG 15. RNLI JOIST 16. TREATED SQL PLATE 17. DOUBLE STUDS 18. FLOOR SHEATHING D03 -231 RECEL r 0 1 ?3C1 CENTER PEROAFT • U J Z J - J - N CO cr W CO W g Z � fri • ia %me H a W co w O w C9 CC w w cc cs co* 1 1 1 W Z S1.5 PROJECT N0. 10918 gDs77c7 a 1. WOOD STUD WALL 2. DOUBLE STUD AT EDGES OF SHEAR WALL 3. STRAP PER PLAN. CENTER BETWEEN FLOORS. 4. SOUD BLOCK UNDER STRAP AS REQ'D. 5. BLOCKING OR RIM JOIST AS OCCURS. 1. EDGE OF SHEARWALL SEE ATTATCHED FLOOR PLANS 2. PANEL EDGE NAILING 3. PANEL EDGE NAIL SPACING 4 . CORNER, OR DOOR, OR WINDOW 5. DOUBLE STUDS 0 SHEAR WALL EDGES 6. SHEARWALL SHEATHING PLWD., 1/2 MIN. THICKNESS 7. SIMPSON MST60 STRAP - WRAP AROUND JOIST OR BEAM - CENTER STRAP AT SOLE PLATE 8. SHEATHING 9. SOLE PLATE NAILING SEE SHEARWALL SCHEDULE 10. FLOOR SHEATHING 11. MULTIPLE JOIST OR BEAM BELOW WALL 12. SIMPSON STRAP WRAP AROUND JOIST OR BEAM CENTER STRAP AT SOLE PLATE FRAING DS SHALL BE HEM #2 SPACED • 16' O.C. MAX. THICKNESS OF STUDS TO BE 2X UNLESS NOTED IN SC,IIEDIlLE. SHEATHING PAWLS MAY BE LAYER VERTICAL OR HORIZONTAL BLOCK ALL HORIZONTAL EDGES W/ 2X OR 3X MG. TO MATCH STUD WIDTH U.N.O. ALL EXTERIOR WALLS NOT DENTED AS SHAR WALLS SHALL RECEIVE APA RATED SHEATHING, MY BLOCKED WITH EDGE WILING OF 10d 0 6 ' O.C. EDGE. 12 � O.C. FELD. WING APPLES TO ALL STUDS, TOP KM. Ate BOTTOM PLATES A. MINIMUM A 1OR BOLT SPACING : 4'-O• O.C. OM= OTHERWISE SPEC .D 11 WNW 2 SCHEDULE) PER BALL 2' 23/16' EACH PACHOR. DO NOT RECESS BOLTS. MULTIPLE STUDS (MIN. 2 U.N.O.) AT EACH END OF PANEL NAILED AS BUILT --UP POST - TYP. SIMPSON STRAP PER SCHEDULE HOLDOWNS AS OCCURS ANCHOR BOLTS FIRST FLOOR LINE SECOND FLOOR LINE (5) la1)6 5770