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Home My WebLink AboutPermit D03-294 - SIEDENBURG RESIDENCE - ADDITION AND COVERED PATIOSIEDENBURG RESIDENCE 16012 47T" AVENUE SOUTH D03 -294 t }" na;.dt i:.�ai: C ..:J,'W:St/ilAy+rinws+ +.S.tLw«� z W 00 W =. J I- N al O u_ W =W Z f. 1- O Z I— W W U0 P- o I- T W O ..Z W 0 I-. Z Water Main Extension: Water Meter: doc: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 6818300035 Address: 16012 47 AV S TUKW Suite No: Tenant: Name: SIEDENBURG RESIDENCE Address: 16012 47 AV S, TUKWILA WA Owner: Name: SIEDENBURG DAVID M +KELLY L Address: 16012 47TH AV S, SEATTLE WA Contact Person: Name: DAVID SIEDENBURG Address: 16012 47 AV S, TUKWILA WA Contractor: Name: OWNER AFFIDAVIT - KELLY SIEDENBURG Address: 16012 47 AV S, TUKWILA WA Contractor License No: DESCRIPTION OF WORK: CONSTRUCTION OF AN 829 SQ FT ADDITION INCLUDING A 51 SQ FT COVERED PATIO AREA. PUBLIC WORKS ACTIVITIES INCLUDE: Value of Construction: $ $69,290.16 Fees Collected: $1,297.69 Type of Fire Protection: NONE Uniform Building Code Edition: 1997 Type of Construction: VN Occupancy per UBC: 7 Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: 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: N Street Use: N Profit: N N N DEVELOPMENT PERMIT Private: N D03 -294 Permit Number: D03-294 Issue Date: 01/14/2004 Permit Expires On: 07/12/2004 Expiration Date: Phone: Phone: 206 - 244 -3878 Phone: 206 244 -3878 Public: N Non - Profit: N Public: N Printed: 01 -14 -2004 z _ w Q � J U O 0 N O 111 t~ • U. w 2 u_ Q I w z = I— 0 z F— w • w U O O — O I— w O Z w U = 0~ z City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature: Date: %/54or I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit. // Signature: �K U LLel- Date: /)/`/,k) Print Name: k eJJtJ L . P 01 w3 This permit shall become null and void if the work is not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. doc: Devperm D03 -294 Printed: 01 -14 -2004 x .. .'iur:s.:i;;.,.. ,; i. �`:'.. . v�i4 ...ft. City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 6818300035 Address: 16012 47 AV S TUKW Suite No: Tenant: SIEDENBURG RESIDENCE PERMIT CONDITIONS 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 J.;. rwa. WUwficid' rYJY +Ilix7Yi.V5tctxs.Wilavaw - ., -�.. -_ • / ee D03 -294 Permit Number: D03 -294 Status: ISSUED Applied Date: 09/23/2003 Issue Date: 01/14/2004 Printed: 01 -14 -2004 303.1.3.). doc: Conditions City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 17: Water heater shall be anchored to resist earthquake (U.P.C. 510.5). I hereby certify that I have read these conditions and will comply with them 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 regulating construction or the performance of work. Signature: .P1Ut--- , � furet-e-l'af?-v` , Print Name: kr/lb U t eoLeAnb D03 -294 as outlined. All provisions of law and ordinances cancel the provision of any other work or local laws Date: / l k Printed: 01 -14 -2004 • .•, Y:..:�.Gl:,:.:4.W;.uG� is ik�. Lr. z i� w r QQ r 2 J U 00 J = F- U) w w 2 • a 1 a w z = zI- • uj :3 c) O -- 0 w I - O z U= z Site Address: /60/ 41-7/ AYE Sc) Tenant Name: Property Owners Name: Mailing Address: Name: D -1 vid .Si e4. :4 fit/ Mailing Address: /60/2 47 r9 V21 7- ,S C- E -Mail Address: e/fSZed e jt:MO Cdr;• •GENERAL .CONTRA;CTOR'INF.QRMATIO Company Name: Mailing Address: Contact Person: E -Mail Address: 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 ** ARCHITECT OF RECORD =Alt plans must tie Wet stamped.brArchitect:ofRecord '.' Company Name: Mailing Address: Contact Person: E -Mail Address: ENGINEER OF RECORD —All plans must be wet stamped by Engineer of Record Company Name: Coil s tr u G z ) c ri T � �An o In 9. i e Mailing Address: 1/66 / 6C /5 Sire e 7 .S*6r.; k_ZO4 e./Ae i v-€..-. W.4' ?e005 -�- City State Zip ` Contact Person: h 1 RC 4 Ii k Day Telephone: '`/25 15 015 4 Fax Number: 42Z 45O 0 b E -Mail Address: %appbcauuI1 pennu application 1 I.2UO3) CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **Please Print** /7Qdic' /e/,L /6 o/z 97 S L epA n /7eS, ✓/ ✓CMG (./ h7 67* 74 U vJ c�8s0'56 3 U e1 &-'c, ,7 50=-7 a), 4' 1 = e ilc'�i� ha / / City State Zip %5f eo #fir /ci Ai Day Telephone: 425 .2.z k.., 42 Fax Number: y.25 .7/ O4 1/4S ( jesd rr Cc? rN St) . C; v 11v1 Si edfPy9 A Jr SD. Pat :e 1 ax�zr Ktxgr.thrK Mechanical Permit No Public Works Permit No. King Co Assessor's Tax No.: 6 6/'03 0 —C>O,a j Suite Number: nA New Tenant: ') fsWl City Day Telephone: (2-00 2-44 3 s.79 -7 W /L4 kof ge / 36 City r State Zip Fax Number: (206 243-3/21 City State Zip Day Telephone: Fax Number: Floor: hhi .... Yes ..No 14//4 76/08 State Zip BUILDING PERMIT INFORMATION -206-431-3670 .. 6/41 . /.7 r e4 ' Number of Parking Stalls Provided: Standard: `Jpphcauons■peonit application (1.2003) 1:2003 Page 2 Valuation of Project (contractor's bid price): $ n D :6,'c) 3' yet Existing Building Valuation: $ /52i 000 Scope of Work (please provide detailed information): R c .41,r) I,' e e/-»i Car-pc),-" co ✓exec,0 Will there be new rack storage? [J... Yes X.. No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below PLANNING DIVISION: if L Sin family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) / v v� *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? 0...Yes 0 .. No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ .. Sprinklers ❑...Automatic Fire Alarm ..None ❑.. Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ..No If "yes", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Safety Data Sheets. UTILITY DISTRICTS: Note: if the utility district is not City of Tukwila, you must provide written verification and approval from that utility district at the time of permit application. Water O.. City of Tukwila Water District 0.. Water District #125 Highline Water District 0...City of Renton Water District Sewer ❑.. City of Tukwila Sewer District X.. Val Vue Sewer District ❑...City of Renton Sewer District ❑...City of Seattle Sewer District ❑ .. Septic System (If property is served by a septic system, 2 copies of approved septic design from King County Health Department must be submitted at the time of permit application) *41.1,+ :.�k nrii�;,J!�tit7ar r^.tt,N '" far ra S;i; " +sa:, 6. Existing Interior Remodel Addition to Existing Structure New Type of Construction per UBC Type of Occupancy per UBC l" Floor • /096 7 /J 2' Floor 3` Floor - Floors , • • thru Basement:..: .... , /a9f /,_ L I ' Accessory Structure* Attached_Garage Detached Garage . Attached Carport . . • 296 filD he .rem° 1 4. ' I • Detached. Carport Covered•Deck ..: ' 2O f I r ` OC'_ ' U 7t ' V f Uncovered Deck 6I,-` G BUILDING PERMIT INFORMATION -206-431-3670 .. 6/41 . /.7 r e4 ' Number of Parking Stalls Provided: Standard: `Jpphcauons■peonit application (1.2003) 1:2003 Page 2 Valuation of Project (contractor's bid price): $ n D :6,'c) 3' yet Existing Building Valuation: $ /52i 000 Scope of Work (please provide detailed information): R c .41,r) I,' e e/-»i Car-pc),-" co ✓exec,0 Will there be new rack storage? [J... Yes X.. No If "yes ", see Handout No. for requirements. Provide All Building Areas in Square Footage Below PLANNING DIVISION: if L Sin family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) / v v� *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? 0...Yes 0 .. No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑ .. Sprinklers ❑...Automatic Fire Alarm ..None ❑.. Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ..No If "yes", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and Material Safety Data Sheets. UTILITY DISTRICTS: Note: if the utility district is not City of Tukwila, you must provide written verification and approval from that utility district at the time of permit application. Water O.. City of Tukwila Water District 0.. Water District #125 Highline Water District 0...City of Renton Water District Sewer ❑.. City of Tukwila Sewer District X.. Val Vue Sewer District ❑...City of Renton Sewer District ❑...City of Seattle Sewer District ❑ .. Septic System (If property is served by a septic system, 2 copies of approved septic design from King County Health Department must be submitted at the time of permit application) *41.1,+ :.�k nrii�;,J!�tit7ar r^.tt,N '" far ra S;i; " +sa:, 6. PUBLIC WORKS PERMIT INb ..RMATION — 206 -433 -0179 Scope of Work (please provide detailed information): Street Use: ❑ .. Street Use Land Altering and /or Hauling: ❑ .. Land Altering: ❑ ... Cut Please refer to Public Works Bulletin #1 for fees and estimate sheet. 0... Channel ization /Striping Storm Drainage: ❑ .. Storm Drainage ❑...Flood Control Zone Water Meter Refund/Billing: Name: Mailing Address: `applications \permit application (1.2003) 11:003 Call before you Dig: 1- 800 - 424 -5555 ❑...Curb cut/Access /Sidewalk cubic yards ❑... Fill cubic yards ❑ .. Hauling Sewer Information: ❑ .. City of Tukwila Sewer District ❑ .. Val Vue Sewer District 0... City of Renton Sewer District ❑ .. City of Seattle Sewer District .. Sanitary Side Sewer .. Sewer Main Extension p .. Private ❑.. Public Water Information: ❑ .. City of Tukwila Water District ❑ .. Water District #125 ❑... Highline Water District 0... City of Renton Water District ❑ .. Water Main Extension ❑ .. Private ❑ ...Public ❑ .. Water Meter/Exempt: Size(s): ❑ .. Deduct ❑ ...Water Only ❑ .. Water Meter Permanent #: Size(s): ❑ .. Water Meter Temporary #: Size(s): ❑ .. Est. Quantity: gallons 0 .. Fire Loop/Hydrant (main to vault) #: Size(s): ❑ .. Landscaping Irrigation ❑ .. Miscellaneous: Monthly Service Billing to: Name: Day Telephone: Mailing Address: City State Water ... ❑ Sewer ... ❑ Sewage Treatment [] Fire Line .... ❑ Page 3 Zip Day Telephone: City State Zip Unit Type: . . Qty .. Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty Furnace <100K BTU Air Handling Unit >= 10,000 CFM Other Mechanical Equipment 0 -3 HP /100,000 BTU Furnace>100K BTU Evaporator Cooler 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System 30 -50 HP /1,750,000 BTU Appliance Vent Hood 50+ HP /1,750,000 BTU Heat/Refrig/Cooling System Incinerator - Domestic Air Handling Unit <= 10,000 CFM Incinerator — Comm/Ind MECHANICAL PERMIT INFORMATION 206- 431=3670 MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: Contact Person: E -Mail Address: 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 .... J Replacement .... 0 Commercial: New .... ❑ Replacement ....0 Fuel Type: Electric 0 Gas ....ED Other: Indicate type of mechanical work being installed and the quantity below: PERMIT..APPLICATIONNOTfS Applicable; to all Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review— Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWNER OR AUTHORIZED AGENT: Signature: Print Name: ke I l V Mailing Address: J 'applicationi\permn application (I-2003) City Day Telephone: Fax Number: City State State c: S M' k iic> 1. � Ci�atfP., iu3:..• ` ,.k',v1ti ^ e'rLw` n d.2Sl':c'�wzi' tra:'1 "t Zip Date: (1 1/7-- 3 )03 Day Telephone: ( -OLP) 2-1-ii4 -38/0 vu=/ la, VIJ� Zip Date Application Accepted: 9 -Z3 -o3 Date Application Expires: --Z �d� z w it 2 Parcel No.: 6818300035 Permit Number: D03-294 6 v Address: 16012 47 AV S TUKW Status: ISSUED v o co Suite No: Applied Date: 09/23/2003 uu) w Applicant: SIEDENBURG RESIDENCE Issue Date: 01/14/2004 -J H U) W O Receipt No.: R04 -00678 Payment Amount: 47.00 g CO D Initials: SKS Payment Date: 06/07/2004 02:23 PM = w = H User ID: 1165 Balance: $0.00 z I— O Z 1— U 0— 0 I— Ui u j Type Method Description Amount L I O Payment Check 5834 47.00 u U = 0 Payee: TRANSACTION LIST: ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 DAVID M SIEDENBURG PLAN CHECK - RES RECEIPT Account Code Current Pmts 000/345.830 47.00 Total: 47.00 Printed: 06 -07 -2004 Z City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT it 2 JU U O co O N w w 0 • � Receipt No.: R04 -00027 Payment Amount: 788.25 ag w 5 Initials: SKS Payment Date: 01/14/2004 03:50 PM = w User ID: 1165 Balance: $0.00 Z F- O Z w 0 O N OH w W H r- U- r .. Z w 0 Parcel No.: 6818300035 Permit Number: D03-294 Address: 16012 47 AV S TUKW Status: APPROVED Suite No: Applied Date: 09/23/2003 Applicant: SIEDENBURG RESIDENCE Issue Date: Payee: DAVID /KELLY SIEDENBURG TRANSACTION LIST: Type Method Description Amount ACCOUNT ITEM LIST: Description doc: Receipt Payment Check 5724 788.25 RD Pmts Re -Dist .00 BUILDING - RES PLAN CHECK - NONRES PLAN CHECK - RES STATE BUILDING SURCHARGE Account Code Current Pmts 000/322.100 000/345.830 000/345.830 000/386.904 783.75 - 509.44 509.44 4.50 Total: 788.25 ,_..7 01/1.6 97:16 TOTAL 793.25 Printed: 01 -14 -2004 G Z Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 6818300035 1601247 AV S TUKW SIEDENBURG RESIDENCE R03 -01159 BLH ADMIN TRANSACTION LIST: Type Method DAVID AND KELLY SIEDENBURG Payment Check PLAN CHECK - NONRES Description 5659 RECEIPT Account Code 000/345.830 Permit Number: Status: Applied Date: Issue Date: Payment Amount: 509.44 Payment Date: 09/23/2003 10:44 AM Balance: $788.25 Amount 509.44 Current Pmts 509.44 Total: 509.44 D03 -294 PENDING 09/23/2003 3009 09/25 9716 TOTAL 509.44 Printed: 09 -23 -2003 z re 2 JU O 0 co w = H W o 2 g a I � w z = �- z I- ui U o O . 0 H w uu � .. W U N HI O z Pr ct: (f 1.4 P 0 10 Type of Inspection: Address: 1 012 2, Date Called 0 '3 Spe al nst uctions:� Date Wante•: ( If I 0 a.m. p.m {� t Requester: (((( t Phone No: 20 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 s6) 31 -3670 I Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: e -c1 d7 /S ( rO /is 4it/ —( /6.7 I Spector: eipt No.: Date: /v / / 3- fey 4 REINSPECTION FE REQUIREp (P rior to inspection, fee must be p/d at 6300 Southcenter B d., Suite 100. Call to schedule reinspection. Date: .ut :f : °ck+;. ASV.;:.. ..:a IA I. eP��;..::�:s wn�:;::i�:�r.,.... COMMENTS:-. ' s .. /i C Di' -eS 1 — , t/,E,d_A T of Inspiortr ai d � /(/D re ' /=Jv'4 / a7/i /C „v( inz $ "or , !74J .J , a': /�'Ir A /API 2k ;. ,c,/ /L S o /. ro OC.. 'Z /A Cj ,/N1?'/ I SdecTalDStr)ttio K ' Date Wanted. a.m P fit: 1� � n n � r / t /4GLr T of Inspiortr ai d � Address. l 7 Date Called: 10 ( f o SdecTalDStr)ttio ' Date Wanted. a.m I I 0� 04 L..., P.m. Requester: Phone No i -7o( ) i as I INSPECT ON NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 El Approved per applicable codes. Gc�uS. / ?t paid at 6300 Southcenter INSPECTION RECORD Retain a copy with permit PE )431 -3670 Corrections required prior to approval. Date: /D — i2-- $47.00 REINSPECTION FE REQUIRFO. Prior to inspection, fee must be lvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: : •5Fa 1 lyF L6+ed:1:i�: Project: S', Fer,>J 1 ,zee Type of Inspection: 6/4 *ill'/ � Address: .0 leo12_ 4 / 7F/ S. Date Called: / a- /i — Special Instructions: Date Wanted: /0 -- 12 — p6/ a.m. p.m. Requester: /M P . one No: htexR4.v "t:1;W>T•a :W3.: Ca INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 E Approved per applicable codes. lInspec f I INSPECTION RECORD Retain a copy with permit btR-29 ❑ Corrections required prior to approval. COMMENTS: N Date: / / 7.00 REINSPECTION F REQUIRED. P for to inspection, fee must be aid at 6300 Southcenter B vd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Z W re 2 J U O 0 � J H W LL w0 L Q cn = d � Z = I— 0 Z H W • W O — O I-- w — 0 .. W O I— Z Project: Sl ((4rJ6-11 (24. Type of Inspection: CJSgC i..c 5c4 l Address: c� I to )l2- 1 4 7 A/ S Date Called: io it-- oy Special Instructions: Date Wanted: / U -- / 2 - -o k / a.m. p.m. Requester: Phone No: e o4 -so i -? z22.-- INSPECTION RECORD Retain a copy with permit INSPECTION NO. 005 PER T NO. CITY OF TUKWILA BUILDING DIVISION ; 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (0 )431 -3670 • Approved per applicable codes. J Corrections required prior to approval. COMMENTS: Date: Tn, �t cc,vccC / 0 —( Z.— a y •�I . sprL ector: EI S47 b0 INSPECTION FEE REQUIRED. Prio ,fto inspection, fee must be pall a; 300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt✓No.: Date: a "r;R.n� ,:bu•.fr:�yl:n. "rihaiL,.: ,.zS COMMENTS: Type of Inspectio Abtl Address: l #f i 1 ci Date Called: /ep,Vo 1103/0/ A.5 ,LII,It S Ia t r , Aidi '( c 77,06). a.m. p.m. Requester: /J , / 4 .ciPkthGl/Z• !a k ,,417 a_ daf , y Ap /o f -rc4 f r,�-t1 A Pro ect: <i 4 6NA I #2 0' Type of Inspectio Abtl Address: l #f i 1 ci Date Called: /ep,Vo Sp � ecial structions: Date Wanted: � / / / a.m. p.m. Requester: /J , / 4 .ciPkthGl/Z• Phone No: (� .60/-71-22- ,W INSPECTION NO. INSPECTION RECORD Retain a copy with permit Do3 - 294 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. Inspector: 6t) Date: / /!v? E $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: CR/C ( fns. 6 q/2t7/0t4 Pats. {}, civ (' -tea (i-e6 Qe_2d ()K. P :PA. P) (Dl L/ 511.-0 C c...ux;. (JR. ,4rP i . ,lnv. 0,41 kre, . Special Instructions: wA4 A t( c 11 2 -q10 if 146-u.32 V1 1 - l�( rAi p zrl a ttll / I '0-D'A �a ,,,, t ! M C ac e , 5 < .. (C. q )4 / �/ (,vJ 7 (A pii,v, bit R 0.-,) Phone No: 2- 5 (v -- 75 ( 2 Pro)ect Type of Inspection: • /� A Address Date Called: / 2-3 / 0c1 Special Instructions: wA4 A Date Wanted: 1 ` ' ' a.m. p.m. Requester: 1 ��C �iQ y Phone No: 2- 5 (v -- 75 ( 2 PW INSPECTION RECORD Retain a copy with permit D03 -2-93 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 PERMIT NO. El Approved per applicable codes. JJ Corrections required prior to approval. Inspector: Date: / 9/,)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: P eject: / AK. J/ ' _ a Lr f 1 Tyso•f Inspection: f • .. #16 ,i, I. 1 /' , _ • • • r•ss: ` L °fa- L' 7 A-0 l . Date Ca E;: •: .� a�0 Li Spe aa Inst uctions: Date Wanted ` �� T Requester: 1 1 Y� Phon( 2- ° � � 5 01 7a -- COMMENTS: Inspector* INSPECTION RECORD' Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. PERM (2.06 Corrections required prior to approval. Date* / 1 L I � �.sAdd1... 11 M''- V t 0 $47.01 REINSPECTION 1 E REQUIRE Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: r a -3670 Project:, S R. as Type of Inspection: F 2/1✓v(l`•v Address: 1 Garz 1 -1 Au S Date Called:, G l - — � y Special Instructions: Date Wante 10 O a.m. p.m. Requester: Phone No: a:ta,s:4 INSPECTION NO. INSPECTION RECORD Retain a copy with permit 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: (l J l et./ dtc•3 Cao-Yv e - ati S - C7c7"110 �E ;,vC Wee, Date 0 -/ /0—, Cf $k REINSPECTION FE • REQUIRED. Priol' to inspection, fee must be paid at 6300 Southcenter B d., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: j Typey Insp Gtion: 6) W A I ( b bid 0 Q /Se — 4 o yea/ -'' Date Called: 6 7 7e - b V _ Special Instructions: Date Wanted: ` /1 ey 4 1/ -/j/ 2 / &d'i ) /63/4,. 4/ ( .� 1, ( 14 . >V5 / k/ ,a -7 ,:}-,-- . , wh co / o Pro�ec : i j Typey Insp Gtion: Address: /‘.0/..R 4 7 ,..-e/ 5 . Date Called: 6 7 7e - b V _ Special Instructions: Date Wanted: ` /1 ey 4 Req u�: Phone N ( ) ..5 — 2ae;: : INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ta \ Approved per applicable codes. 0 Corrections required prior to approval. I spect• r: Receipt No.: Date_ .00 REINSPECTION F REQUIRED. Prior to inspection, fee must be id at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Project: ' i Type o nspection: dress: (00/ 1 / ' Date Called: — e 7 f Special Instructions: Date vvvYYY�nted: ` D L/ a.m. m Reque� s Pho e N _^ 15 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Ins= ctor: f,/' / M .mow .. r $4 REINSPECTION FE REQUIRED. Pri6r to inspection, fee must be p. id <t 6300 Southcenter B d., Suite 100. Call to schedule reinspection. Receipt No.: Date: /o- Date: Project: Q de % , N .4 1I /(1 C Type of Inspection: � i /, ( i ,c IS Address: k Date Called: J Special Instructions: Date Wanted: c. -._ 5 _ c) I/ f a.m. p.m. Requester: Phone No: INSPECTION RECORD Retain a copy with permit INSPECTIOJtI NO. PERM CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (20 L) -2 V NO. )431 -3670 [pproved per applicable codes. 0 Corrections required prior to approval. COMMENTS: Cylel ( 1/ n I< . -- lnr, Ee Aiec/ Inspecto • $4 a 7 � 0 REINSPECTION FEE R QUIRED. Priopto inspection, fee must be d at 6300 Southcenter Blvd., Suite 100.- all to schedule reinspection. R ceipt No.: Date: / c d Date: Project: l Type of Inspection: A es: d d s Q /6 0/2 7 was Date Ca e d: ' -6,--,y Date Wan ed: a.m. Special Instructions: it a.--d J -e a-.' daet-ALV-C""' e ' Reques {er: t Phone No: (r- ,C)r) CC / 7 -tel - .X; 4:4a4 1 3 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 INSPECTION RECORD Retain a copy with permit Approved per applicable codes. PERMIT Corrections required prior to approval. COMMENTS: tk/ g / nJ S /76 re IA/ e C J/ Date: 7.00 REINSPECTION FE REQUIRED. Pp or to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: ss Y v Projec • ,. Type of Inspection: • Addr ss: Date Callid: j Special Instructions: ' Date Wanted* a, Requester: Phone No: �L INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 g i Approved per applicable codes. Corrections required prior to approval. COMMENTS: Date: 0 $47.00 REINSPEC REQUIRED. Prior to inspection, fee must be paid at 6300 SouthcenteY Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Pr jest: / J -'( e: n, '{ ' - C�.,' ,. Type of Inspection: f ii) (;- Address: / SL 7 4 S Date Called: I / 3 - � - Special Instructions: /, ' # Da..Wante: _.- a 7r: Rquest � Phone / 2 2 EI Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECT • NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 206)431 -3670 Corrections required prior to approval. COMMENTS: 84 ,4 _ '0/.4.0 - q (0 . A ..e* // .r ( 7 , / ), $ - 42/ 1:-'7"- E $47 REINSPECTIONI1rEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Pr ect: A i / /��,, Aga Type f Inspection: / t -. �. -e11.' ti . IA31_1( 1� &�i Addre�s: _ 4 teCaUed: �( Special Date Wanted: 7 0 , a . m . Requester: ""',''`, f i / 1 " ill Phone No INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 pproved per applicable codes. El Corrections required prior to approval. COMMENTS: INSPECTION RECORD Retain a copy with permit Q .(I ( -w . A_( Date: (206)431 -3670 t - ' - 4 . , , 1 1 �..• , ... - exA rd -- I ? - 0 i 470 REINSPECTION FE Pri6r to inspection, fee must be d at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Receipt No.: Pro ct:, ii - f..Pie �(As'1..- •C -�--�' Typeyf Inspection: )4 ,o' _ _, .. Address: //� f 971�6.�� ' Date Called' / t� ` / 3 — 41 S ecial Instructions: ,,, ,D `y , '4 _ Date Wanted: /J / , ` oy r a.m. e Requester Pho - e No: D .3 7,.- 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 PERM ( 06) 31 -3670 Corrections required prior to approval. COMMENTS: Date: g..-- / —• by 47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ,r + ..+b' ? R"474477∎41At'LL .3>Z+ ^:i ?. :l'. ;ti +�•� <`�r.?o - TY'." ;a It; 4 .. .,, k +st•th.sir.,�,�.u; }.,:.....A : . Receipt No.: Date: 10 Project: / Type f Inspection: dd ress: 4,07 y L � � Date Called/ 7- ; --o 4 Special Instructions: Date Wanted: -- /.3' - 25/ � p.m. Requester: , f Phone No: 7 ( , 7 7 �� ) / ^.-/ o< Approved per applicable codes. COMMENTS: Inspector INSPECTION- RECORD Retain a copy with permit INSPEC ION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 j)00-;r PERM Corrections required prior to approval. / (2 "7 /il A(I( /7"-\_ f � � //4 4/4e4, -, 1/1/9 , 1 �!/l Date: Li $47.00 REINSPECTION REQUIRED. Prior to inspection, fee mu t be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: i r , k C <E 'sv:�'Fwk §iSti +',lb:�llwktit'i: Z Z I— W cc 2 JU 00 co CI � J W LL Q = • d F.. Z = Z� W U � w 0 I— W W I- H O W H �. 0 Z Project: 3t e d en6kr5 Res Type of Inspection: uncier -Moor - � ramir�) Date Called: 7 _ 3- O Address: 16012. 7 Ave. Special Instructions: Date Wanted: Q /� 7"' 2O _oil. P.m. Requester: I1 Phone No: 206-501-1222- INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 D103-2 PE (206)431 -3670 Approved per applicable codes. ❑ Corrections required prior to approval. COMM ENTS: Inspector Date: / / $ 7.00 REINSPECTION EE REQyrRED. Prior to inspection, fee must be aid at 6300 Southcent r Blvd., Suite 100. Call to schedule reinspection. ceipt No.: Date: Pr ectr - PC ;`' e,I hi,� ; 1M < r Typ f n ti on: Un (� 1 A 7.1t4 e r� ,. s., itv Adam D fa, Date Called: /) (s—/ Special Instructions: Date Wanted: 7 / / � "� Requester: Phop 1 — 7,?,)? ✓ ( INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: • Inspector: Date: $4 7.00 "REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. J P oject: Typepf Inspection: Addre s: / °: ( - Air. Date Called: \O. - (o Special Instructions: P Date Wanted t^ 11 a.m., �� v T r i:m. Requester: / /7/1 Phone No: k'v6, - 5D I - - 7 ;-?. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 a Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT (206)431 -3670 COMMENTS: 'I Fe/ hfr'L- /-)€€,64 EvtA-P-4 7,6_49 1•4 Chi/ -bee/ e/ ''C4 W '-'.e' d /40 ito leilLeA '/ v, r1,L ;". y 4/ 33 / 77 1-4 Corrections required prior to approval. Ei $47.00 EINSPECTIOt EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: ' r:.'+ a+ is��• 4T i%= yc* �: � «rs'w�`Si:�:.'axiih��- :;tl.i:cr ';:�...�.., Project: Project_ /A /te. Type of Inspection: + l.j /) T) .( LL(f Date Called: \ 7 - /-- q Address: / 4 2/ 4 pecial Instructions: /1'3 0 A C y -/.-"S / / /j LE N Date Wanted: 7 -4 0 y Requester: ... ---•• Phone — INSPEC ON NO. CITY F TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 pproved per applicable codes. COMMENTS: 0 - ) r - t ) 1 ) 4 I GFiatarriAnk, ft Date: .00 REINSPECTION FIE REQUIRED. yf ior to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. (Receipt No.: ti INSPECTION RECORD Retain a copy with permit (206)4.31 -3670 Corrections required prior to pproval. Date: COMMENTS: . 1// S t1. 5. / i,. Aim Date Called: 7`I C e i 44 a tb 421K t...4.- ei 714141- . 44 1 e ( i JY'1. 12 i , Ai ix 1, (A daf7 cLO h ` 5k ") Lt. . 1; S'? . f ij Phone No: or(A0A , 4J4 ok Iv g . AI 22•- Project: 5JZ fr bt{A Type of Inspection: .0 0 Address: / &0 A i t Qt4m 5 . Date Called: 7`I Special Instructions: Date Wanted: i ( L / a.m. p.m. Requester: /_� . lt ` Phone No: _ .S b/ 72 22•- 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 D Approved per applicable codes. Corrections required prior to approval. Inspector: Date: W6/6/ E $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: z w W W � U O co o Co -I • I- u o co = W Z F.. W tu 0 O — O H W W fr W z U =. O H z P� , "' "` /l , 1 ' 1 e / of Ins e dio � f 1u/i !, 4C� (�/7 1 Address: iti-X, 30. Date Called: ' 60 25) Dq Special Instructions: Date Wanted: a.m. Requester: � J Ph 11 2e O , -„R4q- V.72 INSPECTION RECORD Retain a copy with permit INSPEc $ON NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PER ( 06)4 -3670 Approved per applicable codes. JJ Corrections required prior to approval. COMMENTS: re - ; " 5 - Ap r ewin A .AA)"`k r Ins• r: Date: 00 REINSPECTION E REQUIRED. Pmor to inspection, fee ust be at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Rec t No.: Date: iCv.* �" vv�A" i:. .illti�ii�.rlNS�+..\:�"+'v�w�:t1 N:��•5..��..i.�.j n� Project: / E bE IV aZ/1 6 2c 5 . ---0,4 Type of Inspection: i r -, %/,,s Address: / 60/2 y 7 /ILJ -S Date Ca d: 9 - 2Z - (3 ," Special Instructions: /1'7 rfr/n/6. S2trcigt, TO CAS 7-,1-43 t,sq -p Pr 7 1- / LW 3p _ le anted 5/ q— O `� a.m. p.m. Reques - r: ,l 0 19 C J/6 Phone No: 0 2 0 6 -.2 4 - 3u'7 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. (206)431 -3670 IR C orrections required prior to approval. COMMENTS: SF (,- ( c` AC? /117,'' -*∎}S ' S2( e .�t "ke sec e: 2 . 47.00 REINSPECTION`fEE REQUIRED. Prior to • pection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: 0 'J 1 J/' 4 bife14 ife1 ,A cl 11,:-.) 60%-I/ mrt f M/gerkiiF€ .5"7/ r ✓ io:„.1 ivve, . - -lri .i/) 1„/1 Special Instructions: .. . Date Wanted: to �/ r� "0 7 a.m. p.m.'.' e ...„(...i./ 2,.,' v v -- (',/ -- ,a---C P-e 04 / 1 t' )-1 r Ai( ) (i - li?(.) Phone No: ...- 5D /- 7222 11..0 t (\AM/ c ic ).L (c)\2 6 Ls SPA Project: • i . r, �. ), < 'e :. ; t- (its/ C, /' r . -' Type of Inspection: f'r''lGW I Address: J /(� - "V7 l) S Date Called: '' � - /6 a5 Special Instructions: .. . Date Wanted: to �/ r� "0 7 a.m. p.m.'.' e ...„(...i./ 2,.,' v v -- (',/ -- ,a---C Requester: ‘--7(-e--) Phone No: ...- 5D /- 7222 • ..k ^:rn . ,.. . .... rr+ .a.�T-! r- .t.x.n� - ;• .rc^.r.r -rr , ,., . ,. - _.'..', Approved per applicable codes. tor: - 7.00 REINSPECT! N FEE REQ aid at 6300 Southce ter Blvd., $ Receipt No.: INSPECTION RECORD Retain a ropy with permit INSPECTION NO. CITY. -OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Corrections required prior to approval. Date: Date: PERMI (206 431 -3670 RED. Prior to inspection, fee must be ite 100. Call to schedule reinspection. Z �Z �W QQ 2 JU 00 —I 1— w u_ ¢ to 3 = I— a Z = W W U c o O FF-- W =H 1— L I o Lii Z v= O ~ Z , , • • • „' • ••••■•■•■•• — f-Wiotit7/04/4emic,61745PAP d w e , . p •■■•■,••••., ./....••■••■■•■•■•■••••••••■••••,,,,,,,, It 41 lc EMS aolvas L;1111tga? - u'sTh 5 .15V.1.10:1g1.-Dtt .1uNt alooys 1i....4114: sirim! • VI 0( 2 " A E7)4x1,6 yk wzt cD cJ CC 7,41 Residential Heating and Ventilation Compliance Form (Complete Sections I and II for Group R Occupancies 4 Stories or Less) Project Name: S � d €:7 / -;'cd f i4 (-t Site Address: Effective: 7/1/02 CITY OF TuKWILA Permit Center 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188 Telephone: (206) 431 -3670 MECHANICAL PERMIT APPLICATION NO.: BUILDING PERMIT APPLICATION NO.: FILE COPY / J/Z 17A dye so. % lc-wfr 4- j 1F/ I. WASHINGTON STATE ENERGY CODE HEATING DESIGN METHOD (select A, B or C below): JAN I 200 AS 11UItU A. ❑ System Analysis — W.S.E.C. Chapter 4 (submit documentation) UIL DING DIV � N B. ❑ Component Performance Approach — W.S.E.C. Chapter 5 (submit documentation) C. ❑ Prescriptive Option — W.S.E.C. Chapter 6 (for prescriptive, complete the following calculation): House Square Footage (heated space):' 290 X 20 BTU /h = /150 Maximum BTU of Heating System Output ❑ Heating System Installed, (check system type below): 1. ❑ Electric Resistance 2. ❑ Electric (forced air) 3. is Other Fuels (gas, heat pump) PERMIT CENTER II. WASHINGTON STATE VENTILATION AND INDOOR AIR QUALITY CODE (select A or B below): A. ❑ Ventilation by Performance or Design Method - W.S.V.I.A.Q. Section 302 (submit documentation). B. ❑ Prescriptive Ventilation Options - W.S.V.I.A.Q. Section 303 (select one of the following): 1. ❑ Ventilation using Exhaust Fans (Section 303.4.1.) ❑ Exception for outdoor air inlets — Forced air heating system w /interior doors undercut 1/2" 2. ❑ Ventilation integrated with Forced Air System (Section 303.4.2.) 3. ❑ Ventilation using Supply Fan (Section 303.4.3.) 4. ❑ Ventilation using Heat Recovery System (Section 303.4.4.) ❑ Prescriptive Minimum /Maximum Outdoor Air Calculation specified in Table 3 -2 (see reverse side of form). 1. House Square Footage: 2-/7 2. House Number of Bedrooms: 4 3. Required Outdoor Air Table 3 -2: Minimum - /2 cfm Maximum - I10 cfm CITY GT TUKWILA APPROVED RECEIVED CITY OF TI IKWILA SEP 2 3 2003 Floor Area, ft2 Bedrooms Maximum Length Feet 2 or less 3 4 5 6 7 8 25 Min Max Min Max Min Max Min Max Min Max Min Max Min Max <500 50 75 65 98 80 120 95 143 110 165 125 188 140 210 i •' =1000 ' 5-54. ' * 70 105 ' , = 85 . 128 100: 150. 115 173 130 195 ' .145 218 ' v 00OA4150b C .6.'60_ :: No' Litliit ". •;, 9 75 113 90 135 105 158 120 180 135 203 150 225 -' 1501- 2000 + :. • • 65 ;. '.•98:�: :. _' 80 • ,, 120 . ' ` — 95, - '143 °' '110'165 "'125 188 : 140 210. 155 ' 233 2001 -2500 70 105 85 128 100 150 115 173 130 195 145 218 160 240 ''' 2501 =3000, ... ' .. 75 -'= ' 113. .- 90:.' :135 '" :105 ' 158:: , ::120:. ' 180` : 135: '.203. 150 225'. ' .165_ °248 3001 -3500 80 120 95 143 110 165 125 188 140 210 155 233 170 255 '3501- 4000:' + . 85`:J .128 '1 1 '150':: - 115 ` ' . 130 :195 145' . 218' .160 240 175 :263 4001 -5000 95 143 110 165 125 188 140 210 155 233 170 255 185 278 'f.'''....5001;-6000. •: • • 105 ` 158' :120 .180' . 135: . 203 : • :150 . 225' • 165' ,248'; .' 180. , :'270' :195 -: ' -293 6001 -7000 115 173 130 195 145 218 160 240 175 263 190 285 205 308 .`::' 7001,-8000... .125 "• '1188.' '.1140 210;- 155:: :233 :: .170. .255 185. 278' '200" .'300: 215 '323 8001 -9000 135 203 150 225 165 248 180 270 195 293 210 315 225 338 ' - '5%9000'::` '• `.145 ;:218 ..160;. '240 175:: ':263=' :':190 285 205'.:. -308 220`:. 330 .235. ' Fan Tested CFM 0) 0.25" W.G. Minimum Flex Diameter Maximum Length Feet Minimum Smooth Diameter Maximum Length Feet Maximum Elbows' 50 4 inch 25 4 inch 70 3 ,..:ki50.; :'. .. . ' 5'inch • •90 .. 5:inch . 100. ...'3. . 50 6 inch No Limit 6 inch No Limit 3 80 " ,' .4 inch , NA 4•inch. 20 .. 3 . 80 5 inch 15 5 inch 100 3 80 . . ..... '':6 inch' ` .. : :90 : '6 inch . :: No' Litliit ". 3 100 5 inch' NA 5 inch 50 3 .. 100 ; ' 6 inch 1 .45 - t; - 6 inch • ' No Limtt .. 3, 125 6 inch 15 6 inch No Limit 3 ,- `125 ' ' = '.7 inch.'. • 70. 7 .... .::,..NotLimit . • ., 3 i. Effective: 7/1/02 TABLE 3 -2 VENTILATION RATES FOR ALL GROUP R OCCUPANCIES FOUR STORIES OR LESS Minimum and Maximum Ventilation Rates: Cubic Feet Per Minute (CFM) •For residences that exceed 8 bedrooms, increase the minimum requirement listed for 8 bedrooms by an additional 15 CFM per bedroom. The maximum CFM is equal to 1.5 times the minimum. 1. For each additional elbow subtract 10 feet from length. 2. Flex ducts of this diameter are not permitted with fans of this size. TABLE 3 -3 PRESCRIPTIVE EXHAUST DUCT SIZING CiTY OF TUKWILA APPROVED JAN 14 2004 AS 14OTEU BU LI D NI Ga id VISION Client / Project Scope of work Pescription Calculation Project number 03 Plan date Plan revision date Calculations date Calculation revision date 417171 -t sheet I , of 50 VO 3 z 4,4 3 Construction Technologies .tan V. Rohllk P.L. 11661 5.!. 1st etreet, Suite a 204 Bellevue, WA gsoos 423 - 450 - 0454 Phone 425 - 450 - 0501 Pax 2_446.e RECEIVED RECEIVED CITY OF TIJKWIIA SEP 2 3 2003 PERMIT CENTER Note 'These Calculations were prepared Por the above client and specWicallly for this project. Project location shall be describe by the address or specific plat - lot number. Geldutatlons shall match project location as well as the plan date as shown above with date on the plans. The calculations are not valid without an original wet stamp signed in blue Ink. Construction Technologies hae been retained to provide engineering and design for the specific items as indicated withing these calculations. No other areas of the structure has been Investigated nor Is their suitability Implied by the work contained herein. .3b3 -Z9% ...essakutstawanasisali • as... .1 2' -1 1/2' 1' -S 1/2' 3- 1/8'x13 -1/2' GLB S 24f -V4) IN ROOF EE 'ROOF AREA 1" ON SHEET 'RF' 6' -0' 4x8 • 10' -1' 7 -4' 2' -7 1/2" 23' -r 2' -0' - 2' - 1/2'_ '144-4 . '4' 3' -11 1/4' 6 -8' 6' -0' 4x8 6' -0' 13' -10 1/2' 6 2' -1 1/2' 3' - 1/4' Z GENE THE FC THIS W OR SP WRITTE FRAM STUDS POSTS SOLID GLU -1 SHEATi SHEAR ANCHO NAIUN( • RE S+ Ja.::: E:u`h2 :.2J6.X'.c:a�.C'as;S.t� r.:}N3;L::UEh:.iv @ iin:?Jtx 444.1}AU 4.12.460. plan LATERAL DESIGN ASSUMPTIONS LIGHT FRAME RESIDENTIAL STRUCTURE LOAD CARRYING SYSTEM EXTERIOR AND INTERIOR WALLS WITH HEADERS AND MISC. BEAMS EXTERIOR AND INTERIOR CONCRETE FOUNDATION WALL AND FOOTINGS WITH INTERIOR CONCRETE PADS AND OR FOOTINGS LATERAL RESISTING SYSTEM EXTERIOR AND INTERIOR SHEAR WALLS ROOF TRUSSES OR 2x RAFTERS MAXIMUM STRUCTURE HEIGHT FRONT ELEV. LEFT SIDE ELEV. RIGHT SIDE ELEV. BACK ELEV. PONY WALLS NO PONY WALLS ASSUMED FRONT ELEV. LEFT SIDE ELEV. RIGHT SIDE ELEV. BACK ELEV. UPPER FLOOR EXT. AND INTER. WALLS PLATE HIGH MAIN FLOOR EXT. AND INTER. WALLS PLATE HIGH AVERAGE HEIGHT OF STRUCTURE MEAN ROOF HT TOTAL HT TO TOP PLATE UPPER FLOOR TOTAL HT TO TOP PLATE MAIN FLOOR MAX ROOF PROJECTION MEAN ROOF PROJECTION ROOF DEAD LOAD ROOF DEAD LOAD TOTAL ROOF LOAD ROOF SLOPE ROOF ADJ FOR SLOPE ROOF SNOW LOAD ( INCLUDED @ SEISMIC CALCS ) TOTAL ROOF DL ( ROOF ADJ FOR SLOPE ) FLOOR DEAD LOAD EXTERIOR WALL DEAD LOAD INTERIOR WALL DEAD LOAD ROOF AREA WITH OVERHANG MAIN FLOOR AREA WITH LOW ROOF GARAGE Included above SEISMIC FORCE TRIB TO ROOF PLATE SEISMIC FORCE TRIB TO FLOOR PLATE SEISMIC INERTIA TO ROOF PLATE SEISMIC INERTIA TO FLOOR PLATE Maxim Roof Projection = 12'-0" WIND LOAD TO GARAGE ROOF PLATE Maxim Roof Projection = 20' -0" WIND LOAD TO ROOF PLATE WIND LOAD TO FLOOR PLATE Shakes, Plywood, Rafters Clg Joist,GWB CIg,Misc I 2 121 736.0 SF 400.0 SF 0.0 SF 4.21 KIPS 1.51 KIPS I 5.73 3.76 PSF PSF 92.40 PLF 0.00 PLF 0.00 PLF 95.40 PLF 105.60 PLF 0.00 PLF 20.00 FT 20.00 FT 20.00 FT 20.00 FT 0.00 FT 0.00 FT 0.00 FT 0.00 FT 7.90 FT 7.90 FT 20.00 FT 20.00 FT 16.80 FT 8.40 FT 3.00 FT 3.00 FT 8.00 SF 7.00 SF 15.00 SF 15.11 SF 0.00 SF 15.11 SF 15.00 SF 10.00 SF 10.00 SF LATERAL DESIGN WIND DESIGN WIND SPEED : FACTORS : UBC 16 -G UBC 16 -H P = Ce * Cq * qs * Iw UBC SECTION 1620 P= 13.20PSF <H <15FT P= 14.20PSF 15 FT < H < 20 FT P= 15.40PSF 20FT <H <25FT P= 16.20PSF 25FT <H <30FT P= 17.90PSF 30 FT < H < 40 FT EXPOSURE : "B" METHOD II UBC 1997 80 MPH Maxim Roof Projection = 12' Qs= 16.4 PSF TABLE 16 - F Iw = 1.0 TABLE 16 - K Ce= 0.62 H<15 FT Ce= 0.67 15 FT < H < 20 FT Ce= 0.72 20 FT < H < 25 FT Cc= 0.76 25 FT <H < 30 FT Cq= 1.3 WALLS Cq= 0.7 UPWARD ROOF Cq= 1.6 +0.5 =2.1 EAVES ROOF UPLIFT =16.20 PSF * 0.7/1.3 = 8.72 PSF EAVE UPLIFT = 15.40 PSF * 2.1/1.3 = 24.80 PSF Fu =2FT *24.8 PSF = 49.70 PLF SIMPSON TIE H 1 CAP. 490# SPACING = 490 # /49.70 PLF = 9.00 FT . USE H 1 ( SIMPSON TIE )MIN @ 48 IN O.C. MAX PROJECTED HT OF THE STRUCTURE 12 FT MEAN ROOF HT 12 FT MAX PROJECTED HT OF THE ROOF 3.00 FT TRIB. HT TO ROOF PLATE h1 3 FT @ 13.20 PSF = 39.60 PLF h2 4 FT @ 13.20 PSF = 52.80 PLF h3 0 FT @ 13.20 PSF = 0.00 PLF h4 0 FT @ 13.20 PSF = 0.00 PLF TOTAL UNIFORM LOAD TO ROOF PLATE 92.40 PLF TRIB. HT TO FLOOR PLATE h1 0 FT @ 13.20 PSF = 0.00 PLF h2 0 FT @ 13.20 PSF = 0.00 PLF h3 0 FT @ 13.20 PSF = 0.00 PLF h4 0 FT @ 13.20 PSF = 0.00 PLF TOTAL UNIFORM LOAD TO FLOOR PLATE 0.00 PLF TRIB. HT TO LIVING PLATE h1 OFT h2 OFT TOTAL UNIFORM LOAD TO FLOOR PLATE @ 13.20 PSF @ 13.20 PSF 0.00 PLF 0.00 PLF 0.00 PLF S E I S M I C UBC 1997 CH.16 TABLES 16Q,16 N ZONE 3,1 =1.0, Ca = 0.36, Cy - 411.64, R = 5.5 (BRNO WALL SYST) Ca,Cv (TABLE 16 -Q,R ) Ct=0.02 3d - SOIL TYPE ASSUMED T=Ct(Hn) "0.75=0.256 (for H=30ft), Ts=(Cv(2.5Ca)=0.6>0.256 Tog).2'1s=0.12, and V ((Cv" IW(R•T))'W 0.38 and V=0.11 *Ca'NW =0.04 Z V =(( 2.5' Ca' I )IR)* Wt = 0.1636 which is <0.38 and > 0.04,thus use: Q I- V = 0.1636 • Wt WHERE Wt = W(ROOF) + W(FLOOR) .1- Z SEISMIC LOADS P S F a: = ROOF (SNOW) 15.11 ( WHERE APPLICABLE) U 0 FLOOR 15.00 0 0 EXT. WALL 10.00 to w INT. WALL 10.00 J i 1) LOAD TRIBUTARY TO ROOF PLATE W 11.1 0 : LOAD WIDTH LENGTH LOAD [ KIPS I 2 r ROOF 15.11 14.00 44.00 9.31 g J ROOF 15.11 10.00 12.00 1.81 LL Q ROOF OVERH 15.11 102.00 1.25 1.93 EXT.WALL 10.00 3.95 46.00 1.82 - d EXT.WALL 10.00 3.95 56.00 2.21 w INT.WALL 10.00 3.95 84.00 3.32 I-- H TO ROOF PLATE 20.39 Z0 2) LOAD TRIBUTARY TO FLOOR PLATE W LOAD WIDTH LENGTH LOAD I KIPS I D 0 FLOOR 15.00 14.00 20.00 4.20 0 (n FLOOR 15.00 10.00 12.00 1.80 EXT.WALL 10.00 7.90 56.00 4.42 0 I- INT.WALL 10.00 4.00 84.00 3.36 W W INT.WALL 10.00 3.95 20.00 0.79 II U '. TOTAL FLOOR PLATE 14.57 u. ~ O - r. 3) BASE SI Vb = 0.1964 * W(ROOF)* W(FLOOR) W Z Vb= 0.164 20.39 14.57 Vb= 5.72 KIPS U = 0 I- 4) STORY SHEAR PLATE- HT Wi HT • WI FLR FORCE [ Ft ] [ KIPS) [ K -FT ] [ KIPS ) 16.80 20.39 342.63 4.21 8.40 14.57 122.42 1.51 TOTAL 465.05 5.72 KIPS ii �' «:::;.::.:...r1i�L.;i.yilis „ti• >3�::,aL:..tj.-.nw. +f..a..' Y3..�iw'1 Z w ,V4t ? lo �,. ti t - / 1 11°4 `l. 15gX 11 4 t g °1}* G I z r Iz a K 11� + gl x g = h 4 4 / i 4 ) Vo e3 t ;1 x is,;t \ 00 l�- dt-z 4 l ,c 4-ir 6oB 4 Go I Id r ' • ire-t • efri w i` v, z 1 x i-�� - S �-� I �' . 131 �zt °11 x(!3 +4) -1. 15-4rz 2y0 k � 14414:44Js:s;:.:«i3x '. �A: i , tAr :r.. { L's: E iri: ,t t i : 4: : - :t,u. 1 w rA7 wr - 6 x 10/7- .- 3 4-s rr- �,, 6`3 x V+ 753X t - Z(ICv �` ' '' ■"` ri r , 1,v t. , �Z�c 12. r 6 r• ( A - 4 ' 2S t I o r,- R 1' 4'!o x 1 � - 6 at' 1r- 4t r t41-V I r tSi t (kJ h.( leik r x S*4- 1 + S m- -A c 1 7t-g - l 0 ■ 0' M f e r , r 3 g x s ,y- Co & x *;- 4- 2 l 1 Co , 3 12 1- Z 4-2 41- Ir. te 1, G8x4-4. Il - Z. 7-. % I`I-i`' I 3 4 rz w S Z .4 ?,r-+ ,(-f2 Z,'S+ ? }7.Z Ca `3 4- P r' z Z 2 00 C o W= J � O W 2 g Q. 52. Z1.- 1- O Z 1- D o U 0- 0 E- W H H . O z ' w U N 1-- O z MAX TOT.SHEAR WALL GEOMETR WALL LOADING Vmax hmax L DL WALL DL FLR DL ROOF 345 7.9 7.0 10.0 15.0 15.1 2116 7.9 17.0 10.0 15.0 15.1 1771 7.9 31.0 10.0 15.0 15.1 0 0.0 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 0 0.0 0.0 0.0 0.0 0.0 T.W.FLR 0.0 0.0 0.0 0.0 0.0 0.0 T.W.ROOF 6.0 6.0 2.0 0.0 0.0 0.0 WALLS LENGTH L1 7.0 9.0 20.0 0.0 0.0 0.0 L2 0.0 8.0 11.0 0.0 0.0 0.0 L3 0.0 0.0 0.0 0.0 0.0 0.0 L4 0.0 0.0 0.0 0.0 0.0 0.0 L5 0.0 0.0 0.0 0.0 0.0 0.0 L6 0.0 0.0 0.0 0.0 0.0 0.0 OVERTURNING TOT L 7.0 17.0 31.0 0.0 0.0 0.0 L MIN 7.0 8.0 11.0 0.0 0.0 0.0 O.T.M. 1946.8 5619.0 3546.1 0.0 0.0 0.0 R.M. WDL 1935.5 2528.0 4779.5 0.0 0.0 0.0 R.M. RDL 22212 2901.2 1828.4 0.0 0.0 0.0 R.M. FDL 0.0 0.0 0.0 0.0 0.0 0.0 D.O.T.M. - 1794.3 732.7 - 2401.0 0.0 0.0 0.0 C = T -256.3 91.6 -218.3 0.0 0.0 0.0 HOLDOWN FORC T MAX U S E - HOLDOWl TYPE SHEAR v not faced SHEAR (E/1.4) v max REDUND.FACTOf SHEAR WALL TYPE 1.00 N - S DIRECTION SEISMIC ROOF CLA ROOF CLB ROOF CLC ROOF 0 ROOF 0 ROOF' -256 92 -218 0 0 0 I 49.3 35.2 35 89 41 0 0 0 P1-6 NOTES : Vmax - MAX SHEAR FORCE TO THE C.L. OF THE WALLS hmax - WALL PLATE HEIGHT L - TOTAL WALL LENGTH (L1 L6) WALL LOAD- TOTAL DL AND /OR LL TRIBUTARY TO THE WALL Lmin - WALL UNDER CONSIDERATION OTM - Lmin'hmax *((Vmax1.4)•1 /L) RM - ((0.5•(Lmin"2) *hmax *DLWALL)) DOTM - OTM- ((RMDL +RMRDL +RMFDL) "(0.9)) C =T - DOTM/Lmin HOLDOWN FORCE (C=T) UNIT SHEAR Vmax!TOT L WORKING STRESS VALUE SHEAR WALL = Vmax/1.4 'TOTAL L 124.5 88.9 P1-6 57.1 40.8 P1.6 0.0 0.0 0 0.0 0.0 0 0.0 0.0 0 ( 0 1 ~ W • 2 -J 6 O 0 N W J = H • LL w 0 u_a N = F- W Z F i`-O Zl-- W W U� O � • Ir W u. f-� W Z U= o ~ Z MAX TOT.SHEAR WALL GEOMETR Vmax hmax L 480.0 7.9 7.0 1162.0 7.9 17.0 672.0 7.9 31.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 WALL LOADING DL WALL 10.0 10.0 10.0 0.0 0.0 0.0 DL FLR 15.0 15.0 15.0 0.0 0.0 0.0 DL ROOF 15.1 15.1 15.1 0.0 0.0 0.0 T.W.FLR 0.0 0.0 0.0 0.0 0.0 0.0 T.W.ROOF 6.0 6.0 2.0 0.0 0.0 0.0 WALLS LENGTH L1 7.0 9.0 20.0 0.0 0.0 0.0 L2 0.0 8.0 11.0 0.0 0.0 0.0 • L3 0.0 0.0 0.0 0.0 0.0 0.0 L4 0.0 0.0 0.0 0.0 0.0 0.0 L5 0.0 0.0 0.0 0.0 0.0 0.0 L6 0.0 0.0 0.0 0.0 0.0 0.0 OVERTURNING TOT L 7.0 17.0 31.0 0.0 0.0 0.0 L MIN 7.0 8.0 11.0 0.0 0.0 0.0 O.T.M. 3792.0 4282.7 1883.8 0.0 0.0 0.0 R.M. WDL 1935.5 2528.0 4779.5 0.0 0.0 0.0 R.M. RDL 2221.2 2901.2 1828.4 0.0 0.0 0.0 R.M. FDL 0.0 0.0 0.0 0.0 0.0 0.0 D.O.T.M. 1007.0 645.2 - 2543.5 0.0 0.0 0.0 C = T • 143.9 80.6 -231.2 0.0 0.0 0.0 HOLDOWN FORC DESIGN T U S E - HOLDOWP TYPE SHEAR v max SHEAR WALL TYPE NOTES : Vmax hmax L - WALL LOAD - Lmin - OTM - RM - DOTM - C=T - HOLDOWN FORCE (C =T) UNIT SHEAR Vmax/TOT L N - S DIRECTION WIND I ROOF CLA ROOF CLB ROOF CLC ROOF 0 ROOF 0 ROOF I 0 I 144 81 -231 0 0 0 1 0, 1 69 68 22 0 0 0 1 P1-6 MAX SHEAR FORCE TO THE C.L. OF THE WALLS WALL PLATE HEIGHT TOTAL WALL LENGTH (L1 L6) TOTAL DL AND /OR LL TRIBUTARY TO THE WALL WALL UNDER CONSIDERATION Lmin "hmax"((Vma)"1 /L) ((0.5 "(Lmi n "2) "hmax "DLWALL)) OTM- ((RMDL +RMRDL +RMFDL) "(0.67)) DOTM/Lmin P1-6 P1-6 0 0 0 % MAX TOT.SHEAR Vmax WALL GEOMETR hmax L WALL LOADING DL WALL DL FLR DL ROOF T.W.FLR T.W.ROOF WALLS LENGTH OVERTURNING L1 L2 L3 L4 L5 L6 TOT L L MIN O.T.M. R.M. WDL R.M. RDL R.M. FDL D.O.T.M. _C =T 535.0 3127.0 2247.0 0.0 0.0 0.0 7.9 7.9 7.9 0.0 0.0 0.0 2.3 30.0 11.0 0.0 0.0 0.0 10.0 10.0 10.0 0.0 0.0 0.0 15.0 15.0 15.0 0.0 0.0 0.0 15.1 15.1 15.1 0.0 0.0 0.0 1.0 1.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.3 0.0 0.0 0.0 0.0 0.0 30.0 0.0 0.0 0.0 0.0 0.0 11.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.3 2.3 3018.9 209.0 0.0 39.7 2795.2 1215.3 30.0 30.0 17645.2 35550.0 0.0 6750.0 - 20424.8 -680.8 11.0 11.0 12679.5 4779.5 0.0 907.5 7561.2 687.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 I HOLDOWN FORC T MAX USE - HOLDOWT TYPE UNIT SHEAR v not fact 'd SHEAR (E11.4) v max REDUND.FACTOI SHEAR WALL TYPE 1.00 r N - S DIRECTION SEISMIC i FLOOR CLA FLOOR CLB FLOOR CLC FLOOR 0 FLOOR 0 FLOOR' 0 1215 -681 687 0 0 0 L7- 232.6 104.2 166.1 74.5 166.1 74.5 P1-6 P1-6 1 204.3 145.9 145.9 (CHECK REDUNDANCY FACTOR NORTH SOUTH DIRECTION MAXIMUM ALLOWABLE WALL SHEAR (Vumax) FOR q <= 1.0 V story AREA FLOOR Vumax MAX ACTUAL WALL SHEAR 5.72 400.00 572.09 232.00 RHO" q -0.47 USE "RHO' = KIPS SF PLF PLF (Ju AJ 0 • 0.0 0.0 0.0 1.001 0.0 0.0 0.0 0.0 0.0 0.0 I P1-6 0 0 0 I 1 MAX TOT.SHEAR Vmax 1010.0 2424.0 1414.0 0.0 0.0 0.0 WALL GEOMETR hmax 7.9 7.9 7.9 0.0 0.0 0.0 L 2.3 30.0 11.0 0.0 0.0 0.0 WALL LOADING DL WALL 10.0 10.0 10.0 0.0 0.0 0.0 DL FLR 15.0 15.0 15.0 0.0 0.0 0.0 DL ROOF 15.1 15.1 15.1 0.0 0.0 0.0 T.W.FLR 1.0 1.0 1.0 0.0 0.0 0.0 T.W.ROOF 0.0 0.0 0.0 0.0 0.0 WALLS LENGTH L1 2.3 30.0 11.0 0.0 0.0 0.0 ' L2 0.0 0.0 0.0 0.0 0.0 L3 0.0 0.0 0.0 0.0 0.0 0.0 L4 0.0 (4'-' ' 0.0 0.0 0.0 0.0 0.0 L5 0.0 (/" ' 0.0 0.0 0.0 0.0 0.0 L6 0.0 0.0 0.0 0.0 0.0 0.0 OVERTURNING TOT L 2.3 30.0 11.0 0.0 0.0 0.0 L MIN 2.3 30.0 11.0 0.0 0.0 0.0 O.T.M. 7979.0 19149.6 11170.6 0.0 0.0 0.0 R.M. WDL 209.0 35550.0 4779.5 0.0 0.0 0.0 R.M. RDL 0.0 0.0 0.0 0.0 0.0 0.0 R.M. FDL 39.7 6750.0 907.5 0.0 0.0 0.0 D.O.T.M. 7812.4 - 9191.4 7360.3 0.0 0.0 0.0 C = T 3396.7 - 306.4 669.1 0.0 0.0 0.0 HOLDOWN FORC T MAX USE - HOLDOWI TYPE UNIT SHEAR v max SHEAR WALL TYPE N - S DIRECTION WIND i FLOOR CLA FLOOR CLB FLOOR CLC FLOOR 0 FLOOR 0 FLOOR) 0 3396.7 41 (t1 -306.4 439.1 80.8 128.5 0.0 0.0 0.01 669. P1-6 0.0 I -I. G4 c.wA .L . 0 0.0 0 0.0) 0 1 3 MAX TOT.SHEAR WALL GEOMETR WALL LOADING Vmax hmax L DL WALL DL FLR DL ROOF 897.0 7.9 9.0 10.0 15.0 15.1 1645.0 7.9 8.0 10.0 15.0 15.1 1266.0 7.9 6.0 10.0 15.0 15.1 608.0 7.9 7.8 10.0 15.0 15.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 T.W.FLR 0.0 0.0 0.0 0.0 0.0 0.0 T.W.ROOF 1.0 1.0 1.0 1.0 0.0 0.0 WALLS LENGTH L1 2.0 8.0 6.0 3.9 0.0 0.0 L2 2.0 0.0 0.0 3.9 0.0 0.0 L3 2.5 0.0 0.0 0.0 0.0 0.0 . L4 2.5 0.0 0.0 0.0 0.0 0.0 L5 0.0 0.0 0.0 0.0 0.0 0.0 L6 0.0 0.0 0.0 0.0 0.0 0.0 OVERTURNING g 0 0 � JZ �� W. LL . H HJOrtreCLOO 9.0 8.0 6.0 7.8 0.0 0.0 2.0 8.0 6.0 3.9 0.0 0.0 1124.8 8718.2 7087.4 1715.4 0.0 0.0 158.0 2528.0 1422.0 600.8 0.0 0.0 30.2 483.5 272.0 114.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 955.4 6007.8 5562.8 1071.3 0.0 0.0 477.7 751.0 927.1 274.7 0.0 0.0 HOLDOWN FORC T MAX U SE - HOLDOWN TYPE SHEAR v not.fact d SHEAR (E/1.4) v max REDUND.FACTOF SHEAR WALL TYPE W- E DIRECTION SEISMIC i ROOF CL1 ROOF CL2 ROOF CL3 ROOF CL4 ROOF 0 ROOF' 478 751 927 275 0 0 99.7 193.1 209.3 77.9 0.0 0.0 71.2 137.9 149.5 55.7 0.0 0.0 71 138 150 56 0 0 I / P1.6 P1.6 P1-6 P1.S 0 0 NOTES : Vmax - MAX SHEAR FORCE TO THE C.L. OF THE WALLS hmax - WALL PLATE HEIGHT L - TOTAL WALL LENGTH (L1 L6) WALL LOAD- TOTAL DL AND /OR LL TRIBUTARY TO THE WALL LmIn - WALL UNDER CONSIDERATION OTM - Lmin *hmax *((Vmax1.4) "1 /L) RM - ((0.5*(LminA2)*hmax*DLWALL)) DOTM - OTM- ((RMDL +RMRDL +RMFDL) *(0.9)) C=T - DOTM/Lmin HOLDOWN FORCE (C=T) UNIT SHEAR Vmax/TOT L WORKING STRESS VALUE SHEAR WALL = Vmax/1.4 *TOTAL L 1� 1 MAX TOT.SHEAR WALL GEOMETR' Vmax hmax L 624.0 7.9 9.0 1368.0 7.9 8.0 1442.0 7.9 6.0 698.0 7.9 7.8 0.0 0.0 0.0 0.0 0.0 0.0 WALL LOADING DL WALL 10.0 10.0 10.0 10.0 0.0 0.0 DL FLR 15.0 15.0 15.0 15.0 0.0 0.0 DL ROOF 15.1 15.1 15.1 15.1 0.0 0.0 T.W.FLR 0.0 0.0 0.0 0.0 0.0 0.0 T.W.ROOF 1.0 1.0 1.0 1.0 0.0 0.0 WALLS LENGTH L1 2.0 8.0 6.0 3.9 0.0 0.0 12 2.0 0.0 0.0 3.9 0.0 0.0 L3 2.5 0.0 0.0 0.0 0.0 0.0 L4 2.5 0.0 0.0 0.0 0.0 0.0 L5 0.0 0.0 0.0 0.0 0.0 0.0 L6 0.0 0.0 0.0 0.0 0.0 0.0 OVERTURNING TOT L 9.0 8.0 6.0 7.8 0.0 0.0 L MIN 2.0 8.0 6.0 3.9 0.0 0.0 O.T.M. 1095.5 108072 11391.8 2757.1 0.0 0.0 R.M. WDL 158.0 2528.0 1422.0 600.8 0.0 0.0 R.M. RDL 30.2 483.5 272.0 114.9 0.0 0.0 R.M. FDL 0.0 0.0 0.0 0.0 0.0 0.0 D.O.T.M. 969.4 8789.5 10256.8 2277.6 0.0 0.0 C = T 484.7 1098.7 1709.5 584.0 0.0 0.0 HOLDOWN FORC DESIGN T U S E - HOLDOWN TYPE SHEAR WALL TYPE W - E DIRECTION WIND NOTES : Vmax - MAX SHEAR FORCE TO THE C.L. OF THE WALLS hmax - WALL PLATE HEIGHT L - TOTAL WALL LENGTH (L1 L6) WALL LOAD- TOTAL DL AND /OR LL TRIBUTARY TO THE WALL Lmin - WALL UNDER CONSIDERATION OTM - Lmin *hmax *((Vma)•11L) RM - ((0.5 *(Lmin"2) *hmax'DLWALL)) DOTM - OTM- ((RMDL +RMRDL +RMFDL) "(0.67)) C =T - DOTM/Lmin HOLDOWN FORCE (C =T) UNIT SHEAR VmaxITOT L I ROOF CL1 ROOF ROOF CL3 ROOF CL4 ROOF 0 ROOF 0 485 1099 1709 584 0 0 SHEAR v max 69 171 240 89 0 0 P14 P1.6 P14 U sc� 1� 1'3 11 -‘0 0 0 MAX TOT.SHEAR Vmax 1489.0 2601.0 0.0 0.0 0.0 0.0 WALL GEOMETR' hmax 7.9 7.9 0.0 0.0 0.0 0.0 L 6.9 7.0 0.0 0.0 0.0 0.0 WALL LOADING DL WALL 10.0 10.0 0.0 0.0 0.0 0.0 DL FLR 15.0 15.0 0.0 0.0 0.0 0.0 DL ROOF 15.1 15.1 0.0 0.0 0.0 0.0 T.W.FLR 6.0 2.0 0.0 0.0 0.0 0.0 T.W.ROOF 0.0 0.0 0.0 0.0 0.0 0.0 WALLS LENGTH L1 2.3 7.0 0.0 0.0 0.0 0.0 . 1.2 2.3 0.0 0.0 0.0 0.0 0.0 L3 2.3 0.0 0.0 0.0 0.0 0.0 L4 0.0 0.0 0.0 0.0 0.0 0.0 L5 0.0 0.0 0.0 0.0 0.0 0.0 L6 0.0 0.0 0.0 0.0 0.0 0.0 OVERTURNING O p 0 J Z :g 3: 1 LL 1 1- D�t -1LI0 n I- -J O oe oe oe 0U 6.9 7.0 0.0 0.0 0.0 0.0 2.3 7.0 0.0 0.0 0.0 0.0 2800.7 14112.8 0.0 0.0 0.0 0.0 209.0 1935.5 / 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 238.1 735.0 0.0 0.0 0.0 0.0 2398.4 11709.3 0.0 0.0 0.0 0.0 1042.8 1672.8 0.0 0.0 0.0 0.0 HOLDOWN FORC T MAX U S E - HOLDOWN TYPE UNIT SHEAR SHEAR (Eli .4) REDUND.FACTOF ✓ not.fact'd ✓ max SHEAR WALL TYPE W- E DIRECTION SEISMIC i FLOOR CL1 FLOOR CL2 FLOOR 0 FLOOR 0 FLOOR 0 FLOOR' 0 1.00 1043 1673 0 0 0 0 /215.8 154.1 CHECK REDUNDANCY FACTOR WEST EAST DIRECTION MAXIMUM ALLOWABLE WALL SHEAR ( Vumax) FOR q < =1.0 357.3 2552 V story 6.72 KIPS AREA FLOOR 400.00 SF Vumax 572.09 PLF MAX ACTUAL WALL SHEAR 368.00 PLF "RHO" CALCULATD 0.40 USE "RHO" = 0.0 0.0 0 dY) e o° 0.0 0.0 0 1.001 0.0 0.0 0.0 0.0 i 154 265 0 0 0 01 0 0 icy ~ W 00 0, 0 J H N LL W • 4 I O I- III Z F- HO Z I- U O N a I- W W I- H IL- - O W Z U = 0 Z MAX TOT.SHEAR Vmax 1313.0 2481.0 0.0 0.0 0.0 0.0 WALL GEOMETR` hmax 7.9 7.9 0.0 0.0 0.0 0.0 L 6.9 7.0 0.0 0.0 0.0 0.0 WALL LOADING. DL WALL 10.0 10.0 0.0 0.0 0.0 0.0 DL FLR 15.0 15.0 0.0 0.0 0.0 0.0 DL ROOF 15.1 15.1 0.0 0.0 0.0 0.0 T.W.FLR 6.0 2.0 0.0 0.0 0.0 0.0 T.W.ROOF 0.0 0.0 0.0 0.0 0.0 0.0 WALLS LENGTH L1 2.3 7.0 0.0 0.0 0.0 0.0 L2 2.3 0.0 0.0 0.0 0.0 0.0 L3 2.3 0.0 0.0 0.0 0.0 0.0 L4 0.0 0.0 0.0 0.0 0.0 0.0 L5 0.0 0.0 0.0 0.0 0.0 0.0 L6 0.0 0.0 0.0 0.0 0.0 0.0 OVERTURNING o2�E mO Hl 1.- _. 0 ce re ce o0 6.9 7.0 0.0 0.0 0.0 0.0 2.3 7.0 0.0 0.0 0.0 0.0 3457.6 19599.9 0.0 0.0 0.0 0.0 209.0 1935.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 238.1 735.0 0.0 0.0 0.0 0.0 . 3158.1 17810.7 0.0 0.0 0.0 0.0 1373.1 2544.4 0.0 0.0 0.0 0.0 HOLDOWN FORC T MAX U S E - HOLDOWN TYPE UNIT SHEAR v max SHEAR WALL TYPE W - E DIRECTION WIND I FLOOR CL1 FLOOR CL2 FLOOR 0 FLOOR 0 FLOOR 0 FLOOR' 0 1373.1 2544.4 0.0 0.0 0.0 0.01 St7 a J ROOF DIST CL GRID /GRID FORCE WALL L UNIT SHEAR LEFT OF GRID DIAPH DIAPH UNIT SHEAR RIGHT OF GRID DIAPH CL1 10.0 N.A. j 624.0 22.0 N.A. I N.A. 28.4 TYP CL2 TYP 13.0 1368.0 14.0 45.4 1771.0 TYP 52.3 TYP CL3 TYP 15.0 1442.0 14.0 51.5 #DIV /0! TYP 51.5 TYP CL4 0 15.0 698.0 14.0 49.9 #DIV /0! TYP 0.0 TYP 0.0 0 0.0 0.0 0.0 #DIV /OI #DN/01 #DIV /O! #ONTO! 0 0.0 0.0 0.0 #DIV /0! #DIVIOI N.A. N.A. ROOF DIST CL GRID /GRID FORCE WALL L UNIT SHEAR LEFT OF GRID DIAPH DIAPH UNIT SHEAR RIGHT OF GRID DIAPH CL1 10.0 N.A. j 897.0 22.0 N.A. I N.A. 40.8 TYP CL2 TYP 13.0 1546.0 14.0 36.6 1771.0 TYP 42.2 TYP CL3 TYP 15.0 1256.0 14.0 32.0 #DIV /0! TYP 32.0 TYP CL4 0 15.0 608.0 14.0 31.0 #DIV /0! TYP 0.0 TYP 0.0 0 0.0 0.0 0.0 #DIV /0! #0IV 101 #DIV /0! #ON /01 0 0.0 0.0 0.0 #DIV /0! #DIV /01 N.A. N.A. ROOF DIST CL GRID /GRID FORCE WALL L UNIT SHEAR LEFT OF GRID DIAPH DIAPH UNIT SHEAR RIGHT OF GRID DIAPH CLA 10.0 N.A. j 480.0 10.0 N.A. I N.A. 48.0 TYP CLB TYP 10.0 1152.0 42.0 11.4 1771.0 TYP 16.0 TYP CLC TYP 14.0 672.0 42.0 16.0 #DIV /0! TYP 0.0 TYP 0 0 0.0 0.0 0.0 #DIV /0! #DIV /0! #DIV/0! #DIV /01 #D1V/01 0.0 0 0.0 0.0 0.0 #DIV /0! #DN /O! #DIV /0! #DIV/O! 0 0.0 0.0 0.0 #DIV /0! #DN /01 N.A. N.A. ROOF D1ST CL GRID /GRID FORCE WALL L UNIT SHEAR LEFT OF GRID DIAPH UNIT SHEAR DIAPH RIGHT OF GRID CLA 345.0 10.0 N.A. j N.A. 24.6 TYP CLB 10.0 2116.0 42.0 15.0 TYP 21.0 TYP CLC 14.0 1771.0 42.0 30.1 TYP 0.0 TYP 0 0.0 0.0 0.0 #DIV /0! #DIV/0! #DIV /0! #DIV/01 0 0.0 0.0 0.0 #DIV /O! #DN /01 #DIV /0! #DIV /01 0 0.0 0.0 0.0 #DIV /0! #DN /O! N.A. 0 APPROXIMATE UNIT SHEARS FOR THE ROOF AND FLOOR DIAPHRAGMS SEISMIC NORTH SOUTH WIND NORTH SOUTH SEISMIC WEST EAST WIND WEST EAST Ig J U CO CO W -J CO W U- U) I- Z_ I-. 2 W C.) 0 0 W S I- W U _ I-� O Z FLOOR DIST CL GRID /GRID FORCE WALL L UNIT SHEAR LEFT OF GRID DIAPH UNIT SHEAR RIGHT OF GRID DIAPH CLA CLA 535.0 10.0 N.A. I N.A. 38.2 TYP CLB TYP 10.0 3127.0 22.0 42.3 TYP 59.2 TYP CLC 64.3 14.0 2247.0 20.0 80.3 TYP 0.0 TYP 0 0.0 0.0 0.0 #DIV /0! #DIV/0! #DIV /0! #DIV /01 #D!V /01 0 0.0 0.0 0.0 #DIV /01 MN/O! #DIV /01 #DIV/0! 0.0 0 0.0 0.0 0.0 #DIV /01 #D1V/0! N.A. N.A. FLOOR DIST CL GRID /GRID FORCE WALL L UNIT SHEAR LEFT OF GRID DIAPH UNIT SHEAR RIGHT OF GRID DIAPH CLA 1010.0 10.0 N.A. l N.A. 101.0 TYP CLB 10.0 2424.0 22.0 45.9 TYP 64.3 TYP CLC 0 14.0 1414.0 20.0 70.7 TYP 0.0 TYP 0 0.0 0.0 0.0 #D!V /01 #D1V/0! #DIV /0! #DIVIO! 0 0.0 0.0 0.0 #DIV /0! #DIV /0! #DIV /0! #DIV/0! 0 0.0 0.0 0.0 #DIV /01 #D1V/01 N.A. N.A. FLOOR DIST CL GRID/GRID FORCE WALL L UNIT SHEAR LEFT OF GRID DIAPH UNIT SHEAR RIGHT OF GRID DIAPH CL1 1489.0 20.0 N.A. I N.A. 74.5 TYP CL2 13.0 2501.0 20.0 89.3 TYP 0.0 TYP 0 0.0 0.0 0.0 #DIV /01 #DIV /0! #DIV /0! #DIV/0! 0 0.0 0.0 0.0 #DIV /0! #DIV/0! #DIV /0! #DIV/0! 0 0.0 0.0 0.0 #DIV /0! #DIV /0! #DIV /0! #DIV/0! 0 0.0 0.0 0.0 #DIV /0l #DIV /0! N.A. N.A. FLOOR DIST CL GRID /GRID FORCE WALL L UNIT SHEAR LEFT OF GRID DIAPH UNIT SHEAR RIGHT OF GRID DIAPH CL1 1313.0 20.0 N.A. I N.A. 65.7 TYP CL2 13.0 2481.0 20.0 124.1 TYP 0.0 TYP 0 0.0 0.0 0.0 #DIV /01 #DN /0! #DIV /01 #DIV /0! 0 0.0 0.0 0.0 #DIV /0l #DIV/01 #DIV /0! #DIV/0! 0 0.0 0.0 0.0 #DIV /0! #ONIO! #DIVIO! #DIVIO! 0 0.0 0.0 0.0 #DIV /01 #DIV/0! N.A. N.A. APPROXIMATE UNIT SHEARS FOR THE ROOF AND FLOOR DIAPHRAGMS SEISMIC NORTH SOUTH WIND NORTH SOUTH SEISMIC WEST EAST WIND WEST EAST 1 ROOF DIAPRAGM 15 / 32 " 2X FRAMING - H.F. TYPE NAILS DIAPH SUPPORTED OTHER PANEL BLOCKING DESIGN Z BOUNDARIES CONT EDGES EDGES V allowable . Q i= W TYP 10 d 6" o.c. 6" o.c. NO 155 PLF j R1 10 d 6" o.c. 6" o.c. 6" o.c. YES 237 PLF W R2 10 d 4" o.c. 4" o.c. 4" o.c. YES 315 PLF JU U O R3 10 d 2.5" o.c. 2.5" o.c. 6" o.c. YES 470 PLF W I WHERE NAILS SPACED 2.5 " AND LESS FRAMING AT ADJOINING PANEL I-- EDGES SHALL BE 3X AND SHALL BE STAGGERED. N W W O 2 FLOOR DIAPRAGM 19 / 32 " 2X FRAMING - H.F. Q LLQ CO D TYPE NAILS DIAPH SUPPORTED OTHER PANEL BLOCKING DESIGN = a BOUNDARIES CONT EDGES EDGES V allowable M- _ ZI.- TYP 10 d 6" o.c. 6" o.c. NO 176 PLF Z O Fl 10 d 6" o.c. 6" o.c. 6" o.c. YES 262 PLF W uj F2 10 d 4" o.c. 4" o.c. 4" o.c. YES 348 PLF 2 D F3 10 d 2.5" o.c. 2.5" o.c. 6" o.c. YES 524 PLF U N O WHERE NAILS SPACED 2.5 " AND LESS FRAMING AT ADJOINING PANEL O I-- EDGES SHALL BE 3X AND SHALL BE STAGGERED. 2 W H • I- — O .. W Z 0 - O Z SHEAR WALL LINE MAX SHEAR FORCE TO WALL FORCE TRIBUTARY TO PANEL 1 =F1 = FORCE TRIBUTARY TO PANEL 2 =F2 = TOT F EXT. HOLDOWN FORCES T (F1 +F2) *H / L tot since T = C THUS C = SHEAR DESIGN AT PANELS MAXIMUM SHEAR 4 HOBBY ROOM 0.7 Kips LEFT TO RIGHT DIRECTION 0 ALL PANELS GEOMETRY 0.35 Kips 0.35 Kips 0.70 Kips 0.41 Kips 0.41 Kips C1 COMPRESION FORCE PANEL 1 TO TOP OF WINDOW PANEL - SILL PLATES C1= (F1 *H- T *L1)/H2 0.44 Kips USE ( ) 2X blocking T2 TENSION FORCE PANEL 2 TO TOP OF WINDOW PANEL - SILL PLATES T2= (F2 *H- C *L2)/H2 0.44 Kips USE MTL STRAP V4 BOTT TOTAL SHEAR AT WINDOW PANEL V4 =C1 +T2 0.88 Kips V3- VERTICAL SHEAR FORCE BETWEEN PANELI (RIGHT HAND SIDE) AND WINDOW PANEL V3= (F1 *H- C1 *H2)/L1 0.405 Kips V1- HORIZONTAL BASE SHEAR AT PANEL 1 V1= (T *L1- F1 *(H- H2))/H2 -0.09 Kips V2- HORIZONTAL BASE SHEAR AT PANEL 2 V2= (C *L2- F2 *(H- H2))/H2 -0.09 Kips TENSION HOLDOWN AT PANEL 1 STATIC CHECK F1 +F2= V4 +V1 +V2= 0.88 + -0.09 + -0.09 = 0.70 PANEL 1 TOP PART OF THE CANTILEAVER WALL F1/L1= 0.09 KLF BOTT PART OF THE PANEL 1 V1 /L1= -0.02 KLF WINDOW PANEL V4/L3= 0.14 KLF V3/H2= 0.14 KLF PANEL 2 TOP PART OF THE CANTILEAVER WALL F2/L2= 0.09 KLF BOTT PART OF THE PANEL 1 V2/L2= -0.02 KLF 0.14 KLF = P1-6 z '�. W J U 00 N in J u = a � z = I- . I- O Z I— w • w O • D � H w W U. O w Z U = O~ z PANEL 1 WINDOW PANEL PANEL 2 H 8.1 H1 8.1 H2 3.0 H1 8.1 Ltot 14.0 L1 3.8 L3 6.5 L2 3.8 SHEAR WALL LINE MAX SHEAR FORCE TO WALL FORCE TRIBUTARY TO PANEL 1 =F1 = FORCE TRIBUTARY TO PANEL 2 =F2 = TOT F EXT. HOLDOWN FORCES T (F1 +F2) *H / L tot since T = C THUS C = SHEAR DESIGN AT PANELS MAXIMUM SHEAR 4 HOBBY ROOM 0.7 Kips LEFT TO RIGHT DIRECTION 0 ALL PANELS GEOMETRY 0.35 Kips 0.35 Kips 0.70 Kips 0.41 Kips 0.41 Kips C1 COMPRESION FORCE PANEL 1 TO TOP OF WINDOW PANEL - SILL PLATES C1= (F1 *H- T *L1)/H2 0.44 Kips USE ( ) 2X blocking T2 TENSION FORCE PANEL 2 TO TOP OF WINDOW PANEL - SILL PLATES T2= (F2 *H- C *L2)/H2 0.44 Kips USE MTL STRAP V4 BOTT TOTAL SHEAR AT WINDOW PANEL V4 =C1 +T2 0.88 Kips V3- VERTICAL SHEAR FORCE BETWEEN PANELI (RIGHT HAND SIDE) AND WINDOW PANEL V3= (F1 *H- C1 *H2)/L1 0.405 Kips V1- HORIZONTAL BASE SHEAR AT PANEL 1 V1= (T *L1- F1 *(H- H2))/H2 -0.09 Kips V2- HORIZONTAL BASE SHEAR AT PANEL 2 V2= (C *L2- F2 *(H- H2))/H2 -0.09 Kips TENSION HOLDOWN AT PANEL 1 STATIC CHECK F1 +F2= V4 +V1 +V2= 0.88 + -0.09 + -0.09 = 0.70 PANEL 1 TOP PART OF THE CANTILEAVER WALL F1/L1= 0.09 KLF BOTT PART OF THE PANEL 1 V1 /L1= -0.02 KLF WINDOW PANEL V4/L3= 0.14 KLF V3/H2= 0.14 KLF PANEL 2 TOP PART OF THE CANTILEAVER WALL F2/L2= 0.09 KLF BOTT PART OF THE PANEL 1 V2/L2= -0.02 KLF 0.14 KLF = P1-6 z '�. W J U 00 N in J u = a � z = I- . I- O Z I— w • w O • D � H w W U. O w Z U = O~ z Z = F- W J U 0 0 cn co LIJ J N LL Lu LL < I FW Z = F O Z F- w U � O - O H W • W lL O Ili - I O Z 0 0 0 k NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT._ Multi- Loaded Beam( 97 Uniform Building Code (91 NDS) 1 Ver: 5.04 By: Jan Rohlik , Construction Technologies on: 08 -17 -2003 : 1:41:48 PM Project: MISC - Location: R1 Summary: 5.125 IN x 13.5 IN x 18.5 FT / 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 47.5% Controlling Factor: Moment of Inertia / Depth Required 11.86 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Camber Required: C= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, Support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, Support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lu2 -Top= Center Span Unbraced Length -Bottom of Beam: Lu2 - Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Center Span Loading: Uniform Load: Live Load: wL -2= Dead Load: wD -2= Beam Self Weight: BSW= Total Load: wT -2= Properties For: 24F -V4- Visually Graded Western Species Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: Ex= • Ey= Stress Perpendicular to Grain: Fc perp= Bending Stress of Comp. Face in Tension: Fb_cpr= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 9.25 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= 94.64 S= 155.67 Area (Shear): Areq= 28.43 A= 69.19 Moment of Inertia (Deflection): Ireq= 712.19 I= 1050.79 0.29 IN 0.42 IN = L/531 0.71 IN =1/313 0.44 IN 2775 LB 1932 LB 4707 LB 1.41 IN 2775 LB 1932 LB 4707 LB 1.41 IN 18.5 FT 0.0 FT 18.5 FT 1.15 360 180 300 PLF 192 PLF 17 PLF 509 PLF 2400 PS 190 PS 1800000 PS 1600000 PS 650 PS 1200 PS 2760 PS 219 PS 21768 FT -LB 4142 LB N3 N3 N2 N2 N4 N4 2�- u n..ay.�u:: >. . ...... «,nrw:u:ns Project: MISC - Location: Summary: 1.5 IN x 5.5 IN x 9.5 FT (Actual 9.6 FT) a 24 O.C. / #2 - Hem -Fir - Dry Use Section Adequate By: 1.5% Controlling Factor: Section Modulus / Depth Required 5.46 In Rafter Span Deflections: Dead Load: Live Load: Total Load: Rafter End Loads and Reactions: Upper Live Load: Upper Dead Load: Upper Total Load: Lower Live Load: Lower Dead Load: Lower Total Load: Upper Equiv. Tributary Width: Lower Equiv. Tributary Width: Rafter Data: Interior Span: Eave Span: Rafter Spacing: Rafter Pitch: Roof sheathing applied to top of foists -Top of rafters fully braced. Sheathing or Sheetrock applied to bottom of joists -bottom Notch Depth a Base: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Rafter Loads: Roof Live Load: Roof Dead Load: • Roof Duration Factor. Slope Adjusted Spans And Loads: . Interior Span: Rafter Live Load: Rafter Dead Load: Rafter Total Load: Properties For: #2- Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd =1.15 Cf =1.30 Cr -1.15 Fv': Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 4.816 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Roof Rafter( 97 Uniform Building Code (91 NDS)1 Ver: 5.04 By: Jan Rohlik , Construction Technologies on: 08 -17 -2003: 1:44:48 PM of rafters fully braced. DLD- Interior= LLD - Interior= TLD- Interior= LOADS: 119 PLF 72 PLF 191 PLF 119 PLF 72 PLF 191 PLF UTWeq= LTWeq= L= L -Eave= Spacing= RP= NDbase= L/ U LL= DL= Cd= L -adj= wL -adj= wD -adj= wT -adj= Fb= Fv= E_ Fc -perp= Fb'= Fv'= Sreq= S= Areq= A= I req= I= 0.21 IN 0.35 IN =L/332 0.56 IN = U206 RXNS: 238 LB 144 LB 382 LB 238 LB 144 LB 382 LB 4.75 FT 4.75 FT 9.5 FT 0.0 FT 24.0 IN O.C. 2.0 : 12 0.75 IN 240 180 25.0 PSF 15.0 PSF 1.15 9.63 FT 49 PLF 30 PLF 78 PLF 850 PSI 75 PSI 1300000 PSI 405 PSI 1461 PSI 86 PSI 907 FT -LB 347 LB 7.45 N3 7.56 N3 6.03 N2 6.15 N2 18.14 N4 20.80 N4 2r Floor Joist( 97 Uniform Building Code (91 NDS)1 Ver: 5.04 By: Jan Rohlik , Construction Technologies on: 08 -17 -2003: 1:46:16 PM Project: MISC - Location: Summary: 1.5 IN x 7.25 IN x 14.0 FT (7 + 7 ) a 16 O.C. /#2- Hem - Fir -Dry Use Section Adequate By: 94.4% Controlling Factor: Area / Depth Required 4.81 In Center Span Deflections: Dead Load: Live Load: Total Load: Right Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Center Span Right End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Right End Reactions (Support C): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Dead Load Uplift F.S.: Joist Data: Center Span Length: Right Span Length: Floor sheathing applied to top of joists -top of foists fully braced. Sheathing or Sheetrock applied to bottom of joists -bottom of joists fully braced. Live Load Duration Factor. Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Uniform Floor Loading: Live Load: Dead Load: Total Load: Total Load Adjusted for Joist Spacing: Right Span Loading: Uniform Floor Loading: Live Load: Dead Load: Total Load: Total Load Adjusted for Joist Spacing: Properties For: #2- Hem -Fir Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Compression Face in Tension): Adjustment Factors: Cd =1.00 CI =0.80 Cf=1.20 Cr-1.15 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M Over right support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2, 3 Controlling Shear: V At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Decking Information: Plywood Thickness T Plywood is glued Moment Of Inertia Calculations For Glued Floor: Joist Area: Plywood Area: Section Centroid: Moment Of Inertia: Comparisons With Required Sections: DLD - Center= LLD- Center- TLD-Center- DLD - Right= LLD - Right= TLD- Right= LL- Rxn -A= DL- Rxn -A= TL- Rxn -A= BL -A= LL- Rxn -B= DL- Rxn -B= TL- Rxn -B= BL -B= LL- Rxn -C= DL- Rxn -C= TL- Rxn -C= BL -C= FS= L2= L3= LL -2= DL -2= TL -2= wT -2= LL -3= DL -3= TL -3= wT -3= Fb= Fv= E= Fc -perp= Fb'= Fv'= A- joist= A -ply= C= I -comb= 0.00 IN 0.02 IN = U4028 0.03 IN = U3304 0.00 IN 0.02 IN = U4028 0.03 IN = U3304 163 LB 52 LB 216 LB 0.36 IN 467 LB 175 LB 642 LB 1.06 IN 163 LB 52 LB 216 LB 0.36 IN 1.5 7.0 FT 7.0 FT 1.00 480 360 40.0 PSF 15.0 PSF 55.0 PSF 73 PLF 40.0 PSF 15.0 PSF 55.0 PSF 73 PLF 850 PSI 75 PSI 1300000 PSI 405 PSI 933 PSI 75 PSI -449 FT -LB 280 LB 3/4 IN 10.88 2.00 4.25 74.66 71r 7c/ IN2 IN2 IN ABOVE BASE IN4 Multi- Loaded Beam( 97 Uniform Building Code (91 NDS)) Ver: 5.04 By: Jan Rohlik , Construction Technologies on: 08 -17 -2003 : 1:47:26 PM Project: MISC - Location: H1 Summary: 3.5 IN x 9.25 IN x 8.0 FT / 2.0E Parallam - Trus Joist - MacMillan Section Adequate By: 422.3% Controlling Factor: Section Modulus / Depth Required 4.9 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD- Center= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, Support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, Support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: Lug -Top= Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= Live Load Duration Factor: Cd= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Center Span Loading: Uniform Load: Live Load: wL -2= Dead Load: wD -2= Beam Self Weight: BSW= Total Load: wT -2= Properties For: 2.0E Parallam- Trus Joist - MacMillan Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 Cf=1.03 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 4.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= 0.02 IN 0.03 IN = L/2749 0.06 IN = U1619 700 LB 488 LB 1188 LB 0.45 IN 700 LB 488 LB 1188 LB 0.45 IN 8.0 FT 0.0 FT 8.0 FT 1.00 360 240 175 PLF 112 PLF 10 PLF 297 PLF 2900 PSI 290 PSI 2000000 PSI 750 PSI 2985 PSI 290 PSI 2377 FT -LB 975 LB 9.56 49.91 5.04 32.38 34.22 230.84 N3 N3 N2 N2 N4 N4 � -I rtd fn t z21 - 11 + 4-o r47 r r , (.1 CI) x 1 1, I4 i I r , ( o-t) 1 h x r N 40 u ',71 (3) 1x $ 14 t o-147._ c r 1. e-vv -7 5 r( rrAr « - 38} 'I- wZ (1 D1 — R8 �-c 4., e 01 S ( 7.11C (c x v v Fro 31r- (.,- u 10 Gteirt. 51 x 1-; (1tot)rr r 1-0 z act tiyG. 3 2 x r t (7o) r,1., Project: MISC - Location: Summary: ( 3 ) 1.5 INx7 .25INx12.0FT(10 +2) Hem-Fir -Dry Use Section Adequate By: 11.1% Controlling Factor: Area / Depth Required 6.52 In Properly connect sheathing to double joists /rafters or fully laminate to transfer diaphragm forces. Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD - Center= Total Load: TLD - Center= Right Cantilever Deflections: Dead Load: DLD - Right= Live Load: LLD - Right= Total Load: TLD- Right= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Note:Design For Uplift Loads Rxn- A.•min= Bearing Length Required (Beam only, Support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, Support capacity not checked): BL -B= Dead Load Uplift F.S.: FS= Joist Data: Center Span Length: L2= Right Cantilever Length: L3= Floor sheathing applied to top of joists -top of joists fully braced. Live Load Duration Factor: Cd= 0.90 Live Load Deflect. Criteria: L/ 360 Total Load Deflect. Criteria: U 180 Center Span Loading: Uniform Floor Loading: Live Load: LL -2= Dead Load: DL -2= Total Load: TL -2= Total Load Adjusted for Joist Spacing: wT -2= Right Cantilever Loading: Uniform Floor Loading: Live Load: LL -3= Dead Load: DL -3= Total Load: TL -3= Total Load Adjusted for Joist Spacing: wT -3= Wall Loading Wall Live Load (Perp. to Joists): PL -3= Wall Dead Load (Perp to Joists): PD -3= Wall Load Location (From left end of span): X -3= Properties For: #2- Hem -Fir Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc -perp= Adjusted Properties Fb' (Compression Face in Tension): Fb'= Adjustment Factors: Cd =0.90 CI =0.99 Cf =1.20 Cr =1.15 Fv': Adjustment Factors: Cd =0.90 Design Requirements: Controlling Moment: M= Over right support of span 2 (Center Span) Critical moment created by dead loads only on all span(s). Controlling Shear: V= At a distance d from left support of span 3 (Right Span) Critical shear created by dead loads qnly on all span(s). Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Floor Joist( 97 Uniform Building Code (91 NDS) ) Ver: 5.04 By: Jan Rohlik , Construction Technologies on: 08 -21 -2003: 5:17:37 PM Fv'= Sreq= S= Areq= A= Ireq= I= -0.13 IN 0.05 1N = U2477 -0.15 IN = U825 0.17 IN -0.03 IN = 2U1548 0.19 IN =2L/252 200 LB -175 LB 25 LB -198 LB 0.01 IN 383 LB 1655 LB 2038 LB 1.12 IN 1.5 10.0 FT 2.0 FT 40.0 PSF 15.0 PSF 55.0 PSF 55 PLF 40.0 PSF 15.0 PSF 55.0 PSF 55 PLF 80 LB 1300 LB 1.9 FT 850 PSI 75 PSI 1300000 PSI 405 PSI 1047 PSI 68 PSI -2500 FT -LB 1321 LB 28.66 N3 39.42 N3 29.36 N2 32.63 N2 102.07 N4 142.90 N4 Area (Shear): Moment of Inertia (Deflection): Floor Joist[ 97 Uniform Building Code (91 NDS) 1 Ver: 5.04 By: Jan Rohlik , Construction Technologies on: 08 -21 -2003: 5:15:52 PM Protect: MISC - Location: Summary: ( 2 ) 1.5 INx7 .25INx12.0FT(10 +2) - Hem-Fir -Dry Use Section Adequate By: 61.3% Controlling Factor: Moment of Inertia / Depth Required 6.18 In * Properly connect sheathing to double joists /rafters or fully laminate to transfer diaphragm forces. Center Span Deflections: Dead Load: DLD - Center= Live Load: LLD - Center= Total Load: TLD- Center= Right Cantilever Deflections: Dead Load: DLD - Right= Live Load: LLD - Right= Total Load: TLD- Right= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, Support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, Support capacity not checked): BL -B= Dead Load Uplift F.S.: FS= Joist Data: Center Span Length: L2_ Right Cantilever Length: L3= Floor sheathing applied to top of joists -top of joists fully braced. Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 480 Total Load Deflect. Criteria: L/ 180 Center Span Loading: Uniform Floor Loading: Live Load: LL -2= Dead Load: DL -2= Total Load: TL -2= Total Load Adjusted for Joist Spacing: wT -2= Right Cantilever Loading: Uniform Floor Loading: Live Load: LL -3= Dead Load: DL -3= Total Load: TL -3= Total Load Adjusted for Joist Spacing: wT -3= Wall Loading Wall Live Load (Perp. to Joists): PL -3= Wall Dead Load (Perp to Joists): PD -3= Wall Load Location (From left end of span): X -3= Properties For: #2- Hem -Fir Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E_ Stress Perpendicular to Grain: Fc -perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 Cf=1.20 Cr =1.15 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 4.7 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Areq= A= Ireq= I= 0.02 IN 0.10 IN = U1239 0.11 IN = U1070 0.00 IN -0.06 IN = 2L/774 -0.06 IN = 2U821 267 LB 76 LB 342 LB 0.28 IN 384 LB 271 LB 655 LB 0.54 IN 1.5 10.0 FT 2.0 FT 40.0 PSF 15.0 PSF 55.0 PSF 73 PLF 40.0 PSF 15.0 PSF 55.0 PSF 73 PLF 0 LB 80 LB 1.9 FT 850 PSI 75 PSI 1300000 PSI 405 PSI 1173 PSI 75 PSI 799 FT -LB 358 LB 8.18 26.28 7.15 21.75 59.07 95.27 N3 N3 N2 N2 N4 N4 Project: MISC - Location: Summary: 1.5 INx7.25INx12.0FT(10 +2) 12 O.C. /#2 - Hem-Fir - Dry Use Section Adequate By: 7.5% Controlling Factor: Moment of Inertia / Depth Required 7.08 In Center Span Deflections: Dead Load: DLD- Center= Live Load: LLD- Center- Total Load: TLD - Center= Right Cantilever Deflections: Dead Load: DLD - Right= Live Load: LLD - Right= Total Load: TLD- Right= Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= Dead Load: DL- Rxn -A= Total Load: TL- Rxn -A= Bearing Length Required (Beam only, Support capacity not checked): BL -A= Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= Dead Load: DL- Rxn -B= Total Load: TL- Rxn -B= Bearing Length Required (Beam only, Support capacity not checked): BL -B= Dead Load Uplift F.S.: FS= Joist Data: Center Span Length: L2= Right Cantilever Length: L3= Floor sheathing applied to top of joists -top of joists fully braced. Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 480 Total Load Deflect. Criteria: U 180 Center Span Loading: Uniform Floor Loading: Live Load: LL -2= Dead Load: DL -2= Total Load: TL -2= Total Load Adjusted for Joist Spacing: wT -2= Right Cantilever Loading: Uniform Floor Loading: Live Load: LL -3= Dead Load: DL -3= Total Load: TL -3= Total Load Adjusted for Joist Spacing: wT -3= Wall Loading Wall Live Load (Perp. to Joists): PL -3= Wall Dead Load (Pere to Joists): PD -3= Wall Load Location (From left end of span): X -3= Properties For: #2- Hem -Fir Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc -perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 Cf =1.20 Cr -1.15 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M 4.7 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controlling Shear: V= At a distance d from right support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): Floor Joist[ 97 Uniform Building Code (91 NDS)1 Ver: 5.04 By: Jan Rohlik , Construction Technologies on: 08 -21 -2003: 5:15:11 PM Sreq= S= Areq= A= I req= I= 0.02 IN 0.15 IN = U826 0.17 IN =U713 0.01 IN -0.09 IN = 2U516 -0.09 IN = 2U547 200 LB 57 LB 257 LB 0.42 IN 288 LB 203 LB 491 LB 0.81 IN 1.5 10.0 FT 2.0 FT 40.0 PSF 15.0 PSF 55.0 PSF 55 PLF 40.0 PSF 15.0 PSF 55.0 PSF 55 PLF 0 LB 80 LB 1.9 FT 850 PSI 75 PSI 1300000 PSI 405 PSI 1173 PSI 75 PSI 599 FT -LB 268 LB 6.13 13.14 5.36 10.88 44.30 47.63 N3 N3 N2 N2 N4 N4 1 71 Multi- Loaded Beam( 97 Uniform Building Code (91 NDS)1 Ver: 5.04 By: Jan Rohiik , Construction Technologies on: 08 -21 -2003 : 5:19:55 PM Project: MISC - Location: bm at j 1 Summary: 5.25 IN x 9.5 IN x 18.0 FT (9 + 9 1/ 2.0E Parailam - Trus Joist- MacMillan Section Adequate By: 111.8% Controlling Factor: Area / Depth Required 6.41 In Center Span Deflections: Dead Load: DLD- Center 0.04 IN Live Load: LLD - Center- 0.05 IN = L/2200 Total Load: TLD- Center- 0.09 IN = U1246 Right Span Deflections: Dead Load: DLD - Right= 0.03 IN Live Load: LLD - Right= 0.05 IN = U2253 Total Load: TLD- Right= 0.08 IN = L11378 Center Span Left End Reactions (Support A): Live Load: LL- Rxn -A= 1273 LB Dead Load: DL- Rxn -A= 1033 LB Total Load: TL- Rxn -A= 2306 LB Bearing Length Required (Beam only, Support capacity not checked): BL -A= 0.59 IN Center Span Right End Reactions (Support B): Live Load: LL- Rxn -B= 4044 LB Dead Load: DL- Rxn -B= 5849 LB Total Load: TL- Rxn -B= 9893 LB Bearing Length Required (Beam only, Support capacity not checked): BL -B= 2.51 IN Right End Reactions (Support C): Live Load: LL- Rxn -C= 1255 LB Dead Load: DL- Rxn -C= 928 LB Total Load: TL- Rxn -C= 2183 LB Bearing Length Required (Beam only, Support capacity not checked): BL -C= 0.55 IN Dead Load Uplift F.S.: FS= 1.5 Beam Data: Center Span Length: L2= 9.0 FT Center Span Unbraced Length -Top of Beam: Lu2 -Top= 0.0 FT Center Span Unbraced Length -Bottom of Beam: Lu2- Bottom= 9.0 FT Right Span Length: L3= 9.0 FT Right Span Unbraced Length -Top of Beam: Lu3 -Top= 0.0 FT Right Span Unbraced Length -Bottom of Beam: Lu3- Bottom= 9.0 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: L/ 600 Total Load Deflect. Criteria: L/ 180 Center Span Loading: Uniform Load: Live Load: wL -2= 300 PLF Dead Load: wD -2= 210 PLF Beam Self Weight: BSW= 16 PLF Total Load: wT -2= 526 PLF Point Load 1 Live Load: PL1 -2= 383 LB Dead Load: PD1 -2= 1655 LB Location (From left end of span): X1 -2= 6.0 FT Trapezoidal Load 1 Left Live Load: TRL- Left-1 -2= 0 PLF Left Dead Load: TRD- Left-1 -2= 80 PLF Right Live Load: TRL - Right -1 -2= 0 PLF Right Dead Load: TRD- Right -1 -2= 80 PLF Load Start: A -1 -2= 6.0 FT Load End: B -1 -2= 9.0 FT Load Length: C -1 -2= 3.0 FT Right Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Point Load 1 Live Load: Dead Load: Location (From left end of span): Trapezoidal Load 1 Left Live Load: Left Dead Load: Right Live Load: Right Dead Load: Load Start: Load End: Load Length: wL -3= wD -3= BSW= wT -3= PL1 -3= PD1 -3= X1 -3= TRL- Left-1 -3= TRD- Left-1 -3= TRL - Right -1 -3= TRD- Right -1 -3= A -1 -3= B -1 -3= C -1 -3= 300 PLF 210 PLF 16 PLF 526 PLF 383 LB 1655 LB 2.5 FT 0 PLF 80 PLF 0 PLF 80 PLF 0.0 FT 2.5 FT 2.5 FT Page: 2 Multi- Loaded Beam( 97 Uniform Building Code (91 NDS) ) Ver: 5.04 By: Jan Rohlik , Construction Technologies on: 08 -21 -2003: 5:19:55 PM Project: MISC - Location: bm at i 1 Properties For: 2.0E Parallam- Trus Joist - MacMillan Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Compression Face in Tension): Adjustment Factors: Cd =1.00 CI =0.99 Cf =1.03 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: Over right support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2, 3 Controlling Shear: At a distance d from left support of span 3 (Right Span) Critical shear created by combining all dead loads and live loads on span(s) 2, 3 Comparisons With Required Sections: Section Modulus (Moment): Sreq= S= Area (Shear): Areq= A= Moment of Inertia (Deflection): Ireq= I= Fb= 2900 PSI Fv= 290 PSI E= 2000000 PSI Fc_perp= 750 PSI Fb'= 2946 PSI Fv'= 290 PSI M= -8822 FT -LB V= 4553 LB 35.93 78.97 23.55 49.88 102.29 375.10 N3 N3 N2 N2 N4 N4 33 Ii imoer mercer inrormanon L.aictoaaons are uesIgneu ro iooi rew arm roof uw. mequrremenis //N i / lH/ 1l// 1/ l// l/// / / /ll /l / / / / / /l / / / / /J / /l / / /l /Hl/ l / / /h Timber Section Beam Width in Beam Depth in Le: Unbraced Length ft Timber Grade Fb - Basic Allow psi Fv - Basic Allow psi Elastic Modulus ksi Load Duration Factor Member Type Repetitive Status %l / /. % / / / / / / / / / /l % / /l //,N/ / / /%% /ll / / / /l /dI // / /// / / / / / / /!+/% l /l / /lWH /hV % / /J/ / / / /J / / / /fW /l /l / /l/ /NIIMIW . W// H/ J/ / /l/ /l /Hl / //bWNI/ /ll /.W %llNl /l / / / / / / / //ll % / / / /l / /%/ % % / / / / //h BM 2 BM 1 MlcroLam: MicroLam: 5.250 3.500 7.250 9.500 0.00 0.00 "cuss Joist - MacMiI 'rues Joist • MacMil 2,900.0 2,900.0 290.0 290.0 2,000.0 2,000.0 1.000 1.000 Manuf /Pine Manuf /Pine No No Center Span Data VflYZW.41.H/HIJJJlII Hit! /lHHA'HCCffeeew.", +r Span ft Dead Load #/ft Live Load #/ft Point #1 DL lbs LL lbs 0 X ft /J. JHHl49+lflHAJAV.J477 . .H MHHH. L' lr hY HHHlIIllIIJ AY.+27 17/ Z+1 W. Hllll. 9! lHlrllllVJNil!/Y +/N .W. lull! /71,1lllIJIllllllll.a•ZeVll( "%CCC/ IH1ll577." lJHHA'HJ!! 8.00 7.50 340.00 260.00 400.00 350.00 230.00 900.00 6.000 Results Ratio = 0.6391 0.3371 H lr. 47i ror4•77,74? 77717." iHi!,N]r/2rrr! 7HJ/Jl/ lJ Mmax @ Center in -k 0 X = ft fb : Actual psi Fb : Allowable psi fv : Actual psi Fv : Allowable psi l/ r!rJ 7!J HmH! I! HiAAl/ I/ lm/ r.AJ7177.9HrrYiHrifF / / /J!AlllJ1 /1lllHH/N!Al .ArrJ/.i{l/HN!!J/lXHrilHrHitIJ!JJJ/HH/rJJ.ffl!HHm//JJJHl!l//Hr/r11n".nrr!n 85.25 51.47 4.38 3.75 1,853.5 977.6 2,900.0 2,900.0 Bending OK Bending OK 133.3 81.7 290.0 290.0 Shear OK Shear OK Reactions ,,,, „I HHI/HI / /!!J./ J lfJ lh.,".± 7J/ J! J/ JIlH!! lJlJ J/ IJ/J/ 0 Left End DL lbs LL lbs Max. DL +LL lbs 0 Right End DL lbs LL lbs Max. DL +LL lbs ! /427,77H / / /JlillllHllJlJ /!h%JI iJJIIJJJJJIlJll llJHJll /e7lJlllllllJJ 1,417.50 975.00 1,825.00 1,312.50 3,242.50 2,287.50 1,532.50 975.00 2,275.00 1,312.50 3,807.50 2,287.50 I Deflections Ratio OK Deflection OK N.+/ AWN/ .tbYl /NlH /l .",55,669,./ AV Rev: 580100 User. KW- 0803480, Ver 5.8.0, 2-Sep-2002 (c)1983 -2002 ENERCALC Engineering Software Timber Beam & Joist • • „/ /l /l ,. ,/ h b /. , / 1/ / • , / . • . 1. , , / / ' / / /ll .//l / / /// // Description Center DL Defl L/Defl Ratio Center LL Deft L/Defl Ratio Center Total Defl Location 1./Defl Ratio -0.103 934.6 -0.145 662.6 -0.248 4.096 387.8 -0.037 2,431.9 -0.050 1,806.5 -0.087 3.750 1,036.5 • 0 f sGA r kic= 000 ('S• Fy Code 2 ;NA' e 1 rtec4Ate - 04 gg$ Solt 26-90 pi - igi F0-fel ( vrrn') x , st-4 rS w ri I 14 O (V 1 �, t ' t .l LAP z 20 II 0 'iF%tii: Vi✓ l� I ,eJ D S11.1- * kr -AroNl / Io WI rte. f F. Lr GLF- z H W ' tr JU 00 u ) 0 J CO LL. Wo 2 u__ • a = W Z I- zI- W U � o N O H W H � .. U = O~ z p • • To specify your own • • special title block here, • use the "Settings" screen • and enter your title block information. Retain Pro 6.1a, 21-July-2003, (c)1989 Registration # : RP- 1127405 Criteria 1 Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Water height over heel Wind on Stem 5.00 ft = 0.00 ft = 0.00: 1 = 6.00 in 0.0 ft = 0.0 psf Surcharge Loads Surcharge Over Heel = 50.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = [Earth Pressure Seismic Load Kae for seismic earth pressure Ka for static earth pressure Difference: Kae - Ka Using Mononobe -Okabe / Seed - Whitman procedure Design Kh [Stem Weight Seismic Load Design Summary r Wall Stability Ratios Overturning Sliding 140.0 lbs 200.0 lbs 0.0 in 0.100 g Total Bearing Load = 1,963 lbs ...resultant ecc. = 5.84 in Soil Pressure @ Toe = 1,107 psf OK Soil Pressure @ Heel = 72 psf OK Allowable = 2 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,239 psf ACI Factored @ Heel = 81 psf Footing Shear @ Toe = 14.0 psi OK Footing Shear @ Heel = 8.6 psi OK Allowable = 85.0 psi Sliding Calcs Slab Resists All Sliding ! Lateral Sliding Force = 995.6 lbs less 100% Passive Force = - 345.8 lbs less 100% Friction Force = - 705.1 Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 442.5 lbs NG Cantilevered Retaining Wall Design Code: 1997 UBC 1.80 OK 1.06 Ratio < 1.5! Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf /ft Toe Active Pressure Passive Pressure Soil Density FootingljSoil Friction Soil height to ignore for passive pressure = 0.00 in Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom Kh Weight Multiplier Title . Job # ...New... Description.... 30.0 psf /ft 389.0 psf /ft = 110.00 pcf 0.400 = 0.0 #/ft 0.00 ft 0.00 ft Stem Construction Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb /FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable Lap Splice if Above Lap Splice if Below Wall Weight Rebar Depth 'd' Masonry Data I'm Fs Solid Grouting Special Inspection Modular Ration' Short Term Factor Equiv. Solid Thick. Masonry Block Type = Concrete Data f'c Fy This Wall in File: c: 1rp611projectslsh -sd sieburg res.rp5 = 0.435 = 0.362 = 0.073 ft= lbs = ft-# = ft-# = psi = psi = in = in = psf = in = psi = lam= Top Stem Stem OK 4.00 Concrete 8.00 _ # 5 12.00 Edge 0.006 72.8 30.8 5,527.6 0.9 85.0 26.00 26.00 100.0 6.19 Medium Weight Dsgnr: Footing Dimensions Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Pc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top = 2.00 in @ Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Added seismic base force 0.100 g Added seismic base force 2nd 3rd Stem OK 2.00 Concrete 8.00 # 5 12.00 Edge 0.097 458.5 536.6 5,527.6 5.7 85.0 26.00 26.00 100.0 6.19 Stem OK 0.00 Concrete 8.00 # 5 12.00 Edge 0.400 1,158.5 2,210.7 5,527.6 14.2 85.0 26.00 6.00 100.0 6.19 psi = 2,500.0 2,500.0 2,500.0 psi = 40,000.0 40,000.0 40,000.0 Page: Date: AUG 17,2003 & Strengthsl 2.00 ft 1.33 3.33 10.00 in 0.00 in 0.00 in 0.00 ft 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 137.3 lbs 137.3 lbs • • To specify your own - special title block here, use the "Settings" screen • and enter your title block information. Retain Pro 6.1a, 21-July-2003, (c)1989 -2003 RegIstration # : RP- 1127406 _ Footing Design Results M Toe Factored Pressure = 1,239 Mu' : Upward = 2,014 Mu' : Downward = 432 Mu: Design = 1,582 Actual 1 -Way Shear = 13.97 Allow 1 -Way Shear = 85.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Summary of Overturning & Resisting Forces & Moments I Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil Seismic Earth Load Total 884.9 2.08 -26.7 0.44 137.3 3.50 Resisting/Overtuming Ratio Vertical Loads used for Soil Pressure = Cantilevered Retaining Wall Design Heel 81 psf 35 ft-# 228 ft-# 194 ft-# 8.64 psi 85.00 psi OVERTURNING Force Distance lbs ft = 1.80 1,962.7 lbs Vertical component of active pressure used for soil pressure Other Acceptable Sizes & Spacings Toe: #4@ 22,00 in, #5@ 34.25 in, #6@ 48.25 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S • Fr Key: No key defined Moment ft-# 1,836.7 -11.9 480.5 995.6 O.T.M. = 2,305.3 Title Page: Job # : ...New... Dsgnr: Date: AUG 17,2003 Description.... This Wall in File: c:1rp611projects.sh -sd sieburg res.rp6 Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component Force lbs RESISTING Distance ft 364.8 33.2 140.0 110.0 500.0 3.00 3.00 2.33 Code: 1997 UBC 1.00 2.33 416.3 1.67 = 198.5 3.33 Moment ft-# 1,093.9 99.4 326.7 110.0 1,166.7 693.1 660.9 Total = 1,762.7 lbs R.M.= 4,150.7 . • To specify your own • special title block here, - use the "Settings" screen ▪ and enter your title block information. Retain Pro 6.1a, 21-July- 2003,(c)1989 -2003 Registration 0 : RP- 1127406 [Criteria Retained Height WaII height above soil Slope Behind Wall Height of Soil over Toe Water height over heel Wind on Stem Surcharge Loads r Surcharge Over Heel = 50.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = Axial Live Load = Axial Load Eccentricity = [Earth Pressure Seismic Load Kae for seismic earth pressure Ka for static earth pressure Difference: Kae - Ka Using Mononobe -Okabe / Seed - Whitman procedure Kh Weight Multiplier Design Kh [Stem Weight Seismic Load I Design Summary I Wall Stability Ratios Overturning Sliding Total Bearing Load ...resultant ecc. 5.00 ft 0.00 ft • 0.00: 1 = 6.00 in 0.0 ft • 0.0 psf = 0.200 g 140.0 lbs 200.0 lbs 0.0 in Cantilevered Retaining Wall Design Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 45.0 psf /ft 1.92 OK 0.90 UNSTABLE! 1,933 lbs 5.06 in Soil Pressure © Toe = 1,021 psf OK Soil Pressure Heel = 140 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored Toe = 1,161 psf ACI Factored Heel = 159 psf Footing Shear © Toe = 13.2 psi OK Footing Shear Heel = 7.6 psi OK Allowable = 85.0 psi Sliding Caics Slab Resists All Sliding ! Lateral Sliding Force = 938.3 lbs less 100% Passive Force = 151.3 lbs less 100% Friction Force = 693.0 Added Force Req'd = 94.0 lbs NG ....for 1.5 : 1 Stability = 563.1 lbs NG Toe Active Pressure Passive Pressure Soil Density Footing) Soil Friction Soil height to ignore for passive pressure = 12.00 in [Lateral Load Applied to Stem Lateral Load ...Height to Top ...Height to Bottom 0.0 #/ft 0.00 ft 0.00 ft I Stem Construction I Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear Allowable Lap Splice if Above Lap Splice if Below Wall Weight Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type = Concrete Data fc Fy Title : MR SIEDENBORGE RESIDENCE Job # ...New... Dsgnr: Description.... This Wall in File: c:1r • 11 ro res.r 30.0 psf /ft = 389.0 psf /ft = 110.00 pcf = 0.400 = 0.000 0.000 = 0.000 = 0.200 g Added seismic base force ft= lbs = ft-# _ ft-# = psi = psi = in = in = psi= in = psi = psi Top Stem Stem OK 4.00 Concrete 8.00 # 5 12.00 Edge 0.006 68.7 28.4 5,527.6 0.9 85.0 26.00 26.00 100.0 6.19 Medium Weight Code: 1997 UBC Footing Dimensions & Strengths I Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe fc = 2,500 psi Fy = 40,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0014 Cover @ Top = 2.00in Btm.= 3.00 in Adjacent Footing Load Adjacent Footing Load = Footing Width Eccentricity = Wall to Ftg CL Dist = Footing Type Base Above/Below Soil at Back of Wall Added seismic base force 0.0 lbs 2nd 3rd Stem OK 2.00 Concrete 8.00 # 5 12.00 Edge 0.086 422.2 471.3 5,527.6 5.7 85.0 26.00 26.00 100.0 6.19 ectstsh -sd siebur Stem OK 0.00 Concrete 8.00 # 5 12.00 Edge 0.346 1,057.6 1,908.1 5,527.6 14.2 85.0 26.00 6.00 100.0 6.19 psi = 2,500.0 2,500.0 2,500.0 psi = 40,000.0 40,000.0 40,000.0 Page: Date: AUG 17,2003 = 2.00 ft 1.33 3.33 10.00 in = 0.00 in = 0.00 in 0.00 ft 0.0 lbs 0.00 ft 0.00 in 0.00 ft Line Load 0.0 ft 0.0 lbs 3g • " To specify your own special title block here, use the "Settings" screen and enter your title block information. Retain Pro $.1a, 21 -July -2003, (c)1989 -2003 Registration 0 : RP- 1127406 Footing Design Results 1 Toe Heel Factored Pressure = 1,161 159 psi Mu' : Upward = 1,921 50 ft-# Mu' : Downward = 432 196 ft-# Mu: Design = 1,489 147 ft-# Actual 1 -Way Shear = 13.15 7.65 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = Norte Spec'd Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance lbs ft Heel Active Pressure = 884.9 2.08 Toe Active Pressure = -26.7 0.44 Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Stem Self Wt = 80.0 3.33 Total 1,018.3 O.T.M. = Resisting/Overtuming Ratio = 1.92 Vertical Loads used for Soil Pressure = 1,932.5 lbs Vertical component of active pressure used for soil pressure Moment ft-# 1,836.7 -11.9 266.7 2,091.5 Title : MR SIEDENBORGE RESIDENCE Job # ...New... Dsgnr: Description.... This Wall in File: c:1rp611projects\sh -sd sieburg res.rp5 Cantilevered Retaining Wall Design Other Acceptable Sizes & Spacings Toe: #4@ 22.00 in, #5@ 34.25 in, #6@ 48.25 in, #7@ 48.25 in, #8@ 48.25 in, #9@ 4 Heel: Not req'd, Mu < S • Fr Key: No key defined Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem Soil Over Toe Surcharge Over Toe Stem Weight(s) Earth @ Stem Transitions Footing Weight Key Weight Vert. Component Total = RESISTING Force Distance lbs ft 364.8 3.00 33.2 3.00 140.0 2.33 110.0 500.0 416.3 Page: Date: AUG 17,2003 /4) Code: 1997 UBC 1.00 2.33 1.67 168.3 3.33 1,732.5 lbs R.M.= Moment ft-# 1,093.9 99.4 326.7 110.0 1,166.7 693.1 560.4 4,050.1 • k NIMM ROOF FRAMING - x S.F. 1 /4 ~ =1' —O • Crr CHFFT 'MW' FOR BEAM /HDR /POST SIZES. 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TY.1 adm 216 C O JSTS. 24 HOBBY w k4) 16 I 2.6 RMS. 24 O 3.6 DO WALL 3.6 OfT 11 WALL 4�D'' • 1 Ciiaa <C`�' • 3/104 RFTR /PLATS • 3/10d CLO JST /PLATE n � u � 6 ROOF FRAMING, 1/4 " =1' -0" • SEE SHEET 'MW' FOR BEAM /1. • OVERHANG DIMENSIONS INC BOARDS, CUT TRUSS /RFTR • TYP ROOF PITCH IS 2/12 • TYP ROOF OVERHANG IS 3 • TYP RAFTER FRAMING IS S • ROOF AREA BASED ON PEI I Z W i Q 2 JO ILI n 0. J I- u. W 0 L Q d W Z = W W U 0 o � aj . w z . U � O F' J. ■ (241 -V1) IN ROOF SEE 'ROOF AREA 1 ON SHUT 'Rr 2' -1 1/2' 1/2' r-4' 3-1/2%4 M ( . 1.0 1' -0 1/2 cslb 1 Is 4A41 0' -to' '-R GSIb — -b 1 CENEI THE r01 THIS W4 OR SPE WR(REI FRAMI STOOS: POSTS: SOLO cw -u SNCAT1 SNEAR NNCNp NAUNS Tl REI R • • NUT RUN R.,ILOOP -7 I/2• r-o 2 I /4 2' -1 I/2• - kl? f M � l'YT• BAIT " I ✓ti i S� TG g o a‘t .. c M/ T EL K a r lA9 ru-irs (i) a r -S 2/S' PLYWOOD MODULI S14- K°�IFI ( ) PSLI 1 4 1 _'`,t l L4-,J4 2' 1/2' 6 '- O • - 1/2' CRmCAL "AMINO Mel TO LIMO R FACES - � nJ \J 7JMi(- (1)70 ua,tC�) Tel. Of 4171 MUIR / OIIR a? ) NT) 1 cHlre0-40 FINT a x (WA C & •A. yFP, I.TM y, 1 /J� (1 ' f ' GENERAL: EMGNEERED CONO C TOO IOLL0*W0 APP% THIS 'toot IRAMINa WRRT0H ORAENtQN2 FRAMING: JOISTS: 2a6/2a10 M SOLID IMAMS. DI/2 CLU -LAJI BEAMS: 0 sue - FLOOR: SUO -I PLYwO UNSUF UNOCRLATMENT: SEE FLOOR OMPMPAMS:' ANCHORAGE: 00950 WILING; PER UDC 8e� 'YP REFERENT M7 Mleeeei NOTES: ; FLO REFEF • Z Z CL U • 1 2 J0 O 0 U) 0 J I- � W W O LLQ N 1 W Z � 1- 0 Z F- W U 0 N . 0 H W S u, 0 . .. Z W U= 0 H Z 4 k 10 -1 VAS' , 6' 1 � a ST WILL 1 ••W AS XEO'D jN EXISTING WALL STEPS DOWN EXISTING 1 NT WALL (7' -67 TOW OF NEW FON WALL TO 6E FLUSH WITH EXISTING L � I L 0S -6 15• -10 1 /t 1 4r i V Cr' ( /a) "¢G.-r"• (f q v ice 4�- Z cc 2 6 00 N D Co w .1 W 2 Q LL Q CO � W Z )-- 0 Z 0 Q O c o O — O H W W H t O .. Z U = z TIP CORNER MRS WATCH EXTERIOR NOM. REINF. SEE OPTION 50.011 CORNER OARS TO MATCH CROSS WALL HMI. RON/ (ALT. HOOKS) ADM/ORAL VERT. MR CROSS WALL FON WALL PER PLAN 20 nl M n: FOR OAR I OPTION AT OUTSIDE CORNER — MEND. HOMIDNT L OM TO HAVE 24 LEO ADDITIONAL VERT. WAR TYP FDN WALL CORNER /INTERSECT NOTES: 1. PROVIDE A • Ii STIR RAR FOR EACH HORIZONTAL. SAP REQUIRED N NEW FOUNDATION WALL MNIMUM 2 BARS, 1 AT TOP. 1 AA //e , ` SO1TOM As SHOWN KLOW. 2. DRILL 1 /2'I HOLES "ILVS'TO EXISTING FDA WALL AT O MC APPROX. S FM C NEW STUB MR. 3. HARDIER STUB Wt IN TO HOLES AND RENO HOMIONTA. TIE TO HORIZONTAX111413 IN NEW WALL a r A( $ "Sir TT TOP OAR NEW FON WALL II lEOD 1/2 " =1' -o" A 6AR • Sn EXIST WR CON EXIST WALL FDN CONNECTION TT ANCHOR BOLT / 111.22 WASHER 2• MUDSIU PER PLAN 1 " =1 -o" 2• (MN) (N11) It FINISH GRADE O TYP FDN WALL 1r 1• File: D03 -0294 35mm Drawing #1 -2 z W 6 _i U. UO NO CO J = U LL W O: J LL.Q' CO = Z d. I-W Z= I- 0 Z F- LU w 0 ON o W ui H0. O' U Z U= O~ Z J. CLARK JOHNSON CONSULTING ENGINEER P.S., INC. 1380 112th Ave. N.E., Suite 100 Bellevue, WA 98004 (425) 454-7137 OASIS FOR DESIGN: STRUCTURAL COMPUTATIONS EQR SIEDENBURG RESIDENCE RETAINING WALL LOCATION: TUKWILA, WA CLIENT : DAVID SIEDENBURG CODE: UNIFORM BUILDING CODE, 1997 ACTIVE EARTH PRESSURE = 35 pcf PASSIVE EARTH PRESSURE = 300 pcf COEFFICIENT OF FRICTION = 0.4 SOIL UNIT WEIGHT = 110 pcf INDEX TO COMPUTATIONS: GENERAL RETAINING WALL Job: SIEDENBURG RESIDENCE RET. WALL Job #: 40509 By: NT /CJ Date: 5/17/04 F LF P ED. c T( PwKO tU11tJ� A JUN _ 2.13'.34 A5 jit` i'�t r THE STRUCTURAL ENGINEER IS NOT RESPONSIBLE FOR THE SITE OR SOIL CONDITIONS GI - G1 RI - R11 G1 ,,r oPTUI(VVILA NAY 1 8 2004 P F1MJr cevrER F+ p C 11,4) 0i11t4,x (ft-Jig) d Lin) - A 4 I?c;i vif e% 8.575 20 to, a C, 18/5 O. P2Z st6 e iv 7' G65.% 1 68.11 G. zs D AO' fli @, )z" G' 4t 2,2)4 844 1D c( p ,1° 4¢ 0,16" V ( Cc ID 4. 4- 6( D ( 0 6 0- zieAch 4}' 101,@\ 2ro , ZS 01 D Lo 4)1 e/Itl d I 1 Johnson Consulting Engineers, Inc. 1380 - 112th Ave. N.E. Suite 101 Bellevue, WA 98004 -3710 Phone (425) 454 -7137 / Fax (425) 637 -2949 office@johnsonengineers.com m mhx ) 41-10 / 3 ) , 44 7k 1( - b (1 Wog �I Die ► � h Job. (if ; ed 'lul9 illi 1,0 Date: IP"Pi By; pyre/ Subject: P-24r1hii J wan JOHNSON CONSULTING ENGINEERS 1380 -112TH AVE. NE SUITE 100 BELLEVUE, WA 98004 L Rev: 560100 User: KW0601433 Ver5.6.1 25 -Oct -2002 Cantilevered Retaining Wall Design (c)1983 -2002 ENERCALC Engineering Software Description 8' -0" RETAINING WALL l rEit �a Retained Height = 7.17 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 8.00 in Soil Density = 110.00 pcf Wind on Stem 0.0 psf Design Summary Total Bearing Load ...resultant ecc. Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1 -Way Shear Allow 1 -Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 3,770 lbs 4.13 in 1,650 784 = 139 645 = 7.73 85.00 = None Spec'd = None Spec'd = None Spec'd Soil Pressure © Toe = 1,285 psf OK Soil Pressure © Heel = 455 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,650 psf • ACI Factored @ Heel = 584 psf Footing Shear @ Toe = 7.7 psi OK Footing Shear @ Heel = 37.9 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 2.85 OK Sliding = 1.54 OK Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,120.1 lbs less 100% Passive Force= - 337.5 lbs less 100% Friction Force= - 1,383.3 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 0.0 lbs OK Footing Design Results Toe feel 584 psf 0 ft-# 0 ft-# 3,651 ft-# 37.88 psi 85.00 psi Soil - Data I Footing Strengths &1)1mensions Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft Footingpoil Friction = 0.400 Soil height to ignore for passive pressure = 0.00 in Stem Construction Top Stem Stem OK Design height ft = 0.00 Wall Material Above "Ht" = Concrete Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 10.00 Rebar Placed at = Edge Design Data fb /FB + fa /Fa Total Force @ Section Moment....Actual • Moment Allowable Shear Actual Shear Allowable fc Fy Title : SIEDENBERG RESIDENCE RETAINING Job # 40509 Dsgnr: N. TORRES Date: 1:22PM, 17 MAY 04 h,Z Description : Scope : RETAINING WALL lbs = ft-# = psi = psi = Bar Develop ABOVE Ht. in = Bar Lap /Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data 0.555 1,528.1 3,650.7 6,578.7 20.6 85.0 15.60 6.00 96.7 6.19 fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined psi 2,500.0 psi = 40,000.0 c:\cadVobs \40509 \40509.ecw:Calculations fc = 2,500 psi Fy = 40,000 psi Min. As % = 0.0014 Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Cover @ Top = 2.00 in • 1.00 ft 3.33 = 4 :33 = 10.00 in = 0.00 in 0.00 in = 0.00 ft @ Btm.= 3.00 in JOHNSON CONSULTING ENGINEERS 1380 -112TH AVE. NE SUITE 100 BELLEVUE, WA 98004 L Rev: 560100 User: KW-0601433, Ver 5.6.1 25-Oct-2002 Cantilevered Retaining Wall Design (c)1983 -2002 ENERCALC Engineering Software Description 8' -0" RETAINING WALL Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = 1,120.1 2.67 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = 2,987.0 Total = 1,120.1 O.T.M. = 2,987.0 Resisting /Overturning Ratio 2.85 Vertical Loads used for Soil Pressure = 3,770.3 lbs Vertical component of active pressure used for soil pressure Title : SIEDENBERG RESIDENCE RETAINING Job # 40509 Dsgnr: N. TORRES Date: 1:22PM, 17 MAY 04 [7; Description : Scope : RETAINING WALL Total = c: \cad jobs \40509 \40509.ecw:Cakulations I RESISTING Force Distance Moment lbs Soil Over Heel = 2,102.1 3.00 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= 0.00 Soil Over Toe = 73.3 0.50 Surcharge Over Toe = Stem Weight(s) = 741.1 1.33 Earth @ Stem Transitions= Footing Weight = 541.6 2.17 Key Weight = Vert. Component = 3,458.2 lbs R.M. ft ft-# Y • 6,305.8 36.7 988.2 1,173.4 8,504.1 JOHNSON CONSULTING ENGINEERS • 1380 -112TH AVE. NE SUITE 100 BELLEVUE, WA 98004 Rev: 560100 User: KW-0601433, Ver 5.6.1 25 -Oct -2002 Cantilevered Retaining Wall Design _ (c)1983 -2002 ENERCALC Engineering Software Description 7' -0" RETAINING WALL r rriteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem Footing Shear @ Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding = 6.17ft = 0.50 ft = 0.00: 1 = 8.00 in 110.00 pcf = 0.0 psf Design Summary Total Bearing Load = 2,772 lbs ...resultant ecc. = 3.69 in Soil Pressure @ Toe = 1,136 psf OK Soil Pressure @ Heel = 376 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 1,454 psf ACI Factored @ Heel = 481 psf 6.6 psi OK 29.5 psi OK 85.0 psi 3.11 OK 1.69 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 857.6 lbs less 100% Passive Force= - 337.5 lbs less 100% Friction Force= - 1,108.9 lbs Added Force Req'd = ....for 1.5 : 1 Stability = Footing Design Results Toe Factored Pressure = 1,454 Mu' : Upward = 683 Mu' : Downward = 139 Mu: Design = 544 Actual 1 -Way Shear = 6.55 Allow 1 -Way Shear = 85.00 Toe Reinforcing = None Spe Heel Reinforcing = None Spe Key Reinforcing = None Spe c'd c'd c'd 0.0 lbs OK 0.0 lbs OK eel 481 psf 0 ft-# 0 ft-# 2,326 ft-# 29.51 psi 85.00 psi Scope : (Soii Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure - 300.0 Water height over heel = 0.0 ft FootingilSoil Friction = 0.400 Soil height to ignore for passive pressure = 0.00 in Stem Construction Stem OK Design height ft = 0.00 Wall Material Above "Ht" = Concrete Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 12.00 Rebar Placed at = Edge Design Data fb /FB ± fa /Fa = 0.421 Total Force @ Section lbs = 1,131.4 Moment....Actual ft-# = 2,325.9 Moment Allowable = 5,527.6 Shear Actual psi = 15.2 Shear Allowable psi = 85.0 Bar Develop ABOVE Ht. in = 15.60 Bar Lap /Hook BELOW Ht. in = 6.00 Wall Weight = 96.7 Rebar Depth 'd' in = 6.19 Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data fc Fy Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: Not req'd, Mu < S * Fr Key: No key defined Title : SIEDENBERG RESIDENCE RETAINING Job # 40509 Dsgnr: N. TORRES Date: 1:22PM, 17 MAY 04 Description : psi 2,500.0 psi = 40,000.0 RETAINING WALL Top Stem Toe Width Heel Width Total Footing Width Footing Thickness cAcad\jobs \40509 \40509.ecw:Calculatbns Footing Strengths & fc = 2,500 psi Fy Min. As% _ Key Width = Key Depth = Key Distance from Toe = Cover © Top = 2.00 in Dimensions = 40,000 psi 0.0014 1.00 ft 2.67 - 3.67 10.00 in 0.00 in 0.00 in 0.00 ft @ Btm.= 3.00 in JOHNSON CONSULTING ENGINEERS . 1380 -112TH AVE. NE SUITE 100 BELLEVUE, WA 98004 Description 7' -0" RETAINING WALL L Summary of Overturning & Resisting Forces & Moments OVERTURNING Force Distance Moment lbs ft ft-# Item Heel Active Pressure = 857.6 2.33 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total = Resisting /Overturning Ratio Vertical Loads used for Soil Pressure = 2,001.1 857.6 O.T.M. = 2,001.1 3.11 2,772.2 lbs Vertical component of active pressure used for soil pressure Title : SIEDENBERG RESIDENCE RETAINING Job # 40509 Dsgnr: N. TORRES Date: 1:22PM, 17 MAY 04 Description : Scope : RETAINING WALL L( Rev: 560100 User: KW- 0601433, Ver 5.6.1 25-Oct -2002 01983 -2002 ENERCALC Engineering Software Cantilevered Retaining Wall Design c: \cad\jobs \40509 \40509.ecw:Calculatbns RESISTING Force Distance Moment lbs ft ft-# Soil Over Heel = 1,357.0 2.67 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load Axial Dead Load on Stem= 0.00 Soil Over Toe = 73.3 0.50 Surcharge Over Toe Stem Weight(s) = 644.5 1.33 Earth @ Stem Transitions= Footing Weight = 458.4 1.83 Key Weight = Vert. Component = 239.0 3.67 Total = 2,772.2 lbs R.M. 3,618.8 36.7 859.3 840.4 876.5 6,231.7 I JOHNSON CONSULTING ENGINEERS . 1380 =112TH AVE. NE SUITE 100 BELLEVUE, WA 98004 L Rev: 560100 User: KW- 0601433,Ver 5.6.1 25-Oct-2002 Cantilevered Retaining Wall Design (c)1983 -2002 ENERCALC Engineering Software Description 6' -0" RETAINING WALL rlt eerier a Retained Height = 5.25 ft Wall height above soil = 0.50 ft Slope Behind Wall = 0.00: 1 Height of Soil over Toe = 9.00 in Soil Density = 110.00 pcf Wind on Stem 0.0 psf Design Summary Total Bearing Load = 2,004 lbs ...resultant ecc. = 3.63 in Soil Pressure @ Toe = 1,073 psf OK Soil Pressure @ Heel = 263 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,370 psf ACI Factored @ Heel = 337 psf Footing Shear @ Toe = 5.9 psi OK Footing Shear @ Heel = 22.4 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 2.90 OK Sliding = 1.81 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 630.0 lbs less 100% Passive Force= - 337.5 lbs less 100% Friction Force= - 801.6 lbs Added Force Req'd = 0,0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results I oe eel Factored Pressure = 1,370 337 psf Mu' : Upward = 442 0 ft-# Mu' : Downward = 95 0 ft-# Mu: Design = 347 1,435 ft-# Actual 1 -Way Shear = 5.86 22.41 psi Allow 1 -Way Shear = 85.00 85.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd I [Soll Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingilSoil Friction Soil height to ignore for passive pressure L Stem Construction = 2,000.0 psf Method = 35.0 = 0.0 = 300.0 0.0 ft 0.400 Title : SIEDENBERG RESIDENCE RETAINING Job # 40509 Dsgnr: N. TORRES Date: 1:22PM, 17 MAY 04 Description : Scope : RETAINING WALL = 0.00 in Top Stem Stem OK Design height ft= 0.00 Wall Material Above "Ht" = Concrete Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 12.00 Rebar Placed at = Edge . fb /FB + fa /Fa = Total Force @ Section lbs = Moment....Actual ft-# _ Moment Allowable = Shear Actual psi = Shear Allowable psi = Bar Develop ABOVE Ht. in = Bar Lap /Hook BELOW Ht. in = Wall Weight = Rebar Depth 'd' in = Masonry Data fm psi = Fs psi = Solid Grouting = Special Inspection = Modular Ratio 'n' Short Term Factor = Equiv. Solid Thick. Masonry Block Type = Normal Weight Concrete Data fc Fy Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S Fr Heel: Not req'd, Mu < S * Fr Key: No key defined 0.260 820.0 1,435.0 5,527.6 11.0 85.0 15.60 6.00 96.7 6.19 psi 2,500.0 psi = 40,000.0 Toe Width Heel Width Total Footing Width Footing Thickness c: \cad\jobs \40509 \40509.ecw:Cakuiations I Footing Strengths & fc = 2,500 psi Fy = 40,000 psi Min. As % = 0.0014 0.83 ft 2.17 = -- - - 3:00 - = 9.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover @ Top = 2.00 in @ Btm.= 3.00 in Design Data JOHNSON CONSULTING ENGINEERS • 1380 -112TH AVE. NE SUITE 100 BELLEVUE, WA 98004 Us KKW- 0601433, Ver 5.6.1 25-Oct-2002 Cantilevered Retaining Wall Design (c)1983 -2002 ENERCALC Engineering Software Description 6' -0" RETAINING WALL [ Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment lbs ft ft-# Heel Active Pressure = 630.0 2.00 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total = Resisting /Overturning Ratio 630.0 O.T.M. = 1,260.0 2.90 Vertical Loads used for Soil Pressure = 2,004.1 lbs Vertical component of active pressure used for soil pressure 1,260.0 E Title : SIEDENBERG RESIDENCE RETAINING Job # 40509 Dsgnr: N. TORRES Date: 1:22PM, 17 MAY 04 Description : Scope : RETAINING WALL Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions= Footing Weight = Key Weight = Vert. Component = c: \cadjobs \40509 \40509.ecw:Calculations RESISTING Force Distance lbs ft 866.4 2.25 0.00 68.7 0.42 555.8 1.17 337.5 1.50 175.6 3.00 Total = 2,004.1 lbs R.M. I Moment ft-# 1,949.4 28.6 648.3 506.2 526.8 3,659.3 • JOHNSON CONSULTING ENGINEERS 1380=112TH AVE. NE SUITE 100 BELLEVUE, WA 98004 L Rev: 560100 User: KW- 0601433, Ver 5.6.1, 25-Oct-2002 Cantilevered Retaining Wall Design W983-2002 ENERCALC Enc�Ineering Software Description 5' -0" RETAINING WALL Criteria Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem [Design Summary Total Bearing Load ...resultant ecc. 4.25 ft = 0.50 ft = 0.00: 1 = 9.00 in 110.00 pcf = 0.0 psf [Footing Design Results Toe Factored Pressure = 1,110 Mu' : Upward = 355 Mu' : Downward = 95 Mu: Design = 260 Actual 1 -Way Shear = 4.41 Allow 1 -Way Shear = 85.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd 1,399 lbs 2.76 in Soil Pressure @ Toe = Soil Pressure © Heel = Allowable = Soil Pressure Less Than ACI Factored @ Toe = AC1 Factored @ Heel = Footing Shear © Toe = Footing Shear @ Heel = Allowable = Wall Stability Ratios Overturning = 2.96 OK Sliding = 2.05 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 437.5 lbs less 100% Passive Force= - 337.5 lbs less 100% Friction Force= - 559.5 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK 868 psf OK 251 psf OK 2,000 psf Allowable 1,110 psf 320 psf • 4.4 psi OK 13.1 psi OK 85.0 psi eel 320 psf 0 ft-# 614 ft-# 614 ft-# 13.07 psi 85.00 psi Soil - Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 Toe Active Pressure = 0.0 Passive Pressure = 300.0 Water height over heel = 0.0 ft FootingllSoil Friction = 0.400 Soil height to ignore for passive pressure = 0.00 in [Stem Construction Design height Wall Material Above "Ht" Thickness Rebar Size Rebar Spacing Rebar Placed at Design Data fb /FB + fa /Fa Total Force © Section Moment....Actual Moment Allowable Shear Actual Shear Allowable Bar Develop ABOVE Ht. Bar Lap /Hook BELOW Ht Wall Weight Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Title : SIEDENBERG RESIDENCE RETAINING Job # 40509 Dsgnr: N. TORRES Date: 1:22PM, 17 MAY 04 Description : Scope : RETAINING WALL I Top Stem Stem OK ft = 0.00 = Concrete 8.00 # 5 16.00 = Edge lbs = ft-# = psi = psi = in = • in = in = psi = psi = 0.182 537.4 761.3 4,188.2 7.2 85.0 15.60 6.00 96.7 6.19 Special Inspection Modular Ratio 'n' _ Short Term Factor = Equiv. Solid Thick. _ Masonry Block Type = Normal Weight Concrete Data fc psi =. Fy psi = 40,000.0 Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S ' Fr Heel: Not req'd, Mu < S a Fr Key: No key defined :�1 ra:3; �rk;a41: Waa: c: \cad\jobs \40509 \40509.ecw:Calculations Footing Strengt fc = 2,500 psi Min. As % Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Cover @ Top = 2.00 tics - Dimensions Fy = 40,000 psi 0.0014 0.83 ft 1.67 2 :50 w‘ 9.00 in 0.00 in = 0.00 in 0.00 ft in @ Btm.= 3.00 in JOHNSON CONSULTING ENGINEERS 1380= 112TH AVE. NE SUITE 100 BELLEVUE, WA 98004 Rev: 560100 User: KW- 0601433, Ver 5.6.1 25-Oct-2002 Cantilevered Retaining Wall Design (c)1983 -2002 ENERCALC Engineering Software Description 5' -0" RETAINING WALL Summary of Overturning & Resisting Forces & Moments I Item Force lbs Total = Resisting /Overturning Ratio Vertical Loads used for Soil Pressure = OVERTURNING Distance ft Heel Active Pressure = 437.5 1.67 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = 2.96 1,398.7 lbs Vertical component of active pressure used for soil pressure Moment ft-# 729.2 437.5 O.T.M. = 729.2 Title : SIEDENBERG RESIDENCE RETAINING Job # 40509 Dsgnr: N. TORRES Date: 1 :22PM, 17 MAY 04 Description : Scope : RETAINING WALL Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) _ Earth @ Stem Transitions= Footing Weight Key Weight Vert. Component Total = c: \cadVobs \40509 \40S09.ecw :Calculations I RESISTING Force Distance Moment lbs ft ft-# 467.7 2.00 0.00 68.7 0.42 459.2 1.17 281.2 1.25 121.9 2.50 1,398.7 lbs R.M. 935.2 28.6 535.5 351.6 304.8 2,155.8 JOHNSON CONSULTING ENGINEERS 1380- 112TH AVE. NE SUITE 100 BELLEVUE, WA 98004 • Us Ver 5.6.1 25-Oct-2002 Cantilevered Retaining Wall Design (c)1983-2002 ENEIfCALC Engineering Software Description 4' -0" RETAINING WALL Criteria r Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe Soil Density Wind on Stem 3.25 ft 0.50 ft = 0.00: 1 = 9.00 in 110.00 pcf 0.0 psf [Soil - Data r Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FootingllSoil Friction Soil height to ignore for passive pressure Scope : = 35.0 0.0 = 300.0 0.0 ft = 0.400 = 0.00 in [Design Summary Total Bearing Load ...resultant ecc. Soil Pressure @ Toe Soil Pressure @ Heel Allowable Soil Pressure Less ACI Factored © Toe ACI Factored © Heel Footing Shear © Toe Footing Shear @ Heel Allowable Wall Stability Ratios Overturning Sliding 959 lbs = 2.17 in = 739 psf OK 220 psf OK 2,000 psf Than Allowable 950 psf 283 psf 2.0 psi OK = 8.7 psi OK 85.0 psi 3.10 OK = 2.58 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force = 280.0 lbs less 100% Passive Force= - 337.5 lbs less 100% Friction Force= - 383.5 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 lbs OK Footing Design Results Toe Factored Pressure = 950 Mu' : Upward = 195 Mu' : Downward = 61 Mu: Design = 134 Actual 1 -Way Shear = 2.03 Allow 1 -Way Shear = 85.00 Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd !eel 283 psf 0 ft-# 234 ft-# 234 ft-# 8.65 psi 85.00 psi LStem Construction Stem OK Design height ft= 0.00 Wall Material Above "Ht" = Concrete Thickness = 8.00 Rebar Size = # 5 Rebar Spacing = 12.00 Rebar Placed at = Edge Design Data fb /FB + fa /Fa = 0.062 Total Force @ Section lbs = 314.2 Moment....Actual ft-#= 340.4 Moment Allowable = 5,527.6 Shear Actual psi = 4.2 Shear Allowable psi = 85.0 Bar Develop ABOVE Ht. in = 15.60 Bar Lap /Hook BELOW Ht. in = 6.00 Wall Weight = 96.7 Rebar Depth 'd' in = 6.19 Masonry Data fm psi = Fs psi = Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type = Normal Weight Concrete Data f'c Fy Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S " Fr Heel: Not req'd, Mu < S " Fr Key: No key defined Title : SIEDENBERG RESIDENCE RETAINING Job # 40509 Dsgnr: N. TORRES Date: 1:22PM, 17 MAY 04 Description : RETAINING WALL Top Stem psi = 2,500.0 psi = 40,000.0 c: \cad\jobs \40509 \40509.ecw:CalculatlonsI Footing Strengths & fc = 2,500 psi Fy = Min. As% _ Toe Width Heel Width Total Footing Width Footing Thickness Key Width Key Depth Key Distance from Toe Cover @ Top = 3.00 in imensions s 40,000 psi 0.0014 = 0.67 ft 1.33 = 9.00 in = 0.00 in = 0.00 in 0.00 ft @ Btm.= 3.00 in JOHNSON CONSULTING ENGINEERS 1380 112TH AVE. NE SUITE 100 BELLEVUE, WA 98004 Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure = 280.0 1.33 Toe Active Pressure = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = SeismicLoad = Total = Resisting /Overturning Ratio Vertical Loads used for Soil Pressure = OVERTURNING Force Distance Moment lbs ft ft-# 280.0 O.T.M. = 373.3 3.10 958.8 lbs Vertical component of active pressure used for soil pressure 373.3 Title : SIEDENBERG RESIDENCE RETAINING Job # 40509 Dsgnr: N. TORRES Date: 1:22PM, 17 MAY 04 Description : Scope : RETAINING WALL Rev: 560100 User: KW-0601433, Ver 5.6.1 25 -Oct -2002 Cantilevered Retaining Wall Design _ (c)1983.2002 ENERCALC Engineering Software Description 4' -0" RETAINING WALL c: \cad\iobs \40509 \40509.ecw:Calculations RESISTING Force Distance Moment lbs ft ft-# Soil Over Heel = 238.2 1.67 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= 0.00 Soil Over Toe = 55.0 0.33 Surcharge Over Toe = Stem Weight(s) = 362.5 1.00 Earth @ Stem Transitions= Footing Weight = 225.0 1.00 Key Weight = Vert. Component = 78.0 2.00 Total = 958.8 lbs R.M. 17AA 1 397.1 18.4 362.6 225.0 156.1 1,159.1 .i:�o�.iaL: :�.• June 17, 2004 David Siedenburg 16012 47th Avenue South Tukwila, Wa 98188 RE: Permit Application No. D03 -294 16012 47th Avenue South Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the Uniform Building Code and /or Uniform Mechanical Code, every permit issued by the Building Official under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve a one - time extension up to 180 days. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection or request and receive an extension prior to July 12, 2004, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Lla:- Stefania Spencer Permit Technician Xc: Permit File No. D03 -294 Bob Benedicto, Building Official City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director • Call the City Of Tukwila Permit Center at (206) 431 -3670 to arrange for the next or final inspection. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431.3665 Project: Type of Inspection: Address: APO , 1 4 eXt . S- Date Called: 7/ )4:141 Special Instructions: Date Wanted: t ( L/ a.m. p.m. Requester: ' A .,14 ∎, Phone No: _ 5 / 172 27_ 0.4 6A0'4 4 24.00' �I I I s Downspout 10/13/04 City Inspector "G.V." Please find "as built information" showing the new tight line connected to existing drainage. David Siedenburg 120.64' 24.0 / I ig „ st. i I N erg / New D.S. 4" line ONO 4111.1 I mar LA. ITV IRLA.VI \V I Retain a copy with permit I O 9 I INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. 0 Corrections required prior to approval. COMMENTS: ) 1.n..Y 1 Get 'f�• t.t.. 'Y Z\ 4•p its' ' 1 6 - t'& ;c.c Gc.1C el Incnector: 70.69' 4 ;-t 5' —O" BSBL PROPERTY LINE Existing dry well area Existing D.S. 4" line N 41 r f • 1 • Existing D.S. 4" line .1 it C=' I� A' W11' I N m r 1 Existin dry well area OCT 1 3 2004 Date: RECEIVED CITY OF TI IKWII A PERMIT CENTER 4 SH DD STEPHEN HARLAN 509 Bronson Way NE Renton, Washington 98056 City of Tukwila -Dept of Community Developement 6300 Southcenter Blvd./ #100 Tukwila, Wa. 98188 Z rL w QQ � November 6, 2003 J U O 0 N co w J = H CO u- Attn: Carol Lumb ' W 0 2 I have met and discussed your letter (copy enclosed) with Mr. Siedenburg. He and I arrived at the following g Q N : I F_ ui First I would like to address item 3; regarding the status of the addition as an ADU. It is not and will not be z = an ADU. It is simply a master bedroom suite addition that the Siedenburgs intend to allow their ailing t— p parents to occupy until they need long -term care. At that point the Seidenburgs will move in to the addition z i— Lu as their own bedroom. This is why there is a door between the addition and the existing dining area. 2 D Personally, if I were to have an ADU, I certainly wouldn't provide a means of direct access in to my house U CI for whomever I was renting the space to. I trust this explanation is satisfactory. If you need other o En- clarification and /or verification perhaps you, I, and Mr. Siedenburg can sit down together. w w • U S econdly, item 2; the eaves will be cut back to 27 ". The distance from the house to the side yard setback is u ~O 0.747' or norminally 9 ". Adding 18" will result in an eave overhang of 27 ". This will be noted on the roof iii Z framing plan along with other graphical changes to the drawing. 0 O I- z RE: D03 -294, Siedenburg Addition and hope you will concur prior to my altering the drawings. Lastly, is item 1, the front setback. I presume from reading your letter, that due to the extent of demolition, my client and I can not make claim that we have a viable exception to the 20' setback code. It would be extremely helpful if we could find a way to allow this aspect of the design to remain. The existing carport appears to have been built when the house was built. There are retaining walls along the back and side, an older slab, and the concrete plinths that support the roof also appeared "aged ". Perhaps our field measurements are off as I can't see how the house would have been allowed to be built with the carport in violation of the setback. I pressume the 20' setback rule has been in affect for longer than the age of this house. If in fact our measurements are substantially accurate, I really find it hard to believe there isn't some way to allow a 13' -10" wide structure to project 2' -0" past the setback line. It's not going to have a negative impact on the neighborhood and it's not preventing parking. So, please reconsider and let us know what options we might have. Would a variance be in order? Sincerely, Stephen Harlan DESIGN DOCUMENTATION • Residential Design • Custom / Pre-Designed • CAD Documents RECEIVED CITY OF '11 WWII A .IAN 0 8 2004 fr PERMIT CENTER ON S, 226 -4206 voice / fax CORRECTION 2)03--21V October 8, 2003 Mr. David Siedenburg 16012 47 Avenue South Tukwila, WA 98188 RE: CORRECTION LETTER #1 Development Permit Application Number D03 -294 Siedenburg Addition —16012 47` Avenue South Dear David: This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Planning Department. At this time the Building, Public Works and Fire Departments have no comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenzer service. If you have any questions, please contact me at (206) 433 -7165. Sincerely, Stefania Spencer Permit Technician encl City of Tukwila Department of Community Development Steve Lancaster, Director • xc: File No. D03 -294 Steven M Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 - 3665 b: OTkit.%tisiA:4Sr. DEPA TMENTS: tom - � q � Building Div sf ion Public Works ❑ PERMIT COORD COP PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D03 -294 PROJECT NAME: SITE ADDRESS: Response to Correction Letter # SIEDENBURG RESIDENCE 16012 47" AVENUE SOUTH DATE: 05 -18 -04 Original Plan Submittal Response to Incomplete Letter # X Revision # 1 (afte ibefere permit is issued Fire Prevention ❑ Planning Division Structural ❑ Permit Coordinator DETERMINA ON OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 05 -20 -04 Complete 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 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: Documents /routing slip.doc 2 -28-02 PERMIT COORD COPY DUE DATE: 06 -17 -04 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: X1 ".4`wA:4110 ACTIVITY NUMBER: D03 -294 PROJECT NAME: SIEDENBURG RESIDENCE SITE ADDRESS: 16012 47 AVENUE SOUTH DATE: 01 -08 -04 Original Plan Submittal Response to Incomplete Letter # xResponse to Correction Letter # Revision # after /before permit is issued DEPARTMENTS: ei , w� l - /3 - 0 � Building Division ❑ Fire Prevention Li PI ing Division O Public Works ❑ Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete [vr Incomplete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROyTING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: DUE DATE: 02 -10 -04 Approved ❑ Approved with Conditions 13?( Not Approved (attach comments) ❑ Notation: APPROVALS OR CORRECTIONS: PERMIT COORD COP/ PLAN REVIEW /ROUTING SLIP REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28.02 PERMIT COORD COPY DUE DATE: 01 -13 -04 Not Applicable ❑ DATE: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D03 -294 PROJECT NAME: SIEDENBURG RESIDENCE SITE ADDRESS: 16012 47 AV S X Original Plan Submittal Response to Correction Letter # DATE: 09 -24 -03 Response to Incomplete Letter # Revision # after permit Is Issued DEPARTMENTS: j � it) �lv -r�3 Building Division Public �Vl%I 1 1/4_ Documents /routing sllp.doc 2 -28 -02 Complete DETERMINATI N OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 09 -25 -03 APPROVALS OR CORRECTIONS: 572- n / 1 Fire Prevention Structural ❑ Incomplete El v L dutiie Planning Division Permit Coordinator ir Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS RING: Please Route S tructural Review Required ❑ No further Review Required ❑ REVIEWER'S INMALS: DATE: REVIEWER'S INITIALS: PERMIT COORD COPY DUE DATE: 10 -23 -03 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) V Notation: DATE: Permit Center Use Only CORRECTION LETTER MAILED: /0'8-0 Departments issued corrections: Bldg ❑ Fire ❑ Ping PW ❑ Staff Initials: ;rn i &ii' isnw: • Revision No. Date Received ! i Staff Initials Staff 1 Date • ''Staff Initials I Issued Initials / „1-lce dy Summary of Revision: Summary of Revision: ,Es' i - 7 — d y . I Summary of Revision: ..c: ' ■t-c,f Z icJ /.CP , £ ., ', .".41. y ucJ.ie-, Received By: • Received By: v (1 q 5 ie,ele ,O,.-Pra Revision No. Date Received ! i Staff Initials Date Issued Staff Initials Summary of Revision: Summary of Revision: Received By: Summary of Revision: Received By: . Received By: • Revision No. I Date Received Staff Initials Date Issued Staff Initials I � Summary of Revision: Summary of Revision: Received By: Revision No. Date Received Staff Initials - Date ! Staff Issued Initials I � I Summary of Revision: Received By: . /‘se4te..sJ Site Address: /v D/0 ./7 S - - -- Original Issue Date: / -/ OS� PROJECT NAME: Revision No. Summary of Revision: Date Received REVISION LOG Staff Initials z�enxA+nvxrei�i, PERM'T NO:. 102 ?Se Received By: (please print) Date Issued (please print) (please print) (please print) (please print) Staff Initials i REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: /6 /vMY' 04 ❑ Response to Incomplete Letter # 0 Response to Correction Letter # Revision # / aftej/before Permit is Issued City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Plan Check/Permit Number: D03 --294 Revision requested by a City Building Inspector or Plans Examiner Project Name: SIEDENBURG RESIDENCE Project Address: 16012 47 AVENUE SOUTH Contact Person David Siedenburg Phone Number (a6 2i44878 21* 878 Summary of Revision: 4z2s re t1 ;hi), u&a 1/ :o . ren-r4 t'ect 9tid rep hved to /ler re6.1 ;h:h9- cJ 1/ as crcic/e�,6 R • r4a/i h - 4. h Consd6Lis't p el)preerS Sheet Number(s): A #RI.nd 04-a a.))20 G(hd c//� iOri S. "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Sierra on 1 0/08/03 reaCaikix, a S�17S't bl3uwi4 7�p{s . Uit +i9s '.:A3 Revision submittals must be submitted in person at the Pair »sif Ce»fg.r. SisAMY will not be accepted through the mall, firm, efe. Date: 7 City of Tukwila Department of Comm: mil)) Devefop»1ent - Permit Center 6300 Soutbcertcr Blvd, Suite 1W) Tukwila, WA 98188 (206)431 -3670 ./ ./.' i.Wd4 •qtr , Received at the City of Tukwila Permit Center by: V ir Entered in Siena on — Plan Check/Permit Number: D03. -294 ❑ Response to Incomplete Letter # ® Response to Correction Letter # 1 ❑ Revision 11 after/before Permit is issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: SIEDEIN BU RG RESIDENCE CE Project Address: 1 60312 47 AVENUE SOUTH Contact Person David Sie .de33bu1'g Summary of Revision: ( ae.e -421-41-12-gafei.. Phone. Number 706 " 2-44 3c --ckeed--5*/03) C ` Sheet Number(s): "Cloud" or highlight all areas of'revision including dose of'revision CIT RECEIVED � ZOE .r KwnA JAN 0 8 2004 PER MIT - CENTER 1 W08103 Z • Z cc W QQ� J U U O • ° J • = E- W O 2 g Q co = a I— Ui Z = I— O Z I— 0 D C3 ON 0 WW U U= O ~ Z AFFIDAVIT IN LIEU OF CONTRACTOR REGISTRATION STATE OF WASHINGTON COUNTY OF KING ss. �e I 1 1-. St eoI eivihvt, 1. I have made application for a building permit from the City of Tukwila, Washington. 2. I understand that state law requires that all building construction contractors be registered with the State of Washington. The exceptions to this requirement are stated under Section 18.27.090 of the Revised Code Washington, a copy of which is printed on the reverse side of this Affidavit. I have read or am familiar with RCW 18.27.090. 3. I understand that prior to issuance of a building permit for work which is to be done by any contractor, the City of Tukwila must verify either that the contractor is registered by the State of Washington, or that one of the exemptions stated under RCW 18.27.090 applies. 4. In order to provide verification to the City of Tukwila of my compliance with this requirement, I hereby attest that after reading the exemptions from the registration requirement of RCW 18.27.090, I consider the work authorized under this building permit to be exempt under No. / 2. , and will therefore not be performed by a registered contractor. I understand that I may be waiving certain rights that I might otherwise have under state law in any decision to engage an unregistered contractor to perform construction work. MICHELLE L. DAVIS STATE OF WASHINGTON NOTARY—•--PUBLIC MY COMMISSION EXPIRES 10-16-04 AFFCONT 1/13/00 CITY OF: KWILA Permit Center 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188 Telephone: (206) 431 -3670 , states as follows: APPLICANT Signed and sworn to before me this a""? day of 3_ +.Q 20 O 7 . 7VLLCJ 0 .0 H -4 NOTARY PUBLIC in and for the State of Washington, residing at ,fib () (Li 1 n� County. Name as commissioned: My commission expires: C;rl se.��I�c }�� \o -16 -01 18.27.090 Exemptions. This chapter shall not apply to: 1. An authorized representative of the United States Government, the State of Washington, or any incorporated city, town, county, township, irrigation district, reclamation district, or other municipal or political corporation or subdivision of this state; 2. Officers of a court when they are acting within the scope of their office; 3. Public utilities operating under the regulations of the utilities and transportation commission in construction, maintenance, or development work incidental to their own business; 4. Any construction, repair, or operation incidental to the discovering or producing of petroleum or gas, or the drilling, testing, abandoning, or other operation of any petroleum or gas well or any surface or underground mine or mineral deposit when performed by an owner or lessee; 5. The sale or installation of any finished products, materials, or articles of merchandise which are not actually fabricated into and do not become a permanent fixed part of a structure; 6. Any construction, alteration, improvement, or repair of personal property, except this chapter shall apply to all mobile /manufactured housing. A mobile /manufactured home may be installed, set up, or repaired by the registered or legal owner, by a contractor licensed under this chapter, or by a mobile /manufactured home retail dealer or manufacturer licensed under chapter 46.70 RCW; 7. Any construction, alteration, improvement, or repair carried on within the limits and boundaries of any site or reservation under the legal jurisdiction of the federal government; 8. Any person who only furnished materials, supplies, or equipment without fabricating them into, or consuming them in the performance of, the work of the contractor; 9. Any work or operation on one undertaking or project by one or more contracts, the aggregate contract price of which for labor and materials and all other items is less than $500, such work, or operations being considered as of a casual, minor, or inconsequential nature. The exemption prescribed in this subsection does not apply in any instance wherein the work or construction is only a part of a larger or major operation, whether undertaken by the same or a different contractor, or in which a division AFFCONT 1/13/00 of the operator is made into contracts of amounts less than $500 for the purpose of evasion of this chapter or otherwise. The exemption prescribed in this subsection does not apply to a person who advertises or puts out any sign or card or other device which might indicate to the public that he is a contractor, or that he is qualified to engage in the business of contractor; 10. Any construction or operation incidental to the construction and repair of irrigation and drainage ditches of regularly constituted irrigation districts or reclamation districts; or to farming, dairying, agriculture, viticulture, horticulture, or stock or poultry raising; or to clearing or other work upon land in rural districts for fire prevention purposes; except when any of the above work is performed by a registered contractor; 11. An owner who contracts for a project with a registered contractor; 12. Any person working on his own property, whether occupied by him or not, and any person working on his residence, whether owned by him or not but this exemption shall not apply to any person otherwise covered by this chapter who constructs an improvement on his own property with the intention and for the purpose of selling the improved property; 13. Owners of commercial properties who use their own employees to do maintenance, repair, and alteration work in or upon their own properties; 14. A licensed architect or civil or professional engineer acting solely in his professional capacity, an electrician licensed under the laws of the state of Washington, or a plumber licensed under the laws of the state of Washington while operating within the boundaries of such political subdivision. The exemption provided in this subsection is applicable only when the licensee is operating within the scope of his license; 15. Any person who engages in the activities herein regulated as an employee of a registered contractor with wages as his sole compensation; 16. Contractors on highway.projects who have been prequalified as required by, chapter 13 Of the Laws of 1961, RCW 47.28 with the department of transportation to p highway construction, reconstruction, or maintenance,work. RETAINING WALL SCHEDULE • /{ 11w.st. D F . 4' 2' --0" 8' i 9 #4016" 5' , 2 10" 9` O16 6' . 3' -0" 10" 9" •4•1 2" 7' 3' -8 - ' 1 2 * 10" #4.12" 8' 4' -e 12" 10 #5•12'" 9 G.- • ' -s r'. • i • / • I understand ,that the Plan Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of wry adapted code or ordinance. Receipt of con- trace's copy of approved plans acknowledged FILE COPY k�. V t: t3 C-15.1 a£:+ CF v- :. • CF LA F c 7-S y r a • &_ I 0i OA as 1 0 0 - •t# • �.... • It ocv f 4 * • 4 « ' EXTEND REINF. TO FAR FACE OF CONC. AND HOOK 2' -O" MIN. BACKFi MAIN REINF• CONC SLAB EXPOSED FACE - --- CONC. STEMWALL (2) !S COT #4 •1e Tel AS SWIM •► , ‚S .tom ■• ' - • � 1 R • ► • • COMPACT SOIL IN FRONT OF FOOTING TO 95% MIN. COMPACTION - ROW . PQ SCHEDULE TYP. INSIDE CORNER AT RETAINING WALL TYPICAL STEMWALL STEP �. -O w LAIN. 2 - #4 CONT. W lE::i 1 PLAN ELEVATION 7 ,a► (2) — #4 x 2 _o (2)-#4 x 4' -O" MIN. DIAGONAL NORMAL STEMWALL REINFORCEMENT i I 0 • • • „I 1 i 2" 2s4 CONT. KEY ; , �- -LEVEL BACKFILL IMPORTANT REMIT. PER SCHEDULE, • SOIL FACE ---#5 0 12"0.c. c, f( I .r 4' -o" • FREE DRAINING GRANULAR BACKFILL TO WITHIN 12` OE' FliUSH GRADE #4 •10 o.c_ NORM I WATERPROOFING REINF' - IN PUCE 3 4s • ' ..c. E. X 7. 3 "I WEiP HOLES • 8' -O cox. OR 6'• PERF. PVC . DRAIN TO DAYUGHT WASHED GRAVEL. i - ` s' RADIUS ono gymw rooms on urns sai TYP. RETAINING WALL 1 I • 1 II '• RE•1F. PER SCHEDULE NORMAL FOOTING REINF. -- Y MAIN it �1 BACK Fl LL -- +4 1 • TYP. OUTSIDE CORNER AT RETAINING WALL �.--�- -- CONCRETE WALL-- - -- - 4. PLAN LINE OF EXCAVATION ----� ADD BARS TO MATCH NORMAL REINFORCING RUN HORIZ. REINF TO FAR FACE OF CONC. AND HOOK 2' -O" MIN. TYP. 3' -O` MIN. UNLESS SHOWN OTHERWISE NORMAL FOOTING REINFORCING - •.. r ____ ---- EXPOSED FACE • ADD 1 - #5 IN WALL I rt. - MAIN REINF. $ � BACKFILL ELEVATIlEVISION N0 _ TYPICAL STEPPED FOOTING q RETAINING WALL. NOTES: fts 0 04 DESIGN LOADrNG: WALL LATERAL EQUIVALENT FLUID PRESSURE 35 PCF (ASSUMED ) PASSIVE SOIL PRESSURE 300 PC F (ASSUMED) ALLOWABLE SOIL PRESSURE 2000 PSF (ASSUMED) COEFF. OF FRICTION 0.40 (ASSUMED) 2. CONCRETE SHALL HAvE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI • 28 DAYS 5 SACK MIN. PER CU. YD. AND SHALL SE PLACED IN ACCORDA WITH THE AC 1 318 - 89 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE _ 3. REINFORCING BARS SHALL CONFORM TO ASTM A 5-82 SPEC +F +CATIONS ANO RE DETAILED IN ACCORDANCE wrTH ACI 318- 89. REINF. BARS SMALL. BE GRADE 40. Fy= 40.000 PSI 4. CONTRACTOR SHALL VERIFY ALL EXISTING AND FI rSh GRADES PRIOR TO CONSTRUCTION. 5. SUBMIT REINFORCEMENT SHOP DRA*INGS TO STRUCTi1R&L. ENGINEER FOR RE`VWW TWO WEEKS PRIOR TO FABRICATION. 6. REINFORCING SHALL BE SPECIAL INSPECTED PRIOR 'C DLACI1►C.; C ONCRE'E. SuBMIT INSPECTION REPORT BY JCENISED TESTING AGE B;:'LDIMG Orr1CIA.. TO INSPECT AND APPROrE SOILS BEL.Ow rOOTts:. PRIOR TQ C DMSTRUCTION . NE S$1AL1. ALSO IIISPEC ` ANC APPROVE BACK F . LL MA1 ERIAL AND ITS INSTALLATION AND RETAINING WALL DRAINAGE 8 . CONTRACTOR SHALL COMPLY w1''H ALL O.S. M . A . ANO W - -S ►..A. HEAL'•+ AND SAFETY STANDARDS_ 9. 'BACKF Li.. SHOULD SE t'LACto yaw ExTRE IrE CARE T'3 A VC D CESSvE HOIliZONTAL LOAM ON TF1E WAL `MSS REDAiMIEM+EM : $HOuL.J TML PRECEDENCE OVER COMOIE`E &O1+ERENCE TO THE COMIPACTI011 CWTERM. 10. PROVIDE vERTICA . EXPANSION JOiTS • 20'- O`o.c. MA .w. 1 ! . PROv1DE DANPAONLF LNG BENNO WALL $ 2. ALL WATERIALS AID vIPORIONINSmill Ska.U. CONFONW TO THE REOUIREMENTS OF THE OltAwINGS. SPEDFICATIOKS ANO TIME i;NIrOSM dIrRDING COOS 13. Az.L CONCIIIETT EAPOS&D TO 1IPEAT1I►ER SI~IALL 8E **- DIMMED VIM AM AIR AOE10 00$11011111116 TO U.O.C. STANDARD 216-9. T►• CAI AMT il1AL& S 4 3 1• et vpumit, 14. eEM _ MRS IN SCHIEDUI,1 "NALL 111 WED M PI AiCI VIM* A TOLERANCE w We" /4' wx'Ioluir- 1r I: 310111111,04 fir . M PLACE AT 44"W.c.. EACH WII►V- r.. I sir" CUM coon 4t 1 /4I on vamc . aromocalort. 4.I r�r.rrr REVISIONS 1 BY X 6 0 ammos. " k V) 0 Z o = 0 4, 4 .4r 41 .,s • 4 I r I.., fj ' ,w Ito , r � . -.l t _) • ..°`' . .. .. _79PR7Celi �i . - .. .,. t . .a..� . ..._... ...... 4i '741 SIC Y', ALE: Siedenbur• BASE: CUSTOM JOB: 011403 DATE: 08 31 03 This document, and the Information, work, and design hereon has been produced by and is the sole property of SM /DD. and may not be resold. reused, or reproduced, mechanically or otherwise. k+ whole or in part. other than may be contractually stipulated. <314/00 O 2003> Siedenburg Residence 1 601 2 47th AVE S., Tukwila, Wo. 98188 Lower Floor Plan Finishes, Electrical Doors, Windows, Features Sheet: - .iorrAIIIIIPA I r" wtr / S i ttmt t+otm FOR POW LP 0 0 e XO 4 XO EXISTING PAT1� 40 XO ---•ice BASEMENT ve=r-o- • INSULATE PLUMBING AND DUCTWORK PER WSEC. • SEE SHEET 'LW' FOR DIMENSIONS, STRUCTURE, FRAMING INFO. , • 111111111/1111111 1111/11111/11111/111 4 XO i DRYER vTO WASH CF UNE OF EXIST DECK ABOVE REMOVED UNE OF NEW DECK 1 ABOVE r i r TO FLOOD LIGHTS NEAR ROOF J i 11-- -- NEW FDN WALL EXIST E -METER / / REPLACE EXIST AND CONDUIT I S XO WIN w/ WP 1 NEW 7 ° 3 ° xo O 4 XO LINE OF FLOOR ABOVE TOP OF w WALL J c // I a P740 I I .._._ 1 I I I I COVERED PATIO , - T — j FINISH BY OWNER VIP +42' 3 J 4-..- NEW FDN WALLS 0 1-1 \—• 3o'x3C' ACCESS CUT-OUT HI NGES CRAWL MIL VB NEW FON WALL TOP OF W WALL FLUSH w EXIST PATIO O I 442` N NEW FON WALL --Br I 1 . 1 STORAGE CONC 1 • (UNHEATED) r1 EXIST RETAIN'G WALL 1 1 NEW FDN WALLS co pecto4 0 I tth 10 14 114% totg otioc's 501 0 RECENED etITV'F "a SEP 2 3 2003 PERkM' CEN " E k • 1 ELECTRICAL NOTES — ALL PRODUCTS AND WORK TO COMPLY WITH THE 1997 UNIFORM ELECTRICAL CODE. LIGHT FIXTURE TYPES AND LOCATIONS ARE SUGGESTED OWNER MAY SPECIFY DIFFERING FIXTURES AND SWITCH LOCATIONS. — PROVIDE THERMOSTAT 51" ABOVE FLOOR PER HVAC CONTRACTOR — COORDINATE DOORBELL AND CHIME LOCATION w/ OWNER — COORDINATE SPECIALTY ITEMS SUCH AS SOUND SYSTEMS., COMPUTER NETWORKING UNES, INTERCOMS, SECURITY, ETC.. WITH OWNER. — DO NOT DRILL THROUGH STRUCTURAL POSTS, HEADERS, OR BEAMS WITHOUT PRIOR APPROVAL FROM STRUCTURAL ENGINEER. — ALL RECESSED FIXTURES TO BE SEALED AND HAVE INSULATION CONTACT RATING. — 110v OUTLETS TO BE SPACED 12' -0" APART MAX AS MEASURED ALONG WALLS. - GFI OUTLETS IN KITCHEN SHALL BE SPACED 48" APART MAX AS MEASURED ALONG WALLS. — ALL EXTERIOR OUTLETS TO BE GFI w/ WP COVERS and GASKETS. MAIN FLOOR 1 /4 "=1g 1 '-0" (ADD'N AREA - 715.5 5.F.) • AREA DETERMINED BY PERIMETER OF HEATED AREAS. • INSTALL R-21 BATTS IN ALL EXTERIOR WALLS • INSTALL R-30 BATTS IN ALL CEILING SPACES'""` $' • INSTALL R-310 BATTS IN ALL FLOOR OVER CRAWL AND R -3g) FQIL -FACED FOAM IN FLOOR OVER PATIO t +i i719 zygeie cil'o ow° SAN 1, 2s4 N nu►a► PLUMBING /SEWER: SEE "PLUMBING /SEWER', SHEET R1. SMOKE DETECTORS SMOKE DETECTORS SWILL CONFORM TO UBC STANDARD 43-6. SMOKE DETECTORS SHALL BE 1 1 Ov, INTERCONNECTED, BACKED —UP BY BATTERIES, AND CAPABLE OF BEING SHUT OFF BY MEANS OF A DISCONNECTING SWITCH. SMOKE DETECTORS SHALL BE INSTALLED ON WALLS OR CEILINGS AT POINTS CENTRALLY LOCATED IN A CORRIDOR OR AREA OMNO ACCESS TO SLEEPING. SMOKE DETECTORS LOCATED IN BEDROOMS SHALL SE CAPABLE OF BEING HEARD IN ALL BEDROOMS, AND SWILL SE INSTALLED ON THE WALL ABOVE NE DOOR 4" DOWN FROM THE CEILING. A SMOKE DETECTOR IS REQUIRED AT THE TOP OF ALL STAIR— CASES. ON EACH LEVEL OF THE HOUSE, MID IN EACH BEDROOM. ALL SMOKE DETECTORS SHALL EMff A SIGNAL INDICATING THAT THEIR BATTERIES ARE LOW. FANS/VENTILATION: SEE NOTE'S, SHEET R1 . LOCATE FANS WHERE SHOWN ON PLANS. AND SO AS NOT TO CONFLICT WITH OTHER UTILITIES/FRAMING. OVNT FANS WHETHER FOR ROOMS OR APPLIANCES, SHALL OIR&CTLY TO The OUTSIOt VN RIGID M[TAL OVOTI. INSULATION: SEE NOTES, SHEET R1 . LOCATE IN AU. EXTERIOR "WARM WALLS'. ALL CEIUNO SPACES ADJACENT TO ATTICS, SLOPING CEILINGS ADJACENT TO THE EXTERIOR, FLOOR ASSEMBLIES OVER UNHEATED SPACES. AND WHERE SHOWN IN DRAWINGS. INSULATION USED FOR SOUND CONTROL IS INDICATED ON PLANS. VAPOR BARRIERS /INFILTRATION: SEE ALSO "INFILTRATION', SHEET R1 A 4 MIL VAPOR BARRIER MUST BE INSTALLED BEHIND ALL GYPSUM WALL BOARD SURFACES AND AGAINST THE FACE OF FRAMING MEMBERS AT ALL EXTERIOR WALL AND CEILING SURFACES. GLAZING/WINDO•S: SEE ALSO SHEETS "R 1 " AND "Cr. TEMPERED /SAFETY GLASS REQUIRED WHERE SHOWN ON PLAN. TUBS /SHOWERS: MAX. 3 GALLONS PER MINUTE FLOW RATE FOR SHOWERS. WATER SAVING TOILETS REQUIRED. A WATERPROOF SURROUND AT SHOWERS MUST EXTEND MIN 70" ABOVE DRAIN INLET. INTERIOR FINISHES FLOORING PER PLAN — SEE OWNER 1 /2" GYPSUM WALL BD ALL WALLS — USE SCREWS 1 /2" GREEN BOARD AT COUNTER AND CABINETS AND BATH 1 /2" HIGH DENSITY WALL BOARD AT 24"00 FRAMING IN CLO PAINT AND SURFACE TEXTURES -- SEE OWNER MIL CORNER BEADS — USE NAILS • roc BASE TRIM TO MATCH EXIST — SEE OWNER REFERENCE RECEIVED c ry r Tl iKWILA SEP 2 3 2003 HEKWA t CENTER MAIN FL NOTES ArrAPP' _ FILE: Siedenburg BASE: CUSTOM JOB: 011403 DATE: 08/31/03 Thie document, and the information, work. and design hereon hos been produced by and is the sole property of SPI /DO, and may not be resold. reused, or reproduced. mechonk:olly or otherwise. In whole or In port, other than may be contractually SM /DO Q 2003 �r Siedenburg Residence 16012 47th AVE S., Tukwila, Wo. 98188 Main Floor Plan cabinetry, Fixtures Finishes, Electrical, HVAC Doors, Windows, Features Sheet INK !OIM►fUllt A[OUMWO FOP lisOIMfT. .4 _ ,- .i ., f ., s ; ; , ;7,..„ - .. .: 4 . , 1, , .„.. .,„„,- -,..,,Arn b -.. t •. • }I ,. "�il•r+r" -. :S y s .. :. '• ,.•«' " _ • -, • '. IM.: /441/�;F '. •".. P'.*. . ...'-.r w,�•.I'- ��/t 1-` . ,i re..K � .�,.n - - r FILE: Siedenburg _ BASE: CUSTOM , .... . __ JOB: 011403 DATE: 08/31/03 This document. and the Information, work. and design hereon has been produced by and is the sole property of SH /DD, and may not be resold. reused. or reproduced. mechanically or otherwise. In whole or in part. other than may be contractually stipulated. <1/oo Q 2003) Siedenbur g Residtnce 16012 47th AVE S., Tukwila, Wa. 98188 Exter Elevations Exterior Finishes Grades Building Height Sheet. -.....Aemplib, / i , ,./ Aiii,• ,-- , .O.. I EL A A n at 0 HIGLIFST POINT OF ROOF TOP OF PLATE NEW a EXIST NEW EAVE SOFFIT TO MATCH EXIST TOP OF SUB -FL NEW a EXIST TOP OF PLATE NEW do EXIST • SOFFIT UNOER ADDITION TO BE 1x4, PRE - STAINED, SPACED APART w/ 8d TOP OF EXIST BSMT SLAB i • 7 (E 12 2 I"--- l - - UNE OF END OF EXIST HOUSE BEYOND II / 11 II / x \ I (EX) (NEW) 1x10 CEDAR FASCIA' (NEW) EXISTING — OAS METER UNE OF OLD ROOF TO BE REFRAMED REAR ELEVATION 1 /4 " =1 --0" (EAST) 12 2 r... CEDAR FASCIA TO NMATCH EXIST RIGHT ELEVATION (souTH) LJ I EXIST CONC ENTRY STOOP 11111.2 Sift li \ x / (D) 111 FRONT ELEVATION 1/4-=1'-o- oNEST) NEW ADDITION EXIST HOUSE FINISH GRADE EX GRADE APPROXIMATES 12 1x2 TRIM. SLOPED 1 x 1 O CEDAR FASCIA NEW ROOF TO MATCH EXIST (SEE OWNER - NO 3 -TABI) BUILT -IN GUTTER AND SAVE TO MATCH EXIST EXIST CHIMNEY rF-- 4x6 POST (DC) e'xe' CONC PLINTH EXTENDED 8' ABOVE FINISH GRADE DECK NOTES ALL WOOD TO BE CEDAR 2x8 CAP 2x4 TOP RAILS, 1 EA SIDE OF 2x2's 2x2 BALLUSTERS. 5-1 /2'oc MAX 2x4 BOTTOM RAILS, 1 EA SIDE OF 2x2'S EXIST HOUSE UNE OF OLD ROOF TO BE REFRAMED NEW ADDITION I 12 2 TOP OF ROOF BEHIND 2x CEDAR RAKE w/ CAP FLSHG (NEW) NEW SIDING TO MATCH EXIST NOTE: NO TAILS CUT RFAC FLUSH 1x4 1x2 ON EDGE 12 `_ , 2 <a) Z . ' .. "•-•--1*2 TRIM, SLOPED CEDAR FASCIA WRAP AU. AROUND NEW BEVEL. SIDING 1 WINDOW TRIM SHOWED TYP FOR NEW MAIN FLOOR WINDOWS ONLY EXISTING AND FINISH GRADE wA EXISTING AND FINISH GRADE l d 13/I) 9 U1W� 0 • _ ,� . 41'"1 ... ..s A.a :.. a�►M, RECEIVED rrry OF TI IKWI[ A SEP 2 3 2003 PERMIT CENTEF - it w.es D +T^w ,v :Y•., a.•R` w'Ytl�"r. i4 .Ji is - . ,. 4 y .4 • Tit J.. t ., . • FILE: Siedenbur• BASE: CUSTOM JOB: 011403 DATE: 08 31 03 This document. and the information, work. and design hereon hos been produced by and is the sole property of SHfDD, and may not be resold. reused. or reproduced, mechanically or otherwise. In whole or in port. other than may be contractually stipulated. CsM/OO 0 2003> Siedenburg Residence _____ 16012 47th AVE S., Tukwila, Wa. 98188 Foundat Walls/Foot Crawl Framin g, ventilation Anchors, Engineering Grades Drainage se..t: v , •,/ /^ . nwr selew ► rust Moue= rot Meet: TYP CORNER BARS I.UTCH EXTERIOR NORIZ. REINF. SEE OPTION BELOW ••••■•• • •111011M. • CORNER BARS TO MATCH CROSS WAL._ HORIZ. REINF (ALT. HOOKS) I OPTION AT OUTSIDE CORNER - BEND HORIZONTAL BAR TO HAVE 24" LEG ADDITIONAL VERT. BAR TYP FDN WALL CORNER /INTERSECT M NOTES: 1 . PROVIDE #4 x 1 r STUB BAR FOR EACH HORIZONTAL BAR REQUIRED IN NEW FOUNDATION WALL. MINIMUM 2 BARS, 1 AT TOP. 1 AT BOTTOM AS SHOWN BELOW. 2. DRILL 1 /2 "0 HOLES 6" IN TO EXISTING FDN WALE AT APPROX. 30• FOR EACH NEW STUB BAR. 3. HAMMER STUB BAR IN TO HOLES AND BEND HORIZONTAL. TIE TO HORIZONTAL BARS IN NEW WALL. 0 NA TYP TOP BAR -4111t del__ . 0.4 ---- -- EXIST BAR CONDITIONS ` `. MAY VARY it UB S - EXIST FDN WALL BOTTOM BAR IF REQ'D {� ff ar \---1YP FOOTING BARS FDN CONNECTION N rs4.., cpu f1 4 FI'Jg4 r vg veer ts7 NEW FDN WALL 4 0 0 TYP ANCHOR BOLT se/ BP22 WASHER x MUOSILL PER PLAN i (2) #4 DEFORMED 1 0;4 1 I BAR. COAT'S 1 #4 DEFORMED BAR ' . �,"I; FFUULL HEIGHT w/ 10' , i 1 • LEGS. LEG DIRECTION • H r I ALTERNATING. 16 "oc I I 1 � tl w I 1� it I , • ' I� 1A , t II a �4 DEFORMED BAR HORIZONTAL. 10 "oc Ic CRAWL FIN GRADE E OR DE RAPED BARS. COAT'S 3" CUR 1"=1'-0" e" a' (fi 24' 2" (MIN) EXT'R FINISH CRADE • N NTS) • 0 TYP FDN WALL 4 i is - pD re. x. st4 rs V tai vor (0 Ir kxrcA.4 r 5 F�no.1 LENGINEERED OPTIONAL FDN WALL • VENTILATION: CRAWL SPACES ARE TO HAVE VENTILATION EQUALLING 1/150TH OF THE AREA TO BE VENTED. CRAWL SPACES COVERED BY AN APPROVED VAPOR RETARDER IN AN AREA NOT SUBJECT TO EXCESSIVE MOISTURE DUE TO CLIMATE OR GROUNDWATER MAY HAVE REQUIRED VENT AREA REDUCED BY BOX UPON APPROVAL OF THE BUILDING OFFICIAL (U.B.C. 2306.7). FREE AIR CALCULATIONS: RIM JOIST VENTS: 0.75 x VENT ROUGH OPENING IN SF FON WALL VENTS: 0.75 x VENT ROUGH OPENING IN SF SOFFIT VENTS- SCREENED: 0.75 x VENT ROUGH OPENING IN SF CONTRACTOR SHALL VERIFY COMPLIANCE WITH VENT CALCULATIONS BY ENSURING EQUAL OR GREATER NET FREE AREA IF VENTS INSTALLED /CONSTRUCTED DIFFER THAN INDICATED ON DRAWINGS. VENTILATION CALC'S REFERENCE AREA OF VENTED SPACE REQUIRED AREA OF VENT (NET FREE AREA AT 1/150) RIM JOIST VENTS - SCREENED FDN WALL VENTS- PRE -MFR'D SOFFIT VENTS - SCREENED OTHER: TOTAL VENT AREA PROVIDED 320.00 2.13 2.63 0.00 0.00 0.00 2.63 SF SF SF SF SF SF SF CRAWL VENTILATION REFERENCE NURSER OF FLOORS SUPPORTED SY THE FOUNDATION" 2 3 TABLE 1$44—FOS DAUONS FOR STUD BEAMING MEGUIRIBININTSIAM • THICKNESS OF FOUNDATION I1►wtwl • ls.s tar emu VAN • . 8 .. # �. s 10 1q 12 o: _ ,M 1• / 12 18 x. a. 1 WIDTH OF POOTNIO T1aCKNESS Olz ,OOT•N4 OnsIrs GROUND SURFACE Simko x 311.4 lerme 6 .... Ile, 7 Y �•r:, 8 DEPTH BELOW UND STu SEE !Where unusual conditions or frost conditions are loved. 00011111$ and Towieioe s s11a8 be el required is Sealed 1806.1 . ark grand seder the floor may be e*cavaled to the degrades of the top of the footle`. OIstersor stud beards walb may be by isolated footitd8s. The tooting width and Ieng t shall be twice the width shown is *is table and the footless shall be spaced mot sore that 6 feet (1829 ma) an aster. ale Seismic Zoee 4. consienons slid be proritaad will a miai■am dose No. 4 bar lop tad bottom. •1 • ileihme may Nippon a mat • a itiwd w the wip�alasad limbs d lbws. Ptp r asios su'pwlie8 Weal's oily shall be al *Ord for sappori� on Ghost 1 p4 I'M1 k.B.c. 1 -171 I, 2'- _ , _ er-4• 10 -1' _ 13 -5' 4x10 DF /2 - •a . CUT 30 "x30' ACCESS FROM TOP OF WALL CUT DOWN EXIST FDN WALL TO DEPTH OF 6" OR MORE BELOW CRAWL FIN G • E OF STRAP AND DOOR R.O. EXISTING SLAB REMOVE AND EXCAVATE DOWN STEP WALL DOWN AS REQ'D ✓ — - 1 L — J r STHD14 EXISTING CHIMNEY BASE AND FIG STEPS NG W DOWN EXISTING 1 --- : v 1.1 LL Till. (7' - e") TOP OF' NEW FDN WALL TO BE FLUSH WITH EXISTING 2 3' -6" [:)03 m-*7-i-7(fr - 13' -10 1/2' STI1D14 FOUNDATION 1/4"=r-0" • DO NOT BACKFILL UNTIL CONCRETE HAS CURED. • FOOTINGS SHALL BEAR DIRECTLY ON FIRM UNYIELDING NATURAL SOIL OR APPROVED, INSPECTED, ENGINEERED FILL. • PROVIDE 6 MIL BLACK VAPOR BARRIER OVER ENTIRE CRAWL, JOINTS LAPPED 12" AND SECURED AGAINST DISPLACEMENT. • SEE ALSO ENGINEERING FOR RETAINING WALL DESIGN, SPECIAL ANCHOR BOLT PLACEMENT /SIZES, HOLDDOWNS, OTHER ANCHORS. • WATERPROOF THE EXTERIOR OF ALL FOUNDATION WALLS THAT SURROUND LIVING SPACES. • PROVIDE APPROVED TIGHTLINE ROOF AND SURFACE DRAIN DISCHARGE AT LOW POINT TO EXIST DRAIN LINE SYSTEM. • SEE SHEET D1 FOR ADDITIONAL NOTES AND DETAILS. • ALL WOOD IN DIRECT CONTACT w/ CONCRETE SHALL BE TREATED. • INSULATE PLUMBING AND DUCTWORK PER WSEC. • FLOOR FINISH — CONCRETE, TROWELED SMOOTH ,.- . r - •r . . . eft aM••eay.wl Y — •rw• • "�AT7.w" +.+. u/�1+•MM.+-Y .�.,r,...r.r J� �. GENERAL: THE FOLLOWING APPUES TYPICALLY TO THE CONSTRUCTION OF THIS FOUNDATION UNLESS OTHERWISE NOTED ON THE PLANS AND /OR SPECIFIED BY LICENSED ENGINEER(S). CONCRETE /WALLS /FOOTINGS: CONCRETE: 2500 PSI IN 28 DAYS, 3 SACK MIX GROUT: NON - SHRINK TYPE ATTAINING 4000 PSI IN 28 DAYS. RE -BAR: #4 GRADE 40 DEFORMED ANCHOR BOLTS /HOLDOWNS: ANCHOR BOLTS: 112" DIA x 10 ", 48"oc. 2 PER SILL. PLATE. 7 EMBEDMENT MIN., 12" FROM CORNERS MIN.. 1rt FROM FACE OF FOUNDATION WALL, PROVIDE 2'x2'x3/16* WASHERS, TYP. ANCHORAGE: SIMPSON SPEC'D - SEE PLAN AND DETAILS. LUMBER: MUDSILLS: SIZE PER PLAN - TREATED SOILS /FILLS: CONCEALED SOIL FILLS: COMPACT TO PREVENT SETTLING. EXPOSED SOIL FILLS: COMPACT TO PREVENT SETTLING /EROSION. BEARING SOIL: MINIMUM BEARING CAPACITY OF 2000 PSF MIN. GRAVEL u/ SLAB: WASHED. CLEAN. COMPACTED TYP FOUND'N NOTES REFERENCE Ilr - I- i , REFERENCE T.O.Fdn 0.00 T.O.Fdn -0.5 RC -BAR (NOT MOWN ON PLANS) PIER POST GIRDER PERIMETER OF FOOTING INDICATES SIZE OF' FOOTING 16 • 1 a'x16 "xa' FTC w/ 1 - #4 BAR EA WAY R4 • 24'x24 "x8" FTC w/ 2-- #4 BAR EA WAY b0 • 3 / 0'x30 "x 1 O' FTC AT8�'0#4 36 - 36 "x36 "x 12" FTC w/ 3 -#4 OAR EA WAY A a "oc , DOWNSPOUT (DS) HOLDOWN (STRAP TYPE) 'TYPICAL ANCHOR BOLTS HOLDOWN (HDA/HD TYPE) 2" R -10 RIGID INSUL UNDER SLAB (IF APPLICABLE) INDICATES POSTS ABOVE INDICATES CONC SLAB --- STUB STEEL/SPECIAL ANCHOR 6' FOUNDATION WALL THICKNESS 1 FOOTING WIDTH SILL PLATE (LOC'N VARIES) FOUNDATION WALL FOOTING CHANGE IN WALT. HEIGHT OR 'TOP OF ... WALL "BLOCK -OUT" OR BEAM POCKET PERIMETER CRAWL VENTS (LOCATED IN FDN WALL) PERIMETER CRAWL VENTS (LOCATED IN RIM J57) NOTES: ADDmONAL FEATURES /CONDITIONS AND /OR VARIATIONS DESCRIBED ON PLANS NOT ALL FEATURES CONDITIONS SHOWN ABOVE MAY APPLY TO THIS PROJECT FOUNDATION KEY 4 J it OBL RIM JST (WHEN FLOOR JOISTS ARE PARALLEL) TRIPLE RIM JOISTS OR BEAMS /HEADERS ARE SHOWN WHERE REQUIRED HORIZONTAL STRAP TIES STRAP TIES TO FRAMING ABOVE AND/OR BELOW . INDICATES "WORKING POINT" FOR JOIST LAYOUT AREA DESIGNATION" DESCRIPTION ON PLAN I.e.; FLOOR DIAPHRAGM. DROPPED FLOOR, etc... BLOCKING FLOOR JOISTS WALLS ABOVE POST /PT LOAD ABOVE DBl JST FRAMING HANGERS OPENING AREA 1 � --w) � - -- WALLS /FDN SILL BELOW i I t � BEAM (WITHIN FLOOR FRAMING) HEAT RISER (IN WALL) w/EA DU PORK AND PLUMBING FIXTURE w/ WASTE UNE FAN RECESSED UGHT FIXTURE NOTES: ADDITIONAL FEATURES /CONDITIONS AND VARIATIONS DESCRIBED ON PLANS NOT ALL FEATURES /CONDmONS SHOWN ABOVE MAY APPLY TO THIS PROJECT FLOOR FRAM'G KEY REFERENCE TYP EXT'R -- -so WALL KITCHEN TYP FLOOR 2x 10 BLKG - BEHIND 2x10 RIM JOIST e■-KG NOT REO'D AT HEADERS 1x4 BSMT WALL BSMT 1 -112" = 1 ' --0" DECK 2x DECK'G o/ 2x6 TREATED JSTS. 16`oc FLASHING 3/e "x5 -1/2' LAGBOLTS w/ WASHERS. 1 6'OC W26 MGR. TYP 2xe TREATED DECK LEDGER DECK CONNECTION II IE I;irl rl , -.- , . .MIL111011111Fillitrait 2*10 (EXIST) 1 e.O "o.o. 2318 RIM 2x2 DECK JSTS 18 oc, TREATED w/ TYP L EA END u o t o si • J 6' _6 . PER DETAILS 2 1/4' of le 4' -0" 4' -0` 4' -0' tl 2' -1 1/2' HEAT RUN IN FLOOR MAIN FLOOR FRAMING 1/4 "__ -0 " • SOLID BLOCKING REQ'D o/ BEAMS, HDRS, BEARING WALLS, UNDER PT LDS FROM ABOVE, AND WHERE SHOWN. • SEE SHEET "LW" FOR FRAMING BELOW JOISTS. MEAT RUN SEWN P U OR PROVIDE 200 BLKO BETWEEN Ex JETS NAIL TO JETS AND SILL PLATE w 10d 'TYP ENTIRE RIM 2' -7 1/2• 2' -0- • 4' -0' 2' -7 1/2' r 4'-0 6 BLKG NOT REQ'D 3' -3 3/4' J PLYWOOD MODULE 2' -1 1/2' CRITICAL FRAMING DIM'S TO LUMBER FACES lei JST /BEAM 6 LOC'NS AT 3 /2xe'. T ," FLOOR JSTE y o re. 115 o0 214 111LX0. 24 "oc AT FL DIAPHRA MM TOP OF JSTS F JIP1 w/ EXIST w • 6'-Q• Q' -7 1 /2' 2' -0' 2' -7 1/2' C515 ALL CS 16 STRAPS TO BE CENTERED ON FLOOR JOISTS 3'-0 1/4' 3' -7 3/4' 13' -10 1/2" 2' -1 1/2' a e 3' -11 1/4" MAIN WALL FRAMING 1 /4"= 1 '-0" • 4 POST 5-1/8 /2" GLB (241-V4) IN ROOF E 'ROOF AREA 1" ON SHEET 'RF' tIASTC2e BM /PL 3- 1/2 "x9 -1/4' LVL (1.9E) mmmommimommmmmommirmalmommimillpmm TOP OF BEAM FLUSH w/ T.O. PL as ao IMOD • SEE SHEET "MP" FOR DOOR AND WINDOW SIZES, VERIFY R.O.'s. PRODUCT LOCATIONS, ETC...VERIFY R.O.'s. • ALL STRAPS SHALL ATTACH TO DBL 2x FRAMING, 1 TRIMMER /1 STUD OK. • ALL EXTERIOR WALLS 2x6, 1 6"oc/INTERIOR WALLS 2x4, 1 6"oc, U.N.O. • 4/2x4 POST 23' -e' po 3 29 • 4.b..... r GENERAL: THE FOLLOWING APPUES TYPICALLY TO THE CONSTRUCTION OF THIS WALL FRAMING UNLESS OTHERWISE NOT'EDON THE PLAN. OR SPECIFIED BY LICENSED ENGINEER(S). WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALED. FRAMING: STUDS: 2x HEM -FIR #2 or BTR, 1 S'oo. POSTS: DF #2 or BTR - SEE PLANS SOLID BEAMS: DF412 or BTR - SEE PLANS GLU -LAM BEAMS: DOUG -FIR COMBINATION. 241 -V4 - SEE PLANS SHEATHING: 1/2" THICK APA RATED PLYWOOD. EXPOSURE OR 7/16 OSB. EXPOSURE 1. OLOCK UNSUPPORTED EDGES. SHEAR WALLS: SEE PLAN ANCHORAGE: SIMPSON SPEC'D - SEE PLAN AND DETAILS. NAIUNG: PER UBC TABLE 23- I1 -B-1. JOISTS: 2xe /2x10 HEM -F1Ri2 or BTR. 16"oc. SUB- FLOOR: SUB -FLOOR SHALL BE 3/4" THICK APA RATED PLYWOOD, T&G, EXPOSURE 1; GLUE. NAIL B BLOCK UNSUPPORTED EDGES. UNDERLAYMENT: SEE DETAILS FLOOR DIAPHRAMS: SEE PLAN 1. TYP FRAMING NOTES REFERENCE .1 11 a VERTICAL STRAP TIES TO WALL FRAMING ONLY HORIZONTAL STRAP TIES • INDICATES "IN WALL" HOLDOOWN INDICATES FRAMING CUP 'TOOTHED' UNE INDICATES SHEAR WALL TRIANGLE NUMBER INDICATES SHEAR WALL TYPE PER ENG'R SHADING INDICATES BEARING WALL. HEAT RISER (IN WALL) BEAM /GIRDER TRUSS SOUD POST WALL STEP/LEVEL CHANGE IN FLOOR TRIMMERS - MIN AT OPEN'GS 4 - 0" WIDER OR GREATER. EA ENO HEADER (SOUD /BUILT -UP) INSULATION FOR SOUND INSULATION FOR HEAT LOSS SHOWN IN SECTIONS /DETAILS PLUMBING/WASTE UNE DROPS • --�+ NON- STRUCTURAL HDR WALL. FRAMING ABOVE OVERHEAD FEATURE/SOFFIT SOUD RAIL,/SHORT WALL NOTES: ADDI110NAL FEATURES CONDITIONS AND VARIATIONS DESCRIBED ON PLANS NOT ALL FEATURES /CONDITIONS SHOWN ABOVE MAY APPLY TO THIS PROJECT WALL FRAM'G KEY REFERENCE FILE: Siedenburg JOB: 011403 0 This document. and the information. work, and design hereon has been produced by and is the sole property of SH /OD, and may not be resold, reused. or reproduced. mechanically or otherwise. In whole or in port. other than may be contractually stipulated. < SM/D0 Q 2003> Siedenburg Residence 16012 47th AVE S., Tukwila, Wa. 98188 Main Wall /Floor Framing Posts, Beams, Headers anchors, Engineering HVAC, Plumbing ,sNATURE REQUlCIEp FOR O NI% -`it .i ^.; .FY.. ...._. ......i..1:n�r.. �ngwi �k.�. • w+..� 71.��; ✓ �w...�1/1.�w..�.►��ynw r MF Shoot 4 T.O. PLATE T.O. SUB -FL T.O. PLATE T.O. FDN /PATIO 4'1 TIGHTLINE 0 TO EXIST DRAIN tiNES R -36 INSUL w/ 4 MIL VB TNSUL WINDOW U - 0.40 MAX 2x8 STUDS, 18 "oc FIN GRADE 4---13" FDN WALL 2x6 RFTRS, 24'oc R -21 INSUL w/ 4 MIL VB 3/4" PLY ON F 2x8 JSTS, 18'oc R -30 RIGID FOAM INSUL OVER PATIO PATIO SEE OWNER -2x8 CLC JSTS, 24 "oc M —BED CPT EXTEND JST TO INSIDE FACE OF PLATES -BOTH NEW AND EXIST �- --. 2x4 BRO WALL 3/4" PLY ON 2x 10 JSTS, 18`oc 11 I1 _>1 ll II II 1 II 1I 11 II II 11 STORAGE 4 CONC SLAB -0 MIL VB -- 6" FDN WALL EXTEND WALL TO ROOF SHTG (SLOPING PLATE) 2x4 FIRE 811(0 T.O. EXIST BSMT SLAB /STOR SLAB 0 CLO CPT DO NOT 'TIE NEW FRAMING IN TO EXIST RET'G WALL J 'I .1 M UN 4- EXIST RETAINING WALL N ALTERNATE I FON ASSEMBLY J IF EXIST RE J WALL DOES NOT MATCH DEPTH! SHOWN BUILDING - SECTION A -A • FRAMING SHOWN INDICATES PLACEMENT OF PRIMARY COMPONENTS. SEE PLANS AND DETAILS FOR EXACT PLACEMENT, SIZING, AND TYPES OF FRAMING. • SEE PLANS AND DETAILS FOR FRAMING ANCHORAGE. • ALL WOOD IN CONTACT w/ CONC. TO BE TREATED. EXTEND WALL. TO ROOF SHTG (SLOPING PLATE) 2x4 8LKGFIRE CRAWL 6 MIL HOBBY CPT R -30 FBGL INSUL TYP IN FLOOR. UNO z • 3 N BEAM. POST, FTG & ANCHORS PER PLANS 2 6" FON WALL. 6 MIL VB • O 8' -3 1/2' 4x8 DF #2 (TREATED) 3/4" OOR BLEAAMM C r e .L L I 2 ' -4' I P1-4 ECP TO-i POST ONNscr 4/2x4 STUD POST UNDER POST ABOVE w/ N 2xFLOOR Burn -3' MID dela AT SHEAR PANELS 1 0' N e o N K 1 1 " 3-1/4 1 -1 /4' (2.0E) PSL ■••••••r TOP OF BEAM AT 7.25' BELOW TOP OF EXIST F J!T$ 4/2x4 VERT BLKG ---- - IN FLOOR LOWER WALL FRAMING 1 /4"= 1 '-0" 23' -6' 2' -4' � W -3" COPTS-NO SPUCEOE) PSL P1-4 . ± ' -11 1/4" • 4x10 DF /2 DBL -UP EXIST 2x4 STUDS THIS WALL 13' -5" 10' -5 3/4' ALL WALLS SUPPORTING 2x8 JSTS TO BE 2' ABOVE T.O. EXIST WALLS 2x4 WALL P1-3 • SEE SHEET 'LP' FOR DOOR AND WINDOW SIZES, VERIFY R.O.'s. PRODUCT LOCATIONS, ETC...VERIFY R.O.'s. • ALL STRAPS SHALL ATTACH TO DBL 2x FRAMING, 1 TRIMMER /1 STUD ACCEPTABLE. • ALL EXTERIOR /BEARING WALLS 2x6, 1 6"oc/INTERIOR WALLS 2x4, 1 6"oc, U.N.Q. Po3 2'-4" T.O. THIS WALL TO BE FLUSH w/ EXIST BASIC' WALLS N< ITT • • O O N B"x14' SCREENED 1 - VPP RAWL VENTS IN RIM CITY OF TUiCrYlLA APPROv€U JAN 14 2004 AS NOtEO BUILDING Di VIS ON • M GENERAL: THE FOLLOWING AP TYPICALLY TO THE CONSTRUCTION OF THIS WALL FRAMING UNLESS OTHERWISE NOTEDON THE PLAN. OR SPECIFIED BY UCENSED ENGINEER(S). WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALED. FRAMING: STUDS: 2x HEM -FIR #2 or BTR, 16 "oc. POSTS: DF #2 or BTR - SEE PLANS SOUD BEANS: DF #2 or BTR - SEE PLANS GLU --LAM BEAMS: DOUG -FIR COMBINATION, 24f -V4 - SEE PLANS SHEATHING: 1/2" THICK APA RATED PLYWOOD. EXPOSURE 1, OR 7/16' OSB. EXPOSURE 1. BLOCK UNSUPPORTED EDGES. SHEAR WALLS: SEE PLAN ANCHORAGE: SIMPSON SPEC'D - SEE PLAN AND DETAILS. NAILING: PER UBC TABLE 23- II -B -1. TYP FRAMING NOTES REFERENCE VERTICAL. STRAP TIES TO WALL FRAM INO ONLY HORIZONTAL STRAP TIES INDICATES "IN WALL' HOLDDOWN INDICATES FRAMING CUP "TOOTHED" UNE INDICATES SHEAR WALL TRIANGLE NUMBER INDICATES SHEAR WALL. TYPE PER ENO'R SHADING INDICATES BEARING WALL HEAT RISER (IN WALL) BEAM /GIRDER TRUSS SOUD POST . WALL STEP /LEVEL CHANGE IN FLOOR TRIMMERS - 2 MIN AT OPEN'GS 4' -O' WIDER OR GREATER. EA END HEADER (SOLID /BUILT -UP) INSULATION FOR SOUND INSULATION FOR HEAT LOSS SHOWN IN SECTIONS /DETAILS PLUMBING/WASTE UNE DROPS NON- STRUCTURAL HDR I I WALL FRAMING ABOVE I OVERHEAD FEATURE/SOFFTT SOUD RNL,/SHORT WALL NOTES: ADDITIONAL FEATURES_ /CONDITIONS AND VARIATIONS DESCRIBED ON PLANS NOT ALL FEATURES /CONDITIONS SHOWN ABOVE MAY APPLY TO THIS PROJECT WALL FRAM'G KEY REFERENCE This document. and the information, work, and design hereon has beer produced by and Is the sole property of SH /DD, and may not be resold. roused. or reproduced, mechanically or otherwise. In whole or In port, other than may be contractually stipulated. � SM/DO 0 2003> Siedenburg Residence 16012 47th AVE S., Tukwila, Wa. 98188 Lower Wall Framing Posts, Beams, Headers Anchors, Engineering HVAC, Plumbing SH1fet. INK INONATUPli 011104J1111.p POR RA !T: M 1,,i, •„'. .7 44,3,, ' : 'STEPHEN MAI9LAN DE Imo �t •— raw K ,QsR�ws. tones l' Nw 71.411/01 FILE: Siedenburg . BASE: CUSTOM . JOB: 011403 DATE: 08/31/03 This document, and the information. work. and design hereon has been produced by and is the sole property of SH/ D, and may not be resold. reused. or reproduced. mechanically or otherwise. in whole or in part, other than may be contractually stipulated. SI+/D0 *2003) Siedenburg Residence 16012 47th AVE S., Tukwila, Wa. 98188 Roof Framing Posts, Beams, Headers Anchors, Engineering Dra Vent Sheet: 2)03 so?, I RE *E'T Nrx IgIMA ?Vont Mourn= FOR PERMIT I' ROOF DIAPHRAGM NAILING PER ROOF SHEATHING ROOF SHEATHING 2x4 JACK -- RFTRS, 24'oc �1 i Abr., 1.5,Wr ■ pl# 2x4 BRACES, 24 "oc w/ 6/10d TO CLG JST 2x6 CONT'S RIpGE HOLD DOWN 1 FROM RIDGE FOR RIDGE VENT ad ROOF SHTG NAILING AT 4' 2x BLKG 12/12 PITCH 2x8 BUCG ROOF AREA 2 FRAMING ROOF AREA 3 FRAMING 1 /2"= 1 '-0" ROOF AREA 4 FRAMING 1 /2"= 1 '-0" 2x4 AUCG FIRST RAFTER DROPPED 3 -1/2' FOR JACK Rf'T1! ROOF AREA 1 & 5 FRAMING --- AFTRS SEE PUNS 1/2 " =1' -0" (EXISTING HOUSE) • AREA 5 IDENTICAL EXCEPT USE 2/2x6 RFTRS 1 EA SIDE OF CLG JST— REMOVE EXIST 2x4 RFTRS (2) 1 ad EA ND OF BLKG .: (3) 16d 1- 1 l2 " =1 —0" • L • SIMPSON 0 H4' CUP. 48•oc w/ (4) 8d LA SIDE GALV FLSHG — CAP CANT STRIP tTdc G SOFFIT TO MATCH EXIST 2x CEDAR FASCIA MATCH EXIST ... ••.....• ... SEE PUNS 2x4x 12' BLKG MID —WAY BETWEEN EAVE AND BRACE .1 2344 0006. 45 "oc � tor OF WALL BEYOND 2x4 91KG FOR SOFFR EDGE xt WALL SHEATHING /\ -- eEAMPPLAN RAFTER RAKE • SIMPSON LSTA18 AT EA 2x6 RFTR 23(4 BRACE EA SIDE BETWEEN 2x4, 2x6 TRIM END TO SIT FLAT IN HANGER a /10d RFTR TO BRACE EACH RFTR M—BED EXIST 2x4 CLG JSTS LIVING I, LLU226 HORS AT RIDG SIMPSON LSTA15 AT EA 2x8 RFTR 2x6 NAILER. CONT'S w/ 3/16d TO RFTR SIMPSON LSTA 18 AT — EA 2x6 RFTR 2x4 NAILER. CONT'S w/ 3/16d TO RFTR 8d ROOF SHTG NAILING AT 4 "oc 2x BLKG 0 2x4 024 "oc PLAT ONT'S EXIST 2x4 CLG JSTS 2x6 BRACE AT 4/12 PITCH MAX —USE 6/16d AT BLKG. BOTH ENDS OF BRACE —STOP END OF BRACE 1/2" ABOVE EXIST GWB CEIUNG 10" 24' -0 2x6 BRACE AT 4/12 PITCH MAX —IISE 8/18d AT BLKG. BOTH ENDS OF BRACE LU24 do LU26 HGRS TYP AT BEAM NEW 5 —1/6"x13— 1 /2" CLB (24f —V4) HOLD DOWN 1" FROM RIDGE FOR RIDGE VENT A CUPS, 36`oc 23' -6' 39" CONT'S 2x8 RIM FOR LENGTH OF AREA 3 2x4 BRACES, 24 "oc w/ 6 /10d TO CLG JST A35 CUPS. 36 "oc 2x4 INT'R WALL FORMER EXTR WALL 2x4 INV R WALL 2x8 CONT'S RIDGE HOLD DOWN 1 FROM RIDGE FOR RIDGE VENT LU26 HORS AT RIDGE NEW 2x6 RFTR EXIST 2x4 RFTR 2x5 NAILER. CONT'S w/ 3/16d TO RFTR 2x6 RFTRS, 24 "oc 2x6 NAILER. CONT'S w/ 3/18d TO RFTR 2x8x24' CLG JSTS, 24 "oc DINING 9' —6' MAX 2x6 CLG JSTS. 24 "oc M- BATH /HALL. 12 12 12/ 10d RFTR /CLG JST ry l2 201 EXT'R WALL 2x6 RFTRS, 24 "oc 12 ?1�P� 2x6 CONT'S RIDGE HOLD DOWN 1' FROM RIDGE FOR RIDGE VENT LU26 HORS AT RIDGE 2x6 EXT'R WALL 12 3/10d 2x6 RFTR PLATE & 3/10d CLG JST LATE 3/10d RFTR /PLATE & 3 /1Od CLG JST /PLATE RFTR /CLG JST 3/10d RFTR /PLATE & 3/104 CLG JST /PLATE 2x6 EXT'R WALL 2x8 CLG JSTS, 24 "oc HOBBY 2x4 w/ 5 /16d IN TO CLG JST 2x6 RFTRS, 24 "oc 12 'IYP12 • 2x6 EXT'R WALL 12/10d RFTR /CLG JST 3/10d RFTR /PLATE & 3/10d CLG JST /PLATE ..... Amww• nos _.".moo EXISTING CHIMNEY • 8 wg 80 Few In » 0 ZZ U� -r GUTTER IN THIS EAVE TO TIE TO EXIST AND USE EXIST DOWNSPOUTS ono amire■ 6 i 30' MAX ! 0 0 Eg 01Z { RIDGE 01 lac EXTEND ALL RFTRS TO CREATE DBL TAILS ROOF AREAS 1 do 5 IY 4 DBL RFTR TAILS AT ROOF AREAS 2. 3. & 4 — ADO 2x4 WITH LENGTH TWICE THAT OF OVERHANG USE 2x4 OF /2 w/ 2/18d. 8"oc CL 00 r � t W IICtY 40 r REVISION #1 • �` REDUCE ALL EAVES ON ADDITON TO 30" (12- 15 - 03) ROOF FRAMING — x S.F. 30" MAX 1/4 " =1' --0" • SEE SHEET 'MW' FOR BEAM /HDR /POST SIZES. • ROOF FINISH PER OWNER (NO 3—TAB) • OVERHANG DIMENSIONS INCLUDE FASCIA /RAKE BOARDS, CUT RAFTER TAILS ACCORDINGLY. • TYP ROOF PITCH IS 2/12 • TYP ROOF OVERHANG IS 36" -- MATCH EXIST • TYP RAFTER FRAMING IS SPACED 24 "oc. • ROOF AREA BASED ON PERIMETER OF ENCLOSED SPACES THAT ARE NEW OR REMODELED. • CONTINUOUS RIDGE VENT NAIL ROOF' SHTG TO TOP OF WALL. w/ OD, 4'oc VENTILATION: ATTIC SPACES ARE TO HAVE EAVE VENTS EQUALLING 1 /150TH OF THE AREA TO BE VENTED UNLESS A MINIMUM OF 1/2 OF THE REQUIRED VENTING AREA iS LOCATED A MINIMUM OF 38' ABOVE THE SAVE PLATE, IN WHICH CASE THE VENTING AREA MAY BE REDUCED TO 1 /300TH OF THE AREA TO BE VENTED. FREE AIR CALCULATIONS: GABLE ENO VENTS: 0.75 x VENT ROUGH OPENING ROOF SURFACE VENTS: 0.33 SF PER 8'9 UNIT OPENING ROOF RIDGE VENTS: 0.083 SF / LF SAVE °LOCKING VENTS: 3 -2'I0 HOLES so .05 SF / VENT CONTRACTOR SHALL VERIFY COMPUANCE WITH VENT CALCULATIONS BY ENSURING EQUAL OR GREATER NET FREE AREA IF VENTS INSTALLED /CONSTRUCTED DIFFER THAI INDICATED ON DRAWINGS. VENTILATION CALC'S REFERENCE 0 AREA 2 NAIL ROtf SHTG TO TOP OF WAL�c w/ 8D. 4 "oc AREA 4 jE--- CONTINUOUS RIDGE VENT AREA 3 0 SK CORRECT,�ON LTR # I.... AREA OF VENTED SPACE REQUIRED AREA OF VENT (NET FREE AREA AT 1/300) EAVE VENTS BLOCKING /CONT'S GABLE — END/WALL VENTS ROOF SURFACE / RIDGE VENTS OTHER TOTAL VENT AREA PROVIDED 2x6 RFTRS, 24'oc w/ 2x0 CLG JSTS. 24'oc 'TYP AT ROOF AREAS 2. 3, & 4 4 .30" MAX E 30" MAX 15015A' TIE NEW DOWN— SPOUT TO EXIST TIGHTUNE AT EXIST DOWNSPOUT RECEIVED crTv OF TUKWILA JAN 082004 PERMOT CENTER ATTIC VENTILATION REFERENCE MI - - - 1051.00 SF 3.50 SF 1.10 SF 0.00 SF 4.15 SF 0.00 SF 5.60 SF GENERAL: ENGINEERED CONDITIONS TAKE PRECEDENCE OVER NOTES BELOW. THE FOLLOWING APPUES TYPICALLY TO THE CONSTRUCTION OF THIS ROOF FRAMING UNLESS OTHERWISE NOTED ON THE PLANS. WRITTEN DIMENSIONS TAKE PRECEDENCE OVER SCALED. MATERIALS: 2x RAFTER /CEILING JOIST LUMBER TO BE HEM —F1R /2. NON —LOAD BEARING BLOCKING CAN BE CONSTRUCTION GRADE. NAIUNG and FRAMING ANCHORAGE: NNUNG SHALL COMPLY WITH UBC TABLE 23— II —B -2. UNLESS OTHERWISE SPECIFIED IN ENGINEERING CALCULATIONS. NAILS. ANCHORS, HANGERS. FLASHING AND OTHER SUCH METAL PRODUCTS SHALL ALL BE GALVANIZED. ANCHORS SHALL BE INSTALLED ACCORDING TO PRODUCT • MANUFACTURER'S SPECIFICATIONS FOR MAXIMUM LOADING. ANCHORAGE SHALL BE MANUFACTURED BY "SIMPSON" AND STRAPS, ANCHORS, ETC...ARE SO LABELED ON THE PLANS. ROOF ASSEMBLY 7/16' OSB SHEATHING w/ 15# FELT UNBLOCKED, STAGGER END J NTS FACE GRAIN PERPENDICULAR TO FRAMING BELOW P HUNG: 6d. Vac — DIAPHRAGM BOUNDARY, OVER EXTERIOR WALLS 8d. 6'oc — SHEAR WALLS ad. 6'oc — ALL SUPPORTED EDGES 6d, 12'oc — FIELD CEIUNG SHEATHING GWB PER 1997 UBC TABLE 25G RAFTER SPACING: 24`oc TYP FRAMING NOTES REFERENCE HEADER e GUTTER DOWNSPOUT BEARING WALL (SHADED) OPENING SUCH AS SKYLIGHT, CHIMNEY BEAM BELOW POST BELOW (SEE 'WALL FRAMING') ROOF JACK (VENT) ROOF PROFILE SUCH AS RIDGE, HIP, VALLEY WALLS. TOP —OF —PLATE CONDITIONS BELOW • FRAMING CONCEALED BY OTHER FRAMING ABOVE ROOF FRAM'G KEY REFERENCE R IR • . , f f i` 'r ;. .., r t , , " ", Q iGB ' ' UMENTAT O$ 1'. - FILE: Siedenburg BASE: CUSTOM JOB: 011403 DATE: 08/303 - This document, and the information, work. one design hereon has been produced by and is the sole property of SH /DD, and may not be resold. reused, or reproduced, mechanically or otherwise, in whole or in port. other than may be contractually stipulated. SM < /DO Q 7003> Siedenbur a ' Resi 16012 47th AVE S., Tukwila, Wa• 98188 REFERENCE NOTE ENERGY/H I"m �� SEP2 I e -._ .. Sheet: dV r .. � - f ' , , .,,,.,_, INK $IGNATUlti Otcoullftel roe Mew: I R1 SMOKE DETECTORS: SMOKE DETECTORS SHALL CONFORM TO UBC STANDARD 43 -6. SMOKE DETECTORS SHALL SE 110v, INTERCONNECTED, BACKiD7 -UP BY BATTERIES, AND CAPABLE OF BEING SHUT OFF BY MEANS OF A DISCONNECTING SWITCH. SMOKE DETECTORS SHALL BE NSTALLED ON WALLS OR CEILINGS AT POINTS CENTRALLY LOCATED IN A CORRIDOR OR AREA GANG ACCESS TO SLEEPING. SMOKE DETECTORS LOCATED IN BEDROOMS SHALL BE CAPABLE OF BEING HEARD IN ALL BEDROOMS, AND SHALL BE INSTALLED ON THE WALL ABOVE THE DOOR 4" DOWN FROM THE CEILING. A SMOKE DETECTOR IS REQUIRED AT THE TOP OF ILL STUR- CASES, ON EACH LEVEL OF THE HOUSE, AND IN EACH BEDROOM. ALL SMOKE DETECTORS SHAD, EMIT A SIGNAL INDICATING THAT THEIR BATTERIES ARE LOW. OCCUPANCY SEPARATION: AN OCCUPANCY SEPARATION SHALL BE PROVIDED BETWEEN THE RESIDENCE AND THE GARAGE WIT(- MATERIALS APPROVED FOR 1 HOUR FIRE- RESISTANT CONSTRUCTION ON THE GARAGE SIDE. SEE UBC SECTION 503(0). ALA. DOORS OCCURING WITHIN 1 HOUR OCCUPANCY SEPARATION WALLS SHALL BE TIGHT FITTING. HAVE A 20 -MIN RATING, AND BE EQUIPPED WITH WiTH SELF - CLOSING DEVICES. GARAGES AND CARPORTS WiTH USES ABOVE SHALL HAVE ONE HOUR PROTECTION FOR BOTH CEIUNG AND STRUCTURAL MEMBERS. SEE UBC SECTION 503(8). AN OCCUPANCY SEPARATION IS NOT REQUIRED BETWEEN THE RESIDENCE AND A CARPORT IF THE CARPORT HAS AT LEAST TWO SIDES OPEN AND THERE ARE NO USES ABOVE THE CARPORT. SEE UBC SECTION 503 (A). WINDOWS AND GLAZING IN DOORS WITHIN THE COMMON WALL. MAY NOT BE OPERABLE. AND DOORS SHALL BE EQUIPPED WITH SELF- CLOSING DEVICES. DUCTWORK: FIRE DAMPERS ARE NOT REQUIRED IN AIR DUCTS PASSING THROUGH OCCUPANCY SEPARATION WALLS, CEILINGS, OR FLOORS PROVIDING DUCTWORK WITHIN THE GARAGE IS CONSTRUCTED OF STEEL NOT LESS THAN 0.019" THICK (26 GALVANIZED SHEET GAUGE). AND NOT WAVING ANY OPENINGS INTO THE GARAGE. MATERIALS: IN AREAS WHERE MOTOR VEHICLES ARE STORED OR OPERATED, FLOOR SURFACES SHALL BE OF NON - COMBUSTIBLE MATERIALS OR ASPHALTIC PAVING MATERIALS. SEE UBC SECTION 1105. ALL INSULATION MATERIALS, INCLUDING FACINGS SUCH AS VAPOR BARRIERS OR BREATHER PAPERS. INSTALLED WITHIN FLOOR /CEIUNG ASSEMBUES, ROOF /CEIUNG ASSEMBLIES, WALLS, CRAWL SPACES, OR ATTICS. SHALL HAVE A FLAME SPREAD RATING OF NOT MORE THAN 25 AND A SMOKE DENSITY RATING NOT MORE THAN 50 AS TESTED IN ACCORDANCE WTrH UBC STANDARD 42 -1 AND SECTION 1 71 3. FOAM PLASTIC INSULATION SHALL COMPLY MTH UBC SEC 1712. WHEN INSULATION MATERIALS ARE INSTALLED IN CONCEALED SPACES, THE FLAME - SPREAD AND SMOKE DEVELOPED LMAITA- TIONS DO NOT APPLY TO THE FACING PROVIDING THE FACING IS INSTALLED IN SUBSTANTIAL CONTACT WITH THE UNEX- POSED SURFACE OF THE CEIUNG, FLOOR, OR WALL FINISH. HVAC EQUIPMENT: ALL SOUD -FUEL BURNING APPUANCES SUCH AS AIR -Tit.. :T STOVES, FIREPLACE STOVES, ROOM HEATERS. FACTORY BUILT FIREPLACES. AND FIREPLACE INSERTS. SHALL, UNLESS OTHERWISE ADOPTED BY KING COUNTY, COMPLY WITH UMC SECTION 504. UQUF1ED PETROLEUM GAS - BURNING APPUANCES SHALL NOT BE INSTALLED IN A PiT, BASEMENT. OR SIMILAR LOCATION WHERE HEAVIER - THAN -AIR GAS MIGHT COLLECT, NOR SHALL THEY BE INSTALLED IN AN ABOVE GRADE UNDERFLOOR SPACE OR BASE- MENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS OF' REMOVAL OF UNBURNED GAS. SEE UMC SEC 504. HEATING AND COOUNG EQUIPMENT LOCATED IN A GARAGE WHICH GENERATES A GLOW. SPARK, OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS. SHALL BE INSTALLED WITH THEIR PILOTS AND BURNERS, OR HEATING ELEMENTS AND SWITCHES AT LEAST 18" ABOVE THE FLOOR LEVEL SEE UMC SEC 508. GAS METERS SHALL NOT BE LOCATED UNDER STAIRWAYS, NEAR HEAT PRODUCING APPLIANCES, OR WITHIN BOILER. FURNACE, ENGINE. OR ELECTRIC HEATER ROOMS. NO FURNACE OR GAS APPLIANCE MAY BE LOCATED UNDER A STAIRWAY. FRAMING: STAIRWAYS SHALL HAVE NOMINAL 2" FIRE BLOCKING INSTALLED BETWEEN STUDS ADJACENT TO STAIR STRINGERS. BETWEEN STAIR STRINGERS AT TOP AND BOTTOM, AND WHERE STRAIGHT -RUN STAIRWAYS ARE USED. BLOCKING SHALL BE INSTALLED MID -RUN. FIREBLOCKING AND DRAFTSTOPPING SHALL BE INSTALLED TO CUT OFF ALL CONCEALED DRAFT OPENINGS BOTH HORIZONTAL AND VERTICAL SEE UBC SECTION 2518(F). FIRE BLOCKING SHALL BE INSTALLED 48" ABOVE THE SUB - FLOOR IN ALL WALLS IN KITCHENS AND BATHROOMS. FIRE BLOCKING SHALL BE INSTALLED IN EXTERIOR WALLS WHERE EVER ROOF ASSEMBLIES ATTACH TO WALL SURFACES BETWEEN TOP AND BOTTOM WALL PLATES. ANNULAR SPACES BETWEEEN SLEEVES AND PIPING IN RATED ASSEMBUES SHALL BE FILLED IN ACCORDANCE WITH THE TERMS OF THE RATING OF THE ASSEMBLY. FIRE /SAFETY REFERENCE SPACES: CRAWL SPACE CLEARANCES OF 1 BETWEEN GRADE AND SORTOM OF JOISTS. AND 12" BETWEEN GRADE AND BOTTOM OF GIRDERS SHALL BE MAINTAINED PER UBC SECTION 2516(C). CORRIDOR WIDTH, 38" MINIMUM PER UBC SECT 3305 (9). STAIRWAYS SHALL HAVE A MINIMUM CLEAR WIDTH OF 30 ". A MINIMUM CLEAR HEADROOM OF 6' -8 ", A MINIMUM TREAD DEPTH OF 9 ", AND A MAXIMUM RISER HEIGHT OF 8'. TOILETS SHALL BE LOCATED IN A SPACE NOT LESS THAN 30" IN WIDTH, WiTH 21' MIN. CLEAR IN FRONT OF THE BOWL CEILING HEIGHTS ABOVE FINISHED FLOOR SMALL BE AS FOLLOWS; HABITABLE SPACES MUST HAVE A CEILING HEIGHT NOT LESS THAN 7' -6" EXCEPT AS NOTED BELOW. • KITCHENS, HALLS, BATHROOMS, AND TOIL" T COMPARTMENTS MAY NOT HAVE A CEILING HEIGHT OF LESS THAN 7' -0' AS MEASURED FROM THE LOWEST PROJECTION FROM THE CEIUNG. • WHERE BEAMS ARE EXPOSED IN THE CEIUNG AND ARE SPACED 48 "oc OR GREATER, THE CEIUNG HEIGHT SHALL THEN BE MEASURED FROM THE UNDERSIDE OF THOSE BEAMS, AND SHALL BE 7' - MINIMUM. ▪ iN A ROOM WITH A SLOPED CEILING. THEN THE REQUIRED CEIUNG HEIGHT IS REQUIRED FOR ONLY 1/2 OF THE ROOM'S FLOOR AREA. " NO PORTION OF THE ROOM FLOOR AREA THAT IS LESS THAN 5' -0' FROM THE CEILING MAY BE USED IN DETERMINING FLOOR AREA THAT MUST COMPLY WITH CEIUNG HEIGHT REQUIREMENTS. - iF ANY ROOM CONTAINS A FURRED DOWN PORTION OF CEIUNG, IN NO CASE MAY THE AREA OF THE FURRED . DOWN CEIUNG EXCEED 1/3 OF THE FLOOR AREA OR BE LESS THAN 7' -0" FROM THE FINISHED FLOOR. HVAC: FURNACE CLOSET OR ALCOVES ARE TO BE A MINIMUM OF 6" WIDER THAN THE FURNACE INSTALLED THEREIN. AND A MINIMUM OF 3' OF WORKING SPACE IS TO BE PROVIDED ALONG THE SIDES, BACK. AND TOP OF THE FURNACE. SEE UMC SEC 704. RAILINGS: STAIR HANDRAILS SHALL PROVIDE A GRIP SURFACE NOT LESS THAN 1 -1 /4" DIAMETER OR 2" IN CROSS- SECTION, SHALL BE LOCATED BETWEEN 30" ANO 34' ABOVE THE NOSING OF THE TREAD DIRECTLY BELOW, AND SHALL BE SPACED AT LEAST 1-1/2' FROM THE WALT. FINISH. SEE UBC SEC 3300. RAILINGS SHALL NOT BE LESS THAN 36" IN HEIGHT ABOVE ADJACENT GROUND /FLOORS, ANO BE CAPABLE WITHSTANDING A FORCE OF 20 LABS PER LINEAL FOOT APPLIED AT RIGHT ANGLES TO THE RAIUNC. • SEE U0C SECTION 1711 TABLE 23 -0. RAILINGS EMPLOYING BALLUSTERS OR SIMILAR OPEN CONSTRUCTION SHALL HAVE SUCH BALLUSTERS POSITIONED SO AS TO PREVENT A 4" DIAMETER SPHERE FROM PASSING THROUGH. PER UBC SECTION 1711 AND TABLE 23 -B. DIMENSION MINIMUMS ` REFERENCE 0 GENERAL: THE FOLLOWING APPLIES TYPICALLY TO THE CONSTRUCTION OF THIS FOUNDATION UNLESS OTHERWISE NOTED ON THE PLANS AND /OR SPECIFIED BY LICENSED ENGINEER(S). IT IS THE RESPONSIBILITY OF THOSE INDIVIDUALS WHO ARE CONSTRUCTING THIS PROJECT TO ENSURE THE BEARING CAPACITY OF THE S011. IS 2000 POUNDS- PER - SQUARE FOOT MINIMUM AND SHALL ENSURE FOUNDATION WALL AND FOOTING CONSTRUCTION COMPLIES WITH DRAWINGS AND CODES. CONCRETE/WALLS/FOOTINGS: CONCRETE: 2500 PSI IN 28 DAYS. 5 SACK MIX GROUT: NON - SHRINK TYPE ATTAINING 4000 PSI IN 28 DAYS. RE -BAR: #4 GRADE 40 DEFORMED - MIN CONCRETE SHALL CONFORM WiTH ACSI STANDARD 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDING ". ALL EXPOSED SURFACES OF CONCRETE SHALL. BE SMOOTH AND SUITABLE FOR PANTING IF REQUIRED. FILL VOIDS WITH CEMENT AND TROWEL SMOOTH AND FLUSH WITH SURFACE. ALL FOUNDATION DESIGN IN THIS PROJECT ASSUMES A CONTINUOUS POUR FOR FOOTINGS AND WALLS. SEPARATE POURS SHALL REQUIRE #4 VERTICAL DOWELS PROJECTING 18" FROM THE FOOTING IN TO THE WALL. WO TO A CONT'S HORIZONTAL #4 BAR 3' FROM THE TOP OF THE FOOTING, AND EMBEDDED IN THE FOOTING 4" MINIMUM. FOUNDATIONS ALREADY REQUIRING VERTICAL. REINFORCING NEED NOT COMPLY WITH THIS CONDITION. ISOLATED PAD FOOTINGS SHALL BE 8" THICK MINIMUM & w/ WIDTH ANO LENGTH PER PLANS. PIER FOOTINGS OUTSIDE THE BUILDING ENVELOPE SHALL PROJECT 8" ABOVE FINISH GRADE. MiN.. AND EXTEND 18" BELOW GRADE, MIN. WHERE SLOPE EXCEEDS 1 VERTICAL IN 10 HORIZONTAL FOOTINGS SHALL BE CONSTRUCTED WiTH BOTH TOP AND BOTTOM SURFACES LEVEL. OTHERWISE ONLY THE TOP NEEDS TO BE LEVEL REIN FORCING: REINFORCING BAR iS TO CONFORM WITH ASTM A015 -78A. CONCRETE COVER FOR REINFORCING SHALL. BE AS FOLLOWS: - FOOTINGS AND UNFORMED SURFACES - 3" - FORMED R OR TO EARTH OR WEATHER #5 BARS O LARGER iw # 2 BARS OR SMALLER r 1 -1/2" - FORMED WALLS ANO SLABS (INTERIOR FACE) o• 3/4 VERTICAL SPUCES SHALL BE LAPPED 48 BAR DIAMETERS. HORIZONTAL SPUCES SHAL BE LAPPED 24 BAR DIAMETERS. AND STAGGERED. HORIZONTAL BARS AT CORNERS OR INTERSETIONS SHALL BE BENT TO EXTEND INTO INTERSECTING WALL 30 BAR DIAMETERS OR SHALL BE TiED TO BARS IN INTERSECTING WALL WITH "ELBOW BARS LAPPING 30 BAR DIAMTERS. ALL REINFORCING SHALL BE SECURED FIRMLY TO FORMWORK SO AS TO PREVENT DISPLACEMENT DURING CONSTRUCTION. ALL WALL ENDS THAT DO NOT INTERSECT OTHER WALLS BEND HORIZONTAL BAR 90 DEGREES AND EXTEND e BAR DIAMETERS. TIE TO VERTICAL BAR AT END OF WALL WELDED WIRE FABRIC SHALL BE LAPPED 12 INCHES MIN. AT SPUCES AND POSITIONED AT THE MIDDLE OF THE SLAB. ANCHOR BOLTS /HOLDOWNS: ANCHOR BOLTS: SIZE/LOCATION PER PLAN, 2 PER SILL PLATE, 7" EMBEDMENT MIN., 12" FROM CORNERS MIN.. PROVIDE 2 "x2 "x3 /16' WASHERS. TYP. ANCHOR BOLTS SHALL COMPLY WiTH ASTM 307. ANCHOR BOLTS SHALL. BE STANDARD "J -BOLT' WITH A 44 RETURN. OR A STANDARD "L -B(LT" WITH 12d EXTENSION. ANCHOR BOLTS SHALL BE A 38 STEEL OR BETTER. MINIMUM CONCRETE SIDE COVER SHALL BE 2" WHEN EXPOSED TO WEATHER, 3" WHEN EXPOSED TO EARTH. BOLTS SHALL BE INSTALLED PERPENDICULAR TO THE SURFACE OF CONCRETE UPON WHICH THE SILL PLATE OR OTHER MEMBER IS TO BE SECURED. VERIFY TYPE, SIZE, AND PLACEMENT AGAINST ENGINEERED CONDITIONS. LOCATIONS OF FOUNDATION INSERTS, CRITICAL FRAMING CONDMONS ABOVE. LENGTH OF SILL PLATES. ETC... ANCHORAGE: SIMPSON SPEC'D - SEE PLAN AND DETAILS. SOI /EXCAVATION /BACKFILUNG: UNLESS OTHERWISE APPROVED BY A SOILS INVESTIGATION REPORT PRODUCED AND PROVIDED BY A QUALIFIED UCENSED ENGINEER THE MINIMUM BEARING CAPACITY OF SOILS SUPPORTING CONSTRUCTION SHALL BE 2000 POUNDS- PER - SQUARE FOOT. ASSUMED EQUIVALENT PRESSURE - 55 POUNDS /CUBIC FOOT. ASSUMED PASSIVE PRESSURE - 200 POUNDS /SQUARE FOOT. LOAD BEARING SOILS SHALL BE FREE FROM ORGANIC AND OR OTHER MATERIALS SUBJECT Th DECOMPOSITION. ALL FILLS SHALL BE COMPACTED TO PREVENT SETTLING AND EROSION AT AT EVERY 6" OF FILL ALL FOUNDATION TRENCHES SHALL. BE FREE FROM STANDING WATER PRIOR TO POURING CONCRETE. THE CRAWL SURFACE MAY EXCAVATED /FILLED TO THE TOP SURFACE OF THE FOOTING. IN ALL SITUATIONS, THE BOTTOM OF THE FOOTING TRENCH SHALL BE A MINIMUM OF 12" BELOW THE FROST LINE. CUT SLOPES FOR PERMANENT EXCAVATIONS OR PERMANENT FILLS SHALL NOT BE STEEPER THAN 2 HORIZONTAL TO 1 VERTICAL UNLESS SUBSTANTIATING DATA TO JUSTIFY DEVIATION IS SUBMITTED IN A SOILS INVESTIGATION REPORT ACCEPTABLE TO THE BUILDING OFFICIAL. BACKFILL ADJACENT TO FOUNDATION WALLS SHALL NOT BE PLACED UNTIL THE WALLS HAVE SUFFICIENT STRENGTH OR HAVE BEEN SUFFICIENTLY BRACED TO PREVENT DAMAGE BY THE BACKFILL. AND SHALL OCCUR SIMULTANEOUSLY ON BOTH SIDES OF WALLS NOT SPECIFICALLY DESIGNED FOR UMBALANCED FILL ADEQUATE PRECAUTION SHALL BE TAKEN TO INSURE PROPER COMPACTNESS OF THE BACKFILL AROUND PIPING WITHOUT DAMAGE TO SUCH PIPING AND TO INSURE PERMANENT STABILITY FOR PIPE LAID IN FILLED OR MADE GROUND. A MINIMUM OF 2 FEET OF COVER MUST BE MAINTAINED OVER ALL PIPES IN UTILITY EASEMENTS. FINAL Si'E GRADING MUST DIRECT DRAINAGE AWAY FROM ALL BUILDING STRUCTURES AT A MINIMUM 2 Z SLOPE. PER THE UNIFORM BUILDING CODE. MOISTURE CONTROL/DRA 1NAGE: A 6 MIL BLACK POLYETHYLENE VAPOR BARRIER SHALL BE INSTALLED WITHIN CRAWL SPACE AREA(S) DIRECTLY OVER THE GROUNC. ALL FOOTINGS, AND EXTENDING UP ALL FOUNDATION WALLS TO THE MUOSILL ALL JOINTS SHALL BE CLEANED AND TAPE!) WITH WATER RESISTANT TAPE. RETAINING WALLS SHALL HAVE A 12" THICK LAYER OF FREE DRAINING GRAVEL PLACED FROM OVER THE TOP OF THE PERIMETER FOOTING DRAIN TO WITHIN 6' OF THE FINISH GRADE. BUILDING DRAINAGE PIPING SHALL BE INSTALLED IN OPEN TRENCHES AND SUCH TRENCHES SHALL REMAIN OPEN UNTIL PiPING HAS BEEN INSPECTED. TESTED & ACCEPTED. DRAINS SHALL BE PROVIDED AROUND FOUNDATIONS ENCLOSING HABITABLE OR USEABLE SPACES LOCATED BELOW GRADE WHICH ARE SUBJECT TO GROUND WATER CONDITIONS. FOUNDATION DRAINS SHALL BE INSTALLED AT OR BELOW THE AREA TO BE PROTECTED AND SHALL DISCHARGE BY GRAVITY OR MECHANICAL MEANS IN TO AN APPROVED DRAINAGE SYSTEM. CONCRETE FOUNDATION WALLS SURROUNDING USABLE OR HABITABLE SPACES SHALL BE DAMP - PROOFED WITH MEMBRANES EXTENDING FROM THE EDGE OF THE FOOTING TO THE FiNISH GRADE. FOUNDATION MEMBRANES SHALL CONSIST OF EITHER (2) 2 PLY HOT MOPPED FELTS. 6 MIL POLYVINYL CHLORIDE SHEET, 55 POUND ROLL ROOFING. OR EQUIVALENT MATERIAL AND ALL JOINTS SHALL BE SEALED AND FIRMLY AFFIXED TO THE WALL. FOUNOATIO•.'S SUPPORTING WOOD ARE TO EXTEND A MINIMUM OF 6" ABOVE THE ADJACENT FINISH GRADE, 4" IF SUPPORTING MASONRY VENEER. INOMDUAL CONCRETE PiER FOOTINGS SHALL PROJECT A MINIMUM OF 8" ABOVE EXPOSED GROUND UNLESS THE COLUMNS OR POSTS THEY SUPPORT ARE TREATED W000 OR ARE AN APPROVED WOOD NATURALLY RESISTANT TO DECAY. FOOTING DRAIN PIPE MUST BE PLACED ADJACENT TO FOOTING (NOT ON TOP OF THE FOOTING SHELF). FOUNDATION NOTES REFERENCE . .r V GENERAL: THIS HVAC APPLIANCE REQUIREMENT SUMMARY DOES NOT INCLUDE SOLID FUEL BURNING APPLIANCES. SEE SPECIFIC NOTE GROUPS IF SUCH CONDITIONS APPLY. HEATING EQUIPMENT: HEATING AND COOUNG EQUIPMENT LOCATED IN A GARAGE WHICH GENERATES A GLOW, SPARK, OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS, SHALL BE INSTALLED WITH THEIR PILOTS AND BURNERS. OR HEATING ELEMENTS AND SWITCHES AT LEAST 18" ABOVE THE FLOOR LEVEL. SEE UMC SEC 508. HEATING FACILITIES SHALL MAINTAIN AN INDOOR TEMPERA- TURE OF 70' AT 36" ABOVE THE FLOOR WHEN OUTDOOR AIR TEMPERATURE IS AS SPECIFIED IN WSEC SECTION 304 AND UBC SECTION 1211. FUEL BURNING EQUIPMENT LOCATED WITHIN THE BUILDING ENVELOPE CONSTRUCTED PER _ WSEC SHALL. OBTAIN COMBUSTION AIR FROM THE OUTDOORS BY MEANS OF AN 8 "0 2S (.01 9 INCH) GALV. DUCT AND REFULATED BY A MOTORIZED DAMPER; SEE ALSO UMC SECTION 607. COMBUSTION/FRESH AIR SUPPLY THROUGH DUCT SHALL BE MANAGED BY A 24 -HOUR CLOCK TIMER. FUEL BURNING EQUIPMENT LOCATED OUTSIDE THE BUILDING ENVELOPE SHALL COMPLY WiTH UMC SECTION 601. APPLIANCES LOCATED IN GARAGES SHALL COMPLY WITH UMC SECTION 508. SHALL BE SUITABLY PROTECTED AGAINST DAMAGE, AND SHALL BE INSTALLED WITH CLEARANCES IN ACCORDANCE WiTH THEIR LISTINGS. ALL WARM AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED TO LISTED SPECIFi- CATiONS AND UMC SECTION 504. APPLIANCES INTENDED FOR INSTALLATION IN CLOSETS, ALCOVES. OR CONFINED SPACES. SHALL BE SO USTED. NO WARM MR FURNACES SHALL BE INSTALLED IN A ROOM USED OR DESIGNATED TO BE USED AS A BEDROOM, BATHROOM, CLOSET, OR ANY OTHER ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE. EXCEPT' DIRECT VENT FURNACES, ENCLOSED FURNACES. AND ELEC- TRIC HEATING FURNACES. SEE UMC SECTION 704. NO FURNACE OR GAS APPLIANCE MAY BE LOCATED UNDER A STAIRWAY. WARM MR FURNACE INSTALLATIONS IN ATTICS OR CRAWL SPACES SHALL COMPLY WNITH UMC SECTIONS 708 R 709. CAS METERS SHALL NOT BE LOCATED UNDER STAIRWAYS, NEAR HEAT PRODUCING APPLIANCES, OR WITHIN BOILER. FURNACE. ENGINE. OR ELECTRIC HEATER ROOMS. LIQUIFIED PETROLEUM G/AS- BURNING APPLIANCES SHALL. NOT BE INSTALLED IN A PIT, BASEMENT, OR SIMILAR LOCATION WHERE HEAVIER- THAN -AIR GAS MIGHT COLLECT, NOR SHALL THEY BE INSTALLED IN MN ABOVE GRADE UNDERFLOOR SPACE OR BASE- MENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS OF REMOVAL OF UNBURNED GAS. SEE UMC SEC 304. DUCTWORK: SEE OTHER NOTE GROUPS. THIS PAGE. THESE PLANS ARE SCHEMATIC ANO DO 140T SHOW EXACT ROUTING OR OFFSETS THAT MAY BE REQUIRED. THE MECHANICAL CONTRACTOR IS TO COORDINATE WITH ALL. OTHER TRADES AND IS TO VERIFY ALL CLEARANCES BEFORE COMMENCING WORK. MATERIALS, METHODS. AND INSTALLATION SHALL COMPLY WITH THE PROVISIONS OF THE 1997 EDITIONS OF THE UNIFORM MECHANICAL CODE, UNIFORM BUILDING CODE. UNIFORM FIRE CODE, AND LOCAL CODES AND ORDINANCES. FLEXIBLE DUCTS SHALL CONSIST OF A REINFORCED VAPOR BARRIER, 1 -1/2" FIBERGLASS INSULATION (R -5). AND A NON- PERFORATED INTERIOR LINER WITH WIRE HELIX. DUCT SHALL BE A UL 181 USTED CLASS 1 MR DUCT. FLEXIBLE DUCTS SHALL ONLY BE USED WHERE SHOWN AND SHALL NOT EXCEEED 10' - O" IN LENGTH UNLESS NOTED OTHERWISE. DUCT CONS'TRUC'TION AND HANGING SHALL COMPLY WiTH CHAP 10 OF THE 1994 UMC AND WiTH CURRENT SMACNA STANDARDS. EARTHQUAKE BRACE AU.. DUCTS 24" DIAMETER AND LARGER WHICH ARE SUSPENDED WY HANGERS 12" OR MORE IN LENGTH. PROVIDE EARTHQUAKE BRACING 30 "oc MAX. PROVIDE EARTHQUAKE RESTRAINT FOR HVAC EQUIPMENT IN ACCORDANCE WITH 1994 UBC. HVAC EQUIPMENT, VALVES, AND DAMPERS SHALL SE LOCATED IN EASILY ACCESIBLE LOCATIONS. UNLESS SHOWN ON ARCHI- TECTURAL DRAWINGS, REQUIRED ACCESS PANELS SHALL BE PROVIDED AND INSTALLED BY THE MECHANICAL CONTRACTOR. PROVIDE TURN VANES IN ALL MITERED 90'S AND TEE'S. EXCEPT IN KITCHEN HOOD EXHAUST SYSTEM AND LAUNDRY VENT SYSTEM. FIRE DAMPERS ARE NOT REQUIRED IN AIR DUCTS PASSING THROUGH OCCUPANCY SEPARATION WALLS, CEILINGS. OR FLOORS PROVIDING DUCTWORK WITHIN THE GARAGE IS CONSTRUCTED OF STEEL NOT LESS THAN 0.019" THICK (20 GALV SHEET GAUGE) AND DOES NOT HAVE ANY OPENINGS INTO THE GARAGE. WATER HEATERS: GAS APPLIANCE REQUIREMENTS ABOVE ALSO APPLY. ALL WATER HEATERS SHALL COMPLY WITH 1987 NAECA STANDARDS AND SHALL BE SET ON AN R -10 RIGID INSUL SECURE WATER HEATER TO WALLS WiTH GALV. METAL. STRAPPING UNLESS RIGID PIPING IS USED TO CONNECT WATER HEATER TO SUPPLY UNES. PRESSURE REUEF VALVE SHALL DRAIN TO EXTERIOR. FURNACE, WATER HTR, and DUCTWORK REFERENCE GENERAL: THERMAL. INSULATION STANDARDS ARE TO COMPLY WiTH JULY 1997 WASHINGTON STATE ENERGY CODE STANDARDS. BUILDING: WALL CAVITY INSULATION SHALL BE SUPPLED TO THE FACE OF STUDS AND SHALL FILL THE ENTIRE CAVITY. DO NOT COMPRESS INSULATION AT PLUMBING OR ELECTRICAL CONDITIONS; CUT OPENING THROUGH WHIICH PIPE OR WIRE MAY PASS, AND AT FIXTURES BACK WITH RIGID INSULATION. TO ACHIEVE REQUIRED 'R- VALUE'. INSULATION IN FLOORS IS TO BE SUPPORTED AGAINST SAGGING OR OTHER DISPLACEMENT BY TWINE. WIRE. SCREENING, OR OTHER MEANS THAT DOES NOT COMPRESS THE INSULATION. INSULATE BEHIND SHOWERS AND TUBS IN ALL WALLS. FOAM PLASTIC INSULATION SW.U. COMPLY WITH UBC SEC 1712. WHEN INSULATION MATERIALS ARE INSTALLED IN CONCEALED SPACES, THE FLAME - SPREAD AND SMOKE DEVELOPED UMiTA- TIONS DO NOT APPLY TO THE FACING PROVIDING THE FACING iS INSTALLED IN SUBSTANTIAL CONTACT WITH THE UNEX- POSED SURFACE OF THE CEIUNG, FLOOR, OR WALL FINISH. THE FOLLOWING MINIMUM INSULATION STANDARDS SHALL BE MET UNLESS OTHERWISE CALCULATED BY APPROVED WSEC PROCEDURES: R -30 INSULATION IN SLOPING CEIUNGS AND FLOORS OVER UNHEATED AREAS R - 313 IN FLAT CEILINGS - 'R -21 INSULATION IN ALL 2x6 WALL CAVITIES - R -10 RIGID INSULATION SEPARATING THE FLOOR SLAB FROM THE FOUNDATION WALL AND THEN EXTENDING 24" BACK UNDER THE SLAB WHEN THE SLAB IS WITHIN 18" OF THE EXTERIOR FINISH GRADE - R -1O RIGID INSULATION ON THE EXTERIOR FACE OF THE FOUNDATION WALL EXTENDING FROM THE TOP OF THE WALL. DOWN A MINIMUM OF 24" BELOW THE EXTERIOR FINISH GRADE WHERE THE INTERIOR FLOOR SLAB IS WITHIN 24" OF THE EXTERIOR FINISH GRADE. RIGID INSULATION USED IN THIS MANNER SHALL BE EXTRUDED POLYURETHANE AND SHALL BE PROTECTED FROM MOISTURE AND DAMAGE. •- BASEMENT WALLS ADJACENT TO FOUNDATION WALLS SMALL ALSO BE INSULATED WITH R -19 INSULATION. WINDOWS, DOORS, & PANELS: ALL WINDOWS AND DOORS SHALL BE TESTED UNITS WITH INSULATED GLASS AND /OR COMPLYING WITH WSEC STANDARDS. CRAWL AND ATTIC ACCESS PANELS ARE TO BE WEATHER - STRIPPED AND INSULATED THE SAME AS THE ADJACENT BUILDING ASSEMBLY. WATER HEATERS: ALL WATER HEATERS SHALL BE SET ON AN R -10 RIGID INSUL PAD WHEN PLACED IN UNHEATED SPACES. DUCTWORK: INSULATION OF DUCTWORK SHALL COMPLY WITH UMC SECTION 1005, TABLE 10 -0, WSEC TABLE 4-10, AND SHALL BE INSULATED TO R -8 MINIMUM. ,JOINTS AND SEAMS SHALL BE MADE SUBSTANTIALLY AIR TIGHT SEE UMC SECTION 1002(c) AND TABLES 10 -A Alt 10 -B. DUCTS SHALL. BE INSULATED PER 1997 WSEC STANDARDS AND AS FOLLOWS: - DUCT WRAP SHALL BE 2.0" (0.75 lb /CF) FIBERGLASS DUCT INSULATION WiTH A FACTORY APPUED REINFORCED ALUMINUM FOIL VAPOR BARRIER. - SOUND UNING IN DUCTS WITHIN ROOF CEIUNG SPACE SHALL BE 1.5" (1.5 ID/CF) FIBERGLASS DUCT LINING COATED TO PREVENT FIBER EROSION AT VELOCITIES UP TO 4000 CFM. PIPING: PIPING FOR HOT WATER /STEAM HEATING SYSTEMS AND CONTIUOUSLY CIRCULATING HOT WATER SYSTEMS SHALL BE INSULATED IN ACCORDANCE TO WSEC STANDARDS. HOT AND COLD WATER PIPES MUST BE INSULATED TO R -3 WHEN LOCATED IN UNHEATED SPACES. INSULATION REFERENCE GENERAL ALL FRAMING SHALL COMPLY WITH U8C CHAPTER 23. ALL. LUMBER GRADES SHALL CONFORM TO "WWPA" GRADING RULES FOR WESTERN LUMBER, LATEST EDITION. ALL LUMBER, PLYWOOD. PARTICLE BOARD. END - JOINTED LUMBER, STRUCTURAL GLU- LAMINATED TIMBERS, FIBERBOARD SHEATHING AND HARDBOARD SIDING (WHEN USED STRUCTURALLY) PILES, AND POLES REGULATED BY THIS CHAPTER OF THE UBC SHALL CONFORM TO THE APPLICABLE STANDARDS OR GRADING RULES SPECIFIED IN THE UBC AND SHALL BE SO IDENTIFIED BY THE GRADE MARK OR CERTIFICATE OF INSPECTION ISSUED BY AN APPROVED AGENCY ALL LUMBER, TIMBER, POLES. OR PLYWOOD THAT IS REQUIRED TO BE TREATED WOOD UNDER UBC SECTION 2516(c) SHALL BE IDENTIFIED BY THE QUALITY MARK OF AN APPROVED AGENCY WHICH MAINTAINS CONTINUED SUPERVISION, TESTING. AND INSPECTION OVER THE QUALITY OF THE PRODUCT AS SPECIFIED IN UBC STANDARD 25 -12. WOOD END BEARING SHALL HAVE SUFFICIENT BEARING AREA BASED ON ALLOWABLE VALUES FOR THE SPECIES OF WOOD FOR COMPRESSION PERPENDICULAR TO GRAIN AS SET FORTH IN UBC TABLE 25 -A -1. SPLICES BETWEEN WOOD MEMBERS OF SUPPORTS SHALL BE ADEQUATELY TIED PER UBC SECTION 2510. LUMBER: ALL FLOOR JOISTS, CLG JOISTS IN ATTIC AREAS WiTH STORAGE, BEARING WALL FRAMING. BEAMS, HEADERS. POSTS. RAFTERS, AND STRINGERS SHALL BE HEM -FIR #2. OR BTR. AU.. GLU - LAM BEAMS SHALL BE FABRICATED FROM STRESS RATED LUMBER. AND WITH A DEAD LOAD CAMBER NON -LOAD BEARING FRAMING TO BE STUD GRADE OR BTR. ALL STRUCTURAL LUMBER EXPOSED TO WEATHER OR DAMP CONDITIONS SHALL BE TREATED, CEDAR. OR RECIEVE A FIELD APPLICATION ON ALL SIDES PRIOR TO INSTALLATION OF AN APPROVED MOISTURE PROTECTING STAIN OR EQUAL STUDS: WOOD STUD FRAMING SHALL COMPLY WITH UBC SECTION 2517(g) AND TABLE 25 -N -8. ALL EXTERIOR WALLS AND MAIN CROSS -STUD PARTITIONS SHALL BE THOROUGHLY AND EFFECTIVELY BRACED; SEE UBC SECTIONS 2517(g) 0 2303. R EXTE NOR WALLS AND BEARING PARTITIONS MAY HAVE STUDS CUT OR NOTCHED TO A DEPTH NOT EXCEEDING 25 PERCENT OF THE STUD WIDTH. PARTITIONS SUPPORTING NO OTHER LOAD OTHER THAN TITS OWN WEIGHT MAY HAVE STUDS NOTCHED UP TO 40 PERCENT OF THE STUD WIDTH. A HOLE NO GREATER IN DIAMETER THAN 40 PERCENT OF THE STUD WIDTH MAY BE BORED IN ANY WOOD STUD. BORED HOLES NOT GREATER THAN 60 PERCENT OF THE STUD WIDTH IS PERMITTED IN NON - BEARING PARTITIONS IN ANY WALL PROVIDING THE BORED STUD IS DOUBLED AND NOT MORE THAN 2 SUCCESSNE DOUBLE STUDS ARE SO BORED. BORED HOLES SHALL BE NO CLOSE. THAN 5/8" TO THE SIDE OF THE STUD MID SHALL NOT BE ' ACATEb IN THE SAME SECTION AS A CUT OR NOTCH. FOUNDATION CRIPiRE WALLS SMALL BE FRAMED OF STUDS NOT LESS P4 VE THAN THE STUDDING ABOVE AND NOT LESS THAN 14 IN LENGTH; OTHERWISE USE SOLID FRAMING. ORIPPLE WALLS INCEEDNG 4'-Q" M HEIGHT OR SUPPORTING MORE THIN ONE STORY SHALL BE FRAMED AS REQUIRED BY UBC SECTION 2517(g). BEARING PARTITIONS PERPENactaAR TD JOISTS SHALL NOT BE OFFSET FROM SUPPORTING GIRDERS, WALLS. OR PARTITIONS BY BY MORE THAN DEPTH OF THE JOIST ON WHICH SUCH PARTITIONS ARE BEARING. BEAMS: SPUCES BETWEEN WOOD MEMBERS OR SUPPORTS SHALL. BE ADEQUATELY TIED PER UDC SECTION 2518. HEADERS WiTH SPANS 4' -0" OR LESS SHALL HAVE A MINIMUM END BEARING OF 1 -1/2 "; ALL OTHER HEADERS HAVING A MINIMUM END BEARING OF 3 ". FLOOR AND CEILING JOISTS SHALL HAVE A MINIMUM END BEARING OF 1 -1/2 ". BEARING CONDITIONS ON PLANS SHALL TAKE SHALL TAKE PRECEDENCE WHEN GREATER THAN THESE MINIMUMS. WOOD END BEARING: SHALL. HAVE SUFFICIENT BEARING AREA BASED ON ALLOWABLE VALUES FOR THE SPECIES OF WOOD FOR COMPRESSION PERPENDICULAR TO GRAIN AS SET FORTH IN UBC TABLE 25 -A -1. JOISTS: JOISTS UNDER AND PARALLEL TO BEARING WALLS SHALL BE DOUBLED PER UBC SECTION 2517(d), MINIMUM. FOR CONVENTIONAL CONSTRUCTION THE ENDS OF JOISTS SHALL NOT HAVE LESS THAN 1 -1/2" OF BEARING ON WOOD OR METAL, NOR LESS THAN 3' ON MASONRY, EXCEPT WHERE SUPPORTED ON A 1X4 RIBBON STRIP WHILE NAILED TO THE ADJOINING STUD. SEE UBC SECTION 2517(d). NOTCHES AT THE END OF JOISTS SHALL NOT EXCEED 1/4 OF THE DEPTH OF THE JOiST. HOLES BORED FOR PIPES OR CABLE SHALL NOT BE WITHIN 2' OF THE TOP OR BOTTOM OF THE JOIST, AND THE DIAMETER OF THE HOLE SHALL NOT EXCEED I /3 OF THE DEPTH OF THE JOIST. NOTCHES FOR PIPES IN THE TOP OR BOTTOM OF JOISTS SHALL NOT EXCEED 1/8 OF THE DEPTH AND SHALL NOT BE LOCATED IN THE MIDDLE 1 /3 OF THE SPAN. BLOCKING: FIREBLOCKING AND DRAFTSTOPPING SHALL BE INSTALLED TO CUT OFF ALL CONCEALED DRAFT OPENINGS BOTH HORIZONTAL AND VERTICAL SEE UBC SECTION 2516(F). LISTED BLOCKING SHALL BE SECTIONS 2� 605(h) DA 2317(d). -- BETWEEN STUDS AND ADJACENT TO STAR STRINGERS FOR FULL LENGTH OF RUN - BETWEEN STAIR STRINGERS AT TOP, BOTTOM, AND MIDDLE OF RUN. - iN WALLS TO SUPPORT PLUMBING & OTHER MECHANICALS - IN WALLS TO SUPPORT CLOSET POLES. SHELVES, SHOWER CURTAIN RODS. TOWELS BARS, SURFACE MOUNTED FIXTURES M R REQUIRING TT AND OTHER ITEMS E U LNG A H NT o ATTACHMENT TO FRAMING - IN FLOORS BETWEEN JOISTS AT MID -SPAN OR THIRD - SPAN AS SHOWN IN DRAWINGS -- IN FLOORS BETWEEN JOISTS UNDER WALLS ABOVE (MAY BE DOUBLE OR TRIPLE -SEE DRAWINGS) - WITHIN FLOORS UNDER POSTS AS REQUIRED TO MAINTAIN CONTINUOUS BEARING DOWN TO TOPS OF BEAMS, POSTS. OR FOUNDATION WALLS - KITCHEN WALLS AT 4' -0" ABOVE SUB -FLOOR AS DRAFTSTOP BATHROOM WALLS AT 4' -O" ABOVE SUB -FLOOR AS DRAFTSTOP - IN WALLS WHERE EVER SOLID OR OPEN RAILINGS ATTACH TO WALL SURFACES, BOTH INTERIOR AND EXTERIOR - RAILINGS AND HALF -WALLS - IN WALLS AND /OR CEILINGS AS REQUIRED TO SUPPORT INTERIOR FINISHES AND TRIM (FRAMING AND /OR BLOCKING MUST EXIST AT 18 "oc ALONG EDGES -NO "FLOATING" EDGES) - IN WALLS WHERE FLOORS, PLATFORMS, STAIR LANDINGS. ROOF ASSEMBLES, OR OTHER WALKING SURFACES ATTACH BELOW WALL TOP PLATE BETWEEN TRUSSES AT RIDGES. EAVES, AND UNDER FLAT VALLEYS. - BETWEEN TRUSSES AT SHEATHING PANEL EDGES AS REQUIRED FOR SHEAR DIAPHRAGMS. • AS REQUIRED TO SUPPORT UTILJTES. VENT STACKS. ETC... - BETWEEN CEILING JOISTS AS REQUIRED TO SUPPORT INTERIOR FINISHES, ELCTRICAL FIXTURES, ETC... WITHIN CEILINGS UNDER POSTS AS REQUIRED TO MAINTAIN CONTINUOUS BEARING DOWN TO TOPS OF BEAMS. POSTS. OR FOUNDATION WALLS BLOCKING SMALL BE INSTALLED SQUARE. PLUMB, PARALLEL MD TIGHT FITTING AS REQUIRED BY PURPOSE OF INSTAL - ‘AT1ON AND MAY BE INSTALLED "FLAT- WHEN SUPPORTING CLOSET POLES. ETC... FiREBLOCKING MID DRAFTSTOPPING SHALL. BE INSTALLED TO CUT OFF ALL CONCEALED DRAFT OPENINGS, BOTH HORIZONTAL TWO VERTICAL SEE UBC SECTION 2516(F). SHEATHING: EXTERIOR WOOD STUD STUD WALLS SHALL BE COVERED ON THE OUTSIDE WITH MATERIALS SPECIFIED IN UBC SECTION 2516(g). ALL PANEL SHEATHING SHALL BEAR A STAMP IDENTIFYING THE PANEL AS APPROPRIATE FOR 'LIME USE FOR WHICH IT IS BEING APPLIED. • EXTERIOR WOOD STUD STUD WALLS SHALL BE COVERED ON THE OUTSIDE WITH MATERIALS SPECIFIED IN UBC SECTION 2516(g). STRUCTURAL SUB- FLOORING, PLANK FLOORING, AND COMBINED SUB -FLOOR UNDERLAYMENT FLOOR SYSTESIS SHALL COMPLY WITH UBC SECTIONS 2516(h) & 2517(e). ALL STRUCTURAL. SOFTWOOD PLYWOOD, PAR'TiCLE BOARD. WAFERBOARD, AND ORIENTED STRAND BOARDS MUST HAVE AN "EXTERIOR" OR 'EXPOSURE 1" RATING. HORIZONTAL AND VERTICAL DIAPHRAMS SHEATHED WiTH PLYW000 SHALL BE CONSTRUCTED TO RESIST FORCES NOT EXCEEDING THOSE SET FORTH IN UBC SECTION 2.516(g). ENGINEERED SHEAR DIAPHRAM SHEATHING IS AS SPECIFIED IN ENGINEERING DETAILS /CALCULATIONS. ROOF SHEATHINGS SHALL BE IN ACCORDANCE WITH UBC TABLES 25-S- 1 & TABLE 25 -5 -2 FOR PLYWOOD. TABLE 25 -S -2 FOR LUMBER. & TABLE 25 -S -3 FOR PARTICLE WARD; SEE ALSO UBC SECTION 2517(h)7. ROOF SHEATHING SHALL BE A MINIMUM OF 1" NOMINAL THICKNESS PER UBC TABLE 25 -0 -B OR PLYWOOD BONDED WITH AN EXTERIOR GLUE PER UBC SECTION 2517(h)7 AND TABLES 25 -R -1 AND 25 -R -2. PLYWOOD SHEATHING EXPOSED ON THE UNDERSIDE SHALL BE BONDED WITH EXTERIOR GLUE PER UBC SECTION 2517(h)7. PLYWOOD EXPOSED TO WEATHER SHALL BE C -D EXTERIOR GRADE OR BETTER; SEE UBC SECTIONS 3202 & 424. TRUSSES: TRUSSES SHALL BE PRE - ENGINEERED WOOD TRUSSES BEARING THE MANUFACTURER'S STAirP. DESIGN LOAD, AND SPACING. TRUSSES SHALL BE BRACED PER MANUFACTURER'S SPECIFICATIONS AND CONNECTED TO WALLS SO AS TO BE AN INTEGRAL PART OF THE STRUCTURE. TRUSSES SHALL NOT BE FIELD MODIFIED WITHOUT PRIOR BUILDING DEPARTMENT APPROVAL. TRUSS MANUFACTURING/SHOP/INSTALLATION DRAWINGS SHALL. AT THE JOB SITE AT ALL TIMES. TRUSS MANUFACTURER SMALL SPECIFY ALL METAL FASTENERS. HANGERS. ETC... AS REQUIRED TO SECURE AND SUPPORT TRUSSES. 11AODIFiCATION OF STRUCTURAL CONDITIONS RESULTING FROM ALTERNATIVE TRUSS TYPES /POSITIONING SMALL BE THE TRUSS MANUFACTURER'S RESPONS1BIUTY. TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE 'DESIGN SPECIFICATION FOR METAL PLATE CONNECTED W000 TRUSSES, TPI -78 ". ALL DOCUMENTS SUBMITTED FOR BUILDING DEPARTMENT APPROVAL SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED LICENSED ENGINEER IN THE STATE OF WASH. SUBMITTED DOCUMENTS SHALL CLEARLY INDICATE ALL TRUSS SHAPES, BEARING POINTS, INTERSECTIONS, HIPS, VALLEYS, ETC... AND CONNECTION CONDITIONS INCLUDING SPECIFIED FASTENERS AND HANGERS. ROOF TRUSSES SHALL HAVE JOINTS WELL. FITTED AND SHALL HAVE TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD IS PLACED UPON THE TRUSSES DIAGONAL AND SWAY BRACING SHALL BE USED TO BRACE ALL ROOF TRUSSES; SEE UBC SECTION 3202(a). ALL. TRUSSES SHALL BE FRAMED AND TIED INTO OTHER FRAMEWORK AND WALLS SO AS TO BE AN INTEGRAL PART OF THE WHOLE BUILDING. RAFTERS /HIPS: WHERE ROOF SLOPES ARE 3/12 OR LESS ALL MEMBERS SUPPORTING RAFTERS AND CEIUNG JOISTS SHALL BE DESIGNED AS BEAMS, AND SUCH MEMBERS ARE RIDGE BOARDS, HIPS, AND VALLEYS; SEE UBC SECTION 2517(h)1. RAFTER TIES THAT ARE NOT PARALLEL TO ADJACENT CEILNG JOISTS SHALL BE SPACED AT NO MORE THAN 4' -O "oc AND FASTENED AS REQUIRED TO SECURE RAFTER. SEE UBC SECTIONS 2303 & 2517(h)4. RIDGES AND HIPS SHALL BE SIZED SO AS TO PERMIT FULL CONTACT BY THE CUT END OF THE RAFTER. BRACING: ALL EXTERIOR WALLS AND MAIN CROSS STUD PARTITIONS SHALL AE EFFECTIVELY BRACED TO UBC SECTIONS 2517(g), 2303, AND TABLE 25 -V. BRIDGING. SOU) BLOCKING AND CROSS BRACING PER UBC SECTION 2506(h). POSTS /COLUMNS: ALL BEARING LOADS SHALL BE "CHASED" THROUGH FRAMING BY MEANS OF STUDS OR SOLID POSTS FROM POINT OF ORIGIN TO TOP OF FOUNDATION WALLS. GIRDERS. OR PAD FOOTINGS. COLUMNS. POSTS, AND PIER -POSTS SHALL BE FRAMED TO TRUE END BEARING AND ADEQUATELY ANCHORED AT TOP AND BOTTOM TO INSURE AGAINST UPUFT AND LATERAL DISPLACEMENT. SEE UBC SECTIONS 2303 & 2510. AND STANDARD 25 -17. HANG ERS/HO LD DOWN S/STRAPS: ALL SUCH FRAMING ANCHORAGE SHALL BE INSTALLED AS REQUIRED TO SUPPORT MAXIMUM LOADING AS SPECIFIED BY THE PRODUCTS' MANUFACTURER(S). ENGINEERED CONDITIONS TAKE PRECEDENCE. ANCHORAGE SHALL 8E MANUFACTURED BY 'SIMPSON" AND ARE SO LABELED ON THE PUNS. NAIUNG: FRAME NAILING IS TO BE INCOMPLIANCE WITH UBC SECTION 2517(j) AND TABLE 23 -II- B 1 FOR SIZE AND SPACING, AND FOR LATERAL AND WiTHDRAWL STRENGTH. SECTION 2510(1) AND TABLES 25 -G AND 25 -H. ENGINEERED CONDITIONS TAKE PREECEDENCE OVER UBC TABLES. 2 - 2x10 JOISTS - NAIL w/ 11541 NAILS 0 16" oc STAGGER 3-2x10 JOISTS - NAIL w/ 20d NAILS 0 16" oc STAGGER 4 JOISTS - BOLT w/ 1/2" M.B. 0 1 62" oc STAGGER 5-20 10 JOISTS - BOLT w/ 1 /2' M.B. 0 162" oc STAGGER FLASHING: ALL PLASHING SHALL BE ALUMINUM. FLASHING SHALL BE INSTALLED OONCEALED. EXCEPT VALLEY FLASHING IF SO SPECIFIED IN DRAWINGS. STEP FLASHING SHALL BE INSTALLED WHEREVER SLOPING ROOF ASSEMBLIES ATTACH TO WALLS. AND CONTINUOUS "L' TYPE FLASHING SHALL BE INSTALLED WHERE RIDGES ATTACH TO WALLS. CONTINUOUS Ta TYPE FLASHING ALL EAVES AND RAKES. LUMBER GRADES: SHALL. BE INSTALLED At STUDS: 2x HEM -FIR /2 or BTR, 1 roc. POSTS: DF#2 or BTR - SEE PLANS SOU° BEAMS: DF02 or BTR -' SEE PLANS IGLU - LAM BEAMS: DOUG - FiR COMBINATION, 24f -V4 - SEE PLANS FRAMING CODES AND SPECIFICATIONS (Engineered conditions take precedence REFERENCE ' GENERAL: EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES. OPENINGS BETWEEN WALLS AND FOUNDATION. BETWEEN WALLS AND ROOF AND WALL PANELS. OPENINGS AT PENTRATIONS OF UTILITY SERVICES THROUGH WALLS, FLOORS, AND ROOFS; D ALL OTHER OPENINGS IN THE BUILDING ENVELOPE SHALL BE SEALED, CAULKED, OASKETED, OR WEATHERSTRIPPED TO LIMIT MR LEAKAGE. VERIFY FiRESTOP REQUIREMENTS WITH LOCAL BUILDING OFFICIAL. FOR UTILITY PENETRATIONS THROUGH FIRE - RATED ASSEMBLIES. SUPPLY VENTILATION -FRESH MR: FRESH AIR SHALL. BE PROVIDED TO THE HEATED LIVING PACES VIA AN INTEGRATED SYSTEM WITH THE FURNACE PER PRESCRIPTIVE REQUIREMENTS OF THE 1997 WSEC. WHOLE HOUSE VENTILATION SHALL COMPLY WiTH ME FOLLOWING: - INTEGRATED WITH FORCED MR FURNACE WiTH INTERMITTENT OPERATION REGULATED BY 24 -HOUR TiMER; FURNACE FAN. WHOLE HOUSE FAN. AND MOTORIZED INLET DAMPER • THE FRESH AIR INLET DUCT SHALL BE INSULATED TO R - 4 WHEN RUNNING THROUGH CONDITIONED SPCAES. - A MANUALLY CONTROLLED DAMPER SHAD_ ALSO BE INSTALLED WITHIN THE INLET DUCT TO REGULATE AIR FLOW BETWEEN 0.35 ACHMINIMUM AND 0.60 ACH MAXIMUM - THE ACH RATING MAY NOT BE LESS THAN THE SUM OF 15 CFM PER BEDROOM PLUS 15 CFM FOR LANG SPACE. - THE MOTORIZED INLET DUCT DAMPER SHALL BE OPEN WHEN THE VEt' 1LATION CLOCK IS ON AND OFF AT ALL OTHER TIMES. - THE INLET DUCT SHALL BE SCREENED SO AS TO PREVENT ENTRY IN TO THE DUCT BY INSECTS, LEAVES, & OTHER DEBRIS. �- THE DUCT MAY NOT BE LOCATED WHERE HAZARDOUS. UNSANITARY, ODOROUS, OR FLAMMABLE FUMES MAY ENTER INLET DUCT. IN A ROOM WITH A FUEL BURNING APPLIANCE IN AN ATTiC. GARAGE. OR CRAWL SPACE, OR WITHIN 10' -0' OF AN APPLIANCE OR PWMSING SYSTEM VENT, UNLESS SUCH EXHAUST VENT iS 38" OR MORE ABOVE THE INLET DUCT. • THE WHOLE HOUSE FAN SHALL BE LOCATED W THE CEIUNG OF THE UPPERMOST LEVEL. AND SHALL HAVE AN ACM RATING BETWEEN 0.35 AND 0.50. ▪ WHERE OUTDOOR MR IS PREVENTED FROM ENTERING A SPACE BY A DOOR, PROVISIONS SHALL BE MADE TO ENSURE MR FLOW. - A LETTER OF SYSTEM COMPLIANCE PATH CFM AND ACH RATINGS MUST BE MADE AVAILABLE TO THE BUILDING INSPECTOR PRIOR TO ISSUANCE OF iA 'CERTIFICATE OF OCCUPANCY. FANS: SOURCE SPECIFIC FANS SHAD. COMPLY WITH THE FOLLOWING: - FLOW RATE AT 0.25 W.G. IS MEASURED AT WALL CAP - 50 Cal MIN. FOR BATHROOMS, LAUNDRY, AND POWDER ROOMS - 100 CFM MIN. FOR KITCHENS - EXHAUST DUCTS ARE TO BE INSULATED TO R -4 WHEN RUNNING THROUGH CONDITIONED SPACES. - BACKDRAFT DAMPERS SHALL BE INSTALLED - EXHAUST DUCT SHALL TERMINATE OUTDOORS - INSTALLATION SHALL. COMPLY WITH WSEC TABLE 3 -3 ' - FAN OPERATION CONTROLLED BY READILY ACCESSIBLE MANUAL SWITCHES APPLIANCES: ALL CLOTHES DRYERS. NON - ELECTRIC FURNACES AND WATER HEATERS, AND LIQUID FUEL BURNING APPLIANCES SMALL BE VENTED DIRECTLY TO THE OUTDOORS BY DIRECT VENT OR FORCED DRAFT VENTING. ALL RANGES. COOKTOPS, AND EXHAUST HOODS THAT ARE NOT SELF - VENTING SHALL BE VENTED DIRECTLY TO THE OUTDOORS. UGHT FIXTURES: ALL RECESSED LIGHT FIXTURES SHALL BE TYPE IC RATED. MANUFACTURED WiTH NO PENETRATIONS BETWEEN THE INSIDE OF THE FIXTURE AND THE CEIUNG CAVITY, AND SEALED OR GASKETED AT THE POINT OF PENETRATION THROUGH THE CEILING FINISH MATERIAL AGAINST AIR LEAKED IN TO THE CEIUNG CAVITY. OUTLET & SWITCH BOXES: OUTLET AND SWITCH BOXES LOCATED IN EXTERIOR WALLS ARE TO BE SEALED AT THE BACK AND SIDES OF THE BOXES, OR SEALED WITH A FACE PLATE GASKET. REFERENCE • NATURAL VENTILATION: FOR THE PURPOSE OF DETERMINING UGHT AND VENTILA- TION REQUIREMENTS. ANY ROOM MAY BE CONSIDERED A PORTION OF AN ADJOINING ROOM WHEN ONE HALF OF THE AREA OF THE COMMON WALL IS OPEN ANO UNOBSTRUCTED AND PROVIDES AN OPENING OF NOT LESS THAN I /20 OF' THE FLOOR AREA OF THE INTERIOR ROOM OR 25 SQ. FT., WHICH EVER IS GREATER. SEE UBC SECTION 1205(o). KITCHENS WITHOUT NATURAL VENTILATION SHALL. BE PROVIDED WITH EXHAUST FANS CONNECTED DIRECTLY TO THE OUTSIDE OR OTHER VENTILATION SYSTEMS APPROVED BY THE BUILDING OFFICIAL HAVING A CAPACITY OF NOT LESS THAN THAT SPECIFIED IN WSEC SECTION 305 AND TABLE 3 -1. EXTERIOR OPENINGS FOR NATURAL LIGHT AND VENTILATION SHALL. OPEN DIRECTLY ON TO A STREET, PUBLIC ALLEY. OR TO A COURT OR YARD LOCATED ON THE SAME LOT AS THE BUILDING. SEE UBC SECTION 1205(o). NATURAL VENTILATION TO HABITABLE ROOMS SHALL BE OBTAINED THROUGH OPERABLE GLAZED OPENINGS OF NOT LESS THAN 1/20 OF THE FLOOR AREA TO BE VENTED NOR LESS THAN 5 SF, OR PROVIDE MECHANICAL VENTILA- TiON PER WSEC STANDARDS. ALL BATHROOMS, WATER CLOSET COMPARTMENTS. LAUNDRY ROOMS, AND SIMILAR ROOMS SHALL HAVE A MINIMUM EXTERIOR OPENING OF NOT LESS THAN 1-1/2 SQ. FT., - OR PROVIDE MECHANICAL VENTILATION WiTH A CAPACITY NOT LESS THAN THAT SPECIFIED IN WSEC SECTION 305 AND TABLE 3-1. CRAWL SPACES ARE TO HAVE PERIMETER VENT OPENINGS OF AN AREA NOT LESS THAN 1 150TH OF THE AREA TO BE VENTED, AND LOCATED AS NEAR AS POSSIBLE TO CORNERS. AND AS REQUIRED TO PROVIDE THROUGH VENTILATION. WHEN APPROVED BY 'THE REVIEWING BUILDING OFFICIAL. THE REQUIRED VENT AREA FOR CRAWL SPACES HAVING DRY CONDITIONS MAY BE REDUCED TO 1/1500 OF THE AREA TO BE VENTED. ATTiC SPACES ARE TO HAVE SAVE VENTS EQUALLING 1 /150TH OF THE AREA TO BE VENTED UNLESS A MINIMUM OF 1 /2 OF THE REQUIRED VENTING AREA iS LOCATED A MINIMUM OF 36' ABOVE THE SAVE PLATE, IN WHICH CASE THE VENTING AREA MAY BE REDUCED TO 1 /300TH OF THE AREA TO BE VENTED. WHERE EVER INSULATION MAY COME IN TO CONTACT WiTH THE UNDERSIDE OF ROOF SHEATHINGS, A BAFFLE SHALL BE FASTENED ABOVE THE INSULATION AND 1" BELOW THE SHEATHING, AND EXTEND 6" ABOVE BATT INSULATION, OR 12" ABOVE LOOSE FILL INSULATION. VAPOR BARRIERS: A B MIL BLACK POLYETHYLENE VAPOR BARRIER SHALL. BE INSTALLED WITHIN CRAWL SPACE S) DIRECTLY OVER 'THE GROUND, ALL FOOTINGS, AND DING UP ALL FOUNDATION WALLS TO THE MUDSILL... ALL JOINTS SHALL BE CLEANED AND TAPED WITH WATER RESISTANT TAPE. ALL EXTERIOR WALLS AND CEIUNG AREAS SHALL HAVE A VAPOR BARRIER EITHER AS A PART OF THE INSULATION OR SEPARATE 4 MIL POLYETHYLENE SHEET. IN EiTHER APPLICA- TiON ALL VS JOINTS SHALL OCCUR OVER SOLID FRAMING. AND ALL PUNCTURES. WHETHER ACCIDENTAL OR AS A RESULT OF ELECTRICAL, MECHANICAL, OR FRAMING ASSEMBLIES, SHALL SE TAPED OR OTHERWISE MADE SEALED. IAQ, INFILTRATION, and VENTILATION VENTS /CHIMNEYS: ALL APPLIANCES DESIGNED TO BE VENTED SHALL BE CONNECTED TO A VENTING SYSTEM THAT COMPLIES WITH UMC SECTIONS 901 Nit 902 AND TABLES 9 -A 4k 9 -8. EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE 8 OR SW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MANUFACTURER'S INSTRUCTIONS. AND THE PROVISIONS OF UMC CHAPTER 9 AND SECTION 903(o). TYPE 8 OR BW GAS VENTS SHALL TERMINATE NOT LESS THAN 2' - 0" ABOVE THE ROOF THROUGH WHICH IT PENETRATES, NOR LESS THAN 4' - 0' FROM ANY PORTION OF THE BUILDING WHICH EXTENDS AT AN ANGLE MORE THAN 45 DEGREES ABOVE THE HORIZONTAL NOR LESS THAN SHOWN IN UMC FIGURE 1, UNLESS LISTED AND 1t4itO OTHERWISE; SEE UMC SECT. 906(d). 'TYPE L VENTING SYSTEMS SHALL TERMINATE NOT LESS THAN 2' -0" ABOVE THE ROOF THROUGH WHICH IT PENETRATES, NOR LESS THAN 4'-0" FROM ANY PORTION OF THE BUILDING WHICH EXTENDS AT AN ANGLE MORE MORE THAN 45 DEGREES ABOVE THE HORIZONTAL UNLESS LISTED AND TESTED OTHERWISE SEE UMC SECTION 906(e). VENT CONNECTORS SHALL BE INSTALLED WITHIN THE SPACE OR AREA IN WHICH THE APPLIANCE IS LOCATED AND SHALL BE CONNECTED TO A CHIMNEY OR VENT IN SUCH A MANNER AS TO MAINTAIN THE CLEARANCE TO COMBUSTIBLES AS SHOWN IN LAC TABLE 5 -c. DUCTWORK: ALL DUCT SYSTEMS SHALL BE SEALED WiTH LISTED MASTIC TYPE DUCT SEALANT. JOINTS AND SEAMS SHALL BE MADE SUBSTANTIALLY AIR TIGHT. SEE UMC SECTION 1 002(a) AND TABLES 1 0 * 10 - DUCTWORK. LOCATIONS OF. AND SOURCE OF COMBUSTION NR SHALL COMPLY WITH UMC SETIONS 602. 603. 604. & 606. DUCT SYSTEMS SHALL BE OF METAL AS SET FORTH IN UMC TABLES 10 -A, 10 -B, a 10 -C, OR SHALL BE FACTORY MADE AIR DUCTS COMPLYING WITH UMC STANDARD 10 -1. INSTALLATION OF ALL. DUCTWORK SHALL. COMPLY WITH UMC SECTION 1004 AND WSEC. DUCTWORK BEING USED FOR VENTING KITCHEN COOKING APPLIANCES AND EXHAUST HOODS SHALL BE METAL. WITH SMOOTH INTERIOR SURFACES AND SHALL COMPLY WiTH UMC CHAPTER 10 AND SECTION 1104. COMBUSTION MR DUCTS TO FURNACES SHALL BE 28g (.019") GALL. 8" ROUND RIGID METAL.. MR DUCTS AND PLENUMS PASSING THRU THE GARAGE WALLS, FLOOR, OR CEIUNG TO THE DWEUJNG SHALL BE 26g (.019") SHEET METAL AND SHALL NOT CONTAIN ANY OPENINGS TO THE GARAGE. CLOTHES DRYER EXHAUST DUCTS SHALL BE FREE OF ANY PROJECTIONS THAT MAY CAUSE LINT AND DUST BUILD UP WITHIN THE DUCT. WOODSTOVES & FIREPLACES: WOODSTOVES AND FIREPLACES SHALL HAVE TIGHT FITTING DOORS TO THEIR FIREBOXES, AND FIREPLACES SHALL ALSO HAVE A MANUALLY OPERATED 'TIGHT FITTING FLUE DAMPER. WOODSTOVES AND FIREPLACES ARE TO HAVE COMBUSTION AR SUPPLIED DIRECTLY TO THE FIREBOX THROUGH A 8 SQ INCH DUCT WITH A READILY ACCESSIBLE DAMPER. FURNACES: SEE "FURNACE.." NOTES THIS PAGE. ti p oi GENERAL PRIVATE SEWAGE DISPOSAL SYSTEMS SHALL BE DESIGNED BY AN APPROVED WASHINGTON STATE ENGINEER AND STAMPED DRAWINGS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT PRIOR TO CONSTRUCTION OF `THE SEWER SYSTEM. DRAINAGE: ALL PLUMBING FIXTURES AND DRAINAGE PIPING SHALL BE CONNECTED TO A PUBLIC SEWER OR AN APPROVED PRIVATE OR INDIVIDUAL SEWAGE DISPOSAL SYSTEM. _ALL PIPING SHALL BE INSTALLED TO INSURE PROPER FLOW DIRECTION. CESSPOOLS. SEPTIC TANKS. SEEPAGE PITS, AND DRAIN FlE.DS SHALL NOT BE CONNECTED TO PUBLIC SEWERS OR TO BUILDING SEWERS LEADING TO PUBLIC SEWERS. SEWERS SHALL BE INSTALLED AT A UNIFORM SLOPE OF NOT LESS TAN 1/4' PER FOOT; HOWEVER. WHERE SITE CONDITIONS =TAIT, THE SLOPE MAY BE REDUCED TO 1/8" PER FOOT ON APPROVAL OF THE BUILDING OFFICIAL. CLEAN -OUTS SHALL BE LOCATED AT THE INTERSECTION OF THE BUILDING DRAIN AND THE BUILDING SEWER. AT INTERVALS NOT EXCEEDING 100 FEET, AND WHERE REQUIRED BY THE BUILDING OFFICIAL PRIVATE SEWAGE DISPOSAL SYSTEMS SHALL BE DESIGNED SO THAT ADDITIONAL. SEEPAGE PITS OR SUB - SURFACE DRAIN FIELDS, EQUIVALENT TO AT LEAST 50 PERCENT OF THE REQUIRED ORIGINAL. SYSTEM, MAY BE INSTALLED. ALL DOMESTIC PLUMBING SYSTEMS SHALL BE PROVIDED DRAIN OUTLETS TO PERMIT COMPLETE DISCHARGE OF ALL WATER SO AS TO PERMIT SERVICING AND REPAIR AS REQUIRED. FIXTURES: PLUMBING FIXTURES SHALL BE PROVIDED WITH AN ADEQUATE SUPPLY OF' POTABLE RUNNING WATER, PIPED THERETO UNDER SUITABLE PRESSURE AND ARRANGED SO AS TO FLUSH AND KEEP FIXTURES CLEAN AND IN SANI- TARY CONDITION WITHOUT DANGER OF BACKFLOW OR CROSS- CONNECTION. ALL. PLUMBING FIXTURES OTHER THAN TOILETS SHALL BE PROVIDED WITH APPROVED STRAINERS. ALL. PLUMBING FIXTURES EXCEPTING THOSE WiTH INTEGRAL TRAPS SHALL HAVE APPROVED WATERSEAL TYPE TRAPS. PIPING: SEE ALSO "INSULATION ", SHEET R1. ALL DOMESTIC PLUMBING SYSTEMS SHALL BE PROVIDED PRESSURE REDUCING VALVES AS REQUIRED TO MAINTAIN ACCEPTABLE AND CONSTANT PRESSURE. THE VENT PIPE OPENING FROM A SOIL OR WASTE PIPE, EXCEPT FOR TOILETS AND SIMILAR FIXTURES. SHALL NOT BE BELOW THE WEIR OF THE TRAP. PIPES PASSING UNDER OR THROUGH WALLS SHALL BE PROTECTED FROM BREAKAGE, CORROSION, AND OTHER DAMAGE. ANNULAR SPACES BETWEEN SLEEVES AND PIPING SHALL BE FILLED AND TIGHTLY CAULKED. AND WHERE OCCURING IN FIRE -RATED ASSEMBLIES, SHALL BE FILLED IN ACCORD- ANCE TO THE TERMS OF THE RATING OF THE ASSEMBLY. WATER, SOIL. OR WASTE PI' -ES SHALL NOT BE INSTALLED OR PERMITTED OUTSIDE OF A BUILDING OR WITHIN EXTER- IOR WALLS UNLESS ADEQUATE PROVISION HAS BEEN MADE TO PROTECT SUCH PIPE(S) FROM FREEZING. WATER PIPES MAY NOT BE LAID IN THE SAME TRENCH THAT CONTAINS NON - METALLIC BUILDING SEWER OR DRAIN- AGE PIPING UNLESS KEPT AT LEAST 12" ABOVE THE DRAIN PIPING AND ON TOP OF A SOLID SHELF EXCAVATED AT ONE SIDE OF THE COMMON TRENCH. PIPING LAID M SOLID GROUND SHALL BE LAID ON A FiRM BED FOR ITS ENTIRE LENGTH EXCEPT WHERE SUPPORT IS OTHERWISE PROVIDED. PIPING SHALL. BE SUPPORTED SO AS TO INSURE ALIGN- MENT AND PREVENT SAGGING. AND HANGERS AND ANCHORS USED TU SUPPORT PIPING SHALL BE OF SUFFICIENT STRENGTH TO MAINTAIN THEIR PROPORTIONAL SHARE OF THE WEIGHT OF 'THE PIPE AND CONTENTS. ALL SUPPLY, DRAIN, AND WASTE LIES SHALL BC 1ESTED PER COOS /INDUSTRY STANDARDS FOR LEAKAGE. PLUMBING /SEWER REFERENCE GENERAL INFORMATION: THIS PAGE IS A STANDARDIZED SHEET OF GENERAL CODE INFORMATION. R IS BEING INCLUDED TO ASSIST THOSE INVOLVED WITH THE CONSTRUCTION OF THIS PROJECT. IT IS NOT INTENDED TO INCLUDE ALL APPLICABLE CODES, AND, IN SOME AREAS LOCAL VARIATIONS MAY SUPERCEDE THESE CODES. UTIUZING THE INFORMATION CONTAINED ON THIS PAGE DOES NOT RELIEVE THE CONTRACTOR, SUB- CONTRACTOR, OR OTHERS ACTING ON THEIR BEHALF FROM THEIR RESPONSIBILITIES FOR LEGAL COMPLIANCE WITH ANY AND ALL PERTINENT BUILDING CODES AND REGULATIONS. ADDITIONAL CODE INFORMATION MAY BE FOUND ON OTHER DRAWINGS PREPARED FOR THIS PROJECT, AND /OR CONTAINED WITHIN SPECIFICATIONS IF PROVIDED AS PART OF THiS PROJECT. ALL RIGHTS ARE RESERVED TO MODIFY THIS DOCUMENT AND THE INFORMATION CONTAINED HEREON WITHOUT PRIOR NOTIFICATION. THIS SHEET IS PROTECTED UNDER COPYRIGHT LAWS. PLEASE DO NOT COPY . CITY of TUKOA APPROYtL JAN 1 a 2004 AS NUitt! BUILDING DIVISION GENERAL NOTES REFERENCE STRUCTURAL NOTES ALL MATERIALS AND WOlRKMANSHIP SHALL CONFORM TO TWE REC UIREMENT6 OF THE DRAWiNCGS, 6PECiF'CATION6, AND TIE UNIFORM BUILDING CODE. APPLICABLE CODES AND STANDARDS AMERICAN CONCRETE INSTITUTE - ACI 315ACI 318AC1 301, ACI 301 AMERICAN INSTITUTE OF STEEL COW/RUCTION • SPECIFICATION FOR THE DESIGN, FABRICATION AND ERECTION OF TUNE STRUCTURAL STEEL. AMERICAN WELDING SOCIETY - AU* STRUCTURAL WELDING CODE. 6TEEL 6TRLUCTURE PAINTING COUNCIL - 86PC STEEL 6TRUCTURE PAINTING MANUAL. U.S. PRODUCT STANDARDS - PS - I- 14. ( LATEST ADDITION ) UNIFORM BUILDING CODE (UBC), ( LATEST EDITION ). NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (PBS) • ( LATEST EDITION ) tEETERN UUS■00 PRODUCTS ASSOCIATION - 1L1LP 4 GRADING RULES FOR LUMBEIR AND PLYWOOD GABO PER - 212 PNEUMATIC OR MECHANICALLY DRIVEN STAPLES, NAILS, P -NAILS AND ALLIED FASTENER*. STRUCTURAL DESIGN IS IN ACCORDANCE WITH TWE LATEST EDITION OF TIE ABOVE CODES AND STANDARDS. CONTRACTOR SHALL COMPLY' WITH THE LATEST EDITION OF TWE ABOVE CODES AND STANDARDS. STRUCTURAL DRAWiIGS SHALL BE USED IN CONJUNCTION WITH AiCGI'TECTLRAL DRAWINGS FOR BIDDING AM CONSTUCTION, CONTRACTOR SHALL VERIFY . DIMENSIONS AND CONDITION6 FOR COMPATIBILITY AND !WALL NOTIFY ARCHITECT OF ANY DI CREPANCIE! P'RIOiR TO CONSTR JCTIONL DRAWING• INDICATES GENERAL AM TYPICAL DETAILS OF CONSTRUCTION. W I ERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO TUNE DETAILS 6M01LP4,6IMiLAIR DETAIL& OF CONSTRUCTION SHALL BE USED, SUBJECT TO !REVIEW AND APPROVAL BY THE ARRCHiTECT AND THE ENGINEER OF THE RECORD. INSPECTION REQUIRED PER MC SECTION 10634 AND SECTION not IN ADDITION TO TIE REQUIRED INSPECTIONS BY BUILDING DEi'ARThE;NT CPFICIAL6. CONTRACTOR SMALL i'ROVIDE TEMPORARY BRACING AND SMOIRING FOR TI4E STiIUCTURE ANEW STRUCTURAL COMPONENTS UNTIL ALL FiNAL CONNECTIONS WAVE BEEN COMiPLETED IN ACCORDANCE WITH THE PLANS. CONTRACTOR SHALL BE REIN ON6115LE FOR ALL REQUIRED SAFETY PRECAUTIONS AND TUNE METHOD, TECHNIQUE!, SEQUENCES OR PROCEDURES REQUIRED TO I"ERFORM THE WORK CONTRACTOR INITIATED CHANGES 614ALL BE SUBMITTED IN WRITING TO THE ARCWITECT OR ENGINEEi! FOR APPROVAL PRIOR TO FABRICATION OR CON8TTRliCTION. C44ANSE6 SWOON ON SHOP DiRALLINGS ONLY WILL NOT SATISFY THIS iREQUIREMENT. ALL STiRUCTURAL SYSTEMS W14104 ARE TO BE COMPOSED OF COMi'ONENT6 TO BE FIELD ELECTED "WALL OE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, 44ANIDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTION PREPARED BY TIE SUPPLIER. DES LOADS SOILS LNLESB A 60IL6 iNVE6TIGATJON REPORT BY A QUJALFiED ENGINEER 16 PROVIDED ALL FOOTINGS AND FOUNDATIONS 3FIALL BEAR ON SOLID , UNDISTURBED FIRM NATURAL EARTH OR COMPACTED SOiL OF 2000 POP BEARING CAPACITY AT LEAST 18 BELOW LOILEET ADJACENT FINISHED GRADE AND FREE OF ORGANIC MATERIAL!. FOOTING AND FOUNDATION EXCAVATION SHALL BE FREE OF LOOSE SOILS, SLOUG$4S, DEBRIS AND FREE WATER AT ALL TIMES. FOUNDATION SUPPORTED WOOD SHALL EXTEND AT LEAST i" ABOVE ADJACENT FINISH GRADE. FOUNDATION WALL DACKFiLL SHALL DE PLACED SIMULTANEOUSLY ON BOTH SIDES OF THE WALL. PROVIDE 4" PERFORATED PIPE FOR ( AS REQUIRED ) SUBSURFACE DRAINAGE. CONCRETE AND iRE iNFORC iNG STEEL NEW ,CLEAN AND FREE PROM DIRT - CONCRETE REINFORCING STEEL SMALL C.ONFOIRM TO ASTM -4615-16A, GRADE 40, (Fy • 40x000 P8I.) FOR • 4 BARS AND StiALLER, GRADE 60 ( • 0 PSi) FOR BARS AND LARGER. R !WALL ALL BE CONTiNJCU5 WITH ALL SPLI 60 S 6TAGCGERED. PROVIDE ELBOW BARE TO LAP MOl IZONTAL BARE AT ALL CORNERS AND INTERSECTION. PROVIDE ALL HORIZONTAL BARS WiTH 2' -6" X 2 6' CORNER BARE OF THE SAME SIZE AT ALL COMERS AND WALL INTERSECTIONS. ALL STEEL SHALL BE ACCURATELY LOCATED iN TUNE FORMS AND SECURED BEFORE AND DURMI THE PLACING OF TUNE CONCRETE 13Y THE FORM TiES ADEQUATE TO PREVENT REINFORCEMENT DISPLACEMENT DURING CONSTRUCTION. PROVIDE COPT NER BARS TO MATCH WORIZONTAL REiNFORCEMENT, WHERE A CONCRETE WALL END DOE! NOT INTERSECT ANOTHER WALL, HOOK HORIZONTAL BARS 90 DEGREES AND PROVIDE A (6) BAi! DIAMETER EXTENSION. AT WALLS LAP VERTICAL REINPORCEM NT 48 DIAMETEIRls WiTH FOOTING DOWELS. WELDED WIRE FABRIC !HALL CONFORM TO ASTM -1e5. LAP FABRIC I' -O' ` Isitmu ri AT SPLICES, LAP BAR REINFORCING 30 DIAMETEIRS WITH MINIMUM 18" LAP. LAP ADJACENT MATS OF WELDED WIRE MESH ONE FULL MEBI4 AT SIDES AND ENDS. RREiNFOiRCING STEEL SWALL BE DETAILED (iiNCLUDP4G 1100K AND BENDS) N ACCORDANCE WITH ACI 315 AND 31b - (LATEST EDITION) MAXIMUM AREA OF SLAB BEFORE CONTROL OR EXPANSION JOINT : 200 SQFT. CONTRACTOR TO PROVIDE PLAN W LOCATIONS OF CONSTRUCTION 4 EXPANSION JOINT • CONCRETE SLAB 4 TO ARCH. FOR PlEVIEUJ PRIOR TO INSTALLATIONN. CONCRETE SHALT. ATTAIN A 28 DAY STRENGTH OF re AS INDICATED !BELOW. CONCRETE !HALL CONFORM TO AMERICAN CONCRETE INSTITUTE 6TANDARD 301, "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDING ". AN AIR ENTRAINING ADMixTUR CONFORMING TO UDC STD 26-9 ' DE ADDED TO ALL CONCRETE EXPOSED TO EARTH OR WEATHER. PROVIDE 51‘ • I% ENTRAINED AIR MAXIMUM. MAXIMUM SLUMP 6IALL BE 4" AT TIME OF PLACING. f'c ROOF LIVE LOAD FLOOR LIVE LOAD STAIR 4 CORRIDOR LIVE LOAD WIND EARTWOUAKE ALLOWABLE SOIL PiRESSURE .4$5IM'ED EQUIV PRESSURE ASSUMED PASSIVE PRESSURE MN SACKS OF CEMENT PER CY OF CONCR 2C00 PSF ASSUMED 35 PCF CANTILEVER WALL 55 PCF BASEMENT WALL 200 P'SF SPECIAL INSP. REQUIRED USE 25 P,bF. (SNOW) 40 PAF. 60 PhP. SPEED 80 MPH, EXPOSURE "B" ZONE 3, C8.0.34., Robs USE 2500 5 NO !LAD ON GRADE 4 FOUNDATION A CONCRETE DESIGN MIX MAY DE 6UBMITTED FOR APPROVAL TO THE ARCHITECT PRIOR TO USE A6 AN ALTERNATIVE TO THE CEMENT CONTENT NOTED ABOVE. CONCRETE PROTECTION ( CODER) FOR REINFOR ING 6TEEL !WALL DE A6 FOLLOWS: FOOTNGr6 AND OTHER UNFORMED SURFACES, EARTH PACE 3" FORMED SURFACES EXPOSED TO EARTH OR WEATHER (•4, BARS OR SMALLER) I V?" (% BARS OiR LARGER) 2' 6LAd6 AND WALLS (INTERIOR FACE) 3/4" fr FRAMING ALL PAM1ING TO COK'•LY WITH L C CHAPTER 23. NAIL SIZES AND SPACING TO CONFORM TO UBC AND NOS (LATEST EDITIONS). ALL TIMBER KILN DRIED. ALL GRADES SHALL CONFORM TO " WAWA" GRADING RULE! FOR WESTERN LUMBER ,LATEST EDITION. BOLT 'CADS AND PMTS DEARNG WOOD !WALL BE PROVIDED WITI4 6TANIDARD CUT WA$WER6. ALL NAILING NOT NOTED ON DRAWING6 SWAL L CONFORM TO UDC THOLE 23-11-B-1. FOUNDATION PLATE6 !HALL DE BOLTED TO TUNE FOUNDATION WITH NO LESS THAN 5/15" NOMINAL DIAMETER STEEL BOLT EMBEDDED AT LEAST IV" INTO CONCRETE AND SPACED NO LESS THAN 48 ' APART. THEM SHALL BE A MiNIh1Ul1 OF TWO !BOLTS PER PIECE AHD WITHIN 12" FROM I EACH END. AT 6At1N Tii"1BER JOIST AREAS : PROv1DE CROSS • BRIDGING PER UDC DiV. III AND IDS, SOLID BLOCKING AT BEARING PO S. �OCK AT POINT LOAD6 - INSTALL BLOCKING WiTH GRAIN ORIENTED VERTICALLY. SEE 0 0 4 PROVIDE DOUBLE JOISTS UNDER PARTITIONS (U.DCC. 232083). 'PROVIDE SOLID BLOCKING OVER DEARI4G (WALLS AND BEAD* . PROVIDE SOLID BLOCKING UNDER PEi!!°ENDICULAR WALLS (UMW. 232 .8.5). POST AT SPLICE FOR CONTI LICIJ6 BEAM (CRAIItL FRAMING) USE 6X4 pp. e. BEARING WALLS "WALL NAYS A SINGLE BOTTOM PLATE AND DOUBLE TOP PLATE. END NAIL TOP PLATES AND BOTTOM PLATES TO EACH STUD WITH (2) *d NAILS. FACE. NAIL DOUBLE TOP PLATER WITH MEd NAILS AT 10 iNCI4ES ON CENTER LAP AND PACE NAIL PLATES WITH (2) 16d NAIL! AT EACH SPLICE, CORNER INTERSECTION. BTA GER 6PLICE! A MINIMUM 48 INCHES. FACE NAiL BOTTOM PLATE TO FLOOR J016T6 OR 2x SOLID BLOCKING WITH (2) 16d NAILS (FOR 6IlEAi ►LL8 - SEE SCHEDULE AND NOTES) PER UDC TABLE 23- 11.15-I. NOT LESS THAN 3 STUDS 6I4AL.L BE METALLED AT EACH CORNER OF AN EXTERIOR WALL LAP EXTERIOR SHEATHING CONTINUOU6 ACRR066 END STUD OR PERPENDICULAR WALL. NON -BEARING WALLS !HALL BE WELD AWAY PROM TUNE TiRU66 BOTTOM CW RD WITH APPROVED FASTENERS TO INEURE THAT TI4E TRUES BOTTOM CHORD WILL NOT BEAR ON THE WALL. ALL DOOR AND WINDOW WADERS NOT CALLED OUT ON TIDE PLAN *HALL BE 4 X 8 DP! 2 WITH ONE CRIPPLE AND ONE STUD EACH END FOR Oi°E]NNG 4' -O" OR LESS APED TWO CIRIi°PLE6 AND ONE STUD FOR OPINING MORE THAN 4' -0 WIDE. WINDOW OR DOOR OPENING END STUDS CALLED OUT ON PLANS ARE AS FOLLOWS= (i) 2X • (I) TRIMMER }BLUE 1 KING STUD. (2) 2X • (2) TRIMMER PLUS I KING STUD. (3) 2X • (3) TRIMMER PLUS I KING STUD. NAIL ETUDE IIV (2) 164 • 8 OTC. FOR DOUBLE STUD AND (2) lid • 8" OTC. EACH BIDE TO THE CENTER STUD. ALL COLUMNS NOT CALLED OUT ON THE PLANS !HALL BE i IJO STUDS, SPIKE LAMINATED COLum N6 TOGETHER WiTH lid • 5" O.C. STAGGERED. • STRUCTURAL TIMER 2x FLOOR AND !ROOF JOISTS ' 4x BEAMS AND HEADEiRB fax SEAMS AND WEADERR3 COLUMNS - GLUED LAMINATED TIMBER LAMINATED TiPIBER !MALL CONFORM TO AITC STANDARDS ill. EACH MEMBER ! SHALL BEAR AN AITC IDENTIFICATION MARK AND !WALL DE ACCOMPANIED BY AN AITC CERTIFICATE OF STRESS GRADE COMiBINATION - 6INGLE SPAN 24F -v4/DF (Pb • 2400 •61, Pv • 1960 PSI Milli STRESS GRADE COMBINATiON - CANTILEvER 24•-V5/DP (Pb • 2400 P61, Pv • 190 PSI MiP4.) STANDARD CAMBER (3500 PT. RADIUS) ONE COAT OF END SEALER SHALL BE APPLIED IM1"EDIATELY AFTER TRIIMIN4 IN EITHER SWOP OR FIELD. • LAMINATED VENEER TIMBER 1.5E TIMBERST'RJWD Pb • 2250 P61 Pv • 285 PSI 20E WE PARALLAM Ib • 2800 PSI Pv • 286 PSI ROOF FRAMING - 'Pi10v10E CONTN JOu6 BLOCKING FOR RAFTERS AT THE SUPPORTS AND CROS6 !BRIDGING AS REQUIRED. PieOvIDE MOCKING AND BRIDGING FOR TRUSSES PER !ROOF TRUSSES MANUFACTURER REGIJIREMENTB. 'POST DC • • PRROVIDE MN. 6X4 DF. 'I WITH ACE 6IMiP6ON POET CAPE POET TO TOP BEAM AND POST TO POST OR STUDS OR BEAM BELOW (USE AC/ACE INVERTED). PLYWOOD /OS8 I'LYwooD SHEATHING SHALL MEET TI.E REQUIREMENTS OF Ile LATEST EDITION OF 'UA. PRODUCT STANDARD PS-1 FOR SOPTWOOD PLYU.k700 EAC44 PIECE SHALL BEAR THE APA GRADE TRADEMARK OF THE APA. PL'r L QD *OOP, FLOOR AHD WALL SWEeATHING TO BE APA PLATED SHEATHING PER UBC STANDARDS, UNLESS NOTED OTHERWISE- ROOF 61EATI4IiNG 5/8" CDX (OR 1/1!6 OSB ) APA RATED PLYWOOD ( 32/16) LAY UP WITH MINIMUM 1/8" CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION. NAILING - SEE SWEAR SCHEDULE. FLOOR SWEATWMG 3/4" CDX APA RATED PLYWOOD (48/24) NAILED AND GLUED. ADHESIVE SHALL COM'ORM TO APA SPECIFICATION APCG CL PiilOviDE TAG EDGES AT LONG PANEL EDGES. NAILING - SEE SWEAR SCWEDULE ROOF CO'NSTRijCTIaI: (COMPOSITION OR CEDAR - PLYWOOD) 1/16. O.6.B. 644TMCs a/15• FELT */1X4 SOLID • OVEFIHAN G6 NAIL PER !ROO• SHEATHING BCWEDULE (TYP. UiNLE6b NOTED OTHERWISE) ROOF CO45IT JCTI : (MONIER iROOF TILE - PLYWOOD) MONIER ROOF TILE ON SPACED CEDAR 1X2 BATTEN! S/8" O.S.D. (32/16) BHTYG w/30 PELT 41/1X4 SOLID • OVERHANGS UNBLOCKED vi/PACE GRAiN ICULJLAR TO FilAN1NG BELOW, STAGGER END JOISTS. NAIL PER ROOF SHEATHING SCHEDULE (TYP. UAU.ES6 NOTED OTHERWISE) ALL WOOD PLATES AND BLOCKING IN DIRECT CONTACT WITH CONCRETE SHALL DE 'PRESSURE-TREATED WITH AN APPROVED PRESERVATIVE. EXTERIOR WALL CONSTRUCTION: UNLE66 OTHEiRWISE NOTED. BIDING PER ELEVATION OR 15RICK VENEER PER SEC. 3006 (d) ON DUILDIVCs PAPER PER U.B.C. 14 -4 1/16' 644EATHING - SEE PLANS FOR 6F4EAR WALL NAILING 2X STUDS • 16" O.C. INSULATION W/F'VA PAiNT 4 VAPOR BARRIER - SEE ARCMITECTUJRAL PLANS 1/2" G.W.B. PER Mir UBC TABLE 25G UNLESS NOTED OTHERLUISE MISCELLANEOUS MASONRY !RICK VENEER SHALL SE ANCHORED TO BACKING LM L6 PER TWEE U.B.C. WITH 1"x22 GAUGE GALVANIZED SHEET METAL ANCWOR6 MINIMUM ANCHOR TIES SMALL BE SPACED 60 AS TO SUPPORT NOT MORE THAN TWO SQUARE PEET CP WALL AREA. AN10MOR TIES !MALL !!E SPACED NOT MORE ?WEAN 24" OrC. 140RiZ,ONTALLY. NOTATIONS ON DRAWINGS RELATING TO PI!'Ah1IPI CLIPS, JOIST HANGERS N1D OTHER CO4tECTOIRS MANUPAGIURED BY TUNE SIMiPSON STRONG•TiE COMPANY. EQUIVALENT DEVICES BY OTHER MAISPACTUIRER'S MAY DE SU106TITUTED, PROVIDED TIEY NAVE ICDD APPROVAL FOR EQUAL LOAD CAPACITIES. AlSSAMVIATIONS AD ALT I5L.KrG ON BIN G DBL D IA E EA EP El"'BED EN EQ Es ANC44OR DOLTS :ALTERNATE lbOLP4DARY NAIL • SEE WORIZONTAL DIAPWRAG 1 DEARING DOUBLE DOUJGLA6 PIRA ARCH DIAMETER EXISTING EACH EACW4 PACE Ereectern EDGE NAIL • SEE VERTICAL 4 1.40RIZONTAL DIAPNRACIPI EQUAL OR EGMUIVALI NT *ACM SIDE HEM -FIR •2 DOUG- FiR/I..Ai C44 •2 DOUG-F •2 DOUG-FIR/LARCH •1 EW EXT FA PON FJ P6 PTG CGA rsALY GLB WDR MGR I.4GT I JOT INT Pb • MCI PSI Fb • 815 PSI Pb • 815 PSI 'Fb • L300 P61 EACH WAY EXTERIOR 'FIRA 1 NG AiNCMOR FOUNDATION FLOOR JOIST PAR BIDE FOOTING GAUGE GALVANIZED GLUED LNIINATEP BEAM MADER HANGER Ne1C)E *ACE h JO16T MEADOR MAXIMUM SHEAR WALL w 21F 1%. olf 01-1 41 -4 4l -1 IG2.4 I Pi -6 P -4 PI -2 SIDE i'7-4 M -s P2 -2 SCHEDULE (VERTICAL DIAPHRAGM) SEE WEAR NOTES 1 -14 EN FN 2-4 AB SN FA 2i e a 0-5.01 ia/g11 SN 10 04 i 4.11 1/16 Ob,54 ONE SIDE Id 0.131 D14� 3 Ia• GCS ONE SiDE b/S• GUS ONE SIDE 1/2' GUS 2 SIDES b/a' GM 2 61DES FOR 1 O L id COOLER FOR Oar .1 4 4 1/16' OM& CM 610E 8d COMMON 4 0.131 DIA 1/I0" OiE SIDE 841 COMMON 0.131 DIA. 4 1/16" Ob. ONE SIDE 841 COMMON 0.131 DIA. 2 1/16 Oa& TWO SIDES STAGGER 6IT6 JOINTS ad COMMON 0.131 DIA. 4 1/16" 0.633. TWO SIDES STAGGER 8NT'G JOINTS 1/14." OAS. TWO SIDES STAGGER SwrG JOINTS ad COMMON 0131 DIA. Ad CO1 CN 0.131 D1A 3 2 I 4 1 4 YE! YES YES YES $2 YES 12 YES 12 YES 12 YES a YES 12 */4••48" iy/a•■48" S/8••44" 5/a••4a" 11rd•12" 1id•IO" A33•36" " IS•N!" A35•24• 15/8••48" *4W' A35•22' sro••3r 15d•3' A35•I6' 3 (2) 1Sd•4" a Ase•o p" ix SILL .33x SILL • SILL (2) Tid•)" A36•s• OR (2) A35•IS' (2) iROI&$ .4315•1" OR Wd•3 (2) A315•14" A36•6• 0R (2) ROWS 16d•3" (2) 435•12' •ro••a" ,S SILL (2) ROWS 435.4" OR (2) A36.8' 1*d•12' Ied•10' 52 16t•* 16d•M' 125 • 240 PLF 209 PLY 16d•3• 380 Pt, 321 PLF (2)16d •4 4430 PLR 414 PLF IicI•� COL. RIM (2) ROWS STAID DISL. RIM (2) d- !R� IUJb ST DDL. RIM (2) RONJS STAGGERED DOL. RiM w•e 586 PLF •o 13 250 51 104 EV0 PL! 8115 I•L.P OS 104 206 840 PLt ,00 PLR 640 PLP 1110 PLR ICOO PLR TYPICAL. SHEAF NOTES: 1) A!lOvE ALLOWABLE SWEAR CAPACITIES APPLIES FOR 2X FRAMING SPACED NO MORE THAN 16 OC. 2) WHERE APA SHEATHING lb APPLIED ON BOTH FACES OF A WALL AND NAiL SPACING IS LESS THAN 6" O.C. ON EITHER SIDE, PANEL JOINTS S144LL DE CCFSET TO FALL ON DIFFERENT FRIAiIIG MEMBER OR FRAMING SMALL BE 3X NOMINAL AND NAILS ON EACH SiDE BALL BE STAGGERED. (SERE ALLOWABLE SMEAR VALUES EXCEED 350 PLY (NAIL -SPACING 3" OR LESS OR SHEAR WALLS WITH PLYWOOD APPLIED ON EACH SIDE OF 6TLD WALL) FOUNDATION SILL PLATES AND FRAMING FOR PANEL EDGES SHALL BE 3 NOMINAL. NAILS SHALL BE STAGGERED. (SEE DETAIL •31) 3) ALL 61-EAR WALLS SHALL COtdPORMi TO UDC SECTION 23 REQUIIRMENTS . NAILS FOR OM SHALL BE 8d (U1N.OJ COMMON NAILS (8d SHALL WAVE A 0.131" DIAMETER). APPLY NAILING TO ALL STUDS, TOP AND BOTTOM PLATES, AND BLOCKING. 4) ALL EXTERIOR WALLS WITHOUT A DESIGNATED !WEAR -WALL NAILING 514,4LL BE APA RATED SHEATHING OVER 2X STUDS • 16" O.C. WITH ad COMMON NAILS • 6" O.C. AT SHEATHING PANEL EDGES AND 12" OTC AT INTERMEDIATE PIRAMR44 MEMBERS. SIIEATNING PANEL EDGES SMALL PALL ON 2X STUDS. 5) ANCHOR BOLTS SHALL OE STANDARD "J -BOLT• WITH A 4d RETURN, OR A STANDARD 6 L -BOLT" WITH 12d EXTENSION. ANCHOR DOLTS SHALL DE A 36 STEEL OR BETTER MINIMUM CONCRETE SIDE COVER SHALL BE 2" WHEN EXPOSED TO EATI-EiR;, 3" WI.EN EXPOSED TO EARTH. (U.dC. CHAPTER 10 4 23). ALL ANCHOR DOLTS "WALL. NAVE Mk 2'X2'X3/15 THICK PLATE WLA614ER•J. A.B. PLACEMENT NOT MORE TWAN 12" AND NOT LESS TI44N 1 BOLT PIAMET'E*b FROM EACH END CF EAC14 MDIVIPUTAL. POU4IDATION SILL PLATE 6A) SHEARWALL6 PARALLEL WITH FRAMING - PROVIDE SINGLE JOIST BELOW 4 TOP OF SWEAR WALL • FOR SWEARWaALL6 W/ PI -2, P2 -4, P2 -3 4 P2 -2 PROVIDE DOUBLE JOIST !BELOW 4 TOP OF 614EAR WALL MB MIN MISC Nib NT6 OC OD OSl3 PT i•W IRE iN P REG O SIM SN 8WEARAWALL5 PERPENDICULAR TO FRAMING - PROVIDE MIN. 2x SOLID BLOCKING BELOW 4 TOP OF 614EA RWJALLL. • FOR SHEARWALLS W/ 1 -2, P2-4, 1 4 P2-2 PROVIDE DOUBLE SOLID BLOCKING BELOW 4 TOP OF SHEARWALL DO NOT OvEIRDI*IVE NAIL INTO SHEATHING. FASTENERS !WALL BE DRIVEN FLUSH WITH SURFACE OF SHEATHING. NAIL 2X4. OR 2X6" 60LE FLAME MINIMUM 1W ISd AT 12' O.C. (UN.O.). FOR OTHER NAiLINiG SEE SWEAR WALL SCWEDULE. ON EXTERIOR WAL.L6 SHEATHING SHALL LAP RIM JOIST AND TOP PLATE. DOUBLE ALL TOP PLATES AND LAP AT LEAST 48" AT JOINTS W/ 8 -16d EACH SIDE AND 164 AT NOT OVER 12' OTC. (MiN. NAILING PER U.B.C. TABLE 23- II -6I) ALONG PLATE FOR EXTERIOR AND MAIN INTERIOR WALLS. PROVIDE MM. TWO STUDS AT HOLDDOIIN4 LOCATION. SEE MANUFACTURER'S REQUIREMENTS AND DETAILS FOR EACH TYPE CF HOLDDOUAN, STRAP AND CONNECTOR FOR PROPER INSTALLATION. • • DE BLOCKING • HOLDOA14 BETWEEN STUDS • RIM OR BLOCKING - SEE 13 GAUGE STAPLES OR 0.131 DIAM. P -NAILS CAN BE USED IN LIEU OF 8d COMMONS - ONLY FOR SWEAR WALLS LW MAX ALLOWABLE SWEAR LESS THAN 350 PLF (DFJ AND 321 PLF (HF.) VERIFY WITH ENGINEER FOR TIE ABOVE SHEAIRL ALL SCHEDULE - WHEN PANEL6 APPLIED OVER 1/2 OR 5/8" GYPSUM SWEATING INCREASE NAIL SIZE TO led. TYP. FOR ALL SHEAiO11ALL EXCEPT PI -3, PI-2, P2 -4, P2 -3 (MUST DE APPLIED DIRECTLY OVER FRAMING). 14) ALTERNATIVELY A35 (SIMPSON CLIP) CAN BE SUBSTITUTED BY LTP4 (SIMPSON) LW SAME SPACING FOR 'RAT" APPLICATION. INSTALL LTP4 OVER 2x FRAMING FOR 6HEARWALL P1 -2, P2 -4, P2 -3 R P2 -2 STAGGER A35 ON EACH SIDE OF IDOL RIM (013L BLK'G) PROVIDE SOLID OLOCKiNNG • IIOLDOLLN6 AND PONT LOADS ABOVE. USE 1"IJME SIZE STUDS AS POST OR MULTIPLE STUDS ABOVE FOR CLOCKING. t1A�lEN ARE USED, ORIENT GRAINS VERTICALLY. (FOR 6X6 POST ABOVE, USE 4X8 POST BLOCKING • RIM). RN POST TO BOTTOM OF FLOOR PLYWOOD DIAPWRAGM. PROVIDE POSITIVE CONNECTION (MTL. STRAP • MIN. (2) Cb16-48. NAIL ONE ON TIE OPPOEING FACE OP THE OTHER). PROVIDE SOLID OLOCKMG T OF BEAM AND BOTTOM cc 3 PLYWOOD OOD • FLOOR DIAPWRAGM - SEE 1 A1515REvIATiONS (CONT.) MACHINE BOLT MINIMUM MISCELLANEOUS NEAR SIDE NOT TO TO SCALE ON CENTER OUTSIDE DIA1"ETEI! ORIENTED PLYWOOD WARD PRESEIlVAT1 VE TWATED PLATE uAi►SHER IREGIUIIRED SIMILAR SPEAR NAIL • SEE • VERTICAL DIAPHRAGM SMEAR WALL 0 STD STGR STIPP Toe TWA( TN TYP UON VERY UTAUF Iry STANDARD STA.•GER $TIPPI NER6 TOP 4 BOTTOM THIC:14E66/ THICK TOENAIL TYPICAL UNLESS OTHERWISE NOTED VERTICAL WELDED WIRE FABRIC WITH OUT ROOF NAILING SCHEDULE (1•4ORIZONTAL DIAPI- RAGM) TYP. ROOF SHEATHING: 1/1*" Odic APA RATED SHEATHING (24/0) EXP. I EXT. ROPED NEi QA3V1, R!'Md LAY UP LW/ MINIMUM WS' CLEAR BETWEEN PANELS TO ALLOW FOR EXPANSION. NAILING SMi:ALL BE id AT 6" OC. AT PANEL EDGES AND 12 OTC. AT INTERMEDIATE •U FF'ORTS. PROVIDE EDGE CLIPS • 24" O.C. AT ALL UNSUPPORTED EDGES. ALLOWABLE DIAPHRAGM RAGM SHEAR • 180X0a •142 p.1'. TYPE NAILS DIAPHRACrM1 SUPPORTED !!LOCKED ;BLOCKING DESIGN BOUBDARiES ED GE6 EDGES *1 R2 R3 FLOOR NAILING SCHEDULE (1- HORIZONTAL p IAPHRA II) TYP. FLOOR SHEATHING: 3/4" COX TSG APA RATED #.'fl OOD (4E124) NAILED AND GLUED. ADHESIVE SHALL CONFORM TO APA SPECPICATION MG 01. PROVIDE TRG EDGES AT LONG mom. EDGES. MAILING SHALL BE 10d AT 5' O.C. AT PANEL EDGES AND r0" OTC. AT INTEIRN1ED IATE SUPPORTS. ALLOWABLE DIAPHRAGM SWEAR • 21dxema s 111 pW. FLOOR DIAPHRAGM 19/32 2x FitAMING • 44F. • 1*" O. TYPE F1 F2 F3 TYPICAL NOTES FOR ROOF 4 FLOOR O : MERE NAILS SPACED 2E" AND LEIS FRAMING AT ADJOINING PANEL EDGES !HALL BE 3x AND S` ALL BE STAGGERED. (ROOF OR FLOOR PLYWOOD SHALL DE LAiD W/ PACE GRAM PERPENDICULAR TO SUPPORTS AND END JOINTS 6TAGGGE'RED 4 ALL PLYWOOD 6 GALL SE INSTALLED PER AMERICAN PLYWOOD ASSOCIATIONS STANDARDS HOLD D9UJN SCNE2I g A) SOLID BLOCKING RiM OR BLOCKING BETWEEN THE WALLS • HOLDOUN LOCATION - SEE IV TYP. ALL 1-10L001.1s446. SHEAR PANELS MUST BE NAILED TO IOLDOUFI'S POST (STUD) WITH EN NAILING PER SCHEDULE. IS) FINGER JOKED STUDS SHALL NOT BE USED AT AiNY WOLDO I4 OR LATERAL RESISTING STRAP LOCATION. ALL HOLD - DOWN! REFERENCED MANUFACTURED BY "SIMPSON STRONG -TIE COMPANY, INC." HOLD-DOWNS NS OF EQUIVALENT CAPACITY BY OTHER (U.S.P.) MANUFACTURERS MAY BE USED. ALL HOLD-DOUNS SHALL BE INSTALLED PER LATEST MANUFACTURER'S SPECIFICATION (SiMPSON CATALC4 C- 2003). SEE PLAINS FOR LOCATION. C) (B N) �Od *" OrG. lCd 4' O.C. 10d 2E" OTC. NAILS DIAPHRAGM BOUNDARIES led MOd 40d (B N) 6" O.C. 4" OTC. 220 CC. (F N) 4.. OTC. 4" O.C. 2.5' OfC. 2x FRAMING INNG • WF. • 24" OTC. ' I SUPPORTED EDGES (F N) 6" O.C. 4" 00C. 2.5 OTC. (B E) Mfr' O.C. 4" OC. 6' O.C. (B E) 6' O.C. YES 4" OTC. YES i 6 O.C. YES MPSA - USE SWIM WiTH 24" MIN/MUM EMBEDMENT, DOLT TO (3) 2X STUDS WITH THREE 1/S" DIA. MACHIiVE DOLTS. PNDS • USE SST525 WI 24" MIN. EMBED. USE SIMPSON SOS 1/4"4" WOOD SCREWS INTO (3) 2x STUDS. Do'. .2-qg YES YES YES WPA14D22 - EMBEDED IN CONCRETE, NAIL TO (2) 2X STUD WITH 24 • *d NAILS. 0516 LW (25) Sd TO (2) 2x STUDS ABOVE AND BELOW (CLEAR SPAN PLUS 3b" a TOTAL LENGTH). PROVIDE (MIN.) END LENGTH. (FOR TOTAL LENGTH SEE PLANS) STHD14RJ • !MMDE= IN COiNC. NAIL TO (2) 2x STUDS WITH (35) 16d NAILS. AVOID 'PALLING OF WOLDOULPL V ALLOWABLE 231 PL.F 315 PLF •410 ?LP BLOCKED BLOCKING DESIGN V ALLOWABLE 262 PL.F 346 PLF 524 PLF MST40 STRAP TIE - NAIL TO (2) 2X STUDS ABOVE AND BELOW WITH (46) 1601 NAILS. CMSTCi` W/ (64) 1`d SINKERS TO (2) 2x STUDS ABOVE AND BELOW (CLEAR SPAN PLUS SO" • TOTAL LENGTH). PROVIDE 21" END LENGTH. (FOR TOTAL LENGTH SEE PLAINS) can if TWO APPROVED JAN 1 4 304 Aj ILUItLf I - - 'WILDiNG MAS;OI1 4'n`� r1F Imo, SEP 2 3 2003 CV* Eh II w u z Ui D ut L •..�.•�•.• .'�`....N �wr� �i- •Sri'1r.�1iA.�M�h'+r+ .. i..inn.�.r+�.r..-vr+�- w.�w-.� .�. �- •. l t i..7iT.eWW �f 4''• Y'7RSi f ••V • w r .. ..• yr Z &) O LJ U D O O (/) Z Z O 0 110 JO 3 NO: 03 - '11 DATE: 18/22/03 DRLUN. 3Y: MU. REVISED: SHEET NO. s F 2 1 x BLOCKING FLOOR JOIST --� PERPENDICULAR TO WALL AS4 (SIMPSON) •!2• OC. POR CONIC. WALL w >4' -O" !'fit FOR TY'P'ICAL. S 4AR WALLS • HORIZONTAL, DIAPI.StAGM NAILING SEE NOTES 2x ELK'G (SWEAR NOTES 4 6e) ALT. CLIP LOCATION (SWEAR NOTES •14) SW • SWEAR Wa.L EN • EDGE NAILING; EN 0 4 14 vor - "MN ! 4 E FOR OMb AND MOLDOYRM ANC) }NOMiT LOADS !!E 0 cqt: ON 'A' SWEET NOTES FOR MIMING 51 -SEAR WALL e FOUND. WALL (NLOOR JOIST PEIE'aEFDICU AR TO &L AU.) • SNEAIR WALL eN • earl' / TOP PLATE NAILING • EDGE NAILING BE • BLOCKED EDGE NAILING II r ff..). PERPENDICULAR TO CONC. WALL INTERIOR CONCRETE WALL TO 5s- 4EARUJALL not* *Er L610 • 2x DUC'G WIII-4_IT WEAR WALL SIMPSON WOLDOYN - 4fr *V PLAN FOR TYPE LOCATION SEE =AIL r GOAT. AIEII. AB. x10' • FOR SIZE 4 6PACGNIG SEE PLAN ROOF DIAP4Mf,4G'1 MOON reuebe6 • 24" O.C. SIMPSON NI" CLIP AT EACH TRUSS OR RAFTER (LOCATE AT INSIDE OR OUTSIDE OF PLATE). ALTERNATE ROOF 644 &K'G STUD WALL PER PLAN PLATE /a' SKIP 6NT'G 2x BUM EN SECTION ROOF PLYWOOD NN rLoae ouPHenr JOIST SN • MOTT / TOP PLATE NAILING BE • BLOCKED EDGE NAILING NA SILL PLATE AD W/ PLATE CONCRETE STEM WALL 3/4• ROOF SHT`G w iT�OUT SIT SW • SWEAR WALL EN • EDGE NAILNG IN • ISOTT / TOP PLATE NAILING; e l • BLOCKED EDGE NAILING EN I NON STIRUCT. RIM i-I 2x SLIM OR 2x RM JOIST ALT. CLIP LOCATION (SWEAR NOTES 44) • EN 2x SILK* (SWEAR NO1'!6 «tt SHEARWALL • EXTERIOR FOOTING (JOISTS PEW)) FA • FRAMING ANiCWO1R EN • BOUNDARY NAILING ALT. CLIP LOCATION! (e EAR NOTES 14) MN= MIND I II ri►�4I.ri r■■ii� MOM WIMP ~Tr PA • FRAMING ANCHOR EN • DO4INDARY NAILING E�NI `*• ! 4 • 2x DLK'Qr DETUEE N TRUSS PA • PRAMIIO .IWCHON IN • BOLNDARY NAILING All • MILD NAIL / SUPPORT EDGES STUD WALL PER PLAN PALATE M PL.00R DIAPWRAM JOIST PA SILL MATE Ad uvPLATE CONCRETE STEM WALL M • PIELD NAIL / SUPPORT' EDGES hip imilmorAtt F.). P4RALLgt, TO cONQ. WALL STUD WALL PER PLAN PLATE BUM A6 REQ'D 113" FLOOR D IAPEI& ,ALTERNATE SECT IQN • RAISED ..: FLOOR PIAPWIRAM SILL PLATE AD LW PLATE CONCRETE STEM WALL M • FIELD NAIL. / SUPPORT EDGES ROOF DIAPHRAGM L810 (6A/ 1E SPACING AS 'FA• FOR SW BELOW) ROOF 1D E6 • 24' OTC. SIMPSON "MI' CLIP AT EACH TRUSS OR RAPTER (LOCATE AT INSIDE OR OUTSIDE OF PLATE). PA OR LAM (SAME SPACING AS AN MOOR evi MOW) CONCRETE GEE PLAN • 4 ' r SW • SWEAR WALL EN • EDGE NAILING SW • DOTT / TOP PLATE NAILING DE • BLOCKED EDGE NAILING 1 1F- :1 V 2x eLoacNa MERE t � Reu'D PER FLOOR D41P•L SEE PLAN UJI Tm-1 FLOOR JOIST LAIN %EATNIN3 SHEAR WALL (PARALLEL VAN ROOF TRUSSES) 2X SRD WALL -8E! PLAN WOLDOYN -6E$ PLAN POR LOCATION r.T. MUDSILL 1W b/d• DIAL XID' AB. •441 "PROM WALL ENDS, MN. 1" EI"IAEPPENT CCNC. 11,14L1.-SEE PLAN role ncc Mr�o WE eec� OR Qtg) 51'4 AR WALL FOUND. WALL PA • FRAMING ANC14OR ON • BOUNDARY NAILING PN • MELD NAIL / SUPPORT EINI E6 art ::�� KA& Now......► /40 I _.I A II■4* S1-1EARU1ALL. PARALLEL STUD WALL PER PLAN SOLE PLATE BE TO &KW; FLOOR plAPHRAM PLOOR JOIST (*EAR NOTES IIf.A) -- 2x6 BLOCKING AEQ'D ONLY • ___ (SPACED SWEATI41142 MOOT) TYF! ROOD 0IAP441ItACA1 NAILING • SEE SCHEDULE PREFAB. TRUSSES AT 24" OTC. OR ROOF RAFTERS PER PLAN 2x6 SOLID BLOCKING 4'•0' OTC. 3- I6dTOSOLID BLOCKING EA END • TM. lid • fir• O.C. POE SHEAF WALL TYPE 4 NAILING SEE ecIDtLE FN ON. ON. 2x BLOCKING ow NM sole TYPICAL way WALLS 4 8401 aAr+wAaM NAILING SEE NOTES FOR eucm AND ►aLcouNs AND POINT LOAM GEE 00C a4 ti• s.+sr Hones rae wtAwMw O 1EE TO EL K'CII eN C2) lx STUDS (I) OR (2) 0616 -48 (SEE PLANU STUD WALL E DBL 2x DWG OR 4x 24A Se-EAR WALL • FOUND. WALL (FLOOR JOIST PARALLEL TO WALL) SW • SWEAR WALL EN • EDGE NAL.NG SN • OTT / TOP PLATE NAILING OE • BLOCXED EDGE NAIL* 1■I. It /.�./411IIAPIIIIK I.dlE//!i /AIMS ir��CplV! J ►. , � IMI��!11111 711 /► ∎ III ift. ir• V ‚ ESN • 2x &KG AS RECTO BY FLOOR DIAPH. SEE PLAN. MAILING MOM SAME AS RN. SIPE ELI( ALT. CLIP LOCATION (SWEAR NOTES 4 14) OPTIONAL 2x4 ELOiCKING INSTEAD OP PA C, SHEAR WALL S I M P S O N WOLDOILN - 6EE PLAN POR TYPE AND LOCATION S DETAIL 2d 44 CONT. PEN. AB. x 10• • FOR SIZE 4 SPACING SEE PLAN FA • mows ANCHOR EIN • BOUNDARY NAILING FN • MELD NAIL / SUPPORT EMEs (SPEAR NOTES **A) TOP PLATES STUD WALL PER PLAN INT. 51-4EARUJALL PARALLEL UJI TI-4 FRAM INCA (4) A38 - USE IWW Cali -41 (s) A33 • USE 411K2) C'616 -4$ NOTE (2) CR16 -441 CAN DE d4113eT. DY !I) CMSTC16-60 . PL.00R JOIST DOLL 2x &KO OR 4x SECTION A -q M. 2x OtX+Oi Al SHEAR WALL !!= FIOL0O11I4 SCHEDULE !'OR ADDITIONAL RIO. /OR lLKYi AND MOLDa** AsQ row LOADS !!! r� On ON b' weir NOM roR.RAwn+a SECTION ROC" OR 'LOOK DIAPH. PM JOIST PA 221 8LK1G 041• OZ. 2x JOIST (2) 2x STUDS & RAP AROUND �.KYs •w • SMEAR WALL EN • EDGE NAILING IN • MOTT / TOP PLATE NANLMO BE • BLOCKED EDGE NAILING SW • SWEAR WALL EN • EDGE NAILING EN • DOTE / TOP PLATE NAILING BE • BLOCKED EDGE NAILING EN ON 6W ON NON STRICT. RIM ---04 2x x+c+ai Oft sx RIM JOIST ALT. CLIP LOCATION (SHEAR NOTES 4 44) 2x BLKY3i OR 2x RIM JOIST JOIST RIM PILLEIR PA EN ALT. 'CLIP LOCATION (SWEAR NOTE 41 14) NAIL OVER FRAMING IN>AND 10> �1 I--1 -- - -II -=i VA •r' :.em., ► / I,rrr.11111/41/1 =PA FAINIKO ~ • �� D PLATE NAIL - SEE SWEAR MOTES FOR SWEAR WALLS PROVIDE ADDIt. BLOCK FOR SOLE PLATE NAILING SECTION r II 51- IEARW,4LL EXTERIOR FOOTING (JOISTS PARAL.) IN STUD WALL PER PLAN SOLE PLATE BE FN TOP PLATES EXTERIOR 514EARUJALL PARALLEL TO F.J. T • SEE PLAN eN EN ION STEED WALL PER PLAN PLATE GE TO DM% PUN DLK AS RIBQ'D BY NLOOR DIAPm. SILL PLATE FA • NRAMNG ANCHOR ION • BOUNDARY NAILING 1 • FE LD NAIL / e1Na!•OFtT EDGl6 3/6" 2x OL.KG OR 2x RIM JOIST I Ms•Al 0; LALIlR64T111 AT RIM JOIST DOL. STUDS • aoLoauM PLOOlt DIAPISRAM JOIST AES W/ PLATE WASHERS CONCRETE , STEM WALL ►+oLDouH - eEE PLAN MARINO SOIL PA AD. - $EE 664EAR NOTES RLOOIt JOT& FLOOR JETS, PARALLEL MI/ WILL L DETAIL (6IM.) (2) 44 CONT. *►4 • Lf' OC VERT. 44 • MO O.C. WORM. •4 • 16 O.C. (a) 44 CONIT. r • • 1, PA • P AMNG ANCHOR ON • BOUNDARY NAILING AN • (MELD NAIL / SUPPORT IS cit clu OF TUICiiilA APPROVED JAN 1 it 2004 As NUi BUILDING DIVISI SEE 4gEt 8 I OF 2 FOR ALL AE3 3vIATIONS • - 'a: • . - _ .4 w.:r Al:1,� �+►w+ •yr: jIi .... r.....P+y►. •+.►. .... ... ....... . ..:��_�� +w%..I....... % .... -�.- .t. ..:::i ... '�A1'JMMM• KO' ..'�+J N Z (/7 OLLJ C-- O Ct O N Z Z = U O bJ L mst JOB NO: m3 - 411 ATE: 08 /22/03 RUN. BY: MUKs REVISED: SEP ! 3 2003 r Si4E T NO. RECEIVED CST( OF T! 1(W'LA 4 • FRONT ELEVATION NOTES: BUILDINGS AND DECK pROP ERTY COVERAGE (ACTUAL) COVERAGE (ALLOWED) ZONING: LDR — RESIDENTIAL LEGAL DESCRIPTION DATUM BASE PROPERTY ADDRESS 18012 47th AVE S TUKWILA, WA. PARCE�NUMBER: � IF ROOF/SITE DRAINAGE TO BE RUN TO EXIST DRAIN SYSTEM SMRTARY WASTE TO BE TIED TO EXISTING SANITARY SEWER CONTRACTOR SHALL INSTALL AND MAINTAIN AN APPROVED EROSION CONTROL SYSTEM UNTIL SUCH TIME THAT FINAL LANDSCAPING SHALL MAINTAIN CONTROL OR REMOVAL IS APPROVED IN THE INSPECTOR(S). SLOPE DRIVE TO CONSTRAIN AND DIRECT RUN —OFF TO CB SHOWN ON PLAN. COVERAGE /AREA SUMMARY ▪ 1882.50 SF - 8418.00 SF - 22.1X - 32.8X LOT 2. BLOCK 2, PLEASANT HEIGHTS VOL 59 of PLATS. PO 49, RECORDS OF KING cTY, WASH. FIELD MEASUREMENTS BASED ON IRON REBAR PLACED BY AAROE ASSOC'S FOR LOT 3 SURVEY E pz tit) t,j) L. • ••• ~ ti� 0 ■MOloo ..100.041 .0011000 35.58' PROPOSED SHADED AREA ADDITION NEW DECK 6.o'xe.5' 35.583' 45.208' CB —TIE To EXIST DRAIN PARKINC SPACE 0" NEW— PROPOSED 89.83' L • Glazig '1L of Floor 1Z% 113% U.argasd Grasp R-3 Occupwcy _ Vertical 033 0.40 , ceil ng Vaulted Celine VVaM Above Graded R -38 R -30 R15 R -38 1 R-30 R -21 we& kN Below Grade R -IS R-21 R -38 1 -R -30 R -21 R -21 • Wall• . 4 o,a' Flood Below an Grade Grade R — .. 0 R•10 R-10 R30 R -30 R -30 RI0 R -10 R-10 EXTEND CULVERT (PRE— APPROVED) APPROX 10' -0' END OF EXISTING BURIED CONC CULVERT— 22' FROM DEBAR— DISTANCE FROM HOUSE SCHEMATIC • 10' -0" BSBL • 23.50' f gljklOglIMMIMMW rA . if (2) 1O'— O'x18' —O PARKING SPACES EXISTING TABLE S-1 . PRESCRIPTIVE REQUIREMENTS FOR GROUP R OCCUPANCY CLIMATE ZONE 1 , In11 Glazinf l� t -F sc�or Ceas • I 0 n I I 0.747' IRON REBAR FOUND BURvEYM E • 5.00' 0 POWER POLL 0 5 10 20 1"— zo' —O 40 PLOT PLAN *rrP/RN w. ISARLAN 0�11eN- �loo111� SOe en.,her, why p[ 111P wh. IMO° MI fees) 2211-4200 This document may not be reproduced in any form, in whole or In port, mechonicoly or otherwise, without written outP oritotion. TM information and design conta;ned herein Nos been produced by. end subsequently is the property of Stephen Harlan, and may not be resold or reused for reasons other than controctually stipulated. ••• C111 OF VOILA APPROVED SAN k 1004 ts $O1 &DING DIVISION REVISIONS E8 SHALL SE MADE TO SCOPE . , C OF M WITHOUT MO R - OF TUKWILA BUILDING DIVISION. : WALL 1► A 1 RAM ! REVISIONS RAM woo II00� to r • 12o03) -z94 SEP4RAjE PFO IT REQUIR II P MEC NANIGAL t-E CTtICA< pLUMB GAS AP art OF = 0�10N BUILDIN GENERAL REFERENCE DESCRIPTION: ADDITION TO SF RESIDENCE DEMOUTON OF EXIST CARPORT /DECK FLOORS: 1— MAIN and BASEMENT (EXIST) CONSTRUCTION: TYPE VN OCCUPANCY: R3 and M1 ZONING: RESIDENTIAL BLDG JURISDICTION: TUKWILA, WA PARKING: 2 EXISTING /1 PROPOSED • .. _. ta PROJECT DATA REFERENCE i PROJDAT1 LOWER LEVEL (Unheated) MAIN LEVEL UPPER LEVEL AREA SUMMARY REFERENCE 0.00 SF 715.50 SF 0.00 SF TOTAL SQUARE FOOTAGE 715.50 SF (STAIRWAYS ARE INCLUDED IN EACH LEVEL. AREAS " OPEN—TO—BELOW . ARE NOT COUNTED) GARAGE DECK 0.00 SF 51.00 SF COMPLIANCE: 2001 WSEC — CHAP 6 — OPT III ATTIC R 38 INSUL WALLS R -11 INSUL FLOORS — R -30 INSUL WINDOWS: ALL SLIDING AWNING FIXED SINGLE HUNG CASEMENT SKYLIGHT HOBBY DR. DINING DR ENERGY CODE REFERENCE pROJDAT 1 4t• 0.0 DETAIL IDENTIFIER WALL OR PARTIAL SECTION FULL BUILDING SECTION NOTE REFERENCE WALL TYPE REFERENCE INTERIOR ELEVATION GRADE/'TOP or ELEVATION DETAIL LABEL GRAPHICS MILGARD VINYL w/ LOW —E /CLR 61 10 U es 0.35 5421 U = 0.37 634.0 U = 0.35 6210 U +s 0.35 5521 U = 0.37 780 U = 0.48 !STANLEY MTL INSUL STANLEY MTL. INSUL w/ HALF —UTE 3 ZONING: COVERAGE PROPERTY LINES BULDING SETBACK LINES EASEMENTS / ROW's BUILDING HEIGHT PARKING PLOT PLAN CONCRETE: FOUNDATION WALLS /FTGS SLABS PIERS PAD FOOTINGS REBAR /REINFORCING ANCHOR BOLTS /HOLDDOWNS SOILS /EXCAVATION /BAC K FI LL MOISTURE CONTROL /DRAINS FRAMING: STUDS /POSTS /COLUMNS FLOOR JOISTS CEIUNG JOISTS BEAMS /HEADERS BLOCKING RAFTERS /H I PS/VALLEYS SHEATHING LUMBER GRADES ANCHORS /STRAPS /CLIPS BRACING NAILS /BOLTS FINISHES: WALLS FLOOR CEIUNG SIDINO ROOFING ELECTRICAL SD FANS CIRCUITS OUTLETS & SWITCHES UGHT FIXTURES APPLIANCES HVAC PLUMBING FIXTURES PIPING VENT PIPING DOORS /WINDOWS: DOORS WINDOWS ACCESS PANELS /OPENINGS ENERGY CODE: BUILDING INSULATION PLUMBING INSULATION DUCTWORK INSULATION WATER HEATER INSULATION WINDOW 'U' VALUES VIAQ: SUPPLY VENTILATION NATURAL VENTILATION RADON CONTROL FANS APPUANCES LIGHT FIXTURES OUTLETS & SWITCH BOXES VAPOR BARRIERS VENTS /CHIMNEYS DLCTWORK FIR E P LACES/WOODSTOVES FURNACES FIRE SAFETY: OCCUPANCY SEPARATION SMOKE DETECTORS DUCTWORK HVAC EQUIPMENT FRAMING MATERIALS EGRESS STRUC. ENGINEER'G NOTES DETAILS CALCULATIONS INDEX REFERENCE SHEET: - PLOT PLAN — PLOT PLAN — PLOT PLAN — PLOT PLAN — EL — PLOT °LAN — CS /SEPARATE DWG SHEET: — FP /SC /R1 /S — FP /MP /SC /R1 /S — FP /S — FP /S — FP /SC /R1 /S - FP/R1/S /S — R — R1 SHEET: -- LP /MW /RF /SC /S — LP /SC /S — RF /SC -- LP/MW/R F/R 1 /SC — RF /SC /R1 /S — RF /R1 /SC - LP/MW/RF/SC/R 1 /S LP /MW /R1 /S -- LP /MW /RF /SC /S -- R1 /S — LP /MW /RF /SC /S SHEET: — MP /APPLICANT LP /SC,'S • LP /SC /S ' -- EL/APPUCANT EL /APPUCANT SHEET: — MP /APPLICANT - MP /APPLICANT -- SEE APPLICANT - SEE APPLICANT — SEE APPLICANT -- LP /MP /APPLICANT • LP /APPLICANT SHEET: — LP /MP /APPLICANT -- SEE APPUCANT 1-- SEE APPUCANT SHEET: — LP /MP /APPUCANT - LP /MP /APPUCANT FP /RF SHEET: — MP /SC /R1 — R1 , — R1 — R1 — CS SHEET: — R 1 /APPLICANT — FP/LP/RF/R1 — (NOT APPLICABLE) — MP /R1 /APPLICANT -- R1/APPUCANT R1/APPLICANT 1- R1 FP /SC /R1 - R1/APPUCANT - R1/APPUCANT — R1/APPUCANT - R 1 / APPUCANT SHEET: — MP /R1 MP /R1 -- R1 — R1 SC /R1 — R1 -- MP /EL SHEET: S — ENGINEER HANDOUT TEB_CONT FILE: Siedenburg BASE: CUSTOM JOB: 011403 DATE: 08/31/03 This document, and the information, work, and design hereon hoc beer produced by and is the sole property of SM /DD, and may not be resold, reused. or reproduced, mechanically or otherwise, in whole or In port. other than may be con!roctually st :puloted. 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