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HomeMy WebLinkAboutPermit D03-209 - GREENRIDGE HOMES - LOT 6 NEW SINGLE FAMILY RESIDENCEGREENRIDGE HOMES LOT 6 4324 S 150TH STREET D03-209 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 0042000090 Address: 4324 S 150 ST TUKW Suite No: Tenant: Name: GREENRIDGE HOMES - LOT 6 Address: 4324 S 150 ST, TUKWILA WA Owner: Name: LEABO DON Address: 6855 176 AV NE, SUITE 235, REDMOND WA Contact Person: Name: DON LEABO Address: GREEN RIDGE HOMES, 6855 176 NE, #235 Contractor: Name: GREENRIDGE HOMES LLC Address: 6855 176TH AVE NE #235, REDMOND WA 98052 Contractor License No: GREENHLOO2PK DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 2003 SQ FT SINGLE FAMILY RESIDENCE, 590 SQ FT ATTACHED GARAGE AND 35 SQ FT COVERED DECK AREA. PUBLIC WORKS ACTIVITIES INCLUDE: Connect roof downspouts to the surfce water detention system. Value of Construction: $ $199,414.20 Fees Collected: $2,857.69 Type of Fire Protection: N/A 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: Y Volumes: Cut 50 c.y. Fill 50 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Storm Drainage: Y Street Use: N Profit: N Water Main Extension: doc: Devperm N DEVELOPMENT PERMIT Private: D03 -209 Permit Number: D03 -209 Issue Date: 09/17/2003 Permit Expires On: 03/15/2004 Phone: Phone: 1 800 892 -8462 Phone: 800 - 892 -8462 Expiration Date: 10/15/2004 Public: Non - Profit: N Public: Printed: 09 -17 -2003 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Water Meter: N doc: Devperm ** Continued Next Page ** D03 -209 Printed: 09 -17 -2003 Permit Center Authorized Signature: City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Date: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governin• this work will be complied with, whether specified herein or not. The granting of th •ermit does not pr sume to give authority to violate or cancel the provisions of any other state or local laws regulating cons r . ion or the p or nc of work. I am authorized to sign and obtain this development permit. Signature: Date: ,� G D� Print Name: 4�AG�u2_ 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 -209 Printed: 09 -17 -2003 uitlk City of Tukwila Department of Community Development / 6300 SouthcenterBL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 0042000090 Address: 4324 S 150 ST TUKW Suite No: Tenant: GREENRIDGE HOMES - LOT 6 PERMIT CONDITIONS Permit Number: D03 -209 Status: ISSUED Applied Date: 07/17/2003 Issue Date: 09/17/2003 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 3: Plumbing permits shall be obtained through the Seattle -King County Department of Public Health. Plumbing will be inspected by that agency, including all gas piping (296- 4722). 4: Electrical permits shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (206- 835 - 1111). 5: All mechanical work shall be under separate permit issued by the City of Tukwila. 6: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any construction. These documents are to be maintained and available until final inspection approval is granted. 7: Engineered truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. 8: Any exposed insulations backing material shall have a Flame Spread Rating of 25 or less, and material shall bear identification showing the fire performance rating thereof. 9: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 10: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 11: 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. 12: There shall be no occupancy of the building(s) until the final inspection has been completed by the Tukwila Building Inspector. 13: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 14: The applicant must notify the City Utility Inspector at (206)433 -0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 15: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. doc: Conditions D03 -209 Printed: 09 -17 -2003 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 16: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. , Z w re 2 J U 00 . C o w= w w0 Signature: /2 , /' V Date: f- cn d Z F I— O Z I— U O 5 O I— W W , H � . 1L O .. Z W U = . O I— I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of thi ermit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating constr cj on or the performa ce of work. i I r Print Name: doc: Conditions D03 -209 Printed: 09 -17 -2003 Z SITEr " O:CATI 4f Site Address: Tenant Name: NM' Property Owners Name: Q Mailing Address: Cog ter' (Ito Nc 2 .3 r- .• CONTACTPERS. Name: j))N '"' (4, -....4,4., S Day Telephone: f 2-- Mailing Address: E -Mail Address: Contact Person: E -Mail Address: Contact Person: E -Mail Address: Contact Person: E -Mail Address: applications\permil application (3.2003) 3/2003 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** 43ifr 6pcsS (7(4 Axe X23r g f 1-tiA- 7405'2- /Qdw 4b - "- u9 ' - / . co"... 32-- Fax Number: 0_5 --.��� Zn 3� :GENERAL "CONTRACTOR INFORMATION A C Company Name: ‘ �' -Gxi' '11 S Mailing Address: C'Q t r- / 11) c 4 z dANA. t-e.4..bs c 444, #417 . co Contractor Registration Number: 4 A, Pe- Suite Number: Ncw Tenant: City Cit y state Zip Day Telephone: Fax Number: Expiration Date: j r, — n * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** ARCHITECT OF RECORD - All plans must be wet stamped by Architect of Record Company Name: Mailing Address: •ENGINEER,OF RECORD •- All plans must be wet stamped by,Engineer:of Record Company Name: Mailing Address: Page I King Co Assessor's Tax No.: oo'/ Z d np f v Floor: .... Yes D..No a S2_ state 4404/0 Cum, City State ea> cP? L F/G 2- — City Day Telephone: Fax Number: State Zip Zip Zip City Slate Zip Day Telephone: Fax Number: Valuation of Project (contractor's bid price): $ / ,9 0p Scope of Work (please provide detailed information): Will there be new rack storage? O.:Yes rovide All Building. Areas in Square Footage Below :: • 27 Floor, 3t Floor .,Floors thru Basel ent Accessory Attached, Garage. Detached Garage Attached Carpor :Detached Carport Covered Deck.: Uncovered:Deck Interior Remodel Addition to Existing Structure New 9.07 top '7 Type of Construction per UBC Type of Occupancy per UBC PLANNING DIVISION: Single- family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: N Lot Area (sq ft): Floor area of principal dwelling: Floor area for accessory dwelling: 2 3 *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Handicap: Will there be a change in use? D .... Yes ❑ ..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: 0.. Sprinklers 0..Automatic Fire Alarm ..None 0.Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 .. Yes ❑ ..No If "yes", attach list of materials and storage locations on a separate 8 -1/2 x II paper indicating quantities and Material Safety Data Sheets. lapplicalionatpermit application (3.2003) 3/2003 Page 2 Existing Building Valuation: $ If "yes ", see Handout No. for requirements. P., LICNORKS PERMIT INFO'' *I A.TION. - 206 433: 0179 • ; ht� «'i•S <li <� y'` ° .�;; �••:. :.�,t�;.•. ;r,is:,tr ye4 .,• Scope of Work (please provide detailed information): /t] Water District ❑ ...Tukwila ❑...Water Availability Provided Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ ...Bond ❑ .. Insurance ❑ ., Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance ❑ ...Construction/Excavation/Fill - Right -of -way Non Right -of -way ❑ ...Total Cut ❑ ...Total Fill :Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water Permanent Water Meter Size... 570 " WO# ❑ ...Temporar Water Meter Size.. " WO# ❑...WaterOnly Meter Size WO# ❑ ...Sewer Main Extension Public Private ❑...WaterMain Extension Public Private ❑ ...Water Monthly Service Billing to: Name: Mailing Address: Water Meter Refund/Billing: Name: Mailing Address: 1appliutiom4crmit application (3.2003) 3!2003 Iea§e'refer to Public Works Bulletin #1 for fees and estimate sheet. :..Water District #125 cubic yards cubic yards ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line 1 1 Call before you Dig: 1- 800 - 424 -5555 ❑ ...Sewer ❑ ...Sewage Treatment 5 ;74'; P-19) Page 3 ❑ .. Highline ❑ ...Renton Sewer District ❑...Tukwila ❑ ...Sewer Use Certificate 0... Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑ ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. .. ValVue ❑ .. Renton ❑ ...Seattle ❑ .. Geotechnical Report ❑...Traffic Impact Analysis ❑ .. Maintenance Agreement(s) ❑...Hold Harmless ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ .. Work in Flood Zone ❑ .. Storm Drainage FINANCE INFORMATION Fire Line Size at Property Line • Number of Public Fire Hydrant(s) City City ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑.. .Deduct Water Meter Size State State Day Telephone: Zip Day Telephone: Zip ... ,_w. - ,...c..... .++.,.. ..u.�-..w.w•.,.wu..:, ,yw�tyMw'ur:1-:44k1 • Unit Type: Qty Unit,Type: Qty Unit Type:. Qty Boiler /Compressor: Qty Fumace<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 FIP /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 CONTRACTOR INFORMATION Company Name: Mailing Address: City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Valuation of Project (contractor's bid price): S Scope of Work (please provide detailed information): Use: Residential: New .... ❑ Replacement .... ❑ Commercial: New ....❑ Replacement ....❑ Fuel Type: Electric ❑ Gas ....O Other: Indicate type of mechanical work being installed and the quantity below: PERMIT APPLICATION NOTES, Applicable to all permits in this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This Figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PFR UR BY THE LAW OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING 0 'E; / OR .:attr�t..., ►AGENT: Signature: Mailing Address: Print Name: / Day Telephone: l Z Date Application Accepted: lapplicetions%permit application (3.2003) 312003 Date Application Expires: Page 4 Date: --7/ -7/3 State Zip Staff Initials: iWi.Srvvu': 1;:.: %44.404A+:4 -,... .r.: w,x u.. ., Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: City of Tukwila 0042000090 4324 S 150 ST TUKW R03 -01136 SKS 1165 GREENRIDGE HOMES TRANSACTION LIST: Type Method ACCOUNT ITEM LIST: Description doc: Receipt 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 GREENRIDGE HOMES - LOT 6 Payment Check 5091 BUILDING - RES PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE Description RECEIPT Account Code 000/322.100 000/342.400 000/342.400 000/345.830 000/386.904 Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: Amount 1,597.75 Current Pmts 1,553.75 23.50 8.00 8.00 4.50 Total: 1,597.75 D03 -209 APPROVED 07/17/2003 1,597.75 09/17/2003 09:35 AM $0.00 2767 09 /18 9716 TOTAL 1597.75 Printed: 09 -17 -2003 Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: TRANSACTION LIST: Type Method doc: Receipt Payment ACCOUNT ITEM LIST: Description 0042000085 4320 S 150 ST TUKW City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 GREENRIDGE HOMES - LOT 6 R03 -00859 SKS 1165 GREENRIDGE HOMES Check 5165 PLAN CHECK - RES PW BASE APPLICATION FEE Description 000/345.830 000/322.100 RECEIPT Account Code Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: Amount 1,259.94 Current Pmts 1,009.94 250.00 Total: 1,259.94 D03 -209 PENDING 07/17/2003 1,259.94 07/17/2003 03:53 PM $1,581.75 (f72 07/21 '')71.6 TOTAL At.. I259.94 Printed: 07 -17 -2003 Project: Type of Inspection: / Address: J 2L I S I SO St Date Called: 3 ` -- 7 ` D 4 -/ — Special Instructions: Date Wanted: L. _ -7 - 011 ; Requester: Phone No: z (4:1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PE� NO (206)431 -3670 Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: 4 r m i -{- l W► e he Te C ''S..gt c too r S v,(A ` - c)43" 0 GV Inspector: Date: 5 _ 7 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Project: 63i Cenc e. f l- irne5- A4 e) Type of Inspection: PLO r,,-vi Address: V Y I > S-� Date Called: oq , Special Instructions: �t%�et,�btI (/r 't* .S C C>ns- 1 no laY19cr (-yew,. - Date Wanted: a��la r/oV ( a.m. p. Requester: .1m hoc(6 o Phone No 8vo ffc9-ff <6a INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. El Corrections required prior to approval. COMMENTS: C I 16714 r ci-U 1.04/0( \ ApJ c p inspector: Date: 0141f $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 6 iO O 0 N 0 W 0 2 L_ a = I- Ul Z I -. W III U oI W W o .. Z W U = ) f '_' Z Prole r)V e. ev\ \ � -P Type f Ins ection: � 'Pi ■ t k h • Y� St.J Ira`A I On Address: Lt32-1 S 1 0 St Date Called: l Special Instructions: Date Wanted: 6 (0'02-f p Requester: Phone No: pproved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 T ) O. (21 6)431 -3670 Corrections required prior to approval. COMMENTS: pector <-" Date: ,, J1 `iJ "1 1. ..?o,q , �.�a 0 $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: Pct: eefr , A Type of Ins ection: Adc�r�ss: It S ) Date Called. 5 5 04 4 Special Instructions: Iltolt ,;..11110Pillr.r.2111trzmt ...-.Air, CovI.,40A k. inn( ��. � )n bad. '163 k Date Wanted: C.n.., /° q Requester: f5 fl Phone No: j -- R -- qa - -gam. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Inspector( a Approved per applicable codes. PE . T NO. (206)431 -3670 C orrections required prior to approval. COMMENTS: ) xi r4A ( CA pp 0\ iQI i) 71kU ��. rr Date: s' Lo_ El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: • Proj , (( II Lorrevlv\c te, Type of I . s i -ctio : (1. �,C � nsv / .6v1 Address: 1 Date Called: Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: 23 Q 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 PE (206)431 -3670 El Corrections required prior to approval. COMMENTS: Wver Y Inn 1.0 s 1 Inspector Date: _ 0 $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: ojje / } ��n `�(/ ^ A( / /�'� Type pf II n- n pect / ion:, /w�r� / / /// 3. Ad 2 - ... r Date ailed: a /*Li Special Instructions: Date Wanted J Requester: a t n p if / ) P ho t 9 - t . , - Lai 1 zz INSPECTION NO. INSPECTION RECORD Retain a copy with permit PER T NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 NI 'Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: UJG ll o r ( >, Inspector Date: 13 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: � ,,// / 4f /5–(f) Cara Te +A 2 " /c r ^ ` / � y�c � J D Cal led: ' a 7 0 Specia Instructions: .4 al � Date Wanted: ^ l U r\- 26 ,-4 t $ 1 , 4 S�;kt 0 u - S�4 k' hr Phon Ocp '" 000 — Zell g olec ` .�(��Zy? � ,,// / 4f /5–(f) Type-of I s ection: 1 fI (if Q / l by G� Ad � res • r ^ ` / � y�c � J D Cal led: ' a 7 0 Specia Instructions: .4 al � Date Wanted: ^ l U ,tr„ p .m. Request 1 nnic Phon Ocp '" 000 — Zell g zi INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 06)431 -3670 Approved per applicable codes. Ej Corrections required prior to approval. Inspector:r �► Y -ceAJAN Date: H ` 2 0.9 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: I � C'. 'PIw (Gvl C. e. +0 4 VC?v1t 90e-cl-e. l 2,, C tra G G i. C e i _ i 1-I v't° . C(S `T°() \,* - 2 l« r ,� { Y s 1 - T :c I S�I.� -: 3 -) U p CI-C1 L Ys t� r.,t l \Dail, Y�c >' C 60,1 ,1) �-P i y( � 1_ `' otwa t`i t_h! NAP tt) Kk kit. Date Called: 4 (• I L -\- VDUA r &v\l; tr; = ^': } 9.0 ) 9 \-P S S t ).p ti, 1Du44 1 , -I.) A-AA " I C 4 LIWY � V - 0 9 4 v (_e C' Pi I vsw GI OA 1 re oil t 40V' t h e O.P(`I I G\,-"' \OP 4fAr9 - 4 - CA i n( a vOI( // -7 r , { f P ct: " ito . a 6 , e Type,of Inspection: 1(L; - U i Lf)/P d A Date Called: 4 (• S ecial Instructions: P Date Wanted: t . a.m. I �� I 0e1' „ � t { Requester. (1 Phone No: 2v cu - CeiQ0 -- r. It / 9 20 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PER 4 1 -3670 D Approved per applicable codes. 121 Corrections required prior to approval. Inspector: c 1 Date: t� 2 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. I Receipt No.: Date: -,- COMMENTS: - Type of Inspection: �� I ( 12. r 1 OT V‘ +~>\ ` k c),n S C t 0 vtin D 44 Date I ed. i 1 ----5 / ° Spec.al instructions: k )&e: `)O‘ Inc r✓- 1.-pc rr? 1 V �, r. 0 v- c rA4 -) - 1 \M . `V \J,A- r pr � rF , A, U I � ,a \r. V vv. rrA > re.. r. 1 -.. , 4 (.. '^ Pc ct: � �P,' I' -., - Type of Inspection: �� I ( 12. A s . Date I ed. i 1 ----5 / ° Spec.al instructions: Date Wanted: I / ``-�� ( I a.m. / �-t /V G f cp :M 1 Reques'teT. ! (. `— Phone No: / / p 1 1 Q t 1M L1 - I - 09 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT - CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)4 1; =3670 Approved per applicable codes. Corrections required prior to approval. Inspector` \J( Date: ) ri S47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. r' Receipt No.: Date: COMMENTS: Type of In f rG vh % inc C n vin L-1-+9 1-P 4 4 't ro ►\�- o v- ci r P U r fl> \A Y' \P 4 1 ,- ,-e. 1 r ( ) ' p , o c 4se.. 0( CA4 -- ∎art i Special Instructions: . { a e Wanted: _ 1 n ,f , L Request Phone N . - ( f ) (,(ON 19 Fo�ct P, t c J 1,624.( G /s: v Type of In ction: fps) jj ii 6' t t r '- S ' . ) S _C Date Calle . 3 Special Instructions: . { a e Wanted: _ 1 n ,f , L Request Phone N . - ( f ) (,(ON 19 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISION � �,_., 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431- 670 12 Approved per applicable codes. 0 Corrections required prior to approval. Inspecto Date: 1_ v _ i $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 5 r •: • .:.tiy., t� ..> . �„ ,.r.✓ �..�.. COMMENTS: (Alt 1 �h4vt - v 1.) s ULe 1 R `t w-P i' v‘ CLOY' Ja vM k etv\d ro vc k 4 pv1-V v) 60r Dat Called: „ r / — /-) --- 2) i U1C, e w \-.\'1,, IacL.'r Y' 0 Requ ter: v eiv/v /S P ne No: a�)lo�4/ /y; (� 1 ,' co \ v,Ath A IS Proct: /� f O/ f &-il J,C / g nF /6 Type of Inspecti n: /' �4 �-- ��'� // �f , Address: y3� y s. 60r Dat Called: „ r / — /-) --- Special Instructions: Date Wanted: a.m. - fj p.m. Requ ter: v eiv/v /S P ne No: a�)lo�4/ /y; El Approved per applicable codes. C7; 3 ,' ; v �n 3 - 2 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43. 12 Corrections required prior to approval. Inspector: _ Date: k 150 G $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 70 Receipt No.: Date: Proj t: 11 1(1( t �ji r'f' Type f Inspection: �— �e 1 1 ` 1 h , 1 , 1 \Sv L� 1 01-, i -e Address: L i \ S ‘ ,c4- Date Called: I 1 -1a -0q Special Instruc ions: Date Wanted: `, 1 �—' 1U a:m: Requester: , ) *P In VI l 5 Phone No: 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 lt /Kpproved per applicable codes. El Corrections required prior to approval. COMMENTS: va U'- C, e _t h S cAV \),(1.Sn r ∎v.h root/ n,A TO �� rOew. a In c1 'Fv\A-v \ Inspector Z .J, Date: „.. 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: Projecy, . . 6 Type of 1 . F low i...i Su tcr /GI., Add ess: 1 Date Called: \ ......1,; ...02.1 Special Instructions: Instructions: Date Wanted: ---- k--;--041 p.m. Requester: Phone No: 103-,io9 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO CITY OF TUKWILA BUILDING DIVISION 11 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)4 1 -3670 N iApproved per applicable codes. El Corrections required prior to approval. COMMENTS: 90nrci r re- ')-.) - 11-N v LAJ\ 5()q Inspector: (V c Date: 5 ,02.4 r7 $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: Proje ( r�°�v+✓Ir1r� -� 4.1 Type of Insp ction: aVntny Address: -t 1 S 1 Si Date Called: t 1 Special Special Instructions: Date Wanted: '-.t --- 0Lf (a,m' m. Requester: .Qv,vttS Phone No: ,-r,, . . < INSPECTION RECORD 7 20 Retain a copy with perm .1)0 INSPECTION NO. f PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 1R Approved per applicable codes. C orrections required prior to approval. ri $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: t) C 0 >r -'t ` f ovIc 4 + 1,2 C yv\ �1�� -e 2 , 2 " y 3 0 " q4-11( ac( -°S c P1 U rec Inspector: � Date: I I3-0/1 Receipt No.: Date: . COMMENTS: Type of InspAlion:. ,. . Date Called: ) - ,- • ...e- , , . ..._ _ Special Instructions: N , , . Ajnifan -- 1 e O r Requester: • i AMIN . i di' i . a q fp" v V . c P V 1 ") Projecp, , 1 kprefV1 r k (ire 41 6 Type of InspAlion:. Address: i 1- A 3,)_ S 1 Vfi 'Si Date Called: ) - f - 6 2 --/ Special Instructions: N , Date Wanted: -- 1 e O ai.m. .m. Requester: • Phone No: 13 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per r .icable ccr orrections required prig o approval. Inspector: Date: g Ej $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: .) COMMENTS: (3 + \ a.N1"i ! v\r\ -e r Y� i1 Type of Inspection: / /*/1/ iii/6 1 C , re, &V 'PCI - i - WA Ctrcttl cyn fl ) V :\ ` ,v. ay.Cl v at t \LA `'1 s. -w 4/1 + —1 r w� h-rc w. (-Croy, } 1 v' yAtp4 Date Wanted: / -- ?-03 l<: n*k SiA .eS t°cis� ay.t( 1 -9,5 - 3.) 'rorP -Clce -1-c rL sr of (2) Pone No: ( --) ) o - --kv \, C e 4 0 U e v' V"61 r t")-P rl hrl O t-1n A'4- J 3 -1 " Q , c . 2 -1) t 4 "4 4rdY 4- Jrr)rpw\ .S vv1 c 4 (Lr +n ■+•e .s y - Io(9r o brouv.(j Skc wor CkYcn v\ q `SO a bail A-L)10, t.) fG 1 r / M PCnr)vt 1 ,4I n rU tirti Nit), red NC ` 1 sLJLVe ( )Ott (s Project: CFEat , it of — LET 6 Type of Inspection: / /*/1/ iii/6 Address: "/ / Date Cabled: 7 - 3 Special Instructions: /47T/tie / 7T/ `i ,• .. 8/a../. Date Wanted: / -- ?-03 a.m. ': Requ��41/6 Pone No: ( --) ) o - /9 r ❑ Approved per applicable codes. INSPECTION RECORD Retain a copy With permit INSPECTION N . CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 NO. 4 1 -3670 IZI Corrections required prior to approval. Inspector:- . Date: k 8-024 $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: Projeyt f ( VTflLPNr\ (1r E7 Type of 1pspection: --: r F� 5b4tty t»c \ Y1/4 ii, Address: I ' -1 S I O si- Date Called: t - a- Special Instructions: Date Wanted: S a..rr� Requester: Phone No: n INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 0.)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: Cfre/P(-1 f r vv: vvf -P(S 1-P41 - er Inspector( Vc14.;A .J- Date: \ 8 0 $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: MOM OMNS . -. . �A . 1- n 1- • \ / A u s I . c a r1/ r 2 ,17A oA Ar A -, l 2 ) h ii, P 'c: Tp fIseto: . 7J ; a - Gt ' - e Dt ald F r Seil Isr in: , Rqe Dt atd e CP /6_ a p ` F Poe N: 10 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISI ON 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. 2 Corrections required prior to approval. PERM (20.)431 -3670 r: Date: V -4 / ex, O l \ v 57.00 REINSPECTION FEE REQUIRED. Prior; inspection, fee must be -paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: P ( i ct e ff 1 r �P -tom► ` Ty of Ins; ection: ii • k _ ► !1► (j Ad IN 1 Date Calle • `I` 2 03 'Special InstrGction s• Date Wanted. 1 C )' 12S/03 7 a.m p.m. nester: 11, /s ( Q Pho ^(�1pn -- 09 Erk pproved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. COMMENTS: Inspector: if) TNOAA Date: i, El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: L 4 , 1' ti or - She ocihi vc, '. Type o Inspection: ` i \ ? 1 V1 C ,, C , Y S, (I 0 0VrV'F'o f 1 , b er .. \ - , . L� ' A Y 1 6 v- C iv., Y e. r 0r • v. ,, t Or Ap,i,.a, 4 %AO+ I D., p.m• R uester: /r 1,4)0 qc1204. P obi: t j Type o Inspection: Ad es: ,; Date '. e Spe ial Instructions: Date Wanted: D., p.m• R uester: /r 1,4)0 qc1204. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PER T �. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Z . 5 ....- pproved per applicable codes. 0 Corrections required prior to approval. Inspector: Date: El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Z } Z Ce W Q = . JU O 0 N O CO W J H Q W W O , u_ ? O = W Z 1 .. w � O. 0— 0 WW LL Z Ilf U 0 I— Z COMMENTS: 1 ' ,�QQ ( ro\i 1 ck.e loo c I h..e 4 S S l G ote- 1. 1e3povtS2 AD Sty a r -P (Ow dt Srr-r AAC - IP CA CO ‘'"k r >r G v. C `) A-. S S 'e S 40 S ■(ct: tr (A/Of (LS t`� ve l V t i (� i h t t�c, �`()CI vv CA iNCI I`Y 'rr" 1 -ocU v he. / Lro O loA Or-ea 2,) \x, A `is's 40 \ We. c 0 Skea✓ Wei t( S J 7 ir 5U''r. tvc 11 _--,, Special Instructions: ) ". SI..post woi its 0 4.. 1 cc a bov e Date Wanted: 2. Y l l c / rrf. Requester: l�'NMI Pr ect: � r i c 3 ' r Type of Inspection: Ske - A eU3rl( �A,1 Ad ress: 3 2 (S V -1 1 0 - r Date Called: (2 /3/b _--,, Special Instructions: Date Wanted: 2. Y l l c / rrf. Requester: l�'NMI Ph rie No: 004,) (06,o- CiIg INSPECTION NO. ❑ Approved per applicable codes. INSPECTION RECORD Retain a copy with permit ti • b 03" 2.0 PER vL NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. Inspector - r ❑ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. z ~ w r QQ L JU UO to 0 co w J co W O 2 LL Q. = • a W Z Zo U � O N O H W • W LL Z 111 z Project: Project;., �r -P v , O r i o D Type of Inspection: , rq wt 1 h, Address: I -; s 1 So s Date Called: Special Instructions: Date Wanted: - 2- 1 '63 a.m 7rrr Requester: Phone No INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit 1)o3 -,,2a9 (206)431 -3670 K orrections required prior to approval. \W\t \nGV\ 1h r t Cr Y1 COMMENTS: hyr P c4 r)4 y\$ t41 SIN -Pra Wol I �r�J aY \ -P (4- ) - e rv.:vi-e4) r `Ca MOP_ C t !� 1 , �-u\r --k re, vv) % n t�u I. 1 C E' 1 1 1 r. C � I r` t Iry 0 tNi ov er. C � .4rrAy � , it '4 ev- c .A c. 4 v \P°r PO (raga( 4 \ A S C \lcav \'G `-1rrS \r\T.1\1-9 Inspector: Date: }) '$47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 1300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: P eject: ( rea-froAdie - let t4) Type f Inspection: ,, r . n A�dr.�s W 4b ` f /�t} ��11.. [� ( J r Date Called: 1 Zl (CI? Special Instructions: Date Wanted: ((//�� a m Requester: 1 .�'. fl Phone o: 64 —` 0(' a C-IQJ (TI u'hS e.GA.r Y..i:yl H 1 : aFt INSPECTION NO. Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 co 3'2 0 1 (206)431 -3670 Ea Corrections required prior to approval. COMMENTS: cP\ 4 41t4 q iNector: Date: ' ,2- ! J 7.00 REINSPECTION FE REQUIRED. Pri91 to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. all to schedule reinspection. Re ' eipt No.: Date: P 6ec p�� / • Type of Inspection: f cfr( .( Ad r L. ` i r Date Called:, D/ Spe ial Instructions: Date Wanted: /0_ / a. Requ ter: , Phone No: `1 _ 2,0(. — cg ceb— Le 101 • pproved per applicable codes. ,Q43 -ao� 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 0 Corrections required prior to approval. COMMENTS: r> r Inspector: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: 1 V V 147)44-fc 14 Type 3ection: 17/1.A 9kAa 4A Address: V n - S O 5 f , DatelCalled: .../ I D/ i ( 0 3 'Spetial Instructions: Date Wanted: /0 /0 .? a.m. Reqta ois bo/c)<J2. ph ---60620-tQ/ V V • V. INSPECTION RECORD • •, • Retain a copy with permit - INSPE CTION NO. ITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431-3670 PERMIT NO Ch, / 4. , 4 Approved • per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: Date: 1 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at t300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: ,••••"...' • • Pro'ec : id mW-' Type of Inspection: golf/ roc( m .v,c.._ Address: ��¥ Lo r � /S� s7', Date Calj�d 4,,,,73 ..,..c„ 9 Special Instructions: Date Wanted: /I oS `7 r-a3 m a.. p.m• Requester: ,4C Phog.e No: • INSPECTION NO. ' INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PER NO (206)431 -3670 0 REINSPECTION FEE REQUI ED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 07 5 Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: Inspec : Date Receipt No.: Date: `1 ]d 4 f .J.. •.t -1 ..�� -�f ;t :E Y�X:- Y�.:f } .'r•`. ,'(r: yi.G'•a:. '. !�.�'�. ��i;J:Y'k dn;tJt sY.. ?:..�41�! " - w'. ..w i..... •,f.:' ..t ;i}'-.a. .. Proje .. KZi ..,/fl's( -IP7 G Typ Inspection ; , 1 ,P264,-, , lit /m, . 47 Add ress: S _ S - 7*-- . «q 24/ d /c5 2 Dat Called: / - O.3 /7 G" Special Instructions: Date Wanted: /."`�`� a.m, p.m. Request • e.-72/GG- Phone No: pO ' ep fl� 7 , //f INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Date: ) c3 G� E 47 0 REINSPECTION F • REQUIRED. Priof to inspection, fee must be Id at 6300 Southcenter BI d., Suite 100. Call to schedule reinspection. Receipt No.: Date: File: D03 -0209 35mm Drawing #1 Option Glazing Area % of Floor Glazing U- Factor Door U- factor Ceiling Vaulted Ceiling Wall Above Grade Wall Int Below Grade Wall Ext Below Grade Flooc Slab On Grade Vertical Overhead" III Unlimited Group R -3 Occupancy Only 0.40 0.58 0.20 R -38 R -30 R -21 R -21 R -10 R -30 R -10 1- Prescriptive Approach — Simple Form For the Washington State Energy Code (2001 Edition) Climate Zone 1 Site Information Lot: _.x(41 ARCS Address: 4 7. 4 City: -TV WA(1 to State: _WA Zip: Contact: LeNt50 Phone: Oa 12 0401., Phone 2: Fax: Table 6 -1 y ' :Wk.; t PRESCRIPTIVE REQUIREMENTS °" FOR GROUP R OCCUPANCY CLIMATE ZONE 1 ( Unlimited Glazing Ootion Onl See the code text for footnote references This project complies with the following: ✓ The project is a single family residence or duplex. ✓ The project is wood frame Q all of the insulation is interior or exterior of the framing. ✓ All building components meet the requirements listed in Table 6-1, Option III. ✓ The project will meet all other provisions of the WSEC and VIAQ. The project will take advantage of the following exceptions to the prescriptive option: — J 602.6 Exception 1. One door, that is 24 ft. or less, that does not meet the standards is allowed. Location of the door taking this exception �(�S(2� �� (1-Atv CI ✓ 602.6 Exception 2. Doors with a U- factor of 0.40 allowed without calculations, Option III only. Location of the door(s) taking this exception Copyright 2002, WSUCEEP02 - 056 Copied by permission from the Washington State University Cooperative Extension Energy Program Prescriptive — Simple Form — Climate Zone 1 H -Is Building Department Use Only Permit #: nIT Notes: y Tti k w rr A ' x 7 2003 PERMIT CENT t�nf T APPROVED SEA' 1 5 2003 AS 'EL 5/31/2002 :bo;zo9 Option Glazing Area % of Floor Glazing U- Factor Door U- factor Ceiling Vaulted Ceiling Wall Above Grade Wall Int Below Grade Wall Ext Below Grade Floor Slab On Grade Vertical Overhead I 12% 0.35 0.58 0.20 R -38 R -30 R -15 R -15 R -10 R -30 R -10 II* 15% 0.40 0.58 0.20 R -38 R -30 R -21 R -2l R -l0 R -30 R -10 III Unlimited Group R -3 Occupancy Only 0.40 0.58 0.20 R -38 R -30 R -21 R -21 R -10 R -30 R -10 Y Select One, Option Washington State Energy Code: 2001 Edition, Prescriptive Worksheet Zone 1 Exterior Doors Plan ID Component Description See code text for footnote references Conditioned Floor Area Vertical Glazing Overhead Glazing Door 602.7.2 Exception, Area X 3 Glazing Area Total Glazing To Floor Area Ratio Glazing Area Total / Conditioned Floor Area Table 6 -1 PRESCRIPTIVE REQUIREMENTS " FOR GROUP R OCCUPANCY CLIMATE ZONE 1 Glazing Area Feet I19 Area Weighted U- Factor O fl 602.7.2 Exception Ratio 602.7.2 Glazing Area Total / Conditioned Floor Area, not to exceed 1% Door Percent Width Height Glazing Door Door Ref. U Glazed Qt. Feet Inch Feet inch Area Area UA Sum of Area and UA (do not include exempt door) Area Weighted U = UA/Area Copyright 2002, WSUCEEP 02 -051 Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) - 20,5 4 -to 1 of 2 • U A =UXA PRCA.l'C MOW_ ,7-0 D l 3 0 ( to ?e),5 4.1 0 One Exempt Door, If 24 Square Feet or Less. t AuVolam 1 2- 5 (a (0 ($,2 Y Select One, Option Washington State Energy Code: 2001 Edition, Prescriptive Worksheet Zone 1 Exterior Doors Plan ID Component Description See code text for footnote references Conditioned Floor Area Vertical Glazing Overhead Glazing Door 602.7.2 Exception, Area X 3 Glazing Area Total Glazing To Floor Area Ratio Glazing Area Total / Conditioned Floor Area Table 6 -1 PRESCRIPTIVE REQUIREMENTS " FOR GROUP R OCCUPANCY CLIMATE ZONE 1 Glazing Area Feet I19 Area Weighted U- Factor O fl 602.7.2 Exception Ratio 602.7.2 Glazing Area Total / Conditioned Floor Area, not to exceed 1% Door Percent Width Height Glazing Door Door Ref. U Glazed Qt. Feet Inch Feet inch Area Area UA Sum of Area and UA (do not include exempt door) Area Weighted U = UA/Area Copyright 2002, WSUCEEP 02 -051 Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) - 20,5 4 -to 1 of 2 • (rb' R SID5U Grt -1 - TS Ib u `�-� 2 532o .35 c; L \V i N &r lz WM TRAN,GDM,S 5 .35 o L \V /PP&M ' )(0‘,( 51,20 .38 Soso DI h I t Itt 12iM r 5320 , 5 10,5 K1Tc1 -lei %\(p " 5`2O •3b 9-0 LkU N 1 ) E 4 D V-- 5120 ,3 3 t1 532o .36 N1. b a 1%t 4 M. BED 51 1D "M. 51z -35 0 M. 13AT1 -t SL.tDE1e.� 51 20 ,3S 5 M. BA 'Ft\,Eb `�3. • 35 1 80) '`)(D Y" spo , � 43a, 3 - r 124 532 0 35 3 2 , x t x„ S\2c So ,38 4.35 o c-ty T RPd M r o ' RZ 1,, tI Od F-- t i�CAA bno 1'-- - R„ •3(e A =UXA Ib 3.so 2 1,3 2 l c. c; 1 -l.50 I S o 2- b 2- Soso l6', 1.5 5,70 10,5 3,(40 32 12,1C 9-0 1. DO 0 3 t1 1 3 o 4 o 1 2 0 4 o 2 5 b 4 o 1 5 0 3 1 3 co 3 0 I "v o 4 o 1 8 0 2 / t - 1 0 4 '1 5 t 3 b I 2 8 (o to A =UXA Ib 3.so 2 1,3 7 -47 i3O 30,40 50 1 -l.50 t '7.44 l2 4,66 8 2,60 *o l6', 1.5 5,70 10,5 3,(40 32 12,1C 9-0 1. DO 9.4,7g 1.27 '5.22 ('.Sc, Overhead Glazing Plan Component ID Description Section 602.7.2 Exception Plan Component ID Description Washington State Energy Code: 2001 Edition, Prescriptive Worksheet Zone 1 Vertical Glazing (Windows, Doors using Exception 602.6 #1) Plan Component Glazing ID Description Ref. U U Glazing Ref. U Width Height Qt. Feet inch Feet Inch Sum of Area and UA 13e6, Area Weighted U = UA/Area 1 .31 Width Height Qt. Feet inch Feet Inch Sum of Area and UA ' Area Weighted U = UA/Area Width Height Ref. Qt. Feet Inch Feet Inch Sum of Area and Area X3 Copyright 2002, WSUCEEP 02 -051 Copied by permission from Washington State University Cooperative Extension Energy Program. (see copyright restrictions) Glazing Area UA Area UA A =UXA Area Area X3 2 of 2 • .a4 its:l.:.A;I:e4b.iiaG3di {S;T„I;y V DEC -19 -2003 17:15 FROM: SITTS & HILL ENGINEERS, INC. Professional Engineers and Planners 2901 South 40th Street, Tacoma, WA 98409 - 5897 Telephone (253) 474 -9449 Fax (253) 474.0153 December 19, 2003 GREENRIDGE HOMES 8855 176 Avenue NE Redmond, Washington 98052 Attn: Dennis Whacker SUBJECT: CLARIFICATIONS FOP' 2003 PLAN, 4324 S 950 STREET, TUKWILA, WASHINGTON Dear Mr. Whacker, We are providing this letter in order to clarify the following Items: • Detail 301 calls far attaching the truss blocking to the top plate with 3- 16d nails. In lieu of this, you may substitute Simpson A35 clips at every other block. • The sticks framed portion of the roof over Bedroom #3 requires collar ties to be installed since It Is not practical to Install a header to support the ridge. Please refer to the attached sketch for collar tie requirements. Please feel free to contact our office if you have any questions. Sincerely, SITTS & HILL ENGINEERS, INC. Ed Brown, P.E. Project Engineer p:10887 /dodcorr /GreenrIOga - 1 E -De .03 [EXPIRES: O2It37f dal Civil, Structural and Surveying TO:253 639 3412 P.001'002 ROBERT J. DAHMEN, N.E. BRENT K. LESLIE, RE. ROBERT N. ERB, PLS. RANDALL C. HAYDON, P.L,S, z 3 =z re II 6 00 (0 CO W W I . W 0 g u- a z a. z � i- 0 z I - co 0 h- w I tii z. I U =' 0 z DEC-19-2003 17:15 FROM: SITTS & HILL ENGINEERS, INC. CIVIL • 9111UCIURAL • SURVEYING 2901 3 4001 IT, TACOMA, VA 914011 (2) 174.3443 103-ao TO:253 639 3412 P,002'002 7(PIRES!_02/071dei- I 7 r,!: •** , 48 mmom mmm 1% OMM GREENRIDGE HOMES 10887 EAB 1/1 COLLAR TE DETAIL OM WPQX 12-19-03 EAB SK1 DEC-19-2003 17:15 FROM: SITTS & HILL ENGINEERS, INC. CIVIL • 9111UCIURAL • SURVEYING 2901 3 4001 IT, TACOMA, VA 914011 (2) 174.3443 103-ao TO:253 639 3412 P,002'002 7(PIRES!_02/071dei- I 7 r,!: •** , ITTS : :& HILL ENGINEERS, INC. p rofessional Engineers and Planners . GREENRIDGE HOMES 2003 PLAN KING COUNTY, WASHINGTON Greenridge:Homes 6855 176th Avenue ; NE 'CJTY . TU LA Redmond, WA 98052* rRO SEP 15.2001 Vim. ` kOOEDp .: ( S & H 10887 • March 27, 2003 RECEIVED .0TYOF.. TUKWILP).'• ;. J ul 1 7::2003 PERMtT 2901 , South, 40 Street,` Tacoma, WA 98409 -5697 'Tit (253) 474 - 9449 , : Fax (253) 474 -0153 0• z w 6 JU 0 U U cn W J = U) U_ w J u_ u) = a � z = 1— o w 0- OH w L! "o .. z w � F. o~ z INDEX Sitts & Hill Engineers Job Name GREENRIDGE HOMES Professional Engineers & Planners 2901 South 40 Street Job No. 10887 Sheet No. 1 Tacoma, Washington 98409 253 - 474 -9449 Fax: 253 - 474 -0153 By EAB Date 03/03 BASIS OF DESIGN 2' w LOADS 3 _, v 00 ROOF FRAMING 4 -22 co W J = UPPER FLOOR FRAMING 23-44 to o w MAIN FLOOR FRAMING 45-49 2 J POSTS AND COLUMNS 50 -55 c Z SPREAD FOOTINGS 56 -58 ~ 2 Z1- LATERAL ANALYSIS 59 -77 Z g w uj U� . CI 1=, W W ,. S U . I- - O H = O F- z BASIS FOR DESIGN BUILDING CODE: LOADS: FOUNDATIONS: CONCRETE: REINFORCING: Sitts & Hill Engineers, Inc. Job Name GREENRIDGE HOMES Professional Engineers & Planners 2901 South 40'' Street Job No. 10887 Sheet No. 2 Tacoma, Washington 98409 253 - 474 -9449 Fax: 253 - 474 -0153 By EAB Date 03/03 STRUCTURAL STEEL: BOLTS: A307 WOOD: JOISTS 2X4 2 X 6 OR LARGER BEAMS WIDTH 4" OR LESS WIDTH GREATER THAN 4" LEDGERS AND TOP PLATES STUDS 2X4 2X6 OR LARGER POSTS 4X4 4X6 OR LARGER 6X6 OR LARGER 1997 EDITION OF THE UNIFORM BUILDING CODE. ROOF LIVE LOAD = 25 PSF. ROOF DEAD LOAD = 16 PSF. FLOOR LIVE LOAD = 40 PSF (REDUCIBLE). FLOOR DEAD LOAD = 12 PSF. WIND LOAD 80 MPH WIND SPEED, EXPOSURE B. SEISMIC ZONE 3 (Z = 0.3) SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 18" MINIMUM BELOW FINISHED GRADE. ALLOWABLE BEARING VALUE = 2,000 PSF. MINIMUM 28 DAY STRENGTH 2,500 PSI . BARS #5 AND LARGER: Fy = 60,000 PSI. BARS #4 AND SMALLER: Fy = 40,000 PSI. WOOD TYPE H.F. #2 H.F. #2 D.F. #2 D.F. #2 H.F. #2 H.F. #2 H.F. #2 D.F. #2 D.F. #2 D.F. #2 GLUED - LAMINATED BEAMS (GLULAM): Fb = 2,400 PSI, Fv = 155 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 1,700,000 PSI. ENGINEERED BEAMS (PARALLAM): Fb = 2,900 PSI, Fv = 190 PSI, Fc (PERPENDICULAR) = 650 PSI, E = 2,000,000 PSI. DESIGN LOADS ROOF DEAD LOADS: 16 PSF TOTAL DEAD LOAD ROOF LIVE LOAD: 25 PSF (SNOW) FLOOR DEAD LOADS: Sitts & Hill Engineers, Inc. Job Name GREENRIDGE HOMES Professional Engineers & Planners 2901 South 40 Street Job No. 10887 Sheet No. 3 Tacoma, Washington 98409 253 - 474 -9449 Fax: 253 -474 -0153 By EAB Date 03/03 ROOF 5.0 PSF Q U INSULATION 3.0 U 0 N SHEATHING 2.5 W FRAMING 2.5 u WO LQ CO ° . H W BEAMS 1.0 z O MISC. MECH., & LGTN. 2.0 W F—. U 0 O N' 0 I - W UJ I— L Ill N. U H '. O z FLOOR COVERING 2 PSF SHEATHING 2 FRAMING 2.5 BEAMS 3 MISC 2.5 FLOOR LIVE LOAD: 40 PSF 13 PSF SUPER IMPOSED ON STIFFENERS 12 PSF TOTAL DEAD LOAD PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON REQUIRED ATTIC VENTILATION LOCATION GROSS AREA (SP) (4)100) MPL RECTO. VENT (}I 1' ABOVE E ROOF VENT: 111 5F. I-IGIISE ROOF 'Set. • 100•501 (I0) • 7,11 GARAGE ROOF 11 • 100.3) (II • 211 i i ' r I 'I�4 i�f i u 1 II L'�ovERFRM � l��t. 1 lii �II T 5 IRt)5E5 • CCr!"dl p n STUB BANJO ZO RIG rvia Imo OVERFRAME m/ III MII 11 ItilLEtmairtti I P ' u.) 't 11 4 SE • CO JLP A I I -' %�I la MN ILI my Illinikarrii D5 '-J ( JS5E5 ROOF FRAMING PLAN 4 SITTS & HILL ENGINEERS , INC. TACOMA, WASHINGTON (253) 474 -9449 DESIGNED DATE 3 /L /6 DATE l CHECKED PROJECT JOB (d1 SHEET S' OF SITTS & HILL ENGINEERS , INC. TACOMA, WASHINGTON (253) 474-9449 DESIGNED L-4 DATE CHECKED DATE 2 JOB SO & ? SHEET PROJECT h OF, SITTS & HILL ENGINEERS , INC. TACOMA, WASHINGTON (253) 474 -9449 DESIGNED CHECKED PROJECT t-- Gip • ' IG.•LV - 3.Z.. .�`� ■ t (O. 4/z ; ::3 l • DATE DATE C b . r Z . JOB /06 SHEET OF z 1W - 0 0 0 W I F- w J ? . a = z � f= o z fi- 111 Ljj U ci O N E- ll! W H r- -O .. w U N 0 H O Z Sitts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Description General Information BEAM 1 Section Name 4x10 Beam Width 3.500 in Beam Depth 9.250 in Member Type Sawn Load Dur. Factor 1.150 Beam End Fixity Pin -Pin Center Left Cantilever Right Cantilever Dead Load Live Load ...distance Summary 720.0 Ibs 1,125.0 Ibs 2.000 ft DL DL DL Ibs Ibs 0.000 ft Span= 5.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 706.85 psi Fb 1,106.88 psi Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D. @ Center @ Left @ Right 2.94 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.60 fv Fv Dead Load -0.012 in 2.400 ft 5,080.3 L. Defl) ... 0.018 In 0.000 in 0.000 in 92.00 # /ft #/ft # /ft Fb Base Allow Fv Allow Fc Allow E Ibs Ibs 0.000 ft LL LL LL Depth = 9.25in, Ends are Pin -Pin 0.648 : 1 2.9 k -ft 4.6 k -ft at 2.000 ft at 5.000 ft 70.80 psi 109.25 psi Total Load -0.031 in 2.400 ft 1,967.11 Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : Center Span 5.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Job # Date: 7:51AM, 2 MAR 03 Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 _ (c)1983.2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\ 10800110887 \calculations \10887.ecw:R00F FR Calculations are designed to 1997 NDS and 1997 UBC Requirements 875.0 psi 95.0 psi 625.0 psi 1,600.0 ksi 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Ibs Ibs 0.000 ft 150.00 # /ft # /ft #/ft Point Loads r Ibs Ibs 0.000 ft Maximum Shear * 1.5 Allowable Shear: @ Left @ Right Camber: @ Left @ Center @ Right Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl 0.66 k Max 0.52 k Max Dead Load 0.000 in 0.0 0.000 in 0.0 Ibs Ibs 0.000 ft 2.3 k 3.5 k 1.71 k 1.34 k 0.000 in 0.018 in 0.000 in 1.71 k 1.34 k Ibs Ibs 0.000 ft Beam Design OK Total Load 0.000 in 0.0 0.000 in 0.0 .41 Sitts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Rev: 560000 User: KW-0602611. Ver 5.6.0, 2-Sep-2002 (c)1983.2002 ENERCALC Engineering Software Description BEAM 1 Bending Analysis Ck 32.339 Cf 1.100 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb M, V, & D @ Specified Locations @ Center Span Location @ Right Cant. Location = @ Left Cant. Location = 0.000 ft 0.000 Max Moment 2.94 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 2.29 k 20.981 in2 109.25 psi 1.71 k 1.34 k 0.00 ft 0.00 ft 0.00 ft Sxx CI Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope : General Timber Beam Stress Calcs 49.911 in3 Area 32.375 in2 0.000 Sxx Req'd Allowable fb 31.87 in3 1,106.88 psi 0.00 in3 1,106.88 psi 0.00 in3 1,106.88 psi @ Right Support 1.74 k 15.914 in2 109.25 psi Bearing Length Req'd Bearing Length Req'd 0.783 in 0.614 in Query Values Shear 1.71 k 0.00 k 0.00 k Job # Date: 7:51AM, 2 MAR 03 Page 2 p:\ 10800110887 \ calculations \10887,ecw:R00F FR Deflection 0.0000 in 0.0000 in 0.0000 in Sitts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2 -Sep -2002 (c)1983-2002 ENERCALC Engineering Software Description BEAM 2 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements r Section Name 4x8 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Trapezoidal Loads #1 DL @ Left DL @ Right L Summary Span= 5.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 151.89 psi Fb 1,207.50 psi Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 @ Center @ Left @ Right Bending Analysis Ck 32.339 Cf 1.200 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 1 Le Rb Center Span 3.500 in Left Cantilever 7.250 in Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi 1.150 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi 92.00 #/ft # /ft 0.39 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 3.09 fv Fv Dead Load -0.004 in 2.400 ft 16,465.5 * D.L. Defl) ... 0.005 in 0.000 in 0.000 in 0.000 ft 0.000 Max Moment 0.39 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.40 k 3.664 in2 109.25 psi 0.40 k 0.20 k LL @ Left LL @ Right Depth = 7.25in, Ends are Pin -Pin 0.144 : 1 0.4 k -ft 3.1 k -ft at 2.120 ft at 0.000 ft General Timber Beam 15.77 psi 109.25 psi Total Load -0.010 in 2.400 ft 6,259.60 Sxx CI Scope : Reactions... Left DL Right DL Title : Dsgnr: Description : 150.00 # /ft # /ft 30.661 in3 0.000 Sxx Req'd 3.86 in3 0.00 in3 0.00 in3 @ Right Support 0.29 k 2.649 in2 109.25 psi 5.00 ft ft ft 0.4 k 2.8 k @ Left 0.40 k @ Right 0.20 k Camber: @ Left 0.000in @ Center 0.005in @ Right 0.000in Maximum Shear * 1.5 Allowable Shear: 0.15 k 0.08 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Lu Lu Lu Start Loc End Loc Dead Load 0.000 in 0.0 Stress Calcs ii Area 25.375 in2 Allowable fb 1,207.50 psi 1,207.50 psi 1,207.50 psi Bearing Length Req'd 0.184 in Bearing Length Req'd 0.092 in Job # Date: 7:51 AM, 2 MAR 03 Page 1 p:\ 108001 108871calculations \10887.ecw:ROOF FR 0.000 in 0.0 0.00 ft 0.00 ft 0.00 ft 0.000 ft 5.000 ft Beam Design OK Max 0.40 k Max 0.20 k Total Load 0.000 in 0.0 0.000 in 0.0 Iv Sitts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Rev: 560000 User: KW-0602611, Ver 5.6.0, 2-Sep-2002 (c)1983.2002 ENERCALC Engineenng Software General Timber Beam Page 1 p:\ 108001108871calculations \10887.ecw:ROOF FR Description General Information Section Name 4x8 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Trapezoidal Loads {Deflections #1 DL @ Left DL @ Right Summary Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 @ Center @ Left © Right Stress Calcs Bending Analysis Ck 32.339 Cf 1.200 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction BEAM 3 1 # /ft 92.00 #/ft Span= 7.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 297.71 psi Fb 1,207.50 psi Center Span 3.500 in Left Cantilever 7.250 in Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi 1.150 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi 0.76 k -ft -0.00 k -ft 0.00 k -ft 0.00 k -ft 3.09 fv Fv Dead Load -0.014 in 3.640 ft 6,000.7 * D.L. Defl) ... 0.021 in 0.000 in 0.000 in Le Rb 0.000 ft 0.000 Max Moment 0.76 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.41 k 3.794 in2 109.25 psi 0.28 k 0.56 k LL @ Left LL @ Right Depth = 7.25in, Ends are Pin -Pin 0.247 : 1 0.8 k -ft 3.1 k -ft at 4.032 ft at 7.000 ft 25.32 psi 109.25 psi Total Load -0.037 in 3.640 ft 2,281.25 Sxx CI Title : Dsgnr: Description : Scope : Calculations are designed to 1997 NDS and 1997 UBC Requirements Reactions... Left DL Right DL # /ft 150.00 # /ft 30.661 in3 0.000 Sxx Req'd 7.56 in3 0.00 in3 0.00 in3 @ Right Support 0.64 k 5.881 in2 109.25 psi Bearing Length Req'd Bearing Length Req'd 7.00 ft Lu ft Lu ft Lu Start Loc End Loc Maximum Shear * 1.5 Allowable Shear: Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl 0.6 k 2.8 k @ Left 0.28 k @ Right 0.56 k Camber: @ Left 0.000 in @ Center 0.021 in @ Right 0.000 in 0.11 k 0.21 k Area 25.375 in2 Allowable fb 1,207.50 psi 1,207.50 psi 1,207.50 psi 0.129 in 0.258 in Job # I Date: 7 :51AM, 2 MAR 03 0.00 ft 0.00 ft 0.00 ft 0.000 ft 7.000 ft Beam Design OK Max 0.28 k Max 0.56 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 N4 ur.i:.e 5?i+t .L.7n11,45 ii. " 0.4.ir e.tlk Sifts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (c)1983.2002 FNERCALC Engineering Software Description BEAM 4 Section Name 4x8 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity #1 DL @ Left DL @ Right Summary Span= 6.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 207.88 psi Fb 1,207.50 psi Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D @ Center @ Left @ Right Stress Calcs Bending Analysis Ck 32.339 Cf 1.200 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing © Supports Max. Left Reaction Max. Right Reaction Le Rb #Ift 80.00 #/ft 0.53 k -ft -0.00 k -ft 0.00 k -ft 0.00 k -ft 3.09 fv Fv Dead Load -0.007 in 3.120 ft 10,958.2 .L. Defl) ... 0.010 in 0.000 in 0.000 in 0.000 ft 0.000 Max Moment 0.53 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.33 k 3.063 in2 109.25 psi LL © Left LL @ Right 19.44 psi 109.25 psi Sxx CI Title : Dsgnr: Description : Scope : General Timber Beam General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements III Center Span 3.500 in Left Cantilever 7.250 in Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi 1.150 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Depth = 7.25in, Ends are Pin -Pin 0.178 : 1 0.5 k -ft 3.1 k -ft at 3.456 ft at 6.000 ft Reactions... Left DL Right DL # /ft 150.00 # /ft 6.00 ft ft ft Maximum Shear * 1.5 Allowable Shear: 0.08 k 0.16 k Total Load Left Cantilever... -0.019 in Deflection 3.120 ft ...Length /Defl 3,811.55 Right Cantilever... Deflection ...Length /Defl Lu Lu Lu Start Loc End Loc 30.661 in3 Area 25.375 in2 0.000 Sxx Req'd Allowable fb 5.28 in3 1,207.50 psi 0.00 in3 1,207.50 psi 0.00 in3 1,207.50 psi © Right Support 0.49 k 4.516 in2 109.25 psi 0.23 k Bearing Length Req'd 0.105 in 0.46 k Bearing Length Req'd 0.210 in Job# ( Date: 7:51AM, 2 MAR 03 Page 1 11 p:\ 10800\ 10887 \calculations \10887.ecw:ROOF FR Dead Load 0.000 in 0.0 0.000 in 0.0 0.00 ft 0.00 ft 0.00 ft _ Trapezoidal Loads 0.000 ft 6.000 ft Beam Design OK 0.5 k 2.8 k @ Left 0.23 k @ Right 0.46 k Camber: @ Left 0.000 in @ Center 0.010 in @ Right 0.000 in Max 0.23 k Max 0.46 k Total Load 0.000 in 0.0 0.000 in 0.0 �ati'it.u!l:GSq;: t ', {'h tUlhLlvi�YWliWf.1ntiW :'ii1i.«�`+:uY:.w Kol.{ 2A'13w" itki'it^je; Sifts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Description Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary Deflections Bending Analysis Ck 32.339 Cf 1.100 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction BEAM 5 Full Length Uniform Loads 1 DL DL DL Span= 6.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 377.59 psi Fb 1,106.88 psi 0.00 k -ft 0.00 k -ft 4.60 Le Rb fv Fv Center Span... Dead Load Deflection -0.011 in ...Location 3.000 ft ...Length/Defl 6,705.8 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.016 in @ Left 0.000 in @ Right 0.000 in 0.000 ft 0.000 Max Moment 1.57 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 1.17 k 10.695 in2 109.25 psi 1.05 k 1.05 k 136.00 # /ft # /ft # /ft 36.09 psi 109.25 psi Total Load -0.028 in 3.000 ft 2,613.14 Sxx CI LL LL LL Title : Dsgnr: Description : Scope : Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (c)1963.2002 ENERCALC Engineering Software General Timber Beam Page 1 p:1 10600\ 108871calculations \10887.ecw:ROOF FR General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 4x10 Center Span 6.00 ft 3.500 in Left Cantilever ft 9.250 in Right Cantilever ft Sawn Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi 1.150 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi = 3.500in x Depth = 9.25in, Ends are Pin -Pin 0.341 : 1 1.6 k -ft 4.6 k -ft 1.57 k -ft at 3.000 ft 0.00 k -ft at 0.000 ft Reactions... Left DL Right DL 49.911 in3 0.000 Sxx Req'd 17.03 in3 0.00 in3 0.00 in3 @ Right Support 1.17 k 10.695 in2 109.25 psi Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Bearing Length Req'd Bearing Length Req'd 213.00 #/ft # /ft # /ft Camber: 0.41 k 0.41 k Lu Lu Lu Maximum Shear * 1.5 Allowable Shear: Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 Stress Calcs 1 Area 32.375 in2 Allowable fb 1,106.88 psi 1,106.88 psi 1,106.88 psi 0.479 in 0.479 in Job # Date: 7:51AM, 2 MAR 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK 1.2 k 3.5 k @ Left 1.05 k @ Right 1.05 k @ Left 0.000 in @ Center 0.016 in @ Right 0.000 in Max 1.05 k Max 1.05 k 0.000 in 0.000 in 0.0 0.0 1 13 • Sitts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 l_ Rev: 560000 User: KW- 0602611, Ver 5.6,0, 2. Sep -2002 (01963.2002 ENERCALC Engineering Software General Timber Beam Page 1 p:1 10800110887 1calculalions \10887.ecw:R00F FR Description General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name MicroLam: 5.25x5.5 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity #1 DL @ Left DL @ Right BEAM 6 Trapezoidal Loads Summary I 5.250 in 5.500 in GluLam 1.150 Pin -Pin #/ft 112.00 #/ft Span= 8.00ft, Beam Width = 5.250in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max @ Right Support Max. M allow ft) 534.19 psi Fb 2,990.00 psi [Deflections Center Span... Dead Load Deflection -0.037 in ...Location 4.160 ft ...Length /Defl 2,568.0 Camber ( using 1.5 • D.L. Defl) ... @ Center 0.056 in @ Left 0.000 in @ Right 0.000 in Bending Analysis Ck 20.444 Cv 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb Depth = 5.5in 0.179 : 1 1.2 k -ft 6.6 k -ft 1.18 k -ft at 4.608 ft -0.00 k -ft at 8.000 ft 0.00 k -ft 0.00 k -ft 6.60 fv 33.27 psi Fv 327.75 psi 0.000 ft 0.000 Max Moment 1.18 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.57 k 1.735 in2 327.75 psi 0.38 k 0.77 k LL @ Left LL @ Right Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E Total Load -0.096 in 4.160 ft 1,002.14 , Ends are Pin -Pin Sxx CI Reactions... Left DL Right DL 26.469 in3 0.000 Sxx Req'd 4.73 in3 0.00 in3 0.00 in3 @ Right Support 0.96 k 2.931 in2 327.75 psi Title : Dsgnr: Description : Scope: #/ft 175.00 # /ft Bearing Length Req'd Bearing Length Req'd 8.00 ft Lu ft Lu ft Lu MicroLam 1.9 E 2,600.0 psi 285.0 psi 750.0 psi 1,900.0 ksi Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Start Loc End Loc Maximum Shear * 1.5 1.0 k Allowable 9.5 k Shear: @ Left 0.38k @ Right 0.77 k Camber: @ Left 0.000 in @ Center 0.056 in @ Right 0.000 in 0.15 k Max 0.38 k 0.30 k Max 0.77 k Area 28.875 in2 Allowable fb 2,990.00 psi 2,990.00 psi 2,990.00 psi Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.097 in 0.194 in Job # Date: 7:51AM, 2 MAR 03 0.00 ft 0.00 ft 0.00 ft 0.000 ft 8.000 ft Beam Design OK 0.000 in 0.000 in 0.0 0.0 Stress Calcs 14- ft ' Sitts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Description BEAM 7 Title : Dsgnr: Description : Scope : Job # Date: 7:51AM, 2 MAR 03 l_ Rev: 560000 User: KW-0602611, Ver 5.6,0, 2-Sep-2002 (01983.2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\ 10800\ 10887 \calculations \10887,ecx:ROOF FR General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity [Trapezoidal Loads #1 DL @ Left DL @ Right Summary Deflections Span= 19.50ft, Beam Width = 3.125in x Depth = 13.5in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max © Right Support Max. M allow fb 1,643.61 psi Fb 2,760.00 psi Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D. @ Center @ Left @ Right Bending Analysis Ck 20.711 Cv 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 3.125x13.5 3.125 in 13.500 in GluLam Le Rb 1.150 Pin -Pin # /ft 208.00 #/ft 13.00 k -ft -0.00 k -ft 0.00 k -ft 0.00 k -ft 21.83 fv Fv Dead Load -0.294 in 10.140 ft 796.2 L. Defl) ... 0.441 in 0.000 in 0.000 in 0.000 ft 0,000 Max Moment 13.00 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 2.57 k 11.780 in2 218.50 psi 1.73 k 3.46 k LL @ Left LL @ Right 0.596 ;1 13.0 k -ft 21.8 k -ft at 11.232 ft at 19.500 ft 103.07 psi 218.50 psi Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fc Allow E Total Load -0.753 in 10.140 ft 310.72 #/ft 325,00 # /ft Reactions... Left DL Right DL Stress Calcs 1 Sxx CI 94.922 in3 0.000 Sxx Req'd 56.53 in3 0.00 in3 0.00 in3 @ Right Support 4.35 k 19.900 in2 218.50 psi Bearing Length Req'd Bearing Length Req'd 19.50 ft ft ft 2,400,0 psi 190.0 psi 560.0 psi 1,800.0 ksi Lu Lu Lu Start Loc End Loc Maximum Shear *1.5 Allowable Shear: @ Left @ Right Camber: @ Left @ Center @ Right Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft 0.68 k Max 1.35 k Max Dead Load 0.000 in 0.0 Area 42.188 in2 Allowable fb 2,760.00 psi 2,760.00 psi 2,760.00 psi 0.990 in 1.980 in 0.000 in 0.0 0.00 ft 0.00 ft 0.00 ft 0.000 ft 19.500 ft Beam Design OK 4.3 k 9.2 k 1.73 k 3.46 k 0.000 in 0.441 in 0.000 in 1.73 k 3.46 k Total Load 0.000 in 0.0 0.000 in 0.0 z z • w 6 O 0 YA 0 J F-. N W w J • ? - a W H- = _ I- 0 Z I- U 0 O - 0 l- W W H H U' O .• Z W U iz O ~ z Sifts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 l_ Rev: 560000 User: KW-0602611, Ver 5.6.0, 2-Sep-2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 p :\ 10800\ 108871calculations110887 .ecw:ROOF FR Description Center Left Cantilever Right Cantilever General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 2x12 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity BEAM 8 Full Length Uniform Loads Summary Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D. @ Center @ Left @ Right Bending Analysis Ck 29.576 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb DL DL DL 1.500 in 11.250 in Sawn 1.150 Pin -Pin Span= 13.00ft, Beam Width = 1.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 656.97 psi Fb 1,124.13 psi Dead Load -0.089 in 6.500 ft 1,755.3 L.DefI)... 0.133 in 0.000 in 0.000 in 1.73 k -ft 0.00 k -ft 32.00 #/ft # /ft #/ft Depth = 11.25in, Ends are Pin -Pin 0.584 : 1 1.7 k -ft 3.0 k -ft at 6.500 ft at 0.000 ft 0.00 k -ft 0.00 k -ft 2.96 fv 40.56 psi Fv 86.25 psi 0.000 ft 0.000 Max Moment 1.73 k -ft 0.00 k -ft 0.00 k -ft © Left Support 0.68 k 7.935 in2 86.25 psi 0.53 k 0.53 k Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0.228 in 6.500 ft 684.98 Sxx CI LL LL LL Title : Dsgnr: Description : Scope : Reactions... Left DL Right DL 31.641 in3 0.000 Sxx Req'd 18,49 in3 0.00 in3 0.00 in3 © Right Support 0.68 k 7.935 in2 86.25 psi Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Defl Bearing Length Req'd Bearing Length Req'd 13.00 ft Lu ft Lu ft Lu 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi 50.00 #/ft # /ft #/ft Area 16.875 in2 Allowable fb 1,124.13 psi 1,124.13 psi 1,124.13 psi Job # Date: 7:51AM, 2 MAR 03 0.00 ft 0.00 ft 0.00 ft Repetitive Member Beam Design OK Maximum Shear* 1.5 0.7 k Allowable 1.5 k Shear: @ Left 0.53 k @ Right 0.53 k Camber: @ Left 0.000 in @ Center 0.133 in @ Right 0.000in 0.21 k Max 0.53 k 0.21. k Max 0.53 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.877 in 0.877 in 0.000 in 0.000 in 0.0 0.0 Sifts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (c)1963.2002 ENERCALC Engineering Software Description BEAM 9 General Information Calculations are designed to 1997 NOS and 1997 UBC Requirements Section Name 5.125x10.5 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 5.125 in 10.500 in GluLam 1.150 Pin -Pin General Timber Beam Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Fv Allow 155.0 psi Fc Allow 560.0 psi E 1,800.0 ksi [ uli Length Uniform Loads Center Left Cantilever Right Cantilever L Summary Span= 14.00ft, Beam Width = 5.125in x Depth = 10.5in, Ends are Pin -Pin Max Stress Ratio 0.719 : 1 Maximum Moment 15.6 k -ft Maximum Shear * 1.5 Allowable 21.7 k -ft Allowable Max. Positive Moment 15.58 k -ft at 7.000 ft Shear: Max. Negative Moment 0.00 k -ft at 14.000 ft Max @ Left Support 0.00 k -ft Max © Right Support 0.00 k -ft Max. M allow 21.66 Reactions... fb 1,985.56 psi fv Left DL 1.74 k Fb 2,760.00 psi Fv Right DL 1.74 k Deflections @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction DL DL DL Bending Analysis Ck 20.711 Cv 1.000 1 Center Span... Dead Load Deflection -0.241 in ...Location 7.000 ft ...Length /Deft 697.5 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.361 in @ Left 0.000 in @ Right 0.000 in Le Rb 0.000 ft 0.000 Max Moment 15.58 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 5.88 k 32.969 in2 178.25 psi 4.45 k 4.45 k 248.00 # /ft #/ft #/ft 109.21 psi 178.25 psi Total Load -0.618 in 7.000 ft 271.97 Sxx CI LL LL LL Title : Dsgnr: Description : Scope : 94.172 in3 0.000 Sxx Req'd 67.75 in3 0.00 in3 0.00 in3 @ Right Support 5.88 k 32.969 in2 178.25 psi Bearing Length Req'd Bearing Length Req'd 14.00 ft Lu ft Lu ft Lu 388.00 #/ft # /ft #/ft Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Area 53.813 in2 Allowable fb 2,760.00 psi 2,760.00 psi 2,760.00 psi 1.551 in 1.551 in Job # I Date: 7:51AM, 2 MAR 03 Page 1 p:1 108001108871calculalions110887 .ecw:ROOF FR 0.00 ft 0.00 ft 0.00 ft Beam Design OK 5.9 9.6 k @ Left 4.45 k @ Right 4.45 k Camber: © Left 0.000 in @ Center 0.361 in @ Right 0.000 in Max 4.45 k Max 4.45 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Stress Calcs Sitts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2 -Sep -2002 (c)1983.2002 ENERCALC Engineering Software General Timber Beam Page 1 p:1 10800\ 108871calculations \10887.ecw:R00F FR Description General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Point Loads Dead Load Live Load ...distance Summary Deflections BEAM 10 1,328.0 Ibs 2,077.0 Ibs 2.000 ft Span= 5.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow 4.60 fb 1,100.67 psi fv Fb 1,106.88 psi Fv Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D. © Center @ Left @ Right DL DL DL Center Span 3.500 in Left Cantilever 9.250 In Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi 1.150 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads ibs Ibs 0.000 ft Dead Load -0.018 in 2.380 ft 3,376.5 L. Defl) ... 0.027 in 0.000 in 0.000 in 64.00 #/ft # /ft # /ft Ibs Ibs 0.000 ft 4.58 k -ft at 2.000 ft 0.00 k -ft at 5.000 ft 0.00 k -ft 0.00 k -ft 107.88 psi 109.25 psi Total Load -0.046 in 2.380 ft 1,316.98 LL LL LL Title : Dsgnr: Description : Scope : Reactions... Left DL Right DL Ibs Ibs 0.000 ft Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length /Defl 5.00 ft Lu ft Lu ft Lu 100.00 # /ft #/ft # /ft Ibs Ibs 0.000 ft Depth = 9.25in, Ends are Pin -Pin 0.994 : 1 4.6 k -ft Maximum Shear * 1.5 4.6 k -ft Allowable Shear: 0.96 k 0.69 k Job # Date: 7:51AM, 2 MAR 03 0.00 ft 0.00 ft 0.00 ft Ibs Ibs 0.000 ft Beam Design OK 3.5 k 3.5 k @ Left 2.45 k @ Right 1.77 k Camber: © Left 0.000in @ Center 0.027in @ Right 0.000in Max 2.45 k Max 1.77 k Dead Load Total Load 0.000 in 0.000 in 0.0 0,0 0.000 in 0.000 in 0.0 0.0 Ibs Ibs 0.000 ft IS Sitts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Rev: 560000 User: KW-0602611, Ver 5.6.0, 2 -Sep -2002 (c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 2 1 p:1 10800\ 108871calculations \10887.ecw:ROOF FR Description BEAM 10 Bending Analysis Ck 32.339 Cf 1.100 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.000 ft 0.000 Max Moment 4.58 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 3.49 k 31.968 in2 109.25 psi 2.45 k 1.77 k 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope : Sxx 49.911 in3 CI 0.000 Sxx Req'd 49.63 in3 0.00 in3 0.00 in3 @ Right Support 2.47 k 22.618 in2 109.25 psi Bearing Length Req'd Bearing Length Req'd Area 32.375 in2 Allowable fb 1,106.88 psi' 1,106.88 psi 1,106.88 psi 1.121 in 0.810 in Shear 2.45 k 0.00 k 0.00 k Job # Date: 7:51AM, 2 MAR 03 Deflection 0.0000 in 0.0000 in 0.0000 in 19 Rev: 560000 User: KW- 0602611, Ver 5.6.0. 2-Sep-2002 (c }1983.2002 ENERCALC Engineering Software General Timber Beam Page 1 11 p:\ 10800\ 1088 71calculations \10887.ecw:ROOF FR Description Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary [Deflections Beam 10a. General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 1 2 -2x12 Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D. @ Center @ Left @ Right DL DL DL 3.000 in 11.250 in Sawn 1.000 Pin -Pin Full Length Uniform Loads Span= 12.00ft, Beam Width = 3.000ln x Depth = 11.251n, Ends are Pin -Pin Max Stress Ratio 0 : 1 Maximum Moment 4.1 k -ft Allowable 4.5 k -ft Max. Positive Moment 4.07 k -ft at 6.000 ft Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 4.48 Reactions... fb 771.41 psi fv 51.11 psi Left DL Fb 850.00 psi Fv 75.00 psi Right DL Dead Load -0.089 in 6.000 ft 1,623.0 L.Defl)... 0.133 in 0.000 in 0.000 in 88.00 #/ft #/ft # /ft Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E Total Load -0.228 in 6.000 ft 631.97 LL LL LL Title : Dsgnr: Description : Scope : 12.00 ft Lu ft Lu ft Lu 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi 138.00 #/ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear: 0.53 k 0.53 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Job # Date: 1:16PM, 27 MAR 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK 1.7 k 2.5 k @ Left 1.36 k @ Right 1.36 k Camber: @ Left 0.000 in @ Center 0.133 in @ Right 0.000 in Max 1.36 k Max 1.36 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 2 7 Description Beam 10b. General Information Section Name 2x12 Beam Width 1.500 in Beam Depth 11.250 in Member Type Sawn Load Dur. Factor 1.000 Beam End Fixity Pin -Pin Center Span Left Cantilever Right Cantilever Hem Fir, No.2 Fb Base Allow Fv Allow Fc Allow E Span= 6.00ft, Beam Width = 1.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.201 : 1 Maximum Moment 0.4 k -ft Allowable 2.2 k -ft Max. Positive Moment 0.37 k -ft at 3.000 ft Max. Negative Moment 0.00 k -ft at 6.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 2.24 Reactions... fb 139.95 psi fv 15.04 psi Left DL Fb 850.00 psi Fv 75.00 psi Right DL Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D. @ Center @ Left @ Right Dead Load -0.004 in 3.000 ft 17,853.2 L.Defl)... 0.006 in 0.000 in 0.000 in Total Load -0.010 in 3.000 ft 6,967.12 Title : Dsgnr: Description : Scope : Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (01983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\ 10800\ 10887 \calculations \10887.ecw:R00F FR Calculations are designed to 1997 NDS and 1997 UBC Requirements ` Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl 6.00 ft Lu ft Lu ft Lu 850.0 psi 75.0 psi 405.0 psi 1,300.0 ksi Full Length Uniform Loads a . 1 11 Center DL 32.00 # /ft , LL 50.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL # /ft LL #/ft Summary Maximum Shear * 1.5 Allowable Shear: @ Left @ Right Camber: @ Left @ Center @ Right 0.10 k 0.10 k Max Max Job # Date: 1:16PM, 27 MAR 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK 0.3 k 1.3 k 0.25 k 0.25 k 0.000 in 0.006 in 0.000 in 0.25 k 0.25 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 560000 User: K•0602611. Ver 5.6.0, 2-Sep-2002 (c)1983.2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\ 108001108871calculations110887 .ecw:ROOF FR Description General information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity _ Full Length Uniform Loads Center Left Cantilever Right Cantilever Dead Load Live Load ...distance Summary Deflections Beam 10c. 1,600.0 lbs lbs 4.000 ft Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 927.08 psi Fb 990.00 psi DL DL DL 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.00 #/ft # /ft #/ft Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E [point Loads lbs lbs 0.000 ft lbs lbs 0.000 ft Span= 8.00ft, Beam Width = 3.5001n x Depth = 9.25in, Ends are Pin -Pin 3.86 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.12 fv Fv Center Span... Dead Load Deflection -0.088 in ...Location 4.000 ft ...Length /Defl 1,093.0 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.132 in @ Left 0.000 in @ Right 0.000 in 0.936 : 1 3.9 k -ft 4.1 k -ft at 4.000 ft at 8.000 ft 49.34 psi 95.00 psi Total Load -0.100 in 4.000 ft 957.07 LL LL LL Title : Dsgnr: Description : Scope : Reactions... Left DL Right DL lbs lbs 0.000 ft 8.00 ft Lu ft Lu ft Lu 900.0 psi 95.0 psi 625.0 psi 1,600.0 ksi 50.00 #/ft # /ft #/ft 1.6 k 3.1 k @Left 1.13k @ Right 1.13 k Camber: @ Left 0.000 in @ Center 0.132 in @ Right 0.000 in Maximum Shear * 1.5 Allowable Shear: 0.93 k 0.93 k Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length/Defl lbs lbs 0.000 ft Job # Date: 1:16PM, 27 MAR 03 0.00 ft 0.00 ft 0.00 ft lbs lbs 0.000 ft Beam Design OK Max 1.13 k Max 1.13 k lbs lbs 0.000 ft Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0. 0.0 Z 2- Z CG 2 0 00 NO w LL w O LL � = w H =. Z f. ZO w • w U � O N O I- w w H H . u. O i i i Z O Z NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR1HAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. W JOB / 04N4 7 TACOMA, WASHINGTON (253) 474 -9449 CHECKED DATE SHEET PROJECT l OF SITTS & HILL ENGINEERS , INC. DESIGNED & c-IA-(3) DATE 4 .`t'.. 7r c�� wo rt 7 . /Z; .T ;S? /G 7? • i• ; . . « �4-" 1: . 3 .. 3 _ 5 � _. _ piz . ` -//6 2 4 -So) 1. v /9z 4 - z r. :F4 :=1: = 13 o SITTS & HILL ENGINEERS , INC. TACOMA, WASHINGTON PROJECT (253) 474 -9449 DESIGNED 1' DATE CHECKED DATE Jog i 1 SHEET 7.-5 OF Z W Ce 6 J O 0 CI CO MI W I H N U . W 2 ll.. Q w _ d I— W Z � H O Z H . W 2 • 0 U O N • I- Ill il l • U O . . Z • . w U =, O z SITTS & HILL ENGINEERS , INC. TACOMA, WASHINGTON (253) 474 -9449 DESIGNED CHECKED DATE DATE PROJECT JOB /CkTd SHEET lb OF 1 LYi 0 4 4 i . ! 1„').1..,,::-). ? .. - -.. % i- )' : 4 :1"; y I ?. ,&- . P 1` 1:-...147 I . l /,_ - -> + A:::. it 32 4 z /z 4- .1;»3) 3 :a 3 z J U 00 W I �1.1- WO H O N OF- LU 11J H lL O W Z W u O Z SITTS & HILL ENGINEERS , INC. TACOMA, WASHINGTON (253) 474 -9449 DESIGNED CHECKED DATE DATE PROJECT JOB 1ok7 SHEET OF i,41.'41 �A" .'. kYw:.; �+ 1. n�. i¢ w' .tiff.JS)I.:�:�2.:tFJ4:Ai.s2a+.:= - `. S..c++uf�:' +�•J:A'.:1w uwCi- ' +t+ •L SITTS & HILL ENGINEERS, INC. DESIGNED DATE JOB /C���? TACOMA, WASHINGTON (253) 474-9449 CHECKED DATE SHEET PROJECT Z% OF Sitts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2-Sep-2002 (c)1983-2002 ENERCALC Engineering Software Description BEAM 12 General Information Section Name Prlim: 3.5x11.875 Beam Width 3.500 in Beam Depth 11.875 in Member Type GluLam Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Dead Load Live Load ...distance Deflections 1,320.0 lbs 2,100.0 lbs 16.000 ft DL DL DL 1.000 Pin -Pin lbs lbs 0.000 ft Center Span... Dead Load Deflection 0.046 in ...Location 8.438 ft ...Length /Defl 3,667.2 Camber ( using 1.5 • D.L. Defl) ... @ Center 0.069 in @ Left 0.000 in @ Right 0.064 in 16.00 # /ft #/ft 16.00 # /ft Title : Dsgnr: Description : Scope : General Timber Beam Calculations are designed to 1997 NDS and 1997 UBC Requirements Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E lbs lbs 0.000 ft Total Load 0.008 in 11.635 ft 19,967.15 LL LL LL lbs lbs 0.000 ft 14.00 ft Lu ft Lu 2.00 ft Lu Parallam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 53.00 #/ft # /ft 53.00 # /ft Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl lbs ibs 0.000 ft Job # Date: 9:01AM, 2 MAR 03 Page 1 p: 110800110887\catculations\10887 .ecw:UPPER F 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Point Loads lbs lbs 0.000 ft lbs lbs 0.000 ft Summary Span= 14.00ft, Right Cant= 2.00ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,017.95 psi Fb 2,900.00 psi 0.62 k -ft -2.67 k -ft 0.00 k -ft -6.98 k -ft 19.88 fv Fv 0.434 ; 1 -7.0 k -ft 19.9 k -ft at 4.219 ft at 14.000 ft 126.00 psi 290.00 psi Reactions... Left DL Right DL Beam Design OK 5.2 k 12.1 k @ Left 0.39 k @ Right 3.55 k Camber: © Left 0.000in @ Center 0.069in @ Right 0.064 in Maximum Shear * 1.5 Allowable Shear: -0.08 k 1.65 k Max 0.29 k Max 4.54 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 -0.042 in -0.121 in 1,132.2 396.7 f,f�.4.Jnvila...Y..:tu tw. Sitts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Rev: 560000 User: K•0602611, Ver 5.6.0, 2•Sep -2002 _ (c)1983.2002 ENERCALC Engineering Software General Timber Beam Page 2 p :\ 10800\ 108871calculations \10887.ecw:UPPER F Description Bending Analysis Ck 21.298 Cv 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction BEAM 12 Stress Calcs Le Rb M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.000 ft 0.000 Max Moment 2.67 k -ft 0.00 k -ft 6.98 k -ft @ Left Support 0.60 k 2.078 in2 290.00 psi 0.29 k 4.54 k 0.00 ft 0.00 ft 0.00 ft Sxx CI Title : Dsgnr: Description : Scope : 82.259 in3 Area 0.000 Sxx Req'd 11.06 in3 0.00 in3 28.87 in3 @ Right Support 5.24 k 18.058 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft 41.563 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 0.128 in 1.995 in Shear -0.02 k -0.02 k 0.00 k Job # Date: 9:01AM, 2 MAR 03 Query Values Deflection 0.0000 in 0.0000 in 0.0000 in Sifts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Rev: 560000 User: KW-0602611, Ver 5.6.0, 2-Sep-2002 (c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\ 10800\ 108871calculations \10887.ecw:UPPER F Description BEAM 13 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name Prllm: 5.25x11.875 Beam Width 5.250 in Beam Depth 11.875 in Member Type GluLam Load Dur. Factor Beam End Fixity Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 922.58 psi Fb 2,900.00 psi Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D. © Center @ Left @ Right Bending Analysis Ck 21.298 Cv 1.000 @ Center © Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb DL DL DL 1.000 Pin -Pin 9.49 k -ft -0.38 k -ft 0.00 k -ft -0.79 k -ft 29.82 fv Fv Dead Load -0.108 in 6.968 ft 1,559.6 L. Defl) ... 0.162 in 0.000 in 0.068 in 0.000 ft 0.000 Max Moment 9.49 k -ft 0.00 k -ft 0.79 k -ft © Left Support 3.54 k 12.201 in2 290.00 psi 2.74 k 3.61 k 192.00 # /ft # /ft 192.00 #/ft 0.318 ; 1 9.5 k -ft 29.8 k -ft at at 58.77 psi 290.00 psi Center Span 14.00 ft Lu Left Cantilever ft Lu Right Cantilever 2.00ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow Fv Allow Fc Allow E Span= 14.00ft, Right Cant= 2.00ft, Beam Width = 5.250in x Total Load -0.227 in 6.968 ft 738.59 6.904 ft 14.000 ft LL LL LL Scope : Reactions... Left DL Right DL Title : Dsgnr: Description : 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 203.00 #/ft #/ft 203.00 #/ft Depth = 11.875in, Ends are Pin -Pin 3.7 k 18.1 k @ Left 2.74 k @ Right 2.82 k Camber: @ Left 0.000in @ Center 0.162in @ Right 0.068in Maximum Shear * 1.5 Allowable Shear: 1.32 k 1.76 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Job # Date: 9:01AM, 2 MAR 03 0.00 ft 0,00 ft 0.00 ft Beam Design OK Max 2.74 k Max 3.61 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.045 in 0.099 in 1,057.2 486.1 Stress Calcs Sxx 123.389 in3 Area 62.344 in2 CI 0.000 Sxx Req'd 39.25 in3 0.00 in3 3.27 in3 @ Right Support 3.66 k 12.634 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 0.802 in 1.058 in Sitts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Rev: 560000 User: KW- 0602611, Ver 5.6.0. 2-Sep-2002 (c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p:1 108001 10887■caicuiations \10887.ecw:UPPER F Description Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Dead Load Live Load .,.distance Summary Deflections Center Span... Deflection ...Location ...Length /Defl BEAM 14 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x9.0 Full Length Uniform Loads r _Point Loads r 1,755.0 lbs 1,856.0 lbs 1.000 ft i Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 757.16 psi Fb 2,400.00 psi 5.125 in 9.000 in GluLam 1.000 Pin -Pin DL DL DL lbs lbs 0.000 ft Camber ( using 1.5 * D.L. Defi ) ... @ Center 0.022 in @ Left 0.000 in @ Right 0.000 in 254.00 #/ft # /ft #/ft Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fc Allow E lbs lbs 0.000 ft Span= 5.00ft, Beam Width = 5.125in x Depth = 9.in, Ends are Pin -Pin 0.865 : 1 4.4 k -ft 13.8 k -ft 4.37 k -ft at 1.460 ft 0.00 k -ft at 5.000 ft 0.00 k -ft 0.00 k -ft 13.84 fv 134.01 psi Fv 155.00 psi Dead Load -0.014 in 2.320 ft 4,148.3 Total Load -0.034 in 2.340 ft 1,755.09 LL LL LL Reactions... Left DL Right DL Title : Dsgnr: Description : Scope : lbs lbs 0.000 ft 5.00 ft Lu ft Lu ft Lu 2,400.0 psi 155.0 psi 560.0 psi 1,800.0 ksi 446.00 # /ft #/ft #/ft Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Deft lbs lbs 0.000 ft Job # Date: 9:01AM, 2 MAR 03 0.00 ft 0.00 ft 0.00 ft lbs lbs 0.000 ft Beam Design OK 6.2 k 7.1 k @ Left 4.64 k @ Right 2.47 k Camber: @ Left 0.000in @ Center 0.022in @ Right 0.000 in Maximum Shear * 1.5 Allowable Shear: 2.04 k 0.99 k Max 4.64 k Max 2.47 k Dead Load 0.000 in 0.0 0.000 in 0.0 lbs lbs 0.000 ft Total Load 0.000 in 0.0 0.000 in 0.0 3-2- Sitts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Description Bending Analysis Ck 22.210 Cv 1.000 .@ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction BEAM 14 Le Rb M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.000 ft 0.000 Max Moment 4.37 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 6.18 k 39.879 in2 155.00 psi 4.64 k 2.47 k 0.00 ft 0.00 ft 0.00 ft Sxx CI Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope : Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 _(c)1983.2002 ENERCALC Engineering Software General Timber Beam Page 2 1 p:\ 10800110887 \calculalions110887,ecw:UPPER F 69.188 in3 0.000 Sxx Req'd 21.83 in3 0.00 in3 0.00 in3 @ Right Support 2.93 k 18.912 in2 155.00 psi Bearing Length Req'd Bearing Length Req'd Area 46.125 in2 Allowable fb 2,400.00 psi 2,400.00 psi 2,400.00 psi 1.616 in 0.861 in Query Values 1 Shear 4.64 k 0.00 k 0.00 k Job # Date: 9:01AM, 2 MAR 03 Deflection 0.0000 in 0.0000 in 0.0000 in 3� Sifts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Description BEAM 15 Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary [Deflections 4x10 Center Span 3.500 in Left Cantilever 9.250 in Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi 1.000 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi DL DL DL Span= 3.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max @ Right Support Max. M allow fb 126.58 psi Fb 962.50 psi Center Span... Dead Load Deflection -0.001 in ...Location 1.500 ft ...Length /Defl 67,554.5 Camber ( using 1.5 * D.L. Defy) ... @ Center 0.001 in @ Left 0.000 in @ Right 0.000 in 108.00 #/ft #/ft #/ft Total Load -0.002 in 1.500 ft 15,589.51 LL LL LL Reactions... Left DL Right DL Scope : = 3.500in x Depth = 9.251n, Ends are Pin -Pin 0.167 : 1 0.5 k -ft 4.0 k -ft 0.53 k -ft at 1.500 ft 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 4.00 fv 15.87 psi Fv 95.00 psi Title : Dsgnr: Description : 3.00 ft Lu ft Lu ft Lu 360.00 #/ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear: 0.16 k 0.16 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Job # Date: 9:01AM, 2 MAR 03 Lk Rev: 560000 User: KW- 0602611, Ver 5.6.0. 2-Sep-2002 (01983.2002 ENERCALC Engineering Software General Timber Beam Page 1 p:1 10800\ 10887 \calcutations\10887.ecw:UPPER F [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements 0.00 ft 0.00 ft 0.00 ft [Full Length Uniform Loads Beam Design OK 0.5 k 3.1 k @ Left 0.70 k @ Right 0.70 k Camber: @ Left 0.000 in @ Center 0.001 in @ Right 0.000 in Max 0.70 k Max 0.70 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 [Stress Calcs Bending Analysis Ck 34.680 Le Cf 1.100 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Max Moment 0.53 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 0.51 k 5.409 in2 95.00 psi Sxx 49.911 in3 CI 0.000 Sxx Req'd 6.56 in3 0.00 in3 0.00 in3 @ Right Support 0.51 k 5.409 in2 95.00 psi Area 32.375 in2 Allowable fb 962.50 psi 962.50 psi 962.50 psi 0.70 k Bearing Length Req'd 0.321 in 0.70 k Bearing Length Req'd 0.321 in Sitts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Rev: 560000 User: KW0602611. Ver 5.6.0, 2-Sep-2002 (c)1963 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p: 110800\ 10887 \calculations \10887.ecw:UPPER F 1 Description General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements I Section Name 5.125x9.0 Beam Width 5.125 in Beam Depth 9.000 in Member Type GluLam Tra ezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right Point Loads Summary BEAM 16 1 291.00 #/ft LL @ Left 291.00 #/ft LL @ Right 84.00 # /ft LL @ Left 84.00 #/ft LL @ Right Scope : Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Title : Dsgnr: Description : 8.00 ft ft ft Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 190.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi E 1,800.0 ksi 503.00 # /ft 503.00 #/ft 280.00 # /ft 280.00 # /ft Lu Lu Lu Start Loc End Loc Start Loc End Loc Job # Date: 9:01AM, 2 MAR 03 0.00 ft 0.00 ft 0.00 ft 0.000 ft 3.500 ft 3.500 ft 8.000 ft Dead Load 80.0 Ibs Ibs lbs lbs lbs Ibs lbs Live Load 200.0 Ibs Ibs Ibs Ibs lbs lbs Ibs ...distance 3.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 8.00ft, Beam Width = 5.125in x Depth = 9.1n, Ends are Pin -Pin Max Stress Ratio 0.377 : 1 Maximum Moment 4.9 k -ft Maximum Shear * 1.5 3.3 k Allowable 13.8 k -ft Allowable 8 . 8 k Max. Positive Moment 4.90 k -ft at 3.488 ft Shear: @ Left 2.79 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 1.91 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.045 in Max. M allow 13.84 Reactions... @ Right 0.000 in fb 849.70 psi fv 71.70 psi Left DL 0.95 k Max 2.79 k Fb 2,400.00 psi Fv 190.00 psi Right DL 0.53 k Max 1.91 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.030 in -0.097 in Deflection 0.000 in 0.000 in ...Location 3.808 ft 3.872 ft ...Length /Defl 0.0 0.0 ...Length /Defl 3,188.1 986.41 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.045 in ...Length /Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in 1 Sitts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Description [Stress Calcs Bending Analysis Ck 22.210 Cv 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction BEAM 16 Le Rb M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.000 ft 0.000 Max Moment _ 4.90 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 3.31 k 17.407 in2 190.00 psi 2.79 k 1.91 k 0.00 ft 0.00 ft 0.00 ft Sxx CI 69.188 in3 0.000 Sxx Read 24.50 in3 0.00 in3 0.00 in3 @ Right Support 2.46 k 12.946 in2 190.00 psi Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope : Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2-Sep-2002 (c)1983.2002 ENERCALC Engineering Software General Timber Beam Page 2 p:110800\ 10887 \calculations\ 10887.ecw:UPPER F 1 Bearing Length Req'd Bearing Length Req'd Area 46.125 in2 Allowable fb 2,400.00 psi 2,400.00 psi 2,400.00 psi 0.972 in 0.665 in Job # Date: 9:01AM, 2 MAR 03 Query Values Shear 2.79 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in : Sitts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2-Sep-2002 _ (c)1983.2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\ 10800\ 1088 71calcutations \10887.ecw:UPPER F General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Description BEAM 17 Section Name Prllm: 3.5x11.875 Beam Width 3.500 in Beam Depth 11.8751n Member Type Sawn Load Dur. Factor Beam End Fixity #1 DL @ Left DL © Right #2 DL @ Left DL © Right Dead Load Live Load ...distance Summary Deflections 1,120.0 lbs 1,750.0 lbs 8.000 ft Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,683.08 psi Fb 2,900.00 psi Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * D. @ Center @ Left © Right 1.000 Pin -Pin #/ft LL @ Left 176.00 # /ft LL @ Right 240.00 #/ft LL @ Left 240.00 #/ft LL @ Right Ibs Ibs 0.000 ft Dead Load -0.253 in 7.280 ft 664.6 L.Defl )... 0.379 in 0.000 in 0.000 in 18.39 k -ft -0.00 k -ft 0.00 k -ft 0.00 k -ft 19.88 fv 148.99 psi Fv 290.00 psi Title : Dsgnr: Description : Scope : Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E _Trapezoidal Loads # /ft 178.00 #/ft 278.00 #/ft 278.00 # /ft Point Loads Ibs Ibs 0.000 ft 18.4 k -ft 19.9 k -ft at 8.008 ft at 14.000 ft Total Load -0.581 in 7.280 ft 288.99 Reactions... Left DL Right DL lbs Ibs 0.000 ft Span= 14.00ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin -Pin Max Stress Ratio 0.925 : 1 14.00 ft Lu ft Lu ft Lu Parallam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksl Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Deft Start Loc End Loc Start Loc End Loc Ibs Ibs 0.000 ft Job # Date: 9:01AM, 2 MAR 03 0.00 ft 0.00 ft 0.00 ft 0.000 ft 8.000 ft 8.000 ft 14.000 ft Ibs Ibs 0.000 ft Beam Design OK 6.2 k 12.1 k @ Left 2.77 k @ Right 4.62 k Camber: @ Left 0.000in @ Center 0.379in @ Right 0.000in Maximum Shear * 1.5 Allowable Shear: 1.22 k 2.04 k Max 2.77 k Max 4.62 k Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Ibs Ibs 0.000 ft 14- i5J:i5.:t'.. 4 . i':.iL 4'.51ia • Sitts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Description @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction BEAM 17 Bending Analysis Ck 21.298 Le Cf 1.000 Rb M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.000 ft 0.000 Max Moment 18.39 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 4.13 k 14.237 in2 290.00 psi 2.77 k 4.62 k 0.00 ft 0.00 ft 0.00 ft Sxx 82.259 in3 CI 0.000 Sxx Req'd 76.11 in3 0.00 in3 0.00 in3 @ Right Support 6.19 k 21.353 in2 290.00 psi Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft Title : Dsgnr: Description : Scope : Rev: 560000 User: KW- 0602611, Ver 5.6.0. 2-Sep-2002 _ (c)1983.2002 ENERCALC Engineering Software General Timber Beam Page 2 010800110887 calculations\10887.ecw:UPPER F Bearing Length Req'd Bearing Length Req'd Area 41.563 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 1.219 in 2.031 in Query Values Shear 2.77 k 0.00 k 0.00 k Job # Date: 9:01AM, 2 MAR 03 Deflection 0.0000 in 0.0000 in 0.0000 in 3$ Sitts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Rev: 560000 User: KW-0602611, Ver 5.6.0, 2-Sep-2002 (c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 II p: 1108001108871calcutalions110887 .ecw:UPPER F Description Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary Deflections Bending Analysis Ck 34.680 Cf 1.100 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction BEAM 18 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 Beam Width Beam Depth Member Type 'Full Length Uniform Loads Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 842.33 psi Fb 962.50 psi Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D. @ Center @ Left @ Right Le Rb DL DL DL 3.500 in 9.250 in Sawn 1.000 Pin -Pin Span= 7.00ft, Beam Width = 3.500in x Depth = 9.251n, Ends are Pin -Pin 3.50 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.00 fv Fv Dead Load -0.019 in 3.500 ft 4,350.8 L. Defl) ... 0.029 in 0.000 in 0.000 in 0.000 ft 0.000 Max Moment 3.50 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 2.35 k 24.783 in2 95.00 psi 2.00 k 2.00 k 132.00 # /ft #/ft # /ft Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 0.875 : 1 3.5 k -ft 4.0 k -ft at 3.500 ft at 7.000 ft 72.72 psi 95.00 psi Total Load -0.084 in 3.500 ft 1,004.04 Sxx CI LL LL LL Scope : Reactions... Left DL Right DL Stress Calcs 49.911 in3 0.000 Sxx Req'd 43.68 in3 0.00 in3 0.00 in3 @ Right Support 2.35 k 24.783 in2 95.00 psi Title : Dsgnr: Description : 0.46 k Bearing Length Req'd Bearing Length Req'd 7.00 ft ft ft 875.0 psi 95.0 psi 625.0 psi 1,600.0 ksi 440.00 #/ft #/ft #/ft 0.46 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Lu Lu Lu 2.4 k 3.1 k @ Left 2.00 k @ Right 2.00 k Camber: @ Left 0.000 in @ Center 0.029in @ Right 0.000in Maximum Shear * 1.5 Allowable Shear: Area 32.375 in2 Allowable fb 962.50 psi 962.50 psi 962.50 psi Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.915 in 0.915 in Job # Date: 9:01AM, 2 MAR 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 2.00 k Max 2.00 k 0.000 in 0.000 in 0.0 0.0 Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (c)1983.2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\ 10800\ 10887 \calculations \108B7.ecw:UPPER F General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Sitts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Description Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Deflections #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right Summary Bending Analysis Ck 21.298 Cv 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction BEAM 19 PrIim: 3.5x11.875 3.500 in 11.875 in GluLam Trapezoidal Loads 1 Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,500.66 psi Fb 2,900.00 psi 1.000 Pin -Pin Center Span... Dead Load Deflection -0.119 in ...Location 5.904 ft ...Length /Defl 1,210.8 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.178 in @ Left 0.000 in @ Right 0.000 in Le Rb 288.00 #/ft LL @ Left 288.00 #/ft LL @ Right 16.00 #/ft LL @ Left 16.00 #/ft LL @ Right Span= 12.00ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin -Pin 0.517 : 1 10.3 k -ft 19.9 k -ft 10.29 k -ft at 5.664 ft 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 19.88 Reactions... fv 108.85 psi Left DL 1.63 k Fv 290.00 psi Right DL 1.01 k 0.000 ft 0.000 Max Moment 10.29 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 4.52 k 15.601 in2 290.00 psi 3.63 k 2.34 k Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E Total Load -0.267 in 5.904 ft 539.35 Sxx CI Title : Dsgnr: Description : Scope : 353.00 #/ft 353.00 #/ft 53.00 #/ft 53.00 #/ft 82.259 in3 0.000 Sxx Retied 42.57 in3 0.00 in3 0.00 in3 @ Right Support 3.42 k 11.784 in2 290.00 psi Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Bearing Length Req'd Bearing Length Req'd 12.00 ft Lu ft Lu ft Lu Parallam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi Start Loc End Loc Start Loc End Loc 4.5 k 12.1 k @ Left 3.63 k @ Right 2.34 k Camber: @ Left 0.000in @ Center 0.178in @ Right 0.000 in Maximum Shear * 1.5 Allowable Shear: Area 41.563 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 1.596 In 1.031 in Job # Date: 9:01AM, 2 MAR 03 0.00 ft 0.00 ft 0.00 ft 0.000 ft 9.000 ft 9.000 ft 12.000 ft Beam Design OK Max 3.63 k Max 2.34 k 0.000 in 0.000 in 0.0 0.0 Stress Calcs Sitts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Rev: 560000 User: KW-0602611. Ver 5.6.0.2•Sep•2002 (c)1983-2002 ENERCALC Engineering Software General Timber Beam Page 1 p:1 10800\ 10887 \calculations\10887.ecw:UPPER F Description BEAM 20 [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements II Section Name 5.125x18.0 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right 5.125 in 18.000 in GluLam 1.000 Pin -Pin 144.00 #/ft LL © Left 144.00 #/ft LL © Right 78.00 #/ft LL @ Left 78.00 # /ft LL © Right Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Fv Allow 155.0 psi Fc Allow 560.0 psi E 1,800.0 ksi l Point Loads Dead Load Live Load ...distance Summary Span= 23.00ft, Beam Width = 5.125in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,879.48 psi Fb 2,283.76 psi Deflections 1,014.0 lbs 1,330.0 lbs 21.000 ft i Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D @ Center @ Left @ Right lbs lbs 0.000 ft Dead Load -0.226 in 11.684 ft 1,220.2 .L. Defl) ... 0.339 in 0.000 in 0.000 in lbs lbs 0.000 ft Depth = 18.in, Ends 0.868 : 1 43.3 k -ft 52.7 k -ft at 11.776 ft at 0.000 ft 43.35 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 52.67 fv 134.50 psi Fv 155.00 psi Total Load -0.928 in 11.592 ft 297.33 Scope : are Pin -Pin Reactions... Left DL Right DL Title : Dsgnr: Description : 480.00 #/ft 480.00 #/ft 260.00 # /ft 260.00 #/ft lbs lbs 0.000 ft 23.00 ft Lu ft Lu ft Lu Start Loc End Loc Start Loc End Loc lbs lbs 0.000 ft Maximum Shear * 1.5 Allowable Shear: Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Job # Date: 9:01AM, 2 MAR 03 0.00 ft 0.00 ft 0.00 ft 0.000 ft 21.000 ft 21.000 ft 23.000 ft lbs lbs 0.000 ft Beam Design OK 12.4 k 14.3 k @ Left 7.35 k @ Right 8.77 k Camber: @ Left 0.000 in @ Center 0.339 in @ Right 0.000 in 1.74 k 2.46 k Max 7.35 k Max 8.77 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 lbs lbs 0.000 ft �I Sitts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Title : Dsgnr: Description : Scope : Lk Rev: 560000 User: KW-0602611, Ver 5.6.0, 2-Sep-2002 (c)1983.2002 ENERCALC Engineering Software General Timber Beam Page 2 p:1 10800\ 108871calculalions \10887.ecw:UPPER F Description BEAM 20 Bending Analysis Ck 22.210 Cv 0.952 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Query Values Le Rb M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.000 ft 0.000 Max Moment 43.35 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 9.65 k 62.288 in2 155.00 psi 7.35 k 8.77 k 0.00 ft 0.00 ft 0.00 ft Sxx 276.750 in3 Area CI 0.000 Sxx Req'd 227.76 in3 0.00 in3 0.00 in3 @ Right Support 12.41 k 80.047 in2 155.00 psi Bearing Length Req'd Bearing Length Req'd Moment 0.00 k -ft 0.00 k -ft 0.00 k -ft 92.250 in2 Allowable fb 2,283.76 psi 2,283.76 psi 2,283.76 psi 2.563 in 3.055 in Shear 7.35 k 0.00 k 0.00 k Job # Date: 9:01AM, 2 MAR 03 Deflection 0.0000 in 0.0000 in 0.0000 in • Silts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Rev: 560000 User: KW.0602611, Ver 5.6.0, 2- Sep -2002 (01983.2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\ 108001 10887 \calculations \10887.ecw:UPPER F Description BEAM 21 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x16.5 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity [Trapezoidal Loads d eflections #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right Summary 1 Center Span... Dead Load Deflection -0.404 in ...Location 11.500 ft ...Length /Defl 683.6 Camber ( using 1.5 * D.L. Deft) ... @ Center 0.606 in @ Left 0.000 in @ Right 0.000 in Bending Analysis Ck 22.210 Le Cv 0.960 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing © Supports Max. Left Reaction Max. Right Reaction 5.125 in 16.500 in GluLam 1.000 Pin -Pin 230.00 #/ft LL @ Left 230.00 #/ft LL @ Right 214.00 #/ft LL @ Left 214.00 #/ft LL © Right 0.000 ft 0.000 Max Moment 35.57 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 8.39 k 44.134 in2 190.00 psi 6.31 k 6.08 k 99.16 psi 190.00 psi Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fc Allow E Total Load -0.981 in 11.500 ft 281.33 Reactions... Left DL Right DL Title : Dsgnr: Description : Scope: 330.00 # /ft 330.00 # /ft 305.00 # /ft 305.00 # /ft Span= 23.00ft, Beam Width = 5.125in x Depth = 16,5in, Ends are Pin -Pin Max Stress Ratio 0 : 1 Maximum Moment 35.6 k -ft Allowable 44.6 k -ft Max. Positive Moment 35.57 k -ft at 11.316 ft Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 44.64 fb 1,835.51 psi fv Fb 2,303.72 psi Fv Sxx 232.547 in3 CI 0.000 Sxx Req'd 185.28 in3 0.00 in3 0.00 in3 @ Right Support 8.11 k 42.694 in2 190.00 psi Bearing Length Req'd Bearing Length Req'd 23.00 ft ft ft 2,400.0 psi 190.0 psi 560.0 psi 1,800.0 ksi Maximum Shear * 1.5 Allowable Shear: 8.4 k 16.1 k @ Left 6.31 k © Right 6.08 k Camber: @ Left 0.000 in © Center 0.606in © Right 0.000 in 2.59 k 2.50 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Deft Lu Lu Lu Start Loc End Loc Start Loc End Loc Area 84.563 in2 Allowable fb 2,303.72 psi 2,303.72 psi 2,303.72 psi 2.199 in 2.117 in Job # 6f5 Date: 9:01AM, 2 MAR 03 0.00 ft 0.00 ft 0.00 ft 0.000 ft 11.000 ft 11.000 ft 23.000 ft Beam Design OK Max 6.31 k Max 6.08 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Rev: 560000 User: KW- 0602611. Ver 5.6.0, 2- Sep -2002 (c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p:\ 108001108871calculations \10887.ecw:UPPER F General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Sitts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Description Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Left Cantilever Right Cantilever Summary Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 879.87 psi Fb 1,006.25 psi Deflections Center Span... Dead Load Deflection -0.151 in ...Location 8.125 ft ...Length /Defl 1,290.4 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.227 in @ Left 0.000 in @ Right 0.000 in Bending Analysis Ck 32.339 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction BEAM 22 Scope : 4x12 Center Span 3.500 in Left Cantilever 11.250 in Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi 1.150 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads 1 1 DL DL DL 64.00 #/ft #/ft #/ft Span= 16.25ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.874 1 Maximum Moment 5.4 k -ft Allowable 6.2 k -ft 5.41 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 6.19 fv 45.08 psi Fv 109.25 psi at 8.125 ft at 0.000 ft Total Load -0.387 in 8.125 ft 503.58 LL LL LL Reactions... Left DL Right DL Stress Calcs Le Rb 0.000 ft 0.000 Max Moment 5.41 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 1.77 k 16.246 in2 109.25 psi 1.33 k 1.33 k Sxx 73.828 in3 CI 0.000 Sxx Req'd 64.56 in3 0.00 in3 0.00 in3 @ Right Support 1.77 k 16.246 in2 109.25 psi Title : Dsgnr: Description : Bearing Length Req'd Bearing Length Req'd 16.25 ft ft ft 100.00 # /ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear: Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Defl Lu Lu Lu 1.8 k 4.3 k @ Left 1.33 k @ Right 1.33 k Camber: @ Left 0.000in @ Center 0.227in @ Right 0.000in 0.52 k 0.52 k Dead Load 0.000 in 0.0 0.000 in 0.0 Area 39.375 in2 Allowable fb 1,006.25 psi 1,006.25 psi 1,006.25 psi 0.609 in 0.609 In Job # Date: 9:O1AM, 2 MAR 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 1.33 k Max 1.33 k Total Load 0.000 in 0.0 0.000 in 0.0 4 ..,.:gas.._,.. r. a rT r O O 3 z - 0 z NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. I -r D5 L 6' 0' r • L —.1 W -7" 1 •• 5'•10 1/4" r f=.1 1=-1 .1=1 0 --r I J 6'•1 1/4' 5 r— o-'I 4'10 tl/l4'/ I L 16 J 4.6 • BEAM 5PLICE5 6• 1 4 1 1-- t- -r -- 11 1 1 1 1 1 1 I •a BARS • 74. O.C. j STUB CUT 74" CCNC. PORCu ♦ Dgr ;-LO 1 I L 2.1 15'-0" +•I0 1/4" 44 CONC. PATIO r - -- -- •4 BARS • 74 . 00. L - - - -- ) STUB CUT 74 I 1 /141 6' X 14• SCREENED I I 1 1 1 I r FNDN. vENTS. - I- -1 -- 1 - --1— i - - 1 1 1 1- - CRAWL SPACE — • 6 MIL BLACK 'vISOUEEN' vAPCR BARRIER OvER ENtIRE CRAW.. SPACE. 16" MK CLEARANCE UNDER FLOOR JOISTS. — —J 3'- 4" 4 10 ti_ L a J I e•■ L — J 44'430•.10' CCNC P40 W/ 14).4 BARS EA. WXT r i i 3'.4 1/7" 47'.0" ii 3/4" 3' -6 3/4" 3'.1 1/4" I n –1—+ L J`_1 `• 30' 10' 1==1 1=1 1-1 r —, r r r - 1 r -- 44 I0 o — L i L "-1 L ?J( 2, , 18' -1 3/4' J CONC. SLAB 4- CONC. SLAB • SLOPE 3• TCW4RD5 014 DOORS L CONt, FOOTIhC \I 16'•3' 73 '•0" FOUNDATION PLAN I/4" • I' -0" 6'•3 1/4" 7'.1 3/4" 1 I i I I 1- I 3'.4 IR• 05 1__ 05 `1,Z:5 J 3 Li 37 I 1 z 1 W I C JU 00 co 0 co w J W 0 LL Q t Z Cy. W z �.. I.0 ZH U0 O z zz 0 F- LU • W 1-- - .. z W O ~ z SITTS & HILL ENGINEERS , INC. TACOMA, WASHINGTON (253) 474 -9449 DESIGNED CHECKED DATE DATE PROJECT JOB 1 ? SHEET 4r oF .. 4% z;. �6i4iw l tiYu` Vrti '1:1.:Yrt.�,.'sLY�., "sn.4;t; .:8 �v4.sJSk�ilYi.'1tiZ ...sib. ?•iiii:.::.v.L:L' «S .«i:.ti..J:a:.si:.:SiiSr.. Sitts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Lk Rev: 560000 User: KW-0602611, Ver 5.6.0, 2-Sep-2002 (c)1983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 p: 110800\ 108871calculations110887 .ecw:MAIN FL Description General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 'Full Length Uniform Loads 1 Center Left Cantilever • Right Cantilever Summary Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 754.46 psi Fb 962.50 psi Deflections Center Span... Deflection ...Location ...Length /Defl BEAM 24 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.013 in @ Left 0.000 in @ Right 0.000 in Bending Analysis Ck 34.680 Le Cf 1.100 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction DL DL DL Center Span 3.500 in Left Cantilever 9.250 in Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi 1.000 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi 3.14 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.00 fv Fv Dead Load -0.008 in 2.000 ft 5,658.0 0.000 ft 0.000 Max Moment 3.14 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 2.90 k 30.521 in2 95.00 psi 544.00 #/ft # /ft # /ft 89.56 psi 95.00 psi Total Load -0.024 in 2.000 ft 1,961.73 LL LL LL Scope : Span= 4.00ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin 0.943 : 1 3.1 k -ft 4.0 k -ft at 2.000 ft at 0.000 ft Reactions... Left DL Right DL Sxx 49.911 in3 CI 0.000 Sxx Req'd 39.12 in3 0.00 in3 0.00 in3 @ Right Support 2.90 k 30.521 in2 95.00 psi Title : Dsgnr: Description : 1,025.00 #/ft #/ft #/ft 4.00 ft Lu ft Lu ft Lu 2.9 k 3.1 k @ Left 3.14k @ Right 3.14 k Camber: @ Left 0.000 in @ Center 0.013 in @ Right 0.000 in Maximum Shear * 1.5 Allowable Shear: 1.09 k 1.09 k Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Defl Area 32.375 in2 Allowable fb 962.50 psi 962.50 psi 962.50 psi 3.14 k Bearing Length Req'd 1.435 in 3.14 k Bearing Length Req'd 1.435 in Job # Date: 9:18AM, 2 MAR 03 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 3.14 k Max 3.14 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 4g Stress Calcs Sitts & Hill Engineers, Inc 2901 South 40th Street Tacoma, WA 98409 Lk Rev: 560000 User: KW- 0602611, Ver 5.6.0, 2- Sep -2002 (01983 -2002 ENERCALC Engineering Software General Timber Beam Page 1 II p:\ 108001108871catculations110887 .ecw:MAIN FL Description Load Dur. Factor Beam End Fixity BEAM 25 [General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 4x10 Beam Width Beam Depth Member Type _ Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Span= 4.50ft, Beam Width = 3.500in x Depth = 9.25in, Ends are Pin -Pin 0.911 : 1 3.2 k -ft 4.0 k -ft at 2.250 ft at 4.500 ft Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 760.72 psi Fb 962.50 psi Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * @ Center @ Left @ Right Bending Analysis Ck 34.680 Cf 1.100 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction DL DL DL Center Span 3.500 in Left Cantilever 9.250 in Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base AIIow 875.0 psi 1.000 Fv Allow 95.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi 3.16 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.00 fv Fv Dead Load -0.009 in 2.250 ft 6,176.4 D.L. Defl) ... 0.013 in 0.000 in 0.000 in Le Rb 0.000 ft 0.000 Max Moment 3.16 k -ft 0.00 k -ft 0.00 k -ft @ Left Support 2.80 k 29.487 in2 95.00 psi 2.81 k 2,81 k 350.00 # /ft #/ft #/ft 86.53 psi 95.00 psi Total Load -0.031 in 2.250 ft 1,729.40 Sxx CI LL LL LL Scope : Reactions... Left DL Right DL 49.911 in3 0.000 Sxx Req'd 39.45 in3 0.00 in3 0.00 in3 @ Right Support 2.80 k 29.487 in2 95.00 psi Title : Dsgnr: Description : Bearing Length Req'd Bearing Length Req'd 4.50 ft Lu ft Lu ft Lu 900.00 #/ft #/ft #/ft Maximum Shear * 1.5 Allowable Shear: 0.79 k 0.79 k Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl 2.8 k 3.1 k @ Left 2.81 k @ Right 2.81 k Camber: @ Left 0.000in @ Center 0.013 in @ Right 0.000 in Area 32.375 in2 Allowable fb 962.50 psi 962.50 psi 962.50 psi 1.286 in 1.286 in Job # Date: 9:18AM, 2 MAR 03 4 0.00 ft 0.00 ft 0.00 ft Beam Design OK Max 2.81 k Max 2.81 k Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Stress Calcs • Maximum Load For 2 -2x4 Built up Wood Post psf = 4 plf = psf•ft lb =_ plf•ft H:= 9•ft HF #2 F := 1300•psi CD := 1 CFb := 1 CM := 1 C := 1 CL := 1 CFc := 1.15 E':= 1300000•psi F "c:= Fc'CD'CFC F"c = 1495psi 2 - 2x4 Built Up Post Properties Axial Load Capacity Slenderness Ratio (SL) SL := h Kc FCE SL C '- • F' := C " C := 0.8 KcE := 0.3 F = 410 psi / FCE 2 1 + FCE 1 + F" F" c c FCE r 2.0 J` 2•C C Kr F' = 383 psi P := F',. A Kf := 1 ( = 0.6 for unbraced nailed built Z up posts - 0.75 for bolted) w CL h := 3.5•in 6 = J U t := 2.1.5•in U 0 (0 0 A := t•h A = 10.5 in W =. J 3 CO LL I := t 1 2 I = 10.7 in w 0 J LL < S:= Ih S= 6.1in3 = Z �` C = 0.256 Z O: w 2 j • 2 -2x4 Built Up Post in a Wall U � .0 P max = 40231b 0 H w Z LL 0 w Z U =' F- 0.I .,.....:.. i... i.'. �_.....:: ieis., 41.:.1: :5}w:i.4:.:::_.,:;4:16.:11f.�.� ef... z Maximum Load For 3 -2x4 Built up Wood Post 14:= 9.ft HF # 2 F, := 1250•psi CD := 1 CFb := 1 CM := I C := 1 CL := I CF := 1.1 E' := 1300000•psi F" := F C C F" 1375 psi 3 - 2x4 Built Up Post Properties •— c c D' Fc c= p Axial Load Capacity Slenderness Ratio (SL) SL := h C := 0.8 KCE := 0.3 C := KCE•E' SL 1 + FCE F", 2•C F C E = 410 psi z / 1 + FCE F"', 2.0 F' := C ", F', = 380 psi FCE C _ Kf Kf := I ( = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 3.5.in t := 4.5.in A := t•h A = 15.8 in 3 I := t h I = 16.1 in 12 S := I - S = 9.2 in h C = 0.277 P := F' A 3 - 2x4 Built Up Post in a Wall Pmax = 5993 lb 51 Maximum Load For 5 -2x4 Built up Wood Post H:= 8•ft HF #2 F := 1250.psi CD := 1 CFb := 1 CM := 1 C := 1 CL := 1 CF := 1.15 E' := 1300000•psi F "c:= FC F "c= 1438 psi 5 -2x4 Built Up Post Properties Axial Load Capacity Slenderness Ratio (SL) SL := H h Kc E' FCE :_ SL C :_ 1 + FCE F", 2•C C := 0.8 KcE := 0.3 FCE = 518 psi / FCE 2 1 + FCE F", Pc 2•C C Kf Kf := 1 ( = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 3.5.in t:= 5.1.5•in A := t•h t• h 12 S := I_2 h C p = 0. 328 A = 26.3 in I= 26.8 in S= 15.3 in F' := C P F " F' = 472 psi P := F' A 5 - 2x4 Built Up Post in a Wall P m „ = 12395 lb Maximum Load For 2 -2x6 Built up Wood Post psf = 4 plf -- psf•ft lb = plf•ft H := 9.ft HF # 2 F := 1300.psi CD := 1 CFb := 1 C := 1 C := 1 CL := 1 C := 1.1 E' := 1300000.psi F " := F F " = 1430 psi Axial Load Capacity Slenderness Ratio (SL) SL := H h K E' FCE :_ SL 2 C :_ 1 + FCE F" c 2.0 C:= 0.8 KC := 0.3 FCE = 1011 psi / FCE 2 1 + F" c FCE P 2.0 1 C F' := CP F " F' = 805 psi Kf 2 -2x6 Built Up Post Properties Kf := 1 ( = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 5.5.in t:= 3.in A:= t•h I t•h := 12 S := I2 h C = 0.563 A = 16.5 1n I= 41.6 in S = 15.1 in Pmax := F' 2 -2x6 Built Up Post in a Wall P = 132741b Maximum Load For 3 -2x6 Built up Wood Post H:= 9•ft HF #2 F := 1300•psi CD := 1 CFt, := 1 CM := 1 C := 1 CL := 1 CFc := 1.1 E' := 1300000.psi F "c:= FC F " = 1430 psi 3 -2x6 Built Up Post Properties Axial Load Capacity Slenderness Ratio (SL) SL := h K E' FCE SL C = F ' =C• F', p F" c C := 0.8 KCE := 0.3 FCE = 1011 psi 1 +— FCE 1 +— FCE F" F" c c 2•C ■ 2.0 C F' = 805 psi FCE rc Kr Pmax F'c A Kr := 1 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 5.5.in t := 4.5. in A: =t•h A= 24.8in 3 I := t•h I = 62.4 in 12 S := I - S = 22.7 in h C = 0.563 3 - 2x6 Built Up Post in a Wall P = 19911 lb S� Maximum Load For 4x4 Wood Post H:= 9.ft HF # 2 F := 1300•psi CD := 1 CFb := 1 CM := 1 C := 1 CL := 1 CFc := 1.1 E' := 1300000•psi F "c := FC.CD•CFc F "c = 1430psi Axial Load Capacity Slenderness Ratio (SL) SL := h FCE C :_ SL := h C :_ K SL / 12 1 + FCE 1 + FCE F" F" c c 2•C 2.0 Axial Load Capacity Slenderness Ratio (SL) KCE•E' FCE SL 1 FCE F", 2.0 F'c := Cp•F "c C:= 0.8 KCE := 0.3 F C E = 410 psi C := 0.8 KC := 0.3 FCE = 518 psi / 1 + F CE 1 F" c 2.0 FCE r C _ FCE P C Kf Kf 4x4 Wood Post Properties Kf := 1 ( = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 3.5.in t := 3.5.in A := t•h A = 12.3 in 3 I := t I = 12.5 in 12 S:= 1 — S= 7.lin h C = 0.267 F' := C " F' = 382 psi Pmax F' A 4x4 Wood Post Pmax =46771b Maximum Load For 4x6 Wood Post H := 8•ft HF # 2 F := 1250.psi CD := 1 CFb := 1 CM := 1 C := 1 CL := 1 CF := 1.1 E' := 1300000•psi F" F C C F" — 1375 psi 4x6 Wood Post Properties c •= c D' Fc c — P Kr := 1 h := 3.5.in t := 5.5.in A := t•h I: = th3 12 S := I_2 h C = 0.342 (Kr = 0.6 for unbraced nailed built up posts - 0.75 for bolted) A = 19.3 in I = 19.7 in S= 11.2 in F' = 470 psi Pmax := F' 4x6 Wood Post Pmax = 9041 lb 55 z re 6u U 0 U) 0 • LLI J H • u-: W o o} g J u.Q D. 0 I o I -w z H. I- 0 w I- : W co O — O I— W W • U z 0 z SITTS & HILL ENGINEERS , INC. TACOMA, WASHINGTON (253) 474-9449 DESIGNED CHECKED DATE DATE PROJECT JOB (O S7 SHEET P OF Stud Wall Design p = Psi plf = psf.ft ]b = plf•ft 144 HF #2 H:= 10.ft F := 1300• psi CD := 1 CFb := 1.3 C := 1 C := 1 CL := 1 CFc := 1.15 C := 1.1 Fb := 850•psi F := Fb•CD•CFb•CM•Ct•CL•Cr F " := F F " = 1495 psi E' := 1300000•psi Axial Load Capacity (DL +LL) Slenderness Ratio (SL) SL:= h FCE SL C,: KCE•E' 1 + FCE F" c 2.0 C := 0.8 KCE := 0.3 Axial Stress (DL +Wind) CD := 1.33 C • FCE = 819 psi FCE 2 / 1 + F" c 2•C F " := Fc•CD,CFc F " = 1988 psi PDL fDL := A 1 FCE F c f = 44 psi FCE C _ F' := C F " F' = 697 psi Pmax := F' A [16.Psf ( P := + 25•psf) l 22.ft + 1 ft J + 52 psf 7 ft 1 •1.33 ft 2 [(16•Psf). r22 ft PDL:_ + 1 •ft + 12•psf•7•ft •1.33. ft 2 2 / 1 + FCE \ FCE F " c F', - 2 •C 2.0 / C F' = l2l 6 psi C = 0.466 C = 0.369 Try - 2x6 Studs @ 16" O.C. t := 1.5•in h := 5.5.in A := t•h A= 8.3in 3 1.= t h I = 20.8 in 12 S := I — c Pmax = 57531b S= 7.6in P = 11381b < Pmax = 57531b F' := C F " F' = 734 psi c := h — 2 PDL = 3671b O.K 3/2/2003 • re 6 JU U0 CO w =; J H. LL w 0 ' g LL. I-- Z � I- 0 W ~ O N ' • H • to O lll U2 O ~ Z • . Bending Stresses CD := 1 F i b := Fb•CD•CFb•CM•Ct•CL•Cr 'wind 15•psf. 1.33.ft 2 'wind' H M := 8 M = 249 ft. lb M S req = Fib f := S f = 396 psi Combined Stresses z fDL + 1 fb — 0.348 < 1 O.K. F' 1 _ fDL F FCE Cont. wall Footing Design Soil Bearing Pressure (S Sb := 2000•psf PTL = 11381b F'b = 1216 psi PTL F 1.33fl F width = 0.428ft width S — b S req = 2.46 in < S = 7.56 in O.K. USE 2x6 Studs at 16" on center USE 1'-4" x 8" thick continuous footing 3/2/2003 5g SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT :GREENRIDGE HOMES Telephone (253) 474 -9449 Fax (253) 474 -0153 10887 Lateral.mcd 3/2/2003 EAB LATERAL ANALYSIS : BASED ON 1997 UNIFORM BUILDING CODE AS AMENDED BY LOCAL JURISDICTION. SEISMIC LOADS BASED ON UBC CHAPTER 16, SECTION 1630.2 SEISMIC ZONE : 3 Z := .3 I:= 1.0 C := 0.36 C„,:= 0.54 R := 5.5 W TABLE 16 -1 TABLE 16 -K TABLE 16 -Q TABLE 16 -R TABLE 16 -N BUILDING /STRUCTURE WEIGHT Equation 30 -6 V:= 0.11•C W V = 0.04 W Minimum 2.5• C I Equation 30 -5 V := W R V = 0.164 W Governs by inspection. Acceleration controls seismic design of short structures. redundancy factor : Working Strength Level then becomes: p := 1.0 E:= V — W 1.4 E = 0.12 W (vertical component of earthquake ground motion taken as 0 for allowable stress design) Lateral forces will be distributed along lines of force /resistance. Lines of force /resistance will be investigated for both wind and seismic lateral loads. GREENRIDGE HOMES 55 1 ENTRY I. LIVING RM MAIN FLOOR UPPER FLOOR MAIN FUR. 1,14 CORNER TRIM 8 BEVEL SIDING MAW FLOOR FRONT ELEVATION r CCMP. ROCflI•G F IL J EE1 EE1 MO El EDE 000000= 000E10000 000E001710 2../5 BARGE tu/ 1113 min 411' •!,• - • - PPER FL. R A 1 7 cc M -J C.) O 0 O 0 (0W W I —I I- 0 u. Lu 0 2 g J • w z o z • Lu O • 52 0 1- w - X 1.11 I- - 0 t; • 1- �. . • r s 0711'05111CN ROOFING PIE TAL GUTTER o/ lab FASCIA -� r BEVEL 51016G.- 73,6 BANG 2•O BARGE --' 1.6 FASCIA REAR ELEVATION 1/4". 1,_0a , CCT"I ROOFING • Z • Z • 11 -J O 0 N J I-- 00 LL W 2 gQ = • a I- W Z Z 0' D O N 0 H W W ;. H LL .. Z. O Z UPPER FL. R. 1 MAIN FLOOR 6 tP'er FI OOR MAIN FL. R BEVEL SIDING METAL GUTTER e/ I.b FASCIA^ LEFT SIDE ELEVATION 1/4 ". I' -©" n r COMP. ROOFING J • BEVEL SIDING r 2.8 BAND NOTES: ^ 64 CORNER TRIM • PROVIDE GALvE SHEET METAL FLASHING I COLNTER FLA AT ALL ROCF PENETRATIONS INCLUDING CHIMNEYS. • CAULK AT ALL JOINTS I PENETRATIONS IN EXTERIOR WAL PPER FL. 1E 'PER FLOOR ..IL MAIN FLR. 61 MAIN PLOOR CORNER • TRIM METAL GUTTER 0/146 FASCIA—. ( -BEVEL sioula --- REAR ELEVATION r compositioN ROCCING 4 •• — • REVEL SIDING fRIGI-IT SIDE ELEVATION SIE TAL. OUT TER o/ 1,47 FASCIA—N NOTES: • PROvIDE CALVE SWEET METAL FLAW AT ALL ROOF PENETRATIONS INCIAID • , ..tgir • CAULK AT ALL JOINTS 4 SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT :GREENRIDGE HOMES Telephone (253) 474 -9449 Fax (253) 474 -0153 10887 Lateral.mcd 3/2/2003 EAB WIND USE METHOD 2 - PROJECTED AREA METHOD PER UBC SECTION 1621.3 STRUCTURE LESS THAN 200 FEET IN HEIGHT. P = Ce Cq qs Iw WHERE: WIND EXPOSURE = B Ce = COMBINED HEIGHT AND GUST FACTOR COEFFICIENT (TABLE 16 -G) Cq = PRESSURE COEFFICIENT (TABLE 16 -H) qs = WIND STAGNATION PRESSURE BASED ON WIND SPEED (TABLE 16 -F) Iw = IMPORTANCE FACTOR (TABLE 16 -K) Exposure B, 80 mph WIND SPEED Height Above Ground (ft.) 0' to 15' 15' to 20' 20' to 25' 25' to 30' 30 to 40' Ce Ce 15 := 0.62 Ce20 := 0.67 Ce25 := 0.72 Ce30 := 0.76 Ce40 := 0.84 80 mph WIND SPEED WIND SHEAR AT UPPER ROOF DIAPHRAGM: WIND SHEAR AT FLOOR DIAPHRAGM: WIND SHEAR AT LOWER ROOF DIAPHRAGM: qs := 16.4• lb Iw := 1.0 Cq := 1.3 ft 2 Wind Pressure (psf) P1 := gs•Iw•Cq•Ce15 P1 =13.21bff P2 := gs•Iw•Cq•Ce20 P2 = 14.31b ft P3 := gs•Iw•Cq•Ce25 P3 = 15.4 Ib ft P4 := gs•Iw•Cq•Ce30 P4 = 16.21b ft P5 := gs•Iw•Cq•Ce40 P5 = 17.91b ft W2:= P2.8•ft W := W2 + P1.9•ft W3:= P1•13•ft W = 114.3 lb ft W = 233.2lbft W3 = 171.81b ft GREENRIDGE HOMES 6)- - 2 ■•(4) 2.6 a'•8 1 /4• 8' -8 1/4• (2) 7.4 BEDRM. 2 II'•0 V, II 1 us. r a. 9 � S e ) e k3 TSG. 3' -2" =' -10 3/4' 6' - l1 I/4" s 20'•0• 31'•8 I/4" 1/4 " =1'•0" ZG - 5'•10" 6'•3 IR• 2'•0• 2'•10• 3'•S 1/2 BED C RM. ARPET m 12 r 0 RAKE —4. e'1' xo � I / 6 2 TRpN5a1 A9v (SEE EL. VATICII) 6'•2" UPPER FLOOR PLAN N W II. C 6 U0 ( o UJ J H N LL W 0 LG -. co "±" d W Z F.. 0 Z co U 0— 1— ' W H -0 r h .. Z W F= _ 0 I' z SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :GREENRIDGE HOMES 10887 Lateral.mcd 3/2/2003 EAB Upper Floor Wails Upper Floor Wall Line A: Total Wall Length: La := 4•ft + 4•ft Wind Shear va := Seismic Force: Check wall section: Overturning Moment: Dead Toad resisting: Resisting Moment: Net Uplift: W2•25. ft. 0.5 La Seismic Tributary Weight: Roof := 16•psf•26•ft•25•ft•0.5 Roof = 52001b Wall := 10•psf•26•ft•5•ft Wall = 13001b W := Roof + Wall W = 65001b E•W E .– La la:= 4-ft Total := Roof + Wall DLR := Total. — 2 U :– OTM – DLR la va = 178.61b ff t Plate Height: H,:= 8. ft E = 95 lb ff 1 Wind Controls Design OTM := va•la•H OTM = 5713.81bft Roof := 16•psf•6•ft•la Roof = 384 Ib Wall := 10•psf•H,,; la Wall = 320 Ib Total = 704 lb DLR = 14081b ft U = 1076.41b Simpson MST 37 Shear Wall Type P1 -6 10d nails @ 6" O.C. Capacity = 278 PLF GREENRIDGE HOMES • • SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :GREENRIDGE HOMES 10887 Lateral.mcd 3/2/2003 EAB Upper Floor Wall Line B: Total Wall Length: Lb := 10•ft Plate Height: II := 8•ft Wind Shear vb W Lb Seismic Tributary Weight: Roof := 16•psf•26•ft•45•ft•0.5 Wall := 10•psf•26•ft•5•ft Seismic Force: E E W b Lb Check wall section: lb := 10. ft Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: W := Roof + Wall W = 10660 lb OTM := vb• lb• H,,, Roof := 16•psf•4•ft•lb Wall := 10 psf H,, lb Total := Roof + Wall Total = 1440 lb DLR := Total. lb — 2 OTM – DLR U lb vb = 257.116 ft Roof = 9360 lb Wall = 130016 Eb = 124.6 lb ft" t Wind Controls Design OTM = 20569.5 lb ft Roof = 640 Wall = 800 lb DLR = 7200 lb ft U = 1337 lb Simpson MST 37 Shear Wall Type P1 -6 10d nails @ 4" O.C. Capacity = 418 PLF GREENRIDGE HOMES z =z ce .J U. 00 W tnW IL/ H u. W ° • a = W z � ZO W o ON 0 l– . WW t - Lt1 z U N, O z • SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :GREENRIDGE HOMES 10887 Lateral.mcd 3/2/2003 EAB Upper Floor Wall Line C: Total Wall Length: Lc := 2•ft + 2•ft Plate Height: Fl , := 8•ft W ft•0.5 Wind Shear vc .— vc = 285.71b ft _I Shear Wall Type P1-4 Lc 10d nails @ 4" O.C. Capacity = 418 PLF Seismic Tributary Weight: Roof := 16•psf.26. ft•20•ft•0.5 Wall := 10•psf•26•ft•5•ft Seismic Force: E, , — E• W Lc Check wall section: lc := 2.ft Overturning Moment: • Dead load resisting: Resisting Moment: Net Uplift: W := Roof + Wall W = 5460 lb OTM := vc•lc•H, Roof := 16•psf•6• ft. lc Wall := 10•psf•H4. Ic DLR := Total. lc 2 U — OTM — DLR lc Roof = 41601b Wall = 13001b E 159.51b Wind Controls Design OTM = 4571 lb ft Roof = 1921b Wall = 160 lb Total := Roof + Wall Total = 3521b DLR = 3521b ft U = 2109.5 lb Simpson MST 37 GREENRIDGE HOMES • SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT :GREENRIDGE HOMES Telephone (253) 474 -9449 Fax (253) 474 -0153 10887 Lateral.mcd 3/2/2003 EAB Upper Floor Wall Line 2: Total Wall Length: L2 := 11•ft+ 16.ft Plate Height: H,,,:= 8.ft W Wind Shear v2 :— L2 Seismic Tributary Weight: Roof := 16•psf•47•ft•42•ft•0.5 Roof = 15792 lb Wall := 10•psf•47•ft•5•ft Wall = 2350 lb W := Roof + Wall W = 181421b Seismic Force: E _ E•W E2 L2 Check wall section: 12 := 11 . ft Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: OTM := v2.12•H,,, Roof := 16•psf•6.ft•12 Wall := 10•psf•H,,; 12 Total := Roof + Wall Total = 1936 lb DLR := Total• l2 2 U OTM — DLR 12 v2 = 88.9 lbff' E2 = 78.5 lb ft I Wind Controls Design OTM = 7821.5 lb ft Roof = 1056 lb Wall = 880 lb DLR = 10648 lb ft U = — 257 lb No hold -down Shear Wall Type P1 -6 10d nails @ 6" O.C. Capacity= 278 PLF GREENRIDGE HOMES �o� SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT :GREENRIDGE HOMES Telephone (253) 474 -9449 Fax (253) 474 -0153 10887 Lateral.mcd 3/2/2003 EAB Upper Floor Wall Line 3: Total Wall Length: L3 := 26•ft + 13.ft Plate Height: := 8.ft Wind Shear v3 :— Seismic Force: Check wall section: Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: W2.26•ft•0.5 �L3 Seismic Tributary Weight: Roof := 16•psf•47•ft•26•ft•0.5 Roof = 9776 lb Wall := 10•psf•47•ft•5•ft Wall = 2350 lb W := Roof + Wall W = 12126 lb E.W r3:= L3 13 := 13•ft v3 = 38.1lb E3 = 36.3lbft t Wind Controls Design OTM := v3•l3•H,,, OTM = 3961.5lbft Roof := 16•psf•6•ft•13 Roof = 1248 lb Wall := 10•psf•Hw 13.2 Wall = 2080 lb Total := Roof + Wall Total = 3328 lb DLR := Total.— DLR = 21632 lb ft 2 OTM – DLR U 13 U = – 1359.3 lb No Hold - down Shear Wall Type P1 -6 10d nails @ 6" O.C. Capacity = 278 PLF GREENRIDGE HOMES r;ti;7: >ai?i ::;•; I 11'•7" CCNC. PORCH 30' 10 5'.8 in. 5' -5 1n• 4'.9 In 8'.1 I/7• 9'•II' l'•b r 5 ° i xox 1.l LINE CO FL. ADV.-4 )OX Q'i -- l� vci -1 .1 / a°I? ° 5 ° •� •( (7) 7 . DX I . °w .n _ NOOK 7.6 "43)7.6,1 ` FAMILY RM, 1 KITCN DINING R DM, qo;. • ., 5.3 H5 I kS CARPET 2. -11• 4 ., 11 . 6 ._ 9 . 3.O HS . w 3 ..9 ; 4 8. -1, 3'•I1" N I PANTl�T _ = - -- � (71 7.6 (717.6 � f3J 7x4 /7) 2.6 36' WALL ' /`_ I , iv I II r4 I 7 .14 I II X I I I .n �, 03 6'.6' M +5 41}} 7• I}-4SHEk N tfl 1 1 I 1 / . �0 �` - I I� I I 4 C FURR FCR R/e ON. I (L 7.4 LINE Cf FL ACV.- 6'•101(1" / r . •..,' • i: /i' // i V.i05 IDRTFFI LND ,vT0.51 _ _ O ''. ' G4RP J�" // / / / M / / / sae G O S 4 5 O 4'.31!!'i Sf /� 4. �•:• ', /' / /� (417.6^ WA( \' I Q 3° 7 5E15MI FOYER o . PERU iRAP 5105 6 .�.. `� (3)7.6 y rt 6 • .9 • J H5. i ...... 7Ole II;: -- - - (3) a 5 °/ 4 T • (SEE EL.V4TION) XOX 5.01 ACv, 1 0 5' FIX tS6. CCNC. I 5 FIX T.50. POOH 7.6 2 CAR GAR> E -6" , I'•6' 4• CC IC. SLA0 • SLOP (3)2x4•• 3• TCWARD 0 DOORS i �. (3) 204 ' (5) 7.• (5) 7.4 m XI r6 ° , ° ON. DOOR LINE OF ACV. •y 1 - Z� jr (5) 7.4 LINE ,,F FLOOR 49v. (5) 2,4 --* 6'•3 3 4' 8'•8 I/ a" a•.0- 2'1 3'•4 1/1" MAIN FLOOR PLAN X 11 1/4"..i 16' -3" 3'•4 1/7' 19'•0" 47'•0 iC9 2 RAKE W4L1 V 41'.0. ?-c ...r..�...... .r.es..a - Aa4 :r[+:.4.i�f:: t�.isiA `.w5a�..iiu'::itardt i. V4w i• I. R: v. w Y eril:. b:. tii4u: uk1• i< ii1' 4. 41: 17& 44t.1X l.1iv .l:wit:..a:!'..if...i:v+.w. ILx'.ili.SLr.En.A6D•i�!..:w.L SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT :GREENRIDGE HOMES Telephone (253) 474 -9449 Fax (253) 474 -0153 10887 Lateral.mcd 3/2/2003 EAB Main Floor Walls Main Floor Wall Line A: Total Wall Length: La := 4.5•ft + 4.5•ft + 3.5.ft Wind Shear va .- W La va = 214.61b ft Seismic Tributary Weight: Roof := 16•psf•42•ft•23•ft•0.5 Roof = 7728 lb Wall := 10•psf•42•ft•5•ft Wall = 2100 lb Floor := 12.psf.42.ft.23.ft.0.5 'Floor =5796 lb Seismic Force: W := Roof + Wall + Floor W = 15624 lb E — E•W a La Check wall section: la := 3.5.ft E = 146.1 lbft i Wind Controls Design Overturning Moment: OTM := va•la•H OTM = 6008.3 lb ft Dead load resisting: Roof := 16•psf•6•ft•la Roof = 336 lb Wall := 10 psf H� la Wall = 280 lb Floor:= 12•psf•7•ft•la Floor = 294 lb Total := Roof + Wall + Floor Total = 910 lb Plate Height: H„:= 8•ft Resisting Moment: DLR := Total. la DLR = 1592.5 lb ft 2 Net Uplift: U:- OTM - DLR U = 1261.7 lb Simpson HPAHD22 la Shear Wall Type P1 -6 10d nails @ 6" O.C. Capacity = 278 PLF GREENRIDGE HOMES • SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT :GREENRIDGE HOMES Telephone (253) 474 -9449 Fax (253) 474 -0153 10887 Lateral.mcd 3/2/2003 EAB Main Floor Wall Line B: Total Wall Length: Lb := 6.ft + 3.ft Plate Height: := 9.ft Wind Shear vb :— W Lb Seismic Tributary Weight: Roof := 16•psf•42•ft•46•ft•0.5 Wall := 10•psf•42•ft•5•ft Floor := 12.psf•42•ft•46•ft•0.5 W := Roof + Wall + Floor W = 29148 lb Seismic Force: Eb — E W b Lb Check wall section: lb := 4.ft Eb = 378.5 lb ft vb = 596.1 lb ft t Roof = 154561b Wall = 2100 lb Floor = 11592 lb Overturning Moment: OTM := vb•lb•H OTM = 21458.2 lb ft Dead load resisting: Roof := 16•psf•4• ft. lb Roof = 256 lb Wall := 10•psf•1-1 lb Wall = 360 lb Floor := 12•psf • 12•ft•lb Floor = 576 lb Total := Roof + Wall + Floor Total = 1192 lb Wind Controls Design Resisting Moment: DLR := Total 16 DLR = 2384 lb ft 2 Net Uplift: U := OTM — DLR U = 4768.5 lb Simpson PHD6 lb Shear Wall Type P1 -2 10d nails @ 2" 0.C. Capacity = 712 PLF GREENRIDGE HOMES SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT :GREENRIDGE HOMES Telephone (253) 474 -9449 Fax (253) 474 -0153 10887 Lateral.mcd 3/2/2003 EAB Main Floor Wall Line C: Total Wall Length: Lc := 3.33.ft + 3.33•ft Plate Height: H,,, := 9.ft Wind Shear Overturning Moment: Dead load resisting: Resisting Moment: Net Uplift: W vc :– Lc Seismic Force: E, : — E• W Lc Check wall section: lc := 3.33• ft lc vc = 385.2 lb ft Seismic Tributary Weight: Roof := 16.psf.23.ft.22.ft.0.5 Roof = 4048 lb Wall := 10•psf•23•ft•5•ft•2 Wall = 2300 lb Floor := 12•psf•23•ft•22•ft•0.5 Floor = 3036 lb W := Roof + Wall + Floor W = 9384 lb E = 164.71b ft I Wind Controls Design OTM := vc•lc•H,,, OTM = 11545.4lbft Roof := 16•psf.4. ft. lc Roof = 213.1 lb Wall := 10•psf•H,,; lc Wall = 299.7 lb Floor := 12•psf•0•ft•lc Floor = 0 lb Total := Roof + Wall + Floor Total = 512.8 lb DLR := Total.— c DLR = 853.8 lb ft 2 OTM – DLR U U = 3210.7 lb Simpson STHD14 Shear Wall Type P1-4 10d nails @ 4" O.C. Capacity = 418 PLF GREENRIDGE HOMES SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT :GREENRIDGE HOMES Telephone (253) 474 -9449 Fax (253) 474 -0153 10887 Lateral.mcd 3/2/2003 EAB Main Floor Wall Line 1: Total Wall Length: L1 := 8•ft+ 8•ft Plate Height: H„:= 10.ft Wind Shear vl :— Seismic Force: Check wall section: Resisting Moment: Net Uplift: W3.20•ft•0.5 LI Seismic Tributary Weight: Roof := 16.psf.24.ft.20.ft.0.5 Wall := 10•psf•24•ft•5•ft W := Roof + Wall W = 50401b E•W E := L1 11 := 8•ft Overturning Moment: OTM := vl • 11 •H, OTM = 8592 lb ft Dead load resisting: Roof := 1 6•psf•6.ft•l1 Roof = 768 lb Wall := 10•psf•Hw 11.2 Wall = 1600 lb Total := Roof + Wall Total = 2368 lb DLR := Total. l l 2 U OTM — DLR 11 v1 = 107.41bft Roof = 3840 lb Wall= 1200lb = 36.8 lbff' Wind Controls Design DLR = 9472 lb ft U = —110 lb No hold -down Shear. Wall Type P1 -6 10d nails @ 6" O.C. Capacity = 278 PLF GREENRIDGE HOMES SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 PROJECT :GREENRIDGE HOMES Telephone (253) 474 -9449 Fax (253) 474 -0153 10887 Lateral.mcd 3/2/2003 EAB Main Floor Wall Line 2: Total Wall Length: L2:= 14.ft + 3.5.ft Plate Height: H := 8•ft W Wind Shear v2 := Seismic Tributary Weight: Roof := 16•psf.46.ft•42•ft•0.5 Roof = 15456 lb Wall := 10•psf•46•ft•5•ft Wall = 2300 lb Floor:= 12•psf•46•ft•42•ft•0.5 Floor = 11592 lb Seismic Force: Overturning Moment: Dead load resisting: L2 W := Roof + Wall + Floor W = 29348 lb E•W E2 L2 — Check wall section: 12 := 3.5.ft Total := Roof + Wall + Floor Total = 854 lb Resisting Moment: DLR := Total. 12 DLR = 1494.5 lb ft 2 Net Uplift: U := OTM – DLR U = 1812.1 lb Simpson HPAHD22 12 Check wall section: 12 := 14.ft v2 = 279.9 lb ff t E2 = 196 lbff Wind Controls Design OTM := v2•12•H,,, OTM = 7836.9 lb ft Roof := 16•psf•3•ft•12 Roof = 168 lb Wall := 10•psf•H,,;12.2 Wall = 560 lb Floor:= 12•psf•3•ft•12 Floor = 126lb Overturning Moment: OTM := v2.12•H,,, OTM = 31347.6lbft Dead load resisting: Roof := 16•psf•10•ft•12 Roof = 2240 lb Wall := 10•psf•H,, •12.2 Wall = 2240 lb Floor := 12•psf•3•ft•l2 Floor = 504 lb Total := Roof + Wall + Floor Total = 4984 lb Resisting Moment: DLR := Total— 1 - 2 DLR = 34888 lb ft 2 Net Uplift: U := OTM – DLR U = –252.9 lb No Hold -down 12 Shear Wall Type P1 -4 10d nails @ 4" O.C. Capacity = 418 PLF GREENRIDGE HOMES Y SITTS & HILL ENGINEERS INC. 2901 SO. 40th St., Tacoma, WA 98409 -5697 Telephone (253) 474 -9449 Fax (253) 474 -0153 PROJECT :GREENRIDGE HOMES 10887 Lateral.mcd 3/2/2003 EAB Main Floor Wall Line 3: Total Wall Length: L3 := 30.ft Plate Height: H := 8•ft Wind Shear v3 :- Overturning Moment: Dead load resisting: Resisting Moment: W L3 Seismic Force: E _ E W 3 L3 Check wall section: 13 := 30.ft DLR := Total.- 3 2 Net Uplift: U OTM -DLR 13 v3 = 89.4 lbft Seismic Tributary Weight: Roof := 16•psf•46•ft•23•ft•0.5 Roof = 8464 lb Wall := 10•psf•46•ft•5•ft•2 Wall = 4600 lb Floor := 12•psf.46.ft•23•ft•0.5 Floor = 6348 lb W := Roof + Wall + Floor W = 19412 lb E3 = 75.6lbft ' Wind Controls Design OTM := v3.13•H OTM = 21458.2 lb ft Roof := 16•psf•10.ft.13 Roof = 4800 lb Wall := 10•psf•Hw 13.2 Wall = 4800 lb Floor := 12•psf.3.ft•13 Floor = 1080 lb Total := Roof + Wall + Floor Total = 10680 lb DLR = 160200 lb ft U = - 4624.7 lb No Hold -down Shear Wall Type P1 -6 10d nails @ 6" O.C. Capacity = 278 PLF GREENRIDGE HOMES September 3, 2003 Don Leabo Greenridge Homes 6855 176` NE, #235 Redmond, WA 98052 RE: CORRECTION LETTER #1 Development Permit Application Number D03 -209 Greenridge Homes Lot 6 — 4324 S 150` Street Dear Don: 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 Building Department. At this time the Fire, Planning and Public Works 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 messenger service. If you have any questions, please contact me at (206) 433 -7165. encl Stefania Spencer Permit Technician xc: File No. D03 -209 Ciiy of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 July 22, 2003 Mr. Don Leabo Greenridge Homes 6855 176 NE, #235 Redmond, WA 98052 RE: Letter of Incomplete Application #1 Development Permit Application Number D03 -209 Greenridge Homes — Lot 6 — 4324 S 150 Street Dear Don: Cizy of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director This letter is to inform you that your permit application received at the City of Tukwila Permit Center on July 17, 2003, is determined to be incomplete. Before your application can begin the plan review process the following items need to be addressed: Buildine Department: William Rambo, at (206) 431 -3670, if you have questions concerning the following: 1. Family room fireplace cannot be inside setback (see foundation & floor plans). Show location of footing drains; include details for construction of such. Please address the above comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) complete sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 433 -7165. Sincerely, Stefania Spencer Permit Technician Enclosures File: Permit File No. D03 -209 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 PMN/,.r.1�tNYMJ�nlvC.EM�N � PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D03 -209 DATE: 09 -04 -03 PROJECT NAME: GREENRIDGE HOMES - LOT 6 SITE ADDRESS: 4324 S 150 ST Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # Revision # after permit Is Issued DEPARTMENTS: Buildi 11 . 1213 !visio Public Works ❑ DETERMINATI N OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ Fire Prevention ❑ Planning Division Structural ❑ Permit Coordinator DUE DATE: 09 -09 -03 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 ROyI'ING: Please Route , L-y , Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: DUE DATE: 10 -07 -03 Approved ❑ Approved with Conditions [I Not Approved (attach comments) ❑ Notation: APPROVALS OR CORRECTIONS: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing sllp.doc 2-28-02 PERMIT COORD COPY V .f..�l:: ?> ACTIVITY NUMBER: D03 -209 DATE: PROJECT NAME: GREENRIDGE HOMES - LOT 6 SITE ADDRESS: 4324 S 150 ST Original Plan Submittal • Response to Correction Letter # ...Agesponse to Incomplete Letter # 08 -11 -03 Revision # After permit Is Issued DEPARTMENTS: d t e L Building Division Public Works `L1 Vin L41/0e- DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete 1-ERMIT COORD COPY PLAN REVIEW /ROUTING SLIP Fire Prevention Structural Incomplete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS R�TING: Please Route Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: DATE: DUE DATE: 09 -09 -03 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) [E Notation: APPROVALS OR CORRECTIONS: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: 9 3 Departments issued corrections: Bldg Fire ❑ Ping ❑ PW ❑. Staff Initials: gi`S Documents /routing slIp.doc 2 -28 -02 PERMIT COORD COPY ❑ Planning Division ❑ ❑ Permit Coordinator DUE DATE: 08 -12 -03 Not Applicable ❑ DATE: 7 wit ww2 saoNr Ne11S uL iJ, "w: nt7 aeia • iras sh 5a DEPARTME TS: n 61ii Buil in 9 ivisi n� Public Works Complete Li APPROVALS OR CORRECTIONS: Documents/routing slIp.doc 2.28 -02 PERMIT CQof :•} PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D03 -209 DATE: 07 -17 -03 PROJECT NAME: GREEENRIDGE HOMES - LOT 6 SITE ADDRESS: E S 150 STREET X Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter # Revision # After Permit Is Issued A461 4 14,1 -21- Fire Prevention 0 Structural ❑ DETERMINATION OF COMPLETENESS: (Tues., Th s.) DUE DATE: 07-22 -03 Incomplete Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: - 03 LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg td Fire ❑ Ping ❑ PW ❑ Staff Initials: ZeS TUES /THURS ROUTING: Please Route D Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ERMIT COORD COP Planning Division 1 Permit Coordinator Not Applicable ❑ DUE DATE: 08 -19-03 DATE: 1�J 41iatHff ua . i`51L:zv+1�YJtv41 i.?� ti's: k :'w"ti�i i... t' fEh.: d` w' L . GiA A` i' 1i4G «'�YSiwi'«1wi3xi:.Uw:.' ' �iF.. e. �. rk9lrxvv. 3:.� &:d...u..kt+.:kiauv,U.ttai7 w•axvJ.w..:,rrv� � "`� iit:.i El City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 REVISION SUBMITTAL Revision submittals must be submitted its person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D03-209 Response to Incomplete Letter # 1 Response to Correction Letter # Revision # after Permit is Issued Project Name: GREENRIDGE HOMES — LOT 6 Project Address: 4324 S 150 STREET Contact Person Don Leabo Phone Number 8190 aqL 7 (2 Summa of Revision: l`t'12- I.ld Red)*07 aeoerrib � �i c,,AJQ14enn .� /If L p f(4 .) --. s) . I 116 lot Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision thVI Received at the City of Tukwila Permit Center by: Entered in Sierra on e'1 RECE CITY OF TUKWILA AUG 0 7 2003 PERMIT- CENTER 07/24/03 , ..1aui.t:.. h?+'s+ue:lti;:ACCC , a.i1 'L�iita_i.'✓': / / -� Og S, t, ten' d��4 .!?S�HtA71�xEf+9..r'�e Y, �r .,,- ��!.t?!�Z3x�5YY CITY OF , JKWILA Permit Center 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188 Telephone: (206) 431 -3670 Certificate of Water Availability PROJECT #: p (Required only if outside City of Tukwila water utility district) PART A: (To be completed by applicant) Site A dre s (Attach mp and Legal Description showing dr. ► loc t'o and size of maim): b -- 1/33e 4 . [l� � 'n7 /� *j M .. ( y y .�. r.: L � �l:: � r, � 'M: '1q ' `.Y�, ' y., � r� . +.��,,� . � .; .: t1Oj■ � m �� Ny .■ ^ " }r mini, ntiffon +J'.Ji:.� 4I1>�� v t » 'P:F'' . _ . , i.)" +av1:uY.♦f•`T,- ��f .�V t $��J♦.aj't to )et .• .: ' ' A a ['��� ,, ,',' ,, ' '�' .��lT t :.S:.Zn'.1,. y,,{,;�y"� y� ,f, ...: ���>��:5..�Y1 ",pQ��: r����':✓�! }> S'�:�.a� 5 Name: i.>f1 tiJ - c,, '�'� Z-) Name: —7 i ,_ 5 „ 1 / ?.� Phone: / � Address: 6g - -- /7 Phone: eo. This c icate is for the purposes of: Residential Building Permit ❑ Commercial/Industrial Building Permit ❑ Preliminary Plat ❑ Rezone ❑ Short Subdivision RECEIVED r�N OF TUKWILA ❑ Other Estimated number of service connections and meter size(s): Jul 1 7 2003 Vehicular distance from nearest hydrant to the closest point of structure %.1 ft. PERMIT CENTER Area i�:rved by (Water utilit district): gent Sig aturei Ake' &iv PART B: (To be completed by water utility district) w� tt) a The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection: The proposed project is located within 4. (Use separate sheet if more room is needed) Based upon the improvements listed above, water can be provided and will be available at the site with a flow of 7,3 v U qpm at 20 psi residual for a duration of 2 hours at a velocity of /1 fps as documented by the attached calculations. I hereby certify that the above information is true and correct Dat #7� U 3 (City/County) PART C: (To be completed by governing jurisdiction) Water Availability: ❑ Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item C2 are met. ❑ System isn't capable of providing service to this project. Minimum water system improvements: (At least equal to B2 above) (Use separate sheet if more room is needed) Agency /Phone By Date iMc:° - H11a z w QQ C � J U 00 co 0 W • = W 2 J u_? W t— _ z �... z1- MJ 00 0 c o H WW u. O � U= O ~ z Part A: (To Be Completed by Applicant) Purpose of Certificate: Building Permit ❑ Preliminary Plat or PUD ❑ Other ❑ Short Subdivision ❑ Rezone Proposed Use: Residential Single Family ❑ Residential Multi - Family ❑ Commercial ❑ Other Applicants Name: 1Net �.e� Phone: -. mid _ 8y (o Property Address or Approximate Location: Tax Lot Number: 1 43xx I &: 6+ Li —c ,c. ('ITY OF TUKWILA Legal Description(Attach Map and Legal Description if necessary): Lo+ (o l._OZ -�`l . /U(. 1 7 2003 c.c :'- L ,011_oct. C) 7 I PERMIT CENTER Part B: (To Be Completed by Sewer Agency) t( 1. ® a. Sewer Service will be provided by side sewer connection only to an existing b size sewer feet from the site and the sewer system has the capacity to serve the proposed use. OR ❑ b. Sewer service will require an improvement to the sewer system of: ❑ (1) feet of sewer trunk or lateral to reach the site; and /or ❑ (2) the construction of a collection system on the site; and /or ❑ (3) other (describe): 2. (Must be completed if 1.b above is checked) ❑ a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3. J a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ 1 a. District Connection Charges due prior to connection: GFC: $ c — SFC: $ 02 7 — UNIT: $ TOTAL: $ (Sub ect to Change on January 1st) King County/METRO Capacity Charge: Currently, $1826.04 /residential equivalent, will be billed directly by King County after connection to the sewer system. (Subject to change by King Co/Metro without notice.) b. Easements: 14i1 Required ❑ May be Required c. Other: • CERTIFICATE OF SEWER AVAILABILITY /NON - AVAILABILITY By "Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability I hereb certify that the above sewer agency information is true. This certification shall be valid for one year from t)% date of signature. 1-2 .1. d.,-- 2/i o 3 Date Title 14816 Militr Road South P.O. Box 6S..,,J Tukwila, WA 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 uuSv.INv;i 1:4 SHORT PLAT NO. 1 City of Tukwila King County, Wcishingion DEDICATION Know oil men by !rele presents tact ws, a1e un• :eryFlnd.1, owner(0) In lea akmpl• .b1,5/or conboet pu•eI.3It,Is) of Uro lona h•rsln if:sol ed do hereby mate u theft e.bdl•.ulnn r Iherncr put,udnt In RCW 37.17.1!0 0:•1 ccSnu..ladge Intl! tu.J subdivision :end: no be lurlbe• dlAdod :n on). mnnner +Ilhin II period of Me )fors, huff•, data of •.co•d. nithoal the Finny of 0 I.:.o1 pot• Thn u,.dera!ylnd tcriser declare 11.Is shnrt plot to be the gropnle ree:asenlndcn of solo inert sut,divisIon and the soma lc mode wan the f•oo co•.a:r.I Ina in ececrow.eo +:111 the d.ik• or Ins c..rer(3j, C. W 1111733 TNtSt . +• III a• 00.11. S :.woe. Nen• Nan, I:oi.• _- �•_- ...._._ -.. -. irwni --- - - - -�- Slvl. •I Ab1rL.;1es eomly et _ 1 ...111 that I ..a• r, n +.. •nlI.'.S' ry ,.tern•• twat Iap.tl nn I.31r..n4.1 e.e .5/4.a.11d /555 II I. S. nl.A.• hl• o•d .dwlJ•/ Oct M L.. tin me Nepa••r mfr ear• n Inr Mn••r".+1. slot. at ty a;.. lu, - 1 Inn! ! ■,•■ s non a.11.loeta, .J.v,e• In.. ,Iy,d al• 15151545 ,4 oJro.lna•d 11 Ia 1•. ln'1/h ✓1 be. e.d •e6.nlar7 a.1 III 111 u,.. •nJ 7..rpad.l .nwl•u..d , y. FiIIvn.nI. Mqr. Sipn•h,,. at INI✓y Ilo1N tiy.00.l.ln•ont o0*ss 1.0,0w. a Nola" tuGG 0,1.0 4/ eaaenimm1 ..+•• RECORDER "3 CERTIFICA rE flied fur record this day ci...•....,2(1......at.... M In cook `` rr r Xr' 1 ...31 poste •t Inn tehuesl n1 a wr�V ✓rr !�d� Supt, of Regards APPROVALS: 7E ?At ?;1LENT OF ASSESS,IE'TS Rfn• +ul mJ npnro•,d ey Is. 57er1 S Ca m11l,• and bushy certified to Milt.) 1h :c - -tiny Eeunn.d 44,.1 •001.0.0 Ihl, - d+y of » _ - Sn>1 Sv1.,f.IJ.y. C.r.Mt.e •••�- •_. -_ -.- LE/:AL oEtcRIr FCN LOS /G. 0'.J ^It •, SECOIIO AOO;Ittkl TO ;br.t4 IICuE 1RAS;5. ACC'.40tai; TO Tn' PLAT T!IEP.E0' RECORJEO I :V LCiU'IE 12 CF PLA15. PlAE 90. 9CCO9O3 r.F lull:; COUNTY. WASIIINC1C11. OIF. FA_•T HALF or LOT 1 BLOCK I. SiCONO AOOITIOrI TO AOA05 HCIAE TRACTS. ACCORDING TO 111E PLAT THEREOF RECiORDCO UI VCLtJI4T 1I tr PLATS. FACE 9O, IN %ANC C('ILVIY. WASH:NG1O4. CRAPI1IC SCALE II I 1 u 2 I I loch N58 %4 LAND SURvEYOR'a CERTIFICATE El I. an.:rt Flu! <orr.etly repeesnnt♦ u sw r.yy n.od• by ma or under my dl•netton in eoniurmon•:• vain the •.qutrnrnenls of th• opptcpaul• Stole and Co.lnly Statute mid r)rdLlahef fn Q [7.• „ ' Ate. tl ll0 :o1. No. . .4r4.li! • C•,. eta awa.•e 15d4 sa, if t6_._ Aaen..nl ra.or, /cher n!eJ0 )16213 - 0.1:' cost k I U.d)' ',mils of ...plc. posllbn S L'1! I'l:' >• F011: L. l,ny rl.aul 131) 3n. 13011; it luhekU. W. _::I__.)j1. S.sZ_._ T. 2, - ' R. ^ -� itidi:'3'13'■y 19183' 53.18' 29 .11)' Frond r&at r%coF -' .I41I3 - 0.59' sc•,Ih 1= -- I)r :q:nol Wt bo of :sic. anslNon. I 9880.;02 I 20.03' W f; LOT 4 r� . LOT •5 o p 3 Are* . 12.023 sq uI A 2 11 1 w • 11,0 55 6.554 sq II j f' 1 g n 89'17'05 [-- J R >. 10.CO' ! - 31 17' 53.18' 558t9'02 - E LOT 2 3 :,:1 rl or. I n m.il P. put be A•ec - 5 .356 s.7.fi }f ; l i N98'09'02 "02 63.15' LOT 1 29.3' n (tools 01315 In N. - --1 S Ar' • 6.556 sq.'t /fsi L - 1)' I99fl9'O2'yr - - b9 89' 90'42'55.. • 1 6 ;1 30 .f0' 11 a.2•J O S `'--• 5 0' - 1 1 54.81' \ 5.0\c 1,04,4"4 1,04,4"4 p•vad Lot un•f' W U - N RTCOP.DINti NO. SCALE: I um:, + 30 it a 37' EO' F iraIl.')N C'F' 19273 LOT 6 0. •ru u 6.8C3 sq 11 Lr fa Arne '• 5.80! sq. /1 A n .? •'• ANYiVM4YU' tn,• Y.'/. �+ 1• �rvq+ tr} y y. t l} t�Y• nL4N•. w�+ h+ i•' w% �AIfYAi�•'."• Y ••"•!',^+•'•.••.•YrM••.+••. bl J ,64' ea {• eo 7 ,782 eq./1 :D S t.� r 5 117.82' 51.81 SU 1 : 2 ry endin . link fence \ • LO l / :: 1 80' -,L law 1 V0L.%!'AfTE �Fcund tabor n,cop -- 1.6213 - 0.16' edit 1e 0.85 sash of cols. patillon t T.I. • 63 la' -1. 10.00' Yf_ Sl.el1. i Id /.d0 ( •, trtrtr NSOFCU'G7•N' ••---- ._.._.. __- ._.- .._ }L•,. I 5r , . 1 ---- - .J:u I - 7--- -- -- ' - -'- -. ------- 'L. field dol.. Iv II•i. sdrrev .n' obininsd by Oh act field tneas...mini.. Angulo uId linacr e e'AVJn'h i . ps il • •Me nln.,ur•d 1.1111 0 c'• ateond 1 and el•cironle t Ineeaarin•3 dei.le., sdpp'eme.ldri by 7 ,teal lope. ) € • c SCHROETER LAND SURVEYING PII•OFESSIODIAL LAND SURVEYORS 1.O 3o. 111 %..ow 11, 1•.I.,.otse 75!32 5206• lIZ. ill 141. 1166:241.7671 OMI. 1y I OI IT I0, /2/00 :08 RU 315/13 Cuff F):LO l0, 9;'4O I'RJ.ECr NO, OUISOsi 15 0150 a.• Sc• :e 7. SHEET 1v 1 ry _ 1 7 Z = I - ~ W QQ J U 00 C o CO LLI W _ LL W LL I p•r W Z �. ZI- W • W U � � • F.- W W u. - 0 W - 2 O ~' Z REGISTERED AS PROVIDED BY LAW AS CONST CO EXP. DATE REGIST. # CC01 VEEDATE002PK I0/12/2000 EFFECTI • GREENRIDGE .HOMES I LC 6855 176TH AE NE REDMOND WA 98052 4 SignatuRre Issued by DEPARTMENT OF LABOR ND INDUSTRIES ''LOOIR 'MA Irt2 BATHROOMS KI TCIMENS 50 CFM •IDAOCIMS CONTINUOUS OPERATION 20 CFM 25 CFM 2 OR LISS - 3 4 S - • I • MIN. MAX. MIN. MAX. MIN. MAX. MIhI. MAX. MME. MAX. MIN. MAX. MIN. MAX. LESS TWAN WM 50 15 65 SS 80 120 95 143 110 165 125 188 140 210 501 -1000 55 83 10 105 85 128 100 150 115 113 130 195 145 218 1001-1500 60 90 15 113 90 135 105 158 120 180 135 203 150 225 1 501-2000 65 S8 80 120 '95 143 110 165 125 188 140 210 155 233 2001-2500 10 105 85 128 100 150 115 113 130 I95 145 218 160 240 2501 -3000 15 113 90 135 105 158 120 180 135 203 150 225 165 248 3001-3500 80 120 95 143 110 165 125 188 140 210 155 233 110 255 3501-4000 85 128 100 150 115 113 130 195 145 218 160 240 115 263 4 001 -5000 95 143 110 165 125 188 140 210 155 233 110 255 185 218 5001 -6000 105 158 120 180 135 203 150 225 16 5 248 180 210 195 293 6001 -1000 115 113 130 195 145 218 160 240 115 263 190 285 205 308 1 001-8000 125 188 140 210 155 233 110 255 185 218 200 300 . 215 323 8001 -W00 135 203 150 225 165 . 248 180 210 195 293 210 315 225 338 GREATER THAN 9 145 218 160 240 115 263 190 285 205 308 220 330 235 353 INTERMITTENTLY OPERATING BATHROOMS KI TCIMENS 50 CFM 100 GPM CONTINUOUS OPERATION 20 CFM 25 CFM IRAN TESTED cMM AT 025 W. MINIMUM PLEX DIAMETER MAXIMUM LEN3TM PEET MINIMUM Sh OOTI4 DIAMETER MAXIMUM LEN 611.1 PEET MAXIMUM ELBOWEa (I) 50 4 INCI4 25 4 INCH 10 3 5 0 5 INCH 90 5 INCI -I 100 3 50 6 INCH NO LIMIT 6 INCH NO LIMIT 3 80 4 INCI4 (2) NA 4 INCI -I 20 3 80 5 INCI4 15 5 INCI -I 100 3 80 6 INCI4 90 6 INCW No LIMIT 3 10D 5 INCW NA 5 INCI-I 50 3 100 6 INC14 45 6 INCI4 NO LIMIT 3 125 fv INCW 15 6 INCI -I NO LIMIT 3 125 1 INCH 10 1 INCI -I No LIMIT 3 INSULATION A. =Lofts • R -3f (VAULT R -30) I. CEILINGS TO WAVE BAFFLES MAINTAINING I" MINIMUM AIRSPACE ABOVE INSULATION. 2. BAFFLES ARE t4 EXTEND 6" ABOVE BATT INSULATION 3. BAFFLES AIRE TO EXTEND 12" ABOVE BLOII IN INSULATION. IL MU WALLS • 3* !R-ZI I. ALL EXTERRIOR! WALL CAVITIES, INCLUDING CAVITIES ISOLATED DURING FRAMING, MUST BE FILLED WITH UNCOMPRESSED INSULATION. 3. FACED DAM ARE LAPPED AND ARE TO BE STAPLED TO FACE OF STUDS. UNPAGED 15Atte ARE TO BE FRICTION FIT WITH 4 MIL VI5QUEEN STAPLED TO FACE OF STUDS OR VAPOR BARRIER PAINT WITH DRY CUP PER RATE OF I MAX MAY BE SUBSTITUTED FOR 4 MIL vI SQUEEN. 4. INSULATE BEHIND TUB/61-10 R, PARTITIONS AND CORNERS C. &O • R1 I. UNDERFLOOR INSULATION IS SUPPORTED BY L ATI4, TWINE OR BY OTHER NON-COMPRESSING MEANS. EXTERIOR GLUE TO BE USED ON SUB- FLOORS. 2. SLABS IN CONDITIONED SPACES THAT ARE NO LOWER TWAN 24" BELOW FINISHED GRADE ARE TO BE INSULATED WITH RR -I0 EXTRUDED POLYSTYRENE FOR A DISTANCE OF 24" INWARD FROM TWE FOUNDATION FOI.NND AT I ON WALL OR DOLLN TO TIME TOP OF THE FOOTING. MOISTURE CONTROL I. N/A 2. CRAWL SPACE MUST HAVE 6 MIL BLACK VISQUEEN GROUND COVER. 3. EXTERIOR DOORS AND WINDOWS ARE TO BE CAULKED AND WE ATHE RRSTRRI F'R'ED. 4. RECESSED LIGWT FIXTURES TO LIMIT AIR LEAKAGE PER WSEC 502.4.4. IN UNCONDITIONED AREAS. 5. ALL PLUMBING, ELECTRICAL AN HvAC PENETRATIONS IN FLOORS, WALLS AND CEILINGS ARE CAULKED AND SEALED 6. ELECTRICAL OUTLET AND LIGHT SWITCH LOXES ON EXTERIOR WALLS MUST BE SEALED AT THE BACK OF THE BOX OR EQUIPPED WITH A FACE PLATE GASKET. 1. SOLE PLATE IS CAULKED OR GLUED TO SUBFLOOR 8. CAULK/ SEAL RIM JOISTS BETWEEN STORIES. 9. WHEN PENETRATIONS NEED FIRESTOPING REVEAL AND DISCUSS WITH YOUR BUILDING DEPARTMENT INSP. FURNACE AND WATER HEATING 14 WEATING DUCTS OUTSIDE OF THE CONDITIONED SPACE MUST BE INSULATED TO R -8. DUCT JOINTS AND SEAMS ARE TO BE SEALED WITI -1 MATERIALS LISTED AND LABELED AS COMPLYING WITW UL 1814 OR UL 181E. 2. IN UNWEATED AREAS, HOT AND COLD WATER PIPES ARE TO BE INSULATED TO R -3. 3. WATER HEATER STORAGE TANK TO SE LABELED AS MEETING THE 1981 NATIONAL APPLIANCE ENERGY CONSERVATION ACT. 4. ELECTRIC WATER HEATERS SHALL NOT BE PLACED DIRECTLY ON CONCRETE SLABS BUT INSTEAD SMALL BE PROVIDED WITH AN RR -10 PAD BETWEEN THE WATER HEATER AND THE SLAB. 5. LAVATORIES, TUBS AND 61-10WERS ARE TO WAVE FLOW RESTRICTORS TO LIMIT HOT WATER DISCHARGE TO 2.5 GPM. WOODSTOVES I_ WOODSTOVES ARE TO MAvE TIGWT FITTING GLASS OR METAL DOORS. 2. WOODSTOVES ARE TO HAVE OUTSIDE COMBUSTION AIR DUCTED TO FIREBOX. (MIN. 6 SQ. IN. NET FREE VENT AREA.) COMBUSTION AIR DUCT MUST BE EQUIPPED WITI -I AN ACCESSIBLE DAMPER. COMBUSTION AIR MUST ORIGINATE BELOW TI-IE FIREE3OX. 3. WOODSTOVES MUST SE WASHINGTON STATE CERTIFIED. FIREPLACES 1. FIREPLACES ARE TO NAVE TIGHTLY FITTING GLASS OR METAL DOORS OR EQUIPPED WITI -I A FLUE DRAFT INDUCTION FAN. 2. FIREPLACES ARE TO 1-IAVE OUTSIDE COMBUSTION AIR DUCTED TO FIREBOX. (MIN. 6 SQ. IN. NET FREE VENT AREA.) COMBUST ION AIR DUCT MUST BE EQUIPPED WITI -I AN ACCESSIBLE DAMPER. COMBUSTION AIR MUST ORIGINATE BELOW THE FIREBOX. 3. TIGHTLY FITTING FLUE DAMPER WITH MANUAL OR AUTOMAT IC CONTROLS. DOOR U- VALUE = 020 1. EXTERIOR 5UlINGING DOORS IN I- IEATED SPACE WITH MAXIMUM U -vALUE OF 020. GENERAL PROVISIONS 1. ALL STRUCTURAL SOFTWOOD PLYWOOD, PARTICLE-BOARD, WAFER BOARD AND ORIENTED STRAND BOARD ARE STAMPED "EXPOSURE I" 2. RECESSED LIGHTS ARE I.C. RATED, DOUBLE WALL CAN L IGI -ITS. PRESCRIPTIVE DESIGN REQUIREMENTS FOR INTERMITTENTLY INTEGRATED FORCED AIR VENTILATION SYSTEMS FOR RESIDENCES FOUR STORIES OR LESS MAY COMPLY WITH V.IA.Q.C. SECTION 303 AS INDICATED BELOW. RESIDENCES DESIGNED TO COMPLY WITH WITH SECTION 302 SHALL SUBMIT CALCULATIONS FOR REvIEW AND PER SECTION 30211. SYSTEM CI4ARACTERISTICS NOT IDENTIFIED BELOW AND CONTINUOUSLY OPERATED SYSTEMS SHALL COMPLY WITI-I SECTION 302. A. SOURCE SPECIFIC VENTILATION REQUIREMENTS: I. EXHAUST FAN REQUIREMENTS: a. BATHS, LAUNDRIES,4 POWDERS - 50 CFM • 025" WA. b. KITCHENS-100 CP'F • 025" WA. RANGE WOODS AND DMA DRAFT RANGES MAY BE RATED AT 100CFM AT .10 WA. 2. EXHAUST DUCT REQUIREMENTS: a. BE INSULATED TO R -4 IN UNCONDITIONED SPACES. b. BE EQUIPPED WITH A BACKORAFT DAMPER, c. TERMINATE OUTSIDE THE BUILDING. d. COMPLY WITH TABLE 3-3. .. SHALL TERMINATE NO CLOSER THAN 3' FRCR'"1 OPENABLE DOORS OR WINDOWS. D. ALE HOUSE VENTILATION REQUIREMENT. OUTDOOR AIR SHALL BE SUPPLIED TO ALL HABITABLE ROOOMS THROUGH 44. ...,.. 4, 4 4.4rele,...fissoir:Aeo p .. , . I. FRESH AIR INLET DUCT SMALL COMPLY WITW THE FOLLOWING: b. BE DUCTED FROM THE EXTERIOR AND CONNECTED TO THE RETURN AIR STREAM 4 PT. UPSTREAM OP THE FUIRIN. BLOWER. c. BE INSULATED TO R -4 WHEN LOCATED WITHIN HEALED AREAS. d. BE PROTECTED FROM THE ENTRY OF INSECTS, LEAVES AND OTHER MATERIAL. �. NOT TO 'RECEIVE FRESH AIR FROM THE FOLLOWING AREA: I. WITHIN TEN FEET OF AN APPLIACE VENT OUTLET, UNLESS THE VENT OUTLET IS THREE PEET AVOE THE MEOW AIR INLET. 2. WHERE IT WILL PICK UP OBJECTIONABLE ODORS, FUMES, OR FLAMMABLE VAPORRS. 3. A 14AZARDOUS OR UNSANITARY LOCATION. 4. A ROOM OR SPACE WAVING FUEL BURNING APPLIANCES. 5. CLOSER TWAN 10' FROM A VENT OPENING OF A PLUMBING DRAINAGE SYSTEM UNLESS THE VENT OPENING IS AT LEAST THREE FEET ABOVE THE FRESH AIR INLET. 6. ATTICS, CRAWL SPACES OR GARAGES. 2. THE INLET DUCT SMALL SE EQUIPPED WITH 1 OF TIM FOLLOWING: a. THE INLET DUCT SHALL BE EQUIPPED WITI.1 A MOTORIZED DAMPER CONNECTED TO TIME AUTOMATIC VENTILATION CONTROL TIMER* b. A FIXED DAMPER INSTALLED AND SET TO MEET MEASURED FLOW RATES AS SPECIFIED IN TABLE 3-2 OR C. AN AUTOMATIC FLOW REGULATIOP4G DEVICE WITH FIELD MEASURED MINIMUM NEGATIVE PRESSURE OF 0.1 INCI -ES WATER GAUGE AT TI-IE POINT WHERE THE OUTSIDE AIR DUCT IS CONNECTED TO THE RETURN AIR PLENUM. TWE INTEGRATED VENTILATION SYSTEM SHALL DEMONSTRATE COMPLIANCE WITW VIAQC SECTION 303.1.2 B BY ON SITE FLOW TESTING OR OTHER APPROVED MEANS. DEMONSTRATION OF COMPLIANCE SMALL BE MADE AvAI LABLE FOR TIM INSPECTOR AT TWE FINAL INSPECTION. JOB TYPE: NEW CONTRUCTION OCCUPANCY: 5INCLE FAMILY FUEL: GAS CLIMATE ZONE I WINDOW U - VALUE .40 DOORS U -VALUE .20 CEILING UJftl -I ATTICS R -38 CEILING VAULTED R -30 ABOVE GRADE WALLS R -21 BLOW GRADE WALLS INTERIOR R -21 BELOW GRADE WALLS EXTERIOR R - lf� FLOORS R -30 SLABS R -I0 PRESCRIPTIVE t- EATING SYSTEM S I Z 1MG PER WASHINGTON STATE ENERGY GODS 2001 EDITION CI-IAPTER MIN. AND / OR MAX. TOTAL OF BEDROOMS : 3 ) MAX. NEAT SYSTEM SIZE: 2003 SQ. FT. X 20 BTU /NR = 4�,�,� BTU OR LESS ALL 1-EATING SYSTEMS SHALL 5E DESICsNED AND INSTALLED IN ACCORDANCE U1fTH UNIFORM SUILD(NCs CODE SECTION 310.11 HEATING SYSTEM: MANUFACTURE PAR CONTRACTOR VAPOR RETARDERS: FLOOR EXTERIOR T 4G PLl'U100D WALLS 4- MILL POLY OR PvA PRIMER CEILINGS 4- MILL POLY OR PVA PRIMER NOT REQ'D AT OILING IF 12" OF AIR SPACE PROVIDED ABOVE INSULATION. VENTILATION SYSTEM SIZING PER TABLE 3 -2 OF THE 2000 1/.I,A.Q.C. PRE5GRIPtl1/E SOURCE SPECIFIC EXHAUST vENtILAtION PER v.I.A.Q.G_ SEC 3033 LOCATION KITCHEN POWDER IRK LARRY f RM. MST. BATH MIN. 10E► CM CFM 90 C1 1 90 GPM PERSCRIPTI VE WHOLE PER v.I .A.Q.C. SECTION LOCATION MANUFACTURE MANUFACTURE uNM11WPOQL DIROAN BOWAN MOAN I -IOUSE E XI -IAU5T 303.4 MODEL MODEL CFM-25LUG SONES RC5920X Irla. C FM ! 64 CBM &DV 64 CPM $ 84C#i VENTILATION SYSTEM CFM -.25 U* BONES rT'r • '.,` 1'`r 7 =11 " I SUPPLY VENTILATION SYSTEM INTERGRATED SYSTEM WITH FRESH AIR INTRODUCED INTO RETURN_ AIR DUCT WITI -I MOTORIZED DAMPER. D03 -209 1 011 Of TWO APPROVED SEP 15 2003 ts salt T45L.E 9 -I MINIMUM SOURCE SPECIFIC VENTILATION CAPACITY REQUIREMENTS TAL! 3 -Z VENTILATION RATES FOR ALL GROUP R OCCUPANCIES FOUR STORIES AND LESS* MINIMUM AND MAXIMUM VENTILATION RATES: CUBIC FEET PER MINUTE (CAM) • FOR RESIDENCES TWAT EXCEED 8 BEDROOMS, INCRREASE TWE MINIMUM REQUIREMENT LISTED FOR 8 BEDROOMS BY AN ADDITIONAL CAM PER BEDROOM. THE MAXIMUM CFP1 IS EQUAL TO 15 TIMES THE MINIMUM. TALE 3••3 PRESCRIPTIVE EXHAUST DUCT SIZING 1. FOR EACH ADDITIONAL ELBOW SUBTRACT 10 FEET FROM LENGTH. 2. FLEX DUCTS OF THIS DIAMETER ARE NOT PERMITTED WITW FANS OF THIS SIZE. SEPARATE PERMIT RQUIRED FOR: [E ECHANICAL LECTRICAL L GAS PIPING CITY OF TUKWILA BUILDING DIVISION REV2re3N3 NO CHANGES SIALL EE MADE 1O THE SCOPE OF Yif ofi( WITHOUT APPROVAL OF T1J .A BULDI ,p. ■.17 "4 FILE COPY I understand that the Plan Check approvals are e subject to errors and omissions and approval of plans does not authorize the violation of an adopted code or ordinance. any ante. F�ecelpt of con- tractors copy of approved plans acknowledged. BY Date Permit No. RECEIVED CITY OF TUKWILA Ivy; 7 20(33 PERMIT CENTER INCOMPLETE LTR#j is 1 1H a E icatl U ui WEET EC1 Y :41) rn cv r CV r CRAtLI. 6PACE�' 0" 6 MIL 'BLACK 'VISQUEEN' VAPOR BARRIER OVER ENTIRE CRAWL SPACE. IS" MIN. CLEARANCE UNDER FLOOR JOISTS. r 5' -I0 1/4" - - 101/4" (LP < C. x# 11C Li 10 •••• 11'-2" •' 11' -II 3/4" AP 6 I9 -0i " MED L L,._ r 1 4x10 (1/14') ", � 10 (I r 1010... L 18 J 4x6 a BEAM r .•� 18 SPLICES 1' � r (I/14') r -- I L 18 J L 6 ' -2 1/4 ' -2 1/4" 31_4" L._ H_ 0 4 BARS a24 "O.G. STUB OUT 24" 24j _ L 4-so "4 !!BARS • 24" O.C. OU 24" a I l 10.10.._ -___ .._. 5 1/2" r aim immee.1.40.1 L 1 18 1 6 4x6 a BEAM SPLICES CONC. PORGI4 T' -I0 1/4" r-- L,_ 2 1J L_. .00 • 10 44 "x24 "x10" CONC. PAD w/ (4) M4 BARS EA. WAY 4xip e1/10') CONC. PATIO 4 -1I /4" 4x10 (1/112') 1010.. I' -8 1/4" I IS 18 6 3' -2 I/ " e 2� 32 44' -0" 3 '_ D « f- 3 1/2" 42 r I /4" = l'-0" 3'4" ...101•0 30' 4•-• 1/4" PI 6I-0" I6' -3" 23 ' -0" M. • 10.10 , ,r., '•ce p �k! „wt.*, .'a.►. tid,'x. .4�..✓7 R•�M�.IR C•;A�.••1.,y,A,�,i. 10 10. .• _. _1010_. .. �r r_ 18 3/4" CONC. SLA B CONC. 4" CONC. SLAB - SLOPE 3" TOWARDS O.1. DOORS CONT. FooTinG - . 3 FOUNDATION PLAN 3' - 4 I/Z" irb MOW I= MINIM MN MINIM 11.1111 MINIM • _ ('14)6"X14 "SCREENED FNON. VENTS. 61_ 2' -S 3/4" 3' -6 3/4" t 3' -6 3/4" 3'-11/4" 3 '_ I 5 /e" 3' -1 5/$" 1 2' -i pia I r, r 18 L?4 J L ?dl L_J L?41 r' ✓ , r , r 4x10 C1 /IS'� I ► — 1010'. 'I" i .1010 I L S J L � L -- L l'$ 4x6 • BEAM r SPLICES 1 r—' Ilir 3 , - .. 3' -4 1/2" 2' L T J • De (0° /Dte ,S Viri qi,e? 15 WO Ns epic* P4CE VENTIL4TIQ4 ion $a FT. AKA , 4r.92 SQ. FT. REQUIRED 150 T1''P. VENT 1"x14" x .15 a .51 SQ. FT. PER VENT • • 144 VENTS REQUIRED .12 13.56 USE MIN. OF 14 VENTS $QTES: • 6 MIL. BLACK VAPOR BARRIER OVER ENTIRE CRAWL AREA. 18" MIN. CLEARANCE UNDER FLOOR JOISTS. • SOLID BLOCKING OVER SUPPORTS. • ALL FTGS. TO BEAR ON UNDISTERBED SOIL MIN. 2000 lbs. P.S .F. • FOUNDATION STEEL PER ENGINEER • 4x6 POSTS TYP. BEAM SPLICES. • ALL BEAMS TO BE 4x10 D.F. •2 UNLESS NOTED OTHERWISE. • ALL BEAMS AND I- IEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITI.4 ANY VARIATIONS BEFORE PROCEEDING. PROVIDE MIN OF 2 "x2 "x3/16" THK PLATE WASHERS ON EACI4 SILL BOLT O I L 34 21 L — 4x4 POST ON I8"XIS "xI0" TWK. w/ (2P4 B.E.W.CONC. PAD 4x4 POST ON 24 "X2 4 "x10" T1.11C. w/ (3P4 B.ELU. CONC. PAD RECEIVED CITY OF TIIKWILA 4x4 POST ON 30 "X'30 "x 12 " TI4K. 111!''' 0 7 2003 w/ (4P4 15.E .W. CONC. PAD 4x4 POST ON 36 "X36 "x 12 " TWIN. w/ (5,4 B.E.W. GONG. PAD D03 -209 PERMIT CENTER A EL U 61-lET 1 4o- "we ..g likiell 1 0•111Pow Asol0 1 10 nornowri • a., Ay, MAIN FLOOR FRAMING PLAN 1/4"=V-0" v"!rPs'91 .. w... wr+n•.w�►•..r meO1 .d1M'a,4111M1.. * �► Oft". Yw«. .,nr. • .., .ewav ... • 0 SAP 1 5 2003 Pis WED 110 1o4"6 NOTE: • RECEIVED l 1KWlI.p 0I 16 1/Z �� X 20 1/2 �� -our FOR FURNA f\i]; n 7 2003 0 IS" >C 24" FRAME - OUT FOR CRAM_ ACCE SMIT CENTER (INSULATE AND WEATI4ERSTRIP) • ALL FLOOR JOISTS TO BE 2x10 AT 16" OC UNLESS OTHER VISE NOTED • ALL FLOOR JOIST TO 5E BLOCKED • BEARING PER APPROVED JOIST LAYOUT. • SEE FNPN. PLAN FOR !SEAM SIZES. D03 -209 SO CI E4 cc, l) Lu cr , m el I S =-•.. .9 N M/ SI-lEE? 2 ti I' 5 1/2" 5 I/2 5 1/4 X 5 1/4 MICROLLAM &5 $ XOX w/ s TRANSOM AB V. (SEE ELEVATION) 8' -8 1/4" (4) 2x6 LINE OF FL. ADv. --4, LINE OF FL. ABV. -a► 1 •' - , 1/2" (3) 2x4 I II )1 I I I I Ij � (2) 2x4 (4) 2x6 36" WALL (3) 2x6 2x6 (3) 2x6 v.t.O.S. (2) 2x L u r = n IDRYE14 iv.T.O.S. � (3) 2x6 'POWER METER ....; A FI013+1r !¢ ! , - fin.,p.0Up...,, -* • 4 (3) 2x6 (3) 2x4 (5) 2x4 LINE OF4FLOOR ABv. (5) 2x4 - MINIM 111011111111, =BMW 111•1111111111 miAN, 3'4.4 I/2" L'. r 1 16 ®8'a OA_ DOOR MAIN FLOOR PLAN SEISMI PER U 4" CONC. SLAB - SLOPE (3) 2x4 -Th 3" TOWARD O.H. DOORS • 5 I/S X 18 GLIB 4X12 (5) 2x4 51/8X161/2GLE3 LINE OF FLOOR ABv. ---- , (5) 2x4 3' -4 1/2 2 471 n COSI St? . 11. Dt\Flo NOTES: • ALL BM5. • HDRS. TO 5E 4xlm DM UNLESS NOTED OTHERWISE. • TYP. E. TO BE S • SOLID BLOCKING OVER SUPPORTS. • FIRE BLOCK ALL PLUMBING PENETRATIONS. • TOP OF WINDOWS . !b' -D• ABOVE MAIN FLR UNLESS NOTED OTI-IERWISE. • T'A'P. EXT. WALLS TO BE 2x6 fa 16" OTC. UNLESS NOTED OTHERWISE. • SMOKE DETECTORS TO BE HOT WIRED w/ BATTERY BACKUP. • SMOKE DETECTORS TO BE AUDIBLE IN ALL BEDROOMS. • ALL STORAGE AND SPACES UNDER STAIRCASE TO BE FINISHED w/ 5/8" TYPE "X" G.W.B. • HANDRAIL • 34" - 38" ABOVE TREAD NOSING. • INSTALL FIREPLACE(5) PER MANUFACTURER SPECIFIACTIONS. • 11 DENOTES SOLID BEARING UNDER CONCENTRATED LOADS USE (2) 2x6 AT 6" WALLS. USE (2) 2x4 AT 4" WALLS. UNLESS NOTED OTI-IEFe )ISE. • w DENOTES DBL. CRIPPLE • HEADERS OVER 6 LONG. (TYP.) • DOOR BETWEEN HOUSE 4 &ARACsE TO BE SOLID CORE w /SELF CLOSING DOOR. • 5/8" TYPE "X" G.W.B. ON HOUSE/GARAGE COMMON WALLS, CEILINGS, POSTS t BEAMS. • 5/8" TYPE 'X' G.W.B. UNDER STAIRS. • 2x8 BLOCK _e 51" FOR THERMOSTAT. • VENT ALL FANS,DRYER EXHAUST TO OUTSIDE • ALL SEAMS AND HEADERS TO BE VERIFIED WITI -I STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. WATER 1 -EATER PER Si NAECA. PROVIDE TPR VALVE AND DRAIN TO EXTERIOR ALL SOURCES OF IGNITION TO BE 18" ABOVE CONCRETE SLAB. OUTSIDE AIR DUCT 26 GAUGE METAL WITH ALL JOINTS TIGHTLY SEALED 8" DIA. w/MOTORIZED DAMPER CONTROL 3" DOtLN FROM TOP IE S I/2 "x8 1/2" SQUARE. 18" x 24" CRAWL SPACE ACCESS 22" X 30" ATTIC ACCESS 0- CLEARANCE METAL FIREPLACE, INSTALL PER MANUFACTURERS SPEC., PREFAB. F.P. TO BEAR THE 4 T AN APPROVED TESTING LAB. PROVIDE 6" OUTSIDE AI , I- IEARTN PER BUILDER/OUNER WHOLE HOUSE FAN AREA SUMMARY: MAIN FLOOR • WM SQ. FT. UPPER FLOOR • N111MO'1 SQ. FT. TOTAL • 2•1103 SQ. FT. GARAGE • OW SQ. FT. D03 -209 TL i 0 7 ?O []3 r'kr{MI I Ct!vTER i L •Ace cit; ‘14.)' Q soli Nr 413 FILE NO: 5100 6I4EET 3 v 4X8 I/4" • ammorimmarmo ..o ommilmourmilm w. aimmoramimm w UPPER FLOOR PR4MING PLAN •w .11r1- rein,,. , ,..4410ew,4. sy 1#0 "43 truer.- vi......4.0. . rw: ft.SP• • _,� ruh°*wr.r....�►.r�w. .� CAIN �ovEO u SEP 15 2003 A Nu 1 kip D03 -209 / ur:;n 7 2003 N OTE S: PERMIT CENTER • ALL FLOOR JOISTS TO P E H 1 1 /8" PRO 150 AT ib" OG UNLESS NOTED. » ALL FLOOR JOIST TO BE BLOCKED AT I:WARING. CITY RECEIVED TI NW lA » MIN. 2" ESEARING • END OF JSTS. • SEE MAIN FLOOR SWEET 3 FOR MEAMS SIZES. • STAMPED ENGINEERED TJI LAYOUT TO dE AT JOS SITE FOR FRAI1IN3 INSPECTION. V 3 11X f• -1 Et SHEET OF i 5 3 FIX (SEE ELEvATION) • 14,41 vrommiliPmveRP"P"toPP 41, ""Mile." 1 4".•'.."1 11 rR' ww}'. `. F' �4P. 9iv ' I' e°' roos.....40tramRowgn .' r.r4ropA'e • X At I/4 UPPER FLOOR PLAN • FIREBLOCK BETEN STUDS. • LIMIT tea! -TOILER FLOW TO 2.5 GPM. • WALLS SI -IALL BE WATERPROOF TO MIN. 10" ABOVE DRAIN INLET. • ALL GLAZING INCLUDING WINDOWS WITI -JIN 10" OF DRAIN INLET TO BE SAFETY GLASS. • A VAPOR BARRIER SHOULD NOT BE INSTALLED REWIND WATERPROOF G.M.B. AT TUE55 AND SHOWERS PER NOTE:, • ALL BMS. 4 WDRS. TO BE 4x8 D2 UNLESS NOTED OTWERWISE. • TYP. IE. TO BE 8 1/8" • SOLID BLOCKING OVER SUPPORTS. • FIRE BLOCK ALL PLUMBING PENETRATIONS. • TYP. EXT. WALLS TO BE 2x• G ICS" O.C. UNLESS NOTED OTWERWISE. • TOP OF WINDOWS • 6 - 12" ABOVE MAIN FLR. UNLESS NOTED OTHERWISE. • SMOKE DETECTORS TO BE HOT WIRED E INTERCONNECTED w/ BACKUP BATTERY TYPICAL. • SMOKE ALARMS TO BE AUDIBLE IN ALL BEDROOMS. • ALL STORAGE AND SPACES UNDER STAIRCASE TO BE FINISHED w/ 5/8" TYPE "X" G.W.B. • HANDRAIL • 34" - 38" ABOVE TREAD NOSING. • al DENOTES SOLID BEARING UNDER CONCENTRSaITE I a D S USE (2) 2x6. AT 6" WALLS. USE (2) 2x4 AT 4" WALLS.. UNLESS NOTED OTHERWISE. ' 0 i` /Q ft3 • VENT ALL FANS,DRYER EXHAUST TO OUTSIDE • ALL BEAMS AND HEADERS TO BE VERIFIED WITH STAMPED ENGINEERING CALCULATIONS. THIS OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. 22" x 30" ATTIC ACCESS D03 -209 PERMIT 4Eh TER SWEET REOUIRED ATTIC VENTILATION ATTIC VENTILATION PROVIDED: LOCATION GROSS AREA (!P) (A/300) MIN. RIO ID. VENT (es) 3' ABOVE EAVES (MN. OF MOD ) • EAVES (MIN. 50% OF REQ'D.) TOTAL (SF.) ROOF VENTS • .211 6./g. GABLE VENTS 15% EFFICIENT METAL VENT • .430 64F. BIRD BLOCKING • .08 PER 3 HOLES WaISE 11t000 GARAGE ROOF 1506 �r...�.rr...���. 91 • 300.502 r • 300..32 (10) • 2.11 '..r�rrrr.nr.r��.r���.► (I) • .211 0 rrn�rri.��rrirn r rir�.��r ��j 0 0 (61) • 335 612 0 (I I) • 0.58 .621 I 23'-0" NIP MASTER STUB BACK II'-6 1/2" RIG i D.S. CROSS CUT ALL RAFTERS FOR VENTILATION FILL w/ 2x4 IF DESIRED 2x12 RAFTERS R- 30 INSUL AT ION D.5 (2) 2X12 RIDGE SEAM CUT 2x12 RAFTERS TO MATCH TRUSSES 5 BEYOND Ca .S. • JACK TRUSSES IFS �» lR w .. g1Ml1P M* 041 0.."... "�.... D.S. TO ROOF FRAMING PLAN I /4" = 1' - 0" D.S. 00.5. O DS. TO eeL OC j11$1114 0 s.? NOTES: TUS NOTEB: EVERT SAVE BLOCK TO BE VENTED EACI4 M -50 MCP VENT • ea to x211 6F. 144 VENTILATION • A (SP.) • L'J SQ. FT. REQ'D ( WO) GABLE VENTS (TOTAL ea WOO) • C SQ. FT. (144) • PROOF VENTS = (EMS) - C • D .211 • EAVE VENTS = A (SF.) • A (300X2X.05) 30 • LOW 1000F VENTS • (6 X X.05) .211 x = • AVAILABLE EAVE VENTS • VENTED BLOCKING OVER SUPPORTS. • ROOF OVERWANGS TO SE 12 UNLESS OTHERWISE NOTED. • ROOF PITCWES TO BE 6/12 UNLESS OTNERW15E NOTED. • SKYLIGNT5 ON 2x6 CURS - SAFETY GLASS SKYL IGS4TS TO CONFORM TO UL°3S SECTION 2409 • TRUSSES s RAFTERS SMALL SE • 24" O.C. UNLESS OTHERWISE NOTED. • ALL SEAMS AND I- LEADERS TO BE VERIFIED WITI-L STAMPED ENGINEERING CALCULATIONS. 11-115 OFFICE MUST BE NOTIFIED WITH ANY VARIATIONS BEFORE PROCEEDING. • ALL TRUSSES 51 -CALL CARRY MANUFACTURES STAMP. • ALL TRUSSES SHALL BE INSTALLED 4 BRACED TO MANUFACTURS SPECIFICATIONS. • TRUSSES WILL NOT BE FIELD ALTERED WITI -LOUT PRIOR BUILDING DEPT. APPROVAL OR ENGINEERING CALCULATIONS. • ALL TRUSSES SHALL HAVE DESIGN DETAILS 4 DRAWINGS ON SITE FOR FRAMING INSPECTION. D03 -209 s F • ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TO SE PROVIDED SY TRUSS MANUFACTURE. • TRUSS DRAWINGS TO SE STAMPED AND SIGNED SY A LICENSED UJASWINGTON STATE STRUCTURAL ENGINEER. • TRUSSES SHALL SE MANUFACTURED IN A PLANT APPROVED UNDER THE REQUIREMENTS OF SECTION 11011. E ACI-I TRUSS SMALL BEAR THE QUALITY CONTROL STAMP (SECTION 2311.6) AS WELL AS MANUFACTURING PLANT'S NAME /ADDRESS, DESIGN LOAD AND MAXIMUM SPACING. • APPROVED MANGERS SIaOULD BE USED AT ALL CONNECITONS OF RAFTERS, JACK OR I-IIP TRUSSES TO MAIN GIRDER TRUSSES. • LIGI -IT METAL PLATE CONNECTORS TO WAVE FIELD AND GIRDER IDENTIFCATION. INFORMATION BRANDED, MARKED, OR OTI4ERRUISE PERMANENTLY AFFIXED TO EACI -I TRUSS SMALL CONTAIN THE FOLLOWING: A. IDENTIFICATION OF THE TRUSS MANUFACTURING COMPANY. B. TWE DESIGN LOAD. C. THE TRUSS SPACING. • ALL ROOF TRUSSES SMALL BE SO FRAMED AND TIED INTO TWE FRAMEWORK AND SUPPORTING WALLS SO AS TO FORM AN INTEGRAL PART OF TWE WHOLE F3UILDING. ROOF TRUSSES SHALL HAVE JOINTS WELL FITTED AND SMALL HAVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD IS PL ACED UPON THE TRUSS. D I AGONAL AND SWAY BRACING SHALL BE USED TO BRACE ALL ROOF TRUSSES. • ROOF TRUSSES SHOULD BE SUPPORTED LATERALLY AT POINTS OF BEARING BY SOLID MOCKING TO PREVENT ROTA ION AND LATERAL DISPLACEMENT. TL4EY SHOULD ALSO BE BLOCKED AT THE RIDGE TO RESIST WIND SUCTION ON THE SHEATHING. SECTION 2326.12,x. ll ISta Q m II Ir E °'' h i 04 iiiii{ . 1 4,011 U w et (ft I 1 414 I IN RECEIVt D 4- 1 ;; ��� SWEET Y Co UFF' R FLOOR \ MAIN FL. f£. m 01 4. 4 .. .."4040P, 00,10.00441110011410.6.011111~411.0"*"1140101111040tries.00.:,. /4' . ' 243 CEDAR BAND METAL GUTTER 0/ 1x6 FASCIA • ■ ■ ,....■. MAIN FLOOR ENTRY PL. 4 LIVING RM. R. UPPER FL. fE. MAIN FLOOR 12 .ry.:a. vu41 ":..ow'. .�xr +Ma►a�., .....,..... .. • FRONT ELEvATION I/4"21 1/4 =1 -0" LEFT SIDE ELEVATION r 2x8 sAmtoE w/ Ix3 TRIM NOTES= UPPER FL. t. UPPER FLOOR MAIN FL.E. 1x4 CORER TRIM en BEVEL SIDING MAIN FLOOR S X04 4 CM' Of TtS1CWiU► APW?OYED SEF 15 2003 ks pjiUJ — 111300 7065r. D03 -209 • PROVIDE GALvE MEET METAL FLASHING • COUNTER FLASHING AT ALL ROOF PENETRATIONS INCLUDING CHIMNEY'S. • CAULK AT ALL JOINTS 4 PENETRATIONS IN EXTERIOR WALLS. 400 U W RECE -§, JKW► LA PERMIT C NTER 2003 FILE NO: 5100./ SWEET v • • • dl • 01 UPPER FL. E. UPPER FLOOR MAIN FL.fE. MAIN FLOOR BEVEL SIDING- 2x6 BARGE uu/ 1x6 FASCIA 1x4 CORNER TRIM MAIN FLOOR UPPER FL. E. UPPER FLOOR MAIN FL. E. MAIN FLOOR 1x4 CORNER r� TRIM �•. A.•: •l'�"�.- •Z,yPr!!►la+.`Arr ... .. - v,.•gl�y:4..�. $2 METAL GUTTER 0/ Ix6 FASCIA r Cs BEvEL 51DIN REAR ELEvATION 1/4 " :1' -0" 1/4" =1' -0" COMPOSITION ROOFING BEvEL SIIN✓ 4 _% IGMT 5IE ELEVATION METAL GUTTER 0/ Ix6 FASCIA 12 E,► NOTES ;, LIVING RM. E. CITY Of TUKWILA APPROVED SEP 15 2003 AS N;, tu D03 -209 • PROVIDE CALVE SI- EET METAL FLASWING 4 COUNTER FLASHING: AT ALL ROOF PENETRATIONS INCLUDING CI- IIMNEYS. • CAULK AT ALL JOINTS I PENETRATIONS IN EXTERIOR WALLS. ts) lt O z w 0 CI } 11-I `� W W R ECEIVED fA � '�a 0 r X003 PERMIT C ENT ER FILE NO: 6WET S VENTED BLOCKING W/ INSULATION BAFFLE fn 2xI2 !RAFTERS ANCHOR POSTS a TOP 4 BTM. R- 30 BLOWN -IN INSULATION 5/8" TYRE "X" OR I/2" HIGH DENSITY G.W.B. ON CELINGS 3 4" T40 PLYWOOD SUBFLOOR BEAM PER PLAN R -30 INSULATION i6 MIL BLACK VAPOR BARRIER flij fltj Slf /!dlf /ldl!JI■ MAIN FL. IE?. 2X6 STUDS 016" O.C. W/ R -2I INSULATION 12 UPPER FLOOR METAL GUTTE LIVING RM. le. TOP OF WINDOW MAIN FLOOR WAND RAILS TO BE BUILT PER el USC SEC. 100333.6 2X4 MALE x Q Q .+ ".. , *e , ,g . .nww, .t,i.•rr.r r•,r arw•o.. rs. : w OL w tJ 9" MIN I te "XI11/4" TREADS JTREAD IX8 RISER 6 12 ANCHOR POSTS a TOP ETM. 9 5/8" STAIR JACK CUT TYP. 2X4 TI-IRUSt BLOCK stain ECTI4 DTAIL r.,r.c,.• . J,: Grp.. - yll7b.,u•y.0, 01.10„. COMPOSITION ROOFING A -35 a ALL POSTS (TYP.) CONT 11I � RAIL 34 T ` l ABOVE NOSI SUILING SECTION I / II II 0II IF OPEN RAIL IS USED OPENINGS SHALL HAVE INTERMEDIAT RAILS OR AN ORNAMENTAL PATTERN SUCH THAT A SPHERE 4" IN D I A. CANNOT PASS TI- IROUG1 -4. PER THE 91 UBC SEC. 5093 Vat" TYPE 'X' G.W.B. AREA BENEATH STAIRS 2X FIREBLOCK1NG • TOP 4 EMI. OF RUN or FIREt3LKG. REQ'D. ALONG STRINGER BETWEEN EA. STUD (3) 2XI2 STAIR JACKS STAIRWAYS TO BE BUILT PER THE UBC CHAPTER 10 SECTION 10033.3 WINDING STAIRWAYS TO BE BUILT PER THE 9-1 UBC CHAPTER 10 SECTION 10033.3.82 y y am, , . ). .... ,. s• eyI""., ; :1 - yw • 5/8" WHEN FRAMING AT 24" O.C. FINISH EDGE t.. . +.^+ ► AI 1 I I I A I OM Mrs f • ,... : -.Aro .. 24" 12 2 X 10 R -35 BLOWN- IN TYP. TRUSSES OVERHANG: 3/8" TO MAX 1/2" 5/8" G.W.B. U BEAD . INIM0011. METAL GUTTER u,IR FL. lE. d0 R SILL W/ 1/2"4 X 10" ANCHOR BOLTS a 48" O.C. ALL FOOTINGS TO BEAR ON UNDISTURBED SOIL - tI IN. 2000 Ibs. P.S.F. CAV Of IWO 00 s.? "5 2 P4S 2 x 4 STUDS AT 16" O.C. 2x8 b /8" TYPE .�-- x G.�.e. PANEL BOAC (2)2x8 - AT EACH SIDE 2 x 4 PRESSURE TREATED SILL w/ 5/8" ANCI -IOR BOLTS MANTEL * MASONRY PER FLOOR PLANS SECTION 2 1/4" NCI ---�'" _ 5/8" TYPE NAILER X G.W.B. I' _ 31, " PANEL SOX CLEAR PLAN NOTCH TOP OF 2 x a 3 1/2" x 3" FOR DBL. TOP PLATES - 1 x 2 TRIM 4X10 HEADER 2X4 STUDS 6". COMB. AIR BEVEL SIDING METER CAN 2 x 4 STUDS AT 16" O.C. x 2 TRIM BEVEL SIDING SNEAtNING EXTERIOR INTERIOR ( \ELEGTRICAL METER PR4J1W'Cs 34"=11-0" RAIN CAP 4 SPARK ARRESTOR - -STORM COLLAR METAL CI -IASE CAP W/ SEALANT a FLUE 2X5 CEDAR BAND b" TYPE 'X' G.W.B. -- INSUL. CHASE a CEILING ABOVE FIRE STOP SPACER INSUL. - EXTERIOR WALLS TO CEILING --- APPROVED DOUBLE WALL FLUE - INSTALL PER MFG'S. SPECS. FOR RAISED HEARTH, PLACE FIREPLACE ON PLATFORM Sir CLIFAIRANCE 401 PER C VED 1JKWIQA ( "003 TER 6WEET 9 CLASS B TENSION ---- -• - - - SPLICE LENGTHS --- - .- - -__-_ c°t,w. BARS S9F• � _,., f c= 2,500/3,044 PSI f c = 4,000 PSI • f c = ALL L� " � ' ON REGULAR TOP REGULAR EGUTA►R >3db >6db TOP >3db O >6db R% 1 ENCLOSED W /SPIRAL TIES P I S AC do SIZE >3db >6db _ >3db >6db _ 13 16' i , 16" 21" 21" 16" 16" 18' 18' 12" 12" 14 � 22 M 22 1 28 • 28 • 19 # 19 24 A � 24 • A ., 15 12" 15 27" 27' 35" 35" 23" 23" 30" 30" 19" 14" #6 35" 32' 48" 42" 31" 28" 40" 38" 23" 17" 17 48' 38" 63" 49' 42" 33' 54" 42" 26" 20" f8 63" r 43" 82" 58" 55" 37" A 71" 48" 30" 23" 19 80" 48" 104" 83" 69" 42" r 90" ■ 55" 34" 25" 110 102" 58"_132* 76" 88" 50" 114" 65" 38" 29" X11 128' 71" 1 62" 93" 108" 62' 140' p 80" 42" 32" CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH 3" SPAN /INDEX RATIO EXPOSED TO EARTH OR WEATHER 16 OR LARGER 15 AND SMALLER ALL OTHER PER LATEST EDITION OF ACI 318. - 2" 1 - , 1/2" USE: THICKNESS: SPAN /INDEX RATIO EDGE ATTACHMENT: INTERMEDIATE ATTACHMENT: ROOF 1/2" 32/16 ad at 6" O.C. 8d of 12" O.C. SHEAR WALL 1/2" 24/0 10d at 6" O.C. 10d at 12" O.C. . BOLT METER VERT BOLT LENGTH HORIZ BOLT LENGTH _ , HEADED STUD FIU.ET WELD , SIZE, "S" 1/2" 1 7" 4" 1/4" 5/8" 7 4" 5/W " 3/4" 7" 5" 5/16" r • GENERAL STRUCTURAL NOTES 111iligraME: 1997 EDITION OF THE UNIFORM BUILDING CODE, AS AMENDED BY LOCAL. JURISDICTION. LCWS: ROOF LIVE LOAD = 25 PSF (SNOW). SUPERIMPOSED DEAD LOAD ON ROOF TRUSSES -- 14 PSF. (EXCLUDES TRUSS WEIGHT) (9PSrToPcHoRD/5psreorroi.icIioo) ROOF DEAD LOAD = 16 PSF. FLOOR LIVE LOAD = 40 PSF (REDUCIBLE). FLOOR DEAD LOAD = 12 PSF. A WIND LOAD an 80 MPH WIND SPEED, EXPOSURE B. SEISMIC ZONE 3 (Z in 0.30 ) B MUM= : SPREAD FOOTINGS SHALL BEAR ON FIRM, UNDISTURBED SOIL 18" MINIMUM BELOW FINISHED GRADE. FINISHED GRADE IS DEFINED AS TOP OF SLAB FOR INTERIOR FOOTINGS AND LOWEST ADJACENT GRADE WITHIN 5 FEET FOR PERIMETER FOOTINGS. DESIGN SOIL BEARING VALUE = 2000 PSF. MIME: MINIMUM 28 DAY STRENGTH 2,500 PSI. ALL CONCRETE CONSTRUCTION SHALL CONFORM TO A.C.I. MECHANICALLY VIBRATE ALL CONCRETE WHEN PLACED, EXCEPT THAT SLABS ON GRADE NEED BE VIBRATED ONLY AT TRENCHES, FLOOR DUCTS, TURNDOWNS, ETC. MAXIMUM SLUMP 4-1/2* FOR CONCRETE PLASTICIZER. IF PLASTICIZER IS USED, A HIGHER FINAL SLUMP MAY BE ALLOWED UPON STRUCTURAL ENGINEER'S APPROVAL UNLESS APPROVED OTHERWISE IN WRITING BY THE ARCHITECT, ALL CONCRETE SLABS ON GRADE SHALL BE BOUND BY CONTROL JOINTS (KEYED OR SAW CUT), AS SHOWN ON THE FOUNDATION PLAN, SUCH THAT THE ENCLOSED AREA DOES NOT EXCEED 225 SQUARE FEET. KEYED CONTROL JOINTS NEED ONLY OCCUR AT EXPOSED EDGES DURING POURING, ALL OTHER JOINTS MAY BE SAW CUT. FLY ASH -- IF PERMITTED BY ARCHITECTURAL SPECIFICATIONS, SHALL BE UMITED TO 18% OF CEMENTMOUS MATERIALS AND SHALL HAVE A REPLACEMENT FACTOR OF 1.2 RELATIVE TO CEMENT REPLACED. NO FLY ASH ADDITIVES SHALL BE USED IN FLATWORK OR ARCHITECTURALLY EXPOSED CONCRETE. . REINFOftgNG: ASTM A615 (Fy = 60 KSI) DEFORMED BARS FOR ALL BARS 115 AND LARGER. ASTM A615 (Fy = 40 1(5I) DEFORMED BARS FOR ALL BARS 14 AND SMALLER. NO TACK WELDING OF REINFORCING BARS ALLOWED WITHOUT PRIOR REVIEW OF PROCEDURE WITH THE STRUCTURAL ENGINEER. LATEST A.C.I. CODE AND DETAIUNG MANUAL APPLY. CLEAR CONCRETE COVERAGES AS FOLLOWS: LAP SPUCES IN CONCRETE: LAP SPUCES, UNLESS NOTED OTHERWISE, SHALL BE CLASS "B" TENSION LAP SPUCES PER LATEST EDITION OF A.C.I. 318. STAGGER SPUCES A MINIMUM OF ONE LAP LENGTH. ALL REINFORCING SHALL BE CHAIRED TO ENSURE PROPER CLEARANCES. SUPPORT OF FOUNDATION REINFORCING MUST PROVIDE ISOLATION FROM MOISTURE/ CORROSION. ALL SPLICE LOCATIONS SUBJECT TO APPROVAL BY THE STRUCTURAL ENGINEER. PROVIDE BENT CORNER BARS TO MATCH AND LAP WITH HORIZONTAL BARS AT ALL CORNERS AND INTERSECTIONS PER TYPICAL DETAILS. REINFORCING BAR SPACING GIVEN ARE MAXIMUM ON CENTERS. ALL BARS PER CRSI SPECIFICATIONS AND HANDBOOK. DOWEL ALL VERTICAL REINFORCING TO FOUNDATION WITH STANDARD 90 DEGREE HOOKS UNLESS NOTED OTHERWISE. SECURELY TIE ALL BARS IN LOCATION BEFORE PLACING CONCRETE. STRUCTURAL SEL: ALL BOLTS SHALL BE ASTM A307, UNLESS NOTED OTHERWISE. ALL CONSTRUCTION PER LATEST AISC HANDBOOK. ALL EXPANSION AND EPDXY BOLTS TO HAVE I.C.B.O. RATING FOR MATERIAL INTO WHICH INSTALLATION TAKES PLACE. ALL BOLTS, ANCHOR BOLTS, EXPANSION BOLTS, ETC., SHALL BE INSTALLED WITH STEEL WASHERS AT FACE OF WOOD. NO ME Ban: ALL PLYWOOD SHALL BE AMERICAN PLYWOOD ASSOCIATION "COX" RATED SHEATHING oR BETTER, AND SHALL BEAR THE STAMP OF AN APPROVED TESTING AGENCY. LAY UP PLYWOOD WITH FAZE GRAIN PERPENDICULAR TO SUPPORTS. STAGGER JOINTS. ALL NAIUNG, COMMON NAILS. WHERE SCREWS ARE INDICATED FOR WOOD TO WOOD ATTACHMENTS, USE WOOD SCREWS. ALL PLYWOOD SHALL BE OF THE FOLLOWING NOMINAL THICKNESS, SPAN/INDEX RATIO AND SHALL BE ATTACHED AS FOLLOWS UNLESS NOTED OTHERWISE: ALTERNATE: AMERICAN PLYWOOD ASSOCIATION PERFORMANCE RATED SHEATHING MAY BE USED AS AN ALTERNATE TO PLYWOOD WITH PRIOR APPROVAL OF OWNER. RATED SHEATHING SHALL. COMPLY WITH I.C.B.O. REPORT NO. NER-124, EXPOSURE 1, AND SHALL HAVE A SPAN RATING AND SHEAR VALUE EQUIVALENT TO OR BETTER THAN THE PLYWOOD IT REPLACES. ATTACHMENT AND THICKNESS (WITHIN 1/32") SHALL BE THE SAME AS THE PLYWOOD IT REPLACES. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. WOOD GENERAL: z TYPICAL ANCHOR BOLT, AND EXPANSION BOLT MULE. PROVIDE ANCHORS, ANCHOR BOLTS AND EXPANSION BOLTS PER THIS SCHEDULE UNLESS NOTED ON PLANS OR OR DETAILS EXPANSION BOLTS SHALL HAVE ICE O REPORT FOR SAME INSTALLATION AT "ANCHORS" USE 3/16" FILLET THICKNESS OF DRYPACK DOES NOT APPLY TOWARDS EMBEDMENT. DO NOT NOTCH OR DRILL JOISTS, BEAMS OR LOAD BEARING STUDS WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER THRU THE ARCHITECT. DOUBLE UP FLOOR JOISTS AND BLOCKING UNDER PARTITIONS. PROVIDE 2" SOLID BLOCKING AT SUPPORTS OF ALL JOISTS. DOUBLE UP STUDS AT JAMBS AND AS REQUIRED UNDER BEAMS. EVERY OTHER STUD OF WOOD FRAME BEARING WALL SHALL HAVE A SIMPSON H3 ANCHOR TOP AND BOTTOM, EXCEPT AT THOSE WALLS WHERE PLYWOOD SHEATHING IS NAILED DIRECTLY TO THE TOP AND BOTTOM PLATES. PROVIDE 2X SOLID BLOCKING AT MID — HEIGHT OF BEARING STUD WALLS. ALL NAIUNG NOT NOTED SHALL BE ACCORDING TO TABLE 23—II—B-1 OF THE UNIFORM BUILDING CODE. WOOD CONNECTORS SHALL BE AS MANUFACTURED BY SIMPSON STRONG --TIE COMPANY, INC. OR OTHER MANUFACTURER WITH CURRENT AND EQUIVALENT I.C.B.O. APPROVAL THE STRUCTURAL CONSTRUCTION DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE DURING SUCH MEASURES SHALL INCLUDE, BUT NOT BE UNITED TO, BRACING, SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.. THE STRUCTURAL ENGINEERING SHALL NOT BE RESPONSIBLE FOR THE CONTRACTOR'S MEANS, METHODS, TECHNIQUES, SEQUENCES FOR PROCEDURE OF CONSTRUC TIGN, OR THE SAFETY PRECAUTIONS AND THE PROGRAMS INCIDENT THERETO. CONSTRUCTION MATERIALS SHALL BE SPREAD OUT IF PLACED ON FRAMED CONSTRUCTION. LOAD SHALL NOT EXCEED THE DESIGN LIVE LOAD PER SQUARE FOOT. WHERE REFERENCE IS MADE TO VARIOUS TEST STANDARDS FOR MATERWS, SUCH STANDARDS SHALL BE THE LATEST EDITION AND /OR ADDENDA. ESTABUSH AND VERIFY ALL OPENINGS AND INSERTS FOR ARCHITECTURAL, MECHANICAL, PLUMBING AND ELECTRICAL WITH APPROPRIATE TRADES, DRAWINGS AND SUBCONTRACTORS PRIOR TO CONSTRUCTION. OPTIONS ARE FOR CONTRACTOR'S CONVENIENCE. IF AN OPTION IS CHOSEN, CONTRACTOR SHALL BE RESPONSIBLE FOR ALL NECESSARY CHANGES AND SHALL COORDINATE ALL DETAILS. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE SHOWN, CONSTRUCTION SHALL CONFORM TO SIMILAR WORK ON THE PROJECT. CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFICATION OF ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO START OF CONSTRUCTION. RESOLVE ANY DISCREPANCY WITH THE ARCHITECT. TYPICAL DETAILS MAY NOT NECESSARILY BE CUT ON PLLANS, BUT APPLY UNLESS NOTED OTHERWISE. WHERE DISCREPANCIES OCCUR BETWEEN PLANS, DETAILS, GENERAL STRUCTURAL NOTES AND SPECIFICATIONS, THE GREATER REQUIREMENTS SHALL GOVERN. ANY ENGINEERING DESIGN, PROVIDED BY OTHERS AND SUBMITTED FOR REVIEW, SHALL BEAR THE SEAL OF A REGISTERED ENGINEER RECOGNIZED BY THE BUILDING CODE JURISDICTION OF THIS PROJECT. r o, (2) µcNa+ ear (3) ANCHOR (HED SKID SmIIAR) aLYWOou rye JOIST MO: s DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST EDITION IC.B.O. REPORT NER -200. CONNECTIONS AND BEARING MATERIAL TO BE SHOP CONNECTED TO JOISTS AND DESIGNED AND FURNISHED BY JOIST FABRICATOR. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMITED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM = L/480. FLOOR TOTAL LOAD MAXIMUM = 1/240. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS WITH DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER FOR REVIEW PRIOR TO MANUFACTURE. ADDITIONAL JOISTS SHALL BE SUPPUED AS REQUIRED TO SUPPORT MECHANICAL EQUIPMENT. EBEEARRIGUELIAXELIRLISSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS STATED IN THE GENERAL STRUCTURAL. NOTES OR AS LOCATED ON PLANS. BRIDGING SIZE AND SPACING BY TRUSS MANUFACTURER UNLESS NOTED OTHERWISE. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS, ERECTION DRAWINGS AND DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER FOR REVIEW PRIOR TO MANUFACTURE. CALCULATIONS AND SHOP DRAWINGS SHALL SHOW ANY SPECIAL. DETAILS REQUIRED AT BEARING POINTS. AU. CONNECTORS SHALL HAVE CURRENT I.C.B.O. APPROVAL CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE UMITED AS FOLLOWS: ROOF TOTAL LOAD MAXIMUM = L/240. ROOF LIVE LOAD MAXIMUM = L/360. ADDITIONAL TRUSSES SHALL BE SUPPUED AS REQUIRED TO SUPPORT MECHANICAL EQUIPMENT. MULTIPLE TRUSS MEMBERS SHALL BE FASTENED TOGETHER TO ALLOW TRANSFER OF SHEAR AND TENSION FORCES (MINIMUM 200 P15) AT PLYWOOD SHEATHING JOINTS AND TO PREVENT CROSS GRAIN BENDING OF TOP CHORDS. ATTACHIENT SHALL BE A CONTINUOUS 20 GAGE METAL PLATE OR OTHER APPROVED DEANS. METHOD OF ATTACHMENT' SHALL BE INDICATED ON SHOP DRAWINGS FOR REVIEW. TRUSS MANUFACTURER SHALL HAVE I.C.B.O. APPROVAL OR BE AN APPROVED FABRICATOR ACCORDING TO THE BUILDING JURISDICTION. TRUSS MANUFACTURER SHALL PERMANENTLY IDENTIFY EACH TRUSS PER UBC 2321.4. 1. FACE OF WALL, TOP OF WALL, COLUMN, ETC. 2. 2' MIN. STANDARD HOOK OR BOLT HEAD, TYP. k1S1ON ALT 3. PLATE, NI< <i E CifIMN~ (EPDXY BOLT sue) mac. CITY OF MOW APPROVED SEP 15 2003 AS NOTED 1. TOP BARS ARE ANY HORIZONTAL BARS PLACED SO THAT MORE THAN 12" OF FRESH CONCRETE IS CAST IN THE MEMBER BELOW THE REINFORCEMENT. 2. UNLESS NOTED OTHERWISE, LAP SPLICES IN CONCRETE BEAMS, SLABS, WALLS, AND FOOTINGS SHALL BE CLASS "B" TENSION LAP SPUCES NC LAP SPUCES IN CONCRETE COLUMNS SHALL BE COMPRESSION SPLICES. 3. CONTACT STRUCTURAL ENGINEER IF CENTER TO CENTER SPACING OF REINFORCEMENT IS LESS THAN OR EQUAL TO 3 BAR DIAMETERS (<3db). LAP SCHEDULE FOR REINFORCING STEEL ^'T RECEIVED IT KW'_A YstrcMi T CENTER 0 2 a W Ui CC Z Ui CC C.9 W I I r c") W O x Lu z � 11 " CO cm Lill 0 /I 1 : 07203 gr O CO N 2 � SHEET NO. 2 ••••11 Z 1 , 1 „1 I trim ffi or • g. °d CC g w z g � • e (1) Z g W W Z N W p Z co ! ; i . CO CO CO J UJ< I—, O � U � a Cle IN= Z CO 0 ( S1.0 10887 s 5 1 e• ' M , 44/4/00/4/401440/...4 , 104.40440.01111111 1 1 1 . 0004 laP6 6700 v IrAPw - -,. .n ns ,,,,,»,ei .. ii9M BASE PLATE NAII.IN6 PER SHEAR WALL SCHEDULE PLYWOOD SHEATHING PLYMIOOD WEB JOISTS PER PLAN 2x CONTINUOUS RIM (2) #4 BARS CONTINUOUS (AT TOP) PROVIDE /4 • 10' O.C. HORIZONTAL s /e' DIAMETER ANCHOR BOLTS • 18' O.C. MAXIMUM, ALTERNATE BENDS (2) BARS CONTINUOUS EDGE NAILING 0‘ 10. 16d 0 6` O.C. • 1. WOOD STUD WALL 2. 5/8" DIAMETER ANCHOR BOLTS WITH PLATE WASHERS 0 48' O.C. 3. 2x BASE PLATE 4. CONCRETE SLAB ON GRADE 5. 14 HOOKED DOWELS AT 18" O.C., ALTERNATE BENDS 6. SHEATHING AND NAIUNG PER SHEARWALL SCHEDULE 7. FINISH GRADE OR CONCRETE SLAB AS OCCURS 8. CONCRETE STEM WALL AND FOOTING 9. (2) 14 BARS CONTINUOUS TOP AND BOTTOM CONCRETE SLAB ON GRADE (1) 14 BAR (CONTINUOUS TOP AND BOTTOM TOOLED EDGE CONCRETE SLAB OR FINISH GRADE AS OCCURS BASE PLATE NAILING PER SHEAR WALL SCHEDULE EDGE wuuNc PLYWOOD SHEATHING PLOD WEB JOISTS PER PLAN PLYWOOD WEB JOIST BLOCKING o 48' O.C. (z) 14 ass CONTINUOUS (AT TOP) PROVIDE /4 • 10' O.C. HORIZONTAL 5/8' MUER ANCHOR BOLTS 0 48' O.C. MAXIMUM #4 0 18' O.C. MAXIMUM, ALTERNATE BENDS (Z) #4 BARS CONTINUOUS 2x CONTINUOUS RIM 16d • 6' O.C. Mina; 1. CONCRETE SLAB ON GRADE 2. STUD WALL BEYOND 3. TOOLED EDGE 4. FINISH GRADE OR CONCRETE SLAB WHERE OCCURS 5. CONCRETE STEM WALL AND FOOTING WITH REINFORCING CONTINUOUS FROM BEYOND 6. 14 HOOKED DOWELS 0 18" D.C., ALTERNATE BENDS 1, CORNER BARS SAME SIZE & SPACING AS HORIZ. REINFORCMIG LAP PER GSN (24' MINIMUM) 2. CONCRETE STEM WALL OR FOOTING 3. ALTERNATE BENDS 4. REINFORCING PER PLANS AND /OR DETAILS MAIN FLOOR BEAM PER PUN FLOOR SHEATHING 2x WOOD CLEAT EACH SIDE OF POST MID BEAM WITH 4 -10d INTO BEAM AND COLUMN EACH SIDE. CONCRETE FOOTING PER PLAN. WOOD POST PER PLAN. USE SIMPSON POST BASE OR MAB ANCHOR FOR CONNECTION TO FOOTING MIES; 1. WOOD COLUMN 2. COLUMN BASE 3. FINISH GRADE OR CONCRETE SLAB WHERE OCCURS 4. 12' SQUARE CONCRETE PEDESTAL 5. CONCRETE FOOTING 6. 13 TIES AT 8' O.C. 7. (4) 14 HOOKED DOWELS 8. ARCHITECTURAL COVER, SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION 1 • LAP PER GSN (24' MIN.) 71fP. 2. TOP OF WALL FOOTING 3. PIPE THRU STEM WALL AS OCCURS SEE T1fP. DETAIL 4. RETURN TO FOOTING THICKNESS AS SHOWN ON PLAN. NOTE: D = 2' -0" MAXIMUM FOR ADDITIONAL INFORMATION, SEE PLANS AND DETAILS • 1 5700 MIES 1. BASE PLATE NAILING PER SHEARWAL L SCHEDULE 2. FLOOR SHEATHING 3. PLYWOOD WEB FLOOR JOISTS PER PLAN 4. 2x CONTINUOUS RIU WITH (2) 10d PER JOIST 5. SHEATHING AND NAIUNG PER SHEARWALL. SCHEDULE 6. 16dI6'O.C. 7. SHEAR PANEL EDGE NAIUNG DOUBLE EDGE NAIUNG FLOOR SHEATHING PLYWOOD WEB JOIST PER PLAN JOIST HANGER BY JOIST MANUFACTURER WOOD BEAM PER PLAN IMS; I. BASE PLATE NAILING PER SHEARWALL SCHEDULE 2. FLOOR SHEATHING 3. TJI BLOCKING 0 48 O.C. 4. 2x CONTINUOUS RIM WITH (2) 10d PER JOIST 5. PLYWOOD WEB FLOOR JOISTS PER PLAN 6. SHEATHING AND NAIUNG PER SHEARWALL SCHEDULE 7. 16d 0 6' O.C. 8. SHEAR PANEL EDGE NAILING • 1. BASE PLATE NAILING PER SHEARWAL L SCHEDULE 2. FLOOR SHEATHING 3. PLYWOOD WEB FLOOR JOISTS PER PLAN 4 . SHEATHING AND NAIUNG PER SHEARW*LL SCHEDULE �. BEAM PER PLAN 6. EDGE NAIUNG 7. SIMPSON IU HANGER n rl�a,'t' }t.YYf.M'w •••. M •■•Ate RD4 ;po r 011.1.' "11.1" IMO POSINOPOPP O SIPIP " .... vita. e �11M 0M"w` r Alr '•':�+f�A�► "+�",! ��.�.cywl�xwaR�Mt�r+.r:1 d WOOD STUD WALL WOOD HEADER PER PLAN (2) 16d TOENAILS EACH SOL EACH END (2) 16d AS SHOWN RUN VERTICAL STUDS UP PAST HEADER AS SHOWN (2) 16d 0 12' O.C. STAGGERED BOTH SIDES DOUBLE STUDS UNDER HEADER BEARINGS FOR OPENING WIDTHS GREATER THAN 5' -0' 1/4 DEPTH OF MEMBER, TYPICAL 1/2"0 BOLT, MINIMUM (2) 2x12 AND LARGER USE 1/2 BOLTS 0 24• O.C. 16d SPIKE, MINIMUM (2) 2x10 AND SMALLER USE 16d SPIKES AT 12" O.C. STAGGERED TRUSSES PER PLAN ROOF SHEATHING 8d • 6' O.C. EDGE NAILING 2x BLOCKING WITH (3) 16d PER BLOCK SHEAR PANEL EDGE NAILING SHEATHING AND NAIUNG PER SHEARWALL SCHEDULE SIMPSON H1 CUP AT EACH TRUSS FASCIA AS OCCURS. SEE ARCH. CONTINUOUS FASCIA WITH (2) Boa wins PER JOIST 2x4 OUTRIGGER 0 24' O.C. (2) 10d NAILS PER TRUSS SIMPSON A35 CUP AT EACH JOIST GABLE END TRUSS — S'FIE/JFNNG AND NAILING PER SIifJRWIILL SCHEDULE 16d 0 6' O.C. BOTTOM TRUSS CHORD TO WALL TOP PLATE 2x4 BRACE 0 CUP 0.C. / i� �l�llf7 VL.Ir L�/�1rr1 IND TOP CHORDS OF TRUSS JOIST'S OR TRUSSES AS OCCURS. 2x4 WITH SIMPSON F24 HANGER EACH END. FOR OPENING DIMENSION, SEE MECHANICAL DRAWINGS. 2 -2x4 WITH SIMPSON F24 -2 HANGER EACH END. AS Ski 1. 2X OR VALLEY SET OVER FRAMING AT 24" O.C. 2. PREFAB WOOD TRUSS BELOW 3. UNE OF PLYWOOD SHEATHING JOINTS 4. 2x8 LAVED FLAT OVER PLYWOOD SHEATHING WITH 3 -16d TYPICAL AT EACH TRUSS. 5. SIMPSON A34 EACH SIDE -- TYPICAL 1. PLYWOOD SHEATHING ON PRIMARY ROOF TRUSSES SHALL BE CONTINUOUS. am; 4110.0 A . ter.. , w • mow ► w Tyr - w.r .�. .. W ,.� ^�3�cu !� a +MAtw� ►• _ 'r""' Y, M y q► 'RF'd' ' ° ve:,.+r�s�+'F �Nx* .. -.w.. +r ,. . ap ir IF . -4/ (7) (8) r 011.1.' "11.1" IMO POSINOPOPP O SIPIP " .... vita. e �11M 0M"w` r Alr '•':�+f�A�► "+�",! ��.�.cywl�xwaR�Mt�r+.r:1 d WOOD STUD WALL WOOD HEADER PER PLAN (2) 16d TOENAILS EACH SOL EACH END (2) 16d AS SHOWN RUN VERTICAL STUDS UP PAST HEADER AS SHOWN (2) 16d 0 12' O.C. STAGGERED BOTH SIDES DOUBLE STUDS UNDER HEADER BEARINGS FOR OPENING WIDTHS GREATER THAN 5' -0' 1/4 DEPTH OF MEMBER, TYPICAL 1/2"0 BOLT, MINIMUM (2) 2x12 AND LARGER USE 1/2 BOLTS 0 24• O.C. 16d SPIKE, MINIMUM (2) 2x10 AND SMALLER USE 16d SPIKES AT 12" O.C. STAGGERED TRUSSES PER PLAN ROOF SHEATHING 8d • 6' O.C. EDGE NAILING 2x BLOCKING WITH (3) 16d PER BLOCK SHEAR PANEL EDGE NAILING SHEATHING AND NAIUNG PER SHEARWALL SCHEDULE SIMPSON H1 CUP AT EACH TRUSS FASCIA AS OCCURS. SEE ARCH. CONTINUOUS FASCIA WITH (2) Boa wins PER JOIST 2x4 OUTRIGGER 0 24' O.C. (2) 10d NAILS PER TRUSS SIMPSON A35 CUP AT EACH JOIST GABLE END TRUSS — S'FIE/JFNNG AND NAILING PER SIifJRWIILL SCHEDULE 16d 0 6' O.C. BOTTOM TRUSS CHORD TO WALL TOP PLATE 2x4 BRACE 0 CUP 0.C. / i� �l�llf7 VL.Ir L�/�1rr1 IND TOP CHORDS OF TRUSS JOIST'S OR TRUSSES AS OCCURS. 2x4 WITH SIMPSON F24 HANGER EACH END. FOR OPENING DIMENSION, SEE MECHANICAL DRAWINGS. 2 -2x4 WITH SIMPSON F24 -2 HANGER EACH END. AS Ski 1. 2X OR VALLEY SET OVER FRAMING AT 24" O.C. 2. PREFAB WOOD TRUSS BELOW 3. UNE OF PLYWOOD SHEATHING JOINTS 4. 2x8 LAVED FLAT OVER PLYWOOD SHEATHING WITH 3 -16d TYPICAL AT EACH TRUSS. 5. SIMPSON A34 EACH SIDE -- TYPICAL 1. PLYWOOD SHEATHING ON PRIMARY ROOF TRUSSES SHALL BE CONTINUOUS. am; 4110.0 A . ter.. , w • mow ► w Tyr - w.r .�. .. W ,.� ^�3�cu !� a +MAtw� ►• _ 'r""' Y, M y q► 'RF'd' ' ° ve:,.+r�s�+'F �Nx* .. -.w.. +r ,. . ap WALL MARK SHEATHING SIDES -.4ai . • • . - .a, , I ANCHOR BOLT SPACING FDN. SILL PATE/ FLOOR BASE PLATE BLOCKING /RIM JOIST ATTACHMENT VALUE LB/FT ' '� EDGE MUNG 41 ° NAIUNG FRAMING AT ADJ. PANEL EDGES BASE PLATE ATTACHMENT . �►- 1 2 PW / ONE 10d 0 6 O.C. • 12 O.C. 2X 2 1 NAILS 0 6 O.C. oC 5/8 048• U . C . X SIMPSON A35 0 , . 48 o c 278 �► " 1 /2 PW ONE r " 10d 0 4 O.C. ■ . " 12 O.C. 3x OR (2) 2x . 1 4 d O LS 0 . 5/8 0 32" O.C. ,. , 3x SIMPSON A35 0 4• 2 O.C. i 418 I 5/8 0 16 O.C. 2X 1/2" PW ONE 10d 0 3' O.C. .. 12" 0.C. 3x OR (2) 2 x 3 O NAI 0 . 5/8 "0 0 24" O.C. 3x SIMPSON A35 0 " C. 16 0. 545 " Veil 0 12 O.C. 2x 1/2" PW ONE 10d 0 2" O.C. 12" O.C. 3x OR (2) 2x 2") 16d NAILS 0 O . C . . 5/8 "0 0 16" O.C. . 3x SIMPSON A35 0 8 O.C. 713 ti 4 A B C SCALE: N.T.S. N.T.S (4) (5) 1 IKIIES; 1. EDGE NAILING 2. SIMPSON H2.5 AT EACH TRUSS 3. PLYWOOD SHEATHING 4. GIRDER TRUSS 5. JACK TRUSS 6. SIMPSON LU TYPE HANGER. AT HIP CARRIER, USE SIMPSON TH TYPE RANGER (8) WOOD TRUSS AT GRDER TRUSS (1 ) c 1 IIMS; 1. WOOD STUD WALL 2. DOUBLE STUD AT EDGES OF SHEAR WALL 3. STRAP PER PLAN. CENTER BETWEEN FLOORS. 4. SOLID BLOCK UNDER STRAP AS REQ'D. 5. BLOCKING OR RIM JOIST AS OCCURS. NOTE: WALL SHEATHING NOT SHOWN FOR CLARITY HOLD -DOWN STRAP AT WOOD STUD WALL (7) N.T.S N.T.S. 2 SHEAR WALL SCHEDULE NOTES 1. FRAMING STUDS SHALL BE HEM FIR /2 SPACED 0 16" O.C. MAX. THICKNESS OF STUDS TO BE 2X UNLESS NOTED IN SCHEDULE. 2. SHEATHING PANELS MAY BE LAVED VERTICAL OR HORIZONTAL BLOCK ALL HORIZONTAL EDGES W/ 2X OR 3X BLKG. U.N.O. 3. ALL EXTERIOR WALLS NOT DESIGNATED AS SHEAR WALLS SHAD. RECEIVE APA RATED SHEATHING, FULLY BLOCKED WITH MINIMUM EDGE NAILING OF 10d 0 6 O.C. EDGE, 12 O.C. FIELD. 4. NAILING APPUES TO ALL STUDS, TOP AND BOTTOM PLATES AND BLKG. 5. MINIMUM ANCHOR BOLT SPACING : 4'4 O.C. 1UNLESS OTHERWISE SPECIFIED IN SCHEDULE) MINIMUM 2 ANCHORS PER WALL. PROVIDE 2x2 SQUARE WASHERS EACH ANCHOR. DO NOT RECESS BOLTS. SHEAR WALL SCHEDULE (2) (8) .11MINNII■11M1111 \ 014 7 ( (12) STRAP HOEDOWN AT SHEAR WALL SUPPORTED BY BEAM 1. EDGE OF SHEARWALL SEE ATTATCHED FLOOR PLANS 2. PANEL EDGE NAIUNG 3. PANEL EDGE NAIL SPACING 4 . CORNER, OR DOOR, OR WINDOW 5. DOUBLE STUDS 0 SHEAR WALL EDGES 6. SHEARWALL SHEATHING PLWD., 1/2" MIN. THICKNESS 7. SIMPSON UST6O STRAP - WRAP AROUND JOIST OR BEAM - CENTER STRAP AT SOLE PLATE 8. SHEATHING 9. SOLE PLATE NAIUNG SEE SHEARWALL SCHEDULE 10 . FLOOR SHEATHING 11. MULTIPLE JOIST OR BEAM BELOW WALL 12. SIMPSON MST60 STRAP - WRAP AROUND JOIST OR BEAM - CENTER STRAP AT SOLE PLATE 3 D03 -209 GtV�� SEP 15 20U3 hiS 400 RECEIVED CITY OF Tl 1KWII A Au 0 7 ?flfl3 PERMIT CENTEK rg3, r i 1 � J W � O p a l: Z .1 0 al z 0 4( f atc -i ce a• z zaffig,„-cc w c o 0 p •IC LU co wiC LU ECCOSICCX c4 2 pa. SHEET NO. S1.4 PAOJE,CT NO. W Z N W In c Z co < 3 Z • O to W co cr tD 10887 Nit VtA" y E 11 ml.001110. virloweviMpletivinmellio .. llh r 46,04.00voNsnomwt... vex., . /MOM ION w rMOP AWIP 14, r• el.F �n► • .w111ww•K -.. . ..r.- •�wMrw�•. • .... ...M.nM., (Z9 S Sico r SHEAR WALL DETAIL W/ SIMPSON TIE HOEDOWN SHEAR WALL DETAIL W/ SIMPSON HOEDOWN � BOT. PLATE 0 FLR. SUPPORTED BY FDN WALL PANEL. EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE OF SHEAR WALL. NAIUNG SHEAR WALL SHEATHING. NAIL TO INTERMEDIATE FRAMING 0 12' O.C. PANEL EDGE NAIUNG AT SILL PLATE EDGE OF SHEAR WAIL, SEE FLOOR PLANS CORNER, OR DOOR OR WINDOW PANEL EDGE NAIL SPACING RJ TYPE HOLDOWN REQ'D BOTH EDGES OF SHEAR WALL PANEL EDGE NAIL SPACING ANCHOR BOLT SEE SHEAR WALL SCHEDULE SHEAR WALL SHEATHING RIM JOIST TREATED SILL PLATE HOEDOWN (2) STUDS SOLE PLATE NAIUNG FLOOR SHEATHING CONT. DOUBLE STUDS 0 SHEARWALL EDGES. NAIL STUDS TOGETHER 10d CO 12' O.C. HOLDOWN REQ'D BOTH EDGES OF SHEARWALL PANEL EDGE NAILING. ALSO NAIL TO TOP PLATES SAME AS EDGE OF SHEARWALL NAIUNG PANEL EDGE NAIL SPACING SETUP TAPPING LAGS SCREWS PANEL EDGE NAIL SPACING SIMPSON SSTB ANCHOR BOLT ANCHOR BOLT SEE SHEAR WALL SCHEDULE. SHEAR WALL SHEATHING SOLE PLATE NAILING RIM JOIST TREATED SILL PLATE DOUBLE STUDS FLOOR SHEATHING fir • d.e.Y; SFr •+ *, 0 D1 57Ob File: D03 -0209 35mm Drawing #1 I I I I I1I I1I I ICI I 1 I1I Il I1I I1I IC I1I , I1I I1I ICI III I1I I1I II 11 1�� i 1 �� I I I I I I I I I I1I I1I i�I 3 1 1 I I l I �i 6 4I 5I I Inch 1 WESTCOTT" Since 1872" 94 b6 Cl Zb 66 06 6 8 L 9 9 II IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII II II IIIIIIIIIIIIIIIIIIIIIII IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII 5 SITE PLAN SCALE : 1 " =10' LEGAL DESCRIPTION LOT 6 OF ADAM'S NOME TRACTS VOL. 12 OF PLATS, PAGE 90 RECORDS OF KING COUNTY LOt SayEJSACIE AREA OF SITE: LOT COVE RAGE : LOT COVERAGE: G " S W 55 GAS LINE SEWER LINE WATER LINE STUBBED SEWER STORM DRAIN -13 DOWNSPOUT NOTE: THERE ARE NO SLOPES OVER 4.00' HIGH THAT ARE GREATER THE 20% These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: 8932 SF 1598 SF 11.89 % WEST COT 1 r Since 1872 FFE = 229.0' 125' TO EXISTING FIRE HYDRANT (NOT TO SCALE) S S 1 I 1 I 22,' \` S d 15.00' N 88' 09' 02" W - r --- - - SS i Mk 1000' UTILITY 5>5 DRAINAGE E -@2:' 1U. EASEMENT '226' 8 ---- -- S 30.00' B.S.L. 1_2 B.S.L. GUTTER DIFAIN CONNECTIt 15.00' N 88' — c A .3 • , ` PROPOSED ., DRIVEWAY S• ti 192.18' N 88'' 09' 02 1 - - 8 � S EXISTING 5.00. CONCRE SIDEWALK s mon =NM 111 I 1 1 1 I I 111 111 111 I 1 111 111 111 i 1 ( I I I 111 111 1.11 I .1 111 III 111 111 11 111 I 1 111 III I I Inch 1/16 1) I I I I I 31 4 5I 6 Si. VII. Ell. ZI. H 06 6 8 L 9 9 g Z 6 J3 III 111111111111111111111IIIIIIIIIIIIIPIIIIIIIIIIIIIIIIIII III 228' 5' -0 1 , \ S • IS' JOINT DRIVEWAY ." EASEMENT G _ I I b.00' DRAINAGE 1 EASEMENT 8 _.LOT- 51-4014N FOR CLARI ,I Y l I so, I i=A 150th 1 IR 8 8 J 8 \ G CV_RREV 1 1V 1V G i- Ctltmv RECEIVED K WILA SEP 0 it 2003 PERMn' CENTER EXISTING POWER POLE 13)0 3 -Zen