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HomeMy WebLinkAboutPermit D12-275 - TL INVESTMENTS - LOT 2 - NEW SINGLE FAMILY RESIDENCETL INVESTMENTS LOT 2 4054 S 146 ST D12 -275 City of/Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Inspection Request Line: 206- 431 -2451 Web site: http: / /www.TukwilaWA.gov COMBINATION PERMIT - NEW SINGLE FAMILY Parcel No.: 0040000236 Address: 4054 S 146 ST TUKW Project Name: TL INVESTMENTS - LOT 2 Permit Number: D12 -275 Issue Date: 10/12/2012 Permit Expires On: 04/10/2013 Owner: Name: Address: TL INVESTMENT GROUP LLC 4055 S 148TH , TUKWILA WA 98168 Contact Person: Name: Address: Email: BEN TRAN 35109 PACIFIC HY S , FEDERAL WAY WA 98003 BTRAN@RESIDENTIALGRO. COM Contractor: Name: GREENBUILD CORPORATION Address: 5041 RENTON AVE S , SEATTLE WA 98118 Contractor License No: GREENC *90900 Expiration Date: 11/18/2012 Phone: 253 -835 -1516 Phone: (206- 695 -2347 Lender: Name: SELF FUNDED - TL INVESTMENTS Address: DESCRIPTION OF WORK: CONSTRUCT NEW 2145 SQ FT 2 STORY RESIDENCE WITH 420 SQ FT ATTACHED GARAGE. PROJECT ON VALLEY VIEW SEWER AND WD# 125 WATER. Public Works activities include EROSION CONTROL, ACCESS/DRIVEWAY, STORM DRAINAGE, STREET USE, FIRE SERVICE/DCVA BACKFLOW FOR FIRE PREVENTION. Value of Construction: $263,414.55 Type of Fire Protection: Type of Construction: Electrical Service Provided by: SEATTLE CITY LIGHT Fees Collected: $8,862.47 International Residential Code Edition: 2009 Occupancy per IBC: 22 ** *continued on next page * ** doc: IBC- SF7 /10 D12 -275 Printed: 10 -12 -2012 Public Works Activities: Channelization / Striping: Y Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: Hauling: N Start Time: End Time: Land Altering: Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: Moving Oversize Load: Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Y Y Water Main Extension: Water Meter: N Permit Center Authorized Signature: Private: Profit: N Private: Public: Non - Profit: N Public: Date: (0- I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree to the conditions attached to this permit. Signature: Print Name: ti (ex U et v\ Date: (4D/2/2_ 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. PERMIT CONDITIONS: 1: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures and fittings in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significant quantities of water shall comply with Washington States Water Efficiency and Conservation Standards in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments. 2: ** *FIRE DEPARTMENT CONDITIONS * ** 3: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 4: An approved automatic fire sprinlder extinguishing system is required for this project. (City Ordinance #2327) 5: All new sprinkler systems and all modifications to existing sprinlder systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2327). 6: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. 7: Maximum grade for all projects is 15 %. doc: IBC- SF7 /10 D12 -275 Printed: 10 -12 -2012 8: New and existing buildings shall have ap- ved address numbers, building numbers or iiiroved building identification placed in a position that is plainly legible aisible from the street or road fronting the prWty. These numbers shall contrast with their background. Address numbers shall be Arabic numbers or alphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width of 0.5 inch (12.7mm). (IFC 505.1) 9: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 10: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 11: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 12: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 13: The applicant must notify the City Project 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. 14: Contractor shall notify Public Works Project Inspector at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 15: Work affecting traffic flows shall be closely coordinated with the City Project Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 16: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 17: Flagging, signing and coning shall be in accordance with MUTCD for Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep or otherwise clean streets to the satisfaction of Public Works each night around hauling route (No flushing allowed). Notify City Inspector before 12:00 Noon on Friday preceding any weekend work. 18: Any material spilled onto any street shall be cleaned up immediately. 19: Business License with the City of Tukwila. 20: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 21: From October 1 through April 30, cover any slopes and stockpiles that are 3H: IV or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 22: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 23: 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. 24: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15 %. Turning radii shall be a minimum of 5'. 25: The driveway shall be designed and sloped so that drainage from the driveway does not flow onto the existing road surface. 26: Since the house needs to have a fire sprinkler system installed, it shall be verified in writing to the City Utilities Inspector that the fire loop system for the building contains a State Department of Health approved double check valve assembly (DCVA). This shall be done prior to the Final Inspection. 27: All double check valve assemblies shall be approved by the State Department of Health. 28: Contractor performing work inside the City Right -of -Way shall have a valid business license with City of Tukwila. 29: Applicant shall obtain a water service tap /water meter permit from WATER DISTRICT #125. 30: Applicant shall obtain a sanitary sewer permit from Valley View Sewer District. 31: Since WD #125 does not inspect water service downstream of the Water Meter City of Tukwila water service inspection must be performed. 32: Prior to any work in the public right -of -way, bond for 150% of cost of work and insurance required to be submitted to Public Works. doc: IBC- SF7 /10 D12 -275 Printed: 10 -12 -2012 CITY OF TUKW4 Community Developm Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov COMBINATION PERMIT APPLICATION — NEW SINGLE FAMILY 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 ** _ t1 King Co Assessor's Tax No.: 004-00q) Site Address: L I 2 1 A054- t CjT �3 4 7 Y � � $i- #Fwn b� ➢ Name: L, _ ` jT viitevr S S Name: Address: ?. v ` sas. 162.0 ,c,04,.:\__(\ City: vomstate: to Zip: 1 City: R02-( 12- l5 n DState: Zip: (18 A �3 4 7 Y � � $i- #Fwn b� ➢ ���###((( ! 4�I W 1�, � �� iF S S Name: k. ,c,04,.:\__(\ City: vomstate: to Zip: 1 Phone: Fax: , - +BO O' �- Address: z,1 O 9 ?k i .Ft t: II 141(.9, -=WA- s City: T__,0_04.4,,,_ vt.)44State: vu k_ Zip: *6 ; _,2_09_ Phone: 3,_%3 -151 Fax: 2_9.- _ -it-et_1 Email: 1-,--\- ft '-_- -4 e 1, 0,- ( 6(9. r a Address: City: Phone: State: Fax: Zip: Contr Reg No.: Exp Date: Tukwila Business License No.: � �Y 3 u4 i � �4( g }:�" .a 'b � ��.��✓�i'a�� R2 )��� E*�µ' frt �X Y , °� '�`!� n 4 V 1 CompanP y Name: Ti • I, L a ►° I 1. Architect Name: Address: 35(0 ct 01/4.c1 Fi C... • - S 14.161Wtij City: 1 L- W . State: V.) iv Zip: ° ,2 6 0 Phone: 26 _ s3 , Fax: Email: �b i3F, N. U%f F3, 5,... is 543;mi3"Pt ii ph+� F Fl.h4�sd Md a, yl Y Company Name: Engineer Name: Address: 1 O 1 r Fv- 141G ti- A-‘r ct= City: vomstate: to Zip: 1 Phone: Fax: , - +BO O' �- Email: H:Wpplications\Forms- Applications On Line \2011 Applications \Combination Permit Application Revised 8- 9- 1I.docx Revised: August 2011 bh Page 1 of 4 Valuation of project (contractor's bid price : $ oo, U o Scope of work (please provide detailed information): I ) f t Wt5,111) 2- -9-10 2 t DETAILED ':BU.ILDING'IIVFOIt;a1VITIUIV ' -;` ` {dry CaA 4 k j(,. 2 n^ rtt t ,;� x�T•�.. R eF: t tF .a/ iV�af { Y G. t. ' ``'tiv F x�,�t a , t �, PROJEI~TiFLOOR AREAS _ ... ¢, . \ ,,�., a u.g d �, , ,;J °4 r. a :; a: b •„ nYP . i r t z,- . PROPOSED SQUARE -:. . _ FO.OTA 04:52...!-: Basement ,�-�y X/ 1 s< floor 1 02 0 2 °d floor 1 I " S Garage carport • 2k 2 V Deck — covered • uncovered • Total square footage s Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information - 206 -575 -4407. aEQUIPMENT;AM *FIXTURE INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 1 furnace <100k btu _L_ thermostat D emergency generator PLUMBING: Value of plumbing /gas piping work $ appliance vent 0 wood/gas stove fuel type: D (5 other mechanical equipment 600 2-c-9 bathtub (or bath/shower combo) 1 dishwasher 6 lavatory (bathroom sink) water heater (gas) 0 bidet floor drain sink lawn sprinkler system H.Vtpplications \Forms - Applications On Line \2011 Applications \Combination Permit Application Revised 8- 9- 11.docx Revised: August 2011 bh ❑ electric gas ventilation fan connected to single duct water heater (electric) 11,0 1 3 z clothes washer shower water closet gas piping outlets Page 2 of 4 ..rw...� - -w.. ,... litt -n-, �••r "N •.A;� : y. �: =7;4 :41,+.. r +.4"* 1 P�UIBI�C��VORI�S,PERMItT' ai+,N� bRM N - r,,,�,� : �r '� � � � . 3 � � �. '��.'� r `� - Scope of work (please provide detailed information): Call before you Dig: 811 Pleaserrefer to Public. Works 'Bulletm #1 for fees and estimate sheet. WATER DISTRICT ❑ .. Tukwila ❑ ...Water District #125 ❑ .. Letter of water availability provided SEWER DISTRICT ❑ .. Tukwila ❑ .. Sewer use certificate ❑ ... Highline ❑ ...Valley View 0... Renton ❑ ...Letter of sewer availability provided ❑ .. Renton ❑ .. Seattle SEPTIC SYSTEM: ❑ ..On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ .. Civil Plans (Maximum Paper Size — 22" X 34 ") ❑ .. Technical Information Report (Storm Drainage) ❑ .. Bond ❑... Insurance ❑... Easement(s) ❑ ... Geotechnical Report ❑ ...Hold Harmless — (SAO) 0... Maintenance Agreement(s) ❑ ...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑ .. Right -Of -Way Use - Potential disturbance ❑ ...Construction /Excavation/Fill - Right -of- Way...❑ -or- Non Right -of -Way.. ❑ ❑ ❑ .. Total Cut ❑ .. Total Fill ❑ .. Sanitary Side Sewer ❑ .. Cap or Remove Utilities ❑ .. Frontage Improvements ❑ .. Traffic Control Cubic Yards Cubic Yards ❑ .. Permanent Water Meter Size ❑ .. Residential Fire Meter Size ❑ .. Deduct Water Meter Size ❑ .. Temporary Water Meter Size ❑ .. Sewer Main Extension Public ❑ - or - Private ❑ ❑... Work In Flood Zone 0... Storm Drainage 0... Abandon Septic Tank 0... Curb Cut 0... Pavement Cut ❑... Looped Fire Line " WO# " WO# " WO# ..Trench Excavation ❑ .. Utility Undergrounding ❑ ..Backflow Prevention - Fire Protection Irrigation Domestic Water >f ❑ .. Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ❑ .. water ❑ .. sewer ❑ .. sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUNDBILLING: Name: Day Telephone: Mailing Address: City State Zip H:Wpplications\Forms- Applications On Line \2011 Applications \Combination Permit Application Revised 8- 9- 11.docx Revised: August 2011 bh Page 3 of 4 ...v .i +a .pF+d..r>r: -as' .ws �fn>�.+.+�> �: �... .. y..yrt p+ p,r .a> „r.a.. ;.+w...:..> P01,1 I.*Wrl. C.y aTFIO1 NOTE5 TL allot 11'ILfaSi r _IIY HI$ tr0: IOl d f' { Value of construction — In all cases, a v�dTiie of construction amount should be entered belie 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. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER OR WU I ORIZED AGENT: Date: S/171/ % Print Name: Mailing Address: m } Ti--4'n Day Telephone: 7'Sjrj — I > I cSf* > 4-fp"(-A-1 i 0 n H \ Apphcattons\Fortns•Applications On Lme\201 1 Applications \Combination Permit Application Revised 8- 9.11.doac Revised: August 2011 bh State Zip Page 4 of 4 • • BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME TL Investments Group, LLC PERMIT # b/2 - ,. 76"-- If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. I _ APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention $192.50 Water /Sewer /Surface Water $1,017.50 Road /Parking /Access $1,650.00 A. Total Improvements $2,860.00 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. $250 (1) $71.50 c. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B +C +D) 5. Enter total excavation volume 0 cubic yards Enter total till volume 0 cubic yards $ 71.50 (4) Use the following table to estimate the grading plan review and permit fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 S49.25 for 1ST 1 0,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 S269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1 ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review and Permit Fees $ crTy gftiA SEP 17 2012 ERMIT CENTER 0.00 (5) TOTAL PLAN REVIEW AND APPROVAL FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 321.50 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application /plan and 2) a follow -up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. CORRECTION Approved 09.25.02 Last Revised 01.01.11 ziC • • BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B +C +D) $ 71.50 (6) 7. Pavement Mitigation Fee $ 0.00 (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20 -15 (l00 %) $ 10.00 15 -10 (75 %) $7.50 10 -7 (50 %) $5.00 7 -5 (33 %) $3.30 5 -2 (25 %) $2.50 2 -1 (10 %) $1.00 0 -1 $0.00 8. GRADING Permit Review Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. 0.00 (8) QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1 ,000 $37.00 for 15` 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for lst 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the 1St 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1St 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. Approved 09.25.02 Last Revised 01.01.11 2 • • • BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 9. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($50) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin A I Total A through E $ 0.00 (9) 10. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) $ D Allentown /Foster Pt Water (Ord 2177) $ E. Allentown /Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish $ H. Transportation Mitigation $ I. Other Fees $ Total A through I $ DUE WHEN PERMIT IS ISSUED 0.00 (10) (6 +7 +8 +9 +10) $ 71.50 ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $60.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.01.2011 — 12.31.2011 Total Fee 0.75 $625 •$6005 $6630 1 $1125 $15,012.50 $16,137.50 1.5 $2425 $30,025 $32,450 2 $2825 $48,040 $50,865 3 $4425 $96,080 $100,505 4 $7825 $150,125 $157,950 6 $12525 $300,250 $312,775 Approved 09.25.02 Last Revised 01.01.11 Temporary Meter 0.75" $300 2.5" $1,500 3 Clear Form City of Tukwila, Department ofCommunity Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Fax: 206 -431 -3665 Web site: hits:htvww. ci. sjkwila. wa. us SET RECEIPT Copy Reprinted on 11-01 -2012 at 08:38:11 11/01/2012 RECEIPT NO:R12 -03017 Initials: WER Payment Date: 11/01/2012 User ID: 1655 Total Payment: 252.00 Payee: GREENBUILD CORP, STURGUS PROJECT SET ID: 1101 SET NAME: TL INVESTMENTS SET TRANSACTIONS: Set Member Amount D12 -274 63.00 D12 -275 63.00 D12 -276 63.00 D12 -277 63.00 TOTAL:63.00 TRANSACTION LIST: Type Method Description Amount Payment Credit C VISA 252.00 TOTAL: 252.00 ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - RES 000.345.830 252.00 TOTAL: 252.00 • o SET RECEIPT RECEIPT NO: R12 -02853 Initials: WER Payment Date: 10/12/2012 User ID: 1655 Total Payment: 18,805.09 Payee: TL INVESTMENT GROUP LLC SET ID: 101212 SET NAME: TL INVESTMENT SET TRANSACTIONS: Set Member Amount D12 -274 7,026.28 D12 -275 7,026.28 D12 -276 4,752.53 TOTAL: 7,026.28 TRANSACTION LIST: Type Method Description Amount Payment Check 1899 18,805.09 TOTAL: 18, 805.09 ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - RES FIRE IMPACT FEES MECHANICAL - RES PARK IMPACT FEES PLUMBING - RES PW BASE APPLICATION FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE TRAFFIC MITIGATION FEES 000.322.100 90830402.5000.53 000.322.102.00.0 90330109.5000.53 000.322.103.00.0 000.322.100 000.342.400 000.345.830 640.237.114 104.367.120 TOTAL: 8,548.95 1,844.00 567.00 2,852.00 756.00 750.00 216.00 216.00 13.50 3,041.64 18,805 09 SET RECEIPT RECEIPT NO: R12 -02394 Initials: WER Payment Date: 08/17/2012 User ID: 1655 Total Payment: 7,441.28 Payee: TL INVESTMENT GROUP LLC SET ID: 081712 SET NAME: TL INVESTMENTS SET TRANSACTIONS: Set Member Amount D12 -274 1,836.19 D12 -275 1,836.19 D12 -276 1,884.45 D12 -277 1,884.45 TOTAL: 1,836.19 TRANSACTION LIST: Type Method Description Amount Payment Check 1892 ACCOUNT ITEM LIST: Description TOTAL: 7,441.28 7,441.28 Account Code Current Pmts PLAN CHECK - RES 000.345.830 7,441.28 TOTAL: 7,441.28 INSPEC ION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 >� (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: f L_ S tit V>~si vrIFOTS Type of Inspection: a-= l N viss jt Address: I--1 O S L4 5 I 1 Y Date Called: Special Instructions: Date Wanted: m G-1 v— I-5 Pm Requester: Phone No: „,a G- 22 - 4.535 °) ®,Approved per applicable codes. Corrections required prior to approval. 8 COMMENTS: CL) P'2.1 n 1 b ,14/CJ , r7,(IA L - v1)?/ t j C2) f 1,0SIL of H,.a(E e7 1 A/.q� ()e2 e ? /,- 'AA/0 y 9 )? /at o, Date: c............k.,,A_ G -16 —r3 NSPECTION FEE REQUIRED. Prio to next inspection, fee must be id at 6300 Southcenter Blvd., Suite 00. Call to schedule reinspection. -44,10 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 a' (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Pcol ct .± Aives Jtte/ 5 i Typ llnspe ip: A.I. A- \ 13 0 AG , 146 t Address 0 c) ` Date Called: Special Instructions r c7� .V. Ll K P i-e t A-Skit Ot) \ . Date Wanted - r 4 ` /) -- .` p.m i m Requester: J.. PhgQe No‘ ' : ' —g3 5 c ElApproved per applicable codes. Corrections re rior to approval. e COMMENTS: .,11, 4111 .d C(--- -M . ,C :eJ C1 r 0 oV- 1L,o,3f - ce.. 1, kS . 4' t Ere s --)GHQ P .el. eV- 1Z1--%)aI .V. Ll K P i-e t A-Skit Ot) .t:_, . . p f`. av -7t-:_,S- ro 0,3E'.f 0 Je..r. c-. (,A" 6 N. J #\. 13 XY k-14-1cAi i), 6T4" Mu f\ I: ,)i -r-\) 6,, . ‘ s_Il J.. REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 4J5 • INSPECTION NO. INSPECTION RECORD Retain a copy with permit r / :ir s PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 t ' (206) 431 -367 Permit Inspection Request Line (206) 431 -2451 Pro3 t:, 1/4/6 e TY A e Q IvxL . -S Addres 141 tg --sr '°� I Datggalled � Date Wanted: 1)—f4(3 Al. Sp�af Instr�tions: Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. ! COMMENTS: In ector: Date' --14--- L3 REINSPECTION FEE REQUIRED. Isilior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. 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 Permit Inspection Request Line (206) 431 -2451 Prpiect:L r—AUdritteA71 Type � ;In pe ion: �t (JAL . Adss� 1(0 �� Date Called: Special Instructions: Date Wanted: ' / A /3 '4mi m. Requester: Phone No: Approved per applicable codes. El Corrections required prior to approval. COMMENTS: s pector: Dat 1.4_0 n REINSPECTION FEE REQU . krior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECT i N NO. PERMIT N0, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 �, (206) 431-3670 Permit Inspection Request Line (206) 431 -2451 Project: Type o nspection: meA.N. �NA- S 7L ?�Jes B Adss: t ' f-s„r (� (cb 11 ru (- `T r Date Called: Special Instructions: ,t �( / Date Wanted: in. ��r'� f Requester: Phone N { ElApproved per applicable codes. corrections required prior to approval. COMMENTS: I 0 13 rAJ r It -30 (cb 11 ru (- `T r k) ' -r cz n A e - d `r'D .1.e_./tr (1.) ii 0(\ V Iuo 1.-3 KI \ e.3{) i 1 nspecto Datef — .Z , `_3 REINSPECTION FEE REQ IRED.PFior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Iz INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 ttl (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: T-L L' —, rr, e Ntis Type of Inspection:: S W 1 3 . Address: Li 6511 S Iyr,�G— Date Called: .. Special Instructions: Date Wanted: . .?-449-1. j p.m. Requester: Phone No: • cgo(.4.- Z -- - e35.8 ®'Approved per applicable codes. Corrections required prior to approval. COMMENTS: I • ect . : Date: . SPECTION FEE REQUIRED. Prio, to next inspection..fee must be aid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 11 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 Permit Inspection Request Line (206) 431 -2451 2 L7ij Project. 1 L _.i_ s AFT T rv\ 31 S Type of Inspection: 13 P1 I :EN SLC LAT i IQ Address: • '-105& S i b$j Date Called: Special Instructions: Date Wanted: j . .. / ••Z.8 / /. s a.m. a.m. Requester Phone No: • ••. �OG-2- 2, 8 --8.35 • • • NApproved per applicable codes. Il Corrections required prior to approval. 7 COMMENTS: wANIa-NsziL4.4_iaiv L4°4)r° ec/ 1 Date: z - -Zs -3 SPECTION FE REQUIRED. Prior to next inspection. fee must be d at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. /b 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 Permit Inspection Request Line (206) 431 -2451 Project: T L lA!(/F57 -7) /6-IA/TS Type of Inspection: l- /Z/4/n.T�U Date Called: \ 'i P/ AIA-i % 4 - 166% 410 '..a. x Address: - /v5Li s y6, 5— Special Instructions: Date Wanted:. rn : Requester: Phone No: 2n 5 228- F3.35" a Approved per applicable codes. Corrections required prior to approval. COMMENTS: [� /r7 • P/ m 6, . 94- '4'W-1c/4d- PI►Sr, (Wills \ 'i P/ AIA-i % 4 - 166% 410 '..a. x 57/4,i s i)re 6171(14_ 1 50,i4J4/t✓ /../n./ grI' AMA" / CI V_ o % O --2-.A49- re 1. SPECTION FEE REQUIED. Prior to 9ext inspection, fee must be id at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTIO NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 12_-2'75 F Pr 1 �- Ji S( A t S TYPInspection: tr.* A A 6 Add s rA Date Called: Special Instructions: � y 3f. (U 1 Date Wantgd:.— ( 3 -1 3 a.m. C Requester: i �- Phle No:. — ......... s„:3 --3 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1\61-17 d. 'T t\ MK. MA .Asa r MA 4e 3 0 (C. M\ 4.4 1 Or g -),-S AJ(' &' M)(e/r i (3)(;0-5pr‘./-\K( ei t h Insp ctor: Dateq REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. • • INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 412. (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 1312 -27� Project: 7 L 1`- i a1TS Type of Inspection: Ro -iI(oti -�iV Address: LIO5ii S. 14-46s-r Date Called: . orrri - -gipA-V - c ke e k . r.kR41,)11� Special Instructions: • • Date Wanted:. ca - 4 —13 1 6 p.m. Requester: Phone No: „206-2.28 -83S 8 Approved per applicable codes. Corrections required prior to approval. COMMENTS: App 4-t' %t ? TO V3 - V41,1'T irJ . orrri - -gipA-V - c ke e k . r.kR41,)11� -dc-r-Ce#4 1 6 IA pec { t D.... 6- INSPECTION FEE REQUIRED. P for to net inspection. fee must be id a 630 Southcenter Blvd.. Sui a 100. C ll to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 v- (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Pro n --- - JTL( e /a , Ty f Inspecti rit i 6.��' Add /4(01.13( Date Special Instructions: ( .- 57 ? Date Wanted '4..13 j a .mm . Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 0 r2,3 p.s : S a /44- pp6( Inspector: i\3 Date: 4. ., 11 1 n REINSPECTION FEE REQUIRED., rior to next•inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to.schedule reinspection. 1.H 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 Permit Inspection Request Line (206) 431 -2451 P • C A "C/ -Vir l i sC oc� ` n3°'• �/ / "�'r`�_ 1 � TAAJ-e' Add�g0 /- / � r Date Called: Special Instruc ions: / t,J Ii IL-e - - L Si e_,1 lie Date Wanted '' a.m. 13 • p.m. Requester: Pho7 N 2 le Se JApproved per applicable codes. Corrections required prior to approval. COMMENTS: .,(P .6 AA: ( ( _6 Jc.� �.I A- 6 J (' 7�. a r rl r. a � 1i. (e- r----- c ` /2)-- NPC 1 Lie-A s TES/ I) 0-- fill ffC (-A)/)/ C IL-e - - L Si e_,1 lie ti '.t ,. I) A f Insbector: Date: Z - () n REINSPECTION FEE REQUIRED.) Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Sjuite 100. Call to schedule reinspection. dap 1 INSPECTION RECORD Retain a copy with permit INSPEC ION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Z? (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: TL ii∎IVESTrvIEK ic Ty of Inspection: K -e uG Nr- �-N A Li 8, A dre1s :54 (4( -L'tr Date Called: /� Special Instructions: Date Wanted. :} — ( 3 / .m. Requester: Phone Noo::j 0 2Q 4(3 Sil \Approved per applicable codes. DCorrections required prior to approval. COMMENTS: t uo V -4 W/iley - App440., cAate: 1_ REI SP CTION FEE REQUIR D. Prior to next inspecti" n. fee must be pai a, 6300 Southcenter Blvd., Suite 100. Call to schedkle reinspection. INSPECTION RECORD Retain a copy with permit 1 2. 2'75 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 tz;- (206) 431 -3670 • Permit Inspection Request Line (206) 431 -2451 Project: -ru X1.1 5'►7A1b.+tiC Type of Impect'ow L z___ uu al Address: _ / -7� -1o5 t410` l Date Called: Specia Instructs ns: Date Wanted:. y t'-Z(1 -(3 p.m. Requester: Phone ? :br72-tEe ' RApproved per applicable codes. COMMENTS: Corrections required prior to approval. . c`! Inspecto. D te: n I PECTION FEE REQUIRED. Prior to next inspection, fee must be aid at 6300 Southcenter dlvd.. Suite 100 Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 irs. (206) 431' =3670 Permit Inspection Request Line (206) 431 -2451 ibt2-? Project: a L� vim-► �� �-F-, Type of Inspection: ��► �'si Address: LOS Date Call G t-h 1 Special Instructions: Date Wanted• . 1.2.110112-- 6 p.m. Requester: Phone No: 166-7-2S - ,35 Pj proved per applicable codes. EiCorrection's required prior to approval •: COMMENTS: rInspe t r: Date: / /1 j n R INSPECTION FE REQUIRED. P7lor to next inspection. fee 'must be aid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection: 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 ' Permit Inspection Request Line (206) 431 -2451 V" 012-27 Project: 7—h. Z '5rinF.✓7S .C1i Type of Inspection: r 2 SL 43 -- s7 /d977,p'j Address: Date Called: / • Special Instructions: • Date Wanted:. af`'.m. / / - 2c) - /2 Requester: Phone No: rz,O -2Z 3 -n3s'g • RiApproved per applicable codes. El Corrections required prior to approval. COMMENTS: Date: pi RE/ N PECTION FEE REQUIRED.' Prior to next inspection. fee must be pj'.d'at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. - INSPECTION RECORD Retain a copy .with p.rmit D 1 a--Z-7 5 • PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 vg. (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: 1.--t- S- 41tiO1:. X4-14 C• Type of Inspection: . 'I-au rats o kg Address: LOSW S IW(oS Date Called: - Special Instructions: (4 PRP Date Wanted:. a. m. Requester: Phone No: ®,Approved per applicable codes. Corrections required prior to approval. COMMENTS: ) G1.Ai OA) 604nF P40 R.a g's .o -Llit 1_ AluroO (3) S ►,q 6 3 o5uta _r ;e-•J ...A6- G eU2 ;Elva eco. rtcfus e. (4 PRP zt�'�ra (AT? eo SLtvus:y 9 rI iw) ' 'Fr \ nspect P 1 Date: + — NSPECTION FEE REQJIIRED. Priopito next inspection. fee must be id at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. 7- INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431 -3670 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 Project: TL T i1Je1 oAF .JTS Type of Inspection: 10.1 M; Wit t 1 Address: 1-1051-1 S Iy, S i Date Called: -co-,- s1nUa. Special Instructions: Date Wanted:. 1 a 1z5 1,7 p.m: Requester. Phone No: 2 (a -ZL$. -S.3)5cf EjApproved per applicable codes. © Corrections required prior to approval. COMMENTS: l) SVk131%1.Ia-- aov,s, -co-,- s1nUa. P- a■,i c v" .mac InsP-tcyke. Date: C REIJSPECTION FEE REQUIR D. Prior to nixt inspection. fee must be id at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 (206) 431 -3670 Project: -IL ..1 NVi'i MFN1c. Type of Inspection: GRe lr.0'WL)Rk. 6) v o,.. ,..,,,t4i Address: L10514 S Iyc. s -t' Date Called: r Special Instructions: I Date Wanted: (O —ZW - f2 m. (pm Requester: Phone No: 20b -2.2& 635 6 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 6) v o,.. ,..,,,t4i ,,I ,,, 6 ;;v 0 wJ a wn I >! 2 r 01/6,--1,-4 I r-. w5r‘,1, >N5. 7 Date: ^� /6— 741° I SPECTION FEE REQUII ED. Prior to next inspection, fee must be id at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. �•�F . $e Y- •4I- .'�•ia_�YS.+.! TEMP 0.240ars .•._A.a-- ti •-•-41' .mc� INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION (206) 431 -3670 6300 Southcenter Blvd., #100, Tukwila. WA 98188 Permit Inspection Request Line (206) 431 -2451 Project: 72, l n' &rrz°•c(s -• ke A Type of Inspection: PLO F1 Address: ,)S'/ .S /(16 S Date Called: aG //3 f/ 3 - 0111 . FI hki f d Spe i$I Instructions: Date Wanted:. 06//q/a. er.L. Requester t h il 4 i YOGA- /') Phone No: eg-,S .S' . firc M EiApproved per applicable codes. Corrections required prior to approval. COMMENTS: - 0111 . FI hki f d - 'Vlv1a'evt I. -Cg's dean , f- N Ar1Ge w G g - Plod *roi h sys*e,n . cf ;a_Icd - Frha(e d I c 1 S c a o- Ft r1 a Le Of ; P - F i il 04, ( e of Inspector: PS (Date: cG '! ill • ❑ REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be . • paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. Lv) 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 Permit Inspection Request Line (206) 431 -2451 is -a 75 Project: 1:), I ao t rir, cis - 1,. 4 2 Type of Inspection: Si) Address: i)5S/ //6 St Date Called: 0 lei 1/, �j Special Instructions: Date Wanted:. ,,f,3b? a.n Ott,. Requester: 1 filet lei r} Phone No: Ato 6 Zak -g3$Ss OApproved per applicable codes. Corrections required prior to approval. COMMENTS: - Dow► Sgou-F dre;n' hooked of per' p(An , 0k k backF;(( Inspector: 15 Date: ri REINSPECTION FEE REQUIRED. Prior to next inspection. fee must-be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. • 3 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit h ' - • g 7S PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project: L i-' A-S Type of Inspection: c"( , c ' W Hood & Duct: Address: �0 `f 'r Suite #: S ly6f� Contact Person: v Special Instructions: Phone No.: LI Approved per applicable codes. Corrections required prior to approval. COMMENTS: Tr-4- c w --L — OK- Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: pt---) fy..- sa- Date: 6/6p . 5 Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 • • • 9- INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit f. ..:. .. -. • -w • p -,].P PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project: , 'T L INur- S�,,'�, .e itr! tq, Type of Inspection: ,SP's. 1 (vw-C Address: /A oS6, Suite #: s / q c4--- -- Contact Person: Special Instructions: Permits: Phone No.: EA-Approved per applicable codes. Corrections required prior to approval. COMMENTS: J a c, - o K. Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: A Inspector: /.,%lam es S''� ,,Date: y�3i //j' Hrs.: / $100.00 REINSPECTION FEE REQUIRED: You -will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: State: 1 Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 • • :. :..:$sac'. r ..., �.. _ — .. • • INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit �a -s -aba Dla PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 A. Type of Inspection: —rt. 1 N U-e 51-n%.e S / /4 b( 6 \ c c/ u—(� Address: (,l o (o S N /6/4k. Contact Person: Suite #: Special Instructions: Phope No.: 1 Approved per applicable codes. Corrections required prior to approval. COMMENTS: / /4iaro siAt214-- / /coo aro -- OK_ / / 041 Approved per applicable codes. Corrections required prior to approval. COMMENTS: / /4iaro siAt214-- / /coo aro -- OK_ / / 041 at4.4. - -r.e.g -- OK a a 6 -F- . . Ok- `t-a cam o o/„, p p.00 \ \ Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: jk S---....... Date: 2 J »�, - Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 • .5 Inspector: jk S---....... Date: 2 J »�, - Hrs.: $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 • .5 $100.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Billing Address Attn: Company Name: Address: City: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 • .5 FILE COPY PermIt No. STRUCTURAL CALCULATION Prepared By ACHOR, INC. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Tel. (253) 835 -1516 , Fax. (253) 441 -4207 (Job # 12 -56AE) Prepared For Wind Speed = 85 mph, Exposure: "B" TL Investment, LLC. LOT #2 4054 S 146th ST Tukwila, WA July 26, 2012 RECEIVED AUG 17 2012 PERMIT CENTER DI a.- 2:7 5 Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 BASIS OF DESIGN BUILDING CODE: GRAVITY LOADS: 2009 Edition of the International Building Code Roof Live Load = 25 psf. (snow) Roof Dead Load = 15 psf. Floor Live Load = 40 psf. (reducible) Floor Dead Load = 12 psf. LATERAL LOAD CRITERIA: Wind Speed = 85 mph, Exposure: B Seismic Site Class: D Seismic Design Category: D FOUNDATION: Spead footings shall bear on firm undisturbed soil 18" minimum below finished grade. Allowable Soil Bearing Pressure = 1,500 psf. DESIGN LOADS ROOF LIVE LOAD: ROOF DEAD LOAD: FLOOR LIVE LOAD: FLOOR DEAD LOAD: Roofing 1/2" Plywood Sheating Insulation Trusses & 1/2" GWB Lighting, Mechanical, Electrical, Misc. Flooring 3/4" Plywood Sheathing Insulation Floor Joists & Beams Lighting, Mechanical, Electrical, Misc. 25.00 PSF (snow load) 7.00 psf (15 psf = tile roof) 2.00 psf 2.00 psf 3.00 psf (6 psf = tile roof) 1.00 psf 15.00 PSF Total Dead Load 40.00 PSF (Reducible) 2.00 psf 3.00 psf 1.00 psf 5.00 psf 1.00 pst 12.00 PSF Total Dead Load *World of Designs & Engineers* 12- 52AE...mcd besign by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 WOOD: JOISTS & FAFTERS: 2X4 HF #2 2X6 or Larger HF #2 BEAMS : Width of 4" and Less DF #2 Width of greater than 4" DF #2 LEDGERS AND TOP PLATES: Width of 4" and Less HF #2 STUDS: POSTS: 2X4 HF #2 2X6 or Larger HF #2 4X4 HF #2 (unless note on plan) 4X6 or Larger HF #2 (unless note on plan) 6X6 or Larger HF #2 (unless note on plan) GLUED - LAMINATED (GLB) BEAM & HEADER: Fb =2,400 PSI, Fv =165 PSI, Fc (Perp) =650 PSI, E= 1,800,000 PSI. PARALLAM (PSL) 2.0E BEAM & HEADER: Fb =2,900 PSI, Fv =290 PSI, Fc (Perp) =750 PSI, E= 2,000,000 PSI. MICROLAM (LVL) 1.9E BEAM & HEADER: Fb =2,600 PSI, Fv =285 PSI, Pc (Perp) =750 PSI, E= 1,900,000 PSI. TIMBERSTRAND (LSL) 1.3E BEAM, HEADER, & RIM BOARD: Fb =1,700 PSI, Fv =400 PSI, Pc (Perp) =680 PSI, E= 1,300,000 PSI. TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A REGISTERED DESIGN PROFESSIONAL REGISTERED IN THE STATE OF WASHINGTON. UNLESS OTHERWISE SPECIFIED BY LOCAL BUILDING OFFICIAL OR STATUTE, TRUSS DESIGNS BEARING THE SEAL AND SIGNATURE OF THE TRUSS DESIGNER SHALL BE AVAILABLE AT TIME OF INSPECTION. ENGINEERED I- JOISTS -FLOOR JOISTS & BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS PLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. *World of Designs & Engineers* 12- 52AE...mcd ROOF FRAMING PL4N 5 ROOF !2 _. DL= 15X /2 = ° LL= 25X ! /2 = / 50 . DL= 15X /2 = LL =25X /2= 5- 3 . DL= 15X 7/2 = Z Z 'S. LL= 25X 13/2 = J - 32- 3�. DL= 15X /2 = 2.-q 0 LL =25X 3/2= 1(00 _. DL= 15X /2 = LL= 25X /2 = DL =15X /2 = LL= 25X /2 = _. DL= 15X /2 = LL= 25X /2 = XID 3600 1 z � A L= A thc /\ L= 5 \ /\ ‘YXg A L= .7 n 6)(% A L= A /\ L= A A L= A A L= A Rev: 580000 User: KW-0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope: Job # Date: 5:25PM, 18 JUN 12 General Timber Beam Description 1. Window Hdr (Rear Elev) (Rf) General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 12 -52 ecw:Calculations Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined 6x10 Center Span 5.500 in Left Cantilever 9.500 in Right Cantilever Sawn Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi 1.150 Fv Allow 170.0 psi Pin -Pin Fc Allow 625.0 psi E 1,300.0 ksi 6.00 ft Lu ft Lu ft Lu 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 90.00 #/ft #/ft #/ft LL LL LL 150.00 #/ft #/ft #/ft Point Loads Dead Load Live Load ...distance Summary 3,600.0 Ibs Ibs 2.000 ft 1 Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Span= 6.00ft, Beam Width = 5.500in x Depth = 9.5in, 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 6.94 fb 833.26 psi fv Fb 1,006.25 psi Fv 0.828 : 1 5.7 k -ft 6.9 k -ft 5.74 k -ft at 0.00 k -ft at 0.00 k -ft 0.00 k -ft Deflections 84.28 psi 195.50 psi Beam Design OK Maximum Shear * 1.5 4.4 k Allowable 10.2 k 2.016 ft Shear: @ Left 3.12 k 0.000 ft @ Right 1.92 k Camber: @ Left 0.000 in @ Center 0.078 in @ Right 0.000in 2.67 k Max 3.12 k 1.47 k Max 1.92 k Reactions... Left DL Right DL Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * D. @ Center @ Left @ Right Dead Load -0.052 in 2.760 ft 1,378.6 L. Defl) ... 0.078 in 0.000 in 0.000 in Total Load -0.061 in 2.784 ft 1,185.54 Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Deft 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: 580000 User: KW -0605873, Ver 5.8.0, 1- Dec -2003 (c >1983 -2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope: Job # Date: 5:25PM, 18 JUN 12 General Timber Beam Description 2. Window Hdr (Rear Elev) (Rf) 1 2- 52.ecw:Ca Icu lations General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 6x8 Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 5.00 ft Lu 5.500 in Left Cantilever ft Lu 7.500 in Right Cantilever ft Lu Sawn Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi 1.150 Fv Allow 170.0 psi Pin -Pin Fc Allow 625.0 psi E 1,300.0 ksi 0.00 ft 0.00 ft 0.00 ft DL DL DL 67.50 #/ft #/ft #/ft LL LL LL 112.50 #/ft #/ft #/ft 1 Span= 5.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment 0.56 k -ft Max. Negative Moment 0.00 k -ft Max @ Left Support 0.00 k -ft Max © Right Support 0.00 k -ft Max. M allow 4.32 fb 130.91 psi fv 12.31 psi Fb 1,006.25 psi Fv 195.50 psi 0.130 : 1 0.6 k -ft 4.3 k -ft at 2.500 ft at 5.000 ft Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 0.5 k 8.1 k Left 0.45 k Right 0.45 k Camber: @ Left 0.000in 0 Center 0.006 in @ Right 0.000 in 0.17 k 0.17 k Max 0.45 k Max 0.45 k Deflections Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * D. Center @ Left C Right Dead Load -0.004 in 2.500 ft 15,889.3 L. Defl) ... 0.006 in 0.000 in 0.000 in Total Load -0.010 in 2.500 ft 5,958.49 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft 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: 580000 User: KW- 0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope: General Timber Beam Description 3. Porch beam (front Elev) Job # Date: 5:25PM, 18 JUN 12 1 2 -52. ecw: Calcu lations General Information Section Name 4x8 Beam Width 3.500 in Beam Depth 7.250 in Member Type Sawn Load Dur. Factor 1.150 Beam End Fixity Pin -Pin Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 7.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 875.0 psi 170.0 psi 625.0 psi 1,300.0 ksi 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 22.50 #/ft #/ft #/ft LL LL LL 37.50 #/ft #/ft #/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 2.57 fb 143.83 psi fv Fb 1,006.25 psi Fv Depth = 7.25in, Ends are Pin -Pin 0.143 : 1 0.4 k -ft 2.6 k -ft at 3.500 ft at 0.000 ft 0.37 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft [Deflections 10.33 psi 195.50 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 0.3 k 5.0 k Left 0.21 k Right 0.21 k Camber: Left 0.000 in C Center 0.013 in Right 0.000in 0.08 k 0.08 k Max 0.21 k Max 0.21 k Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D. @ Center Left Right Dead Load -0.008 in 3.500 ft 9,985.7 L. Defl) ... 0.013 in 0.000 in 0.000 in Total Load -0.022 in 3.500 ft 3,744.63 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Dell Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Title : Dsgnr: Description : Scope: Job # Date: 5:25PM, 18 JUN 12 Rev: 580000 User: KW -0605873, Ver 5.8.0, 1 -Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam 1 2 -52. ecw:Catculati ons Description 3.1. Window Hdr (Rear Elev) (Rf) General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x8 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Center Span 3.00 ft Lu 5.500 in Left Cantilever ft Lu 7.500 in Right Cantilever ft Lu Sawn Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi 1.150 Fv Allow 170.0 psi Pin -Pin Fc Allow 625.0 psi E 1,300.0 ksi 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 240.00 #/ft #/ft #/ft LL LL LL 400.00 #/ft #/ft #/ft Span= 3.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.167 : 1 Maximum Moment 0.7 k -ft Allowable 4.3 k -ft Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 167.56 psi Fb 1,006.25 psi Deflections 0.72 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 4.32 fv Fv at 1.500 ft at 0.000 ft 20.39 psi 195.50 psi Maximum Shear * 1.5 Allowable Shear: 0 Left @ Right Camber: C Left © Center 0) Right Reactions... Left DL Right DL 0.36 k 0.36 k Max Max Beam Design OK 0.8 k 8.1 k 0.96 k 0.96 k 0.000 in 0.003 in 0.000 in 0.96 k 0.96 k Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * @ Center Left @ Right Dead Load -0.002 in 1.500 ft 20,689.2 D.L. Defi) ... 0.003 in 0.000 in 0.000 in Total Load -0.005 in 1.500 ft 7,758.45 Left Cantilever... Deflection ...Length /Defl Right Cantilever... Deflection ...Length /Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 1)(4,0211;' 0,CA, 1.4 if 2)qt- Q16 C%Cb (X) 2X6 P09T UPPER FLOOR FRAMING PLAN 4'X8' PATIO 90Fi0 XD 4' SLAB 5068 BLGD 3090 FIX : ,, XO 3090 FIX 6x % J K I 49 X ■e9■••X S on ■o 1_5 1 IA ,....:, 5.2 0 vs 3 Mei e 2.4 T .4 3•‘ od I , 5'X70• 6x5 9 XQ 16010 DRD 5-4- !Nl /1.1- % , n 6x8 TFIEATED UPPER FLOOR FRAMING PLAN FOUNDATION FRAMING PLAN SCALE 1/4- - 1' -C J (I2 -GL3 Upper Floor "06 4, /� 7 . DL= 12XU1/2+ /s• -1 1 I �p 1 ( � j LL= 40X 1(/2 71- .Z 5 • S = �✓ 2. q 3 1 2, q A L= // A 1 -J (5.- T DL= 15.11°63 / 2 t ( 1 7.6 LL= 2 I I/ Z t3g 1 . 1.2- is ( A L= I G A Pi- -= 12X // /2 t ice 6 /2t t.0 =` /I I-L- io,/ /Z -t- 24C/2- = 2t5i0 343—X 15 c Lj3 3600 7/00 6. DL= 12X /Q2t /5- S /2fgo /7. S 1 LL= 40X , u/2 f" Z 5.572. 2-‘ 2 ..j L= 1 -.S I 1.5 g.s- / 2. 2 YXg . DL= 12X6/2.- 70 LL= 40X /b/2 = 3 2 a /\ L= 2—s— l\ `S is- 2" fB(,z °° ( 1 . DL= 12X /2 f- ,s / _ LL= 40X /2 t ZS L 75° i L= Jr A 360 a 4 q 2 .DL =12X1 /24• / 7` g S' yZV �!! Z ( ) LL= 40X 1 /21- 2-C. (/2 -- 2—�0 's L_ 7-s- l\ Upper Floor Sex12CL DL= 12X /2= 1 2 6 ^f'$� = 2o 2( 1� LL= 40X /2 = -7 7,0 1/ . DL= 12X 1./5-2 = f 7 g,) = gq 'S LL= 40X /2 = 3 0 11 �Z. DL =12X /2= 6. 3r LL= 40X /2 = 6 ZO 1 `lCo0 C 1 AL_ 1--(1/4 n 2 -G _ ( 2_ A L= 6S n 6X3 �3. DL= 12X!/ 76 2= 74 6o = / i A LL= 40X l6 /2 = . 10 A L= A 2.-Xta tir � 6 5' 111. DL =12X /2 = ✓ 6 1 1 LL= 40X / = $ L /\ L= / _ lL / / 5 . DL= 12X /2 = I."( -t- K0 -:---- / / "/ L. i /L( LL= 40X /2 = Z$ t /\ L= / A 1'1 Rev: 580000 User: KW- 0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description Title : Dsgnr: Description : Scope: Job # Date: 5:25PM, 18 JUN 12 General Timber Beam 4.Beam at garage (dbl joists) (upp Flr) 1 2 -52. ecw: Calcu lations General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 3.125x12 3.125 in 12.000 in GluLam 1.000 Pin -Pin Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,700.0 ksi 11.00ft Lu ft Lu ft Lu 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 234.50 #/ft #/ft #/ft LL LL LL 277.50 #/ft #/ft #/ft Point Loads 1 Dead Load Live Load ...distance 106.0 lbs Ibs 3.000 ft Summary Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Span= 11.00ft, Beam Width = 3.125in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,264.60 psi Fb 2,400.00 psi Depth = 12.in, Ends are Pin -Pin 0.527 : 1 7.9 k -ft 15.0 k -ft at 5.456 ft at 11.000 ft 7.90 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 15.00 fv Fv 95.90 psi 240.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 3.6 k 9.0 k @ Left 2.89 k @ Right 2.84 k Camber: @ Left 0.000in @ Center 0.159in @ Right 0.000 in 1.37 k 1.32 k Max 2.89 k Max 2.84 k Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * D. @ Center @ Left @ Right Dead Load -0.106 in 5.456 ft 1,246.8 L.Defl)... 0.159 in 0.000 in 0.000 in Total Load -0.225 in 5.500 ft 585.72 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Title : Dsgnr: Description : Scope: Job # Date: 5:25PM, 18 JUN 12 Rev: 580000 User: KW- 0605873, Ver 5.8.0, 1- Dec -2003 (01983.2003 ENERCALC Engineering Software Description 5. Garage Hdr General Timber Beam 1 2.52.ecw:Calcu lation s General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow Fv Allow Fc Allow E Section Name 5.125x16.5 Beam Width 5.125 in Beam Depth 16.500 in Member Type GluLam Load Dur. Factor Beam End Fixity 1.150 Pin -Pin 16.00 ft ft ft 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Center Left Cantilever Right Cantilever DL DL DL 225.00 #/ft #/ft #/ft LL LL LL 375.00 #/ft #/ft #/ft Dead Load 2,900.0 lbs Live Load Ibs ...distance 7.500 ft Summary 450.0 Ibs 450.0 Ibs Ibs Ibs 9.000 ft 1.300 ft 450.OIbs 450.OIbs Ibs lbs 11.600 ft 13.000 ft 450.0 Ibs Ibs 14.300 ft Ibs Ibs 15.600 ft Span= 16.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,773.03 psi Fb 2,747.19 psi [Deflections = 5.125in x Depth = 16.5in, Ends are Pin -Pin 0.645 : 1 34.4 k -ft Maximum Shear * 1.5 53.2 k -ft Allowable 23.3 k 34.36 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 53.24 fv 119.50 psi Fv 276.00 psi Beam Design OK 10.1 k at 7.488 ft Shear: @ Left 7.21 k at 16.000 ft @ Right 7.54 k Camber: @ Left 0.000in @ Center 0.410in Reactions... @ Right 0.000 in Left DL 4.21 k Max 7.21 k Right DL 4.54 k Max 7.54 k Center Span... Dead Load Deflection -0.273 in ...Location 8.000 ft ...Length /Defl 702.8 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.410 in @ Left 0.000 in @ Right 0.000 in Total Load -0.433 in 8.000 ft 443.09 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft 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: 580000 User: KW -0605873, Ver 5.8.0, 1- Dec -2003 L(c)1983 -2003 ENERCALC Engineering Software Title Dsgnr: Description : Scope : Job # Date: 5:25PM, 18 JUN 12 General Timber Beam Description 6. Beam across Garage 12- 52.ecw:Calculauons General Information Section Name 6.75x19.5 Beam Width 6.750 in Beam Depth 19.500 in Member Type GluLam Load Dur. Factor Beam End Fixity 1.000 Pin -Pin Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V4 Fb Base Allow Fv Allow Fc Allow E 19.00 ft ft ft 2,400.0 psi 240.0 psi 650.0 psi 1,800.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 177.50 #/ft #/ft #/ft LL LL LL 262.50 #/ft #/ft #/ft Point Loads Dead Load Live Load ...distance 3,600.0 Ibs 8,100.0 Ibs Ibs lbs 7.500 ft 8.500 ft Summary Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Span= 19.00ft, Beam Width = 6.750in x Depth = 19.5in, Ends are Pin -Pin Max Stress Ratio 0.906: 1 Maximum Moment 72.5 k -ft Allowable 80.1 k -ft Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,035.14 psi Fb 2,246.53 psi 72.55 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 80.09 fv Fv at 8.512 ft at 19.000 ft 115.48 psi 240.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 15.2 k 31.6 k @ Left 10.84 k @ Right 9.22 k Camber: @ Left 0.000in © Center 0.665 in @ Right 0.000 in 8.34 k 6.73 k Max 10.84 k Max 9.22 k Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D. @ Center @ Left @ Right Dead Load -0.443 in 9.196 ft 514.4 L. Defl) ... 0.665 in 0.000 in 0.000 in Total Load -0.546 in 9.196 ft 417.85 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Defl Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Title : Dsgnr: Description : Scope: Job # Date: 5:25PM, 18 JUN 12 Rev: 580000 LUser KW- 0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description 7. door hdr General Timber Beam 12-52.ecw:Calou lations [General Information Section Name 4x8 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 2.50 ft Lu 3.500 in Left Cantilever ft Lu 7.250 in Right Cantilever ft Lu Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 180.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 96.00 #/ft #/ft #/ft LL LL LL 320.00 #/ft #/ft #/ft Span= 2.50ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 127.20 psi Fb 900.00 psi [Deflections = 3.500in x Depth = 7.25in, Ends are Pin -Pin 0.141 ; 1 0.3 k -ft 2.3 k -ft 0.32 k -ft at 1.250 ft 0.00 k -ft at 0.000 ft 0.00 k -ft 0.00 k -ft 2.30 fv 15.98 psi Fv 180.00 psi Maximum Shear *1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 0.4 k 4.6 k @ Left 0.52 k @ Right 0.52 k Camber: @ Left 0.000 in @ Center 0.001 in @ Right 0.000 in 0.12 k 0.12 k Max 0.52 k Max 0.52 k Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D. @ Center @ Left @ Right Dead Load -0.000 in 1.250 ft 63,232.4 L. Defl) ... 0.001 in 0.000 in 0.000 in Total Load -0.002 in 1.250 ft 14,592.09 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft 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: 580000 User: KW- 0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description 8. Beam across entry Title : Dsgnr: Description : Scope : Job # Date: 5:25PM, 18 JUN 12 General Timber Beam 12 -52. ecw: Calcu lations General Information Section Name 4x12 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity LFull Length Uniform Loads Center Left Cantilever Right Cantilever Summary Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowabies are user defined Center Span 5.00 ft Lu 3.500 in Left Cantilever ft Lu 11.250 in Right Cantilever ft Lu Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 180.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi 0.00 ft 0.00 ft 0.00 ft DL DL DL 200.00 #/ft #/ft #/ft LL LL LL 350.00 #/ft #/ft #/ft Span= 5.00ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max © Right Support Max. M allow fb 279.36 psi Fb 900.00 psi [Deflections = 3.500in x Depth = 11.25in, Ends are Pin -Pin 0.310 : 1 1.7 k -ft 5.5 k -ft 1.72 k -ft at 2.500 ft 0.00 k -ft at 5.000 ft 0.00 k -ft 0.00 k -ft 5.54 fv 33.10 psi Fv 180.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 1.3 k 7.1 k Left 1.37 k Right 1.37 k Camber: C Left 0.000 in 0 Center 0.0061n 0 Right 0.000in 0.50 k 0.50 k Max 1.37 k Max 1.37 k Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D. Center Left @ Right 1 Dead Load -0.004 in 2.500 ft 14,175.4 L. Defl) ... 0.006 in 0.000 in 0.000 in Total Load -0.012 in 2.500 ft 5,154.68 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 IRev: 580000 User: KW- 0605873, Ver 5.8.0. 1- Dec-2003 (01983 -2003 ENERCALC Engineering Software Description 9. Beam across office Title : Dsgnr: Description : Scope : Job # Date: 5:25PM, 18 JUN 12 General Timber Beam 12 -52 ecwCalculations [General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 4x12 3.500 in 11.250 in Sawn 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 8.50 ft ft ft 900.0 psi 180.0 psi 625.0 psi 1,600.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft _Full Length Uniform Loads Center Left Cantilever Right Cantilever 1point Loads DL DL DL 182.00 #/ft #/ft #/ft LL LL LL 290.00 #/ft #/ft #/ft Dead Load Live Load ...distance Summary 3,600.0 Ibs Ibs 0.600 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Span= 8.50ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin -Pin Max Stress Ratio 0.977 : 1 Maximum Moment 5.4 k -ft Allowable 5.5 k -ft Max. Positive Moment 5.41 k -ft at 3.706 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 5.54 fb 879.53 psi Fb 900.00 psi fv Fv 69.59 psi 180.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 2.7 k 7.1 k @ Left 5.35 k © Right 2.26 k Camber: © Left 0.000 in @ Center 0.086 in © Right 0.000 in 4.12 k 1.03 k Max 5.35 k Max 2.26 k Deflections Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * © Center © Left @ Right Dead Load -0.058 in 3.978 ft 1,769.8 D.L. Defl) ... 0.086 in 0.000 in 0.000 in Total Load -0.109 in 4.114 ft 937.81 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Title : Dsgnr: Description : Scope: Job # Date: 5:25PM, 18 JUN 12 Rev: 580000 User: KW- 0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description 10. Beam for archway General Timber Beam 1 2- 52.ecw: Calcu lations General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 5.125x12 5.125 in 12.000 in GluLam Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary i 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever Douglas Fir, 24F - V8 Fb Base Allow Fv Allow Fc Allow E DL DL DL 206.00 #/ft #/ft #/ft LL LL LL 14.50 ft ft ft 2,400.0 psi 240.0 psi 650.0 psi 1,700.0 ksi 420.00 #/ft #/ft #/ft Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Span= 14.50ft, Beam Width Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,605.08 psi Fb 2,400.00 psi Beam Design OK = 5.125in x Depth = 12.in, Ends are Pin -Pin 0.669: 1 16.5 k -ft Maximum Shear * 1.5 5.9 k 24.6 k -ft Allowable 14.8 k at 7.250 ft Shear: @ Left 4.54 k at 0.000 ft @ Right 4.54 k Camber: @ Left 0.000in @ Center 0.245in Reactions... @ Right 0.000in Left DL 1.49 k Max 4.54 k Right DL 1.49 k Max 4.54 k 16.45 k -ft 0.00 k -ft 0.00 k -ft 0.00 k -ft 24.60 fv Fv 95.64 psi 240.00 psi Deflections Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * @ Center @ Left @ Right Dead Load -0.163 in 7.250 ft 1,065.5 D.L. Defl) ... 0.245 in 0.000 in 0.000 in Total Load -0.496 in 7.250 ft 350.62 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Defl 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: 580000 LUser: KW -0605873, Ver5.8.0, 1- Dec-2003 (c)1983 -2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope : Job # Date: 5:25PM, 18 JUN 12 General Timber Beam Description 11. Front Window Hdr (Rf) 12- 52.ecw:Calculations General Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 6x8 Beam Width 5.500 in Beam Depth 7.500 in Member Type GluLam Load Dur. Factor Beam End Fixity 1.000 Pin -Pin Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Fv Allow 170.0 psi Fc Allow 625.0 psi E 1,300.0 ksi 4.00 ft ft ft Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center DL 89.00 #/ft LL 30.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Point Loads Dead Load 4,600.0 Ibs lbs lbs Ibs lbs lbs Ibs Live Load lbs Ibs Ibs lbs Ibs Ibs lbs ...distance 3.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 1 Summary Span= 4.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.963 : 1 Maximum Moment 3.6 k -ft Maximum Shear * 1.5 5.4 k Allowable 3.8 k -ft Allowable 7.0 k Max. Positive Moment 3.62 k -ft at 2.992 ft Shear: @ Left 1.39 k Max. Negative Moment 0.00 k -ft at 4.000 ft @ Right 3.69 k Max © Left Support 0.00 k -ft Max @ Right Support 0.00 k -ft Max. M allow 3.76 fb 842.53 psi fv 131.41 psi Fb 875.00 psi Fv Beam Design OK Deflections 170.00 psi Reactions... Left DL Right DL Camber: @ Left 0.000in © Center 0.047 in © Right 0.000 in 1.33 k 3.63 k Max 1.39 k Max 3.69 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.031 in -0.032 in Deflection 0.000 in 0.000 in ...Location 2.224 ft 2.224 ft ...Length /Deft 0.0 0.0 ...Length /Defl 1,525.3 1,493.19 Camber ( using 1.5 * D.L. Defl) ... © Center 0.047 in @ Left 0.000 in © Right 0.000 in Right Cantilever... Deflection ...Length /Defl 0.000 in 0.000 in 0.0 0.0 Rev: 580000 User: KW-0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope: Job # Date: 5:25PM, 18 JUN 12 Description 12. Beam across entry General Timber Beam 1252 ecw•Calculations General Information Section Name 4x12 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 3.500 in 11.250 in Sawn 1.000 Pin -Pin Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 6.50 ft ft ft 900.0 psi 180.0 psi 625.0 psi 1,600.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 186.00 #/ft #/ft #/ft LL LL LL 620.00 #/ft #/ft #/ft Span= 6.50ft, 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 691.88 psi Fb 900.00 psi Deflections Depth = 11.25in, Ends are Pin -Pin 0.769: 1 4.3 k -ft Maximum Shear * 1.5 5.5 k -ft Allowable 4.26 k -ft at 3.250 ft Shear: 0.00 k -ft at 6.500 ft 0.00 k -ft 0.00 k -ft 5.54 fv Fv 71.05 psi 180.00 psi Reactions... Left DL Right DL Beam Design OK 2.8 k 7.1 k @ Left 2.62 k @ Right 2.62 k Camber: @ Left 0.000 in @ Center 0.017in @ Right 0.000 in 0.60 k 0.60 k Max 2.62 k Max 2.62 k Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 * D. @ Center @ Left @ Right Dead Load -0.011 in 3.250 ft 6,937.8 L. Defl) ... 0.017 in 0.000 in 0.000 in Total Load -0.049 in 3.250 ft 1,601.03 tiA Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Defl 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: 580000 User: KW- 0605873, Ver 5.8.0. 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Title : Dsgnr: Description : Scope: Job # Date: 5:25PM, 18 JUN 12 General Timber Beam Description 13. Beam across entry 1 2 -52. ecw:Ca Iculation s General Information Section Name 6x8 Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 5.00 ft Lu 5.500 in Left Cantilever ft Lu 7.500 in Right Cantilever ft Lu Sawn Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi 1.000 Fv Allow 180.0 psi Pin -Pin Fc Allow 625.0 psi E 1,600.0 ksi 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 176.00 #/ft #/ft #/ft LL LL LL 320.00 #/ft #/ft #/ft Span= 5.00ft, Beam Width = 5.500in x Depth = 7.5in, Ends are Pin -Pin Max Stress Ratio 0.401 : 1 Maximum Moment 1.5 k -ft Allowable 3.9 k -ft at 2.500 ft at 0.000 ft Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 360.73 psi Fb 900.00 psi [Deflections Maximum Shear * 1.5 Allowable 1.55 k -ft Shear: 0.00 k -ft 0.00 k -ft 0.00 k -ft 3.87 Reactions... fv 33.91 psi Left DL 0.44 k Fv 180.00 psi Right DL 0.44 k Beam Design OK 1.4 k 7.4 k @ Left 1.24 k @ Right 1.24 k Camber: @ Left 0.000in @ Center 0.012in @ Right 0.000 in Max 1.24 k Max 1.24 k Center Span... Dead Load Deflection -0.008 in ...Location 2.500 ft ...Length /Deft 7,500.2 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.012 in @ Left 0.000 in @ Right 0.000 in Total Load -0.023 in 2.500 ft 2,661.36 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft 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: 580000 User: KW- 0605873, Ver 5.8.0. 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software Description 14. Floor Joists (MFIr) Title : Dsgnr: Description : Scope : General Timber Beam Job # Date: 5:25PM, 18 JUN 12 12- 52.ecw:Ca Iculations LGeneral Information Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 2x10 1.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, No.2 Fb Base Allow 900.0 psi Fv Allow 180.0 psi Fc Allow 625.0 psi E 1,600.0 ksi 11.00ft Lu ft Lu 0.25ft Lu 0.00 ft 0.25 ft 0.00 ft Repetitive Member Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 15.60 #/ft #/ft #/ft LL LL LL 52.00 #/ft #/ft #/ft Span= 11.00ft, Right Cant= 0.25ft, Beam Width = 1.500in x Depth = 9.25in, Ends are Pin -Pin 0.581 : 1 1.1 k -ft 1.8 k -ft at 5.478 ft at 11.000 ft Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max © Left Support Max @ Right Support Max. M allow fb 600.12 psi Fb 1,032.99 psi 1.07 k -ft -0.00 k -ft 0.00 k -ft -0.00 k -ft 1.84 fv 36.22 psi Fv 180.00 psi Beam Design OK Maximum Shear * 1.5 0.5 k Allowable 2.5 k Shear: © Left 0.39 k © Right 0.39 k Camber: @ Left 0.000in © Center 0.058 in © Right 0.003 in 0.10 k Max 0.39 k 0.10 k Max 0.39 k Reactions... Left DL Right DL Deflections Center Span... Deflection ...Location ...Length /Deft Camber ( using 1.5 @ Center © Left © Right Dead Load -0.039 in 5.478 ft 3,387.0 *D.L.Defl)... 0.058 in 0.000 in 0.003 in Total Load -0.147 in 5.478 ft 896.82 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Dell Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.002 in 0.009 in 2,630.3 696.4 Title : Dsgnr: Description : Scope: Job # Date: 5:25PM, 18 JUN 12 Rev: 580000 User: KW- 0605873, Ver 5.8.0, 1- Dec -2003 (c)1983 -2003 ENERCALC Engineering Software General Timber Beam 12 -52 ecw•Calculations Description 15.FIoor beam (MFIr) General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 4x10 3.500 in 9.250 in Sawn 1.000 Pin -Pin 32.500 pcf Code Ref: 1997 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 4.00 ft Left Cantilever ft Right Cantilever ft Douglas Fir - Larch, No.2 Fb Base Allow Fv Allow Fc Allow E 900.0 psi 180.0 psi 625.0 psi 1,600.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft Repetitive Member Full Length Uniform Loads Center Left Cantilever Right Cantilever Summary DL DL DL 164.00 #/ft #/ft #/ft LL LL LL 280.00 #/ft #/ft #/ft Span= 4.00ft, Beam Width = 3.500in x Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support 0.00 Max © Right Support 0.00 Max. M allow 4.30 fb 217.01 psi fv Fb 1,035.00 psi Fv Depth = 9.25in, Ends are Pin -Pin 0.210 : 1 0.9 k -ft 4.3 k -ft at 2.000 ft at 0.000 ft 0.90 k -ft 0.00 k -ft k -ft k -ft 25.76 psi 180.00 psi Maximum Shear * 1.5 Allowable Shear: Reactions... Left DL Right DL Beam Design OK 0.8 k 5.8 k @ Left 0.90 k @ Right 0.90 k Camber: @ Left 0.000in © Center 0.004 in © Right 0.000 in 0.34 k 0.34 k Max 0.90 k Max 0.90 k Deflections Center Span... Deflection ...Location ...Length /Defl Camber ( using 1.5 * D. @ Center @ Left @ Right Dead Load -0.003 in 2.000 ft 17,967.5 L. Defl) ... 0.004 in 0.000 in 0.000 in Total Load -0.007 in 2.000 ft 6,820.09 Left Cantilever... Deflection ...Length /Deft Right Cantilever... Deflection ...Length /Deft Dead Load Total Load 0.000 in 0.000 in 0.0 0.0 0.000 in 0.000 in 0.0 0.0 Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 LATERAL ANALYSIS BASED ON 2009 INTERNATIONAL BUILDING CODE AS MODIFIED BY LOCAL JURISDICTION. Lateral Forces will be distributed along lines of Force /Resistance. Lines of Force /Resistance will be investigated for both wind and seismic lateral Ioads.(Vertical component of earthquake ground motion neglected for Lateral Force Resisting System w/ Allowable Stress Design) SEISMIC DESIGN SEISMIC DESIGN BASED ASCE 7 -05 CHAPTER 12 SECTION 12.14 SIMPLIFIED ALTERNATIVE STRUCTURAL DESIGN CRITERIA FOR SIMPLE BEARING WALL SINGLE FAMILY DWELLING, LIGHT FRAME CONSTRUCTION LESS THAN THREE STORIES IN HEIGHT (EXCLUDING BASEMENT). Seismic Design Data: - -Soils Site Class D (Assumed) -- Seismic Design Category D1 /D2 IE := 1.0 For Seismic Use Group I occupancy (ASCE 7 -05 Table 11.5 -1) R := 6.5 Light Framed Walls w/ Wood Shear Panels (ASCE 7 -05 Table 12.14 -1) Ss := 1.59 Mapped Maximum Considered Earthquake Spectral Response Acceleration Short- Period S1 := 0.552 Mapped Maximum Considered Earthquake Spectral Response Acceleration 1- Second Period Fa := 1.00 Site Coefficient based on Site Class & Ss (ASCE 7 -05 Table 11.4 -1) F, := 1.5 Site Coefficient based on Site Class & S1 (ASCE 7 -05 Table 11.4 -2) W,wx Seismic Weight of Overall Structure, Seismic Weight of Structure above Level x (LB.) ASCE 7 -05 Eq. 11.4 -1 Sms := Ss'Fa Sms = 1.59 ASCE 7 -05 Eq. 11.4 -2 Smi := Si.Fv Smi = 0.83 ASCE 7 -05 Eq. 11.4 -3 S 2 DS �_ -'Sms SDS = 1.06 3 ASCE 7 -05 Eq. 11.4 -4 S 2 Dl 3'Sml SDI = 0.55 *World of Designs & Engineers* 12- 52AE... mcd Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 SEISMIC WEIGHT OF STRUCTURE CHECK FOR EACH LEVEL: Roof Slope Adjustment Factor: S ( cos `atan( 2/) 1 S= 1.08 ROOF PLAN AREA EACH LEVEL: PLAN PERIMETER FOR EACH LEVEL: R1 := 805ft2•S Al := 537(12 P1 := 2(3411) + 2(4211) (Upper Roof Area) (Upper Floor area) (Upper Floor) R2 := 300ft2•S (Lower Roof Area) P2 2(34ft) + 2(39(1) (Main Floor) Weight of Structure at Each Level: Story Weight at Upper level: w2 := 15•psf•(R1) + 10•psf•8•ft•(P1) (weight of roof, and wall) Story Weight at Main level: w1 := 15•psf•(R2) + 12•psf•(A1) + 10•psf•(10•ft•P2) (weight of lower roof, floor, & wall) Shear at each Level: F:= 1.1 V2E := R (F. SDS. W2) VIE:- R [F. SDS'(W1)] F =1.0 for one -story building F =1.1 for two -story building F =1.2 for three -story building V2E = 4527.891b VIE = 4649.471b Story Shear at Upper Floor Story Shear at Main Floor *World of Designs & Engineers* 2a 12- 52AE... mcd Design by : B.T. 6/27/2012 3:11 PM PROJECT: 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 WIND DESIGN USE ANALYTICAL PROCEDURE OF ASCE 7 -05 SECTION 6.5 ENCLOSED LOW -RISE BUILDING LESS THAN 60 FEET IN HEIGHT WIND EXPOSURE = B 85 mph WIND SPEED Equation 6 -18 Mean Roof Height P= ghl(GCpf) - (GCpi)] h := 23.ft qh = 0.00256KZKZIKdv21 = Velocity Pressure Evaluated at mean Roof Height h (Equation 6 -15) GCpf = External Pressure Coefficients per Figure 6 -10 GCpi = Internal Pressure Coefficients per Figure 6 -5 K15 := 0.70 Velocity Pressure Exposure Coefficients at z < 15ft (Table 6 -3) K20 := 0.70 Velocity Pressure Exposure Coefficients at 15ft < z < 20ft (Table 6 -3) K25 := 0.70 Velocity Pressure Exposure Coefficients at 20ft < z < 25ft (Table 6 -3) K30 := 0.70 Velocity Pressure Exposure Coefficients at 25ft < z < 30ft (Table 6 -3) K40 := 0.76 Velocity Pressure Exposure Coefficients at 30ft < z < 40ft (Table 6 -3) Kd := 0.85 Wind Directionality Factor (Table 6-4). v := 85 Wind Speed per Hours (Figure 6 -1). 1:= 1.0 Important Factor (Table 6 -1). *World of Designs & Engineers* 12- 52AE... mcd Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Velocity Pressure ( q1) Evaluated at Height z (Equation 6 -15) Q15 0.00256•K15•Kd•v2.I q20:= 0.00256•K20•Kd•v2•I q25:= 0.00256•K25•Kd•v2.I Q30 0.00256•K30•KJ.v2•I Q40 0.00256•K40•Kd•v2.1 Internal Pressure Coefficients (Figure 6 -5) GCp• :_ .18 +/- Q15 = 11.01 Q20 = 11.01 925 = 11.01 q30 = 11.01 Q40 = 11.95 The Internal Pressures on Windward and Leeward Walls will offset each other for the lateral design of the overall building and will therefore be ignored for this application. External Pressure Coefficients w/ Roof Pitch = 7/12 (30 degrees) to 12/12 (45 degrees) (Conservatively taken from Figure 6 -10) GCpfl := .56 GCpfl E :_ .69 GCp f2 :_ .21 GCpf2E :_ .27 GCpf3 := -.43 GCpf3E :_ -.53 GCpf4 := -.37 GCpf4E :_ -.48 *World of Designs & Engineers* Zv 12- 52AE...mcd Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 P15.1 g15'(GCpfl)•psf P15.2 q 15.(GCp f2)•psf P15.3 ` g15.(GCpG)•psf P15.4 gl5.(GCpf4)•Psf P20.1 1420.(GCpfl)•psf P20.2 920'(GCpf2)'Psf P20.3 = 920.(GCpf3)•Psf P20.4 g20'(GCpf4).psf P25.1 g25.(GCpfl)'psf P25.2 g25'(GCpf2)•Psf P25.3 := g25'(GCpfl)•psf P25.4 g25'(GCpf4)•psf P30.1 g30'(GCpfl)•Psf P30.2 := g30.(GCp2)•psf P30.3 g30.(GCpG)•psf P30.4 930.(GCp4psf P40.1 g40.(GCpfl)•Psf P40.2 g40.(GCpf2)•psf P40.3 g40.(GCpf3)•psf P40.4 g40.(GCpf4)•psf P15.1 = 6.16Ibft2 1315.2= 2.311bft2 P15.3= -4.73Ibft2 P15.4=- 4.07Ibft2 P20.1 = 6.161bft2 P20.2= 2.311bft2 P20.3 = -4.73 lb ft -2 P20.4 = - 4.071b ft -2 P25.1 = 6.161bft2 P25.2 = 2.31 Ib ft P25.3 = -4.73 lb ft -2 P25_4 = - 4.071bft 2 P30.1= 6.161bft2 P30.2= 2.311bft2 P30.3 = -4.73 lb ft -2 P30.4 = -4.071b ft 2 P40.1 = 6.691b ft 2 P40.2= 2.511bft2 P40.3= -5.141bft2 P40.4 = - 4.421bft2 P15.1E := 9156(GCpnE)•psf P15.2E gl5.(GCpf2E)•Psf P15.3E g15'(GCpp3B� •psf P15.4E = g15.(GCpf4E)•psf P20.1E g20.(GCpf1E)•Psf P20.2E g20'(GCpf2E)'psf P20.3E g20.(GCpf3E)•psf P20.4E g20'(GCpf4E)•psf P25.1E g25'(GCpnE)•psf P25.2E g25'(GCpf2E)•Psf P25.3E = g25'(GCpf3E)•Psf P25.4E = g25.(GCpf4E)'psf P30.1E = g30.(GCpf1E)'psf P30.2E = g30.(GCpf2E)•Psf P30.3E = 930'(GCpf3E)•psf P30.4E g30'(GCpf4E).psf P40.1 E = g40' (GCpn E)' psf P40.2E = g40'(GCpf2E)•psf P40.3E g40.(GCpf3E)'Psf P40.4E := g40'(GCpf4E)•psf P15.1E= 7.591bft2 P15.2E= 2.971bft2 1315.3E=- 5.831bft2 P15.4E= -5.28Ibft2 P20.1E= 7.591bft2 P20.2E = 2.97 lb ft -2 P20.3E = -5.83 1b11-2 P20.4E = -5.28Ibft 2 P25.1E= 7.591bft2 P25.2E = 2.97 lb ft-2 P25.3E = -5.83 lb ft -2 P25.4E = -5.28 lb ft -2 P30.1E= 7.59lbft2 = 2.971b ft 2 P30.2E P30.3E = -5.83 lb ft -2 P30.4E = -5.28 lb ft -2 P40.1 E = 8.241b ft -2 P40.2E= 3.231bft2 P40.3E=- 6.33Ibft2 P40.4E = -5.74 lb ft-2 *World of Designs & Engineers* 12-52AE...mcd APROX GRAPE FRONT ELEVATION SCALE: 1/4' • 1' -0• RIGHT ELEVATION SCALE: 1/4' . 1' -0• '50 LEFT ELEVATION AFROX, GRADE SCALE 1/4' - 1' -o IMMI MINN NM IMIN REAR ELEVATION SCALE: 1/4• m 1' -0- 3\ Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 WIND AT UPPER LEVEL (sides to sides) W I (P20.1 - P20.4)' 5ft + (P25.2 - P25.3)' 5ft + (P30.2 - P30.3) * I ft END ZONE WIND AT UPPER LEVEL (sides to sides) WIE (P20.IE - P20.445ft + (P25.2E - P25.3E)*5ft + (P30.2E - P30.3E)*Ift WIND AT UPPER LEVEL - - - -- (front to back) W3 (P20.1 - P20.45 ft + (P25.2 - P25.3)'5 ft + (P30.2 - P30.3)' I ft END ZONE WIND AT UPPER LEVEL (front to back) W3E (P20.1E - P20.4E)'5ft + (P25.2E - P25.345 ft + (P30.2E - P30.34 lft WIND AT MAIN LEVEL - - -- -(all sides) W2 (P15.1 - P15.4)' 10ft END ZONE WIND AT ROOF LEVEL all sides) W2E (P15.IE - P15.4E)' 10ft But not Tess than 10 psf over the projected vertical plane. WI := 10•psf•11•ft W1 = 1101bft W2 = 102.351bft 1 W3 := 10•psf•I1.ft W3 = 1101bft1 WIE= 117.21bft 1 W2B = 128.761b ft -1 W3E = 117.21b11-1 *World of Designs & Engineers* �n 12- 52AE...mcd 3 4 Z2 5040 XO 3030 FIX ti CU) 6090 XO n e8 9•90 XO L TO EELQIJ . 3030 FIX v \3 UPPER FLOOR PLAN `5 Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line AA: Step 1. Wind analysis on wall Wind loads per foot: W1= 1101bft1 W1E= 117.21bft1 Distance between shear wall: L1 := 38•ft Shear wall panels: Laa := (4 + 5 + 9)ft Laa = 18 ft Percent full height sheathing: 10•ft % := 100 % = 100 10.ft Max Opening Height = Oft-Oin, Therefore Co:= 1.00 per IBC Table 2305.3.8.2 (W1 + W1E) L1 Wind Force: vaa:= 2 2 vaa = 119.911b ft 1 vaa ft = 119.911b1 Laa Co Step 2. Seismic analysis on wall Wind Toads per foot Seismic Weight per level: Seismic Force: Eaa V2E = 4527.89 lb V2E L1 0.7p.— — Lt 2 Laa Assumed p := 1.0 Eaa = 85.781bft -1 Step 3. Checking Overturning Moment & Holdown on Wall Bldg Width in direction of Load: Lt := 39-ft — = 85.781b ft 1 co Seismic loads per foot Overturning Moment on Wall: Plate Height: Pt:= 8.0.ft Laa := 4•ft OTM := vaa•Laa•Pt OTM = 3837.23 lb ft Dead Load Resisting Overturning: WR := 0.6(15•psf)•6•ft•Laa + 0.6•(10•psf)•Pt•Laa Laa DLRM := WR•— DLRM = 81616 ft Anchor Bolt Spacing (2003 NDS Table 11E) 2 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir As := 830•lb CD := 1.6 ZB := As•CD ZB = 13281b As :- ZB C0 As = 11.07 ft Per Bolt Base Plate Nail Spacing (2003 NDS Tabie11N) 16d Common Nails & 1 -1/2" Plate Hem -Fir ZN := 122.1b CD := 1.33 EN := ZN•CD Z'N = 162.261b B := Z'N B = 1.35 ft Per Nail p • vaa p Holdown Force & Net Uplift: OTM - DLRM HDFaa Co. Laa Step 4. Shear Wall Summary: HDFaa = 755.31 lb vaa Wind Force: vaa - —= 119.91Ib1 ft Co Seismic Force: E� ft = 85.781b 1 Co B.P. Nailing Spacing Bp = 1.35 ft A.B. Spacing As = 11.07 ft 16d @ 16" o.c. 5/8" A.B. @ 72" o.c. P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 pif Holdown Force: HDFaa = 755.31 lb Holdown Types: No Holdown *World of Designs & Engineers* 12- 52AE... mcd 'Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line BB: Step 1. Wind analysis on wall Wind loads per foot: W1 = 110lbft 1 WIE = 117.21bft Distance between shear wall: L1 := 38•ft Shear wall panels: Lbb := (6 + 3 + 3 + 6)ft Lbb = 18 ft Percent full height sheathing: 10-ft % := 100 % = 100 10.ft Max Opening Height = Oft -Oin, Therefore C0:= 1.00 per IBC Table 2305.3.8.2 (w1 + W1E) L1 Wind Force: vbb := 2 2 Lbb vbb = 119.91 lbft -1 vbb = 119.91 lbft Co Step 2. Seismic analysis on wall Wind Toads per foot Seismic Weight per level: V2E = 4527.89 lb V2E L1 0.7p • Lt 2 Seismic Force: Ebb Lbb Assumed p := 1.0 Ebb = 85.781b ft 1 Step 3. Checking Overturning Moment & Holdown on Wall Bldg Width in direction of Load: Lt := 39•ft Ebb ftb = 85.781b1 Seismic Toads per foot Overturning Moment on Wall: Plate Height: Pt:= 8.041 Lbb := 3•ft OTM := vbb-Lbb-Pt OTM = 2877.92Ibft Dead Load Resisting Overturning: WR := 0.6(15•psf)•2•ft•Lbb + 0.6•(10•psf)•Pt•Lbb Lbb DLRM := WR. 2 DLRM = 2971bft Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir As := 830•Ib CD := 1.6 ZB := As•CD ZB = 13281b As := ZB Co As = 1 1.07 ft Per Bolt vbb Base Plate Nail Spacing (2003 NDS Tablel l N) 16d Common Nails & 1 -1/2" Plate Hem -Fir ZN := 122-lb CD := 1.6 Z'N := ZN•CD Z'N = 195.21b Per Nail Z' Bp := Z'N Bp = 1.63 ft vbb Holdown Force & Net Uplift: HDFbb := OTM - DLRM Co• Lbb Step 4. Shear Wall Summary: HDFbb = 860.31 lb Wind Force: Seismic Force: B.P. Nailing Spacing vbb = 119.91 Ibft1 Ebb = 85.781bfi i Bp = 1.63 ft Co Co 16d @ 16" o.c. P1 -6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 pif Seismic Capacity = 242 plf A.B. Spacing As = 11.07 ft 5/8" A.B. @ 72" o.c. Holdown Force: HDFbb = 860.31 lb Holdown Types: No Holdown *World of Designs & Engineers* 3(7 12- 52AE...mcd Design by : B.T. 6/27/2012 3:11 PM PROJECT: 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line CC: Step 1. Wind analysis on wall Wind loads per foot: W3 = 1101b11-1 W3E = 117.21bft 1 Distance between shear wall: L1 := 34.ft Shear wall panels: Lcc := (16 + 12)ft Lcc = 28 ft Percent full height sheathing: Wind Force: vcc % := 0•ft 100 % = 100 10.ft Max Opening Height = Oft-Oin, Therefore C0:= 1.00 per IBC Table 2305.3.8.2 (W3 + W3E) LI 2 2 vcc = 68.971b -1 1 vcc = 68.971b ftl Lcc Co Step 2. Seismic analysis on wall Wind loads per foot Seismic Weight per level: Seismic Force: Ecc V2E = 4527.89 lb V2E LI 0.7p -- — Lt 2 Lcc Assumed p := 1.0 Bldg Width in direction of Load: Lt := 34.ft E Ecc = 56.6 lb ft 1 �c = 56.61b ft 1 Co Step 3. Checking Overturning Moment & Holdown on Wall Seismic loads per foot Overturning Moment on Wall: Lcc := I2-ft OTM := vcc•Lcc•Pt Plate Height: Pt:= 8.0.ft Base Plate Nail Spacing (2003 NDS Tabie11N) 16d Common Nails & 1 -1/2" Plate Hem -Fir ZN := 122.1b CD := 1.33 Z'N := ZN•CD Z'N = 162.261b B := Z'N B = 2.35 ft Per Nail p vcc p OTM = 6621.391b ft Dead Load Resisting Overturning: WR:= 0.6(15•psf)•5•ft•Lcc + 0.6•(10•psf)•Pt•Lcc Lec DLRM := WR• DLRM = 6696 lb ft Anchor Bolt Spacing (2003 NDS Table 11E) 2 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir As := 830•Ib CD := 1.6 ZB := As•CD ZB = 1328 lb As := ZB C0 As = 19.25 ft Per Bolt vcc Holdown Force & Net Uplift: HDFcc OTM - DLRM Co•Lcc Step 4. Shear Wall Summary: HDFcc = -6.22 lb Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: vcc - 68.971b 1 E" = 56.6 lb ft-1 Bp = 2.3511 — Co Co As = 19.25 ft HDFcc = - 6.221b 16d @ 16" o.c. 5/8" A.B. @ 72" o.c. P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 pif Holdown Types: No Holdown *World of Designs & Engineers* 112b 12- 52AE...mcd Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line DD: Step 1. Wind analysis on wall Wind loads per foot: W3 = 1101b ft -1 W3E = 117.21b ft 1 Distance between shear wall: LI := 34.ft Shear wall panels: Ldd := (22)ft Ldd = 22 ft Percent full height sheathing: % —10-ft % 9 9� /o := /o 100 = 100 10.ft Wind Force: vdd (W3 + W3E) L1 2 2 Ldd Co Max Opening Height = Oft-Oin, Therefore C0:= 1.00 per IBC Table 2305.3.8.2 vdd = 87.781b ft 1 vdd = 87.78 lb ft Step 2. Seismic analysis on wall Wind Toads per foot Seismic Weight per level: V2E = 4527.89 lb Assumed p := 1.0 Bldg Width in direction of Load: Lt := 34.ft V2E L1 0.7p.— — Seismic Force: Edd := Ldd Lt 2 Edd = 72.03 Ib ft -1 Edd = 72.03 lb ft 1 — Co Step 3. Checking Overturning Moment & Holdown on Wall Seismic loads per foot Overturning Moment on Wall: Plate Height: Pt := 8.0.ft Ldd := 22.11 OTM := vdd•Ldd•Pt OTM = 15449.91 lb ft Dead Load Resisting Overturning: WR := 0.6(15•psf)•5•ft•Ldd + 0.6•(10•psf)•Pt•Ldd DLRM := WR Ldd DLRM = 225061bft Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir As := 830-lb CD := 1.6 ZB := As•CD ZB = 13281b As := ZB C0 As = 15.13 ft Per Bolt vdd Base Plate Nail Spacing (2003 NDS Tabie11N) 16d Common Nails & 1 -1/2" Plate Hem -Fir ZN := 122•1b CD := 1.33 Z'N := ZN•CD Z'N Bp := — Bp = 1.85 ft vdd Z'N = 162.261b Per Nail Holdown Force & Net Uplift: HDFdd := OTM - DLRM HDFdd = - 320.73 lb Co' Ldd Step 4. Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing vdd = 87.781b ft Edd = 72.031bft 1 Bp = 1.85 ft Co Co 16d@16 "o.c. P1 -6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf A.B. Spacing As = 15.13 ft 5/8" A.B. @ 72" o.c. Holdown Force: HDFdd = - 320.73 lb Holdown Types: No Holdown *World of Designs & Engineers* 12- 52AE...mcd PATIO 4' BLAB 8050 XO, BG. 5068 81-G0 DNING RM, 14' X GREAT Rtl. 9'X16' IIIIIIIIIIIII� KITCWEN 14'X9' RANGE NT 0) - OFFICE 5'x70' 9'xn' MAIN FLOOR FLAN Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line A: Step 1. Wind analysis on wall Wind loads per foot: W2 = 102.351b ft -1 W2E = 128.76 lb ft-1 Distance between shear wall: L1 := 21•ft Shear wall panels: La := (3 + 5 + 3.5)ft La = 11.5 ft Percent full height sheathing: vaa•Laa + /o o (1l o :— = 0•ft l J 100 /o = 100 10-ft Max Opening Height = Oft-Oin, Therefore C0:= 1.00 per IBC Table 2305.3.8.2 (W2 + W2E) L1 Wind Force: va := 2 2 va = 293.21b ft 1 va = 293.21b 1 ft Wind loads per foot La Co Step 2. Seismic analysis on wall Seismic Weight per level: VIE = 4649.47 Ib Assumed p := 1.0 Bldg Width in direction of Load: Lt := 42.ft Eaa•Laa + 0.7p VIE L1 Seismic Force: E Lt 2 _1 Ea -1 a La Ea = 205.02 lb ft = 205.02 lb ft Co Step 3. Checking Overturning Moment & Holdown on Wall Seismic Toads per foot Overturning Moment on Wall: Plate Height: Pt:= 9.•ft La := 3 • ft OTM := va• La-Pt OTM = 7916.31b ft Dead Load Resisting Overturning: WR := 0.6(15•psf)•16•ft•La+ 0.6•(10•psf)•Pt•2•La+ 0.6(12•psf)•8•ft•La La DLRM := WR• 2 DLRM = 1393.2 lb ft Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir As := 830-lb CD := 1.6 ZB := As-CD ZB = 13281b As := Zg •C0 As = 4.53 ft Per Bolt Base Plate Nail Spacing (2003 NDS Tablel l N) 16d Common Nails & 1 -1/2" Plate Hem -Fir ZN := 122-lb CD := 1.33 Z'N := ZN•CD Z'N Bp va Bp = 0.55 ft Z'N = 162.261b Per Nail Holdown Force & Net Uplift: HDFa OTM — DLRM Co. La Step 4. Shear Wall Summary: HDFa = 2174.371b va Wind Force: Seismic Force: va = 293.2Ibft -1 Ea = 205.021bft 1 Co Co B.P. Nailing Spacing A.B. Spacing Holdown Force: Bp = 0.55 ft As = 4.53 ft HDFa = 2174.37 lb 16d @ 6" o.c. 5/8" A.B. @ 54" o.c. P1 -4: 7/16" Sheathing w/ 8d nails @ 4" O.C. Wind Capacity = 468 plf Seismic Capacity = 353 plf Holdown Types: LSTHD 10 RJ *World of Designs & Engineers* 12-52AE...mcd Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line B: Step 1. Wind analysis on wall Wind loads per foot: W2 = 102.35 lb ft -I W2E = 128.76 lb ft 1 Distance between shear wall: L1 := 21.ft Shear wall panels: Lb :_ (2 + 2 + 3.5)ft Lb = 7.5 ft Percent full height sheathing: Wind Force: vb 10•ft % := 100 % = 100 10•ft Max Opening Height = Oft-Oin, Therefore Co:= 1.00 per IBC Table 2305.3.8.2 vbb•Lbb + (W2 + W2E) L1 2 2 vb = 449.57Ib1 vb = 449.57Ibft1 ft Wind Toads per foot Lb Co Step 2. Seismic analysis on wall Seismic Weight per level: VIE = 4649.471b Ebb•Lbb + 0.7p Lt 1 - Seismic Force: Eb:- Lb Assumed p := 1.0 Eb = 314.371bft1 Step 3. Checking Overturning Moment & Holdown on Wall Bldg Width in direction of Load: Lt := 42-ft Eb 1 = 314.371b ft Co Seismic Toads per foot Overturning Moment on Wall: Plate Height: Pt := 9.0•ft Lb := 3.5•ft OTM := vb.Lb.Pt OTM = 14161.38Ibft Dead Load Resisting Overturning: WR := 0.6(15- psf)•5•ft•Lb + 0.6- (10•psf)•Pt -2•Lb + 0.6(12•psf)•5•ft•Lb Lb DLRM := WR.- DLRM = 1157.63 lb ft Anchor Bolt Spacinq (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir As := 830.1b CD := 1.6 ZB := As•CD ZB = 13281b As := ZB Co As = 2.95 ft Per Bolt vb Base Plate Nail Spacing (2003 NDS Tablel l N) 16d Common Nails & 1 -1/2" Plate Hem -Fir ZN := 122 -lb CD := 1.6 Z'N := ZN -CD Z'N B := B =0.43ft BP vb p Z'N = 195.21 b Per Nail Holdown Force & Net Uplift: OTM - DLRM HDFb Co•Lb Step 4. Shear Wall Summary: HDFb = 3715.361b Wind Force: Seismic Force: vb = 449.571bft l Eb = 314.371bf -1 Co Co B.P. Nailing Spacing A.B. Spacing Holdown Force: Bp = 0.43 ft As = 2.95 ft HDFb = 3715.36 lb 16d @ 9" o.c. 5/8" A.B. @ 60" o.c. P1-4: 7/16" Sheathing w/ 8d nails @ 4" O.C. Wind Capacity = 468 plf Seismic Capacity = 353 plf Holdown Types: STHD 14RJ *World of Designs & Engineers* 12- 52AE...mcd Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line C: Step 1. Wind analysis on wall Wind loads per foot: w2 = 102.35 lb ft-1 W2E = 128.76 lb ft 1 Distance between shear wall: L1 := 34-ft Shear wall panels: Lc := (6 + 6 + 20)ft Lc = 32 ft Percent full height sheathing: Wind Force: vc 10•ft %:= 100 % = 100 10-ft vcc•Lcc + (W2 + W2E) L1 Lc Step 2. Seismic analysis on wall Max Opening Height = Oft-Oin, Therefore C0:= 1.00 per IBC Table 2305.3.8.2 2 2 vc= 121.741bft1 c = 121.74Ibft1 Co Wind loads per foot Seismic Weight per level: VIE = 4649.471b Assumed p := 1.0 Bldg Width in direction of Load: Lt := 34-ft Ecc•Lcc + 0.7p• VIE L1 Seismic Force: E Lt 2 -1 Ec c := Lc Ec = 100.381bft — = 100.381bft Co Step 3. Checking Overturning Moment & Holdown on Wall Seismic loads per foot Overturning Moment on Wall: Plate Height: Pt:= 9.4ft Lc := 6-ft OTM := vc-Lc-Pt OTM = 6573.91 lb ft Dead Load Resisting Overturning: WR := 0.6(15•psf)•5•ft•Lc + 0.6•(10•psf)•Pt•2•Lc + 0.6(12•psf)•1•ft•Lc Base Plate Nail Spacing (2003 NDS Table/ l N) 16d Common Nails & 1 -1/2" Plate Hem -Fir ZN := 122•lb CD := 1.33 Z'N := ZN•CD Z'N = 162.26 lb B := Z'N = 1.33 ft Per Nail P vc p Lc DLRM := WR• 2 DLRM = 2883.61b ft Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir As := 830-lb CD := 1.6 ZB := As-CD ZB = 1328 lb As :- ZB Co As = 10.91 ft Per Bolt vc Holdown Force & Net Uplift: HDFc := OTM - DLRM Co' Lc Step 4. Shear Wall Summary: HDFc = 615.051b Wind Force: Seismic Force: vc = 121.74 Ib ft 1 Ec = 100.38 lb ft 1 Co Co B.P. Nailing Spacing Bp = 1.33 ft A.B. Spacing As = 10.91 ft 16d @ 16" o.c. 5/8" A.B. @ 72" o.c. P1 -6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf Holdown Force: HDFc = 615.05 lb Holdown Types: No Holdown *World of Designs & Engineers* 12-52AE...mcd • Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line D: Step 1. Wind analysis on wall Wind loads per foot: W2 = 102.351bft 1 W2E = 128.761bft 1 Distance between shear wall: L1 := 34-ft Shear wall panels: Ld := (3 + 5 + 24)ft Percent full height sheathing: Wind Force: vd % := (10.11 --)-100 10.11 vdd.Ldd + (w2 + W2E) LI Ld Step 2. Seismic analysis on wall • Ld = 32 ft % = 100 Max Opening Height = Oft-Oin, Therefore Co:= 1.00 per IBC Table 2305.3.8.2 2 2 vd = 121.741bft1 vd = 121.74 Ibft -1 Co Wind loads per foot Seismic Weight per level: VIE = 4649.47 lb Assumed p := 1.0 Seismic Force: Ed :_ VIE LI Edd.Ldd + 0.7p•- - Lt 2 Ld Ed = 100.381bft1 Step 3. Checking Overturning Moment & Holdown on Wall Bldg Width in direction of Load: Lt := 34•ft Ed = 100.381bft 1 - Co Seismic loads per foot Overturning Moment on Wall: Plate Height: Pt:= 9.411 Ld := 3•ft OTM := vd•Ld•Pt OTM = 3286.96Ibft Dead Load Resisting Overturning: WR := 0.6(15•psf)•5•ft•Ld + 0.6•(10•psf)•Pt•2•Ld + 0.6(12•psf)•1•ft•Ld Ld DLRM := WR• 2 DLRM = 720.9lbft Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir As := 830•Ib CD := 1.6 ZB := As.CD ZB = 13281b As := ZB Co As = 10.91 ft Per Bolt vd Base Plate Nail Spacing (2003 NDS Tabie11N) 16d Common Nails & 1 -1/2" Plate Hem -Fir ZN := 122.1b CD := 1.33 Z'N := Z■•CD Z'N Bp := Bp =1.33ft vd Z'N = 162.261b Per Nail Holdown Force & Net Uplift: HDFd := OTM - DLRM Co' Ld Step 4. Shear Wall Summary: HDFd = 855.35 lb Wind Force: Seismic Force: B.P. Nailing Spacing vd -1 lb ft Ed = = 100.381b ft 1 Bp = 1.33 ft Co Co A.B. Spacing As = 10.91 ft 16d @ 16" o.c. 5/8" A.B. @ 72" o.c. P1 -6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 pif Holdown Force: HDFd = 855.35 lb Holdown Types: No Holdown *World of Designs & Engineers* 12- 52AE... mcd Design by : B.T. 6/27/2012 3:11 PM PROJECT : 12 -52AE Achor, Inc. *World of Designs & Engineers* 35109 Pacific Highway S Federal Way, WA 98003 Shear wall line E: Step 1. Wind analysis on wall Wind loads per foot: W2 = 102.35 lb ft l W2E = 128.761b ft 1 Distance between shear wall: L1 := 21.ft L2 := 21•ft Shear wall panels: Ld := (11.5 + 6)ft Ld = 17.5 ft ( 1ftl Max Opening Height = Oft -Oin, Therefore C0:= 1.00 Percent full height sheathin / g: := 100 / = 100 10 ft per IBC Table 2305.3.8.2 (W2 + W2E) L1 + L2 Wind Force: 2 2 vd 1 vd := vd = 138.661b1 = 138.661bft ft Wind loads per foot Ld Co Step 2. Seismic analysis on wall Seismic Weight per level: VIE = 4649.471b Assumed p :- 1.0 Bldg Width in direction of Load: Lt := 42-ft VIE L1 + L2 0.7p- Seismic Force: Ed Lt 2 -1 Ed d := Ld Ed = 92.991b ft - = 92.991b f1-1 Seismic loads per foot Co Step 3. Checking Overturning Moment & Holdown on Wall Overturning Moment on Wall: Plate Height: Pt:= 9.0.ft Base Plate Nail Spacing (2003 NDS Tabie11N) Ld := 6.ft OTM := vd•Ld•Pt OTM = 7487.88Ibft 16d Common Nails & 1-1 /2" Plate Hem -Fir Dead Load Resisting Overturning: ZN := 122.Ib CD := 1.33 Z'N := ZN-CD Z'N = 162.261b Z'N Per Nail WR := 0.6•(10•psf)•Pt•2•Ld + 0.6(12•psf)•9.ft•Ld B := Bp = 1.17 ft vd Ld DLRM := WR•- DLRM = 3110.41bft Anchor Bolt Spacing (2003 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir Holdown Force & Net Uplift: As := 830.1b CD := 1.6 Zg := As•CD ZB = 13281b OTM - DLRM HDFd := HDFd = 729.58 Ib ZB•Co Co• Ld As :- As = 9.58 ft Per Bolt vd Step 4. Shear Wall Summary: Wind Force: Seismic Force: B.P. Nailing Spacing A.B. Spacing Holdown Force: Holdown Types: -1 d 1 B = 1.17 ft As = 9.58 ft HDFd = 729.581b No Holdown vd = 138.661bft = 92.991bft P co Co 16d @ 16" o.c. 5/8" A.B. @ 72" o.c. P1 -6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 pif *World of Designs & Engineers* 12- 52AE...mcd • City of f Tukwila • Jim Haggerton, Mayor Department of Community Development Jack Pace, Director August 28, 2012 Ben Tran 35109 Pacific Hy S Federal Way, WA 98003 RE: Correction Letter #1 Development Permit Application Number D12 -275 TL Investments, Lot 2 — 4054 S 146 St Dear Mr. Tran, 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, Planning, and Public Works Departments. At this time the Fire Department has no comments. Please contact the following individuals if you have questions regarding the attached comments. Building Department: Planning Department: Public Works Department: Allen Johannessen at 206 -433 -7163 Brandon Miles at 206 431 -3684 Joanna Spencer at 206 431 -2440 Please address the attached comments in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that four (4) sets of revised plans, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, I can be reached at (206) 431 -3670. Sincerely, encl File No. D12 -275 Amcjpab2 W:\Pennit Center \Correction Letters\2012\D12 -275 Correction Letter #1.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Tukwila Building Division Allen Joharinessen, Plan Examiner Building Division Review Memo Date: August 23, 2012 Project Name: TL Investments Lot 2 Permit #: D12 -275 Plan Review: Allen Johannessen, Plans Examiner The Building Division conducted a plan review on the subject permit application. Please address the following comments in an itemized format with revised plans, specifications and/or other applicable documentation. (GENERAL NOTE) PLAN SUBMITTALS: (Min. size 11x17 to maximum size of 24x36; all sheets shall be the same size). (If applicable) Structural Drawings and structural calculations sheets shall be original signed wet stamped, not copied.) 1. Provide a site plan with elevation bench marks at the street, and specify finish floor elevation of the new house to show finish grade has sufficient sloping away from the house and provides sufficient sloping for the footing drain discharge system. 2. On the site plan provide additional plan details to identify a footing drain or a crawl space water - discharge system. Show footing drain details on elevation details. The discharge system will generally be separate from the roof drain system. Coordinate any combined discharge systems with the Tukwila Public Works Department. The detail shall show size of discharge pit with pit specifications or where the discharge pipe shall terminate to an approved culvert with screening. The intent is that groundwater will not accumulate in the crawl space. 3. Plan general notes specify CO detectors. Specifically show on the floor plan the location of the CO detectors. 4. Provide a door and window schedule. Schedules shall provide the specifics for the doors and windows and specify those with safety glazing. In addition show on the plan a key to each door and window keyed to the schedules. Safety glazing shall be specified at the stair landing and at the end of the tub shown on the plan. 5. Specify or label the elevation views as North East South and West. 6. A furnace could not be located on the plans. Show where the furnace is located. Show on the floor plan an 18 inch high appliance platform in the garage for the gas appliances. 7. Specify the house as sprinkled. Coordinate with the fire department for specific requirements. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. o • PLANNING DIVISION COMMENTS DATE: August 24, 2012 CONTACT: Ben Tran RE: D12 -275 (Correction Letter #1) ADDRESS: 4056 S. 146 St. ZONING: LDR Planning has reviewed the above building permit and corrections are required prior to issuance: 1. There is too much impervious surface in the front yard. TMC 8.25.020 (E) states, "No more than 50% of the front yard or 800 square feet, whichever is smaller, may be approved durable uniform surface." Reduce the amount of impervious surface in the front yard. Consider redesigned the house to have the garage relocated in the rear. Note that if you choose this option the front door must still face the street. • 0 PUBLIC WORKS DEPARTMENT COMMENTS DATE: August 24, 2012 PROJECT: TL Investments Short Plat ( Lot 2) 4054 S 146th St PERMIT NO: D12 -275 PLAN REVIEWER: Contact Joanna Spencer at (206) 431 -2440 if you have any questions regarding the following comments. 1) Submit an erosion/sediment control plan for lot 2. 2) Submit Water Availability letter from WD #125 or a copy of WD #125 Water Meter permit. See attached form. Please note that the new home shall have a fire sprinkler system installed. 3) Submit Certificate of Sewer Availability from Valley View Sewer District @ (206)242 -3236; (form is attached) or copy of sanitary sewer service permit. 4) PW strongly recommends that proposed driveway to be constructed outside of the 10 -ft public easement. Show driveway spot elevations. Show existing and proposed elevation contours. 5) Submit a site plan prepared by a WA State licensed professional engineer. Plan shall show all proposed utility lines and site work. Show required storm drainage level trench for proposed residence 6) Please submit a construction cost estimate for utilities site work. See attached Public Works Bulletin Al, A2. Please fill out item 2 on page 1 of Bulletin A2. W:Other /Joanna /D12- 275.doc CO ; ; D COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -275 DATE: 10 -26 -12 ',?.+, PRO`'JECT NAME: TL INVESTMENTS - LOT 2 SITE ADDRESS: 4054 S 146 ST Original Plan Submittal Response to Incomplete Letter # ;!:/ Response to Correction Letter # Revision # 1 After Permit Issued DEPARTMENTS: Bui ing' div�on P 1‘.1 K W, • •►ti Public Work Awl Preve tion Structural h�•30 12 Planning (vision ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 10 -30-12 Complete tXr Incomplete Not Applicable ❑ Comments: Permit Center Use Only . INCOMPLETE LETTER MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: LETTER OF COMPLETENESS MAILED: TUES/THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required r4 REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 11 -27 -12 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 2 -28 -02 •PERMIT COORD COP. PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -275 PROJECT NAME: TL INVESTMENTS, LOT 2 SITE ADDRESS: 4504 S 146 ST Original Plan Submittal X Response to Correction Letter # 1 DATE: 09/17/12 Response to Incomplete Letter Revision # after Permit Issued DEPART ENTS: • ding !vision Public Works Fire Prevention Structural NA ASP a .�• z Planning Division Permit Coordinator ❑ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete tlj Incomplete I f�1 I DUE DATE: 09/20/12 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 ROUTING: Please Route Structural Review Required [-I No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 10/18/12 Approved I I Approved with Conditions N/ Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PE T CO COPY • PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -275 DATE: 08-17-12 NAME: TL INVESTMENTS - LOT 2 SITE ADDRESS: 4054 S 146 ST X Original Plan Submittal Response to Correction Letter # Revision # After Permit Issued Response to Incomplete Letter # DEPAR MENTS: B I • in ' S Mon -S • . Public Works 4( Attic 9i1-16)- bAA otttA,,e4 Fire Prevention Planning Division Structural Permit Coordinator IN DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 08-21 -12 Complete Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only . • ' ' ' ' ' • INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES/THURS ROUTING: Please Route g Structural Review Required n No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09-18 -12 Approved ❑ Approved with Conditions Not Approved (attach comments) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg O, Fire ❑ PingV PWg Staff Initials: Documents/routing slip.doc 2 -28-02 PROJECT NAME: AL 1-0+ z- PERMIT NO: 1)0.- 2:75 SITE ADDRESS: L\ oS S 4b 64- ORIGINAL ISSUE DATE: `(� - i } REVISION LOG REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS 1 10- Z6---1z. wre- 4112_ Summary of Revision: c re -N Oa, - •4..a st a io Q,n d`A Received by: /L/ (4:/1%42,4- REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) REVISION NO. DATE RECEIVED STAFF INITIALS ISSUED DATE STAFF INITIALS Summary of Revision: Received by: (please print) Cityef Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Web site: http: / /www.TukwilaWA.gov REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: t �U 1 ?/ Plan ChecWPermit Number: 212 Z ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # ❑ Revision # 1 after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: 1.- 1 N VC CjJ j -- L tZ Project Address: LtO c q S 1 Lt b3 Contact Person: VZ)- 7112 -/1- Y1 Phone Number: 7- 53 — jS -IS/ / 6 Summary of Revision: 'Fo v nt 7Ai[ o n 111 ;LI'dE:I3 CITY OF TUKWILA. OCT 2 6 Z01Z1 PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision includin ate of revision Received at the City of Tukwila Permit Center by: Entered in Permits Plus on 1 ()—)-(o �1 H:Wpplications\porms- Applications On Line\2010 Applications \7 -2010 - Revision Submittal.doc Revised: May 2011 s. City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: http: / /www.ci.tukwila.wa.us Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D 12 -275 ❑ Response to Incomplete Letter # • Response to Correction Letter # 1 ❑ Revision # after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: Project Address: Contact Person: aiNtiaLa SEP 171012 h,ktl�. Im ec7,6 VMk27 ►'ERMITCENTER ay : , - � �� 6, NU Phone Number: (253) g 35 r(5(6j Summary of Revision: Pei (1_00 1 ryi tiir=i0T To R- j_ `COL 1,n) k)-c7 *- 1 - •q- ?D'e Lt wn 1G- H 6 ti Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: fly' -' Entered in Permits Plus on \applications \forms- applications on Iine\revision submittal Created: 8 -13 -2004 Revised: Ref GIONAILTAtlirlr,FAIIROMENr 14816 Military Road South P.O. Box 0 Tukwila, 98168 Phone: (206) 242 -3236 Fax: (206) 242 -1527 CERTIFICATE OF SEWER AVAILABILITY /NON- AVAILABILITY Residential: $50 / Commercial: $100 ,I Certificate of Sewer Availability OR ❑ Certificate of Sewer Non - Availability Part A: (To Be Completed by Applicant) ❑ Other Purpose of Certificate: a- Building Permit ❑ Preliminary Plat or PUD ❑ Short Subdivision ❑ Rezone Proposed Use: ba Residential Single Family ❑ Residential Multi - Family ❑ Commercial ❑ Other '7 Applicants Name: �,, ( [4. Z Phone: 2o6.- 2 Z q L 6 L{ 2 Property Address or Approximate Location: , Lot Number: if-1).5- (4 1' 'i o°co° 0- 0,1,,` Legal Description(Attach Map and Legal Description if necessary): 4DaiwAs Q Li- (12 ,(-i) Part B: (To Be Completed by Sewer Agency) ,l 1. a. Sewer Service will be provided by side sewer connection 0-v1 feet from the site and the sewer system 69D - k.,,,t(a pL at L 0, 0 C �f only to an existing size sewer has the capacity to serve the proposed use. system of: to reach the site; and /or site; and /or OR ❑ b. Sewer service will require an improvement to the sewer ❑ (1) feet of sewer trunk or lateral ❑ (2) the construction of a collection system on the ❑ (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. El/a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR ❑ b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ a. District Connection Charges due prior to connection: GFC: $ SFC: $ UNIT: $ TOTAL: $ (Subject to Change on January 1st) Either a King County /Metro Capacity Charge, a SWSSD, or Midway Sewer District Connection Charge may be due upon connection to sewers. b. Easements: ❑Required ❑May be Required CIT'Y� c. Other: 514/ G�va./06,%i i am /yy C i, -cct) Is r cAewfte S ,S P ^ ak%eA,�i»�d ar Am. o,1 Gar/ c, 67 1oh 1 % 2012 PERNT CUR I hereby certify that the above sewer agency information is true. lr Vi t"I C V 1 be valid for one year from the date of signature. V t`i t� v i'�tl�'>r� LTR# SS /r7srccto y 9// 7/, z_ . Title Date ER or ATTACHMENT TO VAL VUE SEWER DISTRICT CERTIFICATE OF SEWER AVAILABILITY/NON - AVAILABILITY The following terms and conditions apply to the attached Val Vue Sewer District ( "District ") Certificate of Sewer Availability/Non - Availability ( "Certificate "). 1. This Certificate is valid only for the real property referenced herein ( "Property "), which is in the District's service area, for the sole purpose of submission to the King County Department of Development and Environmental Services, King County Department of Public Health, City of Seattle, City of Tukwila, City of Burien and/or City of SeaTac. This Certificate is between the District and the applicant only, and no third person or party shall have any rights hereunder whether by agency, third -party beneficiary principles or otherwise. 2. This Certificate creates no contractual relationship between the District and the applicant and its successors and assigns, and does not constitute and may not be relied upon as the District's guarantee that sewer service will be available at the time the applicant may apply to the District for such service. 3. As of the date of the District's signature on this Certificate, the District represents that sewer service is available to the Property through sewer systems that exist or that may be extended by the applicant. The District makes no other representations, express or implied, including without limitation that the applicant will be able to obtain the necessary permits, approvals and authorizations from King County, City of Seattle, City of Tukwila, City of Burien, City of SeaTac or any other governmental agency-before the applicant can utilize the sewer service which is the subject of this Certificate. 4. If the District or the applicant must extend the District's sewer system to provide sewer service to the Property, the District or applicant may be required to obtain from the appropriate governmental agency the necessary permits, approvals and authorizations. In addition, the governmental agency may establish requirements that must be satisfied as a condition of granting any such permits, approvals or authorizations, which may make impractical or impossible the provision of sewer services to the Property. 5. Application for and possible provision of sewer service to the Property shall be subject to and conditioned upon availability of sewer service to the Property at the time-of such application, and compliance with federal, state, local and District laws, ordinances, policies, and/or regulations in effect at the time of such application. I acknowledge that I have received the Certificate of Sewer Availability/Non- Availability and this Attachment, and fully understand the terms and conditions herein. Applicant's Signature Date + • • • Attachment to Certificate of Water Availability King County : ;,',: ter Distract No. 125 The following terms and conditions apply to the attached Certificate of Availability ( "Certificate ") 1. This Certificate of Water Availability is valid only for the real property referenced herein for the sole purpose of submission to the City of Tukwila ( "City "). This Certificate is issued at the request of the City and is not assignable or transferable to any other party. Further, no third person or party shall have any rights hereunder whether by agency or as a third party beneficiary or otherwise. 2. The District makes no representations, expressed or implied, the applicant will be able to obtain the necessary permits, approvals and authorization from the City or any other applicable land use jurisdiction or governmental agency necessary before applicant can utilize the utility service which is the subject of this Certificate. 3. As of the date of the issuance of this Certificate, the District has water available to provide utility service to the real property which is the subject of this Certificate, and the utility systems exist or may be extended by the applicant to provide service to such property. However, the issuance of this Certificate creates no contractual relationship between the District and the applicant or the City, and the issuance of this Certificate may not be relied upon and does not constitute the District's guarantee that water utility service will be available to the real property at the time the applicant may apply to the District for such service. 4. Application for and the possible provision of District utility service to the real property which is the subject of this Certificate shall be subject to and conditioned upon the availability of water service to the real property at the time of such application, as well as all application for utility service, including conservation, water restrictions, and other policies and regulation then in effect. Applicant's Signature c , �1r✓t -e District Representative fL(, Date Date • CERTIFICATE OF WATER City of Tukwila AVAILABILITY Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -431 -3670 Web site: http: / /www.TukwilaWA.gov PERMIT NO.: Part A: To be completed by applicant Site address (attach map and legal description showing hydrant location and size of main): 4fO 5u • 4 14(,.4'1` 54 1ce/r Owner Information Agent/Contact Person Name: K r- „A-ti ,Name: M p L r I Address:a 4 I S c4 f d 1+06 cc; A Q (mss icLed Address: 5,i5 b s 1(.0.1^ �-Cvtti 2 S.Q e to q'Z{I �l Phone: �®6 " ?q ci ,1 t7 WA Ssoc c Phone: `� 6 i 2 7 ci , 6 t`1 7 -z This certificate is for the purposes of: LResidential Building Permit Commercial/Industrial Building Permit ❑ Preliminary Plat ❑ Rezone Estimated number of service connections and water meter size(s): Vehicular distance from nearest hydrant to the closest point of structure is Area is served by (Water Utility District): 4 12 $ i ❑ Short Subdivision ❑ Other • /veto 2rrw kr Owner /Ag t Signature q- 14-20(z Date Part B: To be completed by water utility district 1. The proposed project is within 2. o improvements required. Trc6 <��Li4 I-C ;.von (City/County) 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: (Use separate sheet if more room is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of ZS/5C) gpm at 20 psi residual for a duration of 2 hours at a velocity of / 5 fps as documented by the attached calculations. 5. Water availability: ©Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in Item B -2 are met. ❑ System is not capable of providing service to this project. I hereby certify that the above information is true and correct. CITY OF VED LA SEP 1 1 2012 PERMIT CEN1R 1‘), Cnititir p Lt1e4TLCR .125 ►til �Qc a q—/7-12 Agency hone 2- C, _ Z qZ - y 5 4 % BY Date (?-17 -/3) This certificate is not valid without Water District 125's attachment entitled "Attachment to Certificate of Water Availability" H: Applications\porms- Applications On Line \2011 -05 Water Availability.doc Revised: May 2011 CORREC'14N TQ/f TQ# Contractors or Tradespeople Prr Friendly Page 0 General /Specialty Contractor A business registered as a construction contractor with L &I to perform construction work within the scope of its specialty. A General or Specialty construction Contractor must maintain a surety bond or assignment of account and carry general liability insurance. Business and Licensing Information Name Phone Address Suite /Apt. City State Zip County Business Type Parent Company GREENBUILD CORPORATION 2066952347 5041 Renton Ave S Seattle WA 98118 King Corporation UBI No. Status License No. License Type Effective Date Expiration Date Suspend Date Specialty 1 Specialty 2 603061584 Active GREENC'909QQ Construction Contractor 11/18/2010 11/18/2012 General Unused Business Owner Information Name Role Effective Date Expiration Date HUYNH, CAO VAN President 11/18/2010 Amount HUYNH, HUONG THI Vice President 11/18/2010 PC83189 Bond Information Page 1 of 1 Bond Bond Company Name Bond Account Number Effective Date Expiration Date Cancel Date Impaired Date Bond Amount Received Date 1 CBIC SI7923 11/12/2010 Until Cancelled $12,000.00 11/18/2010 Assignment of Savings Information No records found for the previous 6 year period Insurance Information Insurance Company Name Policy Number Effective Date Expiration Date Cancel Date Impaired Date Amount Received Date 3 Preferred Contractors Ins Co R PC83189 05/01/2012 05/01/2013 $1,000,000.00 05/02/2012 2 United Specialty Insurance Com SIG0001318 11/15/2011 11/15/2012 05/02/2012 $1,000,000.00 11/16/2011 1 Preferred Contractors Ins Co PC77251 11/15/2010 11/15/2011 $1,000,000.00 11/18/2010 Summons /Complaint Information No unsatisfied complaints on file within prior 6 year period Warrant Information No unsatisfied warrants on file within prior 6 year period Infractions /Citations Information No records found for the previous 6 year period https: // fortress .wa.gov /lni/bbip/Print.aspx 10/12/2012 Gutty w>1L1 , 71a1)-\7[I- 13rtne: Slab -on- grade insulation shall he placed on the outside of the foundation or on the inside of the foundation wall. The insulation shall extend downward from the top of the slab for a minimum distance of 24 inches or downward to at least the bottom of the slab and then horizontally to the interior or exterior for the total distance of 24 inches. Above grade insulation shall be protected. A two -inch by 2- inch (maximum) nailer may be placed at the finished floor elevation for attachment of interior finish materials. Provide p tection for exterior laced insulation. PLANNING APPROVED No changes can be made to these plans without approval from the Planning Division of DCD Approved By: & i t Date: OREM. 1. %" DIA. ANCHOR BOLT tP 72" O.C. U.N.O. IN SHEAR WALL SCHEDULE W/ 7" MIN. EMBEDMENT 2. 2X PRESSURE TREATED SILL PLATE U.N.O. IN SHEAR WALL SCHEDULE 3. SHEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE 4. 4" CONCRETE SLAB OVER 4" COMPACT FILL 5. FINISH GRADE OR SLAB AS OCCURS 6. (2) #4 REBAR CONTINUOUS BOTTOM OF FOOTING W/ #4 BARS 0 UPPER 12" OF WALL 7. #4 BARS VERTICAL WITH STANDARD HOOK 0 48" O.C. MONOLITHIC SLAB & FOOTING SCALE: N.T.S. cA 102 1. 2x STUD WALL PER PLAN 2. 2x PRESSURE TREATED SILL PLATE W/ PDPW -300 INTERIOR ANCHOR 12" O.C. 3. CONCRETE SLAB PER PLAN 4. (2) #4 REBAR CONTINUOUS IN FOOTING INTERIOR CONT. THICKENED FOOTING SCALE: N.T.S. PER PLAN 1. WOOD COLUMN PER PLAN 2. SIMPSON PB POST BASE AS OCCURS (U.N.O ON THE PLAN) 3. #3 TIES AT 10" O.C. AT PEDESTAL 4. (4) #4 DOWELS W/ ALTERNATE BEND FOR PEDESTAL 5. FINISH GRADE OR CONCRETE SLAB WHERE OCCURS 6. 12" SQUARE CONCRETE PEDESTAL (OPTIONAL) 7. CONCRETE FOOTING 8. 2 — #4 BARS EACH WAY (U.N.O. ON THE PLAN) 9. ARCHITECTURAL COVER, SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION WOOD COLUMN AT FOOTING SCALE: N.T.S. REVISIONS No changes shall be made to the scope of work without prior approval of Tukwila Building Division. t T' R9VICICrls will roquire a new plan submittal may is as ::!ode additional plan review j 34' -0' 36' MIN. CONC. LANDING 2411 SL4E3 ON GRADE 4' CONC. SLAB ON 4' COMP. FILL TYP. SL4S ON GRADE 4' CONC. SLAB ON 4' COMP. FILL TYP. 24 3' -5i' 14' -10' qtr •.A,▪ „), „A wf pC�� e�r� �� • „kb -TA • lvN� e rJf Q -J� • 4R� L:)0H/8/itp.,, 0�R4/' ?S �y •sC % Cf r� ;..`•� ` CAL TQ STI-1D 14 6' -4' 24 : 51_48 ON GR4DE SLOPE 3/I6' / 4' CONC. SLAB ON 4' COMP. FILL TYP. FT TOWARD DOORS CONT. FTG. 16' -3' 36 34' -0' CU .-1 L1) (U REVIEWED FOR CODE COMPLIANC APPROVED OCT 3 0 2012 /'" City of u ila BUILDING ISION • P EXPIRES 12/28/ ?� PREPARED BY: %NJ 121:14 own 1� L.. a) a) w c V . a) 0 H-- O 0 L O PHONE: 253 - 835 -1516 M 0 0 CO o) Q Q 3 J W 0 W 253 - 441 -4207 F COPY Permit coo. .i rviaw approval is subject to errors and om nions. -37 (l of construction documents does rot auth..,_3 .)ration of any adopted code or ord nanc:.. R% :pt t 4. proved Field Copy and conditions is aunowledgv ;: FOUNDATION FR4MING PLAN — ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED SOFFIT, VENT, AND INSULATE ALL CANTILEVERED AREAS PROVIDE SOLID BLOCKING OVER SUPPORTS ALL FOOTINGS TO REST ON UNDISTURBED SOIL — PROVIDE SUPPLEMENTAL JOISTS /BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN El PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) — PROVIDE COPY OF CONCRETE "BATCH TICKET" ON SITE FOR REVIEW BY BUILDING OFFICIAL SEPARATE PERMIT REQUiREU FOR: ❑ Meinicai 16 Electrical ❑ Plumbing ❑ Gas Piping City of Tukwila BU!I_WWING DIVISION CONSTRUCTION NOTE: * REFER TO "S" SHEETS FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. SCALE: 1/4" = 1' -0" By Date:. // / REVISION N City Of Tukwila BUi..a+i I A• DIVISION RECEIVED CITY OF TUKWILA OCT 2 6 2012 PERMIT CENTER FOUNDATION NOTE: USE FOOTING SCWEULE MIN. 6" WIDE POST BELOW BEAM SPLICES P.T. 4 X 4 POSTS BELOW 4 X BEAMS U.N.O. P.T. 6 X 6 POST BELOW 6 X BEAMS U.N.O. USE USE O24 P.T. POST ON 24" DIA. X 10" THICK CONC. FOOTING ■ 24 P.T. POST ON 24" DIA. X 10" THICK CONC. FOOTING W/ (3) #4 BARS EACH. WAY 30 P.T. POST ON 30" X 30" X 12" THICK CONC. FOOTING W/ (3) # 5 BARS EACH WAY • 36 P.T. POST ON 36" X 36" X 12" THICK CONC. FOOTING W/ (4) # 5 BARS EACH WAY ■ 42 P.T. POST ON 42" X 42" X 12" THICK CONC. FOOTING W/ (4) # 5 BARS EACH WAY ■ FOOTING SIZES BASED ON 1500 psf SOIL BEARING CAPACITY c cn cn WF-1 .4'4 > CN1 W o. a. /BY: B.T. DATE: 5/1/08 CHECKED: J.K. SHEET NO. 52 JOB NO. 2-56AEi 0 a Layout Name: L: \Working \R09401 — GemTurley Short Plat \CADD \Drawings \Building Permits \Lot 2 —SITE PLAN.dwg D. $ • DRIIEW,4Y D•,D' A e.D DRIVEWAY; A . D 61.31' N87 °44'411'W BSBL - -J CO CO DOWNSPOUT (TYP) 10.1' i \\ LOT 2 (7,663 SQ. FT.) PROPOSED SINGLE FAMILY RESIDENCE FFE= 260.00 ', � 1 oC C_� IOU 19.4' D- 0 O ss — r- 6 "DI N87 °44'41 "W DATE BY 6.._PVT: -SEWER -_ EASEMENT G ss —• SD G PLAN ss HORIZONTAL GRAPHIC SCALE 10 5 0 5 10 1 inch = 10 ft. REVISION DESCRIPTION ASPHALT R O AD WA Y f' S. 146TH STREET JOB NO. R09401 ISSUE DATE 9 -12 -2012 DESIGNED BY: H. H. PHAN DRAWN BY: H. H. PHAN CHECKED BY: PROJ. MNGR: LEGEND Ei A D •D. D b. PROPERTY LINE BSBL RIGHT OF WAY LINE RIGHT OF WAY CENTERLINE ADJACENT PROPERTY LINE CORNER SET CEMENT CONCRETE PAVEMENT ASPHALT PAVEMENT PROPOSED RESIDENCE PROPOSED INFILTRATION TRENCH REVISIONS Pqn changes shall hr merl e to the enor,n of work without prior a provol of Tukwllo Building Division r. E: 73vizkns will require a new F' ^n subm ttel and may include additional plan reVit7e1 €ecs, FOUNDATION " PVC DOWNSPOUT DRAIN UNE FINISH GRADE BACKFILL PROVIDE12" MIN COVERAGE tDF .DRAIN. WITH CLEAN 1 1 /2" - 3/4" ,.WASHED r ROCK FILTER FABRIC (MIRAFI 100X OR EQUIVALENT) NOTES: 4" PERFORATED PVC FOOTING DRAIN LINE DRAIN LINES TO BE SEPERATE AND TIGHT. PROVIDE CLEAN OUTS, ELBOWS AND OTHER FITTINGS AS NEEDED. DRAINAGE DETAIL SECTION A -A SCALE: NONE PLANK! !G APPROVED No changes can be made to these plans without approval from the Planning Division of DCD Approved By: Date: REVIEWED FOR COMPLIANCE APPROVED SEP 2 4 2012 City of Tukwila LOWING DIVISION co DRIVEWAY FINISH GRADE WASHED ROCK 3/4" - 1 1/2" DISPERSION TRENCH SECTION SCALE: NONE WRAP WASHED ROCK ENTIRELY WITH FILTER FABRIC EXISTING GROUND 4" RIGID PERFORATED PVC PIPE LAID LEVEL (TYP) WASHED ROCK 3/4" - 1 1/2' INFILTRATION TRENCH SECTION SCALE: NONE CONSTRUCTION NOTES: 0 CONSTRUCT CONCRETE DRIVEWAY. 0 INSTALL 1" WATER SERVICE LINE• 1 ",t.I'W ILO I MsP cflo t ® INSTALL 1" WATER METERS (BY WATER DISTRICT #125). ® UTLITIES TRENCH (POWER, GAS, CABLE & TV). ® INSTALL 4" SIDE SEWER LINE ® 2.0% SLOPE MINIMUM. ® INSTALL 17 LF OF 4" PVC AT 0.50% SLOPE MINIMUM. CONNECT ® CONSTRUCT 2' X 10' LEVEL TRENCH WITH PERFORATED PIPE PER ® INSTALL CATCH BASIN OR AREA DRAIN WITH SOLID LID. 10 INSTALL 20 LF OF 4" PVC FOOTING DRAIN AT 0.50% MINIMUM. 11 INSTALL 20 LF OF 4" PVC ROOF DRAIN AT 0.50% MINIMUM. 112 INSTALL 4" PVC FOR ROOF DRAIN AND 4" PERFORATED PVC FOR IeEQw t iLeD TO EXISTING DRAIN DETAIL 1. STUB. SEPARATE PEE REQUIRED FOR: ❑ Piwnbing G Gas Piping City of Tukwila BUILDING DIVISION FOOTING DRAIN. SLOPE TO DRAIN. Lot lines shall be established on site and made visible to verify distance of building set backs the from lot lines, at time of footing /foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines These plans have been reviewed by the Public Forks 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 I. for the adequac: - 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. CONSULTANTS CIVIL: PBG, LLC 5130 - S. 166TH LANE SEATAC, WA 98188 (206) 229 -6422 CONTACT: HAN PHAN, P.E. OWNER INFORMATION TL INVESTMENT GROUP, LLC 2415 -- 62ND AVE SE MERCER ISLAND, WA 98040 (206) 399 -5973 CONTACT: KHAN HUYNH TAX PARCEL NUMBER 0040000236 Permit No. nview approval is subject to errors and omissions. of construction documents does not auE oFi e 'ion of any adopted code or ordinance. Receipt roved Feld Copy and conditions is acknowisdgivd: t/L City Of Tukwila BUILDING DIVISION Final acceptance is subject to field inspection the Public Works utilities inspector. Date: By Date: -2Lij, LL c;;. Land Planning • Civil Engineering 5130 South 166th Lane SeaTac, WA 98188 T (206) 229 -6422 MAXIMUM BUILDING COVERAGE HOUSE AND COVERED PORCH (INCLUDING OVERHANG) 1,392 SQ. FT. TOTAL 1,392 SQ. FT. 1,392 / 7,663= 0.182 X 100% = 18.2% MAXIMUM BUILDING COVERAGE 640 SQ. FT. MAXIMUM IMPERVIOUS SURFACES HOUSE AND COVERED PORCH (INCLUDING OVERHANG) 1,392 SQ, FT. PATIO & WALKWAY 49 SO. FT. DRIVEWAY 640 SQ. FT. TOTAL 2,081 SQ. FT. 2,081 / 7,663 =0.272 X 100% = 27.2% MAXIMUM IMPERVIOUS SURFACE NOTES: girria ci4ltA SEP 17 2012 PERMIT CENTER 12-215 1. KEEP INFILTRATION TRENCH 5' MIN. FROM PROPERTY AND 15' MIN. FROM HOUSE FOUNDATION. 2. BUILDING LOCATION ESTIMATED FROM SITE PLAN PROVIDED BY CLIENT. 3. SEE SHEET EC1 FOR TEMPORARY EROSION SEDIMENT CONTROL PLAN AND DETAILS. TL INVESTMENT GROUP - LOT 2 RESIDENCE 4054 S. 146TH STREET TUKWILA, WA 98168 REFERENCE SHEET NO. SP1 SITE PLAN CORRECT94N SHEET 1 OF 1 SHEETS T -J E 0 4, T 0 J C: \Han Phan \R0940 O 0 0 1 0 CONCRETE WALK - -� A 50 140 f NE1/4 OF NW1 /4, SEC. 22 ) " DECIDUOUS DECIO(M) 12" DECIO ,,_/ ryM• 6` Oi;CfDUGUS /� 13" ,i76CfDU0 5 l ".l 61.30'/ /O ;�i .pv 10" HEMLOCK �JECiDiIfJUS -\9" DEC:Duous g" OECtDLOI US r,, 1 7 ". DECIDUOUS (0 PA59 cV MAPLE • 30_ MAPLE . r I l 24" DECIDUOUS 8 "DECIDUOUS " DECIDUOUS DECIDUOUS / 9" Hr 4V ski �43 Z �r N87 °39'57 "W 1 A228.73' if IZO.O' �PWBLIC STO 4 DRAIN EASEMENT 3 10" PINE 1 1 1 1 1 1 67.44' -a1 T23N-R4E, W.M. 91�E0 EX. 12" STORM\ DRA N TO BE TVed AN REPLACE 1 IF IT IS DEFICIENT. 1,1 1 i 6" DE1.IPiioU 1 r DECIDUOU 8" DECIDUOI DEC!DUO /6" DECIDUOU f l" DECIDUOU S ,:'..4 9" DECO! 6" DECDU ;S Ai'01100 F TREE TO BE SAVED (TYP) RTt,ALNT 24" DECIDUOUS 1 A1PROXIMME S ORM DRAINAGE UNE PER OWNER -J 15.0 PUBLIC STORM DRAIN EASEMENT LINE AND CURVE TABLE NO BEARING RADIUS LENGTH DELTA C1 15.00' 23.86' 91 °07'44" C2 15.00' 23.27' 88 °52'18" Li N01 °07'35 "E 85.29' L2 N32 °23'00 "E 28.90' L3 N29 °32'10 "W 29.40' L4 N01 °07'35 "E 84.70' SITE BENCHMARK, SET REBAR & CAP BY DUNCANSON CO. INC. ELEV= 277.66, PRESERVE DURING CONSTRUCTION 13 U 6" DEC I LOT3 (12,597 80. FT.) REMOVE EX. PIPE AFTER NEW PIPE IS FUNCTIONING CLEARING LIMITS (TYP) 0 +-1 U ■ IDuIST FENCE (TYP) 0 20.b.: ACCESS & UTILITIE EASEMENT EX. DIRT STOCKPILE TO USED FOR ON SITE GRADIN THE REMAINING TO HAULED OFF SI i1 )t) DECI UOI .v C6f - TRUCTION ENTRANG (0 PLUG / /EX. PIPE AT rOPERTY LINE 13 MAIL BOXES _, ON CONCRETE PAD 7 U DECIDUOU 1 • CATCH 13AS1N • 18" PVC I 274,52 ( 1F. PVC IE.27r5T-10 CO EC2� ,i 0 I,NLET PROTECTION (TYP) / DOUGLAS FIR DOUGLAS FT CATCH BASIN )11M=2.76.60' 8" PVC IE =272.10' (W) 8" DI IE =272.10' (E) OUND BAR & CAP L. #19635 CATCH BA'SN 12TH =27412' oe. 16" 01 1E- 271.63' (W) 18" DI IE- 271.63' SE) FOUND BAR & CAP L.S. #19635 CATCH BASIN -TYPE 2 RIM .'274.72' (SCUD uD) ` 18" DI tE =277.56' (NW) 18" IRON IE= 271.56' (S) 65.32' 87'44 1 W 67.43' SD .6.0'- PVT. SE R SS Poo L ACCESS • R. ST + `' °' _ .. "-^ o T r __ T.F 4' ? t ST..: STA L7 +88.65.. s I EAEMEN .. - . 1 ss .. . ..G NO. DATE BY REVISION DESCRIPTION JOB NO. R09401 ISSUE DATE 4 -17 -2011 DESIGNED BY: H. H. PHAN DRAWN BY: CHECKED BY: H. H. PHAN PROJ. MNGR: .146TH STREET --99 =0o ss 143.91' P O SANITARY MANHOLE RIM =2 75.16' tE =266.71' (E) IE= 266.66' (N) IE .266.56' (W) IE¢266,51' (S) FOUND 2" BRASS DISK SEQUENCE OF CONSTRUCTION: 1. FLAG AND STAKE CLEARING LIMITS. 2. INSTALL EROSION CONTROL MEASURES (SILT FENCE, ETC.) 3. FIELD LOCATE ALL UTILITIES. 4. INSTALL CONSTRUCTION ENTRANCE. 5. CLEAR AND GRUB SITE 6. GRADE THE SITE 7. INSTALL INFILTRATION TRENCHES, SANITARY SEWERS, STORM, WATER, AND OTHER SITE UTILITIES; PROVIDE CATCH BASIN INLET PROTECTION AT THE NEW INLET LOCATIONS. 8. CONSTRUCT BUILDING STRUCTURES. 9. REMOVE TEMPORARY EROSION CONTROL FACILITY UPON STABILIZATION OF ENTIRE PROJECT SITE, AS APPROVED BY THE CITY OF TUKWILA. NOTES: 1. SEE SHEET CV FOR LEGEND. 2. CONTRACTOR SHALL FIELD VERIFY ALL GRADES PRIOR TO CONSTRUCTION. 3. SEE SHEET SN1 FOR STANDARD CITY OF TUKWILA CONSTRUCTION NOTES. 4. SEE SHEET DR1 AND UT1 FOR DRAINAGE AND UTILITY PLAN. HORIZONTAL GRAPHIC SCALE 20 10 0 10 20 No is Bilmoneo 11110111=11110010 MI MN 11111 MMEMMENNM 1 inch = 20 ft. CALL 48 HOURS BEFORE YOU DIG 1- 800 -424 -5555 APPROVED MAY 112011 City of PUBLIC Works EARTHWORK VOLUME ESTIMATES: LOCATION CUT'`(CY) SITE GRADING 0 FILL (CY) 210 , LILO Land Planning • Civil Engineering 5130 South 166th Lane SeaTac, WA 98188 T (206) 229 -6422 GEM/TURLEY SHORT PLAT 4056 - S. 146TH STREET TUKWILA, WA 98168 REFERENCE SHEET NO. EC1 TESC AND TREE RETENTION PLAN SHEET 2 OF 7 SHEETS D 2.47 ��o�"E 0 E 0 z 0 J — PS —EC2 dwg 0 INSTALL DRIVEWAY CULVERT IF THERE IS A ROADSIDE DITCH AS PER KING COUNTY ROAD STANDARDS i 0 0 0 JOINTS IN FILTER FABRIC S-IALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. Aon • 1j 11 II 11 u .04440 L u 6 MAX. POST SPACING MAY BE INCREASED TO 8' IF WIRE BACKING IS USED NOTES: FILTER FABRIC FENCES SHALL BE INSTALLED ALONG CONTOUR WHENEVER POSSIBLE. 2" X 2" X 14 GA. WIRE OR EQUIVALENT, IF STANDARD STRENGTH FABRIC USED. CNI 2" X 4" WOOD POSTS. STEEL FENCE POSTS, REBAR, OR EQUIVALENT FILTER FABRIC 4" MIN BACKFILL TRENCH WITH NATIVE SOIL OR 3/4" 1.5" WASHED GRAVEL SILT FENCE DETAIL PER KING COUNTY SWDM FIGURE D.3.3.A SCALE: NONE UNDISTURBED GROUND \ / /\ \ \ \ \i \ \ \j DESIGN AND INSTALLATION SPECIFICATIONS: 1. THE GEOTEXTILE USED MUST MEET THE STANDARDS LISTED BELOW. A COPY OF THE MANUFACTURER'S FABRIC SPECIFICATIONS MUST BE AVAILABLE ON SITE ADS (ASTM D-4751) 30 -100 SIEVE SIZE (0.60- 0.15mm) FOR SLIT FILM 50 -100 SIEVE SIZE (0:30- 0.15mm) FOR OTHER FABRICS WATER PERMITTIVITY (ASTM D -4491) = 0.02 SEC -1 MIN. GRAB TENSILE STRENGTH (ASTM D -4632) 180 LBS MIN. FOR EXTRA STRENGTH FABRIC 100 LBS MIN. FOR STANDARD STRENGTH FABRIC GRAB TENSILE ELONGATION (ASTM D- 4632) 30% MAX. ULTRAVIOLENT RESISTANCE (ASTM D- 4355) = 70% MIN. STANDARD STRENGTH FABRIC REQUIRES WIRE BACKING TO INCREASE THE STRENGTH OF THE FENCE. WIRE BACKING OR CLOSER POST SPACING MAY BE REQUIRED FOR EXTRA STRENGTH FABRIC IF FIELD PERFORMANCE WARRANT A STRONGER FENCE. WHERE THE FENCE IS INSTALLED, THE SLOPE SHALL BE NO STEEPER THAN 2H:1V. MAINTENANCE STANDARDS 1. ANY DAMAGE SHALL BE REPAIRED IMMEDIATELY. 2. IF CONCENTRATED FLOWS ARE EVIDENT UPHILL OF THE FENCE, THEY MUST BE INTERCEPTED AND CONVEYED TO A SEDIMENT TRAP OR POND. IT IS IMPORTANT TO CHECK THE UPHILL SIDE OF THE FENCE FOR SIGNS OF THE FENCING CLOGGING AND ACTING AS A BARRIER TO FLOW AND THEN CAUSING CHANNELIZATION OF FLOWS PARALLEL TO THE FENCE. IF THIS OCCURS, REPLACE THE FENCE AND OR REMOVE THE TRAPPED SEDIMENT. SEDIMENT MUST BE REMOVED WHEN IT IS 6' HIGH. IF THE FILTER FABRIC HAS DETERIORATED DUE TO THE ULTRAVIOLET BREAKDOWN, IT SHALL BE REPLACED. CONTRACTOR TO PROTECT MUD FROM BEING TRACKED ONTO THE PUBLIC ROAD EDGE OF EXISTING PAVEMENT NEW ASPHALT PAVEMENT 100' MIN. 0 GemTurley Sho 0 0 s 0 NO. 0 NOTES: AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED TO THE EDGE OF RIGHT -OF -WAY PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGING OF THE ROADWAY. IT IS RECOMMENDED THAT THE ENTRANCE BE CROWNED SO THAT RUNOFF DRAINS OFF THE ROAD. R =25' MIN. 4" TO 8" QUARRY SPALLS GEOTEXTILE UNDERLINE 15' MIN. PROVIDE FULL WIDE OF INGRESS /EGRESS AREA CONSTRUCTION ENTRANCE DETAIL PER KING COUNTY SWDM FIGURE D.3.4.A SCALE: NONE MAINTENANCE STANDARDS 1. QUARRY SPALLS SHALL BE ADDED IF THE PAD IS NO LONGER IN ACCORDANCE WITH THE SPECIFICATIONS. IF THE ENTRACE IS NOT PREVENTING SEDIMENT FROM BEGIN TRACTED ONTO PAVEMENT, THEN ALTERNATIVE MEASURES TO KEEP THE STREETS FREE OF SEDIMENT SHALL BE USED. THIS MAY INCLUDE STREET SWEEPING, AN INCREASE IN THE DIMENSIONS OF THE ENTRANCE, OR THE INSTALLATION OF A WHEEL WASH. IF WASHING IS USED, IT SHALL BE DONE ON THE AREA COVERED WITH CRUSHED ROCK, AND WASH WATER SHALL DRAIN TO A SEDIMENT TRAP OR POND. ANY SEDIMENT THAT IS TRACKED ONTO PAVEMENT SHALL BE REMOVED IMMEDIATELY BY SWEEPING. THE SEDIMENT COLLECTED BY SWEEPING SHALL BE REMOVED OR STABILIZED ON- SITE. THE PAVEMENT SHALL NOT BE CLEANED BY WASHING DOWN THE STREET, EXCEPT WHEN SWEEPING IS INEFFECTIVE AND THERE IS A THREAT TO PUBLIC SAFETY. IF IT IS NECESSARY TO WASH THE STREETS, THE CONSTRUCTION OF A SMALL SUMP SHALL BE CONSIDERED. THE SEDIMENT WOULD THEN BE WASHED INTO THE SUMP. ANY ROCK SPALLS THAT ARE LOOSENED FROM THE PAD AND END UP ON THE ROADWAY SHALL BE REMOVED IMMEDIATELY. IF VEHICLES ARE ENTERING OR EXISTING THE SITE AT POINTS OTHER THAT THE CONSTRUCTION ENTRANCE(S), FENCING (SECTION 5.4.1) SHALL BE INSTALLED ON CONTROL TRAFFIC: CALL 48 HOURS BEFORE YOU DIG 1 -800- 424 -5555 MAINTENANCE STANDARDS: ANY ACCUMULATED SEDIMENT ON OR AROUND INLET PROTECTION SHALL BE REMOVED IMMEDIATELY. SEDIMENT SHALL NOT BE REMOVED WITH WATER, AND ALL SEDIMENT MUST BE " DISPOSED OF AS FILL ON SITE OR HAULED OFF SITE. ANY SEDIMENT IN THE CATCH BASIN INSERT SHALL BE REMOVED WHEN THE SEDIMENT HAS FILLED ONE THIRD OF THE AVAILABLE STORAGE. THE FILTER MEDIA FOR THE INSERT SHALL BE CLEANED OR REPLACED AT LEAST MONTHLY. REGULAR MAINTENANCE IS CRITICAL FOR CATCH BASIN PROTECTION. UNLIKE MANY FORMS OF PROTECTION THAT FAIL GRADUALLY, CATCH BASIN PROTECTION WILL FAIL SUDDENLY AND COMPLETELY IF NOT MAINTAINED PROPERLY. CATCH BASIN GRATE OVERFLOW FILTER MEDIA FOR DEWATERING- POROUS BOTTOM NOTES: ti SOLID WALLS CATCH BASIN INSERT CATCH BASIN SEDIMENT CONTROL ApPRn‘in) MAY 112011 City of Tukwila PUBLIC Works THIS DETAIL IS ONLY SCHEMATIC. ANY INSERT IS ALLOWED THAT HAS A MIN. 0.5 CUBIC FEET OF STORAGE WITH THE MEANS TO DEWATER THE STORED SEDIMENT, PROVIDE AN OVERFLOW, AND CAN BE EASILY MAINTAINED. INLET PROTECTION DETAIL PER KING COUNTY SWDM FIGURE D.3.5.F SCALE: NONE N DATE BY REVISION DESCRIPTION JOB NO. R09401 DESIGNED BY: DRAWN BY: CHECKED BY: ISSUE DATE 4 -17 -2011 H. H. PHAN H. H. PHAN H. H. PHAN PROJ. MNGR: PSG& .....l Land Planning • Civil Engineering 5130 South 166th Lane SeaTac, WA 98188 T (206) 229 -6422 GEM/TURLEY SHORT PLAT 4056 - S. 146TH STREET TUKWILA, WA 98168 REFERENCE SHEET NO. EC2 TESC DETAILS SHEET 3 OF 7 ,SHEETS D12.2�5 � ���, �i2t�s�oN civl DXix- GENERAL NOTES: CODES: DESIGN 15 IN ACCORDANCE WITH THE 2009 INTERNATIONAL RESIDENTIAL CODE (IRC) AS AMENDED BY THE LOCAL BUILDING DEPARTMENT. LIVE LOADS: ROOF...__..__ __.._....._...._..._........_25 PSF (PG) FLOOR ._..._.._ 40 PSF DECKS 60 PSF LATERAL WIND .EXPOSURE B 85 MPH SEISMIC PER ZONE D SITE WORK: UNLESS A SOILS INVESTIGATION REPORT BY A LICENSED SOILS ENGINEER IS PROVIDED THE FOUNDATION DESIGN IS BASED UPON AN ASSUMED AVERAGE SOIL BEARING CAPACITY OF 1500 PSF. EXTERIOR FOOTING SHALL BEAR 18' MINIMUM BELOW FINISHED GRADE UNLESS NOTED OTHERWISE. ALL FOOTINGS TO BEAR ON FIRM, UNDISTURBED EARTH BELOW ORGANIC SURFACE SOIL. ALL BACK FILL MATERIAL SHALLBE THOROUGHLY COMPACTED. FOUNDATION VENTS SHALL NOT INTERFERE WITH DIRECT LOAD PATH OF COLOMNS. CONCRETE: REFER TO STRUCTURAL NOTES. CARPENTRY: FOR LUMBER STRENGTH (REFER TO STRUCTURAL NOTES WOOD vEARING ON OR INSTALLED WITHIN I -INCH OF MASONRY OR CONCRETE TO BE TREATED WITH AN APPROVED PRESERVATIVE. SOLID BLOCKING OF NOT LESS THAN 2X THICKNESS SHALL BE PROVIDED AT ENDS AND A7 ALL SUPPORTING OF JOIST AND RAFTERS. ALL NON BEARING WALLS OR PARTITIONS SHALL BE HELD AWAY FROM 71-1E TRUSS BOTTOM CHORD OR RAFTER WIN AN APPROVED FASTENER TO ENSURE THAT THE T4RUSS BOTTOM CHORD OR RAFTER WILL NOT BEAR ON THE WALL OR PARTITION. APPROVED HANGERS SHALL BE USED AT ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSSES. ALL ROOF TRUSSES SHALL BE FRAMED AND TIED INTO THE FRAME WORK AND SUPPORTING WALLS 50 AS TO FORM INTEGRAL PART OF THE WHOLE STRUCTURE. ROOF TRUSSES SHALL HAVE JOINTS WELL FITTED AND SHALL HAVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD 15 PLACED UPON THE TRUSS. DIAGONAL AND SWAY BRACING SHALL BE USED TO BRACE ALL TRUSSES. FIREPLACES: ALL MASONRY FIREPLACES AND CHIMNEYS SHALL BE CONSTRUCTED TO CONFORM TO ALL APPLICABLE PORTIONS OF BUILDING, MECHANICALL AND ENERGY CODES. FLUE LINER MINIMUM, 5/8 -INCH FIRE CLAY (OR EQUIVALENT) PER IRC. FLUE AREA SPECIFICALLY DESIGNED TO SUPPORT ADDITIONAL LOADS. ALL FIREPLACES SHALL BE PROVIDED WITH TIGHTLY FITTING FLUE DAMPERS, OPERATED WITH A READILY SOURCE OF COMBUSTION AIR. MINIMUM DUCT SIZE OF 6 SQUARE INCHES IN AREA PROVIDED WITH READILY ACCESSIBLE DAMPER LOCATED IN FRONT PART OF FIREBOX. PREFABRICATED FIREPLACES, CHIMNEYS, AND RELATED COMPONENTS TO BEAR U.F. OF IRC SEAL OF APPROVAL AND TO BE INSTALLED PER MANUFACTURERS SPECIFICATIONS. HEARTH SHALL EXTEND 20- INCHES (MIN) IN FRONT OF AND 12- INCHES (MIN) BEYOND EACH SIDE OF FIREPLACES OPENINGS. FIREPLACES SHALL BE PROVIDED WITH TIGHTLY FITTING GLASS OR METAL DOORS. INSULATION AND MOISTURE PROTECTION: UNLESS NOTED OTHERWISE, INSULATION SHALL CONFORM TO THE WASHINGTON STATE ENERGY CODES. INSULATION BAFFLES TO MAINTAIN I -Z INCH CLEAR SPACE ABOVE INSULATION. BAFFLES TO EXTEND 6- INCHES ABOVE BATT INSULATION. BAFFLES TO EXTEND 12- INCHES ABOVE LOOSE FILL INSULATION. INSULATE BEHIND BATHTUBS, SHOWERS, PARTITIONS AND CORNERS. FACE STAPLE BATT. FRICTION FIT FACED BATT. USE 4 MIL (0.004') POLYETHYLENE VAPOR BARRIER AT WALLS. USE PvA PAINT WITH A DRY CUP PERM RATING OF ON (MAX) R -10 INSULATION UNDER ELECTRIC WATER HEATERS. I. EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OPENINGS BETWEEN WALLS AND FOUNDATIONS, BETWEEN WALLS AND ROOF AND BETWEEN WALL PANELS, OPENINGS AT PENETRATION OF UTILITY SERVICE THROUGH WALLS, FLOORS, AND ROOF, AND ALL OTHER SUCH OPENINGS IN TI-IE BUILDING ENVELOPE, INCLUDING ACCESS PANELS INTO UNHEATED SPACES, SHALL BE SEALED, CALKED, GASKETED OR WEATHER- STRIPPED TO LIMIT AIR INFILTRATION. 2. ALL EXTERIOR DOORS, OTHER THAN FIRE -RATED DOORS, SHALL BE DESIGNED TO LIMIT AIR INFILTRATION AROUND THEIR PERIMETER WHEN IN A CLOSED POSITION. DOORS BETWEEN RESIDENCE AND GARAGE ARE NOT CONSIDERED 'FIRE - RATED' AND MUST MEET THE ABOVE REQUIREMENT. 3. ALL EXTERIOR WINDOWS SHALL BE DESIGNED TO ADMIT AIR INFILTRATION INTO OR FROM THE BUILDING ENVELOPE WHICH SHALL BE SUBSTANTIATED BY TESTING TO STANDARD ASTM E 283.13 SITE BUILT AND MILLWORK SHOP MADE WOODEN SA51-1 ARE EXEMPT FROM TESTING BUT SHALL BE WEATHER- STRIPPED, CAULKED AND MADE TIGHTLY FITTING. VAPOR BARRIERS / GROUND COVERS: AN APPROVED VAPOR BAARRIER SHALL BE PROPERLY INSTALLED IN FLOOR DECKS, IN ENCLOSED FRAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS, AND AT EXTERIOR WALLS INSETSTAPLED BATT WITH A PERM RATING LESS THAN ONE MAY BE INSTALLED IF THE VAPOR BARRIER IS TO THE WARM SIDE, STAPLES SHALL BE PLACED NOT MORE THAN 8- INCHES AND GAPS BETWEEN THE FACING AND THE FRAMING SHALL NOT EXCEED INCH. A GROUND COVER OF 6 MIL (0.006') BLACK POLYETHYLENE OF EQUIVALENT SHALL BE LAID OVER TI-IE GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED ONE FOOT AT EACH JOINT AND SHALL EXTEND TO TI-IE FOUNDATION WALL. TI-IE NET FREE VENTILATION AREA FOR ATTIC VENTILATION MAY BE 40 OF TI-IE AREA OF TI-IE VENTILATED SPACE PROvIDED THAT A VAPOR BARRIER HAVE A PERM RATING NOT EXCEEDING ONE IN INSTALLED ON TI-4E WARM SIDE OF TI-IE INSULATION. 'CLIMATE ZONE 1' TABLE 6 -1 PRESCRIPTIVE REQUIREMENTS FOR GROUP 'R' OCCUPANCY OPTION Glazing area's % of Floor Glazing U- Factor Door -U- VALUE 2 Ceiling Vaulted 3 Ceiling Wall n Above Grade Wall Int. Below 4 Grade 4111 Ext. Below 4 Grade 5 Floor Slabb On Grade Vertical 11 Overhead 1501 -3000 45 60 15 90 R -49 3001 -4500 60 15 90 105 120 I 13% 034 050 0.20 OR R -38 R -21 intl R -2I R -I0 R -30 R -10 >1500 105 120 135 150 R -38 TB 2' -0' ADV. R -49 25% 032 050 0.20 OR R -38 R -21 intl R -21 R -10 R -30 R -10 R -38 TB 2' -0' ADV. R -49 R -30/ R -10 UNLIMITED 030 0.50 0.20 OR R-38 R -21 intl R -21 R -l0 2' -0' R -38 TB U =0029 ADV. WHOLE HOUSE VENTILATION: EACH DWELLING UNIT SHALL BE EQUIPPED WITH A WHOLE HOUSE VENTILATION SYSTEM WHICH SHALL BE CAPABLE OF PROVIDING THE VOLUME OF OUTDOOR AIR SPECIFIED IN TABLE 3 -2 UNDER NORMAL OPERATION CONDITIONS. VIA MI508.2 TABLE MI508.2 MINIMUM VENTILATION RATES (CONTINUOUSLY OPERATING SYSTEMS) FLOOR AREA, FT2 BEDROOMS 1 OR LESS 2 -3 4 -5 6 -1 >1 <1500 30 45 60 15 90 1501 -3000 45 60 15 90 105 3001 -4500 60 15 90 105 120 4501 -6000 15 90 105 120 135 6001 -1500 90 105 120 135 150 >1500 105 120 135 150 165 FOOTNOTES FROM TABLE 6 -1 0. NOMINAL R- VALUES ARE FOR WOOD FRAME ASSEMBLIES ONLY OR ASSEMBLIES ONLY OR ASSEMBLIES BUILT IN ACCORDANCE WITH SECTION 601.1 1 MINIMUM REQUIREMENTS FOR EACH OPTION LISTED. FOR EXAMPLE, IF A PROPOSED DESIGN HAS A GLAZING RATIO TO THE CONDITIONED FLOOR AREA OF 15 %. IT SHALL COMPLY WITH ALL OF THE REQUIREMENTS OF THE 25 GLAZING OPTION (OR NIGHER). PROPOSED DESIGNS WHICH CANNOT MEET THE SPECIFIC REQUIREMENTS OF A LISTED OPTION ABOVE MAY CALCULATE COMPLIANCE BY CHAPTER 4 OR 5 OF THIS CODE. 2. REQUIREMENT APPLIES TO ALL CEILING EXCEPT SINGLE RAFTER OR JOIST VAULTED CEILINGS. 'ADv' DENOTES ADVANCED FRAMED CEILING, COMPLYING WITH NOTE *3. 3. REQUIREMENT APPLICABLE ONLY TO SINGLE RAFTER OR JOIST VAULTED CEILINGS. 4. BELOW GRADE WALLS SHALL BE INSULATED EITHER ON TI-IE EXTERIOR TO A MINIMUM LEVEL OF R -10, OR ON THE INTERIOR TO THE SAME LEVEL AS WALLS ABOVE GRADE. EXTERIOR INSULATION FOR ITS INTENDED USE, AND INSTALLED ACCORDING TO THE MANUFACTURERS SPECIFICATIONS. SEE SECTION 6022 5. FLOORS OVER CRAWL SPACES OR EXPOSED TO AMBIENT AIR CONDITIONS. 6. REQUIRED SLAB PERIMETER INSULATION SHALL BE A WATER RESISTANT MATERIAL, MANUFACTURED FOR ITS INTENDED USE, AND INSTALLED ACCORDING TO MANUFACTURERS SPECIFICATIONS. SEE SECTION 602.4. 1. INT. DENOTES STANDARD FRAMING 16- INCHES ON CENTER WITH HEADERS INSULATED WITH A MINIMUM OF R -5 INSULATION 8. RESERVED. 9. DOORS, INCLUDING ALL FIRE DOORS, SHALL BE ASSIGNED DEFAULT U- FACTORS FROM TABLE 10 -6C 10. WHERE A MAXIMUM GLAZING AREA 15 LISTED, THE TOTAL GLAZING AREA (COMBINED VERTICAL PLUS OVERHEAD) AS A PERCENT OF GROSS CONDITIONED FLOOR AREA SHALL BE LESS THAN OR EQUAL TO THAT VALUE. OVERHEAD GLAZING WITH U- FACTOR OF U =035 OR LESS IS NOT INCLUDED IN GLAZING AREA LIMITATIONS. II. OVERHEAD GLAZING SHALL HAVE U- FACTORS DETERMINED IN ACCORDANCE WITH NFRC 100 OR A5 SPECIFIED IN SECTION 502.1.5. 12. LOG AND SOLID TIMBER WALLS WITH A MIMIMUM AVERAGE THICKNESS OF 3.5- INCHES ARE EXEMPT FROM THIS INSULATION REQUIREMENT. VENT ING SOURCE SPECIFIC EXHAUST VENTILATION IS REQUIRED IN EACH KITCHEN, BATHROOM, WATER CLOSET, LAUNDRY ROOM. INDOOR SWIMMING POOL, SPA, AND OTER ROOMS WHERE EXCESS WATER VAPOR OR COOKING ODOR IS PRODUCED. SEE TABLE MI5013 TABLE M1501.3 MINIMUM REQUIRED EXHAUST RATES FOR ONE- AND TWO - FAMILY DWELLINGS AREA TO BE VENTILATED VENTILATION RATES KITCHEN 100 CFM INTERMITTENT OR 25 CFM CONTINUOUS BATHROOMS LAUNDRY MECHANICAL EXHAUST CAPACITY OF 50 CFM INTERMITTENT OR 20CFM CONTINUOUS TABLE MI502.4.4.1 DRYER EXHAUST DUCT FITTING EQUIVALENT LENTGH DRYER EXHAUST DUCT FITTING TYPE EQUIVALENT LENGTH 4 INCH RADIUS MITERED 45 DEGREE ELBOW 2 FEET 6 INCHES 4 INCH RADIUS MITERED 90 DEGREE ELBOW 5 FEET 6 INCH RADIUS MITERED 45 DEGREE ELBOW 1 FOOT 6 INCH RADIUS MITERED 90 DEGREE ELBOW 1 FOOR 9 INCHES 8 INCH RADIUS MITERED 45 DEGREE ELBOW 1 FOOT 8 INCH RADIUS MITERED 90 DEGREE ELBOW I FOOT 1 INCHES 10 INCH RADIUS MITERED 45 DEGREE ELBOW 9 INCHES 10 INCH RADIUS MITERED 90 DEGREE ELBOW 1 FOOT 6 INCHES TABLE MI601.1.1 (2) GAGES OF METAL DUCTS AND PLENUMS USED FOR HEATING OR COOLING DUCT SIZE MIN. THICKNESS (INCHES AND MM) EQUIVALENT GALVANIZED SHEET NO. MINIMUM THICKNESS ROUND DUCTS 4 ENCLOSED RECTANGULAR DUCTS 14 INCHES AND LESS 0.0151 (03950mm) 28 0.0115 16 AND 18 INCHES 0.0181 (0.4112mm) 26 0.018 20 INCHES AND OVER 0.0236 (0.6010mm) 24 0.023 EXPOSED RECTANGULAR DUCTS 14 INCHES OR 0.0151 (03950mm) 2S 0.0115 OVER 14 INCHES 0.0181 (0.4112mm) 26 0.018 SOURCE SPECIFIC VENTILATION DUCTS SHALL TERMINATE OUTSIDE THE BUILDING. EXHAUST DUCTS IN SYSTEMS WHICH ARE DESIGNED TO OPERATE INTERMITTENTLY SHALL BE EQUIPPED WITH vACK -DRAFT DAMPERS. ALL EXHAUST DUCTS IN UNCONDITIONED SPACES SHALL BE INSULATED TO A MINIMUM OF R -4. TERMINAL ELEMENTS SHALL HAVE AT LEAST THE EQUIVALENT NET FREE AREA OF TI-4E DUCT WORK TERMINAL ELEMENTS FOR EXHAUST FAN DUCT SYSTEMS SHALL BE SCREENED OR OTHERWISE PROTECTED FROM ENTRY BY LEAVES OR OTHER MATERIAL. VIA SECTION 302.23 SEE TABLE 3 -3 BELOW FOR PRESCRIPTIVE EXHAUST DUCT SIZING. HEATING AND COOLING APPLIANCES LOCATED IN A GARAGE AND WHICH GENERATE A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE BAPOR SHALL BE INSTALLED WITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 18- INCHES ABOVE TI-IE FLOOR SURFACE. FIRE DAMPERS NEED NOT BE INSTALLED IN AIR DUCTS PASSING THROUGH TI-IE WALL, FLOOR OR CEILING SEPARATING A RESIDENCE (GROUP R DIVISION 3 OCCUPANCY) FROM A GARAGE (GROUP M, DIVISION I OCCUPANCY). PROVIDED SUCH DUCTS WITHIN THE GARAGE ARE CONSTRUCTED OF STEEL HAVING A THICKNESS NOT LESS THAN 0.0I9- INCHES (NO. 26 GALVANIZED SHEET GAUGE) AND HAVE NO OPENINGS INTO TI-IE GARAGE PER TI-IE INTERNATIONAL MECHANICAL CODE OR INTERNATIONAL FUEL GAS CODE. WARM AIR FURNACE INSTALLATIONS IN ATTIC OR CRAWL SPACES SHALL COMPLY WITH THE INTERNATIONAL MECHANICAL CODE AND INTERNATIONAL FUEL GAS CODE. EVERY APPLIANCE DESIGNED TO E VENTED SHALL BE CONNECTED TO A VENTING SYSTEM COMPLYING WITH THE INTERNATIONAL MECHANICAL CODE AND INTERNATIONAL FUEL GAS CODE. EVERY FACTORY BUILT CHIMNEY, TYPE L BENT, TYPE B GAS BENT OR TYPE BUJ GAS BENT SHALL BE INSTALLED IN ACCORDANCE WITH TI-IE TERM OF ITS LISTING, MANUFACTURERS INSTALLATION INSTRUCTIONS AND TI-IE REQUIREMENTS OF THE INTERNATIONAL MECHANICAL CODE AND INTERNATIONAL FUEL GAS CODE. A TYPE B OR BW GAS BENT SHALL TERMINATE PER THE INTERNATIONAL MECHANICAL CODE. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2 -FEET ABOVE TI-IE HIGHEST POINT WHERE THE VENT PASSES THROUGH TI-IE ROOD OF TI-IE BUILDING AND AT LEAST 2 -FEET HIGHER THAN ANY PORTION OF THE BUILDING WITHIN 10 -FEET OF THE VENTS PER TI-IE INTERNATIONAL MECHANICAL CODE. STAIRS, LANDINGS, 4 HALLWAYS: CIRCULAR STAIRWAYS CONFORMING TO TI-IE REQUIREMENTS OF T141S SECTION MAY BE USED AS A MEANS OF EGRESS COMPONENT IN ANY OCCUPANCY. THE MINIMUM WIDTH OF RUN SHALL NOT BE LESS THAN I0- INCHES AND TI-4E SMALLER STAIRWAY RADIUS SHALL NOT BE LESS THAN TWICE THE WIDTH OF THE STAIRWAY. WINDING STAIRWAYS IN GROUP R, DIVISION 3, OCCUPANCIES AND IN PRIVATE STAIRWAYS IN GROUP R DIVISION 1 OCCUPANCIES. WINDING STAIRWAYS MAY BE USED IF THE REQUIRED WIDTHOF RUN 15 PROVIDED AT A POINT NOT MORE THAN 12- INCHES FROM THE SIDE OF THE STAIRWAY WHERE THE TREADS ARE NARROWER, BUT IN NO CADE SHALL THE WIDTH OF RUN BE LESS THAN 6- INCHES AT ANY POINT. SPIRAL STAIRWAYS IN GROUP R DIVISION 3 OCCUPANCIES AND IN PRIVATE STAIRWAYS WITHIN INDIVIDUAL UNITS OF GROUP R, DIVISION 1 OCCUPANCIES, SPIRAL STAIRWAYS MAY BE INSTALLED. SUCH STAIRWAYS MAY BE USED AS A REQUIRED MEANS OF EGRESS COMPONENT WHERE THE AREA SERVED IS LIMITED TO 400 SQUARE FEET. THE TREAD SHALL PRESENTA CLEAR WALKING AREA MEASURING AT LEAST 26- INCHES FROM TI-1 EOUTER EDGE OF THE SUPPORTING COLUMN TO THE INNER EDGE OF TI-IE HANDRAIL. A RUN OF AT LEAST 1 -I/2- INCHES SHALL BE PROVIDED AT A POINT 12 INCHES FROM WHERE THE TREAD 15 THE NARROWEST. THE RISE SHALL BE SUFFICIENT TO PROVIDE 6 FOOT 6 INCH HEADROOM. THE RISE SHALL NOT EXCEED 9 -1/2 INCHES. TI-IE WIDTH OF HALLWAYS SHALL BE DETERMINED AS SPECIFIED IN SECTION 100323, BUT SUCH WIDTH SHALL NOT BE LESS THAN 44 INCHES, EXCPT AS SPECIFIED HEREIN. HALLWAYS SERVING AN OCCUPANT LOAD OF LESS THAN 50 SHALL NOT BE LESS THAN 36 INCHES IN WIDTH. 00433.2. DOORS, WHN FULLY OPENED, AND HANDRAILS SHALL NOT REDUCE THE REQUIRED WIDTH BY MORE THAN 1 INCHES. DOORS IN ANY POSITION SHALL NOT REDUCE THE REQUIRED WIDTH BY MORE THAN NONE HALF. OTHER NONSTRUCTURAL PROJECTIONS SUCH AS TRIM AND SIMILAR DECORATIVE FEATURES MAY PROJECT INTO TI-IE REQUIRED WIDTH 1 1/2 INCHES FROM EACH SIDE. MECHANICAL: SOLID FUEL BURINING APPLIANCES INCLUDE AIRTIGHT STOVES, FIREPLACE STOVES, ROOM HEATERS, FACTORY BUILT FIREPLACES AND FIREPLACE INSERTS. ALL SOLID FUEL BURNING APPLIANCES SHALL COMPLY WITH THE PROVISIONS OF TI-IE INTERNATIONAL RESIDENTIAL CODE AND TI-IE MECHANICAL CODE. HEATING EACH DWELLING UNIT SHALL BE PROVIDED WITH HEATING FACILITIES CAPABLE OF MAINTAINING A TEMPERATURE OF 10 DEGREES FAHRENHEIT AT A HEIGHT OF 3 -FEET ABOVE THE FLOOR IN ALL HABITABLE ROOMS WHEN THE OUTSIDE TEMPERATURE IS 45 SET FORTH IN THE W.SE.C. 1. FUEL BURNING APPLIANDCES LOCATED WINING TI-IE BUILDING ENVELOPE SHALL OBTAIN AIR FROM OUTDOORS, MEETING THE PROVISIONS OF TI-IE INTERNATIONAL MECHANICAL CODE. 2. FUEL BURNING APPLIANCES LOCATED WITHIN TI-IE BUILDING ENVELOPE SHALL MEET THE PROVISIONS OF THE INTERNATIONAL MECHANICAL CODE AND INTERNATIONAL FUEL GAS CODE. 3. DUCTWORK LOCATION AND SCORSE OF COMBUSTION AIR SHALL MEET TI-IE PROVISIONS OF THE INTERNATIONAL MECHANICAL CODE. ALL WARM AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED PER THE INTERNATIONAL MECHANICAL CODE AND INTERNATIONAL FUEL GASS CODE. APPLIANCES INTENDED FOR INSTALLATION IN CLOSETS, ALCOVES OR CONFINED SPACES SHTALL BE 50 LISTED AND INSTALLED PER THE INTERNATIONAL MECHANICAL CODE AND INTERNATIONAL FUEL GAS CODE. NO WARM AIR FURNACE SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED A5 A BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOMS OR SPACES, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AND ELECTRIC HEATING FURNACES PER THE INTERNATIONAL MECHANICAL CODE OR INTERNATIONAL FUEL GAS CODE. LIQUEFIED PETROLEUM GAS BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT, BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GASES MIGHT COLLECT. APPLIANCES 50 FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OF BASEMENT UNLESS SUCH LOCATION 15 PROVIDE WITH AND APPROVED MEANS FOR EMOvAL OF UNBURNED GAS PER THE INTERNATIONAL MECHANICAL CODE AND INTERNATIONAL FUEL GAS CODE. DOORS, WINDOWS AND SKYLIGHTS: DOORS TO THE EXTERIOR SHALL HAVE A MAXIMUM 1 -I/2 -INCH STEP TO A MINIMUM 36 -INCH DEEP LANDING. ALL GLAZING SHALL MEET THE REQUIREMENTS OF THE W.SE.C. TABLE 6 -1 UNLESS NOTED OTHERWISE. ALL SKYLIGHTS AND SKYWALLS SHALL HAVE LAMINATED GLASS UNLESS NOTED OTHERWISE. ALL BEDROOM EMERGENCY EGRESS WINDOWS SHALL HAVE A MINMUM NET CLEAR OPENING OF 5.1 SQUARE FEET. MINIMUM NET CLEAR OPEN ABLE WIDTH OF 26- INCHES AND A MINIMUM NET CLEAR OPENING HEIGHT OF 24- INCHES, MAXIMUM FINISHED SILL HEIGHT OF 44- INCHES ABOVE FLOOR. ALL FACTORY BUILT WINDOWS TO BE CONSTRUCTED TO PERMIT MAXIMUM INFILTRATION OF 0.5 CFM PER LINEAL FOOT OF OPERABLE 54514 PERIMETER AS TESTED BY STANDARD ASTM E 283.13. SITE BUILT AND MILLWORK SHOP BUILT WOODEN 5451-1 ARE EXEMPT FROM INFILTRATION CRITERIA ABOVE, BUT SHALL PERMIT MAXIMUM INFILTRATION OF 0.5 CFM PER SQUARE FOOT OF DOOR AREA SET PLANS FOR: 1. MAXIMUM GLAZING AREA 2. GLAZING MANUFACTURER AND 3. WEIGHTED UA CALCULATION SAFETY GLAZING LOCATIONS P I. INGRESS AND EGRESS !r +6 2. SLIDING GLASS DOORS 1 3. SHOWER AND BATHTUB 4. GLAZING WITH THE EXP IN THE CLOSED POSITI 5. GLAZING GREATER THA 6. GLAZING IN ALL GUARD T.*OA( "fPNOOf)UCTION- ®e 1/41,5 � � 1 i,.. i f�l.r1N° f 'T��AIs 16DastT Ur 1= LLE At.�LPN. VI "` itONSP La N�? NCL < .� AND. it • QF eueusiAlNG • IT44$114111Acle/iNuNg 4T1 y ' CB SSLEfi RE BE*+' L43 '§^ ! R) I C OF EITHER VERTICAL EDGE OF A DOOR 60- INCHESABOVE THE WALKING SURFACE. INCHES ABOVE FINISHED FLOOR. SCREENS NEED NOT BE PROvIDED X4164 I-Ik Tp :�' TEMPERED GLASS 15 USED A5 SINGLE GLAZING OR IN ALL PANES INSULATING i` i; 4L Q FOLLOWING CONDITIONS ARE MET. I. THE GLAZING THAT DOES NOT EXCEED - 'St L1"AfzE FEET. 2. THE HIGHEST POINT OF GLASS IS NOT MORE THAN 12 -FEET ABOVE ANY WALKING SURFACE OR ACCESSIBLE AREA. 3. TI-IE NOMINAL THICKNESS OF EACH PANE DOWS NOT EXCEED 3/16 -INCH SAFETY GLAZING THE FOLLOWING SHALL BE CONSIDERED SPECIFIC HAZARDOUS LOCATIONS FOR TI-IE PURPOSES OF GLAZING AND SHALL BE PROVIDED WITH SAFETY GLAZING 1) GLAZING IN INGRESS AN EGRESS DOORS EXCEPT JALOUSIE. 2) GLAZING IN FIXED PANELS AND SLIDING OR SWINGING PANELS OF SLIDING OR SWINGING TYPE DOORS OTHER THAN WARDROBE DOORS. 3) GLAZING IN STORM DOORS. 4) GLAZING IN ALL UNFRAMED SWINGING DOORS. 5) GLAZING IN DOORS AND ENCLOSURES FOR HOT TUBS, WHIRLPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, AND SHOWERS. GLAZING IN ANY PORTION OF A BUILDING WALL ENCLOSING THES COMPARTMENTS WHERE THE BOTTOM REVIEWED FOR EXPOSED EDGE OF TI-IE GLAZING 15 LESS THAN 60 INCHES ABOVE A STANDING ,CODE COMPLIANCE SURGACE AND DRAIN INLET. APPROVED 6) GLAZING IN FIXED OR OPERABLE PANELS ADJACENT TO A DOOR WHERE THE t} NEAREST EXPOSED EDGE OF THE GLAZING IS WITHIN 24 INCH ARC OF EITHER SEP 2 4 2012 VERTICAL EDGE OF THE DOOR IN A CLOSED POSITION AND WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING IS LESS THAN 60 INCES ABOVE THE WALKING SURFACE. Cif Tukwila 1) GLAZING IN FIXED OR OPERABLE PLANELS OTHER THAN THOSE COVERED BY BUILDING DIVISION ITEM NUMBER 5 AND 6 WHICH HAVE A GLAZED AREA IN EXCESS OF 9 SQUARE FEET AND THE LOWEST EDGE 15 LESS THAN 18 INCHES ABOVE THE FINISHED FLOOR, OR TOP EDGE MORE THAN 36' ABOVE THE FLOOR LEVEL OR WALKING SURFACE WITHIN 36 INCHES OF SUCH GLAZING. IN LIEU OF SAGETY GLAZING, SUCH GLAZED PANELS MAY BE PROTECTED WITH A HORIZONTAL MEMBER NOT LESS THAN I -Z INCHES IN WIDTH WI-IN LOCATED BETWEEN 34 AND 36 INCHES ABOVE TI-IE WALKING SURFACE CAPABLE OF WITH STANDING 50" PER LIN. FT. WITHOUT CONTACTIONG THE GLASS. 8) GLAZING IN RAILINGS. REGARDLESS OF HEIGHT ABOVE THE WALKING SURFACE. INCLUDED ARE STRUCTURAL BALUSTER PANELS AND NON - STRUCTURAL IN -FILL PANELS. 9) GLAZING IN WALLS AND FENCES USED AS THE BARRIER FOR INOOR AND OUTDOOR SWIMMING POOLS AND SPAS WHEN ALL OF TI-IE FOLLOWING CONDITIONS ARE PRESENT: I)THE BOTTOM EDGE OF THE GLAZING IS LESS THAN 60 INCHES ABOVE THE POOL SIDE OF THE GLAZING. 2) TI-IE GLAZING 15 WITHIN 5 FEET OF A SWIMMING POOL OR SPA WATERS EDGE. 10) GLAZING IN WALLS AT STAIRWAYS LANDINGS WITHIN THE WIDTH OF TI-1E STAIR AND WITHIN 5 FEET OF TI-IE BOTTOM AND TOP OF STAIRWAYS WHERE THE BOTTOM EDGE OF THE GLASS 15 LESS THAN 60 INCHES ABOVE A WALKING SURGACE AUG 17 2012 R IT T F w J PAYMENT OF USES FEE IS DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM TI-IE RESIDENTIAL GROUP 15 STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO TI-IE PROPERTY OF THE RESIDENTIAL GROUP, LLC. PREPARED BY: irma. In lima w 1...a w c CD w iMO c'3 N c Nimia o) = •Vl VII Sala O Si 73 w 0 O co ao t to ii Lo M M o3 co to N N W zL 0 a N O M 0 Li 0 cn 3 w >= a� C Q W 0 01 4 W M M IBY: E-+ B.T. DATE: 6/23/12 CHECKED: B.T. SHEET NO. Al p I1_w z 12 -56AE COMPOSITION ROOFING 12 5 1X2 BATTENS C 12" O.C. ON R/S PLY SIDING \ TOP PL CONT. METAL GUTTER ON 5/4 X 8 FASCIA BD. TYP. 6" BEVEL SIDING SUB. FLR ""-TOP PL 6) FLR APRQX. GRADE = 216 PROX. GRADE = 216 APROX. GRADE = 216 LEVATION SCALE: 1/4" = 1' -0" - VERIFY • LL NAILING AND HOLDOWNS ARE PER PLAN AND SCHEDULE PRIOR TO INSTALLING SIDING - MAST ' AND W000 FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.R.C. " • DE GALVANIZED SHEET METAL FLASHING AND COUNTERFLASHING AT ALL ROOF / WALL INTERSECTIONS, CHIMNEYS, AND SKYLIGHTS - PROVIDE WEATHERSTRIPPING AND FLASHING AT ALL DOORS AND WINDOWS AS REQUIRED - CAULK ALL EXTERIOR JOINTS AND PENETRATIONS - POST ADDRESS ON BLDG. PRIOR TO FINAL INSPECTION - LOTS SHALL BE GRADED AS TO DRAIN SURFACE WATER AWAY FROM FOUNDATION WALL. SLOPE SHALL BE 6" IN FIRST 10 FT, OR DRAINS OR SWALES SHALL BE PROVIDED TO ENSURE DRAINAGE AWAY FROM STRUCTURE FASTENERS TO BE HOT- DIPPED GALV. STEEL, STAINLESS OR ALUM. (CORROSION RESISTANT) VENEER NOTE: PROVIDE CONTINUOS PRE - PAINTED G.I. "Z" FLASHING AT ALL EXT. DOOR & WINDOW HEADERS. T1 -11 SIDING TYP. 00 ME 'LSE TO EAST ELEVATION SCALE: 1/4" = 1' -0" COMPOSITION ROOF N 1 ' ,l- �1!L!l rtC st. .)CI S ! g rim`. APROX. GRADE = 216 IIIIIIIIIIIII 1 I I 1 1 1 I 11111 L- APROX. GRADE = 216 APROX. GRADE = 21611 WEST ELEVATION SCALE: 1/4" = 1' -0" SCALE: 1/4" = 1' -0" CONSTRUCTION NOT E: NOTWLEv4TION SCALE: 1/4" = 1' -0" 1 APROX. GRADE = 216 O * REFER TO "S" SHEETS FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. REVIEWED FOR CODE MPL APPRCOOVED IANCE SEP 2 4 2012 �r City of Tukwila BUILDING DIVISION CITYRMIA SEP 17 2012 PERMIT CENTER z 0 H \H W CITY COMMENT 1- 1— A J PAYMENT OF USES FEE 15 DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. TI -IESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP 15 STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERTY OF THE RESIDENTIAL GROUP, LLC. (Z.; eima soma a) a) Simi 46 a -CI COM co FAQ O W a W fY a. B.T. DATE: 6/23/12 CHECKED: J.K. SHEET NO. A2 4 JOB NO. 2-56AEj Rp . . , \Nv MEANS 1Sc PRp11bil 11� ,Cb , Y FINE; ABi 00 ME 'LSE TO EAST ELEVATION SCALE: 1/4" = 1' -0" COMPOSITION ROOF N 1 ' ,l- �1!L!l rtC st. .)CI S ! g rim`. APROX. GRADE = 216 IIIIIIIIIIIII 1 I I 1 1 1 I 11111 L- APROX. GRADE = 216 APROX. GRADE = 21611 WEST ELEVATION SCALE: 1/4" = 1' -0" SCALE: 1/4" = 1' -0" CONSTRUCTION NOT E: NOTWLEv4TION SCALE: 1/4" = 1' -0" 1 APROX. GRADE = 216 O * REFER TO "S" SHEETS FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. REVIEWED FOR CODE MPL APPRCOOVED IANCE SEP 2 4 2012 �r City of Tukwila BUILDING DIVISION CITYRMIA SEP 17 2012 PERMIT CENTER z 0 H \H W CITY COMMENT 1- 1— A J PAYMENT OF USES FEE 15 DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. TI -IESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP 15 STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERTY OF THE RESIDENTIAL GROUP, LLC. (Z.; eima soma a) a) Simi 46 a -CI COM co FAQ O W a W fY a. B.T. DATE: 6/23/12 CHECKED: J.K. SHEET NO. A2 4 JOB NO. 2-56AEj 0 0) 34' -0' 15' -8' 5' -1' 4' -4' 3050 FIX 5050 XO 3052) FIX 5050 X0, S.G. DINING RAM. In GAS FIREPLACE 14' X 11' 19' X 16' 0 N 3' X 6' ISLAND O X X fr 18'x24' CRAWL SPACE ACCESS 20 MIN. TED DOOR 0 i CLOSET (If 0 PROVIDED SEISMIC RESTRAINT STRAP PER 508.2 OF 2009 UPC 4' SLAB 4' BOLLARD PROVIDE PRESSURE RELIEF vALVE TO EXTERIOR AND INSTALL APPROVED EXPANSION TANK WALL LINE ABOVE 2668 EN 'X20' - PROVIDE ONE LAYER 5/8' CLUB TYPE 'X' AT - -CEILINGS- C -OMMON OTH- -H tT-ABLE —AREAS - -WHERE THE SEPARATION IS A FLOOR - CEILING ASSEMBLY, CLAP ALL SUPPORT COLUMNS, BEAMS AND FALLS WITH ONE (LAYER 1/2' GIUB. -THE GARAGE SHALL BE SEPARATED FROM THE RESIDENCE AND ATTICS AREA WITH NO LESS THAN !/2' GUS ON THEE GARAGE SIDE. 9'X12' 4050 XO 1060 SL WALL LINE ABOVE 16010 OHD 3' -11' 1' -10' 1' -4' MAIN FLOOR PLAN ALL DOOR /WINDOW HEADERS TO BE 6X8 DF*2 AT 2X6 BEARING WALLS , U.N.O., 6' -0' MAX. SPAN WINDOW HEADERS AT -1' -8' ABOVE SUS FLOOR, U.N.O. PROVIDE FIREBLOCKING AS REQUIRED PER LR.G. - EXTERIOR WALLS TO BE 2X6 AT 16 (MAX.) O.C. U.N.O. INTERIOR PARTITIONS TO BE 2 X 4 AT 16' O.C. (2X6 6 PLUMBING WALLS, U.N.O.) DUCTS THROUGH WALL OR CEILING COMMON TO HOUSE MIN. 26 GAGE STEEL - NO DUCT OPENINGS IN GARAGE 0 PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (UN.O.) SCALE: 1/4" = 1' -0" 34, -0' 6' -10' 6' -8' 6' -6' 2' -2' 6050 XO EGRESS 6' -10' 303,, FIX S.G. 5040 XO M - 5,4N '9'X11'/ (soA TUB EGRESS SWDIRM *3 12' X II' 3' X 5' SHOWER E3EDIR I- -n 13' X 16' 8' -I0' CARPET 134TW LINEN 0 4) 1/2 WALL 42' HIGH 2.68 3' -0' 2' -1 CLOSET 5068 BY -PASS 6'-0' OFT % RE,47, ARPET DN 16R CLOSET 5068 BY -PASS 1/2 WALL 42' IG-I 2050 FIX 2050 FIX 1, -10' IBEDRM *2 12'X11' OPEN TO BELOW EGRESS 300 FIX y Qm6zc � • ° REPRC�UC do ay' ° o • 5050 XO ` . e OF THESE PLANS • ANY PAEANS IS PO -SITE1 3' -2' S' -6' • BY FEDERAL L `.;a L I vc0 i • ARE PUNISH,gB, E B FE. , • COUF4 a� • OF PUBLVSHI §�9- o • HOME DE Br • • TO $150.000 PER OFFENSE o 8' -6' X 5' -6' II' -0' 9' -0' `�• CALL THE DESIGNER TO ,, •• OBTAIN LEGAL CO`s' i=S -, 34' -0' .� •* • OFF THI> PI air +. 'Y [j•f ®•(}R�. +1t�;D API .'T 2' -4' 5' -6' UPPER FLOOR PLAN 2006 -2009 WSEC 503.11 Pipe Insulation: All piping shall be thermally insulated in accordance with Table 5 -12. EXCEPTION: Piping installed within unitary HVAC equipment. Cold water pipes outside the conditioned space shall be insulated in accordance with the Washington State Plumbing Code (Chapter 51 -56 WAC). TYPICAL NOTE: - ALL DOOR /WINDOW HEADERS TO BE 6X8 DF #2 AT 2X6 BEARING WALLS , U.N.O. - WINDOW HEADERS AT 6' -8" ABOVE SUB FLOOR U.N.O. - PROVIDE FIREBLOCKING AS REQUIRED PER I.R.C. - EXTERIOR WALLS TO BE 2X6 AT 16" (MAX.) O.C. U.N.O. - INTERIOR PARTITIONS TO BE 2 X 4 AT 16" O.C. (2X6 0 PLUMBING WALLS, U.N.O.) - DUCTS THROUGH WALL OR CEILING COMMON TO HOUSE MIN. 26 GAGE STEEL - NO DUCT OPENINGS IN GARAGE ® PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) SCALE: 1/4" = 1' -0" REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 4 2012 City of Tukwila WILDING DIVISION *CITY OF TUKWILA REQUIRED SPRINKLER FOR NEW SINGLE FAMILY RESIDENCE, COORDINATE WITH FIRE DEPARTMENT FOR SPECIFIC REQUIREMENTS CONSTRUCTION NOTE: * REFER TO "S" SHEETS FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. (' -S" MIN. NEADROOM 1 1/4' DIA. MIN. HANDRAIL HANDRAIL TO BE CONTINUOS FOR FULL LENGTH OF FLIGHT 8311.1.1.1 BALUSTERS TO CONFORM TO IRC. SEC. 83123 3/4' MIN. -11/4' MAX NOSING 10' MIN. TREAD 'r 2X4 THRUST BLOCK BELOW STAIR INSTALL 1/2' GU1B 41 CEILING, AND WALLS (3) 2X12 STRINGERS FIRE BLOCKING e MID -SPAN AND IN STUD WALLS ALONG AND IN LINE WITH STRINGERS IF AREA UNDER STAIRS 15 UNFINISHED INTERIOR/GUARDRAIL STAIR NOTES: - HANDRAILS MUST NOT PROJECT MORE THAN 41/2' INTO THE STAIRWAY AND MUST BE ABLE TO RESIST A 200 Ib. POINT LOAD FROM ANY DIRECTION. IRC SECTIONS R311.1.I 4 R3I1.12 - LIGHTING 15 REQUIRED AT THE TOP, BOTTOM, AND ANY LANDINGS WITH CONTROLS AT THE TOP AND BOTTOM OF STAIRS WITH 6 OR MORE RISERS. - NE SPACING BETWEEN INTERMEDIATE HANDRAIL MEMBERS MUST NOT ALLOW A 4' SPHERE TO PASS 71-ROUGH ANY OPENING. IRC SECTION 83122 - MINIMUM STAIRWAY WIDTH ABOVE HANDRAIL SHALL BE NO LESS THAN 36 INCHES. IRC SECTION 83115.1 - STAIR 4 STAIR LANDING MINIMUM WIDTH SHALL BE NO LESS THAN 36' IRC SECTION 8311.15 - RISER OR TREAD MAXIMUM DIFFERENTIAL SHALL BE NO MORE THAN 3/8'. IRC SECTION 8311.1.4.2 - NOSING 15 NOT REQUIRED FOR STAIRS WITH TREADS GREATER THAN 11'. IRC SECTION 83111.42 IRC SECTION R3I1533 EXTERIOR STAIR NOTES: - EXTERIOR STAIR LIGHTING AT TOP LANDING WITH CONTROLS INSIDE THE DWELLING. IRC SECTION 8303.6 4 R303.6.1 - A MAXIMUM SLOPE OF 1:48 (2%) 15 REQUIRED AT EXTERIOR LANDINGS AND TREADS FOR DRAINAGE. IRC SECTION R311.1b INTERIOR WINDER 5TAIR NOTES: - WINDER TREADS ARE REQUIRED TO HAVE A MINIMUM OF 6' DEPTH AT INNER EDGE. IRC SECTION 8311532 LANDING NOTES: - LANDING WIDTH SHALL NOT BE LESS THAN THAT OF STAIR SERVED IRC R31I.15 - LANDING SHALL NOT BE LESS THAN 36 INCHES IN DIRECTION OF TRAVEL IRC 831115 STAIR DETAIL_ artRFOnsttA SEP 17 2012 PERMIT CEN?ER CITY COMMENT 1- 1— Q ti J PAYMENT OF USES FEE 15 DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP 15 STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERTY OF THE RESIDENTIAL GROUP, LLC. PREPARED BY: NINNQ ft 12 4 L,J M !/.7 Ewa Q w o GOD L. wo (.D N 0 N 1 1 re) er 1 LO N N OL n. N M x°' CD cc x3 o Q3 A( 0 W IX A- in IL. z rip cf) WCN1�� k- an)� " Wo Oo� L—♦ d- o. W n., CBY: B.T. DATE: 6/23/12 CHECKED: J.K. SHEET NO. A3 JOB NO. 2-56AE \ J AREA S UM1N' A Y MAIN FLOOR: 1020 SF. UPPER FLOOR: 1125 SF. TOTAL: 2145 SF. GARAGE: 420 SF. LIGHTING SECTION SOS (WSEC) INTERIOR LIGHTING 05.1 (WSEG) A MINIMUM OF 50 PERCENT OF ALL LUMINAIRES SHALL BE HIGH EFFICACY LUMINAIRES EXTERIOR LIGHTING 505.2 (WSEC) LUMINAIRES PROVIDING OUTDOOR LIGHTING AND PERMANENTLY MOUNTED TO A RESIDENTIAL BUILDING OR TO OTHER BUILDING ON THE SAME LOT SHALL BE HIGH EFFICACY LUMINAIRES SMOKE DETECTOIRS ®Sp INSTALL SMOKE DETECTORS PER CODE, 110V /9V INTERCONNECTED IIOV OCO ALARM CARBON MONOXIDE ALARM NEW CONSTRUCTION, AN APPROVED CARBON MONOXIDE ALARM SHALL BE INSTALLED OUTSIDE OF EACH SEPERATE SLEEPING AREA IN THE IMMEDIATE VICINITY OF THE BEDROOMS, SEE SECTION 8315 VENT I L 4T I ON SC1-4E D UL E VENTILATION REQUIREMENTS OF IRC TABLE M15013 SYMBOL 1 KITCHENS 100 CFM INTERMITTENT OR 25 CFM CONTINUOUS 2 MECHANICAL EXHAUST CAPACITY BATHROOMS- TOILET ROOMS OF 50 CFM INTERMITTENT OR 20 CFM CONTINUOUS artRFOnsttA SEP 17 2012 PERMIT CEN?ER CITY COMMENT 1- 1— Q ti J PAYMENT OF USES FEE 15 DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP 15 STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERTY OF THE RESIDENTIAL GROUP, LLC. PREPARED BY: NINNQ ft 12 4 L,J M !/.7 Ewa Q w o GOD L. wo (.D N 0 N 1 1 re) er 1 LO N N OL n. N M x°' CD cc x3 o Q3 A( 0 W IX A- in IL. z rip cf) WCN1�� k- an)� " Wo Oo� L—♦ d- o. W n., CBY: B.T. DATE: 6/23/12 CHECKED: J.K. SHEET NO. A3 JOB NO. 2-56AE \ J CONSTRUCTION NOTE: * REFER TO "S" SHEETS * CONTRACTOR TO VERIFY PRIOR TO COMMENCING * NO FIELD ALTERATIONS 2 x 6 STUDS s 16'o.c. W/ R -21 INSUL. TYP. COMP. ROOFING ON 15 *FELT UNDERLAYMENT ON 1/16' SHEATHING TYPICAL. TOP PLATE CONT. METAL GUTTER ON 5/4 X 8 FASCIA BD. TYP. 1050 XOX FLOOR JOIST AS PER PLAN 1050 XOX TOP PLATE CONT. RIM JST TYP. SIDING PER ELEvATIONS or o_ m it = uninaa Emmon LIVING SUB FLR APPROX.GRADE 4' $ CONT. TIGHTLINE TO STORM SEWER FOYER 3/4' T 4 G PLYWD GLUED 4 NAILED TYP. FLOOR JOIST AS PER PLAN 1 x I I z x OX. G CONC. FTG. AS PER PLAN SECTION SECTION IS' MIN. CRAWL SPACE ------) W/ 6 MIL VAPOR BARRIER TYPICAL. I DTI I f -III III I I SCALE: 1 /4" = 1' -0" ITEIGALSOCEMWEI10121 - COMPOSITION ROOF SHINGLES - 15# ROOFING FELT - 2 -LAYER 7/16" SHEATHING - STRUCTURAL SYSTEM AS NOTED ON FRAMING PLAN - R -49 INSULATION - 5/8" GWB. CEILING - 1/8" TO 1/4" MESH SCREEN OVER OPENINGS - NET OPENING AREA MINIMUM 1/150 OF VENTED AREA OR 1/300 IF 50 % -80% OF VENTING NEAR TOP OR VAPOR RETARDER - PROVIDE 1" MINIMUM CLEARANCE BETWEEN INSULATION AND SHEATHING AT VENTS PER IRC SECTION R806.3 MICA. L CSI - SIDING AND /OR VENEER PER ELEVATION - 2 -LAYER 7/16" PLY OR OSB SHTG.( U.N.O ) - TYVEK BUILDING WRAP OR EQ. - 2X6 STUDS 0 16" O.C. EXTERIOR WALLS U.N.O. EXTERIOR WALL NOTCH 25 %, BORING 40% 60% BORING IF DOUBLED & NOT MORE THAN TWO SUCCESSIVE STUDS. - 2x4 STUDS 16" O.C., INTERIOR PARTITIONS (2X6 PLUMBING WALLS) NON- BEARING WALL MAXIMUM NOTCH 40 %, BORING 60% HOLES NO CLOSER THE 5/8 INCH TO FACE OF STUD - R -21 INSULATION WITH VAPOR BARRIER - 1/2" GWB. INTERIOR SHEATHING MICAL H 0008 CCWS1 CTION - FINISHED FLOOR PER PLANS - 3/4" T &G PLYWOOD SUBFLOOR (GLUE AND NAIL) - FLOOR JOISTS PER PLAN - R -30 INSULATION OVER UNHEATED AREAS COMPOSITION ROOFING 15• FELT PAPER 1/16' SHEATHING ROOF FRAMING PER PLAN INSULATION BAFFLE VENTED BLOCKING AT ALTERNATE BAYS 5/4 x 8 FASCIA CONTINUOUS METAL GUTTER 2x6 STUDS 41 16' O.C. - TYP. R -21 INSULATION 1 /I6' PLY SHT'G - TYP. TYVEK WRAP - TYP SIDING PER ELEVATION 10" %18101141:01174MIKE41114:111311:4414:11111 ii P. 3/4' T4G PLYWOOD GLUED 4 NAILED FLOOR JOISTS PER PLAN WINDOW HDR. PER PLAN - TYP. 5/4 TRIM SURROUND - TYP. WINDOW W/ INS. GLASS - TYP. SUBFL 0 *! REP RDDUCTIONl °e `/ °S a : OF THESE PLANS E ' °e AN MDANS 1$ PROHIBI ED °° BY FED14RAL LAW. VIOL,:iONS ° i PRE PIAISFIASLE BY FINES UP COUNCIL or PuBLaRn /sue 9OA41E DESIGNERS 4 To $15C1,O00 PER OFFENSE -1%1. CALL THE DESIGNER 10 .4 OATAi'1 LEGAL COPIES .g !. Or THIS PLAN. °s 3/4' T4G PLYWOOD GLUED 4 NAILED FLOOR JOISTS PER PLAN R -30 INSULATION 5/4 X 10 TRIM BAND 2X P.T. WOOD SILL SUB FL REBAR PER DETAIL 4' $ CONT. TIGHTLINE TO STORM SEWER 6 MIL. YAP. BARRIER TYPICAL WALL SECTION AT HOUSE NOTE: 7/16" SHEATHING NOT REQUIRED ON EXT. WALLS WHERE T1 -11 SIDING IS SPECIFIED (UNLESS NOTED OTHERWISE IN THE SHEAR WALL SPECIFICATIONS) FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. N.T.S. REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 4 2012 City of Tukwila BUILDING DIVISION AUG 17 2012 CENTF .: c4R z 0 L.L 1- Q PAYMENT OF USES FEE 15 DUE TO THE RESIDENTIAL GROUP PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESES PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM THE RESIDENTIAL GROUP IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE, AND SHALL REMAIN TO THE PROPERTY OF THE RESIDENTIAL GROUP, LLC. Gni; la W 05 0 M & E�� a) w O SEH GOD s- o w O c g W 4t a. W cc Q. ca e0 CsI M CO et 1 1 N N 4! 0 a. W 0 EBY: B.T. DATE: 6/23/12 CHECKED: J.K. SHEET NO. A4 JOB NO. 2-56AEi GENERAL NOTES BUILDING CODE 2009 IBC EDITION OF THE INTERNATIONAL BUILDING CODE AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD = 25 PSF (SNOW) ROOF DEAD LOAD = 15 PSF FLOOR LIVE LOAD = 40 PSF (REDUCIBLE) FLOOR DEAD LOAD = 12 PSF WIND LOAD = 85 MPH WIND SPEED, EXPOSURE "B" SOIL SITE CLASS "D" CONSTRUCTION TYPE: V OCCUPANCY GROUP: R -3 DEFERRED SUBMITTAL ITEMS THE FOLLOWING IS A LIST OF ITEMS THAT ARE NOT INCLUDED IN THIS PLAN AND SHOULD BE PROVIDED BY THE BUILDER AT TIME OF APPLICATION FOR PERMIT OR AS A DEFERRED SUBMITTAL ITEM: - ALTERNATIVE I -JOIST /BEAM MANUFACTURER PLANS. - TRUSS DESIGN FOR ROOF FRAMING - HVAC SYSTEMS DESIGN - ELECTRICAL PLANS & SPECIFICATIONS (IF REQUIRED) SITE WORK GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN AVERAGE SOIL BEARING OF 1500 PSF PER SOILS REPORT EXTERIOR FOOTINGS SHALL BEAR 18" (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACKFILL TO BE THOROUGHLY COMPACTED. BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 3 "z3 "xl /4" PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN 1" OF MASONRY OR CONCRETE TO BE PRESSURE TREATED J TH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/8" DIAMETER AT 6' -0" O.C. U.N.O. WITH MIN. 7" EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON OR APPROVED EQUAL. CONCRETE MINIMUM CONCRETE COMPRESSIVE STRENGTH (f'c) AT 28 DAYS TO BE 2,500 PSI WITH 6% AIR ENTRAINED +/- 1% (FOR WEATHERING) CONCRETE "BATCH TICKET" SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL REINFORCEING STEEL TO COMPLY WITH ASTM A615 GRADE 40. LUMBER GRADES FRAMING LUMBER SHALL COMPLY WITH THE LATEST EDITION OF THE GRADING RULES OF THE WESTERN PRODUCTS ASSOCIATION OR THE WEST COST LUMBER INSPECTION BUREAU. ALL SAWN LUMBER SHALL BE STAMPED WITH THE GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES: JOISTS: WOOD TYPE: 2X4 2X6 OR LARGER HF #2 - Fb =975 psi, Fv =150 psi, Fc =1300 psi, E= 1300000psi HF #2 - Fb =975 psi, Fv =150 psi, Fc =1300 psi, E= 1300000psi BEAM DF -L #2 - Fb =900 psi, Fv =180 psi, Fc =1350 psi, E= 1600000psi DF -L 12 - Fb =875 psi, Fv =170 psi, Fc =600 psi, E= 1300000psi 4X 6X OR LARGER STUDS HF #2 - Fb =975 psi, Fv =150 psi, Fc =1300 psi, E= 1300000psi HF #2 - Fb =975 psi, Fv =150 psi, Fc =1300 psi, E= 1300000psi 2X4 2X6 OR LARGER POSTS BF #2 - Fb =975 psi, Fv =150 psi, Fc =1300 psi, E= 1300000psi HF #2 - Fb =975 psi, Fv =150 psi, Fc =1300 psi, E= 1300000psi DF -L #2 - Fb =750 psi, Fv =170 psi, Fc =700 psi, E= 1300000psi 4X4 4X6 OR LARGER 6X6 OR LARGER GLUED - LAMINATED BEAM (GLB) SHALL BE 24F -V4 FOR SINGLE SPANS & 24F -V8 FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,400 PSI, Fv = 165 PSI, Fc = 650 PSI (PERPENDICULAR), E = 1,800,000 PSI. ENGINEERED WOOD BEAMS AND I -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST ICC EVALUATION REPORT. PARALLAM (PSL) BEAMS SHALL HAVE THE MINIMUM PORPERTIES: Fb = 2,900 PSI, Fv = 290 PSI, Fc = 750 PSI (PERPENDICULAR), E = 2,000,000 PSI. MICROLLAM (LVL) BEAMS SHALL HAVE THE MINIMUM PORPERTIES: Fb = 2,600 PSI, Fv = 285 PSI, Fc = 750 PSI (PERPENDICULAR), E = 1,900,000 PSI. CALCULATION SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LIMTED AS FOLLOWS: FLOOR LIVE LOAD MAXIMUM = L/480, FLOOR TOTAL LOAD MAXIMUM = L/240. PREFABRICATED WOOD TRUSSES: PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED TO SUPPORT SELF WEIGHT PLUS LIVE LOAD AND SUPERIMPOSED DEAD LOADS AS STATED IN THE GENERAL NOTES TRUSSES SHALL BE DESIGNED & STAMPED BY A REGISTERED WASHINGTON STATE PROFESSIONAL ENGINEER AND FABRICATED FROM ONLY THOSE DESIGNS. APPROVED FASTENER SUCH AS SIMPSON STC) TO ENURE THAT THE TRUSS WITH OTTOM CHORD WILL NOT BAR ON THE WALL. APPROVED HANGERS SHALL BE USED AT ALL CONNECTIONS OF RAFTERS, JACK OR HIP TRUSSES TO MAIN GIRDER TRUSS. MANUFACTURER - DESIGNED AND APPROVED DIAGONAL AND SWAY BRACING SHALL BE INSTALLED AS REQUIRED. ROOF /WALL SHEATHING TYPICAL WALL SHEATHING SHALL BE 7/18" AND ROOF SHEATHING SHALL BE 7/16" UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d 6" O.C. @ PANEL EDGES AND 12" O.C. IN FIELD. U.N.O. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0. PLYWOOD FLOOR SHEATHING SHALL BE 3/4" T&G SHEATHING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE 8d COMMOM OR 6d RING SHANK AT 6" O.C. 0 PANEL EDGES AND 12" O.C. IN FIELD. SPAN INDEX SHALL BE 40/20. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. OSB SHEATHING PRODUCTS OF EQUIVALENT SPAN RATINGS SHALL BE ALLOWED. SHEAR WALL SCHEDULE WALL MARK SHEATING TYPE SIDES SHEAR PANEL EDGE NAILING FIELD NAILING PANEL EDGES PTE ANCHOR BOLT DIA. . & SPACING PLATE SIZE HOEDOWN TYPES P1 -6 7/16" ONE 8d 0 6" O.C. 12" O.C. 2X NO NAILS @ 12 O.C. 5/8 "4 0 72" O.C. 2X PER PLAN I?:;;' 7/16" ONE 84 0 4" O.C. 12" O.C. 2X 1§d NAIIS • 6 O.C. 5/8 "0 0 48" O.C. 2X PER PLAN 1. FRAMING SHALL BE HEM -FIR #2 ® 16" O.C. MAX (U.N.O.). THICKNESS OF STUDS TO BE 2x UNLESS NOTED IN SCHEDULE. 2. SHEATHING PANELS MAY BE LAYED VERTICAL OR HORIZONTAL. BLOCK ALL HORIZONTAL EDGES W/ 2x OR 3x BLOCKING PER SCHEDULE (U.N.O.) 3. ALL EXTERIOR WALLS NOT DESIGNATED AS SHEARWALLS SHALL RECEIVE APA RATED SHEATHING OR ALL VENEER PLYWOOD SIDING OF EQUIVALENT THICKNESS AT POINT OF FASTENING ON PANEL EDGES, FULLY BLOCKED WITH MINIMUM NAILING OF 8d ® 6" O.C. EDGE, 12" O.C. FIELD. 4. NAILING APPLIES TO ALL STUDS, TOP AND BOTTOM PLATES, AND BLOCKING. PLYWOOD JOINT AND SILL PLATE NAILING SHALL BE STAGGERED PER IBC TABLE 2306.3, NOTE (e). 5. ANCHOR BOLT SPACING IS 6' -0" O.C. UNLESS NOTED OTHERWISE IN SCHEDULE. MINIMUM OF 2 ANCHOR BOLTS PER PIECE OF FOUNDATION PLATE. ANCHOR BOLTS SPACED NO GREATER THAN 12" AND NO LESS THAN 7 TIMES THE ANCHOR BOLT DIAMETER AT ENDS AND SPLICES. PROVIDE Y4 "x3 "x3" WASHERS AT ANCHOR BOLTS. DO NOT RECESS BOLTS. 6. ALL NAILS FOR SHEAR WALLS SHALL BE COMMON OR GALVANIZED BOX NAILS (U.N.O.) PER IBC TABLE 2306.3. ALL SPECIFIED NAILS SHALL HAVE THE FOLLOWING DIMENSIONS: 8d COMMON (0.131" DIA., 2%" LONG), 8d BOX (0.113" DIA., 2;/2" LONG), 10d COMMON (0.148" DIA., 3" LONG), 10d BOX (0.128" DIA., 3" LONG), 16d COMMON (0.162" DIA., 31/2" LONG), 16d SINKER (0.148" DIA., V4" LONG), 5d COOLER (0.086" DIA., 15/8" LONG), 6d COOLER (0.092" DIA., 1 7/8" LONG) 7. 1 Y4" No. 6 DRYWALL SCREWS (TYPE W OR S) MAY BE SUBSTITUTED FOR NAILS LISTED AS 5d COOLER OR 6d COOLER FOR GYPSUM WALL BOARD SHEARWALLS PER IBC TABLE 2306.7. 8. IN LIEU OF 3x VERTICALS AND BLOCKING AT PANEL EDGES, 2-2x'S W/ 1Od FACE NAILS STAGGERED AT THE SAME SPACING AS PANEL EDGE NAILING MAY BE SUBSTITUTED. PLYWOOD EDGES TO BE CENTERED BETWEEN THE 2 -2x MEMBERS (THIS ALTERNATIVE DOES NOT APPLY TO WALLS WITH 8d EDGE NAILING AT 2" O.C. OR 1Od EDGE NAILING AT 3" OR 2" O.C. OR WALLS SHEATHED ON BOTH SIDES) 9. HOLDDOWNS AND STRAPS OF EQUIVALENT UPLIFT CAPACITY MAY BE SUBSTITUTED FOR THOSE LISTED IN THE SHEARWALL SCHEDULE. COORDINATE WITH MANUFACTURER TO VERIFY APPLICABILITY AND PROPER INSTALLATION METHODS OF SUBSTITUTED HARDWARE. 10. SQUASH BLOCKS REQUIRED AT ENDS OF SHEAR WALLS WHERE FULL BEARING IS NOT PROVIDED BY THE FRAMING BELOW. 11. SIMPSON MASP MUDSILL ANCHORS, EVENLY SPACED, MAY BE SUBSTITUTED (2) FOR (1) FOR THE %" DIA. SILL PLATE ANCHOR BOLTS SPECIFIED. (I.E. (2) MASP REPLACE (1) %" DIA ANCHOR BOLT) 1. DOUBLE STUDS AT STRAP MINIMUM (8) (2) 2. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 3. 5OLID RIM JOIST W/ 2 -1&d PER JOIST 4. FLOOR SHEATHING 5. JOIST PER PLAN 6. DBL TOP PLATE 7. 5IMP5ON STRAP PER PLAN, CENTER STRAP AT RIM JOIST 8. 51-IEATHING 4 NAILING PER 51-IEAR WALL SCHEDULE 9. EDGE NAIL 10. SIM'5ON MSTC STRAP (PRE -BENT) 11. BEAM PER PLAN TYPICAL SIMPSON STRAP WALL TO WALL AND WALL TO BEAM HOEDOWN NJ.S EXTENT OF HEADER (TWO BRACED WALL PANELS) 1. HEADER PER PLAN (MINIMUM 3 "x11Y ") 2. MINIMUM (2)2x4 STUD FRAMING TYP. 3. FASTEN TOP PLATE TO HEADER W/ 2 ROWS OF 16d SINKER NAILS ® 3" O.C. TYP. 4. SIMPSON LSTA24 STRAP TIE HEADER TO WALL ON INSIDE FACE 5. FASTEN SHEATHING TO HEADER W/ 8d COMMON OR GALV. BOX NAILS IN 3" GRID PATTERN AS SHOWN & 3" 0.C. IN ALL FRAMING (STUDS, BLOCKING, SILLS) TYP. 6. %" MINIMUM THICKNESS WOOD STRUCTURAL PANEL SHEATHING 7. FOR PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL BE BLOCKED W/ 3x OR (2) 2x, & OCCUR WITHIN 24" OF MID HEIGHT. IF 2x BLOCKING IS USED, FACE NAIL W/ (3) 16d SINKERS. 8. STRAP TIE HOLDOWN PER PLAN 9. %" DIA. ANCHOR BOLT W/ 7" MINIMUM EMBEDMENT. USE 316 "x2 "X2" PLATE WASHER MINIMUM (TESTED ASSEMBLY) FOUNDATION PER PLAN SHEATHING FILLER IF NEEDED 1000# STRAP TIE HOLDOWN PER PLAN SECTION TNRU WALL PORTAL FRAME CONSTRUCTION (FIELD BUILT) �J N.T.S 1. DOUBLE STUDS AT HOLDOWN MINIMUM 2. BASE PLATE NAILING PER SHEAR WALL SCHEDULE 3. FLOOR SHEATHING 4. FOUNDATION CONC. WALL PER DETAILS 100 & 101 5. SIMPSON HOLDOWN 6. TREATED SILL PLATE 7. RIM JOIST 8. EDGE NAIL 9. SHEATHING PER SHEAR WALL SCHEDULE (8) (5) TYPICAL STRAP HOLDOWN AT FND. STHP10RJ \V 81I-11)10RJ WI-010RJ .. -2 ` TREPRODUCTIO4 THESE PLANS BY MEANS IS PROHIBITED I-EOERAL \'C.\0 W) E PLINISHI\BLE 13Y FINE? UP OF PUBW AVw*RAi G•1OME DE;;;I-{ d"' TH. LL--- - 0 4 i "(t 000) r)EVt QFI I•i.l5 C LL TILE C(E:",+ IFka rt() I 6* OF 1H1S Pi1�,N.tps6 `aaascask 143 STF-11)14 MAIN FLOOR SHEAR WALL KEY PLAN SCALE: 1/8" = 1' -0" i MST31 ll 1 -6 UPPER FLOOR SHEAR WALL KEY PLAN SCALE: 1/8" = 1' -0" CONSTRUCTION NOTE: * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FEILD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. REVIEWED FOR DE COMPLIANCE APPROVED SEP 2 4 2012 City of Tukwila BUILDING DIVISION AUG 17 2012 E miT CENTS w I- EXPIRES 12/28/ 5 PREPARED BY: • �7 01= cm? nee VJ L N W N 0 *World of DN 0 if) 04 to et 00 et 11 NI re) • ul N N Z < o� a CBY: B.T. DATE: 6/27/12 CHECKED: J.K. SHEET NO. S1 -- JOB NO. 2-56AE:, 2. FLOOR SHEATHING PER PLAN 3. I -JOIST PER PLAN, SECURE TO PLATE W/ (2) 10d NAIL PER JOIST 4. SOLID CONTINUOUS RIM BOARD 5. PROVIDE (1) #4 BAR AT UPPER 12" OF STEM WALL 6. 5/8" DIAMETER ANCHOR BOLT 0 72" O.C. W/ 7" EMBED. (U.N.O. IN SHEAR WALL SCHEDULE) 7. #4 @ 48" O.C. W/ STANDARD HOOKS ALTERNATE BENDS, NO WET SET PERMUTED 8. (2) #4 BARS CONTINUOUS AT BOTTOM 9. EDGE NAILING PER SHEAR WALL SCHEDULE 10. 16d TOE NAILS © 6" O.C. NOTE: SIMPSON LTP4 48" O.C. REQUIRED IF PLYWOOD SHIM OCCURS AT RIM BOARD CRAWL SPACE FOUNDATION. SCALE: N.T.S. 104 PER PLAN 1. BLOCKING BY JOIST MFR. 2. (3) 16d PER BLOCK 3. FLOOR SHEATHING 4. I- JOISTS PER PLAN 5. BEAM PER PLAN 6. 2x CLEAT EACH SIDE OR SIMPSON BC POST CAP 7. 4x OR 6x P.T. POST W/ SIMPSON A34 EACH SIDE OR SIMPSON PB POST BASE 8. CONC. FOOTING PER PLAN 9. EDGE NAILS TYPICAL INTERIOR SPREAD FOOTING SCALE: N.T.S. 1. WOOD COLUMN PER PLAN 2. SIMPSON PB POST BASE AS OCCURS (U.N.O ON THE PLAN) 3. #3 TIES AT 10" O.C. AT PEDESTAL 4. (4) #4 DOWELS W/ ALTERNATE BEND FOR PEDESTAL 5. FINISH GRADE OR CONCRETE SLAB WHERE OCCURS 6. 12" SQUARE CONCRETE PEDESTAL (OPTIONAL) 7. CONCRETE FOOTING 8. 2 - #4 BARS EACH WAY (U.N.O. ON THE PLAN) 9. ARCHITECTURAL COVER, SEE ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION WOOD COLUMN AT FOOTING SCALE: N.T.S. 2. FLOOR SHEATHING PER PLAN 3. I -JOIST PER PLAN 4. SOLID CONTINUOUS RIM BOARD 5. PROVIDE (1) #4 BAR AT UPPER 12" OF STEM WALL 6. 5/8" DIAMETER ANCHOR BOLT 0 72" O.C. W/ 7" EMBED. (U.N.O. IN SHEAR WALL SCHEDULE) 7. #4 ® 48" O.C. W/ STANDARD HOOKS ALTERNATE BENDS, NO WET SET PERMITTED 8. (2) #4 BARS CONTINUOUS AT BOTTOM 9. EDGE NAILING PER SHEAR WALL SCHEDULE 10. 16d TOE NAILS 0 6" O.C. (GALVANIZED NAILS) 11. I -JOIST BLOCKING AT PANEL EDGES (1ST BAY ONLY) NOTE: SIMPSON LTP4 11 48" O.C. REQUIRED IF PLYWOOD SHIM OCCURS AT RIM BOARD CRAWL SPACE FOUNDATION. SCALE: N.T.S. 03 105 1. SHEATHING & NAILING PER SHEAR WALL SCHEDULE 2. EDGE NAILING PER SHEAR WALL SCHEDULE 3. FINISH GRADE OR SLAB AS OCCURS 4. PROVIDE (1) #4 BAR AT UPPER 12" OF STEM WALL 5. #4 c 48" O.C. W/ STANDARD HOOKS ALTERNATE BENDS 6. CONC. SLAB AS OCCURS 7. TREATED SILL PLATE W/ 5/8" DIAMETER ANCHOR BOLT @ 72" O.C. W/ 7" EMBED. (U.N.O. IN SHEAR WALL SCHEDULE) 8. (2) #4 BARS CONTINUOUS AT BOTTOM OF FOOTING TYPICAL SLAB ON GRADE FONDATION SCALE: N.T.S. (3) (1) PER PLAN 1. FLOOR DIAPHRAGM EDGE NAILING 2. 2x BLOCKING (4 SIDES) W/ (2) 16d NAILS TO POST 3. POST PER PLAN SECURED TO FOOTING WITH (2) SIMPSON A34 FRAMING ANGLES U.N.O. 4. ISOLATED FOOTING PER PLAN AND REINFORCING PER PLAN ISOLATED FOOTING AT COLUMN SCALE: N.T.S. NEC 250.50. A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of V" or larger reinforcement bar or #4 copper wire, located near the bottom of the building footing. (NOTE: 20 foot rebar shall be one continuous piece tied along side any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) 34' -0' 24 s ca c i FL O = (K X 0' 6' -0' 0' 4' -0' 24 4.. 36' MIN. CONG. LANDING- 6' -0' 7 e.. '-4' S 18'x24' K.RAUIL SPACE ACCESS 7 0' 24 FLOOR JOISTS 6 16" I L FLOOR JOISTS 9 V X h 4x10 6' -0' 6' -0' 4x10 4 STI -ID14 ' -4' 1 36 3' -51' 24 z x N 5LA8 ON GRADE 4' CONC. SLAB ON 4' COMP. FILL TYP. SLOPE 3/16' / FT TOWARD DOORS CONT. FTG. -0' 4x10 ON NS t Y -. s i'KOHIH IED RAL LA" VIOLATIONS 'SHAKE BY flt \iES iU[ ® , COU :CAL • . F P O - . L._.__ -. OME7i�d "n °A s TO V1 0,000 -I? AFT-= NA. CAL THE DE.Gi,ER TCt • OBT IN LEGA COP;: =S I6' -3' .5,* . `'{ h i se3� s's r;' 34' -0' FOUNDATION FR4MING PLAN SCALE: 1/4" = 1' -0" ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED SOFFIT, VENT, AND INSULATE ALL CANTILEVERED AREAS PROVIDE SOLID BLOCKING OVER SUPPORTS - ALL FOOTINGS TO REST ON UNDISTURBED SOIL - PROVIDE SUPPLEMENTAL JOISTS /BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN ® PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) - PROVIDE COPY OF CONCRETE "BATCH TICKET" ON SITE FOR REVIEW BY BUILDING OFFICIAL REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 4 2012 City of Tukwila BUILDING DIVISION FOUNDATION VENTILATION USE 14' x 1' SCREENED FDN. VENTS (1) VENT = .52 SQ. FT. NET FREE VENT AREA 9E33 321 300 _ 3.21 .52 = 6.3 VENTS REQ'D 1- VENT REQUIRED ALL FDN. VENT TORE LOCATED 36" OF THE BUILDING CORNER, 8408,2 (IRC) CONSTRUCTION NOTE: * REFER TO "S" SHEETS FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, AMING ANS, SHEAR WALL KEY PLAN, & NOTES. * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. FOUNDATION FOOTING SCWWULE NOTE: USE MIN. 6" WIDE POST BELOW BEAM SPLICES USE P.T. 4 X 4 POSTS BELOW 4 X BEAMS U.N.O. USE P.T. 6 X 6 POST BELOW 6 X BEAMS U.N.O. ® 24 24 30 36 42 • • • • P.T. POST ON 24" DIA. X 10" THICK CONC. FOOTING P.T. POST ON 24" DIA. X 10" THICK CONC. FOOTING W/ (3) #4 BARS EACH. WAY P.T. POST ON 30" X 30" X 12" THICK CONC. FOOTING W/ (3) # 5 BARS EACH WAY P.T. POST ON 36" X 36" X 12" THICK CONC. FOOTING W/ (4) # 5 BARS EACH WAY P.T. POST ON 42" X 42" X 12" THICK CONC. FOOTING W/ (4) # 5 BARS EACH WAY FOOTING SIZES BASED ON 1500 psf SOIL BEARING CAPACITY AUG 17 2012 s,All. CENT ( )4.-/w J EXPIRES 12/28/1 . PREPARED BY: Nee FAX: 253 - 441 -4207 BY: B.T. DATE: 5/1/08 CHECKED: J.K. SHEET NO. S2 JOB NO. 2-56AE.i 200 (7) (6) (8) (5) I -JOIST AT STUD WALL 1. SHEATHING AND NAILING PER (1) SHEARWALL SCHEDULE (2) (3) (4) (3) 2. BASE PLATE NAILING PER SHEARWALL SCHEDULE 3. SHEAR PANEL EDGE NAILING 4. 16d c 6" O.C. 5. DBL TOP PLATE 6. PLYWOOD WEB FLOOR JOISTS PER PLAN, SECURE INTO PLATE W/ (2) 10d NAILS 7. SOLID CONTINUOUS RIM 8. FLOOR SHEATHING NOTE: SIMPSON LTP4 ® 48" O.C. REQUIRED IF PLYWOOD SHIM OCCURS AT RIM BOARD SCALE: N.T.S. • T' AM, A4469:4646" A4099WWWWW 202 FLOOR JOIST AT BEAM SCALE: N.T.S. 204 (5) (4) 1. 2x STUD WALL W/ BASE PLATE NAILING PER SHEAR WALL SCHEDULE 2. EDGE NAILING PER SHEAR WALL SCHEDULE 3. FLOOR JOIST PER PLAN W/ JOIST HANGER PER MANUF. 4. BEAM PER PLAN 5. WALL SHEATHING CONTINUOUS OVER BEAM W/ EDGE NAILING PER SHEAR WALL SCHEDULE 6. I -JOIST BLOCKING ® FLOOR SHEATHING PANEL EDGES (48" O.C.) SECURED TO TOP PLATE W/ (2) 8d NAILS 1. BEAM SPLICE AS OCCURS 2. WOOD BEAM PER PLAN 3. SIMPSON BC TYPE POST CAP U.N.O. ON PLAN 4. WOOD COLUMN PER PLAN 5. SIMPSON ACE TYPE POST CAP U.N.O. ON PLAN WOOD BEAM TO WOOD COLUMN SCALE: N.T.S. 201 (7) (6) (8) (9) I I I As IFAI*IIIIMMAP2 *0 (5) 1 (4) (3) I-JOIST AT STUD WALL 1. SHEATHING AND NAILING PER SHEARWALL SCHEDULE 2. BASE PLATE NAILING PER SHEARWALL SCHEDULE 3. SHEAR PANEL EDGE NAILING 4. 16d TOE NAIL ' 6" O.C. 5. DBL TOP PLATE AS OCCURS 6. I -JOIST BLOCKING AT PANEL EDGES, SECURE INTO PLATE W/ (2) 10d NAILS 7. SOLID CONTINUOUS RIM 8. FLOOR SHEATHING 9. I -JOIST PER PLAN NOTE: SIMPSON LTP4 ® 48" O.C. REQUIRED IF PLYWOOD SHIM OCCURS AT RIM BOARD SCALE: N.T.S. (1) (2) x:41 (4) (3) 1. 2x SHEAR WALL ABOVE (AS OCCURS) PER SHEAR WALL SCHEDULE. 2. I -JOIST BLOCKING SECURED TO TOP PLATE W/ 8d NAILS ® 6" O.C. 3. FLOOR JOIST PER PLAN SECURE TO TOP PLATE W/ (2) 10d NAILS 4. 2x SHEAR WALL PER SHEAR WALL SCHEDULE FLOOR JOIST AT INTERIOR SHEAR WALL SCALE: N.T.S. 1. BEAM PER PLAN 2. DBL 2x TOP PLATE W/ SIMPSON MSTC28 STRAP ON EXTERIOR FACE 3. KING STUD EXTENDED TO TOP OF BEAM W/ (6) -16d NAILS TO BEAM (STAGGERED) EACH SIDE 4. PLYWOOD OR OSB FILLER AS NEEDED 5. NAIL PLIES OF BUILT UP 2x POST WITH 10d NAILS ® 12" O.C. (STAGGERED) 6. RIMBOARD, GABLE FRAMING, OR BLOCKING BUILT UP POST AT BEAM SCALE: N.T.S. co X 6X8 6X8 6X8 6X8 6X8 204 5 -1 /8 X 16 -1/2 GLB UPPER FLOOR PR4MING PLAN ALL DOOR /WINDOW HEADERS TO BE 6X8 DF #2 AT 2X6 BEARING WALLS , U.N.O. - PROVIDE FIREBLOCKING AS REQUIRED PER I.R.C. WINDOW HEADERS AT 6' -8" ABOVE SUB FLOOR, U.N.O. - EXTERIOR WALLS TO BE 2X6 AT 16" O.C., U.N.O. INTERIOR PARTITIONS TO BE 2X4 AT 16" O.C. (2X6 © PLUMBING WALLS) U.N.O. - PROVIDE SUPPLEMENTAL JOISTS /BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN ® PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) - FLOOR JOISTS AND BEAMS OF EQUAL OR BE I IER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS PLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. SCALE: 1 /4" = 1' -0" CONSTRUCTION NOTE: * REFER TO "S" SHEETS FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. (4) 2X6 POST REVIEWED FOR ODE COMPLIANCE APPROVED 31 SEP 2 4 2012 City of Tukwila BUILDING DIVISION AUG 17 2012 "Fr CENTFi, REVISIONS W A EXPIRES 12/28/( , PREPARED BY: Iraj (:=4 cm) wee *World of PHONE: 253 - 835 -1516 253 - 441 -4207 W a. BY: B.T. DATE: 5/1/08 CHECKED: J.K. SHEET NO. S3 JOB NO 1 2-56AE V'- ' a 16' O.G. . - �--- 2X - 12 1-1F - X FLOOR O I STS t'rP 4X12 - 6X8 a 16' O.G. 5 -I S X 203 GLIB 1 s 2X121-2 M•- FLOOR J O I S-rs T%-'F' ' oBL 6 -3/4 X 19- /2 GL 1 d O POST (3) 2x4 m II pp1�0 X c�� r WALL LINE ABOV 4X12 4X12 OFFICE POST 2X12 2 1�' O.G. 071.4 � � �" IMP / �� e .9�a�� tQ �• REPRODUCTiO�I�e w MEANS' !S PRCh B�TFt, Ili Q ' `. OF THESF PLP s�` ? 3Y FEDERAL LAIN v�,LA[iVrIS _1 a ARE PUE!SHABLE E3f �_5 -,'-"Ni:( Q v f �, 9' X 12' (4) 2X6 6X8 JOISTS �'�'F'. �� ��� M ...FLOOR 1) ` � TO � i 5",U00 P`�R Or FtsiSf . - �•� •• . . LINE ABOVE •. CALL THE DESIGNER TO ° OBTOf Lf.GAt OP1ES . -. , WALL 6X8 6X8 PORCH 204 5 -1 /8 X 16 -1/2 GLB UPPER FLOOR PR4MING PLAN ALL DOOR /WINDOW HEADERS TO BE 6X8 DF #2 AT 2X6 BEARING WALLS , U.N.O. - PROVIDE FIREBLOCKING AS REQUIRED PER I.R.C. WINDOW HEADERS AT 6' -8" ABOVE SUB FLOOR, U.N.O. - EXTERIOR WALLS TO BE 2X6 AT 16" O.C., U.N.O. INTERIOR PARTITIONS TO BE 2X4 AT 16" O.C. (2X6 © PLUMBING WALLS) U.N.O. - PROVIDE SUPPLEMENTAL JOISTS /BLOCKING BELOW SHEAR WALLS AS INDICATED ON FRAMING PLAN ® PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) - FLOOR JOISTS AND BEAMS OF EQUAL OR BE I IER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON THIS PLAN, "EQUAL" IS DEFINED AS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. SCALE: 1 /4" = 1' -0" CONSTRUCTION NOTE: * REFER TO "S" SHEETS FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. * CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. * NO FIELD ALTERATIONS WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. (4) 2X6 POST REVIEWED FOR ODE COMPLIANCE APPROVED 31 SEP 2 4 2012 City of Tukwila BUILDING DIVISION AUG 17 2012 "Fr CENTFi, REVISIONS W A EXPIRES 12/28/( , PREPARED BY: Iraj (:=4 cm) wee *World of PHONE: 253 - 835 -1516 253 - 441 -4207 W a. BY: B.T. DATE: 5/1/08 CHECKED: J.K. SHEET NO. S3 JOB NO 1 2-56AE 300 TRUSS AT STUD WALL 1. TRUSS PER PLAN 2. SIMPSON H1 OR H2.5 CLIP EVERY TRUSS 3. STUD WALL 4. PLYWOOD SHEATHING 5. EDGE NAILING 6. 2X BLOCKING © 24" W/ 3 -10d PER BLOCK TOENAIL INTO PLATE 7. SHEAR PANEL EDGE NAILING 8. SHEATHING AND NAILING PER SHEARWALL SCHEDULE SCALE: N.T.S. (I) 1. GIRDER TRUSS PER PLAN 2. VALLEY TRUSSES OR CONVENTIONAL OVERFRAMING 3. ROOF SHEATHING CONTINUOUS BELOW OVERFRAMING. TRUSS TOP CHORDS W/O SHEATHING SHALL BE BRACED W/ 2x4 24" O.C. ATTACHED W/ (2) 10d NAILS PER TRUSS 4. ROOF TRUSS PER PLAN 5. FACE MOUNT HANGER PER TRUSS MANUF. TRUSS AT GIRDER TRUSS SCALE: N.T.S. (5) (4) (6) 12' -0" MAX TRUSS SPAN MONO TRUSS AT WALL SCALE: N.T.S. 1. TRUSS W/ ROOF SHEATHING PER PLAN TO BEAR ON LEDGER 2. EDGE NAILING 3. 2x BLOCKING ATTACHED W/ (2) 16d NAILS PER STUD 4. CONTINUOUS 2x LEDGER W/ (2) Y "x4" LAG SCREWS PER STUD 5. 2x STUD WALL PER PLAN (STUDS © 16" O.C.) 6. SIMPSON A35 FRAMING ANGLE AT EACH TRUSS CONSTRUCTION NOTE: * REFER TO "S" SHEETS * CONTRACTOR TO VERIFY PRIOR TO COMMENCING * NO FIELD ALTERATIONS GABLE END TRUSS 1. EDGE NAILING 2. CONTINUOUS FASCIA WITH (2) 10d NAILS PER JOIST 3. 2x4 OUTRIGGER 12" OR LESS FROM EXTERIOR WALL I§ 48" O.C. (MORE THAN 12" FROM EXTERIOR WALL 24" O.C.) 4. EDGE NAILS PER SHEAR WALL SCHEDULE 5. 2 -10d TOENAIL OUTLOOKER THRU. TRUSS (OUTLOOKER EXTENDING MORE THAN 12" FROM EXTERIOR WALL USE A34 MIN.) 6. GABLE END TRUSS - SHEATHING AND NAILING PER SHEARWALL SCHEDULE FOR WALL BELOW 7. 2X6 CONTINUOUS W/ 10d NAILS ® 8" O.C. STAGGER EACH ROW 8. TRUSSES PER PLAN 9. 10d @ 6" O.C. TIE TRUSS INTO 2X CONTINUOUS MEMBER SCALE: N.T.S. NOTE: RIDGE BOARD SHALL BE AT LEAST 1 -INCH NOMINAL THICKNESS AND NOT LESS IN DEPTH THAN THE CUT END OF THE REFTER, ALL VALLEYS AND HIPS SHALL NOT LESS THAN 2 -INCH NOMINAL THICKNESS AND NOT LESS IN DEPTH OF THE CUT END OF THE RAFTER. 2. 3. 2X OVER FRAME c' 24" O.C. w/ 2 -10d TOE NAILS TO VALLEY BOARD 4. TRUSS OR RAFTER PER PLYWOOD SHEATHING 8d 6" O.C. PLAN 5. 2X CONTINUOU5 VALLEY BOARD FLAT U1/ 2 -16d NAIL PER TRU55 TYP. NOTE: 1. PLYWOOD SHEATHING ON PRIMARY ROOF TRU55E5 SHALL BE CONTINUOUS. 2. AT 2X OVER FRAMING USE THE FOLLOWING: 0' -4' 2X4 MIN. 4' -8' 2X6 MIN. 8' -10' 2X8 MIN. 10'- 12' 2X10 MIN. VALLEY FRAME AT OVERFRAME SCALE: N.T.S. MFR COMMON TRUSSES 6 24' O.G. A5 PER MFG. SPECS. TYP. COMMON TRUSSES 6 24' O.0 INSTALL PER MFG'S SPE RIDGE � \fit\ , \ \\� \ \� \ � \ \\ \ \ \ \\ \ \\\‘\\\\ \\\< =R TRUSS MFR. MONO TRUSSES to 24' O.C. AS PER MFG. SPECS. TYP. TO BELOW • ANY I■ADNS IS PROHIBITED FEDERAL LAVC / OL \TIO0 PUNISHABLE BY TINES r oU�raa_ 8 GBLEE F PUBLAS 8lNG P`,, 5FFrEN 150,0 -: LL THE BTA.IN LEG OF THI 4x8 TIRE ROOF PR4MING PLAN ALL BEAMS AND HEADERS TO BE 6X8 DF #2 AT BEARING WALLS, U.N.O. SHADED AREAS INDICATE OVERFRAMING, 2X6 @ 24" O.C., U.N.O. BEARING WALLS ARE INDICATED AS SHADED WALLS PROVIDE VENTED BLOCKING AT REQUIRED TRUSS /RAFTER BAYS ALL MANUFACTURED TRUSSES: * SHALL NOT BE FIELD ALTERED WITHOUT ENGINEER'S APPROVAL * SHALL HAVE DESIGN DETAILS AND DRAWINGS ON SITE FOR FRAMING INSPECTION * SHALL BE INSTALLED AND BRACED TO MANUFACTURER'S SPECIFICATION * SHALL CARRY MANUFACTURER'S STAMP ON EACH TRUSS IF AN ENGINEERED ROOF FRAMING LAYOUT IS PROVIDED BY THE TRUSS SUPPLIER, THAT TRUSS LAYOUT SHALL SUPERCEDE THE TRUSS LAYOUT INDICATED IN THE PLANS. PROVIDE TRUSS LAYOUT AND SPECS ON SITE FOR INSPECTION. ® PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) SCALE: 1/4" = 1' -0" FOR WHICH CONTAIN STRUCTURAL DETAILS REFERENCES, FRAMING PLANS, SHEAR WALL KEY PLAN, & NOTES. ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS, DISCREPANCIES TO DESIGNER WORK. DESIGNER SHALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR. WILL BE AUTHORIZED UNLESS ACCOMPANIED BY REVISED DRAWINGS. REVIEWED FOR CODE COMPLIANCE APPROVED SEP 2 4 2012 City of Tu16Vila BUILDING DIVISION AUG 17 2012 z446rT ( k NI w 1-- Q J EXPIRES 12/28/(3 PREPARED BY: • wee PHONE: 253 -835 -1516 253 - 441 -4207 C D CNI 4). - z r o 1 E.4 1 1 �" . -1 0 C ? It F• E"' BY: B.T. DATE: 5/1/08 CHECKED: J.K. SHEET NO. 84 JOB NO. 12 -56AE