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HomeMy WebLinkAboutPermit D12-129 - SHIKARNY HOMES - NEW SINGLE FAMILY RESIDENCESHIKARNY HOMES SFR1 13311 37 AV S D12 -129 City oftukwila • 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.: 7358600310 Address: 13311 37 AV S TUKW Project Name: SHIKARNY HOMES - SFR1 Permit Number: D12 -129 Issue Date: 06/07/2012 Permit Expires On: 12/04/2012 Owner: Name: NALIVAYKO VLADIMIR Address: 13311 37 AV S , TUKWILA WA 98168 Contact Person: Name: VLADIMIR NALIVAYKO Address: 5211 S 120 LANE , SEATAC WA 98188 Email: Contractor: Name: SHIKARNY HOMES LLC Address: 5211 S 170 LANE , SEATTLE WA 98188 Contractor License No: SHIKAHL881K4 Lender: Name: Address: Phone: 253 - 334 -4762 Phone: 253 - 334 -4762 Expiration Date: 05/24/2014 DESCRIPTION OF WORK: BUILDING A NEW 2585 SF RESIDENCE WITH 430 SF ATTACHED GARAGE AND 207 SF DECK. PROJECT ON VALLEY VIEW SEWER AND WATER DISTRICT #125 WATER. PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, DRIVEWAY AND STORM DRAINAGE. BACKFLOW NEEDS TO BE INSTALLED FOOR FIRE SPRINKLER SYSTEM. Value of Construction: $323,124.41 Type of Fire Protection: Type of Construction: Electrical Service Provided by: SEATTLE CITY LIGHT Fees Collected: $6,239.34 International Residential Code Edition: 2009 Occupancy per IBC: 22 ** *continued on next page * ** doc: IBC -S F7/10 D12 -129 Printed: 06 -07 -2012 • Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y 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: Private: Public: Storm Drainage: Street Use: Profit: N Non - Profit: N Water Main Extension: Private: Public: Water Meter: N Permit Center Authorized Signature: ,A) Date: to` 7- 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 10 the conditions attached to this permit. Signature: Print Name: W0,4 ./(4,4;are.,- Date: ‘/ ?/� 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: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431 - 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. doc: IBC- SF7 /10 D12 -129 Printed: 06 -07 -2012 9: There shall be no occupancy of a buildinil final inspection has been completed and roved by Tukwila building inspector. No exception. 10: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 11: Manufacturers installation instructions shall be available on the job site at the time of inspection. 12: Ventilation is required for all new rooms and spaces of new or existing buildings and shall be in conformance with the International Building Code and the Washington State Ventilation and Indoor Air Quality Code. 13: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 14: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 15: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third and lower one -third of the water heater's vertical dimension. A minimum distance of 4- inches shall be maintained above the controls with the strapping. 16: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Thkwila Building Department (206- 431 - 3670). 17: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206- 431 - 3670). 18: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 19: ** *PLUMBING AND GAS PIPING * ** 20: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 21: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 22: All plumbing and gas piping systems shall be installed in compliance with the Uniform Plumbing Code and the Fuel Gas Code. 23: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 24: All plumbing and gas piping systems shall be tested and approved as required by the Plumbing Code and Fuel Gas Code. Tests shall be conducted in the presence of the Plumbing Inspector. It shall be the duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 25: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision is made to protect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R -3. 26: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall be protected by steel nail plates not less than 18 guage. 27: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall be directly embedded in concrete or masonry. 28: All pipes penetrating floor /ceiling assemblies and fire - resistance rated walls or partitions shall be protected in accordance with the requirements of the building code. 29: Piping in the ground shall be laid on a firm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderfill, frozen earth, or construction debris. 30: The issuance of a permit or approval of plans and specifications shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance of the jurisdiction. doc: IBC- SF7 /10 D12 -129 Printed: 06 -07 -2012 31: The applicant agrees that he or she will* a licensed plumber to perform the work oulld in this permit. 32: 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. 33: ** *FIRE DEPARTMENT CONDITIONS * ** 34: The attached set of building plans have been reviewed by the Fire Prevention Bureau and are acceptable with the following concerns: 35: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #2327) 36: All new sprinkler systems and all modifications to existing sprinkler 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). 37: Adequate ground ladder access to rescue windows shall be provided. Landscape a flat, 12' deep by 4' wide area below each required rescue window. 38: Maximum grade for all projects is 15 %. 39: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. 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) 40: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2327 and #2328) 41: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 42: These plans were reviewed by Inspector 511. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575 -4407. 43: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 44: The applicant must notify the City Project Inspector at (206)433 -0179 at least 24 hours in advance to schedule a mandatory Public Works pre- construction meeting. 45: Contractor shall notify Public Works Project Inspector at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. All inspection requests shall be made minimum 24 hours in advance. 46: 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. 47: 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. 48: Any material spilled onto any street shall be cleaned up immediately. 49: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 50: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1 V 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. 51: 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. 52: 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. 53: It is strongly recommended that storm drainage designs be certified by a licensed engineer. Otherwise, the owner assumes liability for the design and any subsequent related damages. doc: IBC- SF7 /10 D12 -129 Printed: 06 -07 -2012 54: Driveway modifications shall be constnie in accordance with City standards. • 55: 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'. 56: The driveway shall be designed and sloped so that drainage from the driveway does not flow onto the existing road surface. 57: Driveways shall be paved for a minimum distance of 20' from the edge of the existing road pavement. 58: All double check valve assemblies shall be approved by the State Department of Health. 59: The applicant shall install a Washington State Health Department approved RPPA backflow device for the fire sprinlder system. Prior to final permit sign -off backflow shall be tested by a certified tester. RPPA shall be inspected by Water District #125, phone (206)242 -9547. Backflow shall be tested by a certified tester and copy test report shall be forwarded to WD #125. Thereafter annual backflow test report shall be performed by a certified tester at property owner's expense and copies of test results shall be submitted to Water District #125. 60: Applicant shall contact Valley View Sewer District at (206)242 -3236 and obtain a permit or approval for sanitary side sewer connection. 61: Applicant shall contact Water District # 125, phone 206 242 -9547 and obtain permit for installation of a 1" WM, sice the house needs to have a fire sprinkler system installed. doc: IBC- SF7 /10 D12 -129 Printed: 06 -07 -2012 CITY OF TUKW&A Community Develop 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** SITE LOCATION Site Address: 1 3 I/ King Co Assessor's Tax No.: S. ' PR.OPRTY OWNER:. ,; ' . .'.: : Name: a If kki I AZ/ teayle-e, Address: g -1_ 1 p ct.i: e/9 A vecv, cu.61, A2, Address: .'• 2 i( S , i").. 0 <tmrkz e Address: --_2. I/ ,. 19-0 10�e City: cecz"it State: tai Zip: tipit • ea i -A et , P E' R- S N . 1 0 s-o- n iece y' i. i g allpropect —' communication; -f "- • - v''' ' ' • ; *11 '••, ■''• ' . - - • "",,•,'-!, Name: II/ V Laa "11 Address: g -1_ 1 p ct.i: e/9 A vecv, cu.61, A2, Address: Address: --_2. I/ ,. 19-0 10�e City: State: Zip: City: g.e...? Tate State: W/e Zip: 9 gg Phone:-3.. 339_ (i?it Tukwila Business License No.: Email: ;:.GilSEk4,;,C- - IkAtT.C4WIcrR14;811.0 _ , , Company Name: Address: g -1_ 1 p ct.i: e/9 A vecv, cu.61, A2, Address: Phone: k a s 28g zedx: City: State: Zip: Phone: Fax: State: Contr Reg No.: Exp Date: Tukwila Business License No.: *.iptcfritEcr OF RECORD Company Name: City yrio lae&.8:944 V(OfP1/9 Architect Name: p 4),d Address: g -1_ 1 p ct.i: e/9 A vecv, cu.61, A2, City: 12.444),tok, State: ),1 Zip: girlp. Phone: k a s 28g zedx: Email: !..ENGINEER OF RECORD , :,,. ,... : ,, :'. ,--,::.... -1--;•,- - .... , Company Name: itiew k_ k, /. .e/,s Engineer Name: )14 k Address: & a 5'# .c-/- csu, ?1 Ay c......k. City: g :9 itc,wki_oi, State: teA Zip: ge7 -7 Phone: 753 gs-g32 Lem: Email: DER/Bqffli IS UED: requ ,..,,,,,:,,-;:,r.,,--.•.T .-7'7&' ' '"'".-6'4''''"--r ' 0 f ..- gre per: ' 61 9270q5) -',:: ,.: ir.,'.1. lorvojects, • 0(or :-..., • 4f t:,%( :' r;50.!? i. . Y --11' ''''.•:•. • —..,• •clY,');,;■ 1;, '"i Name: Address: City: State: Zip: H:\ApplicationsWorms-Applications On Line \201 I ApplicationsTombination Permit Application Revised 8-9-1 I.docx Revised: August 2011 bh )Asi ,cv-k Page 1 of 4 PROJECt INFORM;ATIoN,r.; Valuation of project (contractor's bid price : $ 1 e- P2O Scope of work (please provide detailed information): •:4PROPOSEUSQUARE'l.„ • Basement I' floor 2nd floor Garage kJ carport 0 Deck - covered 0 uncovered 0 Total square footage 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. EQUIPMENT AND FIXTURES - . " • INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: Value of mechanical work $ 44-- fuel type: IN electric gas e--- furnace <100k btu appliance vent ventilation fan connected to single duct thermostat wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 10 0 3 bathtub (or bath/shower combo) , bidet ; clothes washer I - dishwasher 0 floor drain 1 3 lavatory (bathroom sink) 4 I sink 3 water closet water heater (gas) 0 lawn sprinkler system 0 gas piping outlets HAApplicationaonns-Applications On Linek2011 ApplicationsTombination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 4 r!• �P�UBLIC WORKS ?PERMIT�INFORM Scope of work (please provide detailed information): Call before you Dig: 811 Please referao Publkc Works Bulletin #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 ❑ ... 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 SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): ❑ .. Civil Plans (Maximum Paper Size — 22" X 34 ") ❑ .. Technical Information Report (Storm Drainage) ❑ .. Bond 0... Insurance ❑... Easement(s) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): ❑... Geotechnical Report El... Maintenance Agreement(s) County Health Department. ❑ ...Hold Harmless — (SAO) ❑ ...Hold Harmless — (ROW) ❑ .. Right -Of -Way Use - Potential disturbance ❑ ...Construction /Excavation/Fill - Right -of- Way...❑ -or- Non Right -of -Way.. ❑ ❑ .. Total Cut ❑ .. Total Fill Cubic Yards Cubic Yards O ... Work In Flood Zone 0... Storm Drainage ❑ .. Sanitary Side Sewer 0... Abandon Septic Tank ❑ .. Trench Excavation ❑ .. Cap or Remove Utilities 0... Curb Cut ❑ ..Utility Undergrounding ❑ .. Frontage Improvements 0... Pavement Cut ❑ ..Backflow Prevention - Fire Protection ❑ .. Traffic Control 0... Looped Fire Line Irrigation Domestic Water ❑ .. Permanent Water Meter Size " WO # ❑ .. Residential Fire Meter Size " WO # ❑ .. Deduct Water Meter Size ❑ .. Temporary Water Meter Size " WO# ❑ .. Sewer Main Extension Public ❑ - or - Private ❑ ❑ .. 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 REFUND /BILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms- Applications On Line\2011 Applications \Combination Permit Application Revised 8- 9- 11.docx Revised: August 2011 bh Page 3 of 4 PERMIT„APPLICATION'.NOTES_,,' LICABLE;TO, ALL PERMITS IN,THIS LIGATION' . Value of construction — In all cases, a va e of construction amount should be entered b • e 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 I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY 0 Signature: Print Name: R OR AUIIWRIZED AGENT: Date: (O /I ?,/ — Day Telephone: - Mailing Address: 2 /1 S ! ?O - e U'/ '7 <( //R H:\Applications\Forms - Applications On Line \2011 Applications \Combination Permit Application Revised 8- 9- 11.docx Revised: August 2011 bh City Stab, Zip Page 4 of 4 • City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 -43 1 -3670 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov Parcel No.: 7358600310 Address: 13311 37 AV S TUKW Suite No: Applicant: SHIKARNY HOMES - SFR1 RECEIPT Permit Number: D12 -129 Status: APPROVED Applied Date: 04/19/2012 Issue Date: Receipt No.: R12 -01816 Initials: User ID: Payee: WER 1655 Payment Amount: $4,081.40 Payment Date: 06/07/2012 04:18 PM Balance: $0.00 SHIKARNY HOMES TRANSACTION LIST: Type Method Descriptio Amount Payment Check 1006 4,081.40 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts BUILDING - RES MECHANICAL - RES PLUMBING - RES PW BASE APPLICATION FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE 000.322.100 000.322.102.00.00 000.322.103.00.00 000.322.100 000.342.400 000.345.830 640.237.114 Total: $4,081.40 3,319.90 189.00 252.00 250.00 33.00 33.00 4.50 doc: Receipt -06 Printed: 06 -07 -2012 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.TukwilaWA.gov Parcel No.: 7358600310 Address: 13311 37 AV S TUKW Suite No: Applicant: NALIVAYKO RESIDENCE RECEIPT Permit Number: D12 -129 Status: PENDING Applied Date: 04/19/2012 Issue Date: Receipt No.: R12 -01371 Initials: User ID: Payee: WER 1655 Payment Amount: $2,157.94 Payment Date: 04/19/2012 02:09 PM Balance: $3,765.40 VLADIMIR NALIVAYKO TRANSACTION LIST: Type Method Descriptio Amount Payment Check 1050 2,157.94 Authorization No. ACCOUNT ITEM LIST: Description Account Code Current Pmts PLAN CHECK - RES 000.345.830 2,157.94 Total: $2,157.94 doc: Receiot -06 Printed: 04 -19 -2012 INSPECTION RECORD Retain a copy with permit INSPECTION NO. 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 D t1 12-1 Proj� 4: J t n.r MI', Type -of Inspection: i--r i A IS (J ` l In 6 Address ( ( 3 ;-- Date Called: Special Instructions: Date —� j ra:m._ p.m. Requester: Phone ...._,eiri 1 Approved per applicable codes. Corrections required prior to approval. COMMENTS: D efM f (.0 L %) r Or Insp Eta or: �01f. J 11 Date n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. v.. INSPECTION RECORD Retain a copy with permit INS C ON NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 R (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Dt'2 !2 i Projgcti i. Fl �" ] _ Ap s �+ �.-- TYprtIno oe f� .� V i 4- t, Address Date Called: Special Instr ctions: '.: Date Wanted -- i ` is-_/ ca.m_ p.m. Requester: Pho N 3 -3 34 7 62 Approved per applicable codes. El Corrections required prior to approval. CO MMENTS: t A R Inspector: Date REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. A �/ 113 INSPECTION NO. INSPECTION RECORD q N Retain a copy with permi C - 2 t PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 tt (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 P,3e? \ {�G� %/� �- /Lt��' TYp f I e�-L pj1 Li jn� Address � ( '74 ` / /tom Date Called: Special Instructions: Date Wanted: — G —1.5— 3 m.. p. P.m. Requester: Phut . 3 "33 ! -4 tU L Approved per applicable codes. Corrections required prior to approval. COMMENTS: lnspe At Dater , {� r7 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 Utz (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Pro :� ; A./.1\71,1 / Typ of Inrectif k n Date: Ad1 s;_ ( 3iDate Called: Special Instructions: Date Wanted �( S 3 '�0, p.m. Requester: Phone :3 -334 ,.76 , Approved per applicable codes. Corrections required prior to approval. COMMENTS: Insp €ctor: i Date: n REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call 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 - (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Pro ec : e � { 1 KariJ Aes Type f Inspection::: h ��� i. %n Address: 437(( 3') AUIF_ Date Called: Special Instructions: Date Wanted Z- ( '': ' a.rn,. : _ P.m. Requester: - Phone No ElApproved per applicable codes. Corrections required prior to approval.: COMMENTS: (� �dA 1 A iit// 14 a J (FC . o .(\ \ n5 cam" �= o l .. n1ePi) 7-10()F-- 60.2 , 7Li ci 4:7777,9' ::, '- tt r ,PeN rr'((a)T D A on -- (.) n c AArcsr A (1 11 Inspector: v n REINSPECTION FEE REQUIRED. Pr or to next irispection.lee; must be • paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule ceinspection su Date: INSPECTION RECORD 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 w Project: , `'j k\ c kAlAfy i i)me_s Type -of Insspec ion;' n . A---\ ,--t pia . d me) • • ". Address: 1 33 f I 3'1 Y J. Date Called: Special Instructions: 000Coor0MO( Date Wanted:.: -(4 _ a.rn p.m. Requester: Phone No• 2 34 4 r7 j_ 2 IDApproved per applicable codes. Corrections required prior to approval. COMMENTS: ,o,AA P C _A(/ t c7f " --P A11' . A (I P • ( s-i re " LAl .l prr(e = � r..A-uk) t Inspector: citAA3 i\I REINSPECTION FEE REQUIRED. Prior to next inspection; fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule: reinspection. Dated f INSPECTION RECORD Retain a copy with permit INSPECTION NO. 1, 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: ShlIKAR 3 -I C,. Type of Inspection: FtN(iL- nisih-idam Address: (-.3'A,1 1 3-7muS Date Called: Special Instructions: C) 6) 92-C1- p) Date Wanted: .° 2— 2- } _ a , . p . Requester: Phone No: X53- 34/^4-(76? /EJ Approved per applicable codes. COMMENTS: Corrections required prior -to approval. i Meg 64;e01( fri+pp /a1Jed Ins*ec`tor Date' 2_97- • PECTION FEE REQUIRED. Prior t next inspection. fee must'be atd'at 6300 Southcenter BLJd.. Suite 1l) . 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 tr. (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: £ 1+I!< n t Z AJ (-1 Howl i=ce Type of Inspection: _=... (AI Address: 1 3311 37 AU S Date Called: Special Instructions: e)(04-1(012.-01 Date Wanted:. ID- /44 /12_ ' a.m. p.m: Requester: Phone No: a.25 A --3 3 y - -L-i 7 4, ?_ JApproved per applicable codes. Corrections required prior to'approval. COMMENTS: Inspector! C/� / ..nfi Date:_ r_ , f-� n REINSPECTION FEE REQUIRED. Prior t next inspection, fee must be tlyjerrat 6300 Southcenter Blvd., Suite 100. Call to schedule_reinspection.. INSPECTION RECORD Retain a copy with permit 1)12 -/Z INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 0— (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: -5,14// K i ?A/cf /Yc/m-[r'S Type of Inspection: et- r9 // .t,CSPS/- +)i#-462i Address: /3.3// -J 7 flv Date Called: Special Instructions: 4z...\ 1 _ g- - a ( 0' ►-{}•`- r WADS J Date Wanted:. ,-/— 28 ' /,c' (ny) p.m. Requester: Phone No: oas 3 -,..q..? Y -`)/74.2-- Approved per applicable codes. Corrections required prior to approval. �( COMMENTS: P Inspector: 1 Date:! 1 2 " . „ ri REINSPECTION FEE REQUIRED. Pri�,r (o 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 Project: �-, ki/nl / ii t6-5 Tyne-of Inspection: er Addr ss: `T� / 3 (1 3 7-,vc_ Date Calle Special Instructions: �t M, L TtJ j Date Wanted:. vm; Requester: 4- Phone No: Approved per applicable codes. El Corrections required..prior to approval.: 7 COMMENTS: n r 4( 14--o I ■ l� 1 �, , P.-c JAS cr' r Ins {sector: frk n REINSPECTION FEE R UIR 6. Prior to next inspection...fee:must.be: paid at 6300 Southcenter 6lGd.. Suite 100. Call to schedule reinspection:" Date j ' INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 so, (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 �1z - k 2.9 Project:., '�NLK'RN) H Type of Inspection: • (tAvA;P.t6 -1'044)1/4Ig(AI.R Address: \;31\ 37Rv5 Date Called: t'-:--12 A-i i / /JJ( A /D i " %)d)A7/ /.`) 2 / F i C> Special Instructions: Date Wanted:. 1 \ - Z 1- 17, a.m: p.m. Requester: Phone No: 253- 3 311 -1-1-74 Z ElApproved per applicable codes. ® Corrections required prior to approval. COMMENTS: ( 2) 6. 'J ; ),PC6W1 F Jf/ 7f ST-- A16 l OAJAlF (rf 1'") z) G 4 -Z 1klK, - 4-Aal..1/41_ (3\ t'-:--12 A-i i / /JJ( A /D i " %)d)A7/ /.`) 2 / F i C> 1') f ?/-/ ,U,n, / 2brC�fl.:i. 41 Inspector.: n REIN,PECTION FEE REQUI FD. Prior to next inspection, fee must be paj at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: INSPECTION RECORD '. Retain a copy with permit INSPECTION NO. ' ':•PERMIT NO. CITY OF TUKWILA BUILDING DIVISION. 6300 Southcenter Blvd., #100, Tukwila. WA 98188 :,(206) 431-367 Permit Inspection Request Line (206) 431 -2451 Project: �M I I- A R t,J '-1 I -' Or s Type of Inspection;., ' Roos- k G s O vV) (Q(L Address: 1 -33It 37605 Date Called: : Special Instructions: 0 C.4- I1,-7 -01 Date Wanted: 1 i I . rm ). . p.m. Requester: Phone No: - 3 3 ' ' 4 . A 7 ?:- Approved per applicable codes. ElCorrections required prior to approval: COMMENTS: Inspecor: ) 1 REINSPECTION FEE REQUIRED. Prior to next inspection: fee must-be . paid at 6300 Southcenter Blvd., Suite 100. Call to schedule: reinspection.: Z 1 , INSPECTION 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: 1,4111..AR t■14 Ndwiy Z. Type of Inspection :: GsR6‘4,N t am.. -rz ,i _ ; N Address: la"%t 576v Date Called:. r' tit ,.,ra „J ,. Special Instructions: Date Wanted:. to- 2tc-t ca;m. - p.m. Requester: Phone No: . ® proved per applicable codes. ElCorrections required :prior to approval. COMMENTS: 64_ 8(3\71-‘ Inspector: IIIIII__&)j-'-- Date: n 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 NP.. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila: WA 98188 ''(206):431:-360, ' Permit Inspection Request Line (206) 431 -2451 Project: CH ■ K P 72sJ (f i4.0 C. Type of Inspection::. , t vvci l i S ( a C { t +f-rj IT I , i1ee9 u" Address: tS311 3X1+1 Date Called: Special Instructions: ,/C 63 121-1 -6 t Date Wanted:. a.m.. Requester: Phone No: .2S.3-33L -). 4?th Approved per applicable codes. Corrections required prior to approval: COMMENTS: Inspector: 6 tic A 11 (kk-AiVi REINSPECTION FEE REQUIRED. D Prior to paid at 6300 Southcenter Blvd.. Suite 100. Datie.: next inspection ;fee must'-be Call to scheduli..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 b /2 -ac Project: S �-C X AI RAley Ho Ill :r C. Type of Inspection: /: Ov r S NFif7`H/A. f 6 Address: / 33// 1/437,7v S Date Called: Special Instructions: � Y Date %�tecj__ /jZ a.m.. ' iI, f 0 36 73 —oi Requester: Phone No: o25-3-33z/ -97 ‘ Z Approved per applicable codes. Corrections required prior to approval. COMMENTS: A fl Inspect r: Date: t. n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD. Retain a copy with permit PERMIT,NO• CITY OF TUKWILA BUILDING DI:VLSI:ON': . 6300 Southcenter Blvd., #100, Tukwila. WA 98188 - • (206)•431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: G ,.-4 , 1-:`, ,Aa 1.1 r• Ll 1-10 AV'. Type of Inspection;; .; :. % 00 c am-` %t' ( t4 -fti∎J Address: k t.t, 1 7 ctv 4, Date Called: Special Instructions: Date Wanted: In — 11— .l. :a...1—_, : ` .m: Requester: Phone No: ElApproved per applicable codes. COMMENTS: Corrections required;priorto.approval, _ I i i 4 t () c}A/ d)1/4i-St-r" ;� ) A/4 /3,101.1 . 1 j A%:) /7&) t'SS 7-d S e0 (04 n1I R t n,, i ( _1 i/sPe(r /;Olv / 77 <)f55 /) £ 5 /9 .S 70 i;* Date`;; nf 1 ri RFC NSPECTION FEE REQUIRED. Prior to ext inspection fees must tie paid/at 6300 Southcenter Blvd., Suite 100. Call to schedule reihspection.•` INSPECTION RECORD. Retain a copy with permit INSPECTION NO. , PERMIT NO: , CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206)431-36 0 Permit Inspection Request Line (206) 431-2451 Pro 4.,,,, fw c ti...2) w. Aif i Type of Inspection:- (JAM f"..-C _ Address: L,,, \, i Date Called: Special Instructions: ‘:* 06? ( 0 14 --(°( Date Wanted ri _:q........ . ,..- ...A.m., Requester: - . P h o 5.-3 4r7'4,' LJApproved per applicable codes. E3Corrections required prior to approval. COMMENTS: T/ • ("Pi st,\‘‘ s (4) ki ) Sec e (Ab\efe ' • ... • , ," , • ' • , Inspecta: Date: _ . • , • INSPECTION RECORD Retain a copy with permit INSPE ON NO. ./�i.7 -/z 9i PERMIT NO. CITY OF TUKWILA BUILDING DIVISION, 6300 Southcenter Blvd., #100, Tukwila: WA 98188 tR (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 Project: , c / - ,, A? (/ /G/ •il C Type of Inspection: 7=0 (Fr/Ai 6 ..D A2 '%t Address: J ?//.?74a.S Date Called: Special Instructions: C2 6 D 5 z.7- o / Date Wanted:. a.m. Requester: Phone No: r>__ 3 -. 33 c1 «7 154 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: 1 Inspec ' r/ 1 A � f ❑ R INSPECTION FEE REQUIR D. Prior to ne inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Ca , to schedule reinspection. V INSPECTIYYN NO. SPECTION 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: S HI ( -IAk !J 1f h0 FS Type of Inspec ion: e r 01-fION 04- 11 Address: 133,1 -F7mu S Date Called: Special Instructions: Date Wanted:. ca.mm: Lr, -i2-/Z......_ . p Requester: Phone No: Li-A/7 53-Z.3 hi Approved per applicable codes. E Corrections required prior to approval. COMMENTS: M PAA ector• Date: (r ON FEE REQUIRED. PD. P ior to next insbection. fee must be 0 Southcenter Blvd., Sdite 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 z (206) 431 -3670 Permit Inspection Request Line (206) 431 -2451 ProjecC s-/// 4. 4 R AI �/ t /O /1 4 Type of Inspection: / 6/ /N.Jr7 Ti (A)A,07/ v�/ Address:.. r 3- 'i /__-57 7'*/ ,S' Date Called: Special Instructions: (66 3.E9. (127- Date Wanted:. 4 / /-- /..-- m. p'm. Requester: Phone No: 3i- 4/ -4/762 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 5 / Yan o1 '/ . ,i,)Q 4/Y / - J JJS J CJ ..G!'.° rt% / {4,,._) d>77— . 7/ 4 / _A/ r-4 fief ` > .57Pl (-, LiAi < /do 7) /19r �spectorli 1 1 Date: jtEINSPECTION FEE REQUIR D. Prior,, o next inspection, fee must be r 'd at 6300 Southcenter Blv .. Suite i00. 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 Do- 99 Project: Type of In ectio Address: 135,i 01 ,eve5 Date Called: oa /o5 /1..3 �..P. Special Instructions: • Date Wanted:. Ud /06 //3 (a. n! Requeitep -riot-A.-tee/ / Phone No: a 3 -33y— '7& EllApproved per applicable codes. 10 A Corrections required prior to approval. COMMENTS: ` -riot-A.-tee/ / Inspector: Date: at /c /13 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit DO-- to PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206- 575 -4407 Project: . (j • S Kctte lk-/% l 1 -q Type of Inspection': . L. r c c` N 41-<— Address: i 3 (1 /3 7 Suite #: 5 Contact Person: Special Instructions: Occupancy Type: Phone No.: V1-Approved per applicable codes. Corrections required prior to approval. COMMENTS: o le_ 4-a-P S i\--1) D r {SS Po S e-ti° ^J` Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: ®r,,\ . Sa-- Date: 216// 3 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:;. Address\.. City: Company Name: State: Zip: Word /Inspection Record Form.Doc 6/11/10 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit D a5 PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Projects ,{\ . KkAktiy 1—,-7) M -e Type of Inspection: CloUti Address: 133 11 Suite #: 7 A- v., 5 Contact Person: Special Instructions: Occupancy Type: Phone No.: - Approved per applicable codes. Corrections required prior to approval. COMMENTS: OD() 5• -- O K, Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type: Inspector: f-t-i Date: /7/ // Z Hrs.: l j, 5 2 t. 0.00.00 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 1 T.F.D. Form F.P. 113 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit \ -Z°\ 12-3-7—A\ PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park East, Tukwila, Wa. 98188 206 - 575 -4407 Project: SI -a�AZ N vv � S Type of Inspection: Address: +� Suite #: 33 \\ -31 AN L Contact Person: . , 1.....jt ( o --9-C--GrC Special Instructions: Phone No.: _jpproved per applicable codes. Corrections required prior to approval. COMMENTS: Sprinklers: Fire Alarm: Hood & Duct: 1.....jt ( o --9-C--GrC C- Permits: Occupancy Type:' ) \.)-e-c ■' - .S C.(" VA. , ,� S \\d Needs Shift Inspection: Sprinklers: Fire Alarm: Hood & Duct: Monitor: Pre -Fire: Permits: Occupancy Type:' Inspector: `BI Date: \\ \-Z 0\\ Z Hrs.: I $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. a.. IFELE COPY MYERS ENGINEERING LATERAL ANALYSIS & BEAM CALCULATIONS IF THIS SIGNATURE IS NOT IN COLOR, DO NOT ACCEPT FOR PERMIT SUBMITTAL. Project: SFR for Shikarny Homes at 13311 37th Avenue South Tukwila, WA April 6, 2012 2009 INTERNATIONAL BUILDING CODE 85 MPH WIND, EXPOSURE B, K=1.00 SOIL SITE CLASS D SEISMIC DESIGN CATEGORY D REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 7 2012 City of Tukwila BUILDING DIVISION 3206 50th Street Court NW, Suite 210 -B RECEIVED Gig Harbor, WA 98335 APR 19 2012 Phone: 253- 858 -3248 PERMIT CENTER Email: myengineer @centurytel.net Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210 -B Gig Harbor, WA 98335 Phone: 253 - 858 -3248 PROJECT : Shikarny Homes Email: myengineer @centurytel.net DESIGN LOADS: ROOF DEAD LOADS ROOF LIVE LOADS FLOOR DEAD LOADS FLOOR LIVE LOADS STAIR LIVE LOADS 15 PSF Total 25 PSF (Snow) 15 PSF Total 40 PSF (Reducible) 100 PSF WOODS : JOISTS OR RAFTERS 2X. BEAMS OR HEADERS 4X - 6X OR LARGER LEDGERS AND TOP PLATES STUDS 2X4 OR 2X6 POSTS 4X4 4X6 6X6 WOOD TYPE: HF #2 DF #2 HF #2 HF Stud HF #2 HF #2 DF #1 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 (Pere) =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. TRUSS DESIGNS SHALL COMPLY WITH THE REQUIREMENTS OF IBC 2303.4. SUBMITTAL PACKAGE SHALL COMPLY WITH REQUIREMENTS OF IBC 2303.4.1.4. 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. ► , ENdINEEREDil OrSTS. '" 9 -FLOOR JOISTS & BEAMS OF EQUAL OR BETTER CAPACITY MAY BE SUBSTITUTED FOR THOSE SHOWN ON t 1THI3sRLAN, " EQUAL;' IS'DEFINEDAS HAVING MOMENT CAPACITY, SHEAR CAPACITY, AND STIFFNESS WITHIN 3% OF THE SPECIFIED JOISTS OR BEAMS. Shikarny.xmcd Mark Myers, PE 4/6/2012 Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210 -B Gig Harbor, WA 98335 PROJECT : Shikarnv Homes Phone: 253 - 858 -3248 Email: myengineer @centurytel.net LATERAL ANALYSIS : BASED ON 2009 INTERNATIONAL BUILDING CODE (IBC) Lateral Forces will be distributed along lines of Force /Resistance. Lines of Force /Resistance will be investigated for both wind and seismic lateral Toads. Roof and Floor diaphragms are considered flexible. SEISMIC DESIGN: SEISMIC DESIGN BASED ON 2009 IBC CHAPTER 16 SECTION 1613 SINGLE FAMILY DWELLING, LIGHT FRAME CONSTRUCTION LESS THAN THREE STORIES IN HEIGHT ABOVE GRADE. Seismic Design Data: -Soils Site Class D (Assumed) - Seismic Design Category D IE := 1.0 For Seismic Use Group I occupancy (ASCE 7 -05 Table 11.5 -1) R := 6.5 S2o := 3.0 Cd := 4 Light Framed Walls w/ Wood Shear Panels (ASCE 7 -05 Table 12.2 -1) Ss := 1.48 Mapped Maximum Considered Earthquake Spectral Response Acceleration Short -Period Si := 0.51 Mapped Maximum Considered Earthquake Spectral Response Acceleration 1- Second Period Fa:= 1.0 Site Coefficient based on Site Class & Ss (ASCE 7 -05 Table 11.4 -1) := 1.5 Site Coefficient based on Site Class & S1 (ASCE 7 -05 Table 11.4 -2) W,µX Seismic Weight of Overall Structure, Seismic Weight of Structure above Level x (LB.) Equation 16 -37 Sms := Ss•Fa Sms = 1.48 Equation 16 -39 SDs := 3 •Sms SDs = 0.99 2 SDI := —3 • 1711 Equation 16 -38 Smi := S1•F, Roof Slope Adjustment Factor: Smi = 0.77 Equation 16-40 S :- 1 cos(atanl 12 J) S = 1.2 Plan Area for Each Level: Plan Perimeter for Each Level: AI := 1620ft2•S Pi := 2(35ft) + 2(42ft) (Roof) (Upper Floor) A2 := 1259ft2 + 923ft2•S P2 := 2(35ft) + 2(63ft) (Upper Floor) (Main Floor) Lateral Loads transfered to foundation at Main Floor Level SDI = 0.51 Shikarny.xmcd Mark Myers, PE Z 4/6/2012 Conterminous 48 States 2006 International Residential Code Latitude = 47.484 Longitude = - 122.28699999999999 Residential Seismic Design Category Ss and S1 = Mapped Spectral Acceleration Values Site Class D - Fa = 1.00, Fv = 1.50 MCE MAP VALUES Short Period Map Value - Ss = 1.48g 1.0 sec Period Map Value - S1 = 0.51g RESIDENTIAL DESIGN INFORMATION Short Period Map Value - Ss = 1.48g Soil factor for Site Class D - Fa = 1.00 Residential Site Value = 2/3 x Fa x Ss = 0.99g Residential Seismic Design Category = D2 3 611 of 1620 8f AREA SUMMARY MAIN FLOOR UPPER FLOOR: 1 ,326 of. 1259 ef. TOTAL: GARAGE: GOV'D FRONT PORCH: REAR COVE, PATIO: 2,565 430 2031 90 ef. of. er. ef. 2468f 1/ Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210 -B Gig Harbor, WA 98335 PROJECT : Shikarnv Homes Phone: 253 - 858 -3248 Email: myengineer @centurytel.net Weight of Structure at Each Level: Story Weight at Upper Floor. w1 := 15•psf•(AI) + 12•psf•4•ft•(PI) Story Weight at Main Floor: w2 := 15.psf•(A2) + 12•psf•[5• ft. (Pi) + 4.5ft.(P2)] Shear at each Level: F:= 1.1 nnn (F•SDs.wl) VIE:= R SDS' (w2)1 V2E := R Total Base Shear: VE :_ VIE + V2E) F =1.0 for one -story building F =1.1 for two -story building F =1.2 for three -story building VIE = 6110.75 lb V2E = 9241.8 lb VE = 15352.561b Weight of floors include weight of floor framing, flooring material, insulation, and 5psf for miscellaneous partition walls. Story Shear at Upper Floor Story Shear at Main Floor Shikarny.xmcd Mark Myers, PE 9 4/6/2012 Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210 -B Gig Harbor, WA 98335 Phone: 253 - 858 -3248 PROJECT : Shikarny Homes Email: myengineer @centurytel.net WIND DESIGN USE ANALYTICAL PROCEDURE OF ASCE 7 -05 SECTION 6.5 ENCLOSED RIGID BUILDINGS (ALL HEIGHTS) WIND EXPOSURE = B h := 30•ft Mean Roof Height as per Sec. 6.2 (not Tess than 30 ft for Exp B and not less than 15ft for Exp C) 1:= 1.0 Important Factor (Table 6 -1). := 85 Wind Speed Miles per Hour (Figure 6 -1). zg := 1200ft Per Table 6 -2: z9 = 1200ft & a = 7.0 for Exposure B Kd:= 0.85 Wind Directionality Factor (Table 6-4). a := 7.0 zg = 900ft & a = 9.5 for Exposure C (a) Kh := 2.01 h - zg Kb = 0.7 Velocity Pressure Exposure Coefficient (Table 6 -3). Topographic Factor (Kn) (Figure 6-4): 2 -D Escarpment with building downwind of crest for Exposure B. x:= lft K1 := 0.75 - H Lh Lh:= lft 1 J:= lft z: =h 7: =2.5 Kl = 0.75 K2 := C 1 - x K2 = 0.75 µLh K� := (1 + K1.K2•K3)2 Kzt = 1 Internal Pressure Coefficients (Figure 6 -5) GCpi • = .18 +/- µ := 4 (- 7-z) Lh K3 := e Therefore use: U= 1.0 K3 ..0 External Pressure Coefficients w/ Roof Pitch = 5/12 (23 degrees) Front to Back & 8/12 (34 degrees) Side to Side Taken from Figure 6-6 (w/ G =0.85 per Section 6.5.8.1) Front to Back: Side to Side: Lt, := 63ft Bfh := 35ft L- = 1.8 h = 0.48 Lss := 35ft Bt, Lt, B„ := 63ft L„ = 0.56 h- = 0.86 Bss L'ss GCpn := .8 Windward Wall GCpsi := .8 Windward Wall GCO2:= 0.12 Windward Roof GCps2:= .24 Windward Roof GCpf3 := -.6 Leeward Roof GCps3 := -.6 Leeward Roof GCpf4 -.47 Leeward Wall GCps4:= -.5 Leeward Wall Velocity Pressure ( qh) Evaluated at Mean Roof Height (h) (Equation 6 -15) qh := 0.00256•Kh•K2•Kd•V2.1 qh = 11.01 Design Wind Pressures p = gGCp - g1(GCpi) (Equation 6 -18) where q & qi will be conservatively taken as qh Shikarny.xmcd Mark Myers, PE 4/6/2012 FIRONT ELEVATION COMP. SHINGLES TYP. 5:12 COMP. SHINGLES TYP. 4:12 4- CONC. PATIO IREAIR ELEVATION 7 RIGHT ELEVATION 12 BG. Fri -4 4- LEFT ELEVATION Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210 -B Gig Harbor, WA 98335 PROJECT : Shikarnv Homes Phone: 253 - 858 -3248 Email: myengineer @centurytel.net The Internal Pressures o overall building and will t Front to Back: pfl := gh•(GCpfl)•psf pf2 := gh•(GCpf2)•Psf Pf3 := 9h.(GCpf3)•psf Pf4 gh•(GCpf4)•Psf n Windward and Leeward Walls & Roofs will offset each other for the lateral design of the herefore be ignored for this application. pn = 8.81 ft 2-lb pf2 = 1.32 ft 2•Ib Pf3 = —6.61 ft 2-lb pf4= -5.18 ft— 2-lb Windward Wall Windward Roof Leeward Roof Leeward Wall Wind Pressure at Upper Floor Wall & Roof (Front to Back): VIw (pf2 — Pf3)241ft2 + (Pft — Pf4)•213•ft2 Wind Pressure at Main Floor Walls (Front to Back): V2w (pf2 - Pf3)•Oft2 + (pf7 - Pf4)•341 •ft2 Wind Pressure at Upper Floor Walls &Roof (Side to Side): 2 2 V3w (Ps2 - Ps3)•51ft + kPst - Ps4)•338ft Wind Pressure at Main Floor Walls (Side to Side): V4w (Ps2 — Ps3)• 138ft2 + (Psi — Ps4)•518ft 2 Side to Side: psi := 9h.(GCpsI)•psf Ps2 ah•(GCps2)•Psf Ps3 9h•(GCps3).psf Ps4 glh•(GCps4).psf Viw = 4890.73 lb V2W = 4770.01 lb V3w = 5311.5916 V4W = 8693.91b But not Tess than 10 psf over the projected vertical plane. PsI = 8.81$ 2•Ib Ps2 =2.64ft 2•Ib ps3 = —6.61 ft 2•Ib Ps4 = —5.51 ft -2.1b Windward Wall Windward Roof Leeward Roof Leeward Wall Shikarny.xmcd Mark Myers, PE 4/6/2012 E LINE OF WALL BELOW LINE OF WALL BELOW 1 iz-yo L,IFFE1R FLOOFR FLAN Id �'fzzt 7,2-1'' Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210 -B Gig Harbor, WA 98335 PROJECT : Shikarnv Homes Phone: 253 - 858 -3248 Email: myengineer @centurytel.net WALL AA: Story Shear due to Wind: Bldg Width in direction of Load: V3w = 5311.591b Lt := 42-ft Shear Wall Length: Laa,,,:= (11.67 + 6.5 + 4)ft Laaw = 22. l 7 ft Story Shear due to Seismic: VIE = 6110.751b Distance between shear walls: LI :_ 42 -ft 22.17• ft Percent full height sheathing: ° ;_ • l0(% = 73.9 30•ft Wind Force: vaa:- V3w Li Lt 2 Laaw vaa = 119.79 ft 1 • Ib vaa = 151.64 ft 1 • lb Co Lass := (11.67 + 6.5 +.4)ft Lass = 22.17 ft Max Opening Height = 5ft -Oin, Therefore Co := 0.79 perAF &PA SDPWS Table 4.3.3.4 Seismic Force: p := 1.0 Eaa :- Eaa = 96.47ft 1•lb P1 -6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf Dead Load Resisting Overturning: Laa := 21.83•ft Plate Height: Pt:= 8•ft WR := 0.6(15.psf)•20.5 ft•Laa + 0.6•(10•psf)•Pt•Laa + 0.6•(10psf)•0ft•Laa Overturning Moment: OTM,,, := vaa-Loo-Pt OTM,,, = 20920.53 ft. lb OTMS := Eaa•L Pt OTMS = 16847.71 ft. lb Holdown Force & Net Uplift: OTM,,, OTMS DLRM - DLRM Co Co HDFaaw :— HDFaas :— L Laa as 1- IDFaaw = — 1324.65 Ib HDFaas = — 1560.82 Ib No Holdown Required VIE L1 0.7p •Lt t Laas = 122.12ft I.lb Co Laa DLRM := WR. 2 DLRM = 55398.81 ft. lb Base Plate Nail Spacing (2005 NDS Table11N) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir ZN := 122-lb CD := 1.6 CD•ZN•CO Bp := Bp = 1.29 ft Per Nail vaa 16d @ 12" o.c. Anchor Bolt Spacing (2005 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir As := 860.1b= 1.6 ZB := As -CD ZB•Co As := As = 9.07 ft Per Bolt Vaa 5/8" A.B. @ 72" o.c. ZB = 13761b Shikarny.xmcd Mark Myers, PE 11 4/6/2012 Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210 -B Gig Harbor, WA 98335 Phone: 253 - 858 -3248 PROJECT : Shikarny Homes Email: myengineer @centurytel.net WALL BB: Story Shear due to Wind: Bldg Width in direction of Load: V3w = 5311.591b LN•dn := 42•ft Shear Wall Length: Lbbw := (4.3.75)ft Lbbw = 15 ft Story Shear due to Seismic: VIE = 6110.75 Ib Distance between shear walls: Percent full height sheathing: a::= 10-ft (_10.ft).100 %.100 Wind Force: vbb 14,:= 42•ft Lbbs := [4.3.75(.)]ft Lbbs = 14.06 ft Max Opening Height = Oft -Oin, Therefore Cam.= 1.00 perAF &PA SDPWS Table 4.3.3.4 V3w L VIE LI Lt 2 t L 2 Seismic Force: k := 1.0 Ebb :— Lbb w Lbbs vbb = 177.05 ft 1 -lb vbb = 177.05 ft 1 • lb Co Ebb = 152.09 ft 1•lb P1-6: 7116" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf Dead Load Resisting Overturning: Lbb := 3.754•ft Plate Height: Pt := 8.ft W,g,:= 0.6(15•psf)•2•ft•Lbb + 0.6•(10•psf)•Pt•Lbb + 0.6•(10psf) •Oft•Lbb Overturning Moment: 0 := vbb•Lbb•Pt OTMw = 5317.26 ft•lb Holdown Force & Net Uplift: OTMW DLRM LRM co C o HDFbbw := HDFbbS := Lbb L bb Ebb = 152.09 ft 1 • lb Co DKwalv:= WR• L2b DLRM = 465.05 ft•Ib Nwisv= Ebb•Lbb•Pt OTMS = 4567.56 ft•lb OTMS HDFbbw = 1292.54 Ib HDFbbS = 1092.84 lb Simpson ST2215 or MSTC40 or HTS24 Base Plate Nail Spacing (2005 NDS Table11N) Anchor Bolt Spacing (2005 NDS Table 11E) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir 5/8" Dia. Bolt (6" Embed) & 1 -1/2' Plate Hem -Fir Z:= 122•Ib isca.;= 1.6 CD•ZN•CO vbb BP = 1.l ft 16d @ 12" o.c. Per Nail Ate:= 860.1b= 1.6 Z:= AS•CD ZB = 13761b ZB•Co te:= As = 7.77 ft Per Bolt vbb 5/8" A.B. @ 72' o.c. Shikarny.xmcd Mark Myers, PE 4/6/2012 1z- Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210 -B Gig Harbor, WA 98335 PROJECT : Shikarny Homes Phone: 253 - 858 -3248 Email: myengineer @centurytel.net WALL CC: Story Shear due to Wind: Bldg Width in direction of Load: v1w = 4890.73 lb Lam:= 35-ft Shear Wall Length: LccW := (22.91.+ 7.25)ft LccW = 30.16 ft Story Shear due to Seismic: Distance between shear walls::= 35.ft 10.fft Percent full height sheathing: %:= 100 % = 100 10•ft Wind Force: vcc V1w Li Lt 2 LccW vcc = 81.08 ft 1 • lb vcc = 81.08 ft 1 lb Co Lccs:= (22.91 + 7.25)ft VIE = 6110.751b Lccs = 30.16 ft Max Opening Height = Oft -Oin, Therefore = 1.00 perAF &PA SDPWS Table 4.3.3.4 Seismic Force: 1.0 Ecc :- Ecc = 70.91 ft 1 • lb P1-6: 7116" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 pif Seismic Capacity = 242 pif Dead Load Resisting Overturning: Lcc := 7.25.ft Plate Height: Pt := 8•ft Wk:= 0.6(15•psf)•2•ft•Lcc + 0.6•(10•psf)•Pt•Lcc + 0.6•(10psf)•0ft•Lcc VIE Ll 0.7p• L 2 t Lccs ECc 1 = 70.91 ft • Ib Co L•cc DLRM WR 2 Overturning Moment: = vcc•Lcc•Pt OTMW = 4702.62 ft. lb gALAL:= Ecc•Lcc•Pt Holdown Force & Net Uplift: OTMW OTMS DLRM CO Co HDFcc • HDFccW :_ s •— Loo Loo DLRM HDFccW = 409.39 Ib 1 -IDFccs = 328.06 Ib No Holdown Required Base Plate Nail Spacing (2005 NDS Table11N) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir Z := 122•Ib ,= 1.6 CD•ZN•C° vcc Bp =2.41ft Per Nail DLRM = 1734.56 ft. lb OTMS = 4113.01 ft•lb Anchor Bolt Spacing (2005 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir &:= 860.1b Cam;= 1.6 Z:= As•CD ZB = 13761b ZB.C, As := As = 16.97 ft Per Bolt ^"^^ vcc 16d @ 16" o.c. 5/8" AB. @ 72" o.c. Shikarny.xmcd Mark Myers, PE 13 4/6/2012 Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210 -B Gig Harbor, WA 98335 Phone: 253 - 858 -3248 PROJECT : Shikarnv Homes Email: myengineer @centurytel.net WALL DD: Story Shear due to Wind: Bldg Width in direction of Load: VI = 4890.73 lb := 35•ft Story Shear due to Seismic: V) E = 6110.75 lb Distance between shear walls: := 35•ft Shear Wall Length: Lddw :_ (9.67 + 26.33)ft Ldd, :_ (9.67 + 26.33)ft Ldd, = 36 ft 10 10•ft ft 100 Percent full height sheathing: Wind Force: vdd V1w L1 % = 100 Ldd, = 36 ft Max Opening Height = Oft -Oin, Therefore ^,C, .= 1.00 perAF &PA SDPWS Table 4.3.3.4 \T1E 1'1 0.7p. - -• 2 Lt 2 Seismic Force: 1.0 Ed d ,Q,•- dd :— Ldd, w vdd = 67.93 ft 1 • lb vdd = 67.93 ft 1 • Ib Co Edd = 59.41 ft 1•Ib P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 pif Seismic Capacity = 242 plf Edd 1 = 59.41 ft • lb Co Dead Load Resisting Overturning: Ldd := 9.67•ft Plate Height: Pmt := 8.ft Wes:= 0.6(15•psf)•2•ft•Ldd + 0.6•(10•psf)•Pt•Ldd + 0.6•(10psf)•0ft•Ldd DL := WR• Lad DL,RM = 3085.79 ft lb 2 Overturning Moment: OM TM My�:= vdd•Ldd•Pt OTMw = 5254.82 ft•lb 0 TAM := Edd•1 -dd •Pt Holdown Force & Net Uplift: OTMW OTMS DLRM Co C o HDFddw := HDFddS :— Ldd Ldd HDFddw = 224.3 lb HDFdds = 156.17 lb No Holdown Required OTMS = 4595.97 ft•lb — DLRM Base Plate Nail Spacing (2005 NDS Tabie11N) Anchor Bolt Spacing (2005 NDS Table 11E 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir z :. 122-lb = 1.6 ,A,:= 860•lb = 1.6 ZRA:= AS•CD ZB = 13761b Z C ° g-= CD �a C0 Bp = 2.87 ft Per Nail Ate= B As = 20.26 ft Per Bolt vdd 16d @ 16" o.c. 5/8" A.B. @ 72" o.c. Shikarny.xmcd Mark Myers, PE 4/6/2012 %q 2 -CAR GARAGE 0 �._ CGV'D PATI 5;1 LAUND. II II 11 II EATING BAR PREP. ISLAND KITCHEN p' • .5 -0" CLG. FAMILY RM, 5 5HLV5. COFFgSED C _LG. "9' -0" CLG. DEN /FLEX 4.5° SLDR N. OF WALL AB 36" N. RAILING 'A IN FL00 FLAN 15 Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210 -B Gig Harbor, WA 98335 Phone: 253- 858 -3248 PROJECT : Shikarny Homes Email: myengineer @centurytel.net WALL A: Story Shear due to Wind: Bldg Width in direction of Load: V4w = 8693.91b 1:= 63•ft Shear Wall Length: Law := (9.33 + 7.33 + 3.83 + 5.17)ft Law = 25.66 ft Percent full height sheathing: Wind Force: va vaa•Laaw + Story Shear due to Seismic: V2E = 9241.8 Ib Distance between shear walls: n�a, := 23-ft L2 := 40ft 10•ft %N.= • 100 % = 100 10•ft Vow (L1 + L2) Lt 2 Seismic Force: Law r r 7.331 Las: =[9.33 +7.33 +3.831 -9 I +5.17ft Las = 24.95 ft Max Opening Height = Oft -Oin, Therefore CC.= 1.00 perAF &PA SDPWS Table 4.3.3.4 g:= 1.0 Ea:- V2E (L1 + L2) Eaa.Laas + 0.7p Lt 2 Las va= 272.91ft 1•Ib a = 272.91ft 1•lb Ea= 215.37ft 1.1b Ea = 215.37ft 1•Ib Co Co P1-6: 7/16" Sheathing wl 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 plf Dead Load Resisting Overturning: La:= 3.83•ft Plate Height: Pt := 9.ft W&:= 0.6(15•psf)•20.5•ft•La+ 0.6•(10•psf)•2Pt•La+ 0.6•(10psf)•8ft•La Overturning Moment: M := va•LaPt OTMw= 9407.04ft•lb Holdown Force & Net Uplift: 7 OTM ■ ( OTMS w DLRM DLRM Co La := WR- 2a DLRM = 2497.38 ft- lb T:= Ea La Pt OTMS = 7423.89 ft- lb Co La HDFaw = 479.44 Ib + HDFaaw HDFa5 :- No Holdown Required Base Plate Nail Spacing (2005 NDS Tabie11N) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir Z:= 122•Ib:= 1.6 CD•ZN•CO 6 = Bp = 0.72 ft Per Nail Ate:= va va 16d @ 8" o.c. 5/8" A.B. @ 60" o.c. La HDFas = - 274.52 Ib + HDFaaS Anchor Bolt Spacing (2005 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir 860.1b ZB-Co .= 1.6 7:= As-CD ZB = 13761b As = 5.04 ft Per Bolt Shikarny.xmcd Mark Myers, PE 4/6/2012 16 Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210 -B Gig Harbor, WA 98335 PROJECT : Shikarnv Homes Phone: 253 - 858 -3248 Email: myengineer @centurytel.net WALL B: Story Shear due to Wind: Bldg Width in direction of Load: v4w = 8693.91b Ly:= 6341 Shear Wall Length: Lbw := (2.3.75 + 2 + 2)ft Lbw = 11.5ft Percent full height sheathing: Wind Force: vb Story Shear due to Seismic: Distance between shear wallas: l 61,: =40•ft Lb, := [2.3.75(.) +2 +21ft 10•ft ° /:_ • 100 % = 100 10.ft V4W L1 vbb•Lbbw + — Lt 2 Lbw vb = 470.94 ft 1 • lb vb = 470.94 ft • lb Co V2E = 9241.8 lb Lbs = 10.25 ft Max Opening Height = Oft -Oin, Therefore C := 1.00 perAF &PA SDPWS Table 4.3.3.4 Seismic Force: ,:= 1.0 Eb :- P1-3: 7/16" Sheathing w/ 8d nails @ 3" O.C. Wind Capacity = 638 plf Seismic Capacity = 456 pif Dead Load Resisting Overturning: Eb= 409.02ft 1•lb vb•4ft = 1883.741b Eb•4ft = 1636.1 lb Lb := 3.75-ft Plate Height: Pt := 9•ft W»:= 0.6(15•psf)•2•ft•Lb + 0.6•(10•psf)•2Pt•Lb + 0.6.(lOpsf)• l lft•Lb Overturning Moment: OT M v:= vb•Lb•Pt OTMW = 15894.09ft•lb Holdown Force & Net Uplift: OTMW ■ ( OTMS – DLRM DLRM Co Co 1-IDFbw :_ V2E L1 Ebb•Lbbs + 0.7p —•- Lt 2 Lb, Bb 1 = 409.02ft •lb Co Use (1) Simpson SSW24x9 -RF Steel Strong -Wall on Raised Floor at Bay in Living Room Lb DL := WR• 2 DLRM = 1350 ft• lb �:= Eb•Lb•Pt OTMS = 13804.57 ft. lb Lb + 1 -IDFbbw HDFbs :– Lb HDFbw = 5170.97 lb HDFbs = 4414.05 lb Simpson HDU8 AT 4X6 DF w/ SSTB28 Anchor Base Plate Nail Spacing (2005 NDS Tabie11N) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir 7:= 122•1b = 1.6 CD•ZN•C0 + I-1DFbbs Anchor Bolt Spacing (2005 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir Ate,:= 860•1b= 1.6 Z:= AS•CD ZB = 13761b Bp = 0.41 ft Per Nail Ate:= ZB Co As = 2.92 ft Per Bolt vb vb 16d @ 4" o.c. 5/8" A.B. @ 36" o.c. Shikarny.xmcd Mark Myers, PE 17 4/6/2012 SIMPSON STRONG -TIE COMPANY INC. (800) 999 -5099 5956 W. Las Positas Blvd., Pleasanton, CA 94588. www.strongtie.com Job Name: Shikarny Wall Name: Wall Line B Application: 1st Story Wood Floor Systems Design Criteria: * 2006 International Bldg Code *Wind * 2500 psi concrete * Altemate Basic or Basic Load combination * ASD Design Shear = 1884 Ibs Selected Strong -Wall® Panel Solution: Model SSW24x9 Actual Shear & Drift Distribution: End Total Axial Actual Type W H T Sill Anchor Load Uplift (in) (in) (in) Anchor Bolts (lbsi (Ibs) Steel 24 ; 105.25 3.5 Plate 2 - 1" 100 10815 lb Actual Allowable 1 Actual / i Actual Drift Model 1 Shear Shear 1 Allow 1 Drift Limit (Ibs) (Ibs) ; Shear i (in) (in) SSW24x9 j 1884 < 2075 OK • 0.91 1 024 0.60 1- SSW24x9 is OK. SSW24x9 requires SSW24 -1 KT Connection Kit. Notes: - Plate denotes shear transfer plate in Connection Kit. - Single Story 1st story wood floor installations may use A36 anchor bolts and rods. Disclaimer: It is the Designer's responsibility to verify product suitability under applicable building codes. In order to verify code listed applications please refer to the appropriate product code reports at www.strongtie.com or contact Simpson Strong -Tie Company Inc. at 1- 800 - 999 -5099. Page 1 of 1 Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210 -B Gig Harbor, WA 98335 PROJECT : Shikarnv Homes Phone: 253 - 858 -3248 Email: myengineer @centurytel.net WALL C: Story Shear due to Wind: Bldg Width in direction of Load: V2w = 4770.01 lb Lam:= 35-ft Story Shear due to Seismic: V2E = 9241.8 lb Distance between shear walls: Shear Wall Length: Lc,,, := (26.67 + 5 + 21.4)ft Lc, = 53.07 ft Percent full height sheathing: off= (-11•100 % = 100 1 Wind Force: vc :_ V2w L1 vcc•Lcc,„ + — Lt 2 Lc,,, Seismic Force: L .= 35•ft Lc, := (26.67 + 5 + 21.4)ft Lc, = 53.07 ft Max Opening Height = Oft -Oin, Therefore = 1.00 perAF &PA SDPWS Table 4.3.3.4 As:- 1.0 Eo :- V2E Ll Ecc•Lccs + 0.7p —•- Lt 2 Lc, vc= 91.02ft 1 • I b c = 91.02ft 1•Ib E , Ec = 101.25 ft 1•lb Co Co Dead Load Resisting Overturning: P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 plf Seismic Capacity = 242 pif Lc:= 5-ft Plate Height: Pt := 9•ft WAA:= 0.6(15•psf)•2•ft•Lo + 0.6•(10•psf)•2Pt•Lo + 0.6•(10psf)• 1 ft•Lo Lc , j 3 : = WR 2 DLRM = 1650ft•lb Overturning Moment: j := vc-Lc-Pt OTM,,, = 4095.85 ft-lb ( TAM := Ec• Lc- Pt OTMS = 4556.3 ft-lb Holdown Force & Net Uplift: OTMW, \ i OTMS DLRM DLRM Co HDFcH, :_ Co Lc + HDFcc,,, HDFcS :- HDFc,,, = 898.56 lb HDFcs = 909.321b No Holdown Required Lc + HDFccs Base Plate Nail Spacing (2005 NDS Table11N) Anchor Bolt Spacing (2005 NDS Table 11E) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir Z:= 122- lb = 1.6 CD•ZN•CO Bp =2.14ft vc 16d @ 16" o.c. Per Nail Ate:= 860-lb = 1.6 ZA,:= As•CD ZB = 13761b ZB.Co As:- As = 15.12 ft Per Bolt vc 5/8" AB. @ 72' o.c. Shikarny.xmcd Mark Myers, PE 11 4/6/2012 Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210 -B Gig Harbor, WA 98335 Phone: 253 - 858 -3248 PROJECT : Shikarnv Homes Email: myengineer @centurytel.net WALL D: Story Shear due to Wind: Bldg Width in direction of Load: V2w = 4770.01 lb L .= 35•ft Story Shear due to Seismic: V,E = 9241.81b Distance between shear walls: ,:= 35•ft Shear Wall Length: Ldw := (23.17 + 6 + 8.83 + 15.17)ft LdS := (23.17 + 6 + 8.83 + 15.17)ft Lk, = 53.17ft Percent full height sheathing: % AAAA = C 10 ftl .100 10•ft Wind Force: vd Lds = 53.17 ft Max Opening Height = Oft -Oin, Therefore CC := 1.00 % =100 perAF &PA SDPWS Table 4.3.3.4 V L vdd•Lddw + V2w (-•- � Edd•Ldds + 0.7p• 2E. 1 Lt 2 Lt 2 Lk, Seismic Force: „RA:_ 1.0 Ed :- L w L vd = 90.85 ft 1 • lb vd = 90.85 ft 1 • lb Co Dead Load Resisting Overturning: Ed = 101.06ft 1 -lb P1-6: 7/16" Sheathing w/ 8d nails @ 6" O.C. Wind Capacity = 339 pif Seismic Capacity = 242 pif Ld := 6.ft Plate Height: a:= 9.ft Wes:= 0.6(15•psf)•2•ft•Ld + 0.6•(10•psf)•2Pt•Ld + 0.6•(10psf)•lft•Ld Overturning Moment: awl-M.40„:= vd•Ld•Pt OTMW = 4905.77 ft•lb Holdown Force & Net Uplift: HDFdw :- Ed 1 = 101.06 ft .1b Co Ld 21a1;= WR• 2 OTM, .= Ed•Ld•Pt DLRM = 2376 ft- lb OTMS = 5457.27 ft. lb OTMW ( OTMS DLRM - DLRM Co Co Ld + HDFddw 1-IDFdS HDFdw = 645.93 lb HDFdS = 669.72 Ib No Holdown Required Base Plate Nail Spacing (2005 NDS Tabie11N) 16d Common (0.162 "x3.5 ") Nails & 1 -1/2" Plate Hem -Fir Ld + HDFddS Anchor Bolt Spacing (2005 NDS Table 11E) 5/8" Dia. Bolt (6" Embed) & 1 -1/2" Plate Hem -Fir 7,:= 122•Ib= 1.6 Ate:= 860.1b = 1.6 Z:= AS•CD ZB = 13761b CD•ZN•Co ZB•Co B = Bp = 2.15 ft Per Nail A - As = 15.15 ft Per Bolt vd vd 16d @ 16" o.c. 5/8" A.B. @ 72' o.c. Shikarny.xmcd Mark Myers, PE 4/6/2012 ID Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210 -B Gig Harbor, WA 98335 PROJECT : Shikarny Homes Phone: 253 - 858 -3248 Email: myengineer @centurytel.net WALL E: Story Shear due to Wind: Bldg Width in direction of Load: Vow = 8693.91b 1:= 63.ft Shear Wall Length: Lew := (2.1.875)ft Lew = 3.75 ft Story Shear due to Seismic: V2E = 9241.81b Distance between shear walls: Percent full height sheathing:_ 10.11 100 % = 100 10•ft Wind Force: ve Vow (L1) Lt 2 Lew ve = 423.19 ft 1•lb ve = 423.19 ft • 1•lb Co Les :_ (2.1.875)ft := 23.ft Les = 3.75 ft Max Opening Height = Oft -Oin, Therefore Cam.= 1.00 perAF &PA SDPWS Table 4.3.3.4 V2E (LI) 0.7p• Lt c Seismic Force: 1.0 Ee 1•lb See APA Technical Topic TT -1008 "A Portal Frame with Hold Downs for Engineered A police tions" (Emphasis Added) Restraint Panel Height = 10ft Maximum Restraint Panel Width = 1ft -10 1 /2in Minimum Allowable Shear per Panel = 860 lb Shear per Panel: VZ:= (3.75ft•ve) 2 VZ = 793.491b O.K. SEE PORTAL FRAME CONSTRUCTION DETAIL ON STRUCTURAL. SHEETS FOR FRAMING, NAILING, AND HOLDOWNS AT EACH GARAGE PORTAL FRAME PANEL Les E e = 314.91 ft 1.lb Co Shikarny.xmcd Mark Myers, PE 21 4/6/2012 Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210 -B Gig Harbor, WA 98335 Phone: 253 - 858 -3248 PROJECT : Shikarnv Homes Email: myengineer @centurytel.net Diapragm Shear Check: Assume 2x HF Roof Trusses, 7/16" Sheathing w/ 8d (0.131" x 2.5 ") nails, 6" o.c Edge nailing Unblocked Diapraghm Case 1 Capacity = 214 plf Unblocked Diapraghm Case 2-6 Capacity = 158 plf Wall Lines AA: Wall Lines CC: vaa• LaaW – 75.88 ft 1•lb E Laas = 61.11 ft 1•Ib vcc• Lc� – 61.13 ft 1•Ib E • Lccs 53.47 ft 1 -lb — 35ft 35ft 40ft �� 40ft Wall Lines BB: Lbb,,, - 1 Lbbs - 1 vbb• 35ft - 75.88 ft •lb Ebb• 35ft 61.11 ft -lb Wall Line E: Wall Lines DD: Ldd,,,, - 1 Lids - 1 vdd• 40ft 61.13ft •Ib Edd• 40ft _ 53.47 ft •lb ve -LeN, _ 1 Ee Les – 1 20ft – 79.35 ft • lb 20ft – 59.04 ft • It, Assume 2x HF Floor Joists, 15/32" Sheathing w/ 8d (0.131" x 2.5 ") nails, 6" o.c Edge nailing Unblocked Diapraghm Case 1 Capacity = 223 plf Unblocked Diapraghm Case 2-6 Capacity = 167 plf Wall Lines A: (va•Law – vaa -Laaw) _ 1 Ea Las – Eaa•Laas – 1 – 124.2ft lb – 92.42ft •lb (35ft) 35ft Wall Lines B: (vb -Lb, - vbb -Lbbw) _ 1 Eb -Lbs - Ebb.Lbbs -1 – 102.22ft •lb – 76.06ft -lb (27ft) 27ft Wall Lines C: (vc•Lcw, – vcc•Lcc,„) – 1 EeLcs – Ecc•Lccs – 1 – 37.86ft •Ib – 51.34ft -lb (63ft) 63ft Wall Lines D: (vd•Ldw - vdd•Ldcl ,) _ 1 Ed•Lds – Edd.Ldds _ 1 – 37.86ft •lb – 51.34ft •]b (63ft) 63ft Shikarny.xmcd Mark Myers, PE 4/6/2012 22 LINE OF LOWER ROOF PROVIDE MIN. 22 "x30" ATTIC ACCESS INSULATE 1 WEATHER STRI- 1ROOF PIRA 23 INC FLAN .......................... END JACKS O 24" O.C. LiFFEIR =LOOIR FRAMING PLAN 20' -0" I5' -0" 16' -3" RO. 7'..' "b - r--L T I CONTINUOUS FOOTING f, EDGE OF SLAB LINE OF THICKENED SLAB 7 c' - -a• 13' -4" SLAB ON GRADE 4' CONC. OVER 6 MIL (BLACK) V.B. OVER 4' GRANULAR FILL SLOPE 4' TO O.H. DOORS 12' -8" 1' -4" L J 5TUB OUT •4 BAR 24" a IS" O.C. USE NERVASTRAL OR FLASHING FOR WATER- PROOFING L— 4" 6 4 CONC. MIL GRANULAR O/ VAPOR = Fl 'RRI L •R O/ 04 �6 0 4 IN 34 3' -10" 5' -1" 1 TN14" SCREENED VENTS ENTS FOUNDATION "' F 12' -8" s `9 2x10l 4 FLR JST 0 16' o.c. ;I: 24 DBL. J5T5 ?4 11114 \ .. 4 1x10 NF "1 FLR JST c I6" oc \, 734 71. .6 � /i g ire 1 6'6 "UM✓A 1� 2x10* "2FLR J5T c 16" oz. g, 11 —7NJ \ 11 14 ,� N L---- 174CRTFFLET47+T1 — O 9 0 W1. 0444 L 9 I K 14' X 36' X 10' THICK 24 s ;Q 111 FTG W/ "4 REBAR 0 11' OC. 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Header Upper Floor Material Properties Licensee: YERS ENGINEERING Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 Analysis Method : Allowable Stress Design Load Combination 20091BC &ASCE7 -05 Wood Species Wood Grade : Douglas Fir - Larch : No.2 Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0.3113) S(0.5188) $ 875 psi 875 psi 600 psi 625 psi 170 psi 425 psi $ E : Modulus of Elasticity Ebend- xx Eminbend - Density Applied Loads Uniform Load : D = 0.3113, S = 0.5188 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Span = 6.0 ft 1300 ksi 470 ksi 32.21 pcf Service loads entered. Load Factors will be applied for calculations. • 0.994 1 Maximum Shear Stress Ratio 6x8 Section used for this span 869.34psi fv : Actual 875.O0psi Fv : Allowable +D +S+H Load Combination 3.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.061 in 0.000 in 0.097 in 0.000 in Ratio = Ratio = Ratio = Ratio = Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl Location in Span 1186 0 <360 741 0 <240 Design OK 0.426 : 1 6x8 72.45 psi 170.00 psi +D +S+H 0.000 ft Span # 1 Load Combination Max. " +" Defl Location in Span D +S 1 0.0971 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 3.030 Support notation : Far left is #1 0.0000 0.000 Values in KIPS Overall MAXimum D Only S Only D +S 2.490 0.934 1.556 2.490 2.490 0.934 1.556 2.490 7g ' Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210 -B Gig Harbor, WA 98335 ph: 253 - 858 -3248 fx: 253 -858 -3249 E -mail: myenoi neer0,centu rytel. net Wood Beam Lic. # : KW- 06008232 Title : Dsgnr: Project Desc.: Project Notes : Description : 2.Upper Floor Joist Material Properties Job # Printed: 6 APR 2012. 6:41A61 : ENERCALC,,INC.: 1983 - 2011 ;,Build :6!11.9 :9;Ver6.1,1.9.9 Licensee : MYERS ENGINEERING Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Load Combination 20091BC &ASCE7 -05 Wood Species Wood Grade : Hem Fir : No.2 Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0.019995) L(0.05332) 850 psi 850 psi 1300 psi 405 psi 150 psi 525 psi E : Modulus of Elasticity Ebend- xx 1300 ksi Eminbend - xx 470 ksi Density 27.7pcf Repetitive Member Stress Increase Applied Loads Uniform Load : D = 0.0150, L = 0.040 ksf, Tributary Width = 1.333 ft DESIGN SUMMARY .. . Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection 2x12 Span = 16.50 ft Service loads entered. Load Factors will be applied for calculations. Overall Maximum Deflections - 'Unfactored Loads Load Combination Span Max. " " Defl 0.968 1 2x12 946.25 psi 977.50 psi +D +L+H 8.250ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.387 in Ratio = 0.000 in Ratio = 0.533 in Ratio = 0.000 in Ratio = 511 0 <360 371 0 <240 Design OK 0.319:1 2x12 47.85 psi 150.00 psi +D+L+H 15.593 ft Span # 1 Location in Span Load Combination Max. " +" Defl Location in Span D+L 1 0.5327 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 8.333 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum D Only L Only D+L 0.605 0.165 0.440 0.605 0.605 0.165 0.440 0.605 Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210 -B Gig Harbor, WA 98335 ph: 253 - 858 -3248 fx: 253 -858 -3249 E -mail: myengineerAcenturytel.net Wood Beam Lic. # : KW- 06008232 Title : Dsgnr: Project Desc.: Project Notes : Job # Printed'. 6 APR 2012. 8:47AM Description : 3. Rear Porch Beam Material Properties ENERCALC;.INC.1983- 20111; Build:6:11.9.9; Ver.6.11.9:9 Licensee : YERS ENGINEERING Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 E : Modulus of Elasticity Ebend- xx Eminbend - xx Analysis Method : Allowable Stress Design Load Combination 20091BC &ASCE7 -05 Wood Species Wood Grade Douglas Fir - Larch : No.2 Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling i 875 psi 875 psi 600 psi 625 psi 170 psi 425 psi Density D(0.0675) S(0.1125) + i Applied Loads Uniform Load : D = 0.06750, S = 0.1125 , Tributary Width = 1.0 ft DESIGN SUMMARY 'Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl 6x10 Span =15.Oft 1300 ksi 470 ksi 32.21 pcf i Service loads entered. Load Factors will be applied for calculations. 0.833 1 Maximum Shear Stress Ratio 6x10 Section used for this span 734.32 psi fv : Actual 875.00psi Fv : Allowable +D +S+H Load Combination 7,500ft Location of maximum on span Span # 1 Span # where maximum occurs 0.253 in Ratio = 0.000 in Ratio = 0.405 in Ratio = 0.000 in Ratio = 711 0 <360 444 0 <240 Design OK 0.205 : 1 6x10 34.88 psi 170.00 psi +D +S +H 14.250 ft Span # 1 Location in Span Load Combination D +S 1 0.4046 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 7.575 Support notation : Far left is #1 Max. " *" Defl Location in Span 0.0000 Values in KIPS 0.000 Overall MAXimum D Only S Only D +S 1.350 0.506 0.844 1.350 1.350 0.506 0.844 1.350 Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210-B Gig Harbor, WA 98335 ph: 253-858-3248 fx: 253-858-3249 E-mail: myenoineerAcenturytel.net Wood Beam. Lic. # KW-06008232 Description : 3. Rear Porch Beam Material Properties Title : Dsgnr: Project Desc.: Project Notes : Job # Printed: 6 APR 2012. 6:48AM ENEkALC;,'INC. 1983-2011, Build6.1149, Ve-.6.1199 Licensee : MYERS ENGINEERING Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Load Combination 2009IBC&ASCE7-05 Wood Species Wood Grade Beam Bracing Fb - Tension Fb - Compr Fc - PrIl : Douglas Fir - Larch Fc - Perp No.2 Fv Ft : Beam is Fully Braced against lateral-torsion buckling D(0.0675) S(0.1125) 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi E: Modulus of Elasticity Ebend- xx 1,300.0 ksi Eminbend - xx 470.0ksi Density 32.210pcf Applied Loads 6x8 Span = 12.917 ft Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.06750, S = 0.1125 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections • Unfactored Loads 0.998 1 Maximum Shear Stress Ratio 6x8 Section used for this span 873.68 psi fv : Actual 875.00 psi Fv : Allowable +D+S+H Load Combination 6.459ft Location of maximum on span Span # 1 Span # where maximum occurs 0.283 in Ratio = 0.000 in Ratio = 0.452 in Ratio = 0.000 in Ratio = 548 0 <360 342 0 <240 Desi • n OK 0.226 : 1 6x8 38.47 psi 170.00 psi +D+S+H 12.336ft Span # 1 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Defl Location in Span D+S 1 0.4521 Vertical Reactions - Unfactored 6.523 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum D Only S Only D+S 1.163 0.436 0.727 1.163 1.163 0.436 0.727 1.163 Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210 -6 Gig Harbor, WA 98335 ph: 253 - 858 -3248 fx: 253 -858 -3249 E -mail: myengineeracenturytel.net Wood Beam Lic. # : KW- 06008232- Title : Dsgnr: Project Desc.: Project Notes : Job # Printed: 6 APR 2012. 8:50AM - ENERCALC;.INC.1983- 2011, Buitd:6.119:9; Ver.6.11.9.9 Description : 4. Beam over Dining /Living Rooms Material Properties Licensee : MYERS ENGINEERING Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 Analysis Method : Allowable Stress Design Load Combination 2009IBC &ASCE7 -05 Wood Species Wood Grade : DF /DF 24F - V4 Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0.195) L(0.52) 2400 psi 1850 psi 1650 psi 650 psi 265 psi 1100 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx Ebend- yy Eminbend - yy Density 1800 ksi 930 ksi 1600 ksi 830 ksi 32.21 pcf Applied Loads Uniform Load : D = 0.1950, L = 0.520 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Span = 13.0 ft Service loads entered. Load Factors will be applied for calculations. 0.802 1 5.125x10.5 1,924.70 psi 2,400.O0psi +D+L+H 6.500ft = Span # 1 Overall Maximum Deflections - Unfactored Loads 0.379 in 0.000 in 0.520 in 0.000 in Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 412 0 <360 299 0 <240 Design OK 0.425: 1 5.125x10.5 112.71 psi 265.00 psi +D+L+H 12.155 ft Span # 1 Load Combination Span Max. " -" Defl Location in Span Load Combination Max. " +" Defl Location in Span D+L 1 Vertical Reactions - Unfactored Load Combination Support 1 0.5204 6.565 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Support 2 Overall MAXimum D Only L Only D+L 4.648 1.268 3.380 4.648 4.648 1.268 3.380 4.648 Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210 -B Gig Harbor, WA 98335 ph: 253 - 858 -3248 fx: 253 -858 -3249 E -mail: myengineerAcenturytel.net Wood :Beam Lic: # : KW- 06008232 Title : Dsgnr: Project Desc.: Project Notes : Job # Primed: 6 APR 2012, 8:53AM Description : 5. Beam at Stair Opening Material Properties ENERCALC, INC. 1983-2011, Build:6.11.9.9; Ver:6.119.9 Licensee: YERS ENGINEERING Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 Analysis Method : Allowable Stress Design Load Combination 20091BC &ASCE7 -05 Wood Species Wood Grade Douglas Fir - Larch : No.2 Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0.06375) L(0.17) 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi D(0.131) L(0.35) E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.Oksi Density i Applied Loads Load for Span Number 1 Uniform Load : D = 0.06375, L = 0.170 k /ft, Extent = 0.0 —» 3.50 ft, Tributary Width = 1.0 ft Uniform Load : D = 0.1313, L = 0.350 k/ft, Extent = 3.50 —» 9.0 ft, Tributary Width = 1.0 ft DESIGN SUMMARY 4x12 Span = 9.O ft Service loads entered. Load Factors will be applied for calculations. 32.210 pcf Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. " " Defl 0.68(1 1 Maximum Shear Stress Ratio 4x12 Section used for this span 673.65psi fv : Actual 990.00 psi Fv : Allowable +D+L+H Load Combination 4.860ft Location of maximum on span Span # 1 Span # where maximum occurs 0.065 in Ratio = 0.000 in Ratio = 0.090 in Ratio = 0.000 in Ratio = 1655 0 <360 1203 0 <240 Design OK 0.331 : 1 4x12 59.59 psi 180.00 psi +D+L+H 8,100ft Span # 1 Location in Span Load Combination Max. "+" Defl Location in Span D+L 1 0.0897 Vertical Reactions - Unfactored 4.635 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum D Only L Only D+L 1.468 0.400 1.068 1.468 1.997 0.545 1.453 1.997 Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210 -B Gig Harbor, WA 98335 ph: 253 - 858 -3248 fx: 253 -858 -3249 E -mail: myengineerPcenturytel.net Wood Beam # : KW- 06008232 Title : Dsgnr: Project Desc.: Project Notes : Job # Printed: 6 APR 2012, 8:54AA1 ENERCALC, INC. 19& 32011, Build :6.11:9.9, Ver.6.11.9.9 Description : 6. Header Main Floor Material Properties Licensee : MYERS ENGINEERING Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 E : Modulus of Elasticity Ebend- xx 1300 ksi Eminbend - xx 470ksi Analysis Method : Allowable Stress Design Load Combination 2009IBC &ASCE7 -05 Wood Species Wood Grade Beam Bracing : Douglas Fir - Larch : No.2 Fb - Tension Fb - Compr Fc - PrII Fc - Perp Fv Ft : Beam is Fully Braced against lateral- torsion buckling D(0.5763) L(0.32) S(0.5938) 875 psi 875 psi 600 psi 625 psi 170 psi 425 psi Density $ Applied Loads Uniform Load : D = 0.5763, L = 0.320, DESIGN SUMMARY 32.21 pcf Span =6.Oft Service loads entered. Load Factors will be applied for calculations. S = 0.5938 , Tributary Width = 1.0 ft (Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection = 0.941: 1 6x10 823.52 psi 875.00psi +D+0.750L+0,750S+H = 3.000ft = Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable 0.053 in Ratio = 0.000 in Ratio = 0.086 in Ratio = 0.000 in Ratio = Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "2 Defl Location in Span Design OK = 0.473: 1 6x10 80.41 psi = 170.00 psi Load Combination +D+0.750L+0.750S +H Location of maximum on span = 0.000 ft Span # where maximum occurs = Span # 1 1369 0 <360 839 0 <240 Load Combination Max. " +" Defl Location in Span D+L+S 1 Vertical Reactions - Unfactored 0.0857 3.030 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum D Only L Only S Only L +S D+L D +S D+L +S 4.470 1.729 0.960 1.781 2.741 2.689 3.510 4.470 4.470 1.729 0.960 1.781 2.741 2.689 3.510 4.470 Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210 -B Gig Harbor, WA 98335 ph: 253 -858 -3248 fx: 253 -858 -3249 E -mail: myengineerAcenturytel.net • Wood Beam Lic. # i KW- 06008232 Title : Dsgnr: Project Desc.: Project Notes : Job # Printed: 6 APR 2012. 8:54,161 Description : 6. Header Main Floor Material Properties ENERCALC; INCs1983- 201:1, Build :6.11 -99; Ver.6.11.9.9 - Licensee YERS ENGINEERING Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 Analysis Method : Allowable Stress Design Load Combination 20091BC&ASCE7 -05 Wood Species Wood Grade Douglas Fir - Larch No.2 Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0.5763) L(0.32) S(0.5938) 875.0 psi 875.0 psi 600.0 psi 625.0 psi 170.0 psi 425.0 psi Density E: Modulus of Elasticity Ebend- xx 1,300.0ksi Eminbend - xx 470.0ksi v $ $ Applied Loads Uniform Load : D = 0.5763, L = 0.320, DESIGN SUMMARY ;Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Span = 4.833 ft 32.210 pcf Service loads entered. Load Factors will be applied for calculations. S = 0.5938 , Tributary Width = 1.0 ft 0.980 1 6x8 857.29 psi 875.00 psi +D+0.750L+0.750S+H 2.417ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable 0.045 in Ratio = 0.000 in Ratio = 0.073 in Ratio = 0.000 in Ratio = Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "= Defl Location in Span 0.489: 1 6x8 83.15 psi 170.00 psi Load Combination +D +0.750L+0.750S+H Location of maximum on span = 0.000ft Span # where maximum occurs = Span # 1 1289 0 <360 790 0 <240 Load Combination Max. " +" Defl Location in Span D+L+S Vertical Reactions - Unfactored 0.0734 2.441 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum D Only L Only S Only L +S D+L D +S D+L +5 3.601 1.393 0.773 1.435 2.208 2.166 2.828 3.601 3.601 1.393 0.773 1.435 2.208 2.166 2.828 3.601 35 Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210 -B Gig Harbor, WA 98335 ph: 253 - 858 -3248 fx: 253 -858 -3249 E -mail: myengineerancenturytel.net Wood Beam Lic # : KW- 06008232 Description : Title : Dsgnr: Project Desc.: Project Notes : Job # Printed: 6 APR 2012. &57AM 7. Beam at DininglHallway Material Properties ENERCALC,'INC 19832011; Build :6:119.9, Ver:6.11,9 9 Licensee : MYERS.ENGINEERING Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method : Allowable Stress Design Load Combination 2009IBC &ASCE7 -05 Wood Species Wood Grade : Douglas Fir - Larch : No.2 Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0.02) L(0.05333) 900 psi 900 psi 1350 psi 625 psi 180 psi 575 psi E ; Modulus of Elasticity Ebend- xx Eminbend - xx Density D(0.54) L(1.45) 1600 ksi 580 ksi 32.21 pcf Applied Loads Uniform Load : D = 0.020, L = 0.05333 , Tributary Width = 1.0 ft Point Load : D = 0.540, L = 1.450 k (a, 9.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections - Unfactored Loads. Load Combination Span Max. " " Defl 4x12 Span = 12.0 ft Service loads entered. Load Factors will be applied for calculations. 0.898 1 Maximum Shear Stress Ratio 4x12 Section used for this span 888.68 psi fv : Actual 990.00psi Fv : Allowable +D+L+H Load Combination 9.000ft Location of maximum on span Span # 1 Span # where maximum occurs 0.133 in Ratio = 0.000 in Ratio = 0.182 in Ratio = 0.000 in Ratio = 1084 0 <360 789 0 <240 Design OK'. 0.395: 1 4x12 71.10 psi 180.00 psi +D+L +H 11.100ft Span # 1 Location in Span Load Combination Max. " +" Defl Location in Span D+L 1 0.1824 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 6.540 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum D Only L Only D+L 0.937 0.255 0.682 0.937 1.932 0.525 1.407 1.932 36 Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210 -B Gig Harbor, WA 98335 ph: 253 - 858 -3248 fx: 253-858-3249 E -mail: myengineerAcenturytel.net Wood Beam Lic. # : KW- 06008232 Title : Dsgnr: Project Desc.: Project Notes : Job # Punted. 6 APR 2012. 9:11AM Description : 8. Garage Door Header Material Properties ENERCALC; INC:1983-2011, Build :6.119 9; Vec611.9.9 Licensee : YERS ENGINEERING Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 Analysis Method : Allowable Stress Design Load Combination 20091BC &ASCE7 -05 Wood Species : Douglas Fir - Larch Wood Grade : No.2 Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0.045) S(0.075) 900 psi 900 psi 1350 psi 625 psi 180 psi 575 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx Density 1600 ksi 580 ksi 32.21 pcf Applied Loads Uniform Load : D = 0.0450, S = 0.0750 , Tributary Width = 1.0 ft DESIGN SUMMARY ;Maximum Bending Stress Ratio Section used for this span fb : Actual = FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection 4x10 Span =16.Oft i Service loads entered. Load Factors will be applied for calculations. 0.855 1 Maximum Shear Stress Ratio 4x10 923.23 psi 1,080.00 psi +D +S+H 8.000ft Span # 1 0.302 in 0.000 in 0.483 in 0.000 in Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. =" Defl Ratio = Ratio = Ratio = Ratio = Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 636 0 <360 397 0 <240 Design OK 0.225: 1 4x10 40.48 psi 180.00 psi +D +S+H 15.280 ft Span # 1 Location in Span Load Combination Max. " +" Defl Location in Span D +S 1 0.4829 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 8.080 Support notation : Far left is #1 0.1)000 Values in KIPS 0.000 Overall MAXimum D Only S Only D +S 0.960 0.360 0.600 0.960 0.960 0.360 0.600 0.960 Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210 -B Gig Harbor, WA 98335 ph: 253 - 858 -3248 fx: 253 -858 -3249 E -mail: myengineerAcenturytel.net Wood Beam Description : 9. Main Floor Joist Material Properties Title : Dsgnr: Project Desc.: Project Notes : Job # Printed: 6 APR 2012. 9:12AM INC. 1983-2011, Build 6.119:9 Ver.6.11.9.9 Licensee : MYERS.,ENGINEERING; Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 Analysis Method : Allowable Stress Design Load Combination 20091BC &ASCE7 -05 Wood Species Wood Grade Beam Bracing : Hem Fir : No.2 Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft : Beam is Fully Braced against lateral- torsion buckling i D(0.01999n L(0.05332) 850 psi 850 psi 1300 psi 405 psi 150 psi 525 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx i 1300 ksi 470 ksi Density 27.7pcf Repetitive Member Stress Increase i Applied Loads Uniform Load : D = 0.0150, L = 0.040 DESIGN SUMMARY __ Maximum Bending Stress Ratio Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection 2x10 Span =13.Oft Service loads entered. Load Factors will be applied for calculations. ksf, Tributary Width = 1.333 ft 0.806 1 2x10 868.86 psi 1,075.25 psi +D +L +H 6.500ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.269 in Ratio = 580 0.000 in Ratio = 0 <360 0.369 in Ratio = 422 0.000 in Ratio = 0 <240 Overall. Maximum Deflections - Unfactored Loads Load Combination Span Max. " -" Defl Location in Span Design OK 0.306: 1 2x10 45.85 psi 150.00 psi +D +L+H 12.285 ft Span # 1 Load Combination Max. " +" Defl Location in Span D+L Vertical Reactions - Unfactored 0.3693 6.565 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum D Only L Only D+L 0.477 0.130 0.347 0.477 0.477 0.130 0.347 0.477 Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210 -B Gig Harbor, WA 98335 ph: 253-858-3248 fx: 253 -858 -3249 E -mail: myengineerAcenturytel.net Wood Beam Lic. # : KW- 06008232 Description : Title : Dsgnr: Project Desc.: Project Notes : Job # Printed: 6 APR 2012, 9•17AM 10. Crawl Beam at Bearing Wall Material Properties ENERCALC, INC: 1983-2011, Build:6.11 :9.9; Ver.6.11.9.9 Licensee : YERS ENGINEERING Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 Analysis Method : Allowable Stress Design Load Combination 20091BC &ASCE7 -05 Wood Species Wood Grade Douglas Fir - Larch : No.2 Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0.33) L(0.4733) Applied Loads 900 psi 900 psi 1350 psi 625 psi 180 psi 575 psi E : Modulus of Elasticity Ebend -xx 1600ksi Eminbend xx 580ksi Density $ $ v 32.21 pcf Span = 6.50 ft Service loads entered. Load Factors will be applied for calculations. Uniform Load : D = 0.330, L = 0,4733 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection 0.944 1 Maximum Shear Stress Ratio 4x10 Section used for this span 1,019.99psi fv : Actual 1,080.00psi Fv : Allowable +D +L+H Load Combination 3.250ft Location of maximum on span Span # 1 Span # where maximum occurs Overall Maximum Deflections - Unfactored Loads 0.052 in Ratio = 0.000 in Ratio = 0.088 in Ratio = 0.000 in Ratio = 1503 0 <360 885 0 <240 0.517: 1 4x10 93.14 psi 180.00 psi +D+L +H 5.753 ft Span # 1 Load Combination Span Max. " -" Defl Location in Span Load Combination Max. " +" Defl Location in Span D+L 1 Vertical Reactions - Unfactored 0.0881 3.283 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Load Combination Support 1 Support 2 Overall MAXimum D Only L Only D+L 2.611 1.073 1.538 2.611 2.611 1.073 1.538 2.611 11 • Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210 -B Gig Harbor, WA 98335 ph: 253 - 858 -3248 fx: 253 -858 -3249 E -mail: myengineerancenturytel.net Wood Beam'`: Title : Dsgnr: Project Desc.: Project Notes : Description : 11. Crawl Beam NOT at Bearing Wall Material Properties Analysis Method : Allowable Stress Design Load Combination 20091BC &ASCE7 -05 Wood Species Wood Grade Douglas Fir - Larch : No.2 Job # Printed: E APR 2012. 9:15AM ENERCALC, INC. 1983 -2011 Bu id.6.119 9 .Vec6:11.9.9 Licensee : MYERS ENGINEERING. Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7-05 E : Modulus of Elasticity Ebend- xx 1,600.0 ksi Eminbend - xx 580.0ksi Fb - Tension Fb - Compr Fc - Pr11 Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0.165) L(0.44) 900.0 psi 900.0 psi 1,350.0 psi 625.0 psi 180.0 psi 575.0 psi Density Applied Loads Uniform Load : D = 0.1650, L = 0.440 , Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Span =7.667 ft 32.210 pct Service loads entered. Load Factors will be applied for calculations. 0.990 1 4x10 1,068.80 psi 1,080.00 psi +D+L+H 3.834ft Span # 1 Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.093 in Ratio = 0.000 in Ratio = 0.128 in Ratio = 0.000 in Ratio = Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "= Defl Location in Span 985 0 <360 716 0 <240 Design OK 0.478: 1 4x10 85.97 psi 180.00 psi +D+L+H 6.900 ft Span # 1 Load Combination Max. " +" Defl Location in Span D+L 1 0.1284 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 3.872 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum DOnty L Only D+L 2.319 0.633 1.687 2.319 2.319 0.633 1.687 2.319 I/0 Mark Myers, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210 -B Gig Harbor, WA 98335 ph: 253 - 858 -3248 fx: 253-858-3249 E -mail: myengineerta�,centurytel.net Wood Beam Lic. # : KW- 06008232 Description : 12. Deck Joist Material Properties Title : Dsgnr: Project Desc.: Project Notes : Job # Printed: 6 APR 2012, 9:19AM ENERCALC; "INC.1983- 2011, Build:6.11.9 :9, Ver,6:11,9:9 Licensee : YERS ENGINEERING Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 Analysis Method : Allowable Stress Design Load Combination 2009IBC &ASCE7 -05 Wood Species Wood Grade 4x HF #2 P.T. Sawn, No. 3 -> Sel Str Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling D(0.01333) L(0.05332) i i 680 psi 680 psi 1040 psi 405 psi 120 psi 420 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx 1235ksi 446.5 ksi Density 35 pcf Repetitive Mernber Stress Increase i Applied Loads Uniform Load : D = 0.010, L = 0.040 ksf, Tributary Width = 1.333 ft DESIGN SUMMARY. 'Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable = Load Combination Location of maximum on span Span # where maximum occurs = Maximum Deflection Max Downward L +Lr +S Deflection 0.084 in Max Upward L +Lr +S Deflection 0.000 in Max Downward Total Deflection 0.105 in Max Upward Total Deflection 0.000 in Span =8.Oft Service loads entered. Load Factors will be applied for calculations. 0.623 1 Maximum Shear Stress Ratio 2x8 Section used for this span 486.92 psi fir : Actual 782.00psi Fv : Allowable +D +L+H Load Combination 4.000ft Location of maximum on span Span # 1 Span # where maximum occurs Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. "-" Defl Ratio = Ratio = Ratio = Ratio = 1140 0 <360 912 0 <240 Design OK 0.260: 1 2x8 31.26 psi 120.00 psi +D+L+H 7.400 ft Span # 1 Location in Span Load Combination Max. " +' Defl Location in Span D+L 1 0.1052 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 4.040 Support notation : Far left is #1 0.0000 0.000 Values in KIPS Overall MAXimum D Only L Only D+L 0.267 0.053 0.213 0.267 0.267 0.053 0.213 0.267 q Mar. Mys.rs, PE Myers Engineering LLC 3206 50th St Ct NW, Ste 210 -B Gig Harbor, WA 98335 ph: 253 - 858 -3248 fx: 253 -858 -3249 E -mail: myengineera(�.centurytel.net Wood 'Beam Title : Dsgnr: Project Desc.: Project Notes : Job # Printed: 6 APR 2012. 9:20A.M • ENERCALC, INC. 1983-2011, Build.611.9.9, Ver:6.11 -9 -9 Lic. # : KW- 06008232 Description : 13. Deck Beam Material Properties Licensee :. IVIYERS ;ENGINEERING, Calculations per NDS 2005, IBC 2009, CBC 2010, ASCE 7 -05 Analysis Method : Allowable Stress Design Load Combination 20091BC &ASCE7 -05 Wood Species : 4x HF #2 P.T. Wood Grade : Sawn, No. 3 -> Sel Str Fb - Tension Fb - Compr Fc - Prll Fc - Perp Fv Ft Beam Bracing : Beam is Fully Braced against lateral- torsion buckling + D(0.05) L(0.2) 680 psi 680 psi 1040 psi 405 psi 120 psi 420 psi E : Modulus of Elasticity Ebend- xx Eminbend - xx Density + Applied Loads Uniform Load : D = 0.050, L = 0.20 , Tributary Width = 1.0 ft DESIGN SUMMARY ;Maximum Bending Stress Ratio = Section used for this span fb : Actual = FB : Allowable Load Combination Location of maximum on span = Span # where maximum occurs = Maximum Deflection Max Downward L +Lr +S Deflection Max Upward L +Lr +S Deflection Max Downward Total Deflection Max Upward Total Deflection Overall Maximum Deflections Unfactored Loads Load Combination Span Max. " " Defl 1235 ksi 446.5 ksi 35 pcf Span = 6.667 ft Service loads entered. Load Factors will be applied for calculations. 0199 1 4x8 543.62 psi 680.00 psi +D+L+H 3.334ft Span # 1 0.065 in 0.000 in 0.082 in 0.000 in Maximum Shear Stress Ratio Section used for this span fv : Actual Fv : Allowable Load Combination Location of maximum on span Span # where maximum occurs Ratio = Ratio = Ratio = Ratio = 1225 0 <360 980 0 <240 Design OK 0.337: 1 4x8 40.40 psi 120.00 psi +D+L+H 0.000 ft Span # 1 Location in Span Load Combination Max. " +" Defl Location in Span D+L 1 0.0816 Vertical Reactions - Unfactored Load Combination Support 1 Support 2 3.367 Support notation : Far left is #1 0.0000 Values in KIPS 0.000 Overall MAXimum D Only L Only D+L 0.833 0.167 0.667 0.833 0.833 0.167 0.667 0.833 Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210 -B Gig Harbor, WA 98335 Phone: 253 - 858 -3248 PROJECT : Shikarnv Homes Email: myengineer @centurytel.net Maximum Load For 6x6 DF #1 Wood Post f := psi 144 if := psf•ft lb plf•ft H:= 9•ft Fc := 1000•psi ,= 1 CFb := 1 CM := 1 Ct := 1 CE := 1 CF, := 1 E' := 1600000•psi 6x6 Wood Post Properties F "c := FC.CD•CFc F "c = 1000•psi Axial Load Capacity Slenderness Ratio (SL) SL := h H:= 0.8 KcE := 0.3 KCE' E' FCE:— SL2 Cp l + FCE F" c 2•C FCE = 1245•psi 2 FCE 1 FCE 1 +— — F" F" c c 2•C Fc := Cp F'c F'c = 761 .psi C Kf:= 1 h := 5.5•in t:= 5.5•in A = t•h _ t•h3 M 12 1.2 ,§A' .Kf Cp = 0.76 Pm„ := F'e A Pm„ = 23015•lb (Maximum post Capacity) (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) A = 30.2•in2 1= 76.3•in4 S = 27.7•in3 Maximum Load For 6x6 HF #2 Treated Post Psi := psf•ft lb plf•ft H:= 9-ft 144 FL:= 460.psi = 1 = 1 gw= 1 AcAte 1 Cam:= 1 := 1 E':= 1045000•psi 6x6 Treated Wood Post Properties FwvGJ= Fc.CD•CFc F "c = 460•psi Kam:= 1.0 (Kf = 0.6 for unbraced nailed Axial Load Capacity built up posts - 0.75 for bolted) Slendemess Ratio (SL) ,1?:= 5.5 in H = 5.5•in := h £,:= 0.8 0.3 2 A: =t•h A= 30.2•in KCE•E' 3 2 FCE = 813 psi = t h I = 76.3•in4 SL 12 1 +FCE F", FCE FCE 1 +— — F" F" c c 2•C ' 2•C j C ,.= CP F"c .Kf F',= 389•psi ,Pti)= F',. A s.= = Ih S = 27.7• in3 Cp = 0.85 Pm„ = 11760.1b (Maximum post Capacity) Shikarny.xmcd Mark Myers, PE 4/6/2012 1-5 Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210 -B Gig Harbor, WA 98335 PROJECT : Shikarnv Homes Phone: 253 - 858 -3248 Email: myengineer @centurytel.net Maximum Load For 3 -2x6 HF Stud Built up Wood Post _ psi 144 := psf-ft 16 = plf -ft H,:= 9•ft Fes:= 800•psi = 1 = 1 = 1 ,:= 1 := 1 Cam:= 1.1 E' := 1200000-psi A,:= Fc.CD•CFc F "c = 880.psi Axial Load Capacity Slendemess Ratio (SL) –h h &:= =0.3 KCE. E' SL2 I +FCE F" 2•C ,:= Cp•F" c FCE = 934•psi FCE FCE 1 +— — F" F" c c \ 2•C C Kf F' = 626-psi := F',-A. 3 -2x6 Built Up Post Properties Kam:= 1.0 h := (5.5)•in t = 3.(1.5).in A := t•h t•h3 ^1' 12 1.2 h CP = 0.71 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) A = 24.8•in2 1= 62.4.in4 S = 22.7.in3 Pm„ = 15486-lb (Maximum post Capacity) Maximum Load For 2 -2x6 HF Stud Built up Wood Post ,a:= Psi 144 := psPs" = pif•ft H,:= 9.11 lb Fes:= 800•psi = 1 := 1 = 1;= 1 Cam:= 1 Cam:= 1.1 E' := 1200000•psi 2 -2x6 Built Up Post Properties F,, .= Fe. CD.CFc F "c = 880•psi Axial Load Capacity Slenderness Ratio (SL) := H,:= 0.8 Kam:= 0.3 := 1.0 1:= 5.5•in mit _ (2).1.5•in A := t.h raw KCE' E' nFIGFv– FCE = 934.psi 1 := t•h3 SL2 /W 12 C FCE 1 +- F" c 2-C ,:= CP.F" c 2 FCE \ FCE 1 +— — Pc F" c 2•C ) C F'c = 626-psi Kf P = Fc-A ANOloW _ I.2 $^•_ h CP = 0.71 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) A = 16.5•in2 1= 41.6•in4 S = 15.1-in3 max = 10324•lb (Maximum post Capacity) Shikarny.xmcd Mark Myers, PE 4/6/2012 Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210 -B Gig Harbor, WA 98335 Phone: 253 - 858 -3248 PROJECT : Shikarnv Homes Email: myengineer @centurytel.net Maximum Load For 3 -2x4 HF Stud Built up Wood Post sf := ps' 144 := psf•ft _= plf•ft H:= 9•ft Fes:= 800•psi = 1 ,c,,;= 1 = 1 Sk:= 1 Cam:= 1 := 1.1 E' := 1200000•psi 3 -2x4 Built Up Post Properties F;c„:= Fc•CD•CFc F "c = 880•psi n := 1.0 (Kf = 0.6 for unbraced nailed Axial Load Capacity built up posts - 0.75 for bolted) Slendemess Ratio (SL) , N:= 3.5 in t:= 3.1.5•in SL =h SN:= 0.8 =0.3 2 A := t•h A = 15.7•in E' Fc _ E FCE = 378•psi nnoCK SL2 1 +FCE F" c 2•C F': =C•F" ,or p c ( 1 + FCE \ 2 FCE F" F", c 2•C C _ •Kf F'c = 336•psi ,P;= F'c. A 3 th 1= 16.1•in4 ^I"1 _ 12 s.= = Ih S = 9.2• in3 Cp = 0.38 Pm„ = 5299•Ib (Maximum post Capacity) Maximum Load For 2 -2x4 HFStud Built up Wood Post sf := 14 4 := psf•ft lb = plf•ft H:= 9•ft 144 F,sA:= 800•psi = 1 µCAF = 1 Cam:= 1= 1 := 1 := 1.1 AL:= 1200000•psi 2 -2x4 Built Up Post Properties sv:= Fe CD•CFc F"c = 880•psi Axial Load Capacity Slendemess Ratio (SL) SL := h C := 0.8 Kam:= 0.3 Kam:= 1.0 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 3.5-in AM _ (2)•1.5.in A: =th aw E' nFGlr := KCE• FCE = 378•psi I := t•h3 SL2 12 FCE 1 +- F" c 2-C F': =C•F" nevAi p c FCE \ 2 FCE 1 +— — F" c F" 2•C C F'c = 336-psi 1.2 h Kf Cp = 0.38 P 4= Fc A A = 10.5•in2 I= 10.7•in4 S = 6.1.in3 max = 3533.1b (Maximum post Capacity) Shikarny.xmcd Mark Myers, PE 4/6/2012 ;I4 a• Myers Engineering, LLC 3206 50th Street Ct NW, Ste 210 -B Gig Harbor, WA 98335 PROJECT : Shikarnv Homes Phone: 253 - 858 -3248 Email: myengineer @centurytel.net Maximum Load For 4x4 HF#2 Treated Deck Post _ psi S"` 144 es:= 1040•psi EA,: =1 Ems; =1 Cam: =1 ,C,4,;= 1 C4.,: =1 Ems: =1 E':= 1235000-psi Fes'= Fc•CD•CFc F "c = 1040-psi Axial Load Capacity Slendemess Ratio (SL) H NwA h C:= 0.8 Kam: =0.3 KCE• E' ,wG1w = SL2 AmPx 1 + FCE F" c 2.0 Fes:= Cp F" c FCE = 389•psi / FCE 2 FCE 1 + F "c F "c 2•C Kf F' = 353-psi Ems:= F'c- A L:= psf•ft = plf•ft H:= 941 4x4 Treated Wood Post Properties MSfv::= 1.0 (Kf = 0.6 for unbraced nailed built up posts - 0.75 for bolted) h := 3.5•in = 3.5•in A:= t•h A = 12.2•in2 3 t h I= 12.5•in4 12 S.= = Ih S = 7.1 • in3 Cp = 0.34 Pmax = 4323•Ib (Maximum post Capacity) Shikarny.xmcd Mark Myers, PE 4/6/2012 April 24, 2012 • City of Tukwila Jim Haggerton, Mayor Department of Community Development Jack Pace, Director Vladimir Nalivayko 5211 S 170 Lane Seatac, WA 98188 RE: Incomplete Letter #1 Development Permit Application D12 -129 Nalivayko Residence —13311 37 Av S Dear Mr. Nalivayko, This letter is to inform you that your permit application received at the City of Tukwila Permit Center on April 19, 2012 is determined to be incomplete. Before your application can continue the plan review process the attached /following items from the following department(s) need(s) to be addressed: Building Department: Allen Johannessen at 206 433 -7163 if you have any questions regarding the attached comments. Fire Department: Al Metzler at 206 - 971 -8718 if you have any questions regarding the following comment. 1) Provide a water availability statement from highline W. D. #125 2) Place a note on the plans that the home will be fire sprinklered. 3) Show the location of the nearest fire hydrant to scale on the site plan. Please address the comments above 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. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3670. Sincerely, Bill Rambo Permit Technician Enclosures File: D12 -129 W:\Permit Center \Incomplete Letters\2012 \D12 -129 Incomplete Ltr #1.doc 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Tukwila Building Division Allen Johannessen, Plan Examiner Determination of Completeness Memo Date: April 24, 2012 Project Name: Nalivayko Residence Permit #: D12 -129 Plan Review: Allen Johannessen, Plans Examiner The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. (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. On the cover sheet Note #1 it specifies the footing drain and down spouts shall be tight lined separately to the appropriate discharge locations which will be required to be indicated on plans. However that point of discharge is not shown. Provide specifications for the point of discharge with details for a pit or discharging point to a storm drainage system. Point of discharge shall be at an elevation to where the ground water shall not back up into the crawl space. 2. Site plan shows Slab Elevation. However the plan indicates a crawl space. Provide clarification that shows the finish floor elevation. Calculated elevation of the floor shall be to where the crawl space footing drain shall be high enough to prevent water backing into the crawl space and to where finish grade has sufficient slopping away from the building. 3. Revise elevations sheets where side of house is identified as North, East, South and West. 4. Show finish -grade sloping lines consistent with lot topographical dimensions shown on 1:he site plan. Show lines for the crawl space with actual dimensions for the height of the crawl space. The reference grade plane shall be established by the lowest points within the area between the building and the lot line or, where the lot line is more than 6 feet from the building, between the building and a point 6 feet from the building. The height of the building shall be measured from the average height (mid - point) of that grade plane. Revise dimensions for the height of the building measured from the average height of the roof to the mid -point of average graded plane. That point shall not exceed 30 feet. Should there be questions concerning the above requirements, contact the Building Division at 206 -431- 3670. No further comments at this time. Joanna Spencer From: Sent: To: Subject: Hello Joanna. vlad nalivayko <vnnmasterconstruction @yahoo.com> Wednesday, May 30, 2012 10:01 PM Joanna Spencer D12 -129 The excavation const for the electrical service and the footing drain is $460. The rear driveway is $850. If you still have any questions please give me a call at 253- 334 -4726 Thank you Vladimir PERMANENT FILE COPY 1 p12 -i29 "PERMIT COORD COMO PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -129 PROJECT NAME: SHIKARNY HOMES - SFR1 SITE ADDRESS: 13311 37 AV S DATE: 05/04/12 Original Plan Submittal Response to Correction Letter # X Response to Incomplete Letter # 1 Revision # after Permit Issued DEPARTME TS: / A -1,vC Si O-Ik JA uilding Division Fire Prevention Planning Division Public Works Structural Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ffi DUE DATE: 05/08/12 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 X Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Notation: DUE DATE: 06/05/12 Approved with Conditions Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents /routing slip.doc 02/29/12 • *PEROT CUM COP) PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D12 -129 DATE: 04 -19 -12 PROJECT NAME: NALIVAYKO RESIDENCE SITE ADDRESS: 13311 37 AV S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Issued DEPA TMENTS: 5— Lit —Cis ullding Division Public Works 1 Ai& (�eh� Fire Prevention Structural Planning Division Permit Coordinator 1 1 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete Rr DUE DATE: 04 -24 -12 Not Applicable n Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: L.V 1 --0--- LETTER OF COMPLETENESS AMAI ED: Departments determined incomplete: Bldg Fire Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route ❑ Structural Review Required n No further Review Required n REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: DUE DATE: 05-22 -12 Not Approved (attach comments) n 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 1 • City of Tukwila Department of Community 1)erolopment 6300 Souilicenicr h 100 %,v;ishingion 9S I 3 Phone: 20 6-13 1-.3 2 06-43 1-3665 WO, silo: ht,,,wiArom.ritu.6,Fila,ir:/.:/s 1 1 REVI Si ONSUB.M.ITTA L flevisinn submittals must he submitted in iterson al the Permit Center. Revision.v ma be accepted through the mail, fax, etc: r-7/ 4 I1R- A Respon3e to Incomplete 1 1.clicr i': Plan Cheek/Permit Stingier: D 12-129 spt c:e l Corral i on 1 ..u11el71r" C Revision 1 aIL1 Pcrwit is Issucil E Revision requested by it City Ilttilkling Inspcoor or Plans 17::■:itniner vroJeciNainc.—I.ra-i+1,44A. Project Address: 1331 1 37 A v Contact Person: V_ iyhirPalliray6 ',hone Number 3 -3 V? summary or R,vision: 4Nzals— i A.27, A1 Vhk.. (,a1)41 _I/AA (pot — astA 411 caA'ant-3 'D -2.)k 6'1( 6' vueil LLL S 11(7-AA& Pit uCF- tlyair?.1„.c4 (4,,\ta-f Waif-42,r- Avcu'L6aot L' It. She Ntintlieds): • 11 A2-1 A" 2 I A 4 "el.," or highlight all areas al-revision including date revision t".(.7, eVED c' :'r NAY :0.4 2012 PERMIT CENTER kr! R.:Tx ived ( ILv,1 'crinit CLuicr _ ntered iii Permits c • CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Center /Building Division: 206 - 431 -3670 Public Works Departmertit: 206 - 433 -0179 Planning Division: 206 - 431 -3670 CERTIFICATE OF WATER AVAILABILITY Required only if outside City of Tukwila water district PERMIT NO.: I, Part;A .To be 4114ietecl,by applicant Site address (attach map and legal description showing hydrant location and size of main): 33 /l '3 AVE S Twit-to a/1 :Owner Information::., .` >..... , ::: , f } , '.3 ';Rgent/Conta; t-Pers0'rt :. .. , .. �, Name: V l Iihtr ✓ vi ,d ,lam Name: Address: S ail $ 1,7 Lam, .e kal,le ggifk ddress: Phone: 2s3 33 it ti .76 Z Phone: This certificate is for the purposes of: A Residential Building Permit ❑ Commercial /Industrial Building Permit ❑ Rezone ❑ Preliminary Plat Estimated number of service connections and water meter size(s): r 1" ❑ Short Subdivision ❑ Other Vehicular distance from nearest hydrant to the closest point of structure is I ft. Area is served by (Water Utility District): Or) . .1/2S— CITY / 2 .S— Owner /Agent Signature D e :Part B Tosbe completed *wate utiliti di §tract; 1. The proposed project is within —CC( 't �-. ' K 'i ti!'T (City /County) 2. No improvements required. 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection and to meet the State cross connection control requirements: (Use separate sheet if more mom is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of / 2 `` 7 gpm at 20 psi residual for a duration of 2 hours at a velocity of / 2 fps as documented by the attached calculations. CIT,rtOIF' c LA MAY O a 2012 PERMIT CENTER 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. 1 NC ❑ System is not capable of providing service to this project. I hereby certify that the above information is true and correct. 14 z N (.,- CO. ',qrE, 125 Agency /Phone 20,- 5<17 viA By Date 5 -y —/z cxFiikE7s (5-44--)3) This certificate is not valid without Water District #125's attachment entitled "Attachment to Certificate of Water Availablity" \applications \water availability (7 -2003) Printed: 9 -16 -03 Attachment to Certificate of Water Availability Kong County ater District 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 govemmental 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 Date .7-0 ___/4-------- District Representative n-C Date 5' -y -1 Contractors or Tradespeople Pter Friendly Page • General /Specialty Contractor A business registered as a construction contractor with LEI 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 SHIKARNY HOMES LLC UBI No. 603198656 Phone 2533344762 Status Active Address 5211 S. 170Th Lane License No. SHIKAHL881K4 Suite /Apt. License Type Construction Contractor City Seattle Effective Date 5/24/2012 State WA Expiration Date 5/24/2014 Zip 98188 Suspend Date County King Specialty 1 General Business Type Limited Liability Company Specialty 2 Unused Parent Company Business Owner Information Name Role Effective Date Expiration Date NALIVAYKO, VLADIMIR N Partner /Member 05/25/2012 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 Western Surety Co 61342632 05/01/2012 Until Cancelled $12,000.00 05/24/2012 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 1 Nevada Capital Ins Co 77NPP4025670 05/01/2012 05/01/2013 $1,000,000.00 05/24/2012 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 https: // fortress .wa.gov /lni /bbip /Print.aspx 06/07/2012 SITE ADRESS 13311 37THAVE. S. TUKWILA, WA PARCEL NUMBER 7358600310 OWNER: VLADIMIR NALIVAIKO CONTACT: Alexey Ancheyev PHONE: 206-838-8250 253- 820 -0605 LOT ZONING: RS 8.5 SEWER; PUBLIC WATER: PUBLIC BUILDING & IMPERVIOUS COVERAGE CALCULATIONS GROSS LOT AREA 9,000 Sq. Ft. BUILDING COVERAGE CALCULATIONS Building 1,880 Sq Ft Porch , PATIO 290 Sq Ft TOTAL: 2,170 Sq Ft BUILDING COVERAGE: 24.1% IMPRERVIOUS COVERAGE CALCULATIONS Building Patio PORCH Driveway 1,880 Sq Ft 290 Sq Ft 400SgFt TOTAL 2,570 Sq F IMPERVIOUS COVERAGE: 28.6% LEGAL DESCRIPTION ROBBINS ORCHARD ADD TO RIVERTON 22 & S V2 OF 23 Note: 1. ALL NEW FOOTING AND IANAGES SHALL BE TIGHTLINE D_. -AND SEPARATELY TO THE APPROPRIATE ARGE LOCATIONS WHICH WILL BE REQUIRE 0 BE INDICATED ON PLANS. �t -9---?° loc 1�° sue-- 2. WHEN SLOPEDEMBANKMENTS ARE USED FOR DRIVEWAY /PARKING SHALL NOT BE WITHING 10' OF THE TOP OF THE SLOPES 5. THE PERMANENT SLOPE SHALL MAINTAIN AT GRADIENT OF 2(H) : 1(V) OR FLATTER WITH APPROPRIATE VEGETATION TO ENCANCE STABILITY AND MINIMIZE EROSION 6. DRIVEWAY TO BE 15% MAX SLOPE VICNITY 4'te-/AF SCALD: NOT TO SCALE 1 PLANNING APPROVED • No changes'can be made to these plans without approval from Planning Division of DC Approved By:, Date:, REVISIONS No changes shall be made to the scope cf l ^_'r'c without prior approval of "'J'- "'pia Building Division. '"::C"1:: rogl.:ire a new plan submittal jr- _.y rn,, :ude additional Wan revIr;w fires. JOINTS IN FILTER FABRIC SHALL BE SPLICED AT POSTS. USE STAPLES, WIRE RINGS, OR EQUIVALENT TO ATTACH FABRIC TO POSTS. ■ 6' MAX. POST SPACING MAY BE INCREASED TO S' IF WIRE BACKING IS USED 2'x2' BY 14 Ga. WIRE OR EQUIVALENT, IF STANDA STRENGTH FABRIC USED FILTER FABRI FLOW�� MINIMUM 4'x4' TRENCH BACKFILL TRENCH WIT NATIVE SOIL OR 3/4' 45' WASHED GRAVEL 2'x2' WOOD POSTS, STEEL FENCE NOTE: FILTER FABRIC FENCES SHALL BE POSTS, REBAR, OR EQUIVALENT INSTALLED ALONG CONTOUR WHENEVER POSSIBLE z 1- R • 78' MIN. INSTALL DRIVEWAY CULVERT IF THE IS A ROADSIDE DITCH PRESENT, AS PER KING COUNTY ROAD STANDARDS 4' -8' QUARRY SMALL GEOTEMIL 12' MIN. THICIQ.E8S AS PER KING COUNTY ROAD STANDARDS, DRIVEWAYS SHALL BE PAVED, TO THE EDGE OF R -O -W PRIOR TO INSTALLATION OF THE CONSTRUCTION ENTRANCE TO AVOID DAMAGNG OF THE ROADWAY IT IS RECOMMENDED THAT THE' ENTRANCE BE CROU.NED SO THAT RUNOFF DRAINS OFF THE PAD PROVIDE FULL WIDTH OF INGRESS/EGRESS AREA TYPE B ASPHALT PER SPEC. TAMP EDGE IN STRAIGHT UNE 0 45 ANGLE AS SHOWN EXCEPT WHERE AC. PAVEMENT ABUTS BUILDINGS, EXISTING PAVEMENT, STRUCTURES, OR AS OTHERWISE NOTED ON PLANS. 4' of 14' MINUS CRUSHED ROCK BASE AGGREGATE OR AS NOTED ON PLANS OR SPECS. COMPACT SUBGRADE TO 95% PROVIDE STRUCTURAL FILL" AS REQ'D. PAVEMENT THICKNESS A B FOR PEDESTRIAN PATH Y 9' FOR VEHICLE ACCESS 9' 6' SILT FENCE 5.00 20.00 MIN 12x15' 15.00 CONSTRUCTION ENTRANCE J- 1 5.00' 35.00 ALLEY AVERAGE GRAD ' 224.8 1 20.00' 5.5.51. SPLASH BLOB K TO BE USED 6 DOWN POUTS GAR. SLAB DEL. 221.0' MAIN FLR.1EL. 228.5' UPPER FLR. ;EL. 238.5' MID-POINT 6 ROOF 2503' • AVERAGE HT 25039' 230 T LOWEST F —T OF CRAWL 5=-ACE iS AT 222' . •R 3' ABY. GRA - L FIT T PORCI -1 6.00 I 1 / 20.091/13.5.13.L. / 3' '6'X6 GRAVEL PIT ; = /FOR FOOTING DRAII,IQ ; // 6 APPROX. 219' EL '1,/. ,i /' , ( 1 1 /, /1 , 160' TO FIREI- IYDRAN 198_ TO F! EHYPRANT4 FROM SOUTH FRi9, 11, SOUTH PROPERTY CORN:P 141 /4 CORNER SEWER LINE CONNECT TO EXIST MAIN 2% MiN. SLOPE (.O31hC1 VPeLL X VI Et.) t,sre, cT vet, F>✓R -M . .7r,L: K. MIT >s QED FOR: ❑ Mechanical l ectrical ❑ Plumbing O Gas Piping of Tukwila DIVISION 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 Permit No. PI ^^ !view approval is subject to errors and omissions. t . :' of construction documents does not authorize 1 a €orl ct any adopted code or ordinance. Receipt . Lr/droved Fiess~j y and conditions is acknowledged:. By Date: City Of 11�kwlta BUILDING DIVISION 3 /th - ---4-- 15.00' ----- -f---- - - - - -- � F/AN 50 /4caf's hive° b7e2ed Ty0 Public Works Department for conformance with current City standards. Acceptance is subject to errors and rzm!issions which do not authorize violations of adopted standards or ordinances. The responsibility 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 or subsequent approval. Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: By: G o 10/7 J() 18 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 7 2012 nity of Tukwila BUILDING DIVISION CITY Oyu MAY 0 41 2012 PERMIT 1 N c/C it\ARC-1'E UF28AN DESIC3N C3F20U1= hereby reserves it common law copyright and other property rights in these plans, ideas and deal rs. These ideas, designs and plans are not to be reproduced, changed or copied in any form or manner whatsoever, nor are they to be assigned to any third party, without first obtaining the express written permission from UF28AN DESICsN CsROUP'. Written dimensions on the shall have precedence over scale dimensions_ Contractors shall verify and be responsible for all dimensions and conditions of the Job and UF2E3AN DESIC:N CaF20UP must be notified in writting of any variation from the dimensions, conditions and specifications construction shown by these drawings. All shall be in accordance with the standard building code. CSBCCIJ an state and local codes. COPYRIGHT ® 2010 URBAN DESIGN, INC. 1 (IS 13 COI a 0 L7 Z w N W 0 01e RAINIER AVE. N. SUITE A200 RENTON, WA eS051 PH:(206) S3S -S250 E: admineurbandesigns.us DRAWN 8Y: AVA DATE ISSUED: 04/10/12 MODIFIED 81': AVA ENGINEER: REVISION / \ REVISION Project No.: 12111 c=PF GENERAL_ NOTES INTERNATIONAL RESIDENTIAL CODE 2009 EDITION AND ALL APPLICABLE CODES AND AUTHORITIES HAVING JURISTICTION TO BE FOLLOWED. 2009 INTERNATIONAL RESIDENTIAL CODE 2009 WASHINGTON STATE ENERGY CODE CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION 4 PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS HAVE BEEN INSTALLED. IT 15 THE CONTRACTOR'S RESPONSIBILITY TO IDENTIFY REPETITIVE FEATURES NOT NOTED ON THE DRAWINGS 51-IALL BE COMPLETELY PROVIDED AS IF DRAWN IN FULL. CONTRACTOR SHALL VERIFY ALL ROUGH -IN DIMENSIONS FOR ALL EQUIPMENT TO BE INSTALLED SiTE WORK GENERAL UNLESS A SOILS INVESTIGATION BY A QUALIFIED SOILS ENGINEER IS PROVIDED, FOUNDATION DESIGN IS BASED ON AN ASSUMED AVERAGE SOIL BEARING OF 1500 PSF. EXTERIOR FOOTINGS SHALL BEAR 1'6' (MINIMUM) BELOW FINISHED GRADE. ALL FOOTINGS TO BEAR ON FIRM UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACK FILL TO BE THOROUGHLY COMPACTED. FOUNDATION VENTS SHALL NOT INTERFERE WITH DIRECT LOAD PATH OF COLUMNS. CONCRETE MIX AND 28 DAY STRENGTH OF CONCRETE - BASEMENT WALLS 4 FOUNDATIONS 4 OTHER CONCRETE NOT EXPOSED TO WEATHER: 2,500 PSI - BASEMENT SLABS 4 INTERIOR SLABS 4 INTERIOR SLABS ON GRADE, EXCEPT GARAGE DOOR SLABS 2,500 PSI - BASEMENT WALLS 4 FOUNDATION WALLS, EXTERIOR WALLS 4 OTHER VERTICAL CONCRETE WORK EXPOSED TO THE WEATHER: 3,000 PSI - PORCHES, CARPORT SLABS 4 STEPS EXPOSED TO WEATHER, 4 GARAGE FLOOR SLABS: 3,000 PSI GARAGE FLOORS TO SLOPE 1 /8'/FT. MIN. TOWARDS OPENING AS REQUIRED FOR DRAINAGE. CONCRETE SLABS TO HAVE CONTROL JOINTS AT 25' FT. (MAX.) INTERVALS EA. WAY. SLABS ARE TO BE 5 -AIR ENTRAINED CONCRETE SIDEWALKS TO HAVE 3/4' IN. TOOLED JOINTS AT 5' FT. (MIN.) O.C. CONCRETE COVER OF RE INFORC ING 3' CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH. 1 1/2' CONCRETE EXPOSED TO EARTH OR WEATHER 1 1/2' BEAMS AND COLUMNS NOT EXPOSED TO EARTH OR WEATHER 3/4' SLABS AND WALLS NOT EXPOSED TO EARTH OR WEATHER LAP COLUMN VERTICALS. CLASS 'A' CONCRETE AND MASONRY COLUMN AND WALL VERTICALS 52 DIAMETERS. LAP ALL OTHER REINFORCING 24 DIAMETERS. SPLICES AT TENSION REGIONS 61-IALL NOT BE PERMITTED. CARPENTRY GENERAL ALL FRAMING TO COMPLY WITH ENGINEERING 5- 51-IEETS FOR NAIL SIZES AND SPACING. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 6" MIN. CLEARANCE BETWEEN WOOD AND EARTH. 18" MIN. CLEARANCE BETWEEN FLOOR JOIST AND EARTH. 12" MIN. CLEARANCE BETWEEN FLOOR BEAMS AND EARTH. FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE- RETANDANT- TREATED WOOD 51-IALL BE OF HOT- DIPPED GALVANIZED STEEL. REFERENCE SHEET -S1 FOR SPECIES AND GRADE (BASE DESIGN VALUES) BOLT HEADS AND NUTS BEARING AGAINST WOOD TO BE PROVIDED WITH 3 "X3 "X229" PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN 1" OF MASONRY OR CONCRETE TO BE TREATED WITH AN APPROVED PRESERVATIVE. SOLID BLOCKING OF NOT LESS THAN 2 X THICKNESS 51-IALL BE PROVIDED AT ENDS AND AT ALL SUPPORT OF JOISTS AND RAFTERS. BETWEEN SUPPORTS PROVIDED AT ENDS AND AT ALL SUPPORT OF JOISTS AND RAFTERS, JOISTS, 10' -0" FOR ROOF JOISTS. TYPICAL SILL BOLTS TO BE 5/8" DIAMETER AT 6' -0" O.G. MINIMUM 1" EMBED. ALL METAL FRAMING ANCHORS AND HANGERS SHOWN ON DRAWINGS SHALL BE STRONG TIE CONNECTORS AS MANUFACTURED BY SIMPSON COMPANY. PLYWOOD PLYWOOD WALL AND ROOF SHEATHING SHALL BE 3/4" CDX, UNLESS OTHERWISE SPECIFIED. PLYWOOD FLOOR SHEATHING SHALL BE 3/4" CDx T4G. UNLESS OTHERWISE SPECIFIED. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. OSB SHEATHING PRODUCTS OF EQUIVALENT SPAN RATINGS 51-IALL SE ALLOWED. WOOD TRUSSES ALL ROOF TRUSSES SHALL BE FRAMED AND TIED INTO THE FRAME WORK AND SUPPORTING WALLS SO AS TO FROM AN INTEGRAL PART OF THE WHOLE BUILDING. ROOF TRUSSES SHALL HAVE JOINTS WELL FITTED AND 51-IALL NAVE ALL TENSION MEMBERS WELL TIGHTENED BEFORE ANY LOAD IS PLACED UPON THE TRUSS. DIAGONAL AND SWAY BRACING SHALL BE USED TO BRACEALL TRUSSES. SEE SHEET -S1 FOR DESIGN CRITERIA INSULATION AND MOiSTURE PROTECT ION GENERAL INSULATION BAFFLES TO MAINTAIN 1" ABOVE BATT INSULATION BAFFLES TO EXTEND 6" ABOVE BATT INSULATION BAFFLES TO EXTEND 12" ABOVE LOOSE FILL INSULATION INSULATE BEHIND TUBS /SHOWERS, PARTITIONS AND CORNERS FACE STAPLE BATTS FRICTION FIT FACED BATTS USE 4 MIL POLY VAPOR RETARDER AT WALLS. INFILTRATION CONTROL 1. EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OPENINGS BETWEEN WALLS AND FOUNDATIONS, BETWEEN WALLS AND ROOF AND BETWEEN WALL PANELS, OPENINGS AT PENETRATIONS OF UTILITY SERVICES THROUGH WALLS, FLOOR AND ROOFS, AND ALL OTHER SUCH OPENINGS IN THE BUILDING ENVELOPE, INCLUDING ACCESS PANELS INTO UNHEATED SPACES, SHALL BE SEALED, CAULKED, GASKETED OR WEATHER- STRIPPED TO LIMIT AIR LEAKAGE. ALL OPENINGS SHALL BE FLASHED. APPROVED CORROSION - RESISTIVE FLASHING SHALL BE PROVIDED IN THE EXTERIOR WALL ENVELOPE IN SUCH A MANNER AS TO PREVENT ENTRY OF WATER INTO THE WALL CAVITY OR PENETRATION OF WATER TO THE BUILDING STRUCTURAL FRAMING COMPONENTS. THE FLASHING SHALL EXTEND TO THE SURFACE OF THE EXTERIOR WALL FINISH AND SHALL BE INSTALLED TO PREVENT WATER FROM REENTERING THE EXTERIOR WALL ENVELOPE. APPROVED CORROSION - RESISTANT FLSWING SHALL BE INSTALLED AT ALL OF THE FOLLOWING LOCATIONS: 1. AT TOP OF ALL EXTERIOR WINDOW AND DOOR OPENINGS IN SUCH A MANNER AS TO BE LEAKPROOF, EXCEPT THAT SELF- FLASHING WINDOWS HAVING A CONTINUOUS LAP OF NOT LESS THAN 1 -1 /S' OVER THE 51-IEATHING MATERIAL AROUND THE PERIMETER OF THE OPENING, INCLUDING CORNERS, DO NOT REQUIRE ADDITIONAL FL ASH ING± JAMB FLASHING MAY ALSO BE OMITTED WHEN SPECIFICALLY APPROVED BY THE BUILDING OFFICIALS. 2. AT THE INTERSECTION OF CHIMNEYS OR OTHER MASONRY CONSTRUCTION WITH FRAME OR WALLS, WITH PROJECTING LIPS ON BOTH SIDES UNDER STUCCO COPINGS. 3. UNDER AND AT THE ENDS OF MASONRY, WOOD OR METAL COPINGS AND SILLS. 4. CONTINUOUSLY ABOVE ALL PROJECTING WOOD TRiM. 5. WHERE EXTERIOR PORCHES, DECKS OR STAIRS ATTACH TO A WALL OR FLOOR ASSEMBLY OF WOOD -FRAME CONSTRUCTION. 6. AT WALL AND ROOF INTERSECTIONS. 1. AT BUILT -IN GUTTERS. - ALL EXTERIOR DOORS, OTHER THAN FIRE -RATED DOORS, SHALL BE DESIGNED TO LIMIT AIR LEACKAGE AROUND THEIR PERIMETER WHEN IN A CLOSED POSITION. DOORS BETWEEN RESIDENCE AND GARAGE ARE NOT CONSIDERED FIRE -RATED AND MUST MEET THE ABOVE REQUIREMENT. - ALL EXTERIOR WINDOWS SHALL BE DESIGNED TO AMIT INFILTRATION INTO OR FROM THE BUILDING ENVELOPE. - Recessed Lighting Fixtures: When installed in the building envelope, recessed lighting fixtures shall be Type IC rated and certified to have no more than 2.0 cfm air movement from the conditioned space to the ceiling cavity. The lighting fixture shall be tested at 15 Pascals or 1.51 lbs /ft2 pressure difference and have a label attached, showing compliance with this test method. Recessed lighting fixtures shall be installed with a gasket or caulk between the fixture and ceiling to prevent air leakage. VAPOR BARRIERS/ GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED RAFTER SPACES FROMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS, AND AT EXTERIOR WALLS, INSET STAPLED BATTS WITH A PERM RATING LESS THAN ONE MAY BE INSTALLED IF THE VAPOR BARRIER IS TO THE WARM SIDE, STAPLES ARE PLACED NOT MORE THAN 8 INCHES ON CENTER AND GAPS BETWEEN THE FACING AND THE FRAMING DO NOT EXCEED 1/16 INCH. A GROUND COVER OF 6 MIL (0.006 ")BLACK POLYETHYLENE OR EQUIVALENT, SHALL BE LAID OVER THE GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED ONE FOOT AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. WINDOWS, DOORS, HVAC, 4 ELECT. EQUIP. GLAZING MAXIMUM: ZONE 1: UNLIMITED, GROUP R3 OCCUPANCY GLAZING 'U' VALUE: VERTICAL (MAX):; 32 (ZONE 1) OVERHEAD (MAX): .50 (ZONE 1) DOOR 'U' VALUE (MAX): 20 (ZONES 1 4 2) (DOORS W/ MORE THAN 50 CONSIDERED A WINDOW) 1-4VAC PERFORMANCE: 'MED' OR AFUE _ .18 RECESSED LIGHT FIXTURES: IC RATED DOORS, WINDOWS AND SKYLIGHTS GENERAL DOORS TO THE EXTERIOR SHALL HAVE MAX. 3" STEP TO MIN. 36" DEEP LANDING. . BEDROOM EMERGENCY EGRESS WINDOWS MINIMUM NET CLEAR OPENING OF 5.7 SG. FT. MIN. NET CLEAR OPEN ABLE WIDTH OF 20" AND MINIMUM NET CLEAR OPENING HEIGHT OF 24 ", MAXIMUM FINISHED SILL HEIGHT OF 44" ABOVE FLOOR. FACTORY BUILT WINDOWS TO BE CONSTFZUGTED TO PERMIT MAXIMUM INFILTRATION OF 0.5 GFM PER:LINEAL FOOT OF OPERABLE SASH PERIMETER AS TESTED- BY ASTM STANDARDS. SITE BUILT AND MILL WORK SHOP BUILT WOODEN SASH ARE EXEMPT FROM INFILTRATION CRITERIA ABOVE, BUT MUST BE MADE TIGHTLY FITTING AND WEATHER STRIPPED OR CAULKED. SLIDING GLASS DOORS TO PERMIT MAXIMUM INFILTRATION OF 0.5 GFM INFILTRATION PER SQUTARE FOOT OF DOOR AREA. SAFETY GLAZING SHALL BE LOCATED WITHIN 1. INGRESS AND EGRESS DOORS 2. SLIDING GLASS DOORS, SWINGING GLASS DOORS 3. SHOWER AND BATHTUB ENCLOSURES 4.GLAZING W/ THE EXPOSED EDGE WITHIN A 24" ARC OF EITHER VERTICAL EDGE OF A DOOR IN THE GLOrSED PORTION4 BOTTOM EDGE IS LESS THAN 60" ABOVE THE WALKING SURFACE GLAZING GREATER THAN GI S.P. LESS THAN 13 "ABOVE FINISHED FLOOR. Window sills: 612.2, 24" minimum sill height exceptions allow for opening limiting device for 4" diameter sphere and window fall prevention device that complies with 612.3. STRUCTURAL NOTES 1. ALL MATERIALS AND WORKMANSHIP•SHALL CONFORM TO THE CONTRACT DRAWINGS. 2. DURING THE CONSTRUCTION PERIOD THE CONTRACTOR 51-1ALL BE RESPONSIBLE FOR THE SAFETY OF T1-11w BUILDING. 3. THE CONTACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION PROCEDURES INCLUDING LAGGING, SHORING AND PROTECTION OF ADJACENT PROPERTY, STRUCTUES, STREETS AND UTILITIES IN ACCORDANCE WITH ALL NATIONAL, STATE AND LOCAL SAFETY ORDINANCES. 4. THE CONTRACTOR SHALL BE RESPONSIBLE FOR COORDIANTING THE WORK OF ALL TRADES AND SHALL_ CHECK ALL DIMENSIONS. ALL DISCREPANCIES 51-IALL BE CALLED TO THE ATTENTION OF ENGINEER 5. ALL DETAILS DESIGNATED AS STANDARD OR TYPICAL SHALL OCCUR iN ADDITION TO ANY OTHER SPECIFIC DETAIL CALLED OUT 6. COORDIATE WITH MECHANICAL, PLUMBING, AND ELECTICAL REQUIREMENTS. FOR SIZE AND LOCATION OF ALL OPENINGS REQUIRED FOR DUCTS, PIPES, AND PIPE SLEEVES, ELECTRICAL CONDUITS, AND OTHER ITEMS TO BE EMBEDDED IN CONCRETE OR OTHERWISE INCORPORATED IN STRUCTURAL WORK 1. PROVIDE OPENINGS AND SUPPORTS, AS REQUIRED PER STANDARD DETAILS FOR HEATERS, MECHANICAL EQUIPMINT, VENTS, DUCTS, PIPING, ETC. ALL SUSPENDED MECHANICAL EQUIPMENT SHALL BE SWAY OR LATERALLY BRACED. r T iND X SHEET # Glazing Area 10: % of Floor Al GENERAL NOTES 4 PLAN PREVIEW A2 MAIN 4 UPPER FLOOR FLANS A3 ELEVATIONS: FRONT 4 LEFT A4 ELEVATIONS: REAR 4 RIGHT AS BUILDING CROSS - SECTION A& DETAILS 4 VENTILATION SCHEDULE S1 SHEARUJALL SCHEDULE 4 GENERAL NOTES 52 FOUNDATION 4 MAIN FLOOR FRAMING PLAN 53 UPPER FLOOR FRAMING PLAN 54 ROOF FRAMING PLAN SSUJ1 ANCHORAGE DETAILS 55W2 FRAMING DETAILS SCRiFTiV EQU 1EMNTS Option Glazing Area 10: % of Floor Glazing U- Factor Door9 U- Factor , Ceiling- Vaulted 3 Ceiling" Wa1112 Above Grade Wall- into Below Grade Wall. ext4 Below Grade Floors Slab6 on Grade Vertical overhead I 13% 0.34 0.50 0.20 R-49 or R -38 Adv. R -38 R -21 7 Int R-21 TB R -10 R-30 R-' 0 2, X 25% 0.32 0.50 0.20 R-49 or R -38 Adv. R 38 R -21 Int 7 TB R -10 R-30 210 2' Unlimited 0.30 0.50 0.20 R-49 or R -38 Adv. R -38 R-21 7 lnt. TB R-I R -30 210 2' See WSEC table 6-1 for footnotes 20o9 IIRC LIPID ATE 1. A PERMANENT CERTIFICATE SHALL BE POSTED WITHIN THREE FEET OF THE ELECTRICAL DISTRIBUTION PANEL. THE CERTIFICATE 51-IALL LIST PREDOMINANT R- VALUES OF INSULATION INSTALLED, U- FACTORS FOR FENESTRATION AND EFFICIENCY OF HEATING COOLING, AND DUCT LEAKAGE RATES. PER 2009 WSEC SECTION 105.4. 2. BUILDING ENVELOP AIR LEAKAGE CONTROL SHALL BE AT ANY TIME AFTER ROUGH IN AND AFTER INSTALLATION OF PENETRATIONS OF BUILDING ENVELOPE. PER 2009 LUSEC SECTION 502.4.5 3. SEALING: ALL DUCTS AIRHANDLER, FILTER BOXES AND BUILDING CAVITIES USED AS DUCTS SHALL BE SEALED. PER 2009 WSEC 503.103 4 601.1 4. LIGHTING: A MINIMUM OF 50 PERCENT OF ALL LUMINAIRES SHALL BE HIGH EFFICIENCY LUMINAIRES. PER 2009 LUSEC 505.1 4 601.1 5. THE PRIMARY SPACE CONDITIONED SYSTEM WITHIN EACH DWELLING UNIT SHALL BE PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERATURE 6. Minimum fixture clearances: 305.1 Minimum ceiling height (6' -8') to be measured from the center of the front clearance area (21'). 1. Habitable Attics: 310.1 now require escape /rescue openings. 8. Guards where required: 312.1, platforms more than 30' are now measured from 36' horizontally from edge of platform. Height of guard also measured from adjacent fixed seating surface. 9. Carbon Monoxide Detectors: 315, detectors are required if there is an attached garage and /or fuel fired equipment. To be located outside each sleeping area similar to SD. 10. Locations for decay protection: 311, Wood siding, sheathing and wall framing - (6) inches from grade, (2) inches from concrete slab and similar surfaces. 11. Address numbers: 319.1, rewording and set requirements to include min. 4' height, 1/2' stroke width and contrasting background. 12. Deck Ledger connection: 50222.1, prescriptive methods for attaching a wood deck to a dwelling structure. 502223 requires deck lateral load connection. 13. 509''0 drill or notch of top plate: 602.6.1, reduces the size of nails from 16d to 10d nails with a minimum length of 1 -1/2 inches to allow for hanger nails. 14. Window sills: 6122, 24' minimum sill height exceptions allow for opening limiting device for 4' diameter sphere and window fall prevention device that complies with 6123. 15. Air infiltration testing: N1102.42, testing for air leakage- two options available (1) by blower door test, (2) field verification by a third party independent from the installer based of of table N1102.42. 16. Duct Sealing: 1103.2.2, rough in leak test requirements (6cfm /100 sf floor area± 4cfm w/o air handler)± post construction leak test (8cfm /100sf floor area to outdoors± 12cfm /100sf floor area across entire system). 11. Lighting Systems: 1104.1, a minimum of 50 percent of the lamps in permanently installed lighting fixtures shall be compact florescent or high efficiency lamps. 18. Clothes dryer exhaust: equivalent lengths for fittings in new table. Instructions required if duct length over 25' (equiv. length by Mfr or table) and must be submitted to inspector. Permanent marker to identify equivalent length when either concealed or greater than 25' (feet). 111111111111), 011111111111 11111111111 11011101 11111111111 111111111111 11111111111 111111111111 11111111111 1111111111111 ■� 1111111111111 11111111111 II1111111111 11111111E111 111111111111 111111111111 1111 ■111111 1111111111111 111111111111 11111111111 111111111111 1111I11111t' 11111111111 M.. Ill 111 ..111 1111111111 1111/111 1111111■ 1111/1111 1111111/1 11/111111 1111/1111 111/111/1 1111/1111 11111111 11111110 111111111 III ■11111_.___,_.___,_.___11111111 11111111111111111111111111111111 1111111111111111111111111111111 11111111111 J1111110111 111111 ■1111 ■■ 11111111111 1111111 ■111 111111111111 11111111111 111111111111 11111111/1 ■ ■' 111111111111 11111111111 11111111111 11111111111 111111111111 11111111111 111111111111 1111111111 111111111111 11111111111 11111111111 11111111111 '11111111111 111P11M1I1 In _,.:-. _ _,_ _ _m-.._ _, - -_ _ 111l11111I1 PLAN P SCALE: NOT TO SCALE b (71 kici REVIEWED FOR CODE COMPLIANCE APPROVED 1JUN o 7 2012 City of Tukwila BUILDING DIVISION RECEIVED APR 19 2012 PERMIT CENTER URBAN DESIGN GROUP hereby rsservee it's common law copyrleht and other property rights in the plans, ideas and designs. These ideas, clesiens and plane are not to be reproduced, changed or copied in any form or manner whatsoever, nor are they to be a6e1gne01 to any third party, without first obtaining the expreee written permission from URBAN DESICsN GROUT ='_ Written dimensions on theses shall have precedsnce over scale dimensions. Contractors shall verify and bet responsible for all dimensions and conditions of the Job and URBAN DESIGN GROUP must be notified In writting of any variation from the dimensions, conditions and specifications construction shown by theses drawings. All shall be in accordance with the standard building code. (SBGGI) an state and local codes. COPYRIGHT ® 2010 URBAN DESIGN, INC. 11 (Qp.) c0 3 _L HEJ "- cc) Qj II a 0 w z uJ z UJA SE30 1 z O Z lY 0 0 4 W 1-- W) W w z ty r- r co d) N d) Q) 13 q3 13 ca E w B (f 0 IL DRAWN Bpi': PM DATE ISSUED: 04/�&/12 MODIFIED BY: ENGINEER: MYERS REVISION A REVISION Q Project No.: 12111 S-1 a E= T A1F N m 35'-0' 6'-10' 1608 O.H. GARAGE DOOR 2 -CAR GARAGE 19' -0' X 22' -8' TOP OF PLATFORM +18' ABOVE SLAB 26 GA. STRAP AROUND W.H. TO WALL 6 TOP 4 BOTTOM 4' DIA STEEL BOLLARD TIGHT FITTING, 1 3/8' THICK (MIN.) SOLID CORE METAL DOOR W/ SELF CLOSER 11' -0' 4' CONC. COVE FAT IO 15' -0' X 6'- L AUND 12' -0' X 5' -6' EATING BAR WHOLE HOUSE FAN W/ AUTO TIMER 4 MANUAL OVERRIDE PREP. ISLAND + 9' -0' CLG. FAMILY 12' -0' X 16' -6' KITCHEN .0 PROVIDE MIN.181x30' CRAWL SPACE ACCESS INSUL. 4 WEATHER STRIP. STORAGE \ / 13' -4' X 15' -0' B R t V.T.O. . PANTRY S SI -ILVS. r cA + 9' -0' CLG. 4 A6 + 9' -0' CLG. D IN i NG 13' -0' X 12' -0' uA BATH 3 OPENING + 8' -6' CLG. + 9' -0' CLG. 13' -10' LN. OF FLR ABV. + 9' -0• CLG. DEN /FLEX 12' -6' X I1' -0' + 9' -0' CLG. LIVING 12' -0' X 13' -0' FORC 46e LN. OF IL SLDR LL ABV RAILING DN. TO GRADE RAILING LIGHTWEIGHT STONE VENEER, —YP. L IGHTWE IGHT STONE VENEER TYP. 6' -9' / 13' -6' / 4' -0' 4' -0' 8' -0' / MAIN 35'-0' AN SCALE: 1/4" = 1' -0" ft- LINE OF LOWER ROOF LINE OF WALL BELOW FLOOR FLAN NOTES: 1. WINDOWS 4 DOORS ARE 51 -I0WN 4 NOTED AS NOMINAL SIZES. 2. EXTERIOR WALLS TO BE 2x6 STUDS 16' O.C. UN.O. 3. MAIN FLOOR WINDOW HEADERS TO BE 6 6' -8' ABV. FINISHED FLOOR, UN.O. 4. UPPER FLOOR WINDOW HEADERS TO BE * 6' -8' ABV. FINISHED FLOOR, UN.O. 5. SMOKE DETECTORS: • SHALL BE 110 V INTERCONNECTED W/ BATTERY BACKUP • SHALL BE INSTALLED ON EACH FLOOR AND IN ALL BEDROOMS • SHALL BE INSTALLED IN EACH LOCATION WHERE THERE IS A CEILING CHANGE GREATER THAN 24' 6. CARBON MONOXIDE DETECTORS ARE REQUIRED IF AN ATTACHED GARAGE AND /OR FUEL FIRED EQUIPMENT IS PRESENT. TO BE LOCATED OUTSIDE EACH SLEEPING AREA 1 LIGHTING SYSTEMS, A MINIMUM OF 50% OF LAMPS iN PERMANENTLY INSTALLED LIGHTING FIXTURES SHALL BE COMPACT FLORESCENT OR HIGH EFFICIENCY LAMPS. 110322 IRC 8. PROVIDE STAIRWAY ILLUMINATION PER I.RC. 8303. 9, SEE SHEET Al FOR ADDITIONAL NOTES. 10. SEE SHEET A6 FOR VENTILATION SCHEDULE 2' -10' LINE OF LOWER ROOF EGRESS CNI U 0_ MASTER BATH 2'-4' MSTR. SUITE 13' -0' X 16' -8' BE D RIN I. 2 12' -0' X 12' -0' 13' -0' X 6' -4' c!J W.I.C. W.I.G. W.LG. BATI -4 2 36' H. RAILING BE D R1„i _ 3 12' -6' X 12' -4' OPEN TO BELOW BE D R1„i_ 13' -0' X 12' -0' EGRESS 6050 SLDR LINE OF WALL BELOW f 1 LINE OF LOW R ROOF LINE OF 1 LOWER ROOF NOTE: HOME WILL BE FIRE SPRINKLERED NOTE: REFER TO STRUCTURAL SHEETS FOR SHEAR WALL SCHEDULE AND ENGINEERING PLAN WHICH CONTAIN REFERENCES AND /OR INSTRUCTIONS PERTAINING TO EACH SHEAR WALL INDICATED IN THIS PLAN. 6' -9' 6' -9' 13' -6' uPP 35'-01 SCALE: 1/4' = 1' -0" OCR P /\N 1,)=- 1).9 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 07 2012 City of Tukwila BUILDING DIVISION RECxtvtu CITY OF TUKWILA MAY 0t 2012 PERMIT (ADM 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. ARE A SUMMARY MAIN FLOOR: UPPER FLOOR: 1,326 1,259 sf. sf. TOTAL: GARAGE: COV'D FRONT PORCH: REAR COV'D PATIO: 2,585 430 201 90 sf. sf. sf. sf. URBAN DESICsN CsROUP hereby raserves it's common law copyright and other property rights in these plans, Ideas and designs. These ideas, designs and plans are not to be reproduced, changed or copied in any form or manner whatsoever, nor are they to des assigned to any third party, without first obtaining the axpreaa written permission from URBAN DESICaN CsROUP. Written dimensions on these shall have precedence over scale dimensions. Contractors sha 11 verify and be responsible for a 11 dimensions and conditions of the Job and URBAN DESICsN C3R 'UF must be notified in writting of any var1ation from the dIm ans. ione, conditions and spacif Ica tions construction shown by these drawings. All shall be 1n accordanca with the standard building code. CSBGGI) an state and local codes. COPYRIGHT e 2010 URBAN DESIGN, INC. 4 (-6 Qj 4 _c 1� II z to N 0 z m 3 DRAWN BY: PM DATE ISSUED: 04/0 & /12 MODIFIED BY: ENGINEER: MYERS REVISION REVISION Project No.: 12111 42 Ae) 228' - - - 226' 2245' 224' 222' Art T.O. RIDGE COMPOSITION SHINGLES 0/ 1/2' CDX OR 0.5.5. OVER 151b FELT OVER TRUSSES MID -POINT Q ROOF PL. ,9 UPPER FLOOR 1111. 11 1111 4111 111111/11 1011111 11111/11 111111111 111111111 111111/11 11/111111 1111111/1 1111/1/11 11111111 111111/1 i ' 11111111 111111111- .- __,- .- __, 11111111 11111111111111111111111111111111111 UPPER FLOOR 11111111111 X11111111'111 1111111111111 ■ 11111111111 111111111111 IIIIIIIIIIII IIIIIIIIIIII 111111111111 11111011111 I111111I:111 1111111111111 11111111111 IlI111I■I111 111111111111 111111111111 111111111111 11111111111 111111111111 1111111111111 11111111111 11111L__ 111111111111 PL. MAIN FLR. 4 PORCH RAUGH SAWN PLYWOOD MAIN FLOOR FINISH GRADE AT REAR OF PROPERTY COMP. SHINGLES TYP. 5:12 L IGHTWE IGHT STONE VENEER, TYP. BAST ELEVATION T 6' LAP SIDING 12 6:12 TYP. BOARD 4 BATTEN 51-1 INGLE SIDING 6' CORNER TRIM CONT. METAL GUTTER ON 5 /4X8 FASCIA BOARD TYP. 6' LAP SIDING WRAP -ROUND COLUMN, TYP. OPTIONAL 36' H. GUARDRAIL - 228' - 226' -224' 222' ELEVATION NOTES: 1. VERIFY SHEAR WALL NAILING 4 HOLDOWN5 PER PLAN PRIOR TO INSTALLING SIDING. 2: MASONRY 4 UJOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.RC. CHAPTER 10 3_ CAULK ALL EXTERIOR JOINTS 4 PENETRATIONS. 4. PROVIDE APPROVED CORROSION RESISTANT FLASHING AT EXTERIOR WALL ENVELOPE PER I.RC. 8-103.8 5. PROVIDE FLASHING AT ROOF PENETRATIONS PER I.RC. 89032 4 R9032.1 6. PROVIDE UJEATHER STRIPPING AT ALL EXTERIOR 4 GARAGE - INTERIOR DOORS. 1. 8. 9. PROVIDE CONTINUOUS GUTTERS 4 DOWNSPOUTS 6 ALL EAVES, TYP. ADDRESS OR HOUSE NUMBER TO BE POSTED AND PLAINLY VISIBLE FROM THE STREET FRONTAGE. MIN. 4' HEIGHT, 1/2' STROKE WIDTH AND CONTRASTING BACKGROUND. PROVIDE STAIRWAY ILLUMINATION PER I.C. R303.6 10. SEE SHEET Al FOR ADDITIONAL NOTES. 11. PROVIDE SURFACE DRAINAGE 6' : 10' MIN. AWAY FROM HOUSE FOOTPRINT IRC R4013 - - - 228' SOUTI 1 LEVAT1ON SCALE: 1/4' = 1' -0' 226' 2245' -224' 222' REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 7 2012 City of Tukwila BUILDING DIVISION ri5y ^h 4;? ,AY 0 201 PERMIT C NOTE: HOME WILL BE FIRE SPRINKLERED 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 URBAN DESIGN GROUP hereby reserves It common law copyright and other property rights in these plans, tdeas and designs. These Idea e, designs and plans are not to be reproducd, changed or copied in any form or manner whatsoever, nor are they to be n aesl ed t ' any third party, without first obtaining the express written permission from URBAN DESICz1�l CsROUP. Written dimensions on these shall have precedence over scale dimnsions. Contractors shall verify and be responsible for all dimensions and conditions of the Job and URBAN DESIGN GROUP must be nottfTed in writting of any variation from the dimensions, conditions and specifications construction shown by these drawings. All shall be 1n accordance with the standard building code. (SE3CCl. an states and local codes. COPYRIGHT ® 2010 URBAN DESIGN, INC.. 6-) 11 (QD) Dr) cco ado 4 (-6 A 0- Qj 4 H CC II -c6 a 3 0 z N W 0 z 3 1 >n 4 z 0 1- z w iX 0 4 w 1- z ui 4 z 4 01 1 DRAWN B1': PM DATE ISSUED: 04/06/12 MODIFIED 5r: ENGINEER: M '(ERS REVISION REVISION Project No.: 12111 CONT. METAL GUTTER ON 5/4X8 FASCIA BOARD TYP. POST PER ENGINEER COMP. SHINGLES TYP. 5:12 ----) COMP. SHINGLES TYP. 4:12 CONC. PATIO 12 12 S.G. 5� 5 8 , AVERAGE GRADE 6 224.8' WEST ELEVATION SCALE: 1/4' = 1' -01, 6:12 12 4 6 LAP SIDING 228' 226' 2245' 224' - 222' COMP. SHINGLES TYP. 5:12 1 CONC. PATIO POST PER ENGINEER AVERAGE GRADE 6 22413' ELEVATION NOTES: 1. VERIFY SHEAR WALL NAILING 4 HOLDOWNS PER PLAN PRIOR TO INSTALLING SIDING. 2. MASONRY 4 WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.RC. CHAPTER 10 3. CAULK ALL EXTERIOR JOINTS 4 PENETRATIONS. 4. PROVIDE APPROVED CORROSION RESISTANT FLASHING AT EXTERIOR WALL ENVELOPE PER I.RC. 8103.8 5. PROVIDE FLASHING AT ROOF PENETRATIONS PER I.R.C. 89032 4 R9032.1 1. a. 10. 11. PROVIDE WEATHER STRIPPING AT ALL EXTERIOR 4 GARAGE - INTERIOR DOORS. PROVIDE CONTINUOUS GUTTERS 4 DOWNSPOUTS 6 ALL EAVES, TYP. ADDRESS OR HOUSE NUMBER TO BE POSTED AND PLAINLY VISIBLE FROM THE STREET FRONTAGE. MIN. 4' HEIGHT, 1/2' STROKE WIDTH AND CONTRASTING BACKGROUND. PROVIDE STAIRWAY ILLUMINATION PER I.C. 8303.6 SEE SHEET Al FOR ADDITIONAL NOTES. PROVIDE SURFACE DRAINAGE 6' : 10' MIN. AWAY FROM HOUSE FOOTPRINT IRC 84013 1 NORTH ELEVATION 6D-ft-- DI 22S' 226' 224.8' 224' 222' REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 7 2012 City of Tukwila BUILDING DIVISION criNgittilt,A MAY 0+ 2012 PIT CENTER NOTE: HOME WILL BE FIRE SPRINKLERED NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER 51-4ALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR URBAN DESIGN CsROUI= 701resby resrvms it's common law copyright and other property rights in these plans, ideas and designs. These ideas, designs and plans area not to be reproducd, changed or copied in any form or mannear whatsoeaver, nor are they to be assigned to any third party, without first obtaining thea express written permission from URBAN DESIGN C:ROUf='. Written dimensions on these shall ha N./ precedence ovear scale dimnsions. Contractors shall verify and be responsible for all dimensions and conditions of the ,job and URBAN DESICaN GROUF must be notified in writting of any variation from th dimensions, conditions and specifications construction shown by these drawings. All shall be in accordance with the standard building code. (SBGGI) an state and local codes. COPYRIGHT © 2d910 URBAN DESIGN, INC. 11 41)) '0 O 0 a_ ‘Ji 4 4 T- II c a 0 z u) W z W4 98057 z 0 z w 0 w z ui w Z >- d) 13 z 0 c 0 0 CN 0 0_ DRAUJN BY: PM DATE ISSUED: 04/06/12 MODIFIED BY: ENGINEER: MYERS REVISION A REVISION Project No.: 12111 44 74e) COMP. SHINGLES TYP. 4:12 CONC. PATIO 12 12 S.G. 5� 5 8 , AVERAGE GRADE 6 224.8' WEST ELEVATION SCALE: 1/4' = 1' -01, 6:12 12 4 6 LAP SIDING 228' 226' 2245' 224' - 222' COMP. SHINGLES TYP. 5:12 1 CONC. PATIO POST PER ENGINEER AVERAGE GRADE 6 22413' ELEVATION NOTES: 1. VERIFY SHEAR WALL NAILING 4 HOLDOWNS PER PLAN PRIOR TO INSTALLING SIDING. 2. MASONRY 4 WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.RC. CHAPTER 10 3. CAULK ALL EXTERIOR JOINTS 4 PENETRATIONS. 4. PROVIDE APPROVED CORROSION RESISTANT FLASHING AT EXTERIOR WALL ENVELOPE PER I.RC. 8103.8 5. PROVIDE FLASHING AT ROOF PENETRATIONS PER I.R.C. 89032 4 R9032.1 1. a. 10. 11. PROVIDE WEATHER STRIPPING AT ALL EXTERIOR 4 GARAGE - INTERIOR DOORS. PROVIDE CONTINUOUS GUTTERS 4 DOWNSPOUTS 6 ALL EAVES, TYP. ADDRESS OR HOUSE NUMBER TO BE POSTED AND PLAINLY VISIBLE FROM THE STREET FRONTAGE. MIN. 4' HEIGHT, 1/2' STROKE WIDTH AND CONTRASTING BACKGROUND. PROVIDE STAIRWAY ILLUMINATION PER I.C. 8303.6 SEE SHEET Al FOR ADDITIONAL NOTES. PROVIDE SURFACE DRAINAGE 6' : 10' MIN. AWAY FROM HOUSE FOOTPRINT IRC 84013 1 NORTH ELEVATION 6D-ft-- DI 22S' 226' 224.8' 224' 222' REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 7 2012 City of Tukwila BUILDING DIVISION criNgittilt,A MAY 0+ 2012 PIT CENTER NOTE: HOME WILL BE FIRE SPRINKLERED NOTE: CONTRACTOR TO VERIFY ALL DIMENSIONS AND CONDITIONS OF PROJECT AND REPORT ANY OMISSIONS / DISCREPANCIES TO DESIGNER PRIOR TO COMMENCING WORK. DESIGNER 51-4ALL NOT BE RESPONSIBLE FOR DISCREPANT CONDITIONS RESULTING FROM UNAUTHORIZED WORK PERFORMED BY THE CONTRACTOR URBAN DESIGN CsROUI= 701resby resrvms it's common law copyright and other property rights in these plans, ideas and designs. These ideas, designs and plans area not to be reproducd, changed or copied in any form or mannear whatsoeaver, nor are they to be assigned to any third party, without first obtaining thea express written permission from URBAN DESIGN C:ROUf='. Written dimensions on these shall ha N./ precedence ovear scale dimnsions. Contractors shall verify and be responsible for all dimensions and conditions of the ,job and URBAN DESICaN GROUF must be notified in writting of any variation from th dimensions, conditions and specifications construction shown by these drawings. All shall be in accordance with the standard building code. (SBGGI) an state and local codes. COPYRIGHT © 2d910 URBAN DESIGN, INC. 11 41)) '0 O 0 a_ ‘Ji 4 4 T- II c a 0 z u) W z W4 98057 z 0 z w 0 w z ui w Z >- d) 13 z 0 c 0 0 CN 0 0_ DRAUJN BY: PM DATE ISSUED: 04/06/12 MODIFIED BY: ENGINEER: MYERS REVISION A REVISION Project No.: 12111 44 74e) PL UPPER FLOOR COMPOSITION SHINGLES OVER 1/2 CDX OR O.S.B. OVER 15Ib FELT OVER TRUSSES 1 : e1 INSULATION BAFFLE VENTED BLOCKING CONTINUOUS GUTTER 7 OVER 2x8 FASCIA ART NICK 36' H. RAIL IN FINISH PER ELEVATION OVER 1/2' CDX OR O.S.B. OVER 151b FELT OVER UPPER FLOOR PL g MAiN FLOOR 36" H. RAILING BEAM PER FLAN W/ LIVING M. BEYOND W/ KITCHEN BEYOND Ili 91' '11 3/4" T. 4 G. PLYWOOD 0/ FLOOR JOISTS W/ R -30 INSULATION PREP. ISLAND MAIN FLOOR 2x6 STUDS 16' O.C. W/ R -21 INSULATION TYP. WATERPROOF MEMBRA CGENERAL NOTES: 83036.1 LIGHT ACTIVATION AT STAIRWAYS. ONLY WHERE A STAIRWAY HAS SIX OR MORE RISERS, THERE MUST BE A WALL SWITCH AT EACH FLOOR LEVEL TO CONTROL THE LIGHTNING OUTLET. 8305.1 BATHROOM SHALL NAVE A MINIMUM CEILING HEIGHT OF 6 FT. 8 IN. AT THE CENTER OF THE FRONT CLEARANCE AREA FOR FIXTURES. THE CEILING HEIGHT ABOVE FIXTURES SHALL BE SUCH THAT THE FIXTURE IS CAPABLE OF BEING USED FOR ITS INTENDED PURPOSE. 8311.1.5 LANDING FOR STAIRWAYS. THERE SHALL BE A FLOOR LANDING AT THE TOP AND BOTTOM OF EACH STAIRWAY. - EXCEPTION: A FLOOR OR LANDING IS NOT REQUIRD AT THE TOP OF AN INTERIOR FLIGHT OF STAIRS, INCLUDING STAIRS IN AN ENCLOSED GARAGE, PROVIDED THE DOOR DOES NOT SWING OVER THE STAIR 84013 DRAINAGE. SURFACE DRAINAGE SHALL GRADE AWAY FROM THE FOUNDATION, GRADE NEEDS TO BE A MINIMUM OF 6 INCHES WITHIN THE FIRST 10 FT. - EXCEPTION: WHERE LOT LINES OR PHYSICAL BARRIERS PREVENT, 6' IN 10 FT., SWALES SHALL BE CONSTRUCTED TO ENSURE DRAINAGE AWAY FROM THE STRUCTURE. R.612.1 WINDOW INSTALLATION. WINDOW MANUFACTURERS MUST PROVIDE INSTALLATION INSTRUCTIONS. INSTALLATION MUST COMPLY WITH THE WINDOW'S INSTALLATION INSTRUCTIONS. 8103.1 GENERAL. EXTERIOR WALLS SHALL PROVIDE THE BUILDING WITH A WEATHER- RESISTENT EXTERIOR WALL ENVOLOPE. THE EXTERIOR WALL ENVELOPE SHALL INCLUDE FLASING AS DESCRIBED IN SECTION R-03.8. _ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦ v ♦ i♦ v ♦ ♦ ♦ ♦ ♦ ♦ j♦ ♦ ♦ ♦ ♦ ♦ 7747 ��. :i'. �.y� y�.!:� v'''✓ ✓•p' V' i •i ii'4''"' ' P���i�( O�O�P�O��i1P��` P' '"'O'P✓r101�������0�������Vi �1N��j��O��j� 4' ;;';;���';;,A;A�';;�';;A; %t'�� 1 �'�'��I``�� %I ��7 ��.����������������,4���. 6 MIL (BLACK) V.B. EXISTING GRADE • 5J11 DING 51 ION ',A' SCALE: 1/4' = 1' -0' 19 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 7 2012 City of Tukwila BUILDING DIVISION RECEIVED APR 19 2012 PERMIT CENTER 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 URSAN DESIGN GROUP hereby reserves it's common law copyright and other property rights In these plans, ideas and designs_ These ideas, designs and plans are not to be reproduced, changed or copied in any form or manner whatsoever, nor are th e y to be assigned to any third party, without first obtaining the express written permission from URSAN DESIGN GROUP. Written dimensions on these shall have precedence over acs le dimensions. Contractors shall verify and be responsible for all dimensions and conditions of the Job and URSAN DES1 1∎1 GRO1..1fi11 must be notified in writting of any variation from the dimensions, conditions and specifications construction shown by these drawings. All shall be in accordance with the standard bu1ld1ng code. CSSGGi) an state and local coders. COPYRIGHT ® MD URBAN DESIGN, INc. cs) it (a) 4 iH- 3 th Ave II CC) CO) a 0 Z N W 0 z ce 1 tO 01 z 0 1- z w N 4 w 1- z 111 } d lY 111 Z d azi IY m r 0 0 3 E w m z 0 DRAWN E3Y: i=M DATE ISSUED: 04/0 0/12 MODIFIED 8Y: ENGINEER: 1"i (ERS REVISION A REVISION Q Project No.: 12111 ,ASF Ae) 0 3 4 W z IRC R311.1.1.3.) 1 1/4" DIA. MIN. HANDRAIL, CONT. FOR FULL LENGTH OF STAIR E MIN / 3' -2 O CV 4 GUARDRAIL MEMBERS TO BE SUCH THAT A SPHERE OF 4" DiA. SHALL NOT PASS THROUGH ANY OPENING HANDRAILS PER IRC 8311.1.1 BALUSTERS TO CONFORM TO iRC 8312.2 36" MIN. STAIRWAY WIDTH PER IRC 8311.1.1 10° MIN. TREAD X 4 E 1601 6 4' O.C. 2X4 THRUST BLOCK (3) 8d TOE NAIL STRINGER TO THRUST BLOCK BEAM PER PLAN BELOW STAIR INSTALL 1/2' G.W.B. 6 CEILING 4 WALLS (3) 2X12 STRINGERS FIRE BLOCKING to MID -SPAN NOTE: GREATEST AND LEAST TREAD 4 RISER SHALL NOT VARY MORE THAN 3/8' (PER iRC 8311.1.4.1 4 8311.1.4.2) JOIST OR BLOCKING 6 FLOOR BELOW INTERIOR STAIR NOT TO SCALE UPPER FLOOR ■ JSTS PER PLAN 2X6 1/2' DRYWALL MAIN FLOOR 2X10 A-12' (.04- COFFERED CEi -iNC NOT TO SCALE GUARDRAIL / 1/2 UJALL NOTE: GUARDS SHALL BE NOT LESS THEN 36 INCHES iN HEIGHT. OPEN SIDES OF STAIRS WiTH A TOTAL RISE OF MORE THAN 30" A.F.F. SHALL NAVE GUARDS NOT LESS THAN 34" IN HEIGHT MEASURED VERTICALLY FROM THE NOSING OF THE TREADS. 1/2" G.W.B. 2X4 OR 2X6 WOOD STUDS JOIST OR BLOCKING e FLOOR BELOW NOT TO SCALE K_2 CxUARD 11/2 WALL) Z E m 2xTRIM P.T. 4x8 DF "2 HANG FROM 6x6 POST w/ I -IUC48 MAX. 2X6 P.T. TOP RAIL 1X4 P.T. EACH SIDE 2X2 P.T. PICKETS e 5 3 /8'O.C. 1X4 P.T. EACH SIDE 6x6 P.T. POST (CONTINUOUS FROM FTC.) 2X4 P.T. SPACED DECKING 1 ►t►t 41►�►g ►M ►t►V► P.T. 2)(8 JOISTS e 16" O.C. 5/8'x4' LAG BOLTS THROUGH P.T. LEDGER INTO RIM JST. 6 12' O.G. POST BASE PER PLAN =III= • 4 II ' d' • II ee 4 I SCALE : 1' = 1' -O' () PORCH INSULATION PER PLAN 2X STUD WALL PER PLAN 1/2' CDX PLYWOOD SHEATHING 2 LAYERS GRADE D BLDG. PAPER WEATHER RESISTANT BARRIER CORROSION RESISTANT (GAL V.) METAL LATH ADHERED STONE VENEE TYPE 'N" MORTAR JOINT - TYPE "N" MORTAR SEATING BED 26 GA GALv. CORROSION RESISTANT WEEP SCREED - OVERLAP BLDG. PAPER -LATH TO COVER 4 TERMINATE ON FLANGE FOUNDATION WALL 4' MIN. (SCREED TO GRADE) 2' MIN. (SCREED TO PAVEMENT) i \ \i\\r\\A \i \\ OPT. VENEER BLW. GRADE CONDITION - P.T. PLYWD CONC. NAiL TO FDN. WALL NOT TO SCALE C3) VENEER 0/ SNEATHINCz FOUNDATION VENTILATION Crawlspace Area: 1,326 s.f. Ventilation Required: 1326 s.f. / 300 = 636.48 s.i. Req'd Use: 14" x 7" Foundation Vents Vent Area = 98 s.i. - 25% reduct.,1 /4 "mesh = 73.5 s.i. Vents Required = 636.48 s.i. / Vent Area = 8.66 s.i. Provide : 9 14" x 7' Vents, Area = 624.75 s.i. Ventilation Provided = 624.75 s.i. is Greater than 636.48 s.i. Req'd Use: 9 14" x 7" Foundation Vents FOUNDATION VENTS SHALL NOT INTERFERE WITH DIRECT LOAD PATH OF COLUMNS INSTALL 6 MIL BLACK POLYETHYLENE VAPOR RETARDER GROUND COVER LOCATE VENTS SO AS TO PROVIDE CROSS - VENTILATION OF CRAWL SPACE LOCATE ONE VENT WITHIN 3 FEET OF EACH CORNER OF THE BUILDING NO OPERABLE LOUVERS AT VENTS 2 X 4 WOOD BLOCKING O O O WATER HEATER �� WATER HEATER FLAN E:LEEVATiON GYPSUM WALLBOARD (DRYWALL) 1/4'? x 4' LAG SCREW WITH FLAT WASHER 3/4' X 22 GAUGE (MIN.) METAL STRAPPING NOTE: PROVIDE SEISMIC STRAPPING OF THE WATER HEATER PER UPC. NOTE: DON NOT USE FLAMBER'S TAPE, USE HEAVE -GAUGE METAL STRAPPING 22 GAUGE (MIN.) X 3/4' WIDE METAL STRAPS. DRILL PILOT HOLE ON CENTERLINE OF STUD, INSERT 1/4' X 4' LAG SCREW THROUGH HOLE IN STRAP. USE WASHERS. ANCHOR WATER HEATER TO BASE - BASE TO FLOOR RAISE PILOT LIGHT 18' ABOVE FIN. FLR 1) 2005 UPC requires that a I I water heaters be strapped to resist motion during an earthquake. UPC 5082 states that water heaters must be strapped in at least 2 places± upper and lower 1/3 of the tank and the Tower strap must be at least 4 inches above the controls. 2) Expansion tanks are required with closed plumbing systems per UPC section 6083 3) Insulation is required on all hot water pipes. 4) If wall studs are not properly located to allow adequate anchorage, attach min. 2x4 cross brace to studs with 1/4' x 4' lag screw and washers. Then attach anchor strap to cross brace with lag screw and washers. UPC 5082 5) Provide protective steel or concrete bollard if water heater is places in front of a parking stall. Provide adequate anchorage to floor. 6) Provide 6 inches of clearance from exhaust pipe to combustibles. 1) Provide solid blocking between wall and tank. WATER SEATER SEISMIC STRAFFFNG \ 1 GLAZING SCHEDULE 2009 WASHINGTON STATE ENERGY CODE ROOM # OF WNDS. WND. W. WND. H. MANUF. FRAME TYPE WDW. TYPE MODEL NO. AIR GAP GAS LO -E U -VAL. (1) AREA *AII fans to vent to outside 1 ' *AII other requirements of 2009 iRC WSEC NA MAIN FLOOR R -21 LIVING 1 4.50 5.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.32 22.50 0.20 7.20 LIVING 2 2.00 5.00 MILGARD VINYL PICTURE 5320 1/2" AIR . YES 0.32 20.00 : 6.40 DEN 1 6.00 5.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.32 30.00 9.60 FAMILY 1 8.00 5.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.32 40.00 12.80 LAUNDRY 2 2.00 4.00 MILGARD VINYL S.HUNG 5220 1/2" AIR YES 0.32 16.00 5.12 NOOK 1 6.00 6.67 MILGARD VINYL S.G.D. 5621 1/2" AIR YES 0.32 40.02 12.81 KITCHEN • 1 4.00 3.50 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.32 14.00 • 4.48 DINING 1 6.00 5.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.32 30.00 9.60 UPPER FLOOR BEDRM. 4 • 1 6.00 5.00 MILGARD VINYL SLIDER 5120 1/2" AIR - YES 0.32 30.00 • 9.60 FOYER 1 3.00 3.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.32 9.00 2.88 BEDRM. 3 ' 1 6.00 5.00 MILGARD VINYL SLIDER 5120 1/2" AIR . YES 0.32 30.00 . 9.60 BEDRM. 2 1 5.00 4.00 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.32 20.00 6.40 MSTR. BATH 2 4.00 4.00 MILGARD VINYL PICTURE 5320 1/2" AIR . YES 0.32 32.00 10.24 MSTR. BATH 1 2.00 4.00 MILGARD VINYL S.HUNG 5220 1/2" AIR YES 0.32 8.00 2.56 MSTR. SUIIIE 1 6.00 5.00 MILGARD VINYL SLIDER 5120 1/2" AIR . YES 0.32 30.00 ' 9.60 MSTR. SUITE 2 2.00 2.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.32 8.00 2.56 . WND. TOTAL: 379.52 DOORS WITH MORE THAN 50% GLASS 121.45 1 1 1 1 1 1 1 1 1 1 1 1 1 DOORS WITH MORE THAN 50% GLASS- TOTAL: AVG. U VALUE (VERTICAL GLASS): SKYLIGHTS AND SKYWALLS 0.32 1 AVG. (1) U- VALUES ARE 1 GLAZING U-VALUE NFRC 1 % = = CERTIFIED 1 1 TOTAL 1 1 1 AVG. U-VALUE = = WSEC TABLE 1 379.52 1 SKYLIGHT (OVERHEAD 1 S.F. 1 TOTAL: GLASS): = = 1 1 AREA #DIV /0! ' UA 1 379.521 121.45 TOTAL 1 TOTAL 2 14.68% HEATED AREA UA TOTAL (TOT. 2) 2585.00 S.F. 121.45 UA 0.32 U-VALUE AREA TOTAL (TOT. 1) OR OBTAINED FROM 379.52 A 10-6A, B, C, D OR E VENTILATION SCHEDULE . 2009 WASHINGTON STATE ENERGY CODE 1 SYMBOL LOCATION MINIMUM FAN REQUIREMENTS A Bath, Powder, Laundry Min. 50 cfm @ 0.25" WG 2009 IRC M1508 E B Kitchen Min. 100 cfm @ 0.25" WG (Range hood or down draft exhaust fan rated at min.100 cfm at 0.10" WG may be used for exhaust fan requirement.) C • Whole House Fan MIN. CFM = 75 MAX CFM = NO MAX (based on 2,585 s.f. floor area & 4 bedrooms) *flow rating @ 0.25" WG *whole house fans located 4 ft. or less from interior grille to have a sone rating of 1.5 or Tess measured @ 0.1" WG *AII fans to vent to outside 1 ' *AII other requirements of 2009 iRC WSEC 2009 WASHINGTON STATE ENERGY CODE CHECKLIST CLIMATE ZONE 1 PROPOSED INSULATION OPTION NUMBER II. CEILINGS R-49 MAX GLAZING PERCENTAGE ALLOWED 25% VAULTED CEILINGS R -38 PROPOSED PERCENTAGE GLAZING 14.68% ABOVE GRADE WALLS R -21 MAX VERTICAL U -VALUE ALLOWED 0.40 BELOW GRADE WALLS (INTERIOR) R -21 PROPOSED VERTICAL U -VALUE 0.32 FLOORS OVER UNHEATED SPACES R -30 MAX OVERHEAD U -VALUE ALLOWED 0.50 SLAB PERIMETER : R -10 PROPOSED OVERHEAD U -VALUE 0.00 DUCTS IN UNHEATED SPACES R-8 MAX DOOR U -VALUE ALLOWED 0.20 FACE STAPLED BACKED BATTS PROPOSED DOOR U-VALUE 0.20 X VAPOR RETARDER FLOOR Standard Truss/ Scissor Truss Roof Framing Assembly: MAIN FLOOR 4 MIL POLY X FACE STAPLED BACKED BATTS Provide 1/2 ventilation at eaves, 1/2 above midpoint & min. 3 ft. above eave vents PLYWOOD W/ EXT. GLUE Eave Ventilation: Eave Ventilation: Birdblocking = Eave Ventilation Req'd = Provide : Min. Ventilation Provided = 4.71 s.i. / I.f. - 25% reduction = 678.72 s.i. / 2 / s.i. per I.f. = 97 I.f. birdblocking. Ventilation = 342.65 s.i. is greater than 3.53 s.i. I I.f. 96.07 I.f. 342.65 s.i. 339.36 s.i. Req'd Upper Roof Ventilation: WALL T'x7" Attic Roof Jack = Upper Ventilation Req'd = Provide: Ventilation Provided = 49 s.i. each - 25% screen reduction = 678.72 s.i. / 2 / s.i. of each vent = 10 -T'xT' roof jacks. Ventilation = 367.50 s.i. is greater than 36.75 s.i. each. 9.23 vents 367.50 s.i. 339.36 s.i. Req'd Use : (minimum) Use : (minimum) 97 I.f. birdblocking. Ventilation = 10 -7 "x7" roof jacks. Ventilation = 342.65 s.i. 367.50 s.i. 4 MIL POLY X FACE STAPLED BACKED BATTS . PVA PAINT CEILING . 4 MIL POLY FACE STAPLED BACKED BATTS PVA PAINT X NOT REQUIRED IF VENTILATION SPACE AVERAGE 12" ABOVE INSULATION The Uniform Plumbing Code 2005 (UPC), section 508.2: 'In seismic zones 3 and 4, water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one -third (1 /3) and lower one -third (I /3) of its vertical dimensions. At the Tower point, a minimum of four (4) inches shall be maintained above the controls with the strapping.' Simple Heating System Size: Climate Zone 1 Project Information Indoor Design Temperature Outdoor Design Temperature Design Temperature Difference (©T) AT = Indoor - Outdoor Design Temp Conditioned Floor Area Conditioned Volume Glazing Copy Sum of UA from Glazing Schedule Attic U- Factor X 0.027 0.026 R-49 R -38 Advanced Single Rafter or Joist Vaulted Ceilings U- Factor X Area 0.027 R -38 Vented 70 24 46 2585 22006 121 Area = 1414 Above Grade Walls R -21 Floors U- Factor X Area 0.056 R -30 2482 U- Factor X Area 0.029 Below Grade Walls 2' Depth Walls 3.5' Depth Walls 7' Depth Walls U- Factor 0.042 0.041 0.037 Slab Below Grade 2' Depth 3.5' Depth 7' Depth 1326 X Area 0 F- Factor X Length 0.59 0.64 0.57 Slab on Grade R -10 2' perimeter R -10 Full - Heated 0 F- Factor X Length = 0.54 0.55 Sum of UA Envelope Heat Load Sum of UA X AT Air Leakage Heat Load ((Volume X 0.6) X AT) X .018)) Building Design Heat Load Air Leakage + Envelope Heat Loss Building and Duct Heat Load If ducts are located in unconditioned space: Sum If ducts are located in conditioned space: Sum of Maximum Heat Equipment Output Building and Duct Heat Loss X 1.50 1.15 Contact Information UA 38.2 UA UA 139.0 UA 38.5 UA UA UA 337 15505 10933 26438 30404 of Building Heat Loss X 1.15 Building Heat Loss X 1 150% 45606 Btu 1 Hour Btu / Hour Btu / Hour Btu / Hour Btu/ Hour ROOF VENTILATION Standard Truss/ Scissor Truss Roof Framing Assembly: MAIN FLOOR Roof Area : Ventilation Required: 1414 s.f. 1414 s.f. x 144 s.i. / s.f. / 300 = 678.72 s.i. Req'd Provide 1/2 ventilation at eaves, 1/2 above midpoint & min. 3 ft. above eave vents Provide 1/2 ventilation at eaves, 1/2 above midpoint & min. 3 ft. above eave vents Eave Ventilation: Eave Ventilation: Birdblocking = Eave Ventilation Req'd = Provide : Min. Ventilation Provided = 4.71 s.i. / I.f. - 25% reduction = 678.72 s.i. / 2 / s.i. per I.f. = 97 I.f. birdblocking. Ventilation = 342.65 s.i. is greater than 3.53 s.i. I I.f. 96.07 I.f. 342.65 s.i. 339.36 s.i. Req'd Upper Roof Ventilation: Upper Roof Ventilation: T'x7" Attic Roof Jack = Upper Ventilation Req'd = Provide: Ventilation Provided = 49 s.i. each - 25% screen reduction = 678.72 s.i. / 2 / s.i. of each vent = 10 -T'xT' roof jacks. Ventilation = 367.50 s.i. is greater than 36.75 s.i. each. 9.23 vents 367.50 s.i. 339.36 s.i. Req'd Use : (minimum) Use : (minimum) 97 I.f. birdblocking. Ventilation = 10 -7 "x7" roof jacks. Ventilation = 342.65 s.i. 367.50 s.i. Total Min. Ventilation Provided = 710.15 s.i. IS GREATER THAN : 678.72 s.i. Req'd ROOF VENTILATION Stick Framed Roof Assembly: LOWER FLOOR Roof Area : Ventilation Required: 742 s.f. 742 s.f. x 144 s.i. / s.f. / 300 = 356.16 s.i. Req'd Provide 1/2 ventilation at eaves, 1/2 above midpoint & min. 3 ft. above eave vents Eave Ventilation: Birdblocking = Eave Ventilation Req'd = Provide : Min. Ventilation Provided = 4.71 s.i. / l.f. - 25% reduction = 356.16 s.i. / 2 / s.i. per 1.f. = 51 I.f. birdblocking. Ventilation = 180.16 s.i. is greater than 3.53 s.i. / if. 50.41 I.f. 180.16 s.i. 178.08 s.i. Req'd Upper Roof Ventilation: T'x7" Attic Roof Jack = Upper Ventilation Req'd = Provide: Ventilation Provided = 49 s.i. each - 25% screen reduction = 356.16 s.i. / 2 / s.i. of each vent = 5 -7 "x7" roof jacks. Ventilation = 183.75 s.i. is greater than 36.75 s.i. each. 4.85 vents 183.75 s.i. 178.08 s.i. Req'd Use : (minimum) Use : (minimum) 51 I.f. birdblocking. Ventilation = 5 -7 "x7" roof jacks. Ventilation = 180.16 s.i. 183.75 s.i. Total Min. Ventilation Provided = 363.91 s.i. IS GREATER THAN : 356.16 s.i. Req'd (19 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 07 2012 City of Tukwila BUILDING DIVISION RECEIVED APR 19 2012 PERMIT CENTER 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 UR1!3AN DESIGN CsROUJ= hereby reserves it common haw copyright and other property rights in theses plans, ideas and designs. These ideas, designs and plane are not to be reproduced, changed or copied in any form or manner whatsoever, nor are they to be assigned to any third party, without first obtaining the expreses written p•rmiesion from URSA■ 'ESIC3N CROUP_ Written dimensions on these el -isll haves precedence over scats dimensions. contractors shall verify and be responsible for all dimensions and conditions of the ,Job and URSAN DESICs 1 CsROU,.• must be notified in writting of any variation from the dimensions, conditions and specifications construction shown by these drawings. All ehall be in accordance with the standard building code. CSSGGI) an state and local codes. C.OPTRIGHT © 2010 URBAN DESIGN, INC. 11 f" '0 O 0 r () 0_ \-" II CFI a 0 z W z CO 7 WA 981451 Z 0 1- z 111 0 4 W 1- Z ti 4 W z 4 ty 1- 0 Q) 0 E U-.1 ccNO 0 m c0 B 0_ DRAWN E3Y: DATE ISSUED: 04/0 & /12 MODIFIED BY: ENGINEER: MYERS REVISION A REVISION Q Fro ject No.: 12111 4,e) BUILDING CODE: 2009 EDITION OF THE INTERNATIONAL BUILDING CODE (IBC), AND BY REFENCE THE 2009 INTERNATION RESIDENTIAL CODE (IRC) AS AMENDED BY LOCAL JURISDICTION. ROOF LIVE LOAD = 25 PSF (Ps) ROOF DEAD LOAD = 15 PSF FLOOR LIVE LOAD = 40 PSF (REDUCIBLE) FLOOR DEAD LOAD = 15 PSF WIND LOAD = 85 MPH WIND SPEED, EXPOSURE "B" SOIL SITE CLASS "D" CONSTRUCTION TYPE: V -B OCCUPANCY GROUP: R -3 DESIGN CRITERIA: GROUND SNOW LOAD WIND SPEED (mph) SEISMIC DESIGN CATEGORY SUBJECT TO DAMAGE FROM WINTER DESIGN TEMP. ICE SHIELD UNDER - LAYMENT REQUIRED FLOW HAZARDS AIR FREEZING INDEX MEAN ANNUAL TEMP WEATHERING FROST LINE DEPTH TERMIITE DECAY 30 85 DI / D2 MOD IS" SLIGHT- MOD SLIGHT 11 NO PER JURISDICTION 50 50 CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION. IT IS TI-4E CONTRACTOR'S RESPONSIBILITY TO IDENTIFY ALL OMISSIONS AND /OR DISCREPANCIES TO THE ARCHITECT PRIOR TO PROCEEDING WITH WORK DIMENSIONS TAKE PRECEDENT OVER SCALED DRAWINGS. 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. - MANUFACTURED TRUSS DESIGNS AND LAYOUTS > FOUNDATION DESIGN IS BASED ON AN ASSUMED ALLOWABLE SOIL BEARING OF 1500 PSF. EXTERIOR FOOTINGS SHALL BEAR IS" (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 I/4 "x3 "x3" PLATE WASHERS. WOOD BEARING ON OR INSTALLED WITHIN 1" OF MASONRY OR CONCRETE TO BE PRESSURE TREATED WITH AN APPROVED PRESERVATIVE. FOUNDATION SILL BOLTS TO BE 5/S" DIAMETER AT 6' -0" O.C. UN.O. WITH MIN. T" EMBEDMENT METAL FRAMING CONNECTORS TO BE MANUFACTURED BY SIMPSON STRONG -TIE OR USP STEEL CONNECTORS 00 \CRETE MINIMUM COMPRESSIVE STRENGTH OF CONCRETE PER TABLE R4022 TYPE OR LOCATIONS OF CONCRETE CONSTRUCTION MINIMUM COMPRESSIVE STRENGTH (Pc) AT 28 DAYS MODERATE WEATHERING POTENTIAL BASEMENT WALLS, FOUNDATION 4 OTHER CONCRETE NOT EXPOSED TO THE WEATHER i 2500 psi BASEMENT SLABS 4 INTERIOR SLAB ON GRADE, EXCEPT GARAGE FLOOR SLAB. 2 500 psi p BASEMENT WALLS, FOUNDATION WALLS, EXTERIOR WALLS 4 OTHER VERTICAL CONCRETE WORK EXPOSED TO NE WEATHER 3,000 psi (6% air entrained W- l%o) PORCHES, CARPORT SLABS 4 STEPS EXPOSED TO THE WEATHER 4 GARAGE FLOOR SLAB. 3 ,000 psi (6% air entrained +/- I%) CONCRETE MIXTURE SHALL CONTAIN AT LEAST OF 5112 SACKS OF CEMENT PER CUBIC YARD CONCRETE "BATCH TICKET" SHALL BE AVAILABLE ON SITE FOR REVIEW BY BUILDING OFFICIAL VERTICAL REINFORCING STEEL TO COMPLY WITH ASTM A615 GRADE 40 (GRADE 60 AT WALLS RETAINING MORE THAN 4FT OF SOIL) CARP GENERAL ALL NAILING TO COMPLY WITH REQUIREMENTS OF IRC TABLE R6023(I) ALL WOOD IN CONTACT WITH CONCRETE TO BE F'RESSURE TREATED. FIELD CUT ENDS, NOTCHES, AND DRILLED HOLES OF PRESSURE TREATED LUMBER SHALL BE RETREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4, PER IRC 3193. FASTENERS FOR PRESSURE PRESERVATIVE AND FIRE RETARDANT TREATED WOOD SHALL BE OF HOT- DIPPED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER 6" MIN. CLEARANCE BETWEEN WOOD AND EARTH. 12" MIN. CLEARANCE BETWEEN FLOOR BEAMS AND EARTH. IS" MIN. CLEARANCE BETWEEN FLOOR JOIST AND EARTH. FASTENERS ALL NAILS SPECIFIED ON THIS PLAN SHALL BE OF THE DIAMETER AND LENGTH LISTED BELOW OR AS PER APPENDIX L OF THE NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION (NOS) Sd COMMON (0.131" DIA., 2 -1/2" LENGTH), Sd BOX (0.113" DIA, 2 -1/2" LONG), 10d COMMON (0.145" DIA., 3" LONG) 10d BOX (0.128" DIA., 3" LENGTH), 16d COMMON (0.162" DIA, 3 -1/2" LONG), I6d SINKER (0.145 DIA, 3 -1/4" LONG) 5d COOLER (0.086" DIA., I -5/8" LONG ), 6d COOLER (0.092" DIA., 1 -1 /8" LONG) 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 TI-4E GRADE MARK OF AN APPROVED LUMBER GRADING AGENCY AND SHALL HAVE THE FOLLOWING UNADJUSTED DESIGN MINIMUM PROPERTIES U.N.O.: JOISTS: 2X4 to 2X8 2X10 OR LARGER WOOD TYPE: HF "2 - Fb =850 psi, Fv =150 psi, Fc =1300 psi, E= 1300000psi HF "2 - Fb =850 psi, Fv =150 psi, Fc =1300 psi, E =1300000psi BEAM 4X 6,X OR LARGER DF -L "2 - Fb =900 psi, Fv =180 psi, Fc =1350 psi, E =1600000psi DF -L *2 - Fb =STS psi, Fv =110 psi, Fc =600 psi, E =1300000psi STUDS 2X4 4 2>< 2XS OR LARGER HF STUD - Fb =615 psi, Fv =150 psi, Fc =800 psi, E =1200000psi HF - Fb =915 psi, Fv =150 psi, Fc =1300 psi, E_' POSTS 4X4 4X6 6X6 OR LARGER HF "2 - Fb =850 psi, Fv =150 psi, Fc =1300 psi, E__. HF *2 - Fb =550 psi, Fv =150 psi, Fc =1300 psi, E= 1300000psi DF -L l - Fb =1200 psi, Fv =110 psi, Fc =1000 psi, E =1600000psi GLUED - LAMINATED BEAM (GLB) SHALL BE 24F -V4 FOR SINGLE SPANS 4 24F -VS FOR CONTINUOUS OR CANTILEVER SPANS WITH THE FOLLOWING MINIMUM PROPERTIES: Fb = 2,400 PSI, Fv = 165 PSI, Fc = 650 PSI (PERPENDICULAR), E = 1,500,000 PSI. ENGINEERED WOOD BEAMS AND f -JOIST CONTRACTOR SHALL SUBMIT SHOP DRAWINGS AND SPECIFICATIONS FOR APPROVAL BY BUILDING OFFICIAL. DESIGN, FABRICATION AND ERECTION IN ACCORDANCE WITH THE LATEST f CC EVALUATION REPORT. BEAMS DESIGNATED AS "LSL" SHALL HAVE TI-4E MINIMUM PROPERTIES: Fb = 2,325 PSI, Fv = 310 PSI, Fc = SOO PSI (PERPENDICULAR), E = 1,550,000 PSI. BEAMS DESIGNATED AS "LVL" SHALL HAVE THE MINIMUM PROPERTIES: Fb = 2,600 PSI, Fv = 285 PSI, Fc = 150 PSI (PERPENDICULAR), E = 1,900,000 PSI. BEAMS DESIGNATED AS "PSL" SHALL HAVE THE MINIMUM PROPERTIES: Fb = 2,900 PSI, Fv = 290 PSI, Pc = 150 PSI (PERPENDICULAR), E = 2,000,000 PSI. CALCULATIONS SHALL INCLUDE DEFLECTION AND CAMBER REQUIREMENTS. DEFLECTION SHALL BE LfMTE:D 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 4 STAMPED BY A REGISTERED DESIGN PROFESSIONAL AND FABRICATED ONLY FROM THOSE DESIGNS. NONBEARING WALLS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH AN APPROVED FASTENER (SUCH AS SIMPSON SIC) TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL NOT BEAR ON TINE WALL. ALL PERMANENT TRUSS MEMBER BRACING SHALL BE INSTALLED PER THE TRUSS DESIGN DRAWINGS. ROOF /WALL/FLOOR 514EATWING TYPICAL WALL 4 ROOF SHEATHING SHALL BE 1/16" SHEATHING MINIMUM UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMON 0 6" O.C. a PANEL EDGES AND 12" O.C. IN FIELD UN.O. ON SHEARWALL SCHEDULE. SPAN INDEX SHALL BE 24/0 FOR WALLS AND 24/16 FOR ROOF. FLOOR SHEATHING SHALL BE 19/32" T4G SHEATHING W/ 40/20 SPAN RATING, UNLESS OTHERWISE SPECIFIED. MINIMUM NAILING SHALL BE Sd COMMOM AT 6" O.G. 9 PANEL EDGES AND 12" O.C. IN FIELD. STAGGER END LAPS AT ROOF AND FLOOR SHEATHING. PI -6. PI -6 2 -CAR GARAGE J : X -6 CEV'D PATID L AUND. CLG. FAMILY RM, FOYER LN. OF FLR A$v_ J° OPEN TO ABv. EATN6 BAR PREP. ISLAND 9 0_ 0 PANTRY 6 BF✓LvS. KITCHEN R.THO. vO. O O r COFFERED CLG. 9' -0" CLG. DINING RM, OPENING Z1 GCFFRED CLG. _ la • 9' -0" CLG. LIVING RM, L\ » 1 I 1-11OU8 6 4X6 DF POST W/ SSTB28 ANCHOR LOO 5-EAR WALL Tri 1 -6 «y =1.=_4, PI -6 MSTR, SUITE BEDRM, 2 R t8_ W.I.C. W.I.C. R BEDRM, 3 D Soo 6 -6 -PFER '=_OOR 5] IE4R ST2215 TO RIM AI PY P_4'\ SCALE: 1/8"=P-0" 5 -E4, R e..4LL 501 ID, ,_ WALL MARK SHEATHING TH ICKNESS SIDES SWEAR PANEL EDGE NAILING FIELD NAILING FRAMING 6 ABUTTING PANEL EDGES BASE PLATE NAILING ANCHOR BOLT DIA. 4 SPACING SILL PLATE SIZE HOLDOWN TYPES PI -6 1/16° ONE Sd 6 6" O.C. 12" O.G. 2X 16d NAILS 6 16" O.C. 5 /13"" DIA 6 12" O.C. 2X PER KEY PLAN P1-3 1/16" ONE 8d 9 3" O.C. 12" O.C. 3X / 2 -2X 16d NAILS 6 16" O.C. 5/S" DIA. 6 12" O.C. 2X PER KEY PLAN 7/16" ONE SEE DETAIL H4 ON SHEET 51 FOR NAILING SPACING, STRAP 4 HOLDOWN TYPES I. FRAMING SHALL BE HEM -FIR "2 6 16" O.C. MAX (UN.O.). THICKNESS OF STUDS TO BE 2x UNLESS NOTED IN SCHEDULE. 2. SHEATHING PANELS MAY BE LAYED VERTICAL OR HORIZONTAL. BLOCK ALL HORIZONTAL EDGES WI 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 Sd 6 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 2306.4.1, NOTE (1). 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 1 TIMES THE ANCHOR BOLT DIAMETER AT ENDS AND SPLICES. PROVIDE y4 "x3 "x3" WASHERS AT ANCHOR BOLTS. PLATE WASHERS SHALL EXTEND TO WITHIN /2" OF THE SHEATHED EDGE OF THE SILL PLATE ON WALLS W/ EDGE NAILING AT 4" O.C. OR TIGHTER. DO NOT RECESS BOLTS. 6. ALL NAILS FOR SHEAR WALLS SHALL BE COMMON OR GALVANIZED BOX NAILS (UN.O.) PER IBC TABLE 23063. ALL SPECIFIED NAILS SHALL HAVE THE FOLLOWING DIMENSIONS: Sd COMMON (0.131" DIA., 2)/2" LONG), 8d BOX (0.113" DIA., 2y" LONG), 10d COMMON (0.148" DIA., 3" LONG), lOd BOX (0.125" DIA., 3" LONG), 16d COMMON (0.162" DIA., 3)/2" LONG), 16d SINKER (0.145" DIA., 3)/4" LONG), 5d COOLER (0086" DIA., 15/8" LONG), 6d COOLER (0.092" DIA., 1 %s" LONG) 1. 1/4" No. 6 DRYWALL SCREWS (TYPE W OR 5) MAY BE SUBSTITUTED FOR NAILS LISTED AS 5d COOLER OR 6d COOLER FOR GYPSUM WALL BOARD SHEARWALLS PER IBC TABLE 2306.1 8. IN LIEU OF 3x VERTICALS AND BLOCKING AT PANEL EDGES, 2-2xS W/ IOd 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 FOUNDATION SILL PLATES OR TO WALLS WITH Sd EDGE NAILING AT 2" O.C. OR 10d EDGE NAILING AT 3" O.C. OR 2" O.C. OR WALLS SHEATHED ON BOTH SIDES) 9. HOLDDOWNS AND STRAPS OF EQUIVALENT UPLIFT CAPACITY WITH CURRENT ICC EVALUATION REPORT OR SIMILAR MAY BE SUBSTITUTED FOR THOSE LISTED IN THE SHEARWALL SCHEDULE WITH PRIOR APPROVAL OF BUILDING OFFICIAL OR ENGINEER OF RECORD. 10. SQUASH BLOCKS REQUIRED AT ENDS OF SHEAR WALLS WHERE FULL BEARING IS NOT PROVIDED BY NE FRAMING BELOW. 11. SIMPSON MASAP MUDSILL ANCHORS, MAY BE SUBSTITUTED (1) FOR (I) AT 2X SILL PLATES FOR THE %" DIA. SILL PLATE ANCHOR BOLTS SPECIFIED. INSTALLATION INSTRUCTIONS OF SIMPSONS STEEL STRONGWALL AND WOOD STRONGWALL COME ATTACHED TO THE WALL ASSEMBLIES. PLEASE READ AND UNDERSTAND THE DESIGN DRAWINGS AND PRODUCT INFORMATION BEFORE INSTALLING THE ANCHORING ELEMENTS OF TWE WALLS. IF INSTALLATION INSTRUCTION* AAE NOT F ESENT I t TO SPIPSO4 STIim -T1E C'ATALM C -5140S OR WWW.STRONGT!E0001 SIMPSON STR 4 -TIE WILL PROVIDE, UPON REOJEST, TRAINING ,AND FIELD REVIEW BEFORE THE NN6T4ULATION OF T-I ANCHORING NG E.EtME'NTS OF THE STEEL AND /OR WOOD WALL ASSEMBLIES. TO REQUEST SUCH TRAINING PLEASE CALL (800) 999 -5099 EXT. 1082 AND PROVIDE NAME, PROJECT ADDRESS, AND CONTACT INFORMATION. YOU MAY ALSO E -MAIL REQUESTS TO KBOURNGSTRONGTIECOM. PLEASE ALLOW 24 HOURS NOTICE FOR SCHEDULING. SIMPSON SSW24X9 -RF STEEL STRONG -WALL AT RAISED FLOOR USING I" DIA. SSWAB ANCHOR BOLTS EMBEDDED 8" INTO FOOTING SCALE: 1/8":1'-0" ( 6 ) (2) -J� (1) TYPICAL ANC I. SHEAR WALL PER PLAN W/ DBL STUDS AT HOLDOWN MINIMUM 2. ANCHOR BOLT STYLE HOLDOWN PER PLAN INSTALLED PER MANUF. SPECS. 3. RIM BOARD PER PLAN 4. FLOOR JOIST SYSTEM PER PLAN 5. ANCHOR BOLT INSTALLED PER MANUF. SPECS. (SEE BELOW FOR SIZE PER HOLDOWN) MAINTAIN 5" CLEARANCE FROM FNDTN VENTS. 6. CONCRETE STEM WALL PER PLAN 1. EXTEND ANCHOR BOLT W/ (4) COUPLER NUT 4 ALL THREAD ROD ANCHOR SSTB16 (DIA. = 5/8 ") SSTB20 (DIA. = 5/a ") SSTB24 (DIA. = 5/s ") SSTB28 (DIA. _ % ") SSTB34, SSTB36 (DIA. _ %8 ") SE %x24, SE %x24 SB1x30 OR EOLT 4OL�O1� N EMBED. 1254" 165/8" 205/8° 241/8" 28/8" 18" 24" SCALE: /4' =1' (5) I. UPPER FLOOR WALL PER PLAN W/ DBL STUDS AT STRAP MINIMUM 2. RIM BOARD PER PLAN 3. BEAM PER PLAN 4. FLOOR JOIST SYSTEM PER PLAN 5. STRAP TIE PER PLAN CENTER STRAP ON RIM a WALL TO WALL 4 CENTER STRAP ON FLOOR DIAPHRAGM 6 WALL TO BEAM 6. LONER FLOOR WALL PER PLAN W/ DBL STUDS AT STRAP MINIMUM (5) TYPO4_ S�R4 k4 -O W4 SCALE: %4 " =1' !_ OLDOW W4_' TO 5E4 EXTENT OF HEADER (TWO BRACED WALL PANELS) EXTENT OF HEADER (ONE BRACED WALL PANEL) ( I ) (3) -(2) (4) (5) ( I ) 6rt TO 18ft (4) PORTAL F 4 SCALE: 11."=1' (12) ( I ) (4) (5) (2) (5) YFI C ST 0J \D4 =IO\ 1. SHEAR WALL PER PLAN W/ DBL STUDS AT HOLDOWN MINIMUM 2. STRAP TIE HOLDOWN PER PLAN INSTALLED PER MANUF. SPECS. 3. RIM BOARD PER PLAN 4. FLOOR JOIST SYSTEM PER PLAN 5. CONCRETE STEM WALL PER PLAN REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 7 2012 City of Tukwila BUILDING DIVISION kOL WN I. HEADER PER PLAN (MINIMUM 3 "x111/4 ") 2. MINIMUM (2)2x4 STUD FRAMING TYP. 3. FASTEN TOP PLATE TO HEADER W/2 ROWS OF 16d SINKER NAILS 9 3" O.C. TYP. 4. SIMPSON LSTA24 STRAP TIE HEADER TO WALL ON (4) INSIDE FACE -(10) E CONSTR ,,OT1O\ 5UI SECTION T) TI-IRU WALL 5. FASTEN SHEATHING TO HEADER W/ Sd COMMON OR GALV. BOX NAILS IN 3" GRID PATTERN AS SHOWN 4 3" O.C. IN ALL FRAMING (STUDS, BLOCKING, SILLS) TYP. 6. %s" MINIMUM THICKNESS WOOD STRUCTURAL PANEL SHEATHING 1. FOR PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL BE BLOCKED W/ 3x OR (2) 2x, 4 OCCUR WITHIN 24" OF MID HEIGHT. IF 2x BLOCKING 15 USED, FACE NAIL W/ (3) 16d SINKERS. 5. 4200* STRAP TIE HOLDOWN PER PLAN 9 5 /a" DIA. ANCHOR BOLT W/ -1" MINIMUM EMBEDMENT. (10) USE %6 "x2 "X2" PLATE WASHER MINIMUM (TESTED ASSEMBLY) 10. 11. 12. FOUNDATION PER PLAN SHEATHING FILLER IF NEEDED RECEIVEQ APR 19 2012 1000" STRAP TIE HOLDOWN PER PLANPERMJT CENTER m J O com co w � ▪ L QM • Z V � ■ +r M CO N -2 N Lii • CD • N M REVISION DATE: INIT: PROJECT ": DATE: 4 -6 -2012 INIT: MM PROJECT ": 153 m :t;; . _ 4- W O i • cD M C 0 c 0 a) a) c a) c REVISION DATE: INIT: PROJECT *: 20' -0" 15' -0" r ' -102" I6I -3" R.O. � r-10? / � 300 N.V.A. = QTY. OF VENTS REQUIRED /►- STHD14 300 - 4.42 .52 STHD14 -. ( 9 ) VENTS REQUIRED CONTINUOUS FOOTING 53 13' -4" k4 ,r I-I4 SI EDGE OF SLAB 51 LINE OF Ti- 4ICKENED SLAB SLAB I\ BRAD- 4" CONC. OVER 6 MIL (BLACK) V,B, OVER 4" GRANULAR FILL 0 SLOPE 4" TO O.H. DOORS 12' -S" 1 -4" 52 r ' -8" L 0 L 4" 6 4" CONC. MIL GRANULAR a 0/ VAPOR BARRIER FILL 0/ _J (I! r 1 2\g 24 e-, \ 'I 11 24 I FOUNDATIONSVENTS 1 (9 REQUIRED) 1 J = 4 X 10 UPSET e 1 5' -2" / �I III 1 1 1 24 6' -4" I 23' -10" 6' -4" 24 cv ' Iu_ 52 SIM 4X'0'UPSE� rl I I1 „I 52 SIM 2x10 HF *2 FLR JST 6 16" o.c. t H I 1 -- © 24 D...S'.24 1' �- - -=,-- 24 \ b _ - o - 0�� 4 X _0 , PSET_ _ 4 X 'P_ x PST � ' I = _ _ c,44 II III H 1 2x10 HF *2 FLR JST 9 16" _ _ I -4 m c.c. 1 30 1 -N I W SIM 2x10 HF *2 FLR JST 9 16" o.c. A 1 el x11 III ,_J "X36 W/ 12" O.C. 4 ® 11 II ® THICK CONT. FTC. -- BAR CONTINUOUS = r- 12" WIDE 110" W/ (2) *4 - 24 P. 24 "X10 "THICK *4 REBAR EACH WAY Q1 xl X11 1 II 1 =IN I ' I I II At 9111 xll&H I 1 24 =iN \ SIMPSON SS1424X9 -RF STEEL STRONG -WALL AT RAISED FLOOR USING I" DIA. SSWAB ANCHOR BOLTS EMBEDDED S' INTO FOOTING I - (N = _ � r I I - 24 1FTG cp le I 24 t_ 11 I 24 = �� • x @ - 4-.4 1 m to .T. JOISTS ED 6 16" R O.C. .. I N ,. I� iir 2 X 2X S P.T. \ ilffeil ,1� II �� XSP_T. 1ij! �� _ XSP.T. - i XSP.. 4X8- ' c -- _ _ =- =-- -- K - Q 1 J I1 LST H D S RJ 61 - 8" 1 / IJ p J 11 i 1 HDUS •a 4X6 DF W/ SSTB28 ANCHOR 13' -e," POST / 8' -0" /2'- 0 "/2' -0 5' -6" -0" 2' -0 "f LSTHDSRJ / 35' -0" r� Q FOUNDATION VENILATION USE 14" x 7" SCREENED FDN. VENTS (I) VENT = .52 SQ. FT. NET FREE VENT AREA FDN. AREA = NET VENT AREA REQ'D (N.V.A.) 300 N.V.A. = QTY. OF VENTS REQUIRED .52 1326 4.42 - 8.5 VENTS REQ'D 300 - 4.42 .52 ( 9 ) VENTS REQUIRED STUB OUT *4 BAR 24" a 18" O.G. USE NERVASTRAL OR FLASHING FOR WATER- PROOF ING 24 "X48 "X12" THICK CONC. W/ *4 REBAR 6 S" O.C. EA TG. NAY 4- j Q TYP L BASE PLATE NAILING PER SHEAR WALL SCHEDULE I. BASE PLATE NAILING PER SHEAR WALL SCHEDULE (2) (1) (3) 2. SHEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE (3) 2. SHEAR WALL EDGE NAILING PER SHEAR WALL SCHEDULE (4) 3. SOLID CONTINUOUS RIM BOARD TOE NAILED TO SILL W/ Sd NAILS 9 6" O.C. SECURE RIM TO EACH JOIST W/ (2) 8d NAILS (4) 4- FLOOR JOIST PER PLAN SECURED TO SILL PLATE W/ (2) Sd NAILS 5. 2X PRESSURE TREATED SILL PLATE UN.O. IN SHEAR WALL SCHEDULE X � X 6. *4 REBAR HORIZ. 9 12" O.C. W/ (I) *4 REBAR IN UPPER 12" OF STEM WALL FOOTING INSPECTION (' eotech report prepared for this site.) Over excavatio equiring structural (engineered i 1 shall comply with recom dations as outlined in t geotechnical report. Prior to requesting a . . ting In- .ection, the Geotech engineer of record shall verify - .. ils condition and provide an inspection report prepar .' an I - . ned by the Geotech engineer. Geotech repo all verify t soils conditions including compacted shall satisfy specificat . as outline( for footing/foun E on construction. Geotech engin report shall be pre ed to the building inspector at time of o ng ins ect 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 /2" 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.) 54 �II if, 16" 1. %" DIA. ANCHOR BOLT 6 12" O.C. UN.O. IN SHEAR WALL SCHEDULE W/ 1" MIN. EMBEDMENT S. *4 VERTICALS 41 48" O.C. W/ STANDARD I-100K REQUIRED, ALTERNATE BENDS, NO WET SETTING PERMITTED 'zO ND4T O\ (9) STE 9. (2) *4 REBAR CONTINUOUS IN FOOTING SCALE: /4 " :1' (1) (2) MI= (3) (4) (5) (6) '4 _ c `--:-- SCALE: 1/4" :I' (1) (2) (3) (5) (l) • (4) 1. JOIST BLOCKING REQUIRED AT BEARING OR 51-1EAR WALLS ABOVE OR WHEN JOISTS ARE NOT CONTINUOUS AT BEAM 2. SECURE BLOCKING TO BEAM W/ Sd NAILS 6 6" O.G. 3. JOIST PER PLAN 4. BEAM PER PLAN 5. 2X OR SHEATHING CLEATS BOTH SIDES TO SECURE BEAM TO POST (3) 106 NAILS INTO EACH MEMBER AT EACH CLEAT 6. 4X OR 6X TREATED POST (4X6 MIN AT BEAM SPLICE) 1. SIMPSON A34 FRAMING ANCHOR (1) W/ CONCRETE NAILS \‘ \\‘ / \\ % / \` %/ /\ \jam 1. ISOLATED OR CONTINUOUS .\ \, \\ FOOTING PER PLAN S_ ISOLATED OR CONTINUOUS SPREAD FOOTING PER PLAN 1, WOOD POST W/ ARCHITECTURAL COVER PER PLAN 2. SIMPSON AB POST BASE w/) "x3" WEDGE ALL OR TITEN HD ANCHOR UN.O. ON PLAN 3. FINISHED GRADE OR SLAB A5 OCCURS 4. 12" DIA OR SQUARE CONCRETE PEDESTAL (OPTIONAL) 5. (4) *4 VERTICALS W/ STANDARD HOOK AT CONCRETE PEDESTAL 6. *3 TIES AT 12" O.C. PER PLAN (6) ac G AT 1A100: SCALE: 3/4".1 INSTALLATION INSTRUCTIONS OF SIMPSONS STEEL STRONGWALL AND WOOD STRONGWALL COME ATTACHED TO NE WALL ASSEMBLIES. PLEASE READ AND UNDERSTAND THE DESIGN DRAWINGS AND PRODUCT INFORMATION BEFORE INSTALLING NE ANCHORING ELEMENTS OF THE WALLS. IF INSTALLATION INSTRUCTIONS ARE NOT PRESENT RJR TO SIMPSON STRONG -TIE CATALOG C -SW09 OR WWW.STRONGTIE.COM. SIMPSON STRONG -TIE WILL PROVIDE, UPON REQUEST, TRAINING AND FIELD REVIEW BEFORE NE INSTALLATION OF THE ANCHORING ELEMENTS OF THE STEEL AND /OR WOOD WALL ASSEMBLIES. TO REQUEST SUCH TRANI% PLEASE CALL (800).399-5099 I99 EXT. 1082 AND PROVIDE NAME, PROJECT ADDRESS, AND CONTACT INFORMATION. YOU MAY ALSO E -MAIL REQUESTS TO KBOURNeSTRONGTIE.COM. PLEASE ALLOW 24 HOURS NOTICE FOR SCHEDULING. FOUN4TION / F4MIN 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 ® 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 - IF AN ENGINEERED JOIST FLOOR FRAMING LAYOUT IS PROVIDED BY THE JOIST SUPPLIER; THAT JOIST LAYOUT SHALL SUPERCEDE THE JOIST LAYOUT INDICATED IN THE PLAINS. PROVIDE I -JOIST LAYOUT AND SPECS ON SITE FOR INSPECTION. SCALE 1'4Y 1 16" Q II TOUND4T l O N SCALE: /4 - I (9) STE 3. SOLID CONTINUOUS RIM BOARD TOE NAILED TO SILL. W/ 86 NAILS 9 6" O.C. SECURE RIM TO EACH JOIST W/ (2) 86 NAILS 4. FLOOR JOIST BLOCKING AT FLOOR SHEATHING PANEL EDGES (48" O.C.) SECURED TO SILL PLATE W/ (2) Sd NAILS 5. 2X PRESSURE TREATED SILL PLATE UN.O. IN SHEAR WALL SCHEDULE 1. *4 REBAR HORIZ. 6 12" O.C. W/ (1) *4 REBAR IN UPPER 12" OF STEM WALL %" DIA. ANCHOR BOLT b) 72" O.C. UN.O. 1 IN SHEAR WALL SCHEDULE W/ 1" MIN. EMBEDMENT 8. *4 VERTICALS 6 48" O.C. W/ STANDARD H00K REQUIRED, ALTERNATE BENDS, NO WET SETTING PERMITTED 9. (2) *4 REBAR CONTINUOUS IN FOOTING v (4) '2" z 44= 5 /s" DIA. ANCHOR BOLT 6 72" O.C. UN.O. IN SHEAR WALL SCHEDULE W/ l" MIN. EMBEDMENT 2. 2X PRESSURE TREATED SILL PLATE UN.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. (I) *4 REBAR IN UPPER 12" OF STEM WALL 1. *4 VERTICALS 48" O.C. W/ STANDARD HOOK REQUIRED, ALTERNATE BENDS, NO WET SETTING PERMITTED 8. (2) *4 REBAR CONTINUOUS IN FOOTING INSTALL DAMPFROOFING OR WATERPROOFING PER 'RC 8406 WHERE INTERIOR SLAB IS BELOW EXTERIOR GRADE ON GR4 E SCALE: 3/4'=„ .,, (2) (3) (I) i 55 // y / y / / y / / / \VAA /�AAjAA ��Aj�A /OVA, CRIFP E 4L_ 1. BEARING WALL ABOVE 2. JOIST PER PLAN 3. SIMPSON A35 9 24" O.C. 4. 2X4 FLAT BLOCKING AT 24" O.C. 5. 2x CRIPPLE WALL W/ STUDS 6 16" O.C. SHEATHED 4 NAILED W/ Sd NAILS ' 6" O.C. EDGE 412" O.C. FIELD 6. 2X P.T. SILL PLATE W/ 5/" DIA. ANCHOR BOLTS AT 12" O.C. 1. FOOTING PER PLAN REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 7 2012 SCALE: %4 " :1' City of Tukwila BUILDING DIVISION RECEIVED APR 19 2012 PERMIT CENTER FOOTING SCHEDULE 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 P.T. POST ON 24" DIA. X 10" THICK CONC. FOOTING 24 P.T. POST ON 24" X 24" X 12" THICK CONC. FOOTING W/ 2- # 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/ 3- # 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 DATE: 4 -6 -2x012 INIT: MM PROJECT *: 153 TYPICAL 1. 2x STUD WALL 14/ BASE PLATE NAILING PER SHEAR WALL SCHEDULE 1. 2x STUD WALL W/ BASE PLATE NAILING PER SHEAR WALL SCHEDULE GABLE 2. EDGE NAILING PER SHEAR WALL SCHEDULE 2. EDGE NAILING PER SHEAR WALL SCHEDULE 3. JOIST PER PLAN SECURED TO TOP PLATE 14/ (2) ad NAILS (3) 4. SOLID CONTINUOUS RIM BOARD 14/ (2) 8d NAIL TO EACH JOIST 4 TOE NAILED TO TOP PLATE WITH 8d NAILS e 6" O.C. 5. SHEATHING PANEL EDGE 4 EDGE NAILING PER SHEAR WALL SCHEDULE W/ SIMPSON LTP4 fl 48" O.C. (5) ,, ZZZZZZ i 3. JOIST BLOCKING 6 FLOOR SHEATHING PANEL EDGES (48" O.C) SECURED TO TOP PLATE W/ (2) Sd NAILS 4. SOLID CONTINUOUS RIM BOARD 141 (2) 8d NAILS TO EACH JOIST 4 TOE NAILED TO TOP PLATE WITH Sd NAILS 9 6" O.C. 5. SHEATHING PANEL EDGE 4 EDGE NAILING PER 51-EAR WALL SCHEDULE W/ SIMPSON LTP4 6 48" O.C. NOTE: IF SHEATHING JOINTS ARE RELOCATED TO OCCUR ON THE RIM, NE SIMPSON LTP4 MAY BE ELIMINATED (I) NOTE: IF SHEATHING JOINTS ARE RELOCATED TO OCCUR ON THE RIM, THE SIMPSON LTP4 MAY BE ELIMINATED 1, -0" D.H. TYPICAL END JACKS AT 24" O.C. D.S. p ZLOOR JOIST 5E4RI SCALE. /a -1 C3 AT5 UlD ALL cp:LOOK JOIST R4R4LLEL TO STUD SCALE: /a - ALL OvERFRAME I. BEAM PER PLAN 2. WOOD POST OR COLUMN PER PLAN 3. SIMPSON ACE POST CAP UN.O. 4. SIMPSON AC POST CAP U.N.O. 5. BEAM SPLICE AS OCCURS 6. MITER CUT BEAMS AT CORNER CONDITION (1) (2) 1. FLOOR JOIST (ONE OR BOTH SIDES OF BEAM) PER PLAN W/ SIMPSON LUS2I0 OR USP JL210 HANGER 2. FLOOR DIAPHRAGM EDGE NAILING 3. BEAM PER PLAN (3) (1) (1) (3) (2) (I) V ,,,,, /A ,,, ,,. „I ,,,, „ ,,, A „ ,,,, Y \ "i��O SCALE: 3/4 " =I' • P_4N VIEN aT CCRNER =_' �71y; SCALE: 3/4 "=1 1. BEAM PER PLAN I. BASE PLATE NAILING AND EDGE NAILING PER SHEAR WALL SCHEDULE 2. JOIST PER PLAN SECURED TO SILL PLATE W/ (2) Sd TOE NAILS 3. SOLID CONTINUOUS RIM BOARD W/ (2) ad NAILS TO EACH JOIST 2. DBL 2x TOP PLATE W/ SIMPSON MSTC28 STRAP ON TOP FACE 3. KING STUD W/ (6) -16d NAILS TO BEAM (STAGGERED) EACH SIDE 4. 2X HF"2 STUDS W/ PLYWOOD OR 0515 FILLER AS NEEDED 5. NAIL PLIES OF BUILT UP 2x POST WITH 10d NAILS 9 12" O.C. (STAGGERED) 4, JOIST BLOCKING SECURED TO TOP PLATE W/ Sd TOE NAILS AT 6" O.C. 5. 2x STUD WALL OR BEAM PER PLAN (I) (1) FLUSH SIMPSON LUS410 SIMPSON S5W24X9 -RF STEEL STRONG -WALL BELOW SIMPSON ST2215 TO WALL BELOW 2X< FLAT BL JOTS= C4I \TI I_ SCALE: /4 " -I' 5,1 �X E3E411 ' OST 4 6 =4 4x BEAM SCALE: %4" =1' Q END JACKS AT 24" O.C. I 2x6 STUD WALL PER PLAN 2. 2x P.T. LEDGER TO MATCH DECK JOIST 14/y"x5" LAG SCREWS STAGGERED 9 12" O.C. SIMPSON ST2215 RIMJ TO WALL BELOW 3, 2x P.T. DECKING W/ (2) -16d NAILS OR DECK SCREWS PER JOIST REVIEWED FOR {ApDE COMPLIANCE APPROVED 4. 2x P.T. DECK JOIST 6 16" O.C. PER PLAN JUN 0 7 2012 UPPER FLOO P4MING PLAN 5. SIMPSON LUS HANGER W/ 10dxh" NAILS TO LEDGER PER MANUF. 6. SOLID 2X RIM BOARD 1. FLOOR JOISTS PER PLAN City of Tukwila BUILDING DIVISION - ALL DOOR /WINDOW HEADERS TO BE 6X8 OR 4X10 DF #2 AT BEARING WALLS , U.N.O., 6' -0" MAX. SPAN - 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.) - IF AN ENGINEERED JOIST FLOOR FRAMING LAYOUT IS PROVIDED BY THE JOIST SUPPLIER, THAT JOIST LAYOUT SHALL SUPERCEDE THE JOIST LAYOUT INDICATED IN THE PLANS. PROVIDE I -JOIST LAYOUT AND SPECS ON SITE FOR INSPECTION. SCALE : 1/4".7. 11-0" DATE: 4 -6 -2012 101- Del LEDGER AT RI" 5O4RD SCALE: /4 -1 RECEIVED APR 19 2012 PERMIT CENTER PROJECT *: 153 LINE OF LOWER ROOF D.S. RIDGE LINE PROVIDE MIN. 22 "x30" ATTIC ACCESS INSULATE 4 WEATHER STRIP' GABLE END GABLE END LINE OF LOWER ROOF ROOF F4M1NC PLAN LINE OF LOWER ROOF - PROVIDE VENTED BLOCKING AT REQUIRED TRUSS /RAFTER BAYS - ALL BEAMS AND HEADERS TO BE 6X8 DF #2 AT BEARING WALLS, U.N.O., 6' -0" MAX. SPAN - 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 - PROVIDE TRUSS LAYOUT AND SPECS ON SITE FOR INSPECTION. ® PROVIDE SOLID FRAMING EQUAL TO THE WIDTH OF THE MEMBER BEING SUPPORTED (U.N.O.) SC,4LE: 11-0" I. TRUSS W/ ROOF SHEATHING PER PLAN 2. 2x BLOCKING TOE NAILED TO PLATE W/ (3) ad NAILS (OPT. I) OR ATTACHED 14/ (1) SIMPSON RBG PER BLOCK (OPT. 2) 3. EDGE NAILING 4. SIMPSON W2.5 6 EACH TRUSS INSTALLED PER MFG. SPECS. S. 2x STUD WALL OR BEAM PER PLAN SIMPSON RBC MAY BE DELETED IF SIMPSON HI IS SUBSTITUTED (4) OPT. 2 FOR 1-12.5 9 EACH TRUSS (OPT. 2) 10 ROOF Tip ,,55 4T EE4R[N SCALE: %4 " :l' (1) 1. GIRDER TRUSS PER PLAN 2. VALLEY TRUSSES OR CONVENTIONAL OVERFRAMING 3. ROOF SHEATHING CONTINUOUS BELOW OVERFRAMING. TRUSS TOP CHORDS W/O 51-4EATHING SHALL BE BRACED W/ 2x4 9 24" O.C. ATTACHED 14/ (2) Imd NAILS PER TRUSS 4. ROOF TRUSS PER PLAN 5. SIMPSON I -1US26 OR USP THD26 FACE MOUNT HANGER U.N.O. PER TRUSS MANUF. (aRDIER 7R 55 47 OvEfRFR41N1NC.i SCALE: 3/4 ° :1' L \O 1R-55 O k4 1. TRUSS W/ ROOF SHEATHING PER PLAN TO BEAR ON LEDGER USE FACE MOUNT HANGER TO RIM PER TRUSS MANUF. FOR SPANS GREATER THAN 16FT 2. EDGE NAILING 3. 2x BLOCKING ATTACHED W/ (2)16d NAILS PER STUD 4. CONTINUOUS 2x LEDGER W/ 2 ROWS OF I6d NAILS STAGGERED e 6" O.G. (EACH ROW) 5. SOLID CONTINUOUS RIM PER PLAN 6. SIMPSON 435 FRAMING ANGLE AT EACH TRUSS AT RI SCALE: %4" -1' G4 LE END TRUSS SCALE. /4 -I (5) 1. 2x4 OUTRIGGER 6 48" O.C. 2. GABLE END TRUSS W/ SHEATHING PER 51-IEAR WALL SCHEDULE FOR WALL BELOW 3. 2x DIAGONAL BRACE 9 SFT O.C. 4. SECURE BRACE T 2x BLOCKING W/ (3) 10d NAILS 5. SIMPSON A34 AT 2x BRACE 6. ATTACH GABLE TRUSS TO BACKER BOARD W/ Imd NAILS 9 6" O.C. 1. 2x CONTINUOUS BACKER BOARD SECURED TO TOP PLATE W/ 10d NAILS 6 6" O.G. 8. ROOF TRUSSES 9 24" O.C. PER PLAN 1. CONVENTIONAL 2x OVER FRAMING 9 24" O.C. W/ (4) 16d TOE NAILS TO VALLEY PLATE (SEE BELOW FOR RECOMMENDED SIZES BASED ON SPAN) 2. EDGE NAILING 3. 2x VALLEY BOARD TO MATCH RAFTER W/ (2) 16d NAILS PER TRUSS 4. ROOF TRUSS TOP CHORD OR RAFTER PER PLAN 5. CONTINUOUS SHEATHING BENEATH OVERFRAMING OR 2x4 BRACING 9 24" O.C. W/ 2 -16d NAILS PER TRUSS. FOR RAFTER SPANS BELOW USE THE FOLLOWING SIZES: 0' -0" TO 6' -T' 2x4 6' 43" TO 9' -1" 2x6 9' -8" TO 12' -2" 2x8 2 3" TO '4 -i0" 2x10 14' 4" TO 11' -3" 2x12 4SSUMES RAFTERS s 24" O.C. "C V _� -30P5F s DL.10PSF PER TABLE R8025.1(3) FOR HF "2) - ' SCALE: 3/4"=1' b 1).9 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 7 2012 City of Tukwila BUILDING DIVISION RECEIVED APR 19 2012 PERMIT CENTER REVISION DATE: INIT: PROJECT ": s4 DATE: 4-6-2012 INIT: MM PROJECT ": 153 SSWAB SHEAR - INFORCEMENT PER SW1 WHEN R IRED. 3" CLR. MIN. SLAB ON GRADE FOUNDATION 11 3" CLR. MIN. H =HILL =mu= 11111 =1101 11- 11111 = IIIII- 11111= 111 de 3" CLR. MIN. REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. SSWAB -11r7 ___ -_- IiL = I I = 1111 II =111111m11111- 111111= IIIu.=7. 111= 1ii�!1= 111111= n 4. d INTERIOR FOUNDATION NOTES: 1. SEE 2/SSW1 AND 3/SSW1 FOR DIMENSIONS AND ADDITIONAL NOTES. 2. SEE 4 /SSW1 FOR SHEAR REINFORCEMENT WHEN REQUIRED. 3. MAXIMUM H = le - de. SEE 5 'SW1 AND 8/SSW1 FOR Is. 4 a e' SSWAB a 5 • MINIMUM CURB/STEMWALL WIDTH PER 4 /SSW1. SHEAR REINFORCEMENT PER 4 /SSW1 WHEN REQUIRED. •b ' • 4 4 v 44 11 - 1I,EI -_ 1111I‘-'1IIII 11111°11111,°11111 11111 1/2 W =-='11111--=-11111=-11111 1/2 W W } CURB OR STEMWALL FOUNDATION SSWAB MINIMUM CUR= TEMWALL WIDTH PE- SSW1. SHE - EINFORCEMENT P ' 4 /SSW1 WHEN QUIRED. 3" CLR. MIN. 11= 111111 = 111111 =_ = 111111= IIIlii= IIIIII... 1111110 =n. • .n G 111111 v . I . . 111111 illlll� n ' • .n u- um;= uou- 111111- mma_uuu= uml_uuu_.0 9 BRICK LEDGE FOUNDATION STEEL STRONG -WALL ANCHORAGE SOLUTIONS FOR 3500 PSI CONCRETE DESIGN - TERIA CONDITION ANCHOR STRENGTH SSWAB 3/4" ANCHOR BOLT SSWAB 1" ANCHOR BOLT ASD ALLOWABLE UPLIFT (Ibs) W (in) de (in) ASD ALLOWABLE UPLIFT (Ibs) W (in) • e (in) SEISMIC '.:CKED STANDARD 9,600 22 8 17,100 . 11 HIGH STRENGTH 19,900 36 12 35,300 51 17 UNCRACKE' STANDARD 9,600 19 7 17,10: 28 10 IGH STRENGTH 19,900 31 11 • ,300 44 15 WIND CRACKED STAND . -1 5,300 12 6 6,000 13 6 7,400 15 • 13,200 22 8 9,600 18 7 17,100 27 9 HIGH STRENGTH 11,400 21 7 23,100 32 11 - 00 23 8 27,800 36 12 15,90. 25 9 31,700 39 13 19 ' 00 30 10 35,300 43 15 UNCRACKED STANDARD 6,600 12 6 6,600 12 6 8,300 14 6 12,200 18 6 9,600 16 6 17,100 23 8 GH STRENGTH 11,200 17 6 22,400 27 9 14,300 20 7 7,500 31 11 16,400 22 8 33, e • 35 12 19,900 26 9 35,300 37 13 NOT 1 NCHORAGE DESIGNS CONFORM TO ACI 318 APPENDIX D WITH NO SUPPLEMENTARY REINFORCEMEN OR CRACKED OR UN21`tACKED CONCRETE AS NOTED. 2. ANCHOR STRENGTH INDICATES REQUIRED GRADE OF SSWAB ANCHOR BOLT. STANDARD (ASTM FI554 G 36) OR HIGH STRENGTH (HS) (ASTM A449). 3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED 1 AND 2 FAMILY DWELLINGS IN S MAY USE WIND ANCHORAGE SOLUTIONS. SEISMIC ANCHORAGE DESIGNS CONFORM TO ACI 318 -05 SECTION D.3.3.4. 4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B AND DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C. 5. FOUNDATION DIMENSIONS ARE FOR ANCHORAGE ONLY. FOUNDATION DESIGN (SIZE AND REINFORCEMENT) BY OTHERS. THE REGISTERED DESIGN PROFESSIONAL MAY SPECIFY ALTERNATE EMBEDMENT, FOOTING SIZE OR ANCHOR BOLT. 6. SEE 1 /SSW1 AND 2/SSW1 FOR W AND de. STEEL STRONG WALL ANCHORAGE SOLUTIONS FOR 4500 PSI CONCRETE D N CRITERI , CONDITION ANCHOR STRENGTH SSWAB 3/4" ANCHOR BOLT SSWAB 1" ANCHOR BOLT ASD ALLOWABLE UPLIFT (Ibs) W (in) de (in) ASD ALLOWABLE UPLIFT (Ibs) W Or de (in) SEISMIC CRACKED STANDARD 9,600 20 7 17,100 30 10 HIGH STRENGTH 19,900 33 11 35,301 47 16 UNCRACKED NDARD 9,600 18 6 , 00 26 9 HIGH _ -ENGTH 19,900 28 10 35,300 41 14 WIND CRACKED STANDARD 6,000 12 6 6,000 12 6 7,600 14 6 12,900 20 7 • 600 20 6 17,100 25 9 HIGH STRENGTH 11,1•• 18 6 22,600 29 10 13,91' 21 7 27,400 33 11 ,000 28 8 31,500 36 12 19,900 27 8 35,300 40 14 UNCRACK ' ST ' ■ 'ARD 7,500 12 . 7,500 12 6 8,500 13 6 12,700 17 6 9,600 15 6 100 22 8 HIGH STRENGTH 10,500 15 6 22,61: 25 9 13,800 18 6 26,800 28 10 16,200 20 7 32,700 38 11 19,900 24 8 35,300 35 12 SSWAB TENSION ANCHORAGE SCHEDULE 3500/4500 PSI 3 STEEL STRONG -WALL ANCHORAGE - TYPICAL SECTIONS 1 SIMPSON STEEL STRONG -WALL W W 2 • : .n • W 2 1 W 2 SLAB OR CURB AND SURROUNDING FOUNDATION NOT SHOWN FOR CLARITY 4 ..• W 2 SEE TABLES BELOW FOR DIMENSIONS FOUNDATION PLAN VIEW SSWAB STEEL STRONG -WALL ANCHORAGE SOLUTIONS FOR 2500 PSI CONCRETE DESIGN CRITERIA CONDITION ANCHOR STRENGTH SSWAB 3/4" ANCHOR BOLT SSWAB 1" ANCHOR BOLT ASD ALLOWABLE UPLIFT (Ibs) W (in) de (in) ASD ALLOWABLE UPLIFT (Ibs) W (in) de (in) SEISMIC CRACKED STANDARD 9,600 25 9 17,100 36 12 HIGH STRENGTH 19,900 39 13 35,300 56 19 UNCRACKED STANDARD 9,600 21 7 17,100 32 11 HIGH STRENGTH 19,900 34 12 35,300 49 17 WIND CRACKED STANDARD 4,500 12 6 5,600 14 6 6,900 16 6 12,700 24 8 9,600 20 7 17,100 30 10 HIGH STRENGTH 11,100 22 8 22,400 35 12 13,500 25 9 26,800 39 13 16,000 28 10 31,600 43 15 19,900 33 11 35,300 47 16 UNCRACKED STANDARD 5,600 12 6 5,600 12 6 7,800 15 6 12,000 20 7 9,600 18 6 17,100 26 9 HIGH STRENGTH 11,200 19 7 22,100 30 10 13,900 22 8 26,700 34 12 15,800 24 8 32,100 38 13 19,900 29 10 35,300 41 14 NOTES: 1. ANCHORAGE DESIGNS CONFORM TO ACI 318 APPENDIX D WITH NO SUPPLEMENTARY REINFORCEMENT FOR CRACKED OR UNCRACKED CONCRETE AS NOTED. 2. ANCHOR STRENGTH INDICATES REQUIRED GRADE OF SSWAB ANCHOR BOLT. STANDARD (ASTM F1554 GRADE 36) OR HIGH STRENGTH (HS) (ASTM A449). 3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C MAY USE WIND ANCHORAGE SOLUTIONS. SEISMIC ANCHORAGE DESIGNS CONFORM TO ACI 318 -05 SECTION D.3.3.4. 4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B AND DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C. 5. FOUNDATION DIMENSIONS ARE FOR ANCHORAGE ONLY. FOUNDATION DESIGN (SIZE AND REINFORCEMENT) BY OTHERS. THE REGISTERED DESIGN PROFESSIONAL MAY SPECIFY ALTERNATE EMBEDMENT, FOOTING SIZE OR ANCHOR BOLT. 6. REFER TO 1 /SSW1 FOR de. 3" #3 HAIRPIN, GRADE 40 REBAR (MIN.) FIELD TIE AND SECURE DURING CONCRETE PLACEMENT. OVERLAP VARIES WITH BOLT SPACING. SSWAB HAIRPIN SHEAR REINFORCEMENT 1Y2" CLR SSWAB #3 HAIRPIN (#3 TIE SIMILAR). SEE TABLE FOR REQUIRED QUANTITY. 3" \_#3 TIE, GRADE 40 REBAR (MIN.) FIELD TIE AND SECURE DURING CONCRETE PLACEMENT. TIE SHEAR REINFORCEMENT .ill= .d= _u= - - ft- -�- IIIII - nnl -nnl= IIIII - lun II111 nnI -u..- A HAIRPIN INSTALLATION (GARAGE CURB SHOWN. OTHER FOOTING TYPES SIMILAR.) 1Y2" CLR SSWAB #3 HAIRPIN (#3 TIE MOLAR). AR). SEE TABLE FOR REQUIRED QUANTITY. 1Y2" SPACING SECTION A -A REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. STEEL STRONG -WALL SHEAR ANCHORAGE SEISMIC3 WIND4 MODEL Lt OR Lh (In) SHEAR REINFORCEMENT MINIMUM CURB/ STEMWALL WIDTH (in) SHEAR REINFORCEMENT MINIMUM CURB/ S EEMFWA L ASD ALLOWABLE SHEAR LOAD V (Ibs) UNCRACKED CRACKED SSW12 9 (1) #3 TIE 6 NONE REQUIRED 6 1370 9806 SSW15 12 (1) #3 TIE 6 NONE REQUIRED 6 1765' 1260' SSW18 14 (1) #3 HAIRPIN 85 (1) #3 HAIRPIN 6 N/A SSW21 15 (1) #3 HAIRPIN 85 (1) #3 HAIRPIN 6 N/A SSW24 17 (2) #3 HAIRPINS 85 (2) #3 HAIRPINS 6 N/A NOTES: 1. SHEAR ANCHORAGE DESIGNS CONFORM TO ACI 318-05 AND ASSUME MINIMUM fc =2,500 PSI CONCRETE. SEE DETAILS 1 /SSW1 TO 3/SSW1 FOR TENSION ANCHORAGE. 2. SHEAR REINFORCEMENT IS NOT REQUIRED FOR PANELS INSTALLED ON A WOOD FLOOR, INTERIOR FOUNDATION APPLICATIONS (PANEL INSTALLED AWAY FROM EDGE OF CONCRETE), OR BRACED WALL PANEL APPLICATIONS. 3. SEISMIC INDICATES SEISMIC DESIGN CATEGORY C THROUGH F. DETACHED 1 AND 2 FAMILY DWELLINGS IN SDC C MAY USE WIND ANCHORAGE SOLUTIONS. 4. WIND INCLUDES SEISMIC DESIGN CATEGORY A AND B. 5. MINIMUM CURB /STEMWALL WIDTH IS 6" WHEN STANDARD STRENGTH SSWAB IS USED. 6. 8" MINIMUM CURB /STEMWALL ALLOWABLE SHEAR IS 1145 Ibs. USE SEISMIC SHEAR REINFORCEMENT FOR HIGHER SHEAR LOADS. 7. 8" MINIMUM CURB /STEMWALL ALLOWABLE SHEAR IS 2015 Ibs. UNCRACKED AND 1440 Ibs. CRACKED. USE SEISMIC SHEAR REINFORCEMENT FOR HIGHER SHEAR LOADS. 8. CONCRETE EDGE DISTANCE FOR ANCHORS MUST COMPLY WITH ACI 318 D.8.2. STEEL STRONG-WALL ANCHOR BOLT SHEAR ANCHORAGE 4 x z w J /1 DIAMETER LENGTH HS ON HIGH STRENGTH MODELS HEAVY HEX NUT FIXED IN PLACE ON ALL SSWAB ANCHOR BOLTS PLATE WASHER HEAVY HEX NUT STEEL STRONG- WALL WIDTH MODEL NO. DIAMETER LENGTH I e 12" MODEL SSWAB3 /4x24 3/4" 24" 19" SSWAB3 /4x24HS 3/4" 24" 19" SSWAB3/4x30 3/4" 30" 25" SSWAB3/4x30HS 3/4" 30" 25" SSWAB3/4x36HS 3/4" 36" 31" 15 ", 18 ", 21 AND 24" MODELS SSWAB1x24 1" 24" 19" SSWAB1x24HS 1" 24" 19" SSWAB1x30 1" 30" 25" SSWAB1x3OHS 1" 30" 25" SSWAB1x36HS 1" 36" 31" SSWHSR_KT 0 z w J le HX ON EXTENSION KIT TOP OF CONCRETE HEAVY HEX NUT FIXED IN PLACE ON ALL SSWAB ANCHOR BOLTS 3/4" OR 1" HIGH STRENGTH ROD HIGH STRENGTH COUPLER NUT SSWHSR AND SSWAB ASSEMBLY TOP OF CONCRETE CUT TO LENGTH AS NECESSARY ASSEMBLY le = SSWAB I e + SSWHSR I e + 3" HIGH STRENGTH COUPLER NUT SSW WIDTH MODEL NO. DIAMETER TOTAL LENGTH I e 12" MODEL SSWHSR3 /4 -2KT 3/4" 24" 21" SSWHSR3 /4 -3KT 3/4" 36" 33" 15 ", 18 ", 21 AND 24" MODELS SSWHSRI -2KT 1" 24" 21" SSWHSRI -3KT 1" 36" 33" SSWT EXTERIOR INSTALLATION (2) 3/4" SSWAB for SSW12 (2) 1 " SSWAB for SSW15, SSW18, SSW21, SSW24 SSWT INTEIItoR INGTA "LATION (2) 3/4" SSWAB for SSW12 (2) 1" SSWAB for SSW15, SSW18, SSW21, SSW24 2x2 • ♦. • • . k • • SSWTPF PANEL FORM INSTALLATION TOP OF CONCRETE iii ;� Volt, ...ft.' ..„, ,.... ,, Vir (2) 3/4" SSWAB for SSW12 (2) 1" SSWAB for SSW15, SSW18, SSW21, SSW24 REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 7 2012 City of Tukwila BUILDING DIVISION SSWTBL BRICK LEDGE INSTALLATION D I� (2) 3/4" SSWAB for SSW12 (2) 1" SSWAB for SSW15, SSW18, SSW21, SSW24 RECEIVED APR 19 2012 �� PERMIT CENTER `SSWAB TENSION ANCHORAGE SCHEDULE 2500 PSI 2 SSW ANCHOR BOLTS SSW ANCHOR BOLT EXTENSION 6 SSW ANCHOR BOLT TEMPLATES z 0 2006 IBC REVISIONS H 0 0 N rn z l /SAME DATE 9 -21 -2009 SCALE N.T.S. CHECKED SHEET SIWI OF SHEETS JOB NO. 71 \ W = 1 STD. WALL MODEL NO. 0 0 0 0 ( ) • 0 QTY. OF TOP OF WALL SCREWS' SSW12x7 W 0 0 SSW24 475\_/-\_/Ty) SSW24 0 0 SSW21 15-\"/-03] SSW21 SSW18 0 0 47'wg SSW18 0 0 SSW15 N17102N SSW15 SSW12 WALL PROFILES H TABLE NOTES: 1. SDS'' /." x 3W SCREWS PROVIDED WITH WALL. 2. SEE SHEET SSW1 FOR ANCHORAGE SOLUTIONS. STEEL STRONG -WALL MODELS STD. WALL MODEL NO. -STK WALL MODEL NO. H (in) T (In) HOLDOWN ANCHOR BOLTS2 QTY. OF TOP OF WALL SCREWS' SSW12x7 - - 80 3 1/2 (2) 3/4" 4 SSW24 -1 KT SSW15x7 - - 80 3 1/2 (2) 1" 6 SSW18x7 - - 80 3 1/2 (2) 1" 9 SSW21x7 - - 80 3 1/2 (2) 1" 12 SSW24x7 - - 80 3 1/2 (2) 1" 14 SSW12x7.4 - - 85 1/2 3 1/2 (2) 3/4" 4 SSW15x7.4 - - 85 1/2 3 1/2 (2) 1" 6 SSWI8x7.4 - - 85 1/2 3 1/2 (2) 1" 9 SSW21x7.4 - - 85 1/2 3 1/2 (2) 1" 12 SSW24x7.4 - - 85 1/2 3 1/2 (2) 1" 14 SSW12x8 - - 93 1/4 3 1/2 (2) 3/4" 4 SSW15x8 SSW15x8 -STK 93 1/4 3 1/2 (2) 1" 6 SSW18x8 SSW18x8 -STK 93 1/4 3 1/2 (2) 1" 9 SSW21x8 SSW21x8 -STK 93 1/4 3 1/2 (2) 1" 12 SSW24x8 SSW24x8 -STK 93 1/4 3 1/2 (2) 1" 14 SSW12x9 - - 105 1/4 3 1/2 (2) 3/4" 4 SSW15x9 SSW15x9 -STK 105 1/4 3 1/2 (2) 1" 6 SSW18x9 SSW18x9 -STK 105 1/4 31/2 (2) 1" 9 SSW21x9 SSW21x9 -STK 1051/4 3 1/2 (2) 1" 12 SSW24x9 SSW24x9 -STK 105 1/4 3 1/2 (2) 1" 14 SSW12x10 - - 117 1/4 3 1/2 (2) 3/4" 4 SSW15x10 SSW15x10 -STK 117 1/4 3 1/2 (2) 1" 6 SSW18x10 SSW18x10 -STK 117 1/4 3 1/2 (2) 1" 9 SSW21x10 SSW21x10 -STK 117 1/4 3 1/2 (2) 1" 12 SSW24x10 SSW24x10 -STK 117 1/4 3 1/2 (2) 1" 14 SSW15x11 SSW15x11 -STK 129 1/4 5 1/2 (2) 1" 6 SSW18x11 SSW18x11 -STK 129 1/4 5 1/2 (2) 1" 9 SSW21x11 SSW21x11 -STK 129 1/4 5 1/2 (2) 1" 12 SSW24x11 SSW24x11 -STK 129 1/4 5 1/2 (2) 1" 14 SSW15x12 SSW15x12 -STK 141 1/4 5 1/2 (2) 1" 6 SSW18x12 SSW18x12 -STK 141 1/4 5 1/2 (2) 1" 9 SSW21x12 SSW21x12 -STK 141 1/4 5 1/2 (2) 1" 12 SSW24x12 SSW24x12 -STK 141 1/4 5 1/2 (2) 1" 14 SSW18x13 SSW18x13 -STK 153 1/4 5 1/2 (2) 1" 9 SSW21x13 SSW21x13 -STK 153 1/4 5 1/2 (2) 1" 12 SSW24x13 SSW24x13 -STK 153 1/4 5 1/2 (2) 1" 14 STEEL STRONG -WALL MODELS RIM JOIST, BEAM, OR BLOCKING IF APPLICABLE TOP PLATE 1/4" HOLES TO ATTACH OPTIONAL BLOCKING OR FRAMING PRE ATTACHED WOOD STUDS HOLES PREDRILLED IN STUDS FOR WIRING. ADDITIONAL 1 -1/8" DIAMETER HOLES MAY BE DRILLED THRU WOOD STUDS AT ANY HOLE LOCATION MATCHING AN OBROUND HOLE IN STEEL PANEL FLANGE. REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. tl 0 0 0 0 %" MAXIMUM WOOD SHIM WITH SDS Y." x 3Y2" SCREWS. FOR SHIMS GREATER THAN % ", SEE ATTACH TOP OF WALL TO TOP PLATES WITH SDS ' /." x 3W SCREWS (PROVIDED) 0 tJ 0 0 STEEL PANEL OPTIONAL PILOT HOLE PREFABRICATED HOLES IN STEEL PANEL. (VARY WITH EACH MODEL) ADDITIONAL CUTTING OF STEEL WALL OR ENLARGING OF EXISTING HOLES NOT PERMITTED. ELECTRICAL BUSHINGS AT ALL ROUND MECHANICAL HOLES. SINGLE-STORY ON CONCRETE MODEL No. H CONTENTS SSW12x7 SSW12 -1 KT EACH KIT CONTAINS: (1) SHEAR TRANSFER PLATE (with #14 SCREWS) (2) 3/4 "x18" or 1" x 18" THREADED RODS (ASTM A36) (2) COUPLER NUTS (2) HEAVY HEX NUTS INSTALLATION INSTRUCTIONS SSWI5x7 5Y" 7' - 1)4" SSW18x7 21 SSW21 -1 KT 24 SSW24 -1 KT SSW21x7 6" 7' - SSW24x7 SSW12x8 SSW15x8 5Y" 8' - 23/" SSW18x8 0 = 0 SSW21x8 6" 8' - 3Y4" SSW24x8 . THE HEIGHT OF THE GARAGE CURB ABOVE THE GARAGE SLAB IS CRITICAL FOR THE ROUGH HEADER OPENING AT GARAGE RETURN WALLS. . SHIMS ARE NOT PROVIDED WITH STEEL STRONG -WALL. . FURRING ON UNDERSIDE OF GARAGE HEADER MAY BE NECESSARY FOR LESSER ROUGH OPENING HEIGHTS. REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. OR ALTERNATE SHEAR TRANSFER DESIGN & DETAILS BY OTHERS d • .4 II •1I PLACE SSW PANEL OVER THE ANCHOR BOLTS AND SECURE WITH HEAVY HEX NUTS. (PROVIDED) USE 1Y4" WRENCH / USE 15/" WR NUTS S D iwi_� -- 0 •∎• ET FOR 3/4" NUT / SOCKET FOR 1" NUT BE SNUG TIGHT. USE AN IMPACT WRENCH. • 4 SEE TO ANCHORAG • FOR UTIONS REGISTERED DESIGN PR ♦ - SIONAL IS PERMITTED TO MODIFY DETA FOR SPECIFIC CONDITIONS. STRONG -WALL ON CONCRETE 2x FLAT SHIM BLOCK FOR 8" TO 12° BLOCK DEPTHS: SIMPSON CS16 STRAPS REQUIRED WITH 10dx1 % NAILS (0.148" x 1.5 ") SHIM BLOCK HEIGHTS GREATER THAN 8* AND UP TO 10": 8 NAILS INTO BLOCK 8 INTO SSW NAILER STUD SHIM BLOCK HEIGHTS GREATER THAN 10" AND UP TO 12": 10 NAILS INTO BLOCK 10 INTO SSW NAILER STUD LTP4 SPACING BY OTHERS ATTACH WITH SDSYa" x 41/2" SCREWS TO SHIM BLOCK INSTEAD OF SDSY" x 3Y2" SCREWS PROVIDED. ADJACENT FRAMING BY OTHERS 2x FLAT SHIM BLOCK 4x SHAPED SHIM BLOCK (12" MAX. DEPTH AT TALL END) LTP4 SPACING BY OTHERS ATTACH SDS SCREW TO SHIM BLOCK RAKE WALL ADJACENT FRAMING BY OTHERS 4x SHIM BLOCK ATTACH SDS SCREWS TO SHIM BLOCK 4x SHIM BLOCK CRIPPLE WALL REGISTERED DESIGN PROFESSIONAL SHALL DESIGN FOR: 1. SHEAR TRANSFER 2. OUT OF PLAN LOADING EFFECT 3. INCREASED OVERTURNING AND DRIFT DUE TO ADDITIONAL HEIGHT. CRIPPLE SHEAR WALL, BLOCKING AND STRAP BY OTHERS ATTACH SDS SCREWS TO BLOCKING ADJACENT FRAMING BY OTHERS REGISTERED DESIGN PROFESSIONAL 15 PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. STEEL STRONG -WALL FRAMING BY OTHERS, TYPICAL PLACE SSW PANEL OVER THE ANCHOR BOLTS AND SECURE WITH HEAVY HEX NUTS. (PROVIDED) USE 1Y4" WRENCH / SOCKET FOR 3/4" NUT USE 1%8" WRENCH / SOCKET FOR 1" NUT NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENCH. NAILING BY OTHERS JOIST HANGER (IF REQUIRED) SECTION SEEW TO FOR ANCHORAGE SOLUTIONS REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. ALTERNATE 1ST FLOOR WOOD FRAMING 2nd STORY STEEL STRONG -WALL SHEAR TRA ER PLATE AND #14 SELF - DRILLING REWS (PROVIDED WITH SSW T). 10d COMMON NAILS (NOT PROVIDED) RIM JOIST SHEAR TRANSFER BY OTHERS (SIMPSON LTP4 ILLUSTRATI •. 0 REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAIL FOR SPECIFIC CONDITIONS. FLOOR SHE ' ING OWN FOR SD 4 x 33" SCREWS (I UDED WITH WALL) FIRST STORY STEEL STRONG -WALL PERPENDI AT 2' -0" OC M IS PARALLEL TO BLOCKING WITHIN 6" STEEL STRONG -WALL. B SHALL MATCH FLOOR FRAM SOLID BLOCKING BELOW STEEL STRONG -WALL BETWEEN FLOOR FRAMING R FLOOR FRAMING SPACED UM. WHERE FRAMING L, INSTALL EACH END OF CKING DEPTH DEPTH. DRILL 2" DIAMETER x 1" DEEP HOLE OR NOTCH 2 "x2 "x1" DEEP MAX. IN SHEATHING & RIM JOIST. SET LOWER NUT FLUSH WITH TOP OF SHEATHING. SSW BASE PLATE SHALL SIT FLUSH & LEVEL ON NUTS. PLACE SSW PANEL OVER THREADED RODS AND SECURE WITH HEAVY HEX NUTS (PROVIDED). USE 1 1/4" WRENCH /SOCKET FOR 3/4" NUT 1 5/8" WRENCH /SOCKET FOR 1" NUT NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENCH. SIMPSON A34 EACH SIDE COUPLER NUT AND THREADED RODS (INCLUDED WITH SSW -1 KT) SEE SHEET SSW1 FOR ANCHORAGE SOLUTIONS. INTERIOR ELEVATION #14 SCREWS TO PANEL (PROVIDED WITH SSW -1 KT) SHEAR TRANSFER PLATE. (PROVIDED WITH SSW -1 KT) SOLID BLOCKING BELOW STEEL STRONG -WALL WOOD FIRST -FLOOR WALL CONNECTION KIT WALL WIDTH (In) MODEL NO. CONTENTS 12 SSW12 -1 KT EACH KIT CONTAINS: (1) SHEAR TRANSFER PLATE (with #14 SCREWS) (2) 3/4 "x18" or 1" x 18" THREADED RODS (ASTM A36) (2) COUPLER NUTS (2) HEAVY HEX NUTS INSTALLATION INSTRUCTIONS 15 SSW15 -1 KT 18 SSW18 -1 KT 21 SSW21 -1 KT 24 SSW24 -1 KT (6) HEAVY HEX NUTS 24 SSW24 -2KT INSTALLATION INSTRUCTIONS _ 0 0 0 0 r 0 0 0 = 0 CRIPPLE WALL REGISTERED DESIGN PROFESSIONAL SHALL DESIGN FOR: 1. SHEAR TRANSFER 2. OUT OF PLAN LOADING EFFECT 3. INCREASED OVERTURNING AND DRIFT DUE TO ADDITIONAL HEIGHT. CRIPPLE SHEAR WALL, BLOCKING AND STRAP BY OTHERS ATTACH SDS SCREWS TO BLOCKING ADJACENT FRAMING BY OTHERS REGISTERED DESIGN PROFESSIONAL 15 PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. STEEL STRONG -WALL FRAMING BY OTHERS, TYPICAL PLACE SSW PANEL OVER THE ANCHOR BOLTS AND SECURE WITH HEAVY HEX NUTS. (PROVIDED) USE 1Y4" WRENCH / SOCKET FOR 3/4" NUT USE 1%8" WRENCH / SOCKET FOR 1" NUT NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENCH. NAILING BY OTHERS JOIST HANGER (IF REQUIRED) SECTION SEEW TO FOR ANCHORAGE SOLUTIONS REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. ALTERNATE 1ST FLOOR WOOD FRAMING 2nd STORY STEEL STRONG -WALL SHEAR TRA ER PLATE AND #14 SELF - DRILLING REWS (PROVIDED WITH SSW T). 10d COMMON NAILS (NOT PROVIDED) RIM JOIST SHEAR TRANSFER BY OTHERS (SIMPSON LTP4 ILLUSTRATI •. 0 REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAIL FOR SPECIFIC CONDITIONS. FLOOR SHE ' ING OWN FOR SD 4 x 33" SCREWS (I UDED WITH WALL) FIRST STORY STEEL STRONG -WALL PERPENDI AT 2' -0" OC M IS PARALLEL TO BLOCKING WITHIN 6" STEEL STRONG -WALL. B SHALL MATCH FLOOR FRAM SOLID BLOCKING BELOW STEEL STRONG -WALL BETWEEN FLOOR FRAMING R FLOOR FRAMING SPACED UM. WHERE FRAMING L, INSTALL EACH END OF CKING DEPTH DEPTH. DRILL 2" DIAMETER x 1" DEEP HOLE OR NOTCH 2 "x2 "x1" DEEP MAX. IN SHEATHING & RIM JOIST. SET LOWER NUT FLUSH WITH TOP OF SHEATHING. SSW BASE PLATE SHALL SIT FLUSH & LEVEL ON NUTS. PLACE SSW PANEL OVER THREADED RODS AND SECURE WITH HEAVY HEX NUTS (PROVIDED). USE 1 1/4" WRENCH /SOCKET FOR 3/4" NUT 1 5/8" WRENCH /SOCKET FOR 1" NUT NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENCH. SIMPSON A34 EACH SIDE COUPLER NUT AND THREADED RODS (INCLUDED WITH SSW -1 KT) SEE SHEET SSW1 FOR ANCHORAGE SOLUTIONS. INTERIOR ELEVATION #14 SCREWS TO PANEL (PROVIDED WITH SSW -1 KT) SHEAR TRANSFER PLATE. (PROVIDED WITH SSW -1 KT) SOLID BLOCKING BELOW STEEL STRONG -WALL WOOD FIRST -FLOOR WALL CONNECTION KIT WALL WIDTH (In) MODEL NO. CONTENTS 12 SSW12 -1 KT EACH KIT CONTAINS: (1) SHEAR TRANSFER PLATE (with #14 SCREWS) (2) 3/4 "x18" or 1" x 18" THREADED RODS (ASTM A36) (2) COUPLER NUTS (2) HEAVY HEX NUTS INSTALLATION INSTRUCTIONS 15 SSW15 -1 KT 18 SSW18 -1 KT 21 SSW21 -1 KT 24 SSW24 -1 KT ORDER FIRST FLOOR CONNECTOR KIT SEPARATELY. MODEL SSW -1 KT . EXAMPLE: SSW21 -1 KT STEEL STRONG -WALL BLOCKING BELOW SSW 10d COMMONS TO FRAMING (NOT PROVIDED) EXTERIOR ELEVATION SHEAR TRANSFER BY OTHERS (LTP4 SHOWN) JOIST HANGER (IF REQUIRED) FLOOR FRAMING AT 2' -0" OC MAX. WHERE FRAMING IS PARALLEL TO WALL, INSTALL BLOCKING WITHIN 6" OF EACH END OF SSW. BLOCKING DEPTH SHALL MATCH FLOOR FRAMING. SECTION FIRST FLOOR AT WOOD FRAMING NOTES: 1. USE WOOD FIRST -FLOOR ALLOWABLE LOAD TABLES FROM THE STRONG -WALL CATALOG FOR THIS INSTALLATION. 2. USE ALTERNATE DETAIL ALLOWABLE LOADS. 3. FOR TWO -STORY STACKED STEEL STRONG -WALLS WITH WOOD TO ACHIEVE MAXIMUM ON- CONCRETE FIRST FLOOR, USE ALTERNATE DETAIL 4. REGISTERED DESIGN PROFESSIONAL SHALL DESIGN FOR SHEAR TRANSFER FROM RIM JOIST TO SILL PLATE AND SILL PLATE TO FOUNDATION. REGISTERED DESIGN PROFESSIONAL IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. TOP OF WALL HEIGHT ADJUSTMENTS TWO -STORY STACKED FLOOR SECTION FIRST FLOOR AT WOOD FRAM/NO OR ALTERNATE 3 0 3 0 0 STANDAR STEELS ' ONG -WALL AT 2nd ' OOR 0 0 0 8" MIN WIDTH HEADER BY OTHERS. FOR MULTI -PLY HEADER REQUIREMENTS SEE SSW -STK OPTION (FACTORY INSTALLED) ROUGH OPENING HEIGHT SEE SHEET SSW4 FOR GARAGE PORTAL SYSTEM WHEN SSWP -KT IS SPECIFIED FIRST STORY WALL: ADD -STK TO MODEL NAME. EXAMPLE: SSW21x9 -STK 0 0 0 0 0 0 0 ORDER TWO-STORY STACKED WALL CONNECTOR KIT SEPARATELY. MODEL SSW -2KT . EXAMPLE: SSW21 -2KT POST & POST BASE DETAIL BY OTHERS 11 H JI II C 1 • 4 v p11I 0 0 GARAGE WALL OPTION 1 NOTE: 7 -FT. HIGH STEEL STRONG -WALL MODELS ARE 80 ", 2" TALLER THAN 7 -FT. HIGH WOOD STRONG -WALL SHEARWALLS GARAGE WALL 2 FOR GARAGE WALL • PTION 2 REGISTERED DESIGN PROFESSIONAL SH 1. SHEAR TRANSFER 2. OUT OF PLANE LOADING EFFECT 3. INCREASED OVERTURNING AND DRIFT DUE TO ADDITIONAL HEIGHT. DESIGN FOR: 11,4 II II II OR ° i ., ALTERNATE II I 4 II. QI oe1 REGISTERED DESIGN PROFESS ♦NAL IS PERMITTED TO MODIFY DETAIL FOR SPECIFIC CONDITIONS. DRILL 2" DIAMETER x 1" DEEP HOLE OR NOTCH 2 "x2"x1" DEEP MAX. IN SHEATHING & RIM JOIST. SET LOWER NUT FLUSH ITH TOP OF SHEATHING. S W BASE PLATE SHALL SI LUSH & LEVEL ON NUTS. PLACE SSW PANEL OVER THREADED RODS AND SECURE WITH HEAVY HEX NUTS (PROVIDED). USE 1 5/8" WRENCH /SOCKET FOR 1" NUT NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENC ROD LENGTH 1" THR (PRO SSW SIMPSON A34 EACH S E SOLID BLOCKING = ELOW STEEL STRONG ALL FOR SHIMS GREA THAN 7/8" SEE DRILL 1 6" MAX DIAMETER HOLE I DOUBLE TOP PLAT FOR RODS MAXIMUM ROD LENGTH UPPER PANEL SHEAR\ REDUCTION FACTOR 18 INCHES 1.00 21 INCHES 0.94 ROD LENGTH IS TOTAL OF FLOOR JOIST DEPTH PLUS TOP PLATES PLUS SHIM THICKNESS. 1 NTERIOR ATION ACH TOP OF SSW TO OP PLATES WITH SDS' /+" x 3W SCREWS (PROVIDED WITH SSW) HEAVY HEX NUTS TOP AND BOTTOM (PROVIDED WITH SSW_-2KT). NUTS SHALL BE SNUG TIGHT. DO NOT USE AN IMPACT WRENCH. SHEAR TRA FER PLAT AND #14 SELF -DRI ING SCREWS (PROVIDED ITH SSW_-2KT) SHEAR TRANSFER BY OTHERS (LTP4 SHOWN) RIM JOIST REGISTERED DESIGN PROF SSIONAL IS PERMITTED TO MODIFY 'ETAILS FOR SPECIFIC CONDITI • S. Zeis. 10d COMMON NAILS (NOT INCLUDED) T WALL WID'iM (In) CONTENTS 15 S 15-2KT EACH KIT CONTAINS: 18 SW18 -2KT (1) SHEAR TRANSFER PLATE (with #14 SCREWS) 2 SSW21 -2KT (2) 1" x 48" THREADED RODS (ASTM A36) (6) HEAVY HEX NUTS 24 SSW24 -2KT INSTALLATION INSTRUCTIONS ALTERNATE GARAGE WALL OPTIONS TWO -STORY STACKED EXTERIOR ELEVATION HEAD ' BY OTHERS. 2 PLY 2x1 IN WITH Y2" SHEATHING ' TWEEN PLYS OR 2 PLY 1%4 "x •'8" MIN. LVL (2 PLY LVL SHO NOTE: MULTI -PLY HEADERS MAY B USED WITH STEEL STRONG - WALL FOR WIND DESIGNS OR IN SEISMIC DESIGN CATEGORIES A -C (IBC & IRC) ONLY 16d COMMON NAILING. SEE SIDE VIEWS FOR SPACING. INSTALL SDSY4 "x33" SCREWS. SEE SIDE VIEWS FOR NUMBER & SPACING (SCREWS BY INSTALLER) SDS1"x3%" SCREWS OVIDED WITH WALL S SSW MULTI -PLY HEADER 2" Mow 1" MIN. TYP. " OSS SECTI REVIEWED FOR CODE COMPLIANCE APPROVED JUN 0 7 2012 10 City of T BUILDIN IVtSION REGISTERE ' . ESIGN PROFESSIONAL IS PERMIT D TO MODIFY DETAILS FOR SP' IFIC CONDITIONS. O ii" 0 0 0 SIDE VIEW SSW WITH MII .TI -PLY HEADER O INSTALL SDS 1/4 "x3 1/2" SCREWS HORIZONTALLY THROUGH LVL OR 2 x LUMBER HEADER PLYS. 4 SCREWS TOTAL FOR SSW12, 6 SCREWS TOTAL FOR SSW15, SSW18, SSW21 AND SSW24. SDS 1/4 "x3 1/2" SCREWS PROVIDED TH WALL O FAST PLYS TOGETHER WITH 16d COMMO AILS AT 16" O.C. ALONG EACH EDGE OF:• M. O15/32" SHEATHIN C c ETWEEN 2x HEADER PLYS S L MATCH HEADER DEPTH AND EXTEND F L WIDTH OF SSW, MINIMUM. STEEL STRONG -WALL (SSW18 SHOWN) MULTI -PLY HEADERS RECEIVED APR 19 2012 PERMIT CENTER 11 1. STEEL STRONG -WALL SHEARWALL IS MANUFACTURED AND TRADEMARKED BY "SIMPSON STRONG -TIE COMPANY, INC." HOME OFFICE: 5956 W. LAS POSITAS BLVD. , PLEASANTON, CA 94588 TEL: (800) 999 -5099, FAX: (925) 847 -1597. "SIMPSON STRONG -TIE COMPANY, INC." IS AN ISO 9001 REGISTERED COMPANY. 2. USE OF THIS PRODUCT IS SUBJECT TO THE APPROVAL OF THE LOCAL BUILDING DEPARTMENT. 3. THIS PRODUCT IS PART OF THE OVERALL LATERAL FORCE RESISTING SYSTEM OF THE STRUCTURE. DESIGN OF THE BUILDING'S LATERAL FORCE RESISTING SYSTEM, INCLUDING THE LOAD PATH TO TRANSFER LATERAL FORCES FROM THE STRUCTURE TO THE GROUND, IS THE RESPONSIBILITY OF THE SPECIFIER. 4. ENGINEER OF RECORD IS PERMITTED TO MODIFY DETAILS FOR SPECIFIC CONDITIONS. 5. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, CONDITIONS, ELEVATIONS, ETC. PRIOR TO INSTALLATION OF ANY COMPONENTS FOR THE STEEL STRONG -WALL SYSTEM. IF ANY DISCREPANCIES ARE FOUND, THEY SHALL BE BROUGHT TO THE ATTENTION OF THE SPECIFIER FOR CLARIFICATION PRIOR TO CONSTRUCTION. 6. INSTALLATION OF PRODUCT SHALL BE DONE IN CONFORMANCE TO THESE DRAWINGS. THE PERFORMANCE OF MODIFIED PRODUCTS OR ALTERED INSTALLATION PROCEDURES ARE THE SOLE RESPONSIBILITY OF THE SPECIFIER. 7. SIMPSON STRONG -TIE COMPANY, INC. RESERVES THE RIGHT TO CHANGE SPECIFICATIONS, DESIGNS, AND MODELS WITHOUT NOTICE OR LIABILITY FOR SUCH CHANGES. 8. ALL HARDWARE CALLED OUT IS SIMPSON STRONG -TIE. 6 TWO -STORY STACKED FLOOR FRAMING NOTES r REVISIONS 2006 IBC REVISIONS W E-1 N o) z N DATE 9 -21 -2009 SCALE N.T.S. CHECKED SHEET 33W2 OF SHEETS JOB NO /4.191 12