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HomeMy WebLinkAboutPermit D02-035 - WILKINSON RESIDENCE - NEW HOUSEN., KAREN WILKINSON 3507 S 128 STREET D02 -035 Parcel No.: 7345600855 Address: 3507 S 128 ST TUKW Suite No: Public Works Activities: Sanitary Side Sewer: N Sewer Main Extension: N Storm Drainage: Y Street Use: Y Water Main Extension: N doc: Devperm City of 'iukwila Tenant: Name: WILKINSON RESIDENCE Address: 3507 S 128 ST, TUKWILA, WA Owner: Name: HILL K Address: 12632 35TH S, SEATTLE WA Contact Person: Name: GOTTFRID SNELLMAN Address: G. S. BUILDERS & DEVELOPERS INC, P.O. BOX 68652 Contractor: Name: G S BUILDERS & DEVELOPERS INC Address: P.O. BOX 68652, SEATTLE, WA Contractor License No: GSBUII *228BL PUBLIC WORKS ACTIVITIES INCLUDE: ACCESS DRIVEWAY , STORM DRAINAGE AND STREET USE. PROJECT ON VALVUE SEWER & WD# 125 WATER. DEVELOPMENT PERMIT Department of Community Development / 6300 Southcenter BL, Suite 100 I Tukwila, WA 98188 / (206) 431 -3670 z ` z W J UO 0 u) W J � WO u_¢ = uJ Z = Z� LU Lu U O — CI I— � DESCRIPTION OF WORK: Z CONSTRUCTION OF A NEW 1,811 SQ FT SINGLE FAMILY RESIDENCE, 478 SQ FT ATTACHED GARAGE AND 63 SQ FT _ . COVERED DECK AREA. O f- PROJECT ON VALVUE SEWER AND WD #125 WATER. Permit Number: D02 -035 Issue Date: 03/22/2002 Permit Expires On: 09/18/2002 Phone: Phone: 206 244 -9822 Phone: 206 244 -9822 Expiration Date: 07/18/2002 Value of Construction: $176,168.68 Fees Collected: $2,430.67 Type of Fire Protection: N/A Uniform Building Code Edition: 1997 Type of Construction: Occupancy per UBC: 7 Curb Cut/Access /Sidewalk/CSS: Y Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Private: N Public: N Private: N Public: N D02 -035 Printed: 03 -22 -2002 Permit Center Authorized Signature: Print Name: doc: Devperm City of'1'ukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 .S/)/C.: Z -C-,VA A.J a itYAVA Date: `a- 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 constructionpr the perforr apce of work. I am authorized to sign and obtain this development permit. Signature: / Date: S��C 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. D02 -035 Printed: 03 -22 -2002 doc: Conditions City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: 7345600855 Address: 3507 S 128 ST TUKW Suite No: Tenant: WILKINSON RESIDENCE PERMIT CONDITIONS 1: ** *BUILDING DEPARTMENT * ** 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 3: Plumbing permits shall be obtained through the Seattle -King County Department of Public Health. Plumbing will be inspected by that agency, including all gas piping (296- 4722). 4: Electrical permits shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (206- 835 - 1111). 5: All mechanical work shall be under separate permit issued by the City of Tukwila. 6: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any construction. These documents are to be maintained and available until final inspection approval is granted. 7: Engineered truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. 8: Any exposed insulations backing material shall have a Flame Spread Rating of 25 or less, and material shall bear identi- fication showing the fire performance rating thereof. 9: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 10: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 11: All wood to remain in placed concrete shall be treated wood. 12: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be con- strued to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 13: There shall be no occupancy of the building(s) until the final inspection has been completed by the Tukwila Building Inspector. 14: ** *PUBLIC WORKS DEPARTMENT * ** 15: The applicant must notify the City Utility Inspector at (206)433 -0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 16: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. Traffic Control Plans shall be submitted to the Inspector for prior approval. 17: 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. 18: Any material spilled onto any street shall be cleaned up immediately. 19: Hauling over 50 cubic yards shall require application for a Hauling Permit prior to any associated activity. 20: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into D02 -035 Permit Number: D02 -035 Status: ISSUED Applied Date: 02/05/2002 Issue Date: 03/22/2002 Printed: 03 -22 -2002 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 existing drainage facilities. 21: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 22: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 23: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 24: 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. DUE TO HIGH GROUND WATER TABLE APPLICANT SHALL USE SPLASH BLOCKS TO CONTRTOL ROOF DOWNSPOUTS DRAINAGE, SINCE THERE IS NO FORMAL DRAINAGE DITCH /SWALE IN FRONT OF THIS PROPERTY. 25: 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'. 26: The driveway shall be designed and sloped so that drainage from the driveway does not flow onto the existing road surface. 27: Driveways shall be paved for a minimum distance of 20' from the edge of the existing road pavement. I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature: Date: Print Name: �.��1�� doc: Conditions Valli*MORMWPWWWWWAKftromeowetweargworw 0 D02 -035 Printed: 03 -22 -2002 >rJ >eMC' J+1:'A1r1Ltf�AYFf f F���Q'r�+' z W CG U O C o CO u.I J H CO L w 0 gQ = a I— MI Z � )—O Z I-- U � O N ca w • w IL. ..z w H 0 z Project Name/Tenant: , /NS c.-c: r=Om/ / -xX.4.= ( /y SHc%RT SUB /.Li0A2 a 1,0 r -°3-1) /2cz-s GrJ / GK /II�vN Value of Construction: 4 /35, 75..1, - 1-u- .S .S ,7 Is this site served by: Sewer ❑ Septic (King County Health Dept. approval required - 296 -4722) Site Address City State /Zip: S /d 5774 Si , r I Lite LA , OOP • c f & (Co Tax Parc l Number: 704.91D 'Of0 Phone: a?oc, --,-I yc4 - 9 7 7 Fax #: Property Owner: k/?,2- N w/trKrnlsON Street Address: -f-ao /A City State /Zip: 1.5q05 bcs m v/ N memon_/i ` 021li / S CArnc u w 9 S 1 y3 — Contractor: Q,S , Bu/ - o& - ro�vct✓c.wPe j /Nc , Phone: , --( - , 6) di' s/ n - .A *For an Accessory dwelling, provide the following: /1//i9 Lot area Floor area of principal dwelling Floor area of accessory dwelling Street Address: City State /Zip: Fax #t: 6106 - � f/s/ - y8 . .ts /=o, (08(0, / Ss6// u , WA , 9 l cas , Architect: C S/# )9 c.s //-..5 Cv4102f)-e. z Phone: e,706o — ,22 %V— 9s Street Address: City State /Zip: Fax #: o - .motV'- 96rA S_ Engineer: SrettcrtagcS �,R L. Ty u,/Vc c,20 UP (..T / me L- E Phone: yam - 33 7 - 4Qy y Street Address: City State /Zip: &f// 5/ - / / Sr. S, E, Eiv%co41,ct'N Gl b4 . 98 d9 to --.5.).5 9 Fax #: / Contact Person: S/VE(1m/ Phone: c;-O(r, _a %y - 1cdd). c1- /pie / .o 3 C, S „ ea/ c../.),5-AZ Street Address: City State /Zip: ° � � e toes F', o, � vx Gov ��� , S rTz -, WA y , Fax #: ,pvc -,1 fiV ?(- e Description of work to be done: 6 e. 7 UN Ur S "i /v4 e - 1 / c y Fzc5's - toc i v c.,c - Type of work: j\lew Single - Family Residence in Addition - Single - Family Residence ❑ Interior Remodel- Single - Family Residence ❑ Residential Accessory Structure' ❑ Remodel /Addition to Accessory Structure ❑ Garage(s) ❑ Deck(s) - Covered & Uncovered ❑ Residential Reroof Is this site served by: Sewer ❑ Septic (King County Health Dept. approval required - 296 -4722) Existing Square Footage for Structure: ti /f1 sq. ft. Dwelling sq. ft. Covered Deck(s) sq. ft. Garage /Carport sq. ft. Accessory Structure(s) sq. ft. Uncovered Deck Proposed New Square Footage: /e // sq. ft. Dwelling Cv3 sq. ft. Covered Deck(s) /7g" sq. ft. Garage /Carport - 7:5-__ sq. ft. Accessory Structure(s) ?� sq. ft. Uncovered Deck Floor Area Ratio: (total floor area of all structures divided by the area of the lot) /806 — ( - . :2 / a /, 72, *For an Accessory dwelling, provide the following: /1//i9 Lot area Floor area of principal dwelling Floor area of accessory dwelling * Provide documentation that shows the principal owner lives in one of the dwellings as his or her primary residence. 7 Date application accepted: CITY OF TU(WILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 dist SFPLRMIT.DOC 2/13/97 Date application expires: &Sit) Z OR STAFF USE ONLY Project . .mber: Permit Number: _b_024200 Single- Family Residential Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews shall be determined by the Public Works Department) ❑ Channelization /Striping ❑ Curb cut /Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: in Flood Control Zone ❑ Hauling ❑ Land Altering: 0 Cut cubic yds. 0 Fill cubic yds. ❑ Moving an Oversized Load: Start Time: End Time: ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous Size(s): Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be re- viewed 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 ex- pire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Application taken by: (initials) PLEASE SIGN RACK OF APPLICATION FORM z ~ W 00 NO • LU - CD Li_ w g U O 0 w z = t- Z F- w U O O•q O I— w W I-- U . O ..z w = O ~ z DRAWINGS PREPARED BY A REGISTERED ARCHITECT OR PROFESSIONAL ENGINEER MAY BE REQUIRED BY THE BUILDING OFFICIAL ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN B0410 S1 PLANS AND UTILITY PLANS itreittE.OMBINED " N/A SUBMITTED ❑ ❑ Copy of recorded Legal Description from King County (ry t3c- /'ist�. ) ❑ ; Certificate of water /fire flow availability (Form H -11 a). Contact the Public Works Department (206) 433 -0179 for servicing district. Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433- 0179 for servicing district. Metro: Residential Sewer Certification (if Tukwila Sewer District) (Form H -12) King County Health Department approval for septic - 296-4722 Four (4) sets of working drawings, which include: Site Plan (see example Form H -16) 1. Existing fire hydrant location(s). 2. Proposed access road. 3. Driveway location- driveway shall be. 10' wide minimum and 20' wide maximum. If driveway is over 150' long, driveway shall be 20' wide and have an approved turnaround (City Ordinance 1741).' 4. North arrow and scale. 5. Building setback from property lines. Any proposed or existing easements must be shown on plan. 6. Public Works review requires the following on site plan: driveway location (10' min., 20' max. width), show proposed and existing power, water and sewer lines, existing storm drainage system, downspouts and foundation drains, and where drains tie -in. 7. Parking plan. 8. Lowest building elevation (if in Flood Control Zone). 9. Estimated /proposed topography at 2' intervals and proposed elevation of lowest floor level. 10. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers. 11. Identify location and size of significant trees that are located in sensitive areas and buffers or the shoreline zone. Of those, identify which are to be removed (Title 18, City of Tukwila Zoning Code). 12. Identify location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. 13. See Public Works Checklist for detailed site plan information required for Public Works Review (Form H -9). Foundation plan and details Floor plan Roof plan Building elevations (all views) Building height Building cross - section Structural framing plans and details necessary to completely describe construction Washington State Energy Code Data (Gas /Electric /Oil /Propane /Heat Pum at Permit Center OR Prescriptive Heating System Sizing Chap 9 Form H -6. Complete Land Use Applications if not previously submitted (i.e., Reasonable Use Exception, Variance, Shoreline or Tree Permit). , reports or o required to comply with Sensitive Area Ordinance and Attach other land use or SEPA other deci . ❑ If dwelling has a septic tank, and a bedroom or bathroom are added, provide written approval from the King County Health Department or the Tukwila Public Works Department prior to submittal of permit application. Copy of plans W ashington State Depar o f Labor and Industr V al trno actor Licens . I f not available at the time of application, a copy of this license will a required before the permit is issued, unless the homeowner will be the builder OR submit Fe r "Affidavit in Lieu of Contractor Registration ". Ell 113 T T D ITH THE FOL OWIN vailable Building Owner /Authorized Agent If the applicant is other than the owner, registered architect /engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. I HEREBY CERTIFY T I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE OF HE S OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OW E ' = = A ZED A E T.• ‹q ■•Iwit Print name: �ar7/ -.o /✓E[L.»�) f e'( -CSI. gs', /A-)c) Address: P, U, t3oo- C� 13' -.z SFPERMIT.DOC 2/13/97 4 sit Date: 2/�r72,20.z- Phone: Fax Ii: -94 • act,. City/State/Zip: , ,;�..,' LoA z ~ w re 2 6 00 co o J = I-- N LL w 0 2 � Q = • d w z = I— O zt- w O 52 O I— LU u' O •• z w U = O ~ z @PJL EOJ NAME= "HighEdit -" @PJL EOJ NAME= ' PARthcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Parcel No.: Address: Suite No: Applicant: Q� W '. q 2 W � vO WI N u_ w Receipt No.: R020000152 Payment Amount: 776.98 g J L Q Initials: SKS Payment Date: 02/05/2002 11:06 AM = d. User ID: 1670 Balance: $1,199.85 Z Z0 111 Lu 0 'O N OH. Type Method Description = Payment Check 11084 776.98 u. O' LLI Z O Z Payee: TRANSACTION LIST: ACCOUNT ITEM LIST: doc: Receipt City of Tukwila 7345600850 12632 35 AV S TUKW KAREN WILKINSON G. S. BUILDERS Current Pmts Amount PLAN CHECK - RES RECEIPT Permit Number: Status: Applied Date: Issue Date: Description Account Code 000/345.830 776.98 Total: 776.98 D02-035 PENDING 02/05/2002 :3450 02/06 1716 TOTAL 776.98 Printed: 02 -05 -2002 Payee: ACCOUNT ITEM LIST: doc: Receipt G S BUILDERS Current Pmts Amount BUILDING - RES INSP FEE - STORM DRAIN INSP FEE - UTILITY PLAN CHECK - RES PLAN CHECK - UTILITY STATE BUILDING SURCHARGE City of 'Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 : i- W 6 Parcel No.: 7345600855 Permit Number: D02-035 U O Address: 3507 S 128 ST TUKW Status: APPROVED N 0 to W Suite No: Applied Date: 02/05/2002 W I '. A pplicant: WILKINSON RESIDENCE Issue Date: N - ' u u_ W Receipt No.: R020000406 Payment Amount: 1,653.69 g a Initials: KAS Payment Date: 03/22/2002 11:18 AM = C� User ID: 1684 Balance: $0.00 H =. Z 1— RECEIPT U � TRANSACTION LIST: Type Method Description W W u. O. Payment Check 11161 1,653.69 Z' to H =' . O z Description Account Code 000/322.100 412/342.400 000/342.400 000/345.830 000/345.830 000/386.904 1,424.95 15.00 30.00 149.24 30.00 4.50 Total: 1,653.69 '5168 03/25 '`i! 6 TOTAL AL 1653 .69 ..k f ,. , w�.. �..... .,..,..� • Printed: 03 -22 -2002 z O' 1 Prpject: j h i1 / /(10SCP/ TPSicktek Type Inspectip: fv) a. ( Address1 ° 5 5 - S 4 8 t Vfr" alled Date C / .(3` 0. Special Instructions: . 1r -, Date w edj a.m. Request 0 Hi Ci Phone No: ,Qr)(0 -571-. 0 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISIO 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 Ei Approved per applicable codes. ector: Receipt No.: Date: Date: _13 — 2 - 7.00 REINSPECTIO EE REQUIRED. Pr)or to inspection, fee must be id at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. COMMENTS: ; xrv C At:bywN, 1 t■-1 4_, (206)431-3670 El Corrections required prior to approval. z z • Lij —I O 0 (no Lu W I —I I— uj 5.1 • D O I. z I-0 z w w n o • o — o w w o —I O I— Project: l , 1 k� 175o�, Res, T ype of Inspection: Fh ►: Address: 351 S n St D ate called: _27_0 Special instructions: "'w "1°?Q4116anted: ... a.m. 28, Requester: lJ . ,.. . Phone: — 571-7-‘ 71 :"'' - 2 1 .4s I .: INSPECTION NO. 1 Receipt No: S ! . i INSPECTION RECORD Retain a copy with permit CITY OFTUKWILA BUILDING DIVISION 6300 Southcenter Blvd; #100, Tukwila, WA 98188 Approved per applicable codes. Corrections required prior to approval. • COMMENTS: gjagoi I! v� Inspector:. Date: p 0 ri $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Do 2- 035 . PERMIT,NO.` `(206)431 -3670 r , Sn t.AKS9' PAINt 464 , +. .�r: 1a ; . �: � .4 z w 00. u) J • = U) U. W O u.. W I— O Z F- • D 0 • O — .0 H I WW H • — O: W Z. O 1- O z off cat :d6strei ype II spe tig 5 A Addr ss _ Date called: 6 Special instructions: Date wanted: (070 ° ' p.m. Requester: _,1,, 6r ty Phone: } INSPECTION RECORD Retain a copy with permi INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter,Blvd, #100, Tukwila, WA 98188 • Approved per applicable codes. Corrections requiredprior to approval. COMMENTS: Date: PERMIT NO. (206)431 -3670 .00 REINSPECTION FEE REQ RED.`•Prior to inspe on, fee must be paid, at 6300 Southcenter Blvd., Suite 10u. Call to schedule einspection. Date: z Z . re W U O CO 0 CO J = I— WO 2 g J' = d F- W Z I— 0 Z 1— Lu O • D W • W I— LL O .. z P roject: j Type�of I n• ectio ddr ss• 351 ` S f 3 f-- D e c I / JO -�e, Special instructions: . ,. Date w ted: 0 Q / D� f a m.' p.m. re l' >ttb - -S - 71 — . 2c 15) INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 9818 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit (206)431 -3670 Corrections required prior to approval. COMMENTS: $47.00 IEINSPECTIOt,I4EE REQUIRED. Prior to inspection, fee must be paid • at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: tot : t•1 ?k.�. sJi.rw�?; . "d�t'�"'x :•T+; t'Yt��x,.u,5f„n @!..•+•Z5 ;",(:iz ^V. "b�:AS'.at =t,vi, , :: ":i�;�::ri4bs's Z JU UO u) o . J H • C/3 0 J • LL • — w Z= ZO O UJ n 0. :U co . . • o'. tit w L I O W Z H =. 0 Z Project: Wi /KM h 51,E , � 'P.r l' N e' e Ty of Inspection: 7 K I/11 f r Address: Ad - b S /�8 � St- Date called 64',// o aq Special instructions: Date wa ed: a.m. Zl f7 /off Requester: (7()1 Phon :A)&) �-- 5` 7/ --27x1 • COMMENTS: :. Inspector: INSPECTION RECORD Retain a copy with permi INSPECTION NO. CITY:OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188' ; Approved per applicable codes. c. 5 1 4 4 rztviA "Ade) ci l(17111 Corrections required prior to approval. Date: b PERMIT NO. 1206)431-3670 17- n $47.00 REINSPECTION ¥EE REQUIRED. Prior to inspection, fee must be paid at6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: � i 4,i;; tc '' � �YS`' tk:�.. r.c::st't1i�. .�`' • ;)tAua ;:4iYi.,.4,, Fk *4';✓tlh i 4Y,!'.C46.Ev;J'a Z Z QQ • � J U 0 N D W= . J W g -J w H W z �. zI- CU l a � o U 0 I•- W W H 0 . I I O .. z. W O —• z FOOPZIrda I) PERMIT NO. INSPECTION RECORD Retain a copy with permi INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188. (206)431 =3670 Aa ' ress: Special instructions: Type of Ins•ection: Date called: alled:. Date wanted: .m: Requester: Phone: Approved per applicable codes. Corrections required prior to approval... COMMENTS: / _ .Ills $47.00 REINSPECTION F � REQUI' D. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: • z 1 w ce J O U O CfO J 1- N LL W g J LL < = W H =. Z I.. ZO O U O N O W W. I— -. w z O '` z Project:, i W ilkinson Residence, Typq of Inspection: _ 1 i lie (u{ tAA il Address: 35Io S S 12g-th i Date called: Special instructions: . . Date wanted: 5-23-02 a.m. t ig o Requester: 6oittr id % S Budd( Phone: ' 20t"57/-2/5/ " ! '.■ " ' 7 , ere I INSPECTION RECORD Retain a copy with permit INSPECTION NO. • CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1 G 1 4 I 1 ror preN f r • re4111 role < -er\c s 4 2..8" \ O-P 50 ' 1: • ) cf) 3 I bo-tintelti • S 1 1 \ : ‘ SI ( L 04 " IA f \11Pt ‘ : (k) c. ( 04 () o ple- 0:c. .- f p reck enr. 14 re c e Mu+ I • 0 I- .1- (a+ ... 4 )-1" ' • ) \.)P V - 4 -‘-‘■ -e 1(\9i h ?Ye r ce 0.4e InspectorT Date: 0.2,4 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspe5tion, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule:reinspection. Receipt No: Date: • ,a4 .„ ;'.; • it gdio: .kor.s rG 111 00 (f) Co W 1 - LI J u_ i D cn I I— W Z I-0 Z I- LU u j D 0 m 0 ui u I- - 0 0 z Project: 1 t-A- k ILI Ina) Y\ Type of Inspection: ShP„ 1 41 i I Address: 3S I 0 : Date called: Special instructions: Date wanted: - dr) - 0; a.m. 1: , Requester: G , Phone: ri Approved per applicable codes. •,.; • , f;!. • .• ' 95`e INSPECTION RECORD Retain a copy with permit , 'INSPECTION NO. ,CITY OF TUKWILA BUILDING DIVISION 8 . 4, eir ' ior . . • 6300 Southcenter Blvd, #100, Tukwila, WA 98180 J206)431-3670 Date: PERMIT El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection: .4. s til-Corrections required prior to approval. COMMENTS CO . 9L) v V1Gi.1$ \.i• Sfrf Ur; ('ra. ( 3) Vtcti-e' YVV+ Co re-r)-si—e i SIVerAr- k 1 5c 110(i g S4re l ex)r t"'SA lf 0 y— ) (2) 1 c<1 CYLA Receipt No: Date: • • • 4r..`01-41-4vit ^; • z • W -i O 0 CO U) W I -J • LL a l 0 u_ < • g z I-0 Z I- W. uj (..) 0 LU I- I-- i a I 0 Z b CO 0 I- z Project: 1 —. Type of,4nspe Address: aS) 0 S. Date called: Special instructions: Date wanted: a.m. Requester: G crti n , i 4-- r led Phone: -441-: : ,: ± - 7 ---,,-- ). - -:- --- 7 - ""7'''`" - "- L,- " : " , '"`''777.'"^`'"7,77 , 7"'7T7'..' , 7-7^17.-'7 — 7 ; INSPECTION RECORD RECORD Retain a copy with permit og , ' r INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431-3670 Approved per applicable codes. E'Corrections required prior to approval. COMMENTS: .) -t•J ova% vv r‘10.6-te% n us s s •3(-1 P k eo‘ir icei0n r c 0 e"--- gC2114‘.0/6 - Inspector: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: s gza .so. Date: • .1tg...it. • ?e•t*I. oi a Project: ';.1j/ j zti;e. 4 tJ � ' —e nspectio 1 Type d l�r 4 ort.- 6e. j ai/ :;Address: ;3s�0 6- .-7" Date called: '4-44-0.02- Special instructions: Date wanted; . .. .��� p.m. Req�uester: • C7D /f/jZGtG6 Ph n : �. O60 .S7/ ;27 / i02:61.4 r 4 1 INSPECTION RECORD Retain a copy with permit ':INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431 -3670 pproved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: . I !U S i 1? c - O 1 ri l C� -- A F t tZ cts.! G ■AJ4 S of..1 oJ Gto Date: .00 ' EINSPECTION FEE RQUIRED. Prior / inspection, fee must be paid a 6 10 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Z re 2 W: UO co O CO J CO Li- W co H W Z = I— O W ~ n p o • ff. = • U LL — O Z o W O ~ Z 7roject; i it.) I 1 K ' '1' ' e4.46)e.i." ; TypIsf Inspectipn: ( (&O» --ezp Address : • ' - / 1 '' .1 ' _.1.6 . — Date called: .f I Special instructions: C4 Date wanted 1 0 a ' II c fr r I r ld- Requn: t ' (e ) S . 7 1 ' Se ?Pr .coNt \g \I ost c. . COMMENTS: .; . -- 4AV N % .. % c , MAY riatrt t NI I • - • • Ver IWIRAT f T6 g„,t. ith, , , \ : [Orr% %.■Ar4 S . ...r; t ' ' Se ?Pr .coNt \g \I ost c. . ; 1 1 I -, 21. AMT:P 4'0 r • . • INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMITir (206)431-3670 •[:s Approved per applicable codes. El Corrections required prior to approval. Inspecto : ..:04. ■-■ ri $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Date: Project: h )1114 I' 1 C011 Pr`'S te'lln 6( T ype of Inspection: - i a vi,-7 I fri el Address: 35/ 5 /2 ill— Date called: ,/ Special instructions: t ii At r - (100 Date anted: ...) a.m. Reguester:, ( 0 Phone: INSPECTION NO. Inspector: r INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PERMIT NO. (206)431-3670 Ik Approved per applicable codes. E Corrections required prior to approval. COMMENTS: Welf■-• F kor rawl nc 1 t rbv/Pl Date: I 0 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: .• . File: D 02 -0035 35mm drawing #1-2 128 Street, Lot #2, Engineering Calculations Joe Structures Consulting Group Residential OR GALVANIZED LOX RECEWE MAY 3 0 2002 BU LDNG DEPARTMENT lateral restraint panel lrp .. v O m ■+ .) a. i 1 .+ . -i 1. v •r ., •� t :+ . Structures Consulting Group 6414 140 Street S.E. Snohomish, WA 98296.5259 425- 337 -4049 Friday, May 24, 2002 G.S. Builders & Developers Inc. PO Box 68652 Seattle, WA 98168 206-244-9822 1111th..1 •� Gottfrid, In regard to the use of 0.092 inch diameter nails in place of the specified 0.131 inch diameter (8d common) nails for the Tukwila, South 128 Street, residence; the smaller diameter nails are definitely less capable. In order to rectify the situation the affected shear panels should be re-nailed with 0.092 inch or 0.099 inch diameter nails. The end result of this re- nallfng process should be a panel with, effectively, half the spacing that is set forth In the plans. For the garage portal lateral restraint panels (LRP) a bit more work will be required. The reduction in panel width from 24 inches to 22.5 ,noes and the sheathing of the panel on only one side Is acceptable provided an additional Iayer of 7116 inch MB is applied to the external face of the panel as outlined in the accompanying sketch. The new layer of sheathing will be applied over the existing holdown hardware and will be nailed with 10d (3 inch length, 0.148 inch dia.) nails at a 3 inch stagger. For the remainder of the garage able end the standard UBC nailing schedule is acceptable, n F. McLean, PE Attachment: LRP Rework Sketch 1.) J. REEVED Y 3 0 2002 BLOWING DEPARTMENT z w re R 00 CO o w= J CO W W g J u. ? w a = w z � F- z I 2 U 0 0 52 ' 0 I- = U. u. 0 . LLI Z U I 0 z 1997 Uniform Building Code Seismic Zone 3 80 mph Wind, Exposure B Snow Load, 25 psf FILE COPY SOUTH 128TH STREET LOT #2, TUKWILA, WA G. S. BUILDERS & DEVELOPERS INC. LATERAL REVIEW 6414 140 Street S.E. Snohomish, WA 98296 -5259 (425) 337 -4049 FEB0 1 understand that the Plan Check approvals are :,ub■ect to errors and orri , and :.Ipproval of ENGINEERING CALCULATIONS ciry TuKw 5 20 02 P CENTER Site Address: South 128 Street Lot #2 Tukwila, WA I REPORT NO. �•, ENGINEER J. McLean South 128' Street, Lot #2, TukwilG, !VA G.S. Builders & Developers Inc. Lateral Review Engineering Calculations PAGE VSO CHECKER REPORT NO. SCG00102 DATE 1/21/02 Structures Consulting Group MODEL Residential • " Table of Contents 1. Cover Page i 2. Table of Contents 1 3. References 2 4. Discussion 3 5. Building Elevation Drawings 4 6. Wind & Seismic Forces 8 7. Shearwall Design Methodology 17 8. Second Floor Shearwall Design & Analysis 19 9. First Floor Shearwall Design & Analysis 23 10. Structural Sheathing Requirements 27 11. Lateral Restraint Panel Sketch 28 12. Primary Beam Margin Summary 29 13. Primary Beam Checks 30 14. Drawing Notes 46 15. Appendix A, Shearwall Drawing Reference 50 z re ILI —J U U O vo • w Ji-- U w : WO g LL. =. d 1- w I z � z ui w 2 0 'O N' 0 F- w I 111 Z U N'' � 0 Z • r .' .,.,... .. ENGINEER J. McLean South 128'n Street, Lot #2, Tukwil..., NA G.S. Builders & Developers Inc. Lateral Review Engineering Calculations PAGE 1 / 5O CHECKER REPORT NO. - -� SCG00102 DATE 1/21/02 Structures Consulting Group MODEL Residential References 1. 1997 Uniform Building Code, Vol. 2, ICBO, 1997 2. Timber Solutions Manual, David W. Duquette, Da Vinci Publishing, 1997 3. Design of Wood Structures, 3` Ed., Donald E. Breyer, McGraw -Hill, 1993 4. National Design Specification for Wood Construction (NDS), Rev. 1991, American Forest and Paper Association, 1993 5. Western Woods Use Book, 4 Ed., Western Wood Products Association, 1996 6. Design & Construction of Wood - Framed Buildings, Morton Newman, McGraw -Hill, 1995 7. Minimum Design Loads for Building and Other Structures, ASCE 7 -95, ASCE 1996 8. NER -272, Power Driven Staples and Nails for Use in All Types of Building Construction, National Evaluation Service, 1997 9. Wood Consturction Connectors Catalog C -2000, Simpson Strongtie, 2000 10. Wood Handbook — Wood as an Engineering Material, Forest Products Laboratory, 1999 11. WABO — SEAW White Paper, Snow Load Regulations and Engineering Practices Washington State, August 2000 w • re u6M JU 00 N 0 CO O uj g -. u_Q rn = Cy I- al Z = Z O : uj D O . U N O w w. H u O .. z w — I, O h'_ z Discussion The following is a structural review of the lateral force resisting system (LFRS) in accordance with 1997 Uniform Building Code (UBC) chapters 16, 19 and 23. This analysis is being performed for a site with 30 psf snow loads, 80 mph wind speeds and an Exposure B terrain condition in Seismic Zone 3. Subject residential building is a two -story, light platform - framed structure with a lateral force resisting system consisting of plywood sheathed horizontal and vertical diaphragms. The roof system/diaphragm representative of the majority of the house is supported by pre - engineered trusses. Analysis of the roof truss system /diaphragm capping the structure will be accomplished by the responsible component manufacturers. South 128`" Street, Lot #2, Tukwila, . JA G.S. Builders & Developers Inc. Laterral Review Engineering Calculations Structures Consulting Group PAGE MODEL '3 SO REPORT NO. SCG00102 Residential S V- ENGINEER CHECKER DATE 1/21/02 J. McLean South 128 Street, Lot #2, Tukwila, .4/A G.S. Builders & Developers Inc. Laterral Review Engineering Calculations Structures Consulting Group FRONT ELEVATION PAGE N II U FRONT ELEVATION REPORT NO. SCG00102 MODEL Residential ENGINEER J. McLean South 12e Street, Lot #2, Tukwila, ,,JA G.S. Builders & Developers Inc. Laterral Review Engineering Calculations PAGE 5 / - CHECKER REPORT NO. SCG00102 DATE 1/21/02 Structures Consulting Group MODEL Residential r REAR ELEVATION REAR ELEVATION South 128 Street, Lot #2, Tukwila, . IA G.S. Builders & Developers Inc. Laterral Review Engineering Calculations 1/21/02 I Structures Consulting Group RIGHT SIDE ELEVATION RIGHT ELEVATION PAGE MODEL Co Sc REPORT NO. SCG00102 Residential \ South 128 Street, Lot #2, Tukwila, . �A G.S. Builders & Developers Inc. Laterral Review Engineering Calculations Structures Consulting Group LEFT SIDE ELEVATION LEFT ELEVATION !CI 0D PAGE VS REPORT NO. SCG00102 MODEL Residential ENGINEER J. McLean CHECKER DATE 1/21/02 South 128 Street, Lot #2, Tukwila, _ A G.S. Builders & Developers Inc. Laterral Review Engineering Calculations Structures Consulting Group PAGE VZO REPORT NO. SCG00102 MODEL Residential Wind Forces Method 2 (Projected Area Method) per UBC Exposure B, 80 mph wind speed Design Wind Horizontal Pressures: Design Wind Vertical Pressures: Building Geometry: Leeward Side Ce = combined height, exposure and gust factor coefficient Cq = pressure coefficient for the structure or portion of structure under consideration Iw = importance factor P = design wind pressure qs = wind stagnation pressure at the standard height of 33 ft Windward Side ENGINEER CHECKER DATE 1/21/02 J. McLean Budding Geometry: Accumulated Wind Forces: South 128`" Street, Lot #2, Tukwila, . ,A G.S. Builders & Developers Inc. Laterral Review Engineering Calculations Structures Consulting Group MODEL Ff = 10926.687Ib Fs = 5105.7141b Fs = 8965.486 lb Fs = 8965.486 lb PAGE so REPORT NO. SCG00102 Residential Gravity Loads Roof (composite) Floors (framed) Walls (8 ft) Walls (9 ft) Loadable Component Net Area Sums Area of roof Area of second floor Length of loaded second floor walls Area of first floor Length of loaded first floor walls Length of loaded cripple walls Weight of roof Weight of second floor Weight of loaded second floor walls Weight of first floor Weight of loaded first floor walls Weight of loaded cripple walls South 128' Street, Lot #2, Tukwila, .A G.S. Builders & Developers Inc. Laterral Review Engineering Calculations Structures Consulting Group DL := 15 • psf DLf:= 15. psf DL := 80 • pif DLw9 := 90 • plf Totals: TL := DL + LL TLf := DLf + LLf TL := D L w8 + LL TL := DL + LLw9 Ar2:= 915.ft Af2:= 576•ft Lw2: =105•ft Af1:= 1258•ft Lw1 := 200•ft Lwo:= 0•ft Loadable Component Maximum Gross Weights LL := 25 .psf LL := 40 • psf LL := 0• plf LL„, g := 0 • plf TL = 40 lb ft -2 TL = 551b ft -2 TL = 80 lb ft TL = 901b ft Ar1 := 768•ft Wr2:= Ar2•DL Wr2 = 13725 lb Wr1 := Art • DL Wr, = 11520 lb Wf2 := Ar2•DLf Wf2 = 13725 lb Ww2 := Lw2 •TL Ww2 = 8400lb Wf1 := Aft •DLf Wf1 = 18870 lb Ww Lw1 .TL Ww1 = 16000 lb Wwo := Lwo•TL Wwo = 0 lb PAGE /s0 REPORT NO. SCG00102 MODEL Residential z z • w 6 O 0 co 0 CO ul J H U) u_ w O u_ I Z F . I- 0 Z I- w 2 o 0 ` . 0I- w w H U. w Z U = 0 z ENGINEER J. McLean CHECKER DATE 1/21/02 South 128`" Street, Lot #2, Tukwila, A G.S. Builders & Developers Inc. Laterral Review Engineering Calculations Structures Consulting Group PAGE A 0 REPORT NO. SCG00102 MODEL Residential Seismic Forces Building is a single family dwelling of not more than three stories in height excluding basements, that utilizes light -frame construction consisting of plywood shearwall bracing elements. Therefore, the simplified static lateral force proceedure is applicable. W is the weight of the portion of the structure above the base of the resisting element. The weight of the floor, therefore, does not contribute to the shear force acting on the walls that it supports. Instead, its mass contrubutes to the shear force acting on the walls directly supported by it. Note: Soil type is assumed to be Sd. Seismic zone factor Seismic coefficient Overstrength coefficient R := 6.5 3.0. Ca Vi2:= R Wr2 3.0-C V := R Wr1 3.0 -C V2 := R �Wr + Ww2) 3.0•C V1 := R (Wf + Ww + Wr + V2 3.0 • C V R (Wf + Ww + V� Controlling Shears Second Floor: V2 = 3676.154 lb Ff = 6222.588 lb Fs = 5105.714 lb First Floor: V = 10529.169 lb Ff., = 10926.687 lb Fs = 8965.486 lb Base: Fs = 8965.486 lb Ff = 10926.687 lb V = 13664.4921b Z := 0.3 C := 0.36 Refer to Table 16 -I Refer to Table 16 -Q Refer to Table 16 -N Wind Controls Seismic Controls V2 = 2280.462 lb V = 1914.092 lb V2 = 3676.154 lb V� = 10529.169 lb V = 13664.492lb Seismic controls side -to -side Wind controls front -to -back ENGINEER CHECKER DATE J. McLean 1/21/02 Anchor Bolt Requirments Assumptions: 1. Loads to be aggregated over entire foundation base length. 2. May factor bolt bearing allowable by 1.33 to account for short-term loads. 3. Sills and plates are a Hem -Fir species material. V num := F South 128'" Street, Lot #2, Tukwila, .A G.S. Builders & Developers Inc. Laterral Review Engineering Calculations Structures Consulting Group : = 154.ft Total foundation base length. spacing := spacing = 5.635 ft nuu m Fb := 500•Ib 1/2 inch dia. bolt bearing capacity. num = 27.329 Total number of anchor bolts required. PAGE 4 S REPORT NO. SCG00102 MODEL Therefore, utilize 1/2 inch diameter bolts spaced at 4.0 feet on center with 2 x 2 inch cut washers, or equivalent, unless otherwise specified. Residential 1 ENGINEER DATE 1/21/02 J. McLean CHECKER South 128`" Street, Lot #2, Tukwila, ..A G.S. Builders & Developers Inc. Laterral Review Engineering Calculations Structures Consulting Group PAGE 3 REPORT NO. SCG00102 MODEL Residential Building Geometry: H Oft Lf 39.ft Lso := 32.ft H1:= 9.5•ft Lf 20.ft Ls 26.ft H 0.ft Lf2:= 39.ft Ls 32.ft H := 7.5•ft Ht:=Ho+Hi+H2+H H =17ft Accumulated Wind Forces: Ff2 : =Lf2 (5•ft)•P4 + (5•ft)• P3+ Fi 10•ft+ 2 H •P Ff Wf2:= ■f2 Ff Lf, • 22 + 21 • P + Ff Wt. := 1 Wf = 300.7991b ft -1 Lf t Ffo:= Lf + Ff H Fs2 := Ls2 2 (5•ft).P4+ (5.ft) H 10•ft + •P Fs Ws2 := Ls Ws = 122.057 lb ft 1 2 H2 H Fs := Ls • 2 + 2 •P + Fs Wf = 122.057 lbft 1 Ff = 4760.223 lb Fs Ws, := Ls Ws = 213.011 lb ft -1 1 Fs Ls + Fs, Ff = 6015.971 Ib Ff = 6015.971 lb Fs 3905.824 lb Fs 5538.296 lb Fs = 5538.296lb u6 -J U 00 N wI CO ur uj 0 J: u co = a H- z t _ � o z U O D- o 1— =0 I- �. .. O 1- z ENGINEER CHECKER DATE 1/21/02 J. McLean Gravity Loads Roof (composite) Floors (framed) Walls (8 ft) . Walls (9 ft) Totals: Loadable Component Net Area Sums Area of roof Area of second floor Length of loaded second floor walls Area of first floor Length of loaded first floor walls Length of loaded cripple walls DL := 15.psf DLf := 15.psf DL := 80 • plf DLwe := 90 • plf Ar2 := 0•ft Af2:= 0•f? Lw2:= 0•ft Af := 0•ft Lwi := 76 .ft Lwo:= 0•ft Loadable Component Maximum Gross Weights Weight of roof Weight of second floor Weight of loaded second floor walls Weight of first floor Weight of loaded first floor walls Weight of loaded cripple walls South 128`" Street, Lot #2, Tukwila, ..A G.S. Builders & Developers Inc. Laterral Review Engineering Calculations Structures Consulting Group LL := 25 • psf LLf := 40 • psf LL := 0•plf LL := O. plf TL := DL + LL TL = 40 lb ft TLf := DLf + LL TLf = 55 lb ft 2 TL := DL + LL TL = 80 lb ft TL := DL + LLw8 TL = 901bft 1 Ari := 619.ft MODEL Wr := Ar2• DL Wr2 = O lb Wri := Ari •DL WI) = 9285lb Wf2:= Ar2•DLf Wf2 = OIb Ww2 := Lw2•TL Ww2 = Olb Wfi := Afi • DLf Wfi = 0 lb Wwi := Lwi•TL Wwi = 6080 lb Ww0:= Lwo•TL WIN() = 0 lb PAGE 1,1/ REPORT NO. SCG00102 Residential 1.1: J U U 0 : N 0, w= Q V_ w 0 2 g J. w a 1=0.. z I--• LIJ D U , 0 -. w uj •I--. U .. z . w U =' O z ENGINEER J. McLean CHECKER DATE 1/21/02 Seismic Forces Note: Soil type is assumed to be Sd. 3.0 .C V R Wr2 3.0 • C Vri R Wr, 3.0. C V2 := R (Wr + Ww2) 3.0•C V� := R (Wf + Ww + Wr + V2 3.0•C V R •(Wf +Ww + V, Controlling Shears Second Floor: V2 = Olb Ff = 4760.223 lb Fs = 3905.824 lb First Floor: V = 2552.954 lb Ff� = 6015.971 lb Fs = 5538.296 lb Base: Fs = 5538.296 lb Ffo = 6015.9711b Vo = 2552.954 lb South 128`" Street, Lot #2, Tukwila, . G.S. Builders & Developers Inc. Laterral Review Engineering Calculations Structures Consulting Group Building is a single family dwelling of not more than three stories in height excluding basements, that utilizes light-frame construction consisting of plywood shearwall bracing elements. Therefore, the simplified static lateral force proceedure is applicable. W is the weight of the portion of the structure above the base of the resisting element. The weight of the floor, therefore, does not contribute to the shear force acting on the walls that it supports. Instead, its mass contrubutes to the shear force acting on the walls directly supported by it. Seismic zone factor Z := 0.3 Refer to Table 16 -I Seismic coefficient C := 0.36 Refer to Table 16 -Q Overstrength coefficient R := 6.5 Refer to Table 16 -N Wind Controls Wind Controls Wind Controls V = O V = 1542.738 lb V2 = O lb V� = 2552.954 lb V = 2552.954 lb PAGE / REPORT NO. SCG00102 MODEL Residential ENGINEER CHECKER DATE 1/21/02 J. McLean Anchor Bolt Requirments South 128 Street, Lot #2, Tukwila, A G.S. Builders & Developers Inc. Laterral Review Engineering Calculations Structures Consulting Group Assumptions: 1. Loads to be aggregated over entire foundation base length. 2. May factor bolt bearing allowable by 1.33 to account for short-term loads. 3. Sills and plates are a Hem -Fir species material. L := 154.ft Total foundation base length. F := 500•Ib 1/2 inch dia. bolt bearing capacity. Ff num := F, spacing :_ num num = 12.032 Total number of anchor bolts required. spacing = 12.799ft PAGE 1 6A 0 REPORT NO. SCG00102 MODEL Therefore, utilize 1/2 inch diameter bolts spaced at 4.0 feet on center with 2 x 2 inch cut washers, or equivalent, unless otherwise specified. Residential . • ' I ..:.. lb! ':. ' " "" ENGINEER J. McLean South 128`" Street, Lot #2, Tukwila, .VA G.S. Builders & Developers Inc. Laterral Review Engineering Calculations PAGE ( � S D CHECKER REPORT NO. SCG00102 DATE 1/21/02 Structures Consulting Group MODEL Residential Shearwall Seismic Design (Conservative Approach) H / \ / \ / \ / \ / k V » » > Analysis Methodology « «< L \ \ V k Z W 2 D 0 CO O CO W W =; J t—, W O. LL < N W Z �. F- O Z H: W; gyp'. 1O :t] :. = U ' 111 O 1 Z } ` .... ENGINEER J. McLean South 128` Street, Lot #2, Tukwila, . VA G.S. Builders & Developers Inc. Laterral Review Engineering Calculations PAGE }'' / CHECKER REPORT NO. SCG00102 DATE 1/21/02 Structures Consulting Group MODEL Residential Input Variables: Intermediate Variables: H: =8•ft L: =4•ft wt 12 • psf WDL := 225 • plf V := 659 • lb Calculations: A := Mimi! • H • L Vwa1 := 0.183 • Pm!! Vbaso := V + Vwall C :_ ( � M l + W DL • ft h := H 2 1 :- L 2 Wwan :_ wtwall ' H H -2 L Wwa11 = 961b ff 1 Aspect Ratio (AR < 3.5) Pwall = 384 lb Wall Resultant Dead Load Vwa11 = 70.272 lb Wall Resultant Seismic Shear Force Vbase = 729.272 lb Base Resisting Shear Force Vb = 182.31810 Unit Base Shear L GOM := V . H + Vwa11 • h GOM = 5553.0881bft Gross Overturning Moment 2 RM := Pwa11 • h + WDL • 2 RM = 3336 lb ft Resisting Moment FS := GOM FS = 0.601 FS should be greater than 1.176 If not, holdowns are required. DOM := GOM — 0.85 . RM DOM = 2717.4881bft Design Overturning Moment DOM T T = 679.372 lb Resultant Tension Force L C = 1613.272 lb Resultant Compression Force Wall Number Height (ft) Length (ft) Wall Weight (psf) Dead Load (plf) Applied Unit Shear Load (plf) Shear Load (lb) Seismic Coefficient Aspect Ratio (AR < 3.5) B1 8.000 12.000 10.000 300.000 212.750 2553.000 0.183 0.667 B2 8.000 12.000 10.000 300.000 212.750 2553.000 0.183 0.667 C1 8.000 11.830 10.000 280.000 215.807 2553.000 0.183 0.676 C2 8.000 12.000 10.000 270.000 212.750 2553.000 0.183 0.667 D1 8.000 18.000 10.000 110.000 172.889 3112.000 0.183 0.444 Fl 8.000 13.000 10.000 110.000 239.385 3112.000 0.183 0.615 Shearwall Seismic Design Table Structures Consulting Group Rev. A Date: 01/14/02 South 128th Street, Lot #2, Tukwila, WA Second Floor Walls Note: 1. Table is based upon seismic zone 3 with DF -L. 2. Studs and plates are 2x material. 3. Studs are spaced at 16 inch o /c. 4. Refer to UBC 97 for specific requirements. 5, Sheathing thickness may be reduced to either 7/16 or 3/8 provided panels are applied with long direction perpendicular to studs and studs are spaced at 16 inch o/c or less. , ,kg) 6x. re 6 UO co • LU LU w O • a = v Z �.. zo LL! uj U O o i- w w : ▪ U - O w z • _ O F.. z ENGINEER J. McLean South 128 Street, Lot #2, Tukwila, WA G.S. Builders & Developers Inc. Lateral Review Engineering Calculations PAGE ( 75 _ CHECKER _ REPORT NO. SCG00102 DATE 1/21/02 Structures Consulting Group MODEL Residential Shearwall Seismic Design Table Structures Consulting Group Rev. A Date: 01/14/02 South 128th Street, Lot #2, Tukwila, WA Second Floor Walls Note: 1. Table is based upon seismic zone 3 with DF -L. 2. Studs and plates are 2x material. 3. Studs are spaced at 16 inch o /c. 4. Refer to UBC 97 for specific requirements. 5, Sheathing thickness may be reduced to either 7/16 or 3/8 provided panels are applied with long direction perpendicular to studs and studs are spaced at 16 inch o/c or less. , ,kg) 6x. re 6 UO co • LU LU w O • a = v Z �.. zo LL! uj U O o i- w w : ▪ U - O w z • _ O F.. z Wall Number_ Resultant Wall Shear (Ib) Resultant Wall Load (lb) Base Shear (lb) Unit Base Shear (plf GOM (ft*lb) RM (ft *lb) FS DOM (ft*Ib) T (Ib) C (Ib) B1 175.680 960.000 2904.360 121.015 21126.720 27360.000 1.295 - 2129.280 - 177.440 - 2060.560 B2 175.680 960.000 2904.360 121.015 21126.720 27360.000 1.295 - 2129.280 - 177.440 - 2060.560 C1 173.191 946.400 2901.871 121.774 21116.765 25190.802 1.193 - 295.417 - 24.972 - 2065.018 C2 175.680 960.000 2901.871 121.774 21126.720 25200.000 1.193 - 293.280 - 24.440 - 2030.560 D1 263.520 1440.000 3375.520 187.529 25950.080 30780.000 1.186 - 212.920. - 11.829 - 1551.671 Fl 190.320 1040.000 3302.320 254.025 25657.280 16055.000 0.626 12010.530 923.887 - 2083.637 South 128th Street, Lot #2, Tukwila, WA Second Floor Walls ENGINEER J. McLean South 128 Street, Lot #2, Tukwila, WA G.S. Builders & Developers Inc. Lateral Review Engineering Calculations PAGE o2o 7 50 CHECKER REPORT NO. SCG00102 DATE 1/21/02 Structures Consulting Group MODEL Residential South 128th Street, Lot #2, Tukwila, WA Second Floor Walls Wall Number Shear Nailing Requirements (UBC 97 Table 23-11-1-1) Plate Nailing Requirements Holdown Requirements Anchor Bolt Spacing (ft) (0.50 inch diameter) Anchor Bolt Spacing (ft) (0.625 inch diameter) B1 15/32 with 8d 0 6 and 12 16d c 7 Residential B2 15/32 with 8d (M 6 and 12 16d @ 7 Cl C2 15/32 with 8d © 6 and 12 15/32 with 8d @ 6 and 12 16d @ 7 16d © 7 VA Id /A D1 15/32 with 8d @ 6 and 12 16d © 6 Fl 15/32 with 8d © 6 and 12 16d @ 5 _ Holdowns Are Required. • i . 1 f ENGINEER J. McLean South 128 Street, Lot #2, Tukwila, WA G.S. Builders & Developers Inc. Lateral Review Engineering Calculations PAGE ?., 1 SO CHECKER REPORT NO. SCG00102 DATE 1/21/02 . Structures Consultng Group Residential South 128th Street, Lot #2, Tukwila, WA Second Floor Walls t sw44. 0) 4 ENGINEER J. McLean CHECKER DATE 1/21/02 South 128 Street, Lot #2, Tukwilt. /A G.S. Builders & Developers Inc. Laterral Review Engineering Calculations Structures Consulting Group PAGE REPORT NO. SCG00102 MODEL Residential SECOND FLOOR SHEARWALL PLAN ENGINEER J. McLean SOU South 128 Street, Lot #2, Tukwil E G.S. Builders & Developers Inc. Lateral Review Engineering Calculations PAGE CHECKER REPORT NO, SCG00102 DATE 1/21/02 ••' Structures Consulting Group MO DEL Residential Perforated Shear Walls (PSW) Second floor shear wails along grid lines C and F (specifically, walls Cl, C2 and Fl) have window openings that require additional strapping and blocking as outlined below in order to allow the subject wall to function as a perforated shear wall (PSW) and reduce the hold -down requirements to a reasonable level. Walls along grid line F shown to clarify, other locations similar. r RIM JOIST WINDOW OPENING RIM JOIST FOUNDATION WINDOW OPENING FULL BLOCKING -w- MSTC28 (2 PLCS) STHD14RJ (2 PLCS) z � w re 6 _J O O 0 N w J W 0 ST22 (4 PLCS EACH OPENING) g • Q d . I- w 2 z � I- O Z ~ 0 O - CI I- w • u j u_ - O z. tii o 1:: • H. z Wall Number, Height (ft) . Length I (ft) I Wall Weight (psf) Dead Load (pif) Applied Unit Shear Load (pif) _ Shear Load (lb) Seismic Coefficient Aspect Ratio (AR < 3.5) Al 8.000 3.000 10.000 140.000 258.088 3510.000 0.183 2.667 A2 8.000 2.500 10.000 140.000 258.088 3510.000 0.183 3.200 A3 8.000 5.500 10.000 140.000 258.088 3510.000 0.183 1.455 A4 8.000 2.600 10.000 140.000 258.088 3510.000 0.183 3.077 B1 8.000 5.750 10.000 307.000 230.164 3510.000 0.183 1.391 B2 8.000 5.000 10.000 307.000 230.164 3510.000 0.183 1.600 B3 8.000 4.500 10.000 307.000 230.164 3510.000 0.183 1.778 Cl 8.000 2.000 10.000 188.000 260.000 3510.000 0.183 4.000 C2 8.000 2.000 10.000 188.000 260.000 3510.000 0.183 4.000 C3 8.000 9.500 10.000 188.000 260.000 3510.000 0.183 0.842 D1 8.000 18.000 10.000 50.000 177.691 5464.000 0.183 0.444 D2 8.000 12.750 10.000 50.000 177.691 5464.000 0.183 0.627 El 9.000 17.000 10.000 167.000 177.529 3018.000 0.183 0.529 Fl 9.000 26.000 10.000 167.000 116.077 3018.000 0.183 0.346 F2 8.000 12.330 10.000 50.000 187.380 5464.000 0.183 0.649 F3 8.000 16.830 10.000 50.000 187.380 5464.000 0.183 0.475 "......I.. ". ENGINEER J. McLean South 128 "' Street, Lot #2, Tukwila, WA G.S. Builders & Developers Inc. Lateral Review Engineering Calculations PAGE X 7 50 CHECKER REPORT NO. SCG00102 DATE 1/21/02 Structures Consulting Group MODEL Residential Shearwall Seismic Design Table Structures Consulting Group Rev. A Date: 01/14/02 South 128th Street, Lot #2, Tukwila, WA First Floor Walls Note: 1. Table is based upon seismic zone 3 with DF -L. 5. Sheathing thickness may be reduced to either 7/16 or 3/8 2. Studs and plates are 2x material. provided panels are applied with long direction perpendicular to studs 3. Studs are spaced at 16 inch o /c. and studs are spaced at 16 inch o/c or less. 4. Refer to UBC 97 for specific requirements. ry. Wall Number Resultant Wall Shear (lb) Resultant Wall Load (Ib) Base Shear (Ib) Unit Base Shear (pit) GOM (ft*lb) RM (ft*Ib) FS DOM (ft *Ib) T (Ib) C (Ib) Al 43.920 240.000 3709.104 272.728 28112.000 990.000 0.035 27270.500 9090.167 - 9510.667 A2 36.600 200.000 3709.104 272.728 28112.000 687.500 0.024 27527.625 11011.050 - 11384.800 A3 80.520 440.000 3709.104 272.728 28112.000 3327.500 0.118 25283.625 4597.023 - 5251.273 A4 38.064 208.000 3709.104 272.728 28112.000 743.600 0.026 27479.940 10569.208 - 10952.308 B1 84.180 460.000 3733.260 244.804 28112.000 6397.594 0.228 22674.045 3943.312 - 5196.043 B2 73.200 400.000 3733.260 244.804 28112.000 4837.500 0.172 24000.125 4800.025 - 5929.400 B3 65.880 360.000 3733.260 244.804 28112.000 3918.375 0.139 24781.381 5506.974 - 6554.111 Cl 29.280 160.000 3707.640 274.640 28112.000 536.000 0.019 27656.400 13828.200 - 14244.000 C2 29.280 160.000 3707.640 274.640 28112.000 536.000 0.019 27656.400 13828.200 - 14244.000 C3 139.080 760.000 3707.640 274.640 28112.000 12093.500 0.430 17832.525 1877.108 - 3147.158 D1 263.520 1440.000 5914.180 192.331 43744.000 21060.000 0.481 25843.000 1435.722 - 2480.222 D2 186.660 1020.000 5914.180 192.331 43744.000 10566.563 0.242 34762.422 2726.464 - 3480.902 El 279.990 1530.000 3484.650 204.979 27202.500 37136.500 1.365 - 4363.525 - 256.678 - 1767.147 Fl 428.220 2340.000 3726.210 143.316 27202.500 86866.000 3.193 - 46633.600 - 1793.600 - 1213.250 F2 180.511 986.400 5890.902 202.020 43744.000 9881.879 0.226 35344.403 2866.537 - 3597.770 F3 246.391 1346.400 5890.902 202.020 43744.000 18411.179 0.421 28094.498 1669.311 - 2649.168 South 128th Street, Lot #2, Tukwila, WA First Floor Walls z z re w QQ � J0 0O cn U) J i... 2 LL 0O LL 52 d = z1.- 1-O Z ~ co U 0 - 0 w U LL 0 ui Z 0 D- E- _ 0 1- z ENGINEER J. McLean South 128`" Street, Lot #2, Tukwila, WA G.S. Builders & Developers Inc. Lateral Review Engineering Calculations PAGE 2 4 y CHECKER EPORT NO. SCG00102 DATE 1/21/02 Structures Consulting Group MODEL Residential South 128th Street, Lot #2, Tukwila, WA First Floor Walls z z re w QQ � J0 0O cn U) J i... 2 LL 0O LL 52 d = z1.- 1-O Z ~ co U 0 - 0 w U LL 0 ui Z 0 D- E- _ 0 1- z Wall ' Number Shear Nailing Requirements (UBC 97 Table 23 -H -I -11 Plate Nailing Requirements Holdown Requirements Anchor Bolt Spacing (ft) (0.50 inch diameter) , Anchor Bolt Spacing (ft) (0.625 inch diameter) Al 15/32 with 8d @ 4 and 8 2 stagr rows 16d @ 6 Holdowns Are Required. 1.819 2.273 A2 15/32 with 8d © 4 and 8 2 stagr rows 16d @ 6 Holdowns Are Required. 1.819 2.273 A3 15/32 with 8d @ 4 and 8 2 stagr rows 16d © 6 Holdowns Are Required. 1.819 2.273 A4 15/32 with 8d @ 4 and 8 2 stagr rows 16d © 6 Holdowns Are Required. 1.819 2.273 B1 15/32 with 8d @ 6 and 12 16d c 5 Holdowns Are Required. 2.026 2.533 B2 15/32 with 8d c 6 and 12 16d @ 5 Holdowns Are Required. 2.026 2.533 B3 15/32 with 8d © 6 and 12 16d © 5 Holdowns Are Required. 2.026 2.533 Cl 15/32 with 8d © 4 and 8 2 stagr rows 16d i 6 Holdowns Are Required. 1.806 2.258 C2 15/32 with 8d @ 4 and 8 2 stagr rows 16d @ 6 Holdowns Are Required. 1.806 2.258 C3 15/32 with 8d © 4 and 8 2 stagr rows 16d @ 6 Holdowns Are Required. 1.806 2.258 D1 15/32 with 8d @ 6 and 12 16d © 6 Holdowns Are Required. 2.579 3.224 D2 15/32 with 8d @ 6 and 12 16d @ 6 Holdowns Are Required. 2.579 3.224 El 15/32 with 8d c 6 and 12 16d @ 5 2.420 3.025 Fl 15/32 with 8d @ 6 and 12 1 6 d @ 7 3.461 4.326 F2 15/32 with 8d © 6 and 12 16d © 5 Holdowns Are Required. 2.455 3.069 G3 15/32 with 8d @ 6 and 12 16d © 5 Holdowns Are Required. 2.455 3.069 . . . . . . . .......... - ... ' : . . . 1 • •••:- :---+-1- . i : . : . . ENGINEER J. McLean South 128 Street, Lot #2, Tukwila, WA G.S. Builders & Developers Inc. Lateral Review Engineering Calculations PAGE S f s c.) CHECKER REPORT NO. SC000102 DATE 1/21/02 Structures Consulting Group MODEL Residential South 128th Street, Lot #2, Tukwila, WA First Floor Walls .x.d h.. 1 ' 1 I- ENGINEER CHECKER DATE 1/2 J. McLean 1/02 10' -1" .-11 16 5' -0" A\ 9' -IO" 4' -0" 9' 1 South 128 Street, Lot #2, Tukwila, , JA G.S. Builders & Developers Inc. Laterral Review Engineering Calculations Structures Consulting Group FIRST FLOOR SHEARWALL PLAN 61 3 9' -0 2' -II" 6'-5" y 2' -11" C Pt 3 20' - -mall 31' HD14R .4-- T3TC THRLA. FLOOR HD/2A TO --'� FOU.NO! TION �Innn,uu�uunnnlut1Ii7unuunnnui� ii F F1 PAGE 2 REPORT NO. SCG00102 MODEL Residential 0 1 z re W JU U O W I J H. CO A W u. cn = W z � I— 0 z H° w • 0 WW IL F" W z O — O z � . . '' .. ENGINEER J. McLean South 128 Street, Lot #2, Tukwila, . JA G.S. Builders & Developers Inc. Lateral Review Engineering Calculations PAGE 9. r) CHECKER REPORT NO. SCG00102 DATE 1/21/02 Structures Consulting Group MODEL Residential y .. STRUCTURAL SHEATHING REQUIREMENTS Structural sheathing is required to provide adequate bracing of the building lateral force resisting system (LFRS) and as diaphragms of the roof and floor structures in order to transfer wind and seismic loads to the lateral bracing elements. The following notes specify the detailed sheathing requirements referenced on the building drawings /plans. Refer to Table 23- II -B -1 of the 1997 Uniform Building Code (UBC) for all nailing details not specifically referenced. For exterior walls and roofs, unless otherwise noted on the plans, utilize a 7/16 inch minimum thickness of APA rated sheathing panel for all exterior faces. Roof nailing should be done with a minimum of 8d nails spaced at 6 inch on center at all panel edges and at 12 inch on center throughout the panel field. Complete periphery of roof and floor diaphragms shall be nailed into solid blocking which fills the joist or rafter space in line with, and directly above, the bracing wall elements below (i.e. bird - blocks). For all wall panels there shall be one row of nails at each plate end and at least one row into each rim joist. Spacing of the nails in these rows shall be consistent with the designated panel nailing schedule as defined below and indicated on the plans. At the foundation line there shall be a row of nails continuous at 4 inch on center. Bottom plate nailing of all wood panel sheathed walls is specified below. Walls with partial exterior exposure shall be sheathed full height from Bottom to top plate for the indicated wall length even if within the interior space. Roof sheathing shall be laid with face grain perpendicular to the rafters and all panels alternated by 1/2 panel length. Floor sheathing panels shall be a minimum 23/32 inch APA Sturd -1 -Floor tongue and groove edged rated panels also alternated by 1/2 panel length and glued and nailed with 10d galvanized or ring - shanked nails. Rafters and trusses shall be connected to the wall top plates with hurricane clips at a 2 ft on center maximum spacing. At locations along the front and rear walls where reinforcing straps are specified on the drawings, they shall be placed vertically over the structural sheathing after all of the specified sheathing nailing has been completed. The straps are to be positioned so that they are centered on the vertical joint between the header and the trimmer and the sill and the trimmer and as near to the opening as possible while maintaining a position to allow effective nailing into solid material behind the sheathing of all of the nail holes in the specified strap. Simpson hardware is referenced; similarly rated ICBO recognized hardware is acceptable as an alternative. Nailing is specified on the plans/drawings and is indicated by spacing on the edges and along interior lines (through the field), in inches, in the accompanying nailing schedule tables. Panels identified by the drawing note ( <LRP I ) are to be constructed as Lateral Restraint Panels with full strapping, holdowns and special foundations and framing as required and noted on the details attached. z w re 1 6 v O 0 N O J = H N � j ? co z O I- w z � ►= z t-- w • 0 O • N ww • U_ IL la O .z w U 0 CONTINUOUS AGK055 FULL worn ENGINEER J. McLean CHECKER DATE 1/21/02 South 128 Street, Lot #2, Tukwile A G.S. Builders & Developers Inc. Laterral Review Engineering Calculations Structures Consulting Group PAGE s /s o REPORT NO. SCG00102 MODEL Residential 1/2 INCH CDX AND FULLY NAIL PCFORe CONSTRUCTING ABUTTINGWiiLL5 2 IPOW5100 COMMON galvanized lateral restraint panel lrp ENGINEER J. McLean CHECKER DATE 1/21/02 South 128`" Street, Lot #2, Tukwila. lA G.S. Builders & Developers Inc. Laterral Review Engineering Calculations Structures Consulting Group PAGE vs° REPORT NO. SCG00102 MODEL Residential BEAM MARGIN SUMMARY 1. FIRST FLOOR FRONT ENTRY 3.5" X 11.875" LP GANG LAM 2650 MARGIN = 240% 2. FIRST FLOOR UTILITY ROOM 3.5" X 11.875" LP GANG LAM 2650 MARGIN = 69% FIRST FLOOR KITCHEN 3.5" X 11.875" LP GANG LAM 2650 MARGIN = 19% FIRST FLOOR NOOK 3.5" X 9.5" LP GANG LAM 2650 MARGIN = 20% CRAWLER BEAM LINE UNDER LIVING ROOM 4X10#2 DFL MARGIN = 58% 8. CRAWLER BEAM LINE AT HALL 4X10#2 DFL MARGIN = 39% 7. CRAWLER BEAM LINE BETWEEN DINING & LIVING ROOMS 4X10#2 DFL MARGIN = 5% (COULD UTILIZE ONE 1.75" X 11.875 PLY AND STILL BE ACCEPTABLE) CRAWLER BEAM LINE UNDER KITCHEN & MASTER BEDROOM 4X10 #2 DFL MARGIN = 10% Area: Moment of Inertia: Combination Roof and Floor Beam' 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: John F. McLean, PE , Structures Consulting Group on: 01 -29 -2002 : 6:34:13 PM Project: 128TH - Location: FIRST FLOOR FRONT ENTRY Summary: ( 2 ) 1.75 IN x 11.875 IN x 5.5 FT / Gang Lam 2650 Fb -1.8E - Louisiana Pacific Section Adequate By: 239.5% Controlling Factor: Area / Depth Required 5.21 In Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Roof Loading: Roof Live Load -Side One: RLL1= Roof Dead Load -Side One: RDL1= Roof Tributary Width -Side One: RTW1= Roof Live Load -Side Two: RLL2= Roof Dead Load -Side Two: RDL2= Roof Tributary Width -Side Two: RTW2= Roof Duration Factor: Cd -roof= Floor Loading: Floor Live Load -Side One: FLL1= Floor Dead Load -Side One: FDL1= Floor Tributary Width -Side One: FTW1= Floor Live Load -Side Two: FLL2= Floor Dead Load -Side Two: FDL2= Floor Tributary Width -Side Two: FTW2= Floor Duration Factor. Cd -floor- Wall Load: WALL= Beam Loads: Roof Uniform Live Load: wL -roof= Roof Uniform Dead Load (Adjusted for roof pitch): wD -roof= Floor Uniform Live Load: wL- floor= Floor Uniform Dead Load: wD- floor= Beam Self Weight: BSW= Combined Uniform Live Load: wL= Combined Uniform Dead Load: wD= Combined Uniform Total Load: wT= Controlling Total Design Load: wT -cont= Properties For: Gang Lam 2650 Fb -1.8E- Louisiana Pacific Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: 2.75 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear. At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: M= V= Sreq= S= Areq= A= I req= I= 0.01 IN 0.01 IN = U4808 0.02 IN = U2848 1612 LB 1109 LB 2722 LB 0.86 IN 5.5 FT 0.0 FT 360 240 25.0 PSF 15.0 PSF 9.0 FT 25.0 PSF 15.0 PSF 3.25 FT 1.15 40.0 PSF 15.0 PSF 7.0 FT 40.0 PSF 15.0 PSF 0.0 FT 1.00 80 PLF 306 PLF 205 PLF 280 PLF 105 PLF 13 PLF 586 PLF 310 PLF 990 PLF 990 PLF 2650 PSI 290 PSI 1800000 PSI 900 PSI 3052 PSI 334 PSI 3742 FT -LB 2722 LB 14.8 82.2 12.3 41.5 41.2 488.4 N3 N3 N2 N2 N4 N4 Ii • Combination Roof and Floor Beam[ 97 Uniform Building Code (91 NDS) ]Ver. V5020935 By: John F. McLean, PE , Structures Consulting Group on: 01 -29 -2002 Project: 128TH - Location: FIRST FLOOR FRONT ENTRY Summary: (2 ) 1.75 IN x 11.875 IN x 5.5 FT / Gang Lam 2650 Fb -1.8E - Louisiana Pacific Section Adequate By: 239.5% Controlling Factor: Area / Depth Required 5.21 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams Span 3000 - 1500 - Shear (Ibs) 0 - -1500 - -3000 - 4000 - 2000 - Moment (ft-lb) 0 -2000 - -4000 - -.03 - -.015 - Deflection (in) 0 .015 .03 - 2722 lbs @ 0 ft Reactions Live Load Dead Load Total Load Uplift Load A 1612 Lb 1109 Lb 2722 Lb 0 Lb B 1612 Lb 1109 Lb 2722 Lb 0 Lb .023in @2.8ft Span = 5.5 ft Controlling Load Cases: Shear. Critical shear created by combining all dead and live loads. Moment Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM Combination Roof and Floor Beamf 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: John F. McLean, PE , Structures Consulting Group on: 01 -29 -2002 : 6:30:56 PM Project: 128TH - Location: FIRST FLOOR UTILITY ROOM Summary: ( 2 ) 1.75 IN x 11.875 IN x 10.0 FT / Gang Lam 2650 Fb -1.8E - Louisiana Pacific Section Adequate By: 69.1° Controlling Factor: Section Modulus / Depth Required 9.47 In * Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Roof Loading: Roof Live Load -Side One: RLL1= Roof Dead Load -Side One: RDL1= Roof Tributary Width -Side One: RTW1= Roof Live Load -Side Two: RLL2= Roof Dead Load -Side Two: RDL2= Roof Tributary Width -Side Two: RTW2= Roof Duration Factor. Cd -roof= Floor Loading: Floor Live Load -Side One: FLL1= Floor Dead Load -Side One: FDL1= Floor Tributary Width -Side One: FTW1= Floor Live Load -Side Two: FLL2= Floor Dead Load -Side Two: FDL2= Floor Tributary Width -Side Two: FTW2= Floor Duration Factor: Cd- floor= Wall Load: WALL= Beam Loads: Roof Uniform Live Load: wL -roof= Roof Uniform Dead Load (Adjusted for roof pitch): wD -roof= Floor Uniform Live Load: wL -floor= Floor Uniform Dead Load: wD- floor= Beam Self Weight: BSW= Combined Uniform Live Load: wL= Combined Uniform Dead Load: wD= Combined Uniform Total Load: wT= Controlling Total Design Load: wT -cont= Properties For: Gang Lam 2650 Fb -1.8E- Louisiana Pacific Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.00 FY': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: 5.0 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: V= At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: M= Sreq= S= Areq= A= I req= I= 0.10 IN 0.15 IN = U800 0.25 IN = U474 2931 LB 2017 LB 4948 LB 1.57 IN 10.0 FT 0.0 FT 360 240 25.0 PSF 15.0 PSF 9.0 FT 25.0 PSF 15.0 PSF 3.25 FT 1.15 40.0 PSF 15.0 PSF 7.0 FT 40.0 PSF 15.0 PSF 0.0 FT 1.00 80 PLF 306 PLF 205 PLF 280 PLF 105 PLF 13 PLF 586 PLF 310 PLF 990 PLF 990 PLF 2650 PSI 290 PSI 1800000 PSI 900 PSI 3052 PSI 334 PSI 12371 FT -LB 4948 LB 48.7 82.2 22.3 41.5 247.4 488.4 N3 N3 N2 N2 N4 N4 Combination Roof and Floor Beam( 97 Uniform Building Code (91 NDS) ]Ver. V5020935 By: John F. McLean, PE , Structures Consulting Group on: 01 -29 -2002 Project 128TH - Location: FIRST FLOOR UTILITY ROOM Summary: (2 ) 1.75 IN x 11.875 IN x 10.0 FT / Gang Lam 2650 Fb -1.8E - Louisiana Pacific Section Adequate By: 69.1% Controlling Factor: Section Modulus / Depth Required 9.47 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 5000 2500 - Shear (Ibs) 0 -2500 - -5000 - 20000 - 10000 - Moment (ft-lb) 0 -10000 -20000 - -.4 - -.2 Deflection (in) 0 .2- .4- 4948 lbs @ 0 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 2931 Lb 2017 Lb 4948 Lb 0 Lb B 2931 Lb 2017 Lb 4948 Lb 0 Lb Span w Span =10 ft 12371 ft Ibs @ 5 ft �.253in @5ft Span =10 ft -4949 Ibs @ 10 ft 3 50 Z Q .. _. W � J U• '0O' N 0. W I• W O }} . u. Q =W Z 1- O Z I— .D 0 N: O - WW O. .. Z •W Off: • • Area: Moment of Inertia: Combination Roof and Floor Beam( 97 Uniform Building Code (91 NDS) Ver: 5.02 By: John F. McLean, PE , Structures Consulting Group on: 01 -29 -2002 : 6:41:15 PM Project: 128TH - Location: FIRST FLOOR KITCHEN Summary: ( 2 ) 1.75 IN x 11.875 IN x 12.33 FT / Gang Lam 2650 Fb -1.8E - Louisiana Pacific Section Adequate By: 19.3% Controlling Factor: Moment of Inertia / Depth Required 11.2 In * Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Roof Loading: Roof Live Load -Side One: RLL1= Roof Dead Load -Side One: RDL1= Roof Tributary Width -Side One: RTW1= Roof Live Load -Side Two: RLL2= Roof Dead Load -Side Two: RDL2= Roof Tributary Width -Side Two: RTW2= Roof Duration Factor: Cd -roof= Floor Loading: Floor Live Load -Side One: FLL1= Floor Dead Load -Side One: FDL1= Floor Tributary Width -Side One: FTW1= Floor Live Load -Side Two: FLL2= Floor Dead Load -Side Two: FDL2= Floor Tributary Width -Side Two: FTW2= Floor Duration Factor. Cd- floor= Wall Load: WALL= Beam Loads: Roof Uniform Live Load: wL -roof= Roof Uniform Dead Load (Adjusted for roof pitch): WD -roof= Floor Uniform Live Load: wL- floor= Floor Uniform Dead Load: wD- floor= Beam Self Weight: BSW= Combined Uniform Live Load: wL= Combined Uniform Dead Load: wD= Combined Uniform Total Load: wT= Controlling Total Design Load: wT -cont= Properties For: Gang Lam 2650 Fb -1.8E- Louisiana Pacific Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.00 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: 6.165 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: V= At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: M= Sreq= S= Areq= A= I req= I= 0.23 IN 0.29 IN = U516 0.52 IN = U286 2990 LB 2397 LB 5387 LB 1.71 IN 12.33 FT 0.0 FT 360 240 25.0 PSF 15.0 PSF 6.4 FT 25.0 PSF 15.0 PSF 9.0 FT 1.15 40.0 PSF 15.0 PSF 0.0 FT 40.0 PSF 15.0 PSF 2.5 FT 1.00 80 PLF 385 PLF 258 PLF 100 PLF 38 PLF 13 PLF 485 PLF 296 PLF 874 PLF 874 PLF 2650 PSI 290 PSI 1800000 PSI 900 PSI 3052 PSI 334 PSI 16604 FT -LB 5387 LB 65.3 82.2 24.3 41.5 409.5 488.4 N3 N3 N2 N2 N4 N4 �� o Z '. Ce W QQ � JU U O LU � 0 • u_ uj 0 } g 11 u_¢ CO a = a I- _ Z � I- O Z W uj 2 • p O N , per.. W w 1- u" O W Z U = ::' O I-. Z Combination Roof and Floor Beam[ 97 Uniform Building Code (91 NDS) ]Ver. V5020935 By: John F. McLean, PE , Structures Consulting Group on: 01 -29 -2002 Project 128TH - Location: FIRST FLOOR KITCHEN Summary: (2 ) 1.75 IN x 11.875 IN x 12.33 FT / Gang Lam 2650 Fb -1.8E - Louisiana Pacific Section Adequate By: 19.3% 'Controlling Factor: Moment of Inertia / Depth Required 11.2 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 6000 3000 - Shear (Ibs) 0 -3000 - -6000 20000- 10000 - Moment (ft-lb) 0 -10000 - -20000 - -.6 - -.3 - Deflection (in) 0 .3- .6- 5387lbs @oft Controlling Load Cases: Shear. Critical shear created by combining all dead and live loads. Moment Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM w 16604ft- Ibs @6ft � .516in @6.2ft Span =12.33 ft -5387 Ibs @ 12 ft Reactions Live Load Dead Load Total Load Uplift Load A 2990 Lb 2397 Lb 5387 Lb 0 Lb B 2990 Lb 2397 Lb 5387 Lb 0 Lb Span Span =12.33 ft Si 0 1 B Z tr 6 00 W J �. • LL W O 2 g a = Z � F- Z U� O N O I- W W I- O O ff' Z Combination Roof and Floor Beam( 97 Uniform Building Code (91 NDS) 1 Ver: 5.02 By: John F. McLean, PE , Structures Consulting Group on: 01 -29 -2002 : 6:43:38 PM Project: 128TH - Location: FIRST FLOOR NOOK Summary: ( 2 ) 1.75 IN x 9.5 IN x 12.33 FT / Gang Lam 2650 Fb -1.8E - Louisiana Pacific Section Adequate By: 19.8% Controlling Factor: Moment of Inertia / Depth Required 8.94 In * Laminations are to be fully connected to provide uniform transfer of loads to all members Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: L/ Roof Loading: Roof Live Load -Side One: RLL1= Roof Dead Load -Side One: RDL1= Roof Tributary Width -Side One: RTW1= Roof Live Load -Side Two: RLL2= Roof Dead Load -Side Two: RDL2= Roof Tributary Width -Side Two: RTW2= Roof Duration Factor: Cd -roof= Floor Loading: Floor Live Load -Side One: FLL1= Floor Dead Load -Side One: FDL1= Floor Tributary Width -Side One: FTW1= Floor Live Load -Side Two: FLL2= Floor Dead Load -Side Two: FDL2= Floor Tributary Width -Side Two: FTW2= Floor Duration Factor: Cd- floor= Wall Load: WALL= Beam Loads: Roof Uniform Live Load: wL -roof= Roof Uniform Dead Load (Adjusted for roof pitch): wD -roof= Floor Uniform Live Load: wL floor= Floor Uniform Dead Load: wD- floor= Beam Self Weight: BSW= Combined Uniform Live Load: wL= Combined Uniform Dead Load: wD= Combined Uniform Total Load: wT= Controlling Total Design Load: wT -cont= Properties For: Gang Lam 2650 Fb -1.8E- Louisiana Pacific Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.03 FV: Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment M= 6.165 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: V= At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Sreq= S= Areq= A= Ireq= I= 0.27 IN 0.25 IN = U603 0.51 IN = U288 1310 LB 1436 LB 2746 LB 0.87 IN 12.33 FT 0.0 FT 360 240 25.0 PSF 15.0 PSF 1.5 FT 25.0 PSF 15.0 PSF 7.0 FT 1.15 40.0 PSF 15.0 PSF 0.0 FT 40.0 PSF 15.0 PSF 0.0 FT 1.00 80 PLF 213 PLF 143 PLF 0 PLF 0 PLF 10 PLF 213 PLF 143 PLF 445 PLF 445 PLF 2650 PSI 290 PSI 1800000 PSI 900 PSI 3151 PSI 334 PSI 8465 FT -LB 2746 LB 32.3 52.6 12.4 33.2 208.8 250.0 N3 N3 N2 N2 N4 N4 • 3 /so Anitl Combination Roof and Floor Beam[ 97 Uniform Building Code (91 NDS) ]Ver. V5020935 By: John F. McLean, PE , Structures Consulting Group on: 01 -29 -2002 Project: 128TH - Location: FIRST FLOOR NOOK Summary: (2 ) 1.75 IN x 9.5 IN x 12.33 FT / Gang Lam 2650 Fb -1.8E - Louisiana Pacific Section Adequate By: 19.8% Controlling Factor: Moment of Inertia / Depth Required 8.94 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 3000 = 2746 Ibs @ 0 ft 1500 - Shear (Ibs) 0 Span -1500 -3000 - 9000 - 4500 - Moment (ft-lb) 0 -4500 - -9000 - -.6 - -.3 - Deflection (in) 0 .3- .6- Controlling Load Cases: Shear. Critical shear created by combining all dead and live loads. Moment Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM Reactions Live Load Dead Load Total Load Uplift Load A 1310 Lb 1436 Lb 2746 Lb 0 Lb B 1310 Lb 1436 Lb 2746 Lb 0 Lb Span =12.33 ft w Span =12.33 ft 'd-- .514in @6.2ft -2747 Ibs @ 12 ft 3 ' Sc Z CL 2 JU U co O W = J i- N LL WO LL Q. D. Z �' Z O 0. U O o i- W • LU LL Z < U N ' O Z Area: Moment of Inertia: Combination Roof and Floor Beamf 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: John F. McLean, PE , Structures Consulting Group on: 01 -29 -2002 : 7:19:54 PM Project: 128TH - Location: CRAWLER BEAM LINE UNDER LIVING ROOM Summary: 3.5 IN x 9.25 IN x 4.5 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 58.1% Controlling Factor: Area / Depth Required 5.85 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: L/ Roof Loading: Roof Live Load -Side One: RLL1= Roof Dead Load -Side One: RDL1= Roof Tributary Width -Side One: RTW1= Roof Live Load -Side Two: RLL2= Roof Dead Load -Side Two: RDL2= Roof Tributary Width -Side Two: RTW2= Roof Duration Factor. Cd -roof= Floor Loading: Floor Live Load -Side One: FLL1= Floor Dead Load -Side One: FDL1= Floor Tributary Width -Side One: FTW1= Floor Live Load -Side Two: FLL2= Floor Dead Load -Side Two: FDL2= Floor Tributary Width -Side Two: FTW2= Floor Duration Factor: Cd- floor= Wall Load: WALL= Beam Loads: Roof Uniform Live Load: wL -roof= Roof Uniform Dead Load (Adjusted for roof pitch): wD -roof= Floor Uniform Live Load: wL- floor= Floor Uniform Dead Load: wD- floor= Beam Self Weight: BSS/= Combined Uniform Live Load: wL= Combined Uniform Dead Load: wD= Combined Uniform Total Load: wT= Controlling Total Design Load: wT -cont= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.20 FV: Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: M= 2.25 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: V= Sreq= S= Areq= A= Ireq= I= 0.01 IN 0.01 IN = U6006 0.02 IN = U3262 810 LB 681 LB 1491 LB 0.68 IN 4.5 FT 0.0 FT 360 240 25.0 PSF 15.0 PSF 0.0 FT 25.0 PSF 15.0 PSF 0.0 FT 1.15 40.0 PSF 15.0 PSF 5.0 FT 40.0 PSF 15.0 PSF 4.0 FT 1.00 160 PLF 0 PLF 0 PLF 360 PLF 135 PLF 8 PLF 360 PLF 135 PLF 663 PLF 663 PLF 875 PSI 95 PSI 1600000 PSI 625 PSI 1208 PSI 109 PSI 1678 FT -LB 1491 LB 16.7 49.9 20.5 32.3 17.0 230.8 N3 N3 N2 N2 N4 N4 Combination Roof and Floor Beam[ 97 Uniform Building Code (91 NDS) ]Ver. V5020935 By: John F. McLean, PE , Structures Consulting Group on: 01 -29 -2002 Project 128TH - Location: CRAWLER BEAM LINE UNDER LIVING ROOM Summary: 3.5 IN x 9.25 IN x 4.5 FT /#2 - Douglas Fir -Larch - Dry Use Section Adequate By: 58.1% Controlling Factor: Area / Depth Required 5.85 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 2000 1000 - Shear (ibs) 0 - -1000 - -2000 - 2000 - 1000 - Moment (ft-lb) 0 -1000 - -2000 - -.03 - -.015 - Deflection (in) 0 .015 - .03 - 1491Ibs @Oft 1678 ft-Ibs @ 2 ft Controlling Load Cases: Shear: Critical shear created by combining all dead and live loads. Moment Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM Span '= 4.5 ft W - .016in ©2.3ft -1492 Ibs @ 5 ft Reactions Live Load Dead Load Total Load Uplift Load A 810 Lb 681 Lb 1491 Lb 0 Lb B 810 Lb 681 Lb 1491 Lb 0 Lb Span ... Span = 4.5 ft Z � re uJ , 6 U O' W = J 1- W co � Q =C7. Z I- O. Z F LLI p O N W W LL- 5 . O LII Z, O ~. Z • Combination Roof and Floor Beam( 97 Uniform Building Code (91 NDS) 1 Ver: 5.02 By: John F. McLean, PE , Structures Consulting Group on: 01 -29 -2002 : 7:06:38 PM Project: 128TH - Location: BEAM LINE KITCHEN & MASTER Summary: 3.5 IN x 9.25 IN x 6.33 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 10.3° Controlling Factor: Area / Depth Required 8.39 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: U Roof Loading: Roof Live Load -Side One: RLL1= Roof Dead Load -Side One: RDL1= Roof Tributary Width -Side One: RTW1= Roof Live Load -Side Two: RLL2= Roof Dead Load -Side Two: RDL2= Roof Tributary Width -Side Two: RTW2= Roof Duration Factor: Cd -roof= Floor Loading: Floor Live Load -Side One: FLL1= Floor Dead Load -Side One: FDL1= Floor Tributary Width -Side One: FTW1= Floor Live Load -Side Two: FLL2= Floor Dead Load -Side Two: FDL2= Floor Tributary Width -Side Two: FTW2= Floor Duration Factor: Cd- floor= Wall Load: WALL= Beam Loads: Roof Uniform Live Load: wL -roof= Roof Uniform Dead Load (Adjusted for roof pitch): wD -roof= Floor Uniform Live Load: wL- floor= Floor Uniform Dead Load: wD- floor= Beam Self Weight: BSW= Combined Uniform Live Load: wL= Combined Uniform Dead Load: wD= Combined Uniform Total Load: wT= Controlling Total Design Load: wT -cont= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.00 Cf =1.20 Fv': Fv'= Adjustment Factors: Cd =1.00 Design Requirements: Controlling Moment: M= 3.165 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: V= At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Sreq= S= Areq= Ireq= I= 0.02 IN 0.04 IN = U1842 0.06 IN = U1322 1334 LB 525 LB 1860 LB 0.85 IN 6.33 FT 0.0 FT 360 240 25.0 PSF 15.0 PSF 0.0 FT 25.0 PSF 15.0 PSF 0.0 FT 1.15 40.0 PSF 15.0 PSF 2.0 FT 40.0 PSF 15.0 PSF 8.54 FT 1.00 0 PLF 0 PLF 0 PLF 422 PLF 158 PLF 8 PLF 422 PLF 158 PLF 588 PLF 588 PLF 875 PSI 95 PSI 1600000 PSI 625 PSI 1050 PSI 95 PSI 2943 FT -LB 1860 LB 33.7 49.9 29.4 32.3 45.2 230.8 N3 N3 N2 N2 N4 N4 ' b Combination Roof and Floor Beam[ 97 Uniform Building Code (91 NDS) ]Ver. V5020935 By: John F. McLean, PE , Structures Consulting Group on: 01 -29 -2002 Project: 128TH - Location: BEAM LINE KITCHEN & MASTER Summary: 3.5 IN x 9.25 IN x 6.33 FT /#2 - Douglas Fir -Larch - Dry Use Section Adequate By: 10.3% Controlling Factor: Area / Depth Required 8.39 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 2000 1000 - Shear (Ibs) 0 -1000 - -2000 - 3000 - 1500 - Moment (ft -lb) 0 -1500 - -3000 - -.05 - -.025 - Deflection (in) 0 Span .025 - .05 - 1860Ibs @Oft Reactions Live Load Dead Load Total Load Uplift Load A 1334 Lb 525 Lb 1860 Lb 0 Lb B 1334 Lb 525 Lb 1860 Lb 0 Lb Span = 6.33 ft Controlling Load Cases: Shear. Critical shear created by combining all dead and live Toads. Moment Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by live loads only. LOADING DIAGRAM w Span = 6.33 ft � .041in @3.2ft 3ft A so Area: Moment of Inertia: Combination Roof and Floor Beamf 97 Uniform Building Code (91 NDS) Ver: 5.02 By: John F. McLean, PE , Structures Consulting Group on: 01 -29 -2002 : 7:02:58 PM Protect: 128TH - Location: BEAM LINE DINING -TO- LIVING Summary: 3.5 IN x 9.25 IN x 3.33 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 5.4% Controlling Factor: Area / Depth Required 8.78 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Live Load Deflect. Criteria: U Total Load Deflect. Criteria: U Roof Loading: Roof Live Load -Side One: RLL1= Roof Dead Load -Side One: RDL1= Roof Tributary Width -Side One: RTW1= Roof Live Load -Side Two: RLL2= Roof Dead Load -Side Two: RDL2= Roof Tributary Width -Side Two: RTW2= Roof Duration Factor: Cd -roof= Floor Loading: Floor Live Load -Side One: FLL1= Floor Dead Load -Side One: FDL1= Floor Tributary Width -Side One: FTW1= Floor Live Load -Side Two: FLL2= Floor Dead Load -Side Two: FDL2= Floor Tributary Width -Side Two: FTW2= Floor Duration Factor: Cd- floor= Wall Load: WALL= Beam Loads: Roof Uniform Live Load: wL -roof= Roof Uniform Dead Load (Adjusted for roof pitch): wD -roof= Floor Uniform Live Load: wL- floor= Floor Uniform Dead Load: wD- floor= Beam Self Weight: BSW= Combined Uniform Live Load: wL= Combined Uniform Dead Load: wD= Combined Uniform Total Load: wT= Controlling Total Design Load: wT -cont= Properties For: #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.20 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: 1.665 ft from left support Critical moment created by combining all dead and live Toads. Maximum Shear: V= At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: M= Sreq= S= Areq= A= Ireq= I= 0.00 IN 0.01 IN = L/6771 0.01 IN = U3970 1312 LB 925 LB 2237 LB 1.02 IN 3.33 FT 0.0 FT 360 240 25.0 PSF 15.0 PSF 6.2 FT 25.0 PSF 15.0 PSF 9.0 FT 1.15 40.0 PSF 15.0 PSF 6.2 FT 40.0 PSF 15.0 PSF 4.0 FT 1.00 140 PLF 380 PLF 255 PLF 408 PLF 153 PLF 8 PLF 788 PLF 408 PLF 1344 PLF 1344 PLF 875 PSI 95 PSI 1600000 PSI 625 PSI 1208 PSI 109 PSI 1863 FT -LB 2237 LB 18.6 49.9 30.8 32.3 14.0 230.8 N3 N3 N2 N2 N4 N4 Combination Roof and Floor Beam[ 97 Uniform Building Code (91 NDS) jVer. V5020935 By: John F. McLean, PE , Structures Consulting Group on: 01 -29 -2002 Project 128TH - Location: BEAM LINE DINING -TO- LIVING Summary: 3.5 IN x 9.25 IN x 3.33 FT /#2 - Douglas Fir -Larch - Dry Use Section Adequate By: 5.4% Controlling Factor: Area / Depth Required 8.78 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams Span 3000 1500 Shear (lbs) 0 -1500 -3000 - 2000 1000 - Moment (ft-lb) 0 -1000 - -2000 - -.02 - -.01 - Deflection (in) 0 .01 - .02 - 2237 lbs @ 0 ft Reactions Live Load Dead Load Total Load Uplift Load A 1312 Lb 925 Lb 2237 Lb 0 Lb B 1312 Lb 925 Lb 2237 Lb 0 Lb � .01in©1.7ft Span = 3.33 ft Controlling Load Cases: Shear. Critical shear created by combining all dead and live loads. Moment Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM w Span = 3.33 ft 3 ft-lbs ©2ft -2238 lbs @ 3 ft X 3 '60 6 a C a g : JU O 0 too w I J Fes • LL : w g J; • a I a 1 - w Z F- 0 Z H' uj W O O O — O f- = • V ` H n O LLi Z O 17% 0 Z 4 %0 Area: Moment of Inertia: Combination Roof and Floor Beam( 97 Uniform Building Code (91 NDS)1 Ver: 5.02 By: John F. McLean, PE , Structures Consulting Group on: 01 -29 -2002 : 7:52:07 PM Project: 128TH - Location: CRAWLER BEAM LINE AT HALL Summary: ( 2 ) 3.5 IN x 9.25 IN x 4.33 FT / #2 - Douglas Fir -Larch - Dry Use Section Adequate By: 38.9% Controlling Factor: Area / Depth Required 6.66 In Deflections: Dead Load: DLD= Live Load: LLD= Total Load: TLD= Reactions (Each End): Live Load: LL -Rxn= Dead Load: DL -Rxn= Total Load: TL -Rxn= Bearing Length Required (Beam only, Support capacity not checked): BL= Beam Data: Span: L= Maximum Unbraced Span: Lu= Live Load Deflect. Criteria: L/ Total Load Deflect. Criteria: U Roof Loading: Roof Live Load -Side One: RLL1= Roof Dead Load -Side One: RDL1= Roof Tributary Width -Side One: RTW1= Roof Live Load -Side Two: RLL2= Roof Dead Load -Side Two: RDL2= Roof Tributary Width -Side Two: RTW2= Roof Duration Factor: Cd -roof= Floor Loading: Floor Live Load -Side One: FLL1= Floor Dead Load -Side One: FDL1= Floor Tributary Width -Side One: FTW1= Floor Live Load -Side Two: FLL2= Floor Dead Load -Side Two: FDL2= Floor Tributary Width -Side Two: FTW2= Floor Duration Factor. Cd -floor= Wall Load: WALL= Beam Loads: Roof Uniform Live Load: wL -roof= Roof Uniform Dead Load (Adjusted for roof pitch): wD -roof= Floor Uniform Live Load: wL- floor= Floor Uniform Dead Load: wD -floor= Beam Self Weight BSW= Combined Uniform Live Load: wL= Combined Uniform Dead Load: wD= Combined Uniform Total Load: wT= Controlling Total Design Load: wT -cont= Properties For. #2- Douglas Fir -Larch Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E= Stress Perpendicular to Grain: Fc_perp= Adjusted Properties Fb' (Tension): Fb'= Adjustment Factors: Cd =1.15 Cf =1.20 Fv': Fv'= Adjustment Factors: Cd =1.15 Design Requirements: Controlling Moment: 2.165 ft from left support Critical moment created by combining all dead and live loads. Maximum Shear: V= At support. Critical shear created by combining all dead and live loads. Comparisons With Required Sections: Section Modulus: M= Sreq= S= Areq= A= I req= 1= 0.01 IN 0.01 IN = U5194 0.02 IN = U3096 2023 LB 1371 LB 3395 LB 0.78 IN 4.33 FT 0.0 FT 360 240 25.0 PSF 15.0 PSF 6.5 FT 25.0 PSF 15.0 PSF 8.0 FT 1.15 80.0 PSF 30.0 PSF 6.0 FT 40.0 PSF 15.0 PSF 2.3 FT 1.00 160 PLF 363 PLF 243 PLF 572 PLF 215 PLF 16 PLF 935 PLF 458 PLF 1568 PLF 1568 PLF 875 PSI 95 PSI 1600000 PSI 625 PSI 1208 PSI 109 PSI 3675 FT -LB 3395 LB 36.6 99.8 46.7 64.7 35.8 461.6 N3 N3 N2 N2 N4 N4 Z < Z w W 6 -I C.) U O' W = '. J U) u_ WO g Q. I I--W ZF- I- O W ~ • U� :0 E-:. W I, U • O: • . Z: am . O Z Combination Roof and Floor Beam[ 97 Uniform Building Code (91 NDS) ]Ver. V5020935 By: John F. McLean, PE , Structures Consulting Group on: 01 -29 -2002 Project 128TH - Location: CRAWLER BEAM LINE AT HALL Summary: (2 ) 3.5 IN x 9.25 IN x 4.33 FT /#2 - Douglas Fir -Larch - Dry Use Section Adequate By: 38.9% Controlling Factor: Area / Depth Required 6.66 In SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination shown: Controlling Shear/Moment/Deflection Diagrams 4000 -" 3395 Ibs @ 0 ft 2000 - Shear (Ibs) 0 2000 - Moment (ft -Ib) 0 -.015 - Deflection (in) 0 Spa -2000 - -4000 - 4000 - -2000 - -4000 - -.03 - .015 - .03 - Reactions Live Load Dead Load Total Load Uplift Load A 2023 Lb 1371 Lb 3395 Lb 0 Lb B 2023 Lb 1371 Lb 3395 Lb 0 Lb 3675 ft-lbs .016 in 2.2ft Span = 4.33 ft Controlling Load Cases: Shear. Critical shear created by combining all dead and live loads. Moment Critical moment created by combining all dead and live loads. Deflection: Critical deflection created by combining all dead and live loads. LOADING DIAGRAM W Span = 4.33 ft -3395 lbs 4 ft Z Q H =w fr 6 0O 0 W I WO g • a co Z c • W Z � I— O Z I— O — ; 0 WW , U , O :, l Z lt O N `. r-: Z I H Multi- Loaded Beam( 07 Uniform Building Code (91 NDS)1 Ver: 5.02 By: John F. McLean, PE , Structures Consulting Group on: 01 -30 -2002 : 07:33:64 AM Protect: 128th - Location: Second Floor Bedroom #1 Gable End ...4 • Summary; ..` 1.76 IN x 11.075 IN x 10.3 FT / Gana Larn 2650 Fb -1.8E - Louisiana PaoRio Section Adequate By: 7.1% Controlling Factor: Moment of inertia! Depth Required 11.61 in • Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: LL Rxn -A= Dead Load: DL- Rxn -A= Total Load:: TL- Rxn -A= ' Bearing Length Required (Beam only, Support capacity not checked): BL -A= Center Span Right End Reactions (Support B): • LL_Rxn -B= Live Load: Dead Load: DL Rxn - B= Total Load: TL- Rxn-B= • Bearing Length Required (Beam only, Support capacity not checked): BL -B= Beam Data: Center Span Length: L2= Center Span Unbraced Length -Top of Beam: L.u2 -Top= Center Span Unbraced Length - Bottom of Beam: Lu2- Bottom= Live Load Duration Factor: Cd= Live Load Deflect Criteria: U Total Load Deflect Criteria: U Center Span Loading: Uniform Load: Live Load: wL Dead Load: wD -2= Beam Self Weight: BSW= Total Load: wT -2= Point Load 1 Live Load: PL1 -2= Dead Load: PD1 -2= Location (From left end of span): X1 -2= roperties For Gang Lam 2050 Fb -1.8E- Louisiana Pacific Bending Stress: Fb= Shear Stress: Fv= Modulus of Elasticity: E Stress Perpendicular to Grain: Fc_perp= I Adjusted Properties 'b' (Tension): Fb'= Adjustment Factors: Cd =1.00 Cf =1.00 F Fv'= Adjustment Factors: Cd =1.00 n Requirements: ' Controlling Moment M= 6.406 Ft from Left Support of Span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Maximum Shear. V_ At left support of span 2 (Center Span) Critical shear created by combining all dead loads and live loads on span(s) 2 Comparisons With Required Sections: • Section Modulus: Sreq= 27.8 S= 41.1 Area: Area= 17.0 A= 20.7 Moment of Inertia: free= 228.2 I= 244.2 DLD- Center= LLD- Center= TM- Center= 0.59 IN 0.26 IN =L/831 0.85 IN = L/257 3276 LB N3 N2 N2 N4 N4 1807 Z 807 LB 1409 LB 2.08 IN • `~ W r ¢¢ 2 173 LB J U 856 LB 0 0 1029 LB 0.65 IN (o a) W 18.3 FT J I F- 0. 0 FT to LL . 18.3 FT W O . 360 240 t g LL Q rn P 0 PLF = d; 80 PLF I W 6 PLF Z I 86 PLF 1980 LB Z 1 743 LB 2 D 1.t's Fr U 2850 PSI 0 N 200 PSI 1800000 PSI W H 900 PSI = U 2054 PSI W E- — O. 290 PSI to N U I- _ 6127 FT -LB O F Z ' Mute- Loaded Beam! 97 Uniform Building Code (91 NUS) )Ver. V5020935 By: John F. McLean, PE , Structures Consulting Group on: 01- 3OLZ002 Project: 128th - Location: Second Floor Bedroom #1 Gable End Summary. 1.75 IN x 11.075 IN x 18.3 FT / Gang Lem 2650 Fb -1.8E - Louisiana Pacific Section Adequate By 7.1% Controlling Factor. Moment of Inertia / Depth Required 11.61 In 4000 2000 Shear Os) 0 -2000 -4000 7000 3500 Moment ((t -Ib) 0 -3500 -7000 -1 -.5 Deflection . ;On)'0 .5 P1 SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination ohown: Controllin___ affection Dianrams Controlinci Load Cases: ; Shear: Critical shear created by combining all dead loads and We loads on span(s) 2 Moment Critical moment created by combining all dead loads end live loads on span(s) 2 Deflection: Critical deflection created by combining all dead loads and live loads on span(a) 2 C ipa'ry pi �almw...h.�ww[a, -J - D Load Dead Loact Total Load Uplift Load LOADING DIAGRAM W Center Span =18.3 ft -K 3276 lba (`,4 O ft -1030 Ws Q 18 ft ti i 6127 ft -Ibs @ 6 ft 7Z -----------"--- i r r i r 1 - .8541n@8.6 ft Center Span =18.3 ft ' Mute- Loaded Beam! 97 Uniform Building Code (91 NUS) )Ver. V5020935 By: John F. McLean, PE , Structures Consulting Group on: 01- 3OLZ002 Project: 128th - Location: Second Floor Bedroom #1 Gable End Summary. 1.75 IN x 11.075 IN x 18.3 FT / Gang Lem 2650 Fb -1.8E - Louisiana Pacific Section Adequate By 7.1% Controlling Factor. Moment of Inertia / Depth Required 11.61 In 4000 2000 Shear Os) 0 -2000 -4000 7000 3500 Moment ((t -Ib) 0 -3500 -7000 -1 -.5 Deflection . ;On)'0 .5 P1 SHEAR, MOMENT, AND DEFLECTION DIAGRAMS Load combination ohown: Controllin___ affection Dianrams Controlinci Load Cases: ; Shear: Critical shear created by combining all dead loads and We loads on span(s) 2 Moment Critical moment created by combining all dead loads end live loads on span(s) 2 Deflection: Critical deflection created by combining all dead loads and live loads on span(a) 2 C ipa'ry pi �almw...h.�ww[a, -J - D Load Dead Loact Total Load Uplift Load LOADING DIAGRAM W Center Span =18.3 ft 01/30/2002 Itifib 10 P'A:i 43294977T 1807 Lb 173 Lb 1489 Lb 856 Lb 3276 Lb 1029 Lb 0 Lb 0 Lb Cantor Span Uniform Loading JJve Load pearl Load Seff Weight Total Load_ W 0 Pr 80 PIf 6 PIf 86 PIf Point Loading Livel,oa4 Dead Load oratlgj P1 1880 L 743 Lb 1.6 Ft :3a'RUe'J.'U12LS Pape 2 W 1.0 GENERAL 1.10 CONSTRUCTION NOTES 1.20 CODES The contractor shall verify and coordinate the dimensions among all drawings prior to proceeding with any work or fabrication. The contractor is responsible for all erection bracing, formwork and temporary construction shoring. The contractor is responsible for all required safety precautions and the methods, techniques and procedures required to perform his /her work. All methods, materials and workmanship shall conform to the 1997 Uniform Building Code (UBC) as amended and adopted by the local building authority. All references to other codes and standards (ACI, ASTM, etc.) shall be for the latest, or most current, edition available. 1.30 DESIGN CRITERIA Uniform Gravity Loads: Loads Roof (composition or shake) Floor (framed) Exterior Decks (framed) Walls (8-ft height) Walls (9 -ft height) 1.40 SOIL DATA Live Load (LL) 25 psf 40 psf 60 psf Dead Load (DL) 25 psf 15 psf 10 psf 80 plf 90 plf Total 50 psf 55 psf 70 psf 80 plf 90 plf Allowable soil bearing pressure is assumed to be 2000 psf. It is the responsibility of the contractor to verify that the site soils provide this minimum bearing capacity. Foundations shall not be placed upon fills unless the fills are designed and placed under the supervision of a registered professional engineer, State of Washington. 2.0 STRUCTURAL CONCRETE 2.10 GENERAL Mixing, placing and selection of materials for concrete shall be in accordance with the UBC and ACI 318 -89. Concrete shall be placed in a single pour between construction or control joints. Protect all concrete from premature drying and excessive hot or cold temperatures for seven days after placement. 2.20 STRENGTH Twenty -eight (28) day compressive strength shall be: Slump Footings 2500 4 inch +/ -1 inch Slab -on -grade 2500 4 inch +/ -1 inch ENGINEER J. McLean South 128 Street, Lot #2, Tukwila /A G.S. Builders & Developers Inc. Laterral Review Engineering Calculations PAGE 4 /S n CHECKER REPORT NO. SCG00102 DATE 1/21/02 Structures Consulting Group MODEL Residential 1.0 GENERAL 1.10 CONSTRUCTION NOTES 1.20 CODES The contractor shall verify and coordinate the dimensions among all drawings prior to proceeding with any work or fabrication. The contractor is responsible for all erection bracing, formwork and temporary construction shoring. The contractor is responsible for all required safety precautions and the methods, techniques and procedures required to perform his /her work. All methods, materials and workmanship shall conform to the 1997 Uniform Building Code (UBC) as amended and adopted by the local building authority. All references to other codes and standards (ACI, ASTM, etc.) shall be for the latest, or most current, edition available. 1.30 DESIGN CRITERIA Uniform Gravity Loads: Loads Roof (composition or shake) Floor (framed) Exterior Decks (framed) Walls (8-ft height) Walls (9 -ft height) 1.40 SOIL DATA Live Load (LL) 25 psf 40 psf 60 psf Dead Load (DL) 25 psf 15 psf 10 psf 80 plf 90 plf Total 50 psf 55 psf 70 psf 80 plf 90 plf Allowable soil bearing pressure is assumed to be 2000 psf. It is the responsibility of the contractor to verify that the site soils provide this minimum bearing capacity. Foundations shall not be placed upon fills unless the fills are designed and placed under the supervision of a registered professional engineer, State of Washington. 2.0 STRUCTURAL CONCRETE 2.10 GENERAL Mixing, placing and selection of materials for concrete shall be in accordance with the UBC and ACI 318 -89. Concrete shall be placed in a single pour between construction or control joints. Protect all concrete from premature drying and excessive hot or cold temperatures for seven days after placement. 2.20 STRENGTH Twenty -eight (28) day compressive strength shall be: Slump Footings 2500 4 inch +/ -1 inch Slab -on -grade 2500 4 inch +/ -1 inch I.. r - ENGINEER J. McLean South 128`" Street, Lot #2, TUkwilk G.S. Builders & Developers Inc. Lateral Review Engineering Calculations 9� 9 PAGE �� 5 0 CHECKER REPORT NO. SCG00102 DATE 1/21/02 Structures Consulting Group MODEL Residential 3.0 WOOD 2.30 MATERIALS Cement: Coarse and fine aggregate: Water: 2.40 WATER REDUCING ADMIXTURES ASTM 150, type I or I -II ASTM C 33 Clean, potable and free of substances having deleterious effects on concrete or its reinforcement. Water reducing admixture: ASTM C-494. Admixtures shall be used in exact accordance with manufacturer's instructions. Air entrainment: ASTM C -260 and ASTM C-494. Entrain 4% +/- 1% air by volume in all exposed concrete. 2.50 FORMWORK AND SHORING Follow recommended practice for concrete formwork (ACI -347). 2.60 REINFORCING STEEL Deformed bar reinforcement: ASTM A-615 Grade 60 Welded wire fabric: ASTM A -185 & ASTM A -82 fy = 65ksi All reinforcing shall be lap- spliced a minimum of 40 bar diameters except as noted specifically on the drawings. No more than 50% of horizontal or vertical bars shall be spliced at one location. 2.70 CONCRETE COVER ON REINFORCING (unless otherwise noted) Bottom of footings Formed earth face & slab on grade 3.10 GENERAL 3 inch 2 inch Framing lumber shall be DF #2 or as shown on the drawings. All 2 inch lumber shall be kiln dried (KD). Each piece of lumber shall bear the stamp of the West Coast Lumber Inspection Bureau (WCLIB) and /or the Western Wood Products Association (WWPA) showing grade mark. Provide cut or malleable iron washers where bolt heads, nuts and lag screws bear on wood. Treat all wood in contact with concrete, mortar, grout, masonry and within 12 inches of soil; all wood over water; and all wood in contact with soil; with pentachlorophenol suspended in mineral oil or a waterborne preservative in accordance with APWA specifications for the pressure treatment of western woods, latest edition. Retention to be as follows: Above ground in contact with concrete, mortar etc. Over water In contact with soil 0.30 0.40 0.60 Where possible, pre -cut material before treatment. All field cuts and drilled holes shall be field treated in accordance with APWA M-4. 4 . ENGINEER J. McLean South 128 Street, Lot #2, TukWII�. G.S. Builders & Developers Inc. Lateral Review Engineering Calculations PAGE n CHECKER - REPORT NO. SCG00102 DATE 1/21/02 Structures Consulting Group MODEL Residential 3.20 ACCESSORIES Bolts shall be ASTM A -307. Washers shall be malleable iron washers (M.I.W.) Or heavy plate cut washers. Nails shall be common, American or Canadian manufacturers only. For lag screws and shear plates see national design specifications. Anchors and connectors shall be Simpson, or equivalent, ICBO approved products. All fasteners shall be installed per manufacturer's recommendations unless otherwise noted. All hardware exposed to weather, or in unheated portions of the building, shall be galvanized per ASTM A -123. 3.30 MINIMUM NAILING Minimum nailing shall be per the 1997 UBC Table 23- II -B -1 nailing schedule. 3.40 SHEATHING (plywood and /or oriented strand board (OSB)) Each sheet shall bear the trademark of the American Plywood Association (APA). All grading shall conform to PS 1 -83 and Report Number NER -108. Thickness and layup shall be as shown on plans. All plywood shall be group I or II species. Unless otherwise noted, provide the following minimum nailing: Panel Edges: 8d © 6 inch on center Intermediate Support 8d c@ 12 inch on center 3.50 GLUED LAMINATED BEAMS Materials, manufacture and quality control shall be per ANSI /AITC A -190 ❑Structural Glued Laminated Timber. Unless otherwise noted, camber all beams 1 -1/2 times dead load deflection. All beams shall be combination 24F -V4 as listed in UBC table 23 -I-C -1 part a, and have exterior glue. Unless otherwise noted, industrial appearance is acceptable. 3.60 WOOD ADHESIVE All wood adhesives shall be elastomeric and shall be equivalent to 3M Scotch Grip wood adhesive 5230. Apply all adhesives in accordance with the manufacturer's recommendations or instructions. Z = W • re _1 C.) O 0 U) 0 : WI • J CO LL. w � 2 • u.¢. 2 • d t w z 1- O: Z j O H�. :w W. Z - Z Ili 1.) D.:• - O ~: Z '.:.. ENGINEER J. McLean South 128 Street, Lot #2, Tukwila, .4A G.S. Builders & Developers Inc. Lateral Review Engineering Calculations PAGE 4� j CHECKER REPORT NO. SCG00102 DATE 1/21/02 Structures Consulting Group MODEL Residential 3.70 PRE - ENGINEERED TRUSSES Member geometry and spacing shall be as shown on the plans. The manufacturer shall provide additional framing members as shown, or as necessary, to provide support for mechanical equipment, wall or other partitions, snow drift loads, etc.. Trusses with spans greater than 35 feet shall have the heel plates designed considering the effects of eccentric loading. Where noted, precut blocking, bridging, bracing and /or filler pieces shall be furnished by the manufacturer. Where applicable, wind uplift bracing shall be provided by the manufacturer. Unless otherwise noted, the truss manufacturer shall specify and furnish connection hardware for the installation of their truss system. Shop drawings shall indicate all required permanent bracing. Supporting calculations shall indicate member stresses, species /grades and applicable ICBO /CABO approvals. Shop drawings and calculations shall be sealed by a professional structural engineer registered in the State of Washington. Metal plated trusses shall be manufactured and detailed in conformance with the following standards: TPI -85 Design Specifications for Metal Plate Connected Wood Trusses. SCP -78 Code of Standard Practice for the Metal Plate Connected Wood Truss Industry. OCM -77 Quality Control Manual When delivered, the components shall be accompanied by the fabricator's certificate of conformance to the above referenced standards and, by user advisory, notices equivalent to the following: TPI HEY-80 TPI BTW -76 Recommendations for Handling and Erecting. Bracing Wood Trusses: Commentary and Recommendations. • z w - 1 00 W= . J I- 0 u_ W } O } g J u- ? to I I— _ Z Z I— ll! uj U � O N O I— W • W IL t " .. z U = O I z • Appendix A Shearwall Drawing Reference ENGINEER J. McLean CHECKER DATE 1/21/02 South 128`" Street, Lot #2, Tukwili. /A G.S. Builders & Developers Inc. Laterral Review Engineering Calculations Structures Consulting Group PAGE /5 r� REPORT NO. SCG00102 MODEL Residential The following pages are provided as a convenient method of incorporating the shearwall layout and nailing schedule into the required drawings. File: D 02 -0035 35mm Drawing #3-4 NO MANUFACTURER FRAME MATERIAL I MODEL # ' TOTAL GLAZING AREA Residential Energy Code Form H15 9/10/01 CITY OF ?'UKWILA Permit Center 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188 Telephone: (206) 431 -3670 WINDOW SCHEDULE GLAZING /SKYLIGHTS BY TYPE S.F. - TOTAL CONDITIONED FLOOR AREA ACTIVITY #: WASHINGTON STATE ENERGY CODE RESIDENTIAL COMPLIANCE FORM PRESCRIPTIVE APPROACH ciryaoxEvK /LA 1. HEAT SOURCE: /�'s (gas, oil, propane, heat pump, el ctr 0 ) ZDDz 2. WINDOW SCHEDULE: Fill in the window schedule based upon the proposed resiaeritva gn and calculate the glazing area as % of the conditioned floor area. 3. CHECK PRESCRIPTIVE OPTION: Glazing percentage will determine which option to choose. Mark option at top of column. (See back of this sheet) ho ck =a TOTAL GLAZING AREA 44 (add entire column) - C� S.F. x 100 = PROPOSED GLAZING PERCENTAGE /�. 03 2 The proposed glazing percentage must be less than or equal to the glazing percentage listed under the prescriptive option that is selected. r.vx'.4!}�I'�. •..� yn�ltiyi� .MfYt'MY'N'„Yf,:l`R.�,r� z z � 6 J 0 .0 0 co J H. w u. - a . = w F- _ Z � H O. Z F- w �p 0 O N ww • 0 - O: Lli Z U= • O ~ z Address: Footnotes: Permit # apter: Q ualification Form- Zon'e;1;, O ther fuels R esidential Prescr: iptive ':(Chapter..6):Options.for: Heat Source :: ther fuels. Instructions: 1) Carefully review the requirements for each of the options below. Choose an option that best suits your dwelling design. Glazing percentage typically determines which option to choose. Your building must match the selected option requirements without exceptions or substitutions. 2) Check ✓ the 0 above the requirements of your option. Disregard components or equipment that do not apply to your project. Your permit will be processed more efficiently if you provide all of the requested information. Department staff can help you with general questions about this form. Can't Comply? If none of the Prescriptive (Chapter 6) options are acceptable, consider the Component Performance (Chapter 5) Approach. Note that the Component Performance requirements are no less stringent than the Prescriptive requirements. Calculations may be performed with a 2000 WSEC Chapter 5 Residential Qualification Form, or by using an acceptable computer program such as WATTSUN. HVAC Efficiency Glazing: rnax: .. : :.::%:of floo:r =facto r•5.': ::O:verh .ea dGlazing l- Facto r3 .. CHECK ✓ One ilk • Ceilings::: w /attics above ;grade is below grade :: Interior: ;or: • ex error;::' Slab:on:grade : OPTIO OPTION ::::OPTION:. ;OPTION : • OPTION ::OPTION. : :OPTION •OPTION!`: z z II. III .. IV .... V . VI VIl VIII! .: :::. 0 Med 10% 0.70 0.68 R -30 R -30 R -15 `R -15 R -10 R -19 R -10 0 Med. 12% 0.65 0.68 R -30 R -30 R -15 R -15 R -10 R -19 R -10 0 High 21% 0.75 0.68 0.40 0.40 0.40 0.40 0.40 0.40 (R -2.5) (R -2.5) (R -2.5) (R -2.5) (R -2.5) (R -2.5) R -30 R -30 R -19 R -19 R -10 R -19 R -10 0 Med Low 21% 21% 0,65 0.60 0.68 0.68 R -30 R -30 R -30 R -30 R -19 R -19 R -19 R -19 R -10 R -10 R -19 R -19 R -10 R -10 0 Med 25% 0.45 0,68 R -38 R -30 R -19 R -19 R -10 R -25 R -10 Med 30% 0.40 0.68 0.40 (R -2.5) R -30 R -30 R -19 R -19 R -10 R -25 R -10 0 Med unlimited .25 0.40 0.40 (R -2.5) R -30 R -30 R -19 R -19 R -10 R -25 R -10 1. Nominal R - values are for wood frame assemblies only, or assemblies built in accordance with Sec. 601.1 2. The following options are applicable to buildings 2 stories or less: 0.50 MAX for glazing areas of 25% or less; 0.45 MAX for glazing areas of 30% or less. 3. Min. HVAC equipment requirements: 'Low' AFUE >_ 0.74. 'Med' AFUE ? 0.78. 'High' AFUE >_ .088. Heat Pumps: 'low' HSPF >_ 6.35; 'Med' HSPF >_ 6.8; 'High' HSPF >_ 71. Water & ground source heat pumps are 'med' and shall meet a minimum COP per WSEC Table 5 -7. 4. (Vertical + Overhead Glazing) i conditioned floor area = maximum glazing percentage. Overhead glazing with a U- factor of .40 or less is exempt from glazing percentage calculations. 5. Glazing, skylight, and door U- factors may be weighted to meet the U- factor requirements. Revised 6/25101 Washngtm Stale Univ:rely Energy Program an Review:; : re s el e cted' Op t ion rs �iciatuseon a p p r oprsa:te'' CSZ i 3::CJ 300 600 601 LINE 8 QTY • ;ilZry R0 DESCRIPTION P.4Ai 1 GLASS G.1 ADDITIONAL OPTIONS ECG Y!N U VALUE ON FACTOR. IN IM ITV 14,3 ' _ . r 1)5040 " D2050 5050 4050 , )3050 8040 6110R VI HV STYL 6110R VI HV STYL 6340 VI PW STYL STP PRM 6110R VI DV STYL 6110R VI HV STYL 6210R VI SH STYL WH WH WH WH WH WH CL /CL CT /CT CL /CL CL /CL CT /CT CL/CL H ALF VENT CLCL CLR ANN / CLR ANN DIN RM HALF VENT CTCT CLR TEMP /CLR TEMP NUOK PICTURE WINDOW CLCL CLR ANN / CLR ANN 1100K DOUBLE VENT CLCL C .R ANN / CLR ANN/ VERTICAL SET 1124.0000 MSTR UZU HALF VENT CTCT CLR TEMP /CLR TEMP MSTR BATH SINGLE HUNG 45 sr- - /`5S / SI' UJF ` /OJ %= , V? t / 9 , - 43 rl9 .SV 44.A_" 9', gv 7'St) /5 - I/ O qq /• efrO UU • '.1 Clearly the b Contact Shp: I OTAL SO FT CUSTOMEfl SICIy,n1FiE REMiTTO: 291600 Contact Ord: GOTTFRID I71Ltab1 u Ml1NU.Ct1L U1t1Nla, 1NL. P 0 BOX 11626 M5WA31050266 TACOMA, 41A 98411 I'1 RFIL.3 PHONE 253 -922 -6030 FAX 253 -922 -3983 291600 DATE SL1BTC LAL I QUOTE 770: GELID. SHIPTD. G S BUILDERS DEVELOPMENT (B) G S BUILDERS DEVELOPMENT (B) SMIPDATE DATE 3: P O BOX 68652 P O BOX 68652 TIME f SEATTLE WA 98168 SEATTLE WA 98168 CUSTOMERRO. LOT 2 TUKWILA PAGE ORDERDATE 12/05/01 INSDESALES JENNIFER HOLT Phone: 1- 206 - 2.44 -9822 OUTSIDESALES MILDENBERGER, BRIANQUCTE Fax #: 1- 206 -244 -9825 Del: 420 -H SEATTLE, TUF-WILA b'AL es TAX 1O1AL z w . 6 U U O . N 0 W= J � N W. W O LL. Q ± W Z = H F— O Z H: ILI • j O N W • W H — O Luc) z O Z LC5779811 Ckarly the best: RILL 10• -t G S BUILDERS DEVELOPMENT (B) D P O BOX 68652 'ti SEATTLE WA 98168 Contact Ord: GOTTFRID Contact Shp: CUSTOMER SICNATURE rer REMRTC: 291600 L'llLbHf:U CIUIVUraLl U2tllVta, AWL. P 0 BOX 11626 MSWA31050266 TACOMA, WA 98411 PHONE 253- 922 - -6030 FAX 253 -922 -3983 291600 `H IP TO: G S BUILDERS DEVELOPMENT P O BOX 68652 SEATTLE WA 98168 ( B) Phone: 1 -206- 244 -9822 Fns: #: 1- 206 - 244 -9825 Del: 420 -H SEATTLE, TUKWILA SHIP DATE QUOTE 77829 DATE 12 / TIME 8: CUSTOMER P.O. LOT 2 TUKWILA PAGE ORDERDATE 12/05/01 INSIDESALES JENNIFER HOLT OIfTSIDESALES MILDENBERGER, BRIANQUOTE 7 DATE LINE OT' 7 ' IT DESCRIPTION 9W CCi.C±I OLASS On A fTI:�fVA10PTiGN 441: SCR YIN U VALUE u ON FACTOR 7 8 9 10 I ]. 1.. • 1 1)040 1 11 50 ) 4050 5040 r 2030 6210R VI DSH STYL 6110R VI HV STYL 6110R VI HV STYL 6110R VI HV STYL 6210R VI SH STYL WH WH y WHCL WH T WH CL /CL CL /CL /CL CL /CL r CLCL CLR ANN / CLR ANN/ HORIZONTAL SET 024.0000 LIV DOUBLE SINGLE HUNG CLCL CLR ANN / CLR ANN / HORIZONTAL SET 024.0000 LIV HALF VENT CLCL CLR ANN / CLR ANN ENTRY HALF VENT CLCL CLR ANN / CLR ANN TIED 1 HALF VENT CLCL CLR ANN / CLR ANN BED 2 SINGLE HUNG CLCL CT.R ANN / CLR ANN/ - 3 05A aOJ'F 0 2Q5/= p ?a f - !mss/ Y- Y -Y- Y 7 ..SD ,e/fr I/ ! T9 I Y9 ,527 - - AS, p—p 9 rV 9. v - y d 3, - - - - TOTAL SO. FT. TERNS SUBTOTAL SALESTAX TOTAL Ckarly the best: RILL 10• -t G S BUILDERS DEVELOPMENT (B) D P O BOX 68652 'ti SEATTLE WA 98168 Contact Ord: GOTTFRID Contact Shp: CUSTOMER SICNATURE rer REMRTC: 291600 L'llLbHf:U CIUIVUraLl U2tllVta, AWL. P 0 BOX 11626 MSWA31050266 TACOMA, WA 98411 PHONE 253- 922 - -6030 FAX 253 -922 -3983 291600 `H IP TO: G S BUILDERS DEVELOPMENT P O BOX 68652 SEATTLE WA 98168 ( B) Phone: 1 -206- 244 -9822 Fns: #: 1- 206 - 244 -9825 Del: 420 -H SEATTLE, TUKWILA SHIP DATE QUOTE 77829 DATE 12 / TIME 8: CUSTOMER P.O. LOT 2 TUKWILA PAGE ORDERDATE 12/05/01 INSIDESALES JENNIFER HOLT OIfTSIDESALES MILDENBERGER, BRIANQUOTE 7 DATE Cad Clear]ythe best 291600 BLLTO: G S BUILDERS DEVELOPMENT (B) P 0 BOX 68652 SEATTLE WA 98168 LINE 12 13 14 Contact Ord: COT'TFRID Contact Shp: Z25016 1 SIZE &'O 2030 r11LUlfhU r1lfNUrAL': UhlLVLr, 1LYL. REM O P 0 BOY. 11626 MSWA31050266 TACOMA, WA 98411 DESCRIPTION 611OR VI HV STYL - 2030 6340 VI PW STYL STP NRM 62105 VI SP. STYL G11`.' atOG WH WH WH PHONE 253 -922 -6030 FAX 253 -922 -3983 291600 SNIP TO: G S BUILDERS DEVELOPMENT (B) P 0 BOX 68652 SEATTLE WA 98168 Phone: 1 -205 -244 -9822 Fax #: 1 -206 -244 -9825 Del: 420 -H SEATTLE, TUKWILA GLASS G'I CL /CL CL /CL CL /CL ADDITIONAL OPTIONS HORIZONTAL SET 018.0000 BED 2 HALF VENT CLCL CLR ANN / CLR ANN HALL BAH PICTURE WINDOW CLCL CLR ANN / CLR FINN STAIRWAY SINGLE H(J113 CLCL CLR ANN / CLR ANN/ HORIZONTAL SET 618.0000 ATTIC DATE 12/0 THE 8:5 CUSTOMERPO. LOT 2 TUKWILA PAGE 3 ORDEP.DATE 12/05/01 INSIDESALES JENNIFER HOLT C T£1D :SALES MILDENBERGER, BRIANQUOTE 77 SHIP DATE SvR. /42144 Y.I? VALUE Y • II Y * ** * * *xQUOTED PRICES HONORED FCR 30 DA2S* TO HELP ENSURE 100% ACCURACY 01, YOUR ORDE QUOTES, PLEASE FAX IN ALL REQUESTS TO THE FAX NUMBER. THIS WILL ENABLE CUR SALES S PROVIDE THE BEST POSSIBLE SERVICE. RE XU' BE ALLOWED ON VERBAL ORDERS. °_.1IANX YOU. R3G S -;; UOTE - yy RS Al ABO TAFF 0 NS C- NOT a?, 9/ 3, 00 3 �vv '.7782.99 ON FACTOR z W CC Q 2 J O 0 W J fA • } 0 . u_ • 2 F- _ Z 0 Z F- W D p O � = V . u. 0 W O ■ H • H DATE: February 28, 2002 PROJECT: WILKINSON NEW SFR PERMIT NO: D02 -035 PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179 if you have any questions regarding the following comments. PUBLIC WORKS DEPARTMENT COMMENTS ) Please revise your plot plan per attached mark -up. Delete downspout pipe and callout from Section D -D on Drawing 6 of 8 since splash blocks shall be used for roof drainage control. Revise Excavation Note #2 accordingly. PERMIT NO.: 2 02. - D ~N, BUILDING PERMITS INSPECTIONS • ❑ I Progress Inspection Status ❑ 2 Pre- construction ❑ 3 Investigation ❑ 4 OK to Occupy ❑ 5 Remove Stop Work Order ❑ 6 Follow -up ❑ 7 Pre -Move Inspection ❑ 50 WSEC Residential ❑ 60 WA Ventilation/Indoor AQC ❑ 70 NLEA Inspection/Modular Struct ❑ 71 Mobile Home Tie Down Insp ❑ 72 Marriage Lines 90 Resteel 95 Footing Drains 100 Foundation Footings 200 Foundation Walls 250 Foundation Insulation ❑ 300 Concrete Slab /Slab Insulation 350 Crawl Space 400 Shear Wall Nailing 450 Plywood Wall Sheathing 500 Roof Sheathing Nailing 525 Plywood Deck Nailing ❑ 550 Exterior Wall Sheathing ❑ 600 Masonry Chimney ❑ 610 Chimney Installation/All Types 700 Framing 750 Roof /Ceiling Insulation 800 Floor Insulation 801 Wall Insulation 802 Exterior Roof Insulation 803 Glazing Inspection ❑ 815 Lighting and Controls ❑ , 900 Suspended Ceiling 1000 Interior Wallboard Fastening ❑ 1001 Exterior Wallboard Fastening ❑ 1110 Pre -Move Inspection ❑ 1115 Motor Inspection ❑ 1120 Pre -Demo ❑ 1140 Pre - reroof ❑ ,1400 Final -Fire 700 Final- Building ❑ 1900 Final- Reroof ❑ 3100 Site Visit ❑ 4000 Special- Concrete ❑ 4001 Special -Bolts in Concrete ❑ 4001 Special- Mom/Resist Conc Frame ❑ 4003 Special -Reinf Steel Prestress ❑ 4004 Special - Welding ❑ 4005 Special- High - Strength Bolting ❑ 4006 Special - Structural Masonry ❑ 4007 Special -Reinf Gypsum Concrete ❑ 4008 Special- Insulating Conc Fill ❑ 4009 Special -Spray Fireproofing ❑ 4010 Special - Piling, Piers, Caissons ❑ 4011 Special - Shotcrete ❑ 4012 Special- Grading, Excav /Fill ❑ 4013 Special - Retaining Wall ❑ 4014 Special - Panels ❑ 4015 Special -Smoke Control System TENANT NAME: P ► • CONDITIONS 10001 No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division 10002 Plumbing permits shall be obtained through King Co 10003 Electrical permits obtained through L & I 10004 All mechanical work shall be under separate permit 10005 All permits, insp records & approved plans available ❑ 10006 All structural concrete shall be special inspected ❑ 10007 All structural welding shall be done by WABO certified inspector ❑ 10008 All high- strength bolting shall be special inspected ❑ 10009 Bolts installed in concrete shall be special inspected ❑ 10010 When special inspection is required...notify Tukwila Building Division ❑ 10011 The special inspector shall submit a final signed report ❑ 10012 Any new ceiling grid and light fixture installation ❑ 10013 Partition walls attached to ceiling grid ❑ 10014 Readily accessible access to roof mounted equipment 10015 Engineered truss drawings & calcs shall be on site 10016 Any exposed insulation backing material shall have ❑ 10017 Subgrade preparation including drainage, excavation ❑ 10018 A statement from the roofing contractor verifying fire retardant class of roof 10019 All construction to be done in conformance w /approved plans 1 ❑ 10020 Structural observation shall be provided for this project ❑ 10021 All food preparation establishments must have King Co ❑ 10022 Fire retardant treated wood shall have flame spread of 10023 Notify Building Division prior to placing any concrete ❑ 10024 All spray applied fireproofing shall be special inspected 10025 All wood to remain in placed concrete shall be treated ✓ ❑ 10026 All structural masonry shall be special inspected 10027 Validity of Permit ❑ 10028 Rack storage requires separate permit 10030 No occupancy of building until final insp by Bldg Div ❑ 10031 Comply with requirements of TMC 16.04 ❑ I 0032 Remove all weeds, concrete, stone foundations, flat concrete ❑ 10034 Removal of septic tanks require approval and compliance with King Co Health Dept. ❑ 10035 Contact PW Div to obtain insp for water /sewer connect ❑ 10036 Manufacturers installation instructions required on site ❑ 10038 A C of 0 will be required for this permit ❑ 10039 Final approval for all TI w /in the limits of the SC Mall ❑ 10040 All construction noise to be in compliance with 8.2 TMC ❑ 10041 Ventilation is required for all new rooms & spaces ❑ 10042 Fuel burning appliances ❑ 10043 Appliances, which generate ❑ 10044 Water heater shall be anchored ❑ 10045 Reroof ❑ "Anchoring — All new construct and substantial improvement shall be anchored to prevent flotation" Plan Reviewer: Permit Tech: Date: &(t 1 Date: 1Y17// Ken Nelsen - WILKINSON SRF ' S 128. T & 35 AVE S D02 -035 From: To: Date: Subject: Joanna Spencer Ken Nelsen 2/28/02 4:49PM WILKINSON SRF @ S 128 ST & 35 AVE S CC: Bob Benedicto; Joanna Spencer D02 -035 Based on PW site visit there is no drainage ditch /swale along S128 St in front of subject property. The grass shoulder area is wet and the ground pumps. There is a constant flow of ground water along the N edge of the S 128 St road pavement. This water flows east to an existing CB at NW corner S128 St & S 37 Ave. There is an existing creak on E side of S 128 St. PW will recommend to use splash blocks for downspout drains. I dont this infiltration for ftg drains will work in this area. Can the finished floor be raised to eliminate ftg drains ? »Joanna Page 1 Option #1 Option #2 Option #3 BUILDING DIVISION REVEIW Date: March. 3, 2002 Project Name: Wilkinson Residence building permit applications Application #: D02 -035 Plan Review: Ken Nelsen, Senior Plans Examiner No further comments at this time. Tukwila Building Division 6300 SouthCenter Blvd. Tukwila, WA 98188 206 - 431 -3670 Because of experience with crawl space drainage in the general vicinity of the subject site, the Tukwila Building Division has determined the proposed footing subsoil drain system would not be acceptable. To eliminate the footing subsoil drain requirement, please review the following alternate design options and submit applicable revised plans. Revise the plans crawl space construction to a slab on grade structure. The footing subsoil drains will not be required. Revise the foundation detail to provide backfill inside the foundation to a point level with or above the out side finish grade of the structure. This backfill level must eliminate ground water accumulation in the crawl space. This design will not require footing subsoil drains. If footing drains are installed, additional geo technical Engineering will be required to accommodate the wet site condition. This would include a geo - technical site investigation and an engineered disbursement design system. } PERMIT NO.: V© 035 BUILDING PERMITS INSPECTIONS Progress Inspection Status Pre- construction Investigation OK to Occupy Remove Stop Work Order Follow -up Pre -Move Inspection WSEC Residential WA Ventilation/Indoor AQC NLEA Inspection/Modular Struct Mobile Home Tie Down Insp Marriage Lines 90 Rested 100 Foundation Footings 200 Foundation Walls ❑ 250 Foundation Insulation 300 Concrete Slab /Slab Insulation 350 Crawl Space 400 Shear Wall Nailing 50 Plywood Wall Sheathing 500 Roof Sheathing Nailing 525 Plywood Deck Nailing ❑ 550 Exterior Wall Sheathing ❑ 600 Masonry Chimney 610 Chimney Installation/All Types 00 Framing 50 Roof /Ceiling Insulation 800 Flour Insulation 801 Wall Insulation ❑ 802 Exterior Roof Insulation 803 Glazing Inspection ❑ 815 Lighting and Controls ❑ 900 Suspended Ceiling 1000 Interior Wallboard Fastening 1001 Exterior Wallboard Fastening ❑ 1 110 Pre -Move Inspection ❑ I 1 I5 Motor Inspection ❑ 1120 Pre -Demo ❑ 1140 Pre- reroof ❑ _ 1400 Final -Fire 700 Final- Building 1900 Final - Reroof ❑ 3100 Site Visit ❑ 4000 Special- Concrete ❑ 4001 Special -Bolts in Concrete ❑ 4001 Special - Mom/Resist Conc Frame ❑ 4003 Special -Reinf Steel Prestress ❑ 4004 Special - Welding ❑ 4005 Special -High- Strength Bolting ❑ 4006 Special- Structural Masonry ❑ 4007 Speeial -Reinf Gypsum Concrete ❑ 4008 Special - Insulating Conc Fill ❑ 4009 Special -Spray Fireproofing ❑ 4010 Special - Piling, Piers, Caissons ❑ 4011 Special - Shotcrete ❑ 401 Special- Grading, Excav /Fill ❑ 4013 Special- Retaining Wall ❑ 4014 Special - Panels ❑ 4015 Special -Smoke Control System TENANT NAME: CtreV\ � /I I kb CONDITIONS 1000 No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division 10002 Plumbing permits shall be obtained through King Co 10003 Electrical permits obtained through L & I 10004 All mechanical work shall be under separate permit 10005 All permits, insp records & approved plans available ❑ 10006 All structural concrete shall be special inspected ❑ 10007 All structural welding shall be done by WABO certified inspector ❑ 10008 All high- strength bolting shall be special inspected ❑ 10009 Bolts installed in concrete shall be special inspected ❑ 10010 When special inspection is required...notify Tukwila Building Division ❑ 1001 1 The special inspector shall submit a final signed report ❑ 10012 Any new ceiling grid and light fixture installation ❑ 10013 Partition walls attached to ceiling grid ❑ 10014 Readily accessible access to root'mounted equipment 10015 Engineered truss drawings & calcs shall be on site 10016 Any exposed insulation backing material shall have ❑ 10017 Subgrade preparation including drainage, excavation ❑ 10018 A statement from the rooting contractor verifying fire retardant class of roof 10019 All construction to be done in conformance w /approved ✓ plans ❑ 10020 Structural observation shall be provided for this project ❑ 10021 All food preparation establishments must have King Co ❑ 10022 Fire retardant treated wood shall have flame spread of 10023 Notify Building Division prior to placing any concrete ❑ 10024 All spray applied fireproofing shall be special inspected ❑ 10025 All wood to remain in placed concrete shall be treated ❑ 10026 All structural masonry shall be special inspected K 10027 Validity of Permit ❑ 10028 Rack storage requires separate permit 10030 No occupancy of building until final insp by Bldg Div ❑ 10031 Comply with requirements of MAC 16.04 ❑ 10032 Remove all weeds, concrete, stone foundations, flat concrete ❑ 10034 Removal of septic tanks require approval and compliance with King Co Health Dept. ❑ 10035 Contact PW Div to obtain insp for water /sewer connect ❑ 10036 Manufacturers installation instructions required on site ❑ 10038 A C of O will be required for this permit ❑ 10039 Final approval for all TI w /in the limits of the SC Mall ❑ 10040 All construction noise to be in compliance with 8.2 TMC ❑ 10041 Ventilation is required for all new rooms & spaces ❑ 10042 .Fuel burning appliances ❑ 10043 Appliances, which generate ❑ 10044 .Water heater shall be anchored ❑ 10045 Reroof ❑ "Anchoring — All new construct and substantial improvement shall be anchored to prevent flotation" Plan Reviewer: Permit Tech: Date: Date: 4-1-en/ . FROM : GS Builders & Develop ers "nc. FAX NO. : 206 244 9825 May. 24 2002 08 :13AM P1 .V? aui outs. an as a :a £ NU YVV i�J1 MV�la��1 AIIlIIV p UUL Thursday, May 23, 2002 Gottfrid, Jo n F. McLean, PE Structures Consulting Group 8414 140I Street S. E. Snohomish, WA 98298~5259 425- 337 -4049 G.S. Builders & Developers Inc. PO 8=88852 Seattle, WA 98198 208- 2449822 MAY 2 4 2002 99 CO 7i { ,r i r Post -it' Fax Note 7671 Attached Is some fastener information from NER -272 that will outline the difference In capability between different nail/staple types and sizes. The spacing values presented in Table 33,ana oonsenrative at they have all been rounded down to the nearest whole inch. Bottom line for the roof on the Tukwila, South 128 Street, residence is that the spwarented spud ien1<;trv*; eef plum! euge. and' 12 inch oft thrvggt►aut tfsr panel field should be 4 inch o% at panel edges and 8 inch o/c throughout the panel field if 14 gage staples are utilized. Attachment 4 pages from Ni=R -272 (September 1, 1997) • March 4, 2002 Gottfrid Snellman G.S. Builders & Developers Inc PO Box 68652 Seattle, WA 98168 RE: CORRECTION LETTER #1 Development Permit Application Number D02 -035 Wilkinson Residence 3507 South 128th Street Dear Mr. Snellman: city of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Division and Public Works Department. At this time, the Fire Department and Planning Division have no comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. 1 have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206)431 -3670. Brenda Holt Permit Coordinator encl xc: File No. D02 -035 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206- 431 -3665 • . rt. Please Route \PRROUTE.DOC 5/99 I ACTIVITY NUMBER: D02 -035 DATE: 02 -05 -02 PROJECT NAME: KAREN WILKINSON RESIDENCE SITE ADDRESS: S 128 ST & 35 AV S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: B�iIdih Division dew ?• Pu lic Works J dmiAti 3. -oz DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ivr Incomplete fl Comments: PERMIT COORD COPy PLAN REVIEW /ROUTING SLIP TUES /THURS ROUTING: Structural Review Required APPROVALS OR CORRECTIONS: (ten days) Approved n Approved with Conditions CORRECTION DETERMINATION: Approved ri Approved with Conditions REVIEWER'S INITIALS: Fire Prevention in ., 2 'ti•Dy Structural a + r t • REVIEWER'S INITIALS: /! ' F COORD COPY Plannin g Division n nr & tw1..4" Permit Coordinator DUE DATE: 02-07-02 Not Applicable No further Review Required DATE: DUE DATE 03 -07 -02 wi Not Approved (attach comments) rVi P it) REVIEWER'S INIT ALS: , p,� TE: UAW P410141141 titu�l. S- -62- «v DUE DATE Not Approved (attach comments) n DATE: z • w CL J 00 W I F— W . 2 LL Q : I 1- W Z = ►- 0 w C.) 0 W 1C 0 Lib W Z -- -S 0 z 1 PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D02 -035 DATE: 3 -05 -02 PROJECT NAME: KAREN WILKINSON RESIDENCE SITE ADDRESS: S 128 ST AND 35 Original Plan Submittal X Response to Correction Letter # 1 Response to. Incomplete Letter # Revision # After Permit Is Issued DEPARTMENTS: ivisi n Er uG 64.0- Fire Prevention ❑ Planning Division 0 Structural ❑ Permit Coordinator DUE DATE: 3-07 -02 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete M Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire 0 Ping ❑ PW 0 Staff Initials: TUES /THURS ROUTING: Please Route Le Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: DUE DATE: 4 -04 -02 Approved ❑ Approved with Conditions [17 Not Approved (attach comments) ❑ Notation: APPROVALS OR CORRECTIONS: REVIEWER'S INITIALS: Documents/routing slip.doc 2.2802 Incomplete ❑ PERMIT COORD CO Not Applicable ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: z w 6 J U O 0 co • w J I— N L w • } J u- Q w H z � Z w • w U O — 0 I— w W - n- u' O ill z U= ' O ~. z DEPARTMENTS: Building Division Public Works REVIEWER'S INITIALS: Documents/routing slip.doc 2-28-02 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D02 -035 DATE: 3 -05 -02 PROJECT NAME: KAREN WILKINSON RESIDENCE SITE ADDRESS: S 128 ST AND 35 Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # 1 Revision # After Permit Is Issued APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: Fire Prevention ❑ Planning Division ❑ Structural ❑ Permit Coordinator ❑ DUE DATE: 3-07 -02 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Incomplete ❑ Comments: TUES /THURS ROUTING: Please Route ❑ Structural Review Required ❑ No further Review Required Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ . Ping ❑ PW ❑ Staff Initials: DATE: DUE DATE: 4 -04 -02 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: z • w 6 J O 0 co co I w 5 = W z � O Z F- W • W O • N H 111 tL O ui Z c o 0 1— z DEPARTMENTS: Building Division Public Works Complete ❑ Approved Notation: REVIEWER'S INITIALS: Documents/routing slip.doc 2 -2802 ACTIVITY NUMBER: D02 -035 DATE: 3 -05 -02 PROJECT NAME: KAREN WILKINSON RESIDENCE SITE ADDRESS: S 128 ST AND 35 Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit is Issued DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑. Ping ❑ PW ❑ Staff Initials:. TUES /THURS ROUTING: Please Route Structural` (gview Required ❑ No further Review Required ❑ REVIEWER'S IN ITIALS: APPROVALS OR CORRECTIONS: PLAN REVIEW /ROUTING SUP Incomplete Fire Prevention Structural Approved with Conditions IIS CH/ .«gyp ., w�... mrc.a ++smn�rftFClMiXrztd>+vwM�x« n. �,, ...,.. • , . ❑ Planning Division ❑ ❑ Permit Coordinator ❑ DUE DATE: 3 -07 -02 DATE: Not Applicable ❑ 06-0a DUE DATE: 4 -04 -02 Not Approved (attach comments) ❑ DATE: 5-8-0z Permit Center Use Only CORRECTION LETTER MAILED: pepartments issued corrections: Bldg ❑ Fire 0 Ping ❑ PW ❑ Staff Initials: z ~ Z —.I C.) U0 J E— w u.¢ = I— ul Z = I — U0 O N O E- . W I— H — O .• W U =' 0 Z Approved \PRROUTE.DOC 5/99 ACTIVITY NUMBER: PLAN REVIEW /ROUTING SLIP DEPARTMENTS: Building Division Fire Prevention Public Works Structural TUES /THURS ROUTI G: Please Route , Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved Ti Approved with Conditions 1 J � REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved with Conditions D02 -035 DATE: 02 -05 -02 PROJECT NAME: KAREN WILKINSON RESIDENCE SITE ADDRESS: S 128 ST & 35 AV S X Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued DETERMINATION OF COMPLETENESS: (Tues., Thurs.) (f O 1JUE DATE: 02-07-02 Complete In o ete Not Applicable Comments: "_''= __ 10 So? i. d ,a-e- CL4L41‘e. g_ i 644et■ No further Review Required` DATE: 1 ( 07 z lZ 8Z DUE DATE 03 -07 -02 \'1 \ Not Approved (atta DATE: Planning Division Permit Coordinator ments) Not Approved (attach comments) REVIEWER'S INITIALS: DATE: H DUE DATE z w re 2 -JU O 0 w = J F. • u_ w 0 u_ Q • d I- Ill z � F- 0 Z I- W • W O D . o w uj UJ = O F" z 1. ACTIVITY NUMBER: D02 -035 DATE: 02 -05 -02 PROJECT NAME: KAREN WILKINSON RESIDENCE SITE ADDRESS: r ' 2 8TH c o n r• s " X Original Plan ubmittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: Building Division Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete APPROVALS OR CORRECTIONS: (ten days) Approved CORRECTION DETERMINATION: Approved \PRROUTE.DOC 5/99 PLAN REVIEW /ROUTING SLIP n n Fire Prevention Structural Incomplete Approved with Conditions Approved with Conditions Planning Division Permit Coordinator n DUE DATE: 02-07-02 Not Applicable DUE DATE 03 -07 -02 Comments: TUES /THURS ROUTING: Please Route n Structural Review Required n No further Review Required REVIEWER'S INITIALS: C E3 DATE: Z. li OZ Not Approved (attach comments) n REVIEWER'S INITIALS: DATE: DUE DATE Not Approved (attach comments) REVIEWER'S INITIALS: DATE: z ~ w 6 U 0 co 0 0 . CO � w ag - LL CO = w z � f- O Z 1- w U o O c� o i— w 0 -- O w z O H z ACTIVITY NUMBER: D02 -035 DATE: 02 -05 -02 PROJECT NAME: KAREN WILKINSON RESIDENCE SITE ADDRESS: S 128 ST & 35 AV S X _ Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: Building Division ri Public Works DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete TUES /THURS ROUTING: Please Route REVIEWER'S INITIALS: Approved \PRROUTE.DOC 5/99 PLAN REVIEW /ROUTING SLIP Fire Prevention ri Planning Division Structural Incomplete Comments: Structural Review Required APPROVALS OR CORRECTIONS: (ten days) Approved with Conditions CORRECTION DETERMINATION: Approved n Approved with Conditions Permit Coordinator DUE DATE: 02-07-02 Not Applicable I I No further Review Required DATE: 0 -1 0 2_ DUE DATE 03 -07 -02 Not Approved (attach comments) Not Approved (attach comments) REVIEWER'S INITIALS: DATE: REVIEWER'S INITIALS: DATE: DUE DATE z � ce w 6 -J 0 N 0 J = H C w w u.? = w 1— _ z � z w U O 52 CI I- w • w 1- H L w z 0 = ,' 0H z ACTIVITY NUMBER: D02 -035 DATE: 02 -05 -02 PROJECT NAME: KAREN WILKINSON RESIDENCE SITE ADDRESS: S 128 ST & 35 AV S X Original Plan Submittal Response to Correction Letter # Revision # After Permit Is Issued Response to Incomplete Letter # DEPARTMENTS: Building Division Fire Prevention Public Works f Structural DETERMINATIOfjIOF COMPLETENESS: (Tues., Thurs.) Complete Incomplete Comments: H I0+ a Of L. 0) _ 0 35. Do wc. h /S i "-- 1 Yeecyded . .. r es Pw &ads _ , tV o TUES /THURS ROUTI G: Please Route Structural Review Required n No further Review Required n REVIEWER'S INITIALS: /5fr?t.ef APPROVALS OR CORRECTIONS: (ten days) Approved REVIEWER'S INITIALS: S CORRECTION DETERMINATION: Approved \PRROUTE.DOC 5/99 PLAN REVIEW /ROUTING SLIP Approved with Conditions Planning Division Permit Coordinator DUE DATE: 02-07-02 Not Applicable DATE: 2"g -oR DUE DATE 03 -07 -02 Not Approved (attach comments) IN DATE: zr 1 DUE DATE Approved with Conditions n Not Approved (attach comments) REVIEWER'S INITIALS: DATE: Il I I z Z W iO 0 0 0 w= • u_ w ga Q = • d w Z = F— 0 Z F— w O N• O 1-- W • W. w co 0 I— z MAR 04 '02 03 :46PM TUKWILA DCU /PW Date: `3 /S ❑ Response to Incomplete Letter # ® Response to Correction Letter #i 1 0 Revision # alter Permit is Issued Project Name: WILKINSON RESIDENCE Project Address: 3507 South 128 Street ❑ Entered in Sierra on City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Plan Check/Permit Number: D02-035 1. Footing and downspout drains have been deleted and splashblocks under downspouts have been added. Notes to this effect can be found in the revised Plot Plan dated March 5, 2002. 2. Per Option #2 from the Tukwila Building Division, the foundation will be backfilled to a point level with or above the outside finish grade in order to eliminate ground water accumulation in the crawl space. Notes to this effect can be found in the revised Plot Plan showing the adjusted floor elevations. Additional notes detailing the added backfilling in the crawlspace can be found on the Front Elevation (Drawing #1 of 8), the Left Elevation (Drawing #2 or 8), the Foundation Plan (Drawing #3 of 8), and the D -D Section (Drawing #6 of 8). Received at the City of Tukwila Permit Center by: P. 3.6 Revision submittals must he submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc Contact Person: Gottfrid Snelhnan Phone Number: ao& -3 -a 9-5 (c 652-e-, Summary of Revision: The following revisions have been made per your request dated March 4, 2002: Sheet Number(s): f'Lr Pcm-A) 7 - 3 - 6 , "Cloud" or highlight all areas of revision including , date of revision 03/04/02 RECEIVED CITY OF TUKWILA MAR 0 5 2002 PERMIT CENTER i...+:.:ti:e:i..:i :..'va.�•la.ili.l lel.Sn'r1 ..i•(.:4.nuvt./:..4. il.F in. - CERTIFICATE OF SEWER AVAILABILITY /NON AVAIL ABILITY Purpose of Certificate: Building Permit ❑ Preliminary Plat or PUD I Other ❑ Shan Subdivision Q Rezone Proposed Use: Ira Residential Single Family ❑ Residential Multi- Family ❑ Commercial ❑ Gather Applicertie Name; 14, Property Address or Approximate Location: S Legal Description(Attech Map and Legal Description if nooessery): RE P,u•t Q ('fti tip; C■mil,intc•sl by Sewei Atymicy) 1. Si e. Sewer Service will be provided by side sewer connection only to an existing ., slew sewer 0 feet from the she and the aswl r system has the capacity to verve the proposed use. DR ❑ b. Sewer service wail require an Improvement to the sewer system of. ❑ (1) feet of sewer trunk or lateral to roach the site; and/or U (2) the construction of a collection system on the site; and/or • (3) other (descrfba): 2. (Must be completed if 1.b above is checked) (� e. The sewer system improvement Is in conformance with a County approved sewer comprehensive plen, OR ❑ b. The sewer system improvement will require a sewer comprehensive plan amendment. 3, 121 a. The proposed project Is within the corporate limits of the District, or has bean °rented Boundary Review Board approval for egtenaion of service outside the District, OR 0 b. Annexation or SRB approval will be necessary to provide service. a. Service Is subieet to the foilawinu: a. District Connection Charges due prior to conneotlon; / iawdo4 4+ GPO: Lto o22 3FC• $ UNIT: $ TOTAL: $ (Subject to Chong() on January 1st) King County/METRO Capociiy Charge: Currently, $1 ( osldential equivalent, will be billed directly by King County after oonnechen to b.o.AOwar system. (Sublect.to,chgi3ge by King CoJMotro without notice.) b. i~asemarets: I hereby certify that the above sewer agen from the date of sign to By 0RKiN ., .,ETY8* eNvfm \ SEWER DISTRICT ID Certificate of Sewer Availability OR D Certificate of Sewer Non- Availability 7 0 0.11 1 14818 Military fu.44 South P.O. Box 89850 Tukwila, WA 98108 Phone (208) 2424238 Fax: (208) 242.1527 Phone: FE PEF information is true. This pertifieetion shrill be valid for one year Title Dale ENEO F TUKWILA 0 h 2002 MIT CENTER z ~ w re 0 00 N co at � w w ? • a w Z 1— O Z W • W U � O N O W • r- - O c o W Z 0 O~ z Lot gond the South 12 feet allot 9. block 10, "Itivraton. A Replat inoolaban T otvordtog to plot =exuded in volume 1.14 of pigs, pkge 36. in Irreg Coady. Washington : .. a 4 _ , , Z EXCEff tbe south to tom of said Jot S. deedod tolGiog County, Wassaington lot tout purposes by -.. . Lot PI 12632 -35 At So. Tatirrila. Wa. 9816S LEGAL DESCitiPlION OF THE 'REAL ESTATE WE W3511 TO SHORT PEAT Lot P2 1.2624 - 35 Ave. So. Tukwila, Wa 98168 LEGAL DIESCRIPTION OP PROPERTY THAT WILL NEED A BOUNDARY LINE ADJUSTMENT The tuisoce of Lot 9 assd Lot 10, to block 10, "ftweitorr (We licher& this is the desoriprion) Pagans Wpm/Jerry hove spud to sell us a potties of Certificate of Water Availability PROJECT #: PART A: (To be completed by applicant) Site Address (Attach map and Legal Description showing hydrant location and size of main): This rtificate is for the purposes of: Residential Building Permit ❑ CommerciaVlndustrial Building Permit ❑ Preliminary Plat ❑ Rezone ❑ Short Subdivision ❑ Other Estimated number of service connections and meter size(s): Owner /Agent Signature: Vehicular distance from nearest hydrant to the closest point of structure ft. Area is served by (Water utility district): Date: p _ v C °'' PART B: (To be completed by wa er utility district) The proposed project is located within (City /County) The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flow requirements of the project before connection: (Use separate sheet if more room is needed) Based upon the improvements listed above, water can be provided and will be available at the site with a flow of al I oo gpm at 20 psi residual for a duration of 2 hours at a velocity of fps as documented by the attached calculations. I hereby certify that the above information is true and correct. Date PART C: (To be completed by governing jurisdiction) , Minimum water system improvements: (At least equal to B2 above) (Use separate sheet if more room is needed) Water Availability: ❑ Acceptable service can be provided to this project ❑ Acceptable service cannot be provided to this project unless the improvements in item C2 are met. El System isn't capable of providing service to this project. Agency /Phone CITY OF . ;JKWILA Permit Center 6300 Southcenter Boulevard, Suite 100, Tukwila, WA 98188 Telephone: (206) 431 -3670 • .. • (Required only if outside City of Tukwila water utility district) To Whom it May Concern: i to request a bid a survey that I need to have done to create a separate I lots. I am looking to Sh • rt Plat my mother's her's property, as well as have a • ., • • • line adjust at Ilan of the neighbor's px ' : to lbmi the new lot. The new lot will . . '• ruled on the east side #1 and approximately 1300 sq ,- feet of the southeast corner of lot # o meet the minimum 6500 uaze feet requirement fora tot in a city of Tukwila. e west side boundary line of then lot will of course need to Lot #1 with a straight line going back of #2. The boundary building and over to five feet from the dr eway on Lot #1 Lot #1 12632 - 35` h Ave. So. Tukwila. Wa. 98168 LEGAL DESCRIPTION OF TEE REAL ESTATE WE WISH TO SHORT PLAT Lot 8 and the South 1.2 feet of lot 9, block 10, "Riverton:' A 1teplat of part of Riverside Interurban Tracts, according to plat recorded in volume 13 of plats, page 36, in King County, Washington : EXCEPT the' south 10 feet of said lot 8. deeded to King County, Washington for mad purposes by instrument xecorded under auditor's file No, 3018698. Lot #2 12624 — 35 Ave. So. Tukwila, Wa. 98168 LEGAL DESCROPTION OF PROPERTY THAT WILL NEED A BOUNDARY LINE ADJUSTMENT The balance of Lot 9 and Lot 10, in block 10, "Riverton" (We believe this is the description) (Owners of property have agreed to sell us a portion of this property.) I look forward to hearing from you at your earliest convenience Thank You Karen Wilkinson 15405 Des Moines Memorial Drive #A -301 Burien, Wa. 98148 Phone (206-354 -9719) 0 Kt, WATER 1)1 S. 125 1J 002 o ([:,2 -R 9%9) September 28, 2000 ve feet from the existing building on on Lot //twill curve around an existing 1-- 611' J U 0 co C3 W I J ''AA H' tO u W 0 L Q cn I z � I— 0 Z F- W • p O - t] W W 2 - 0 17- Is .• Z O . Z ' KC WATER STATE OF WASHINGTON ORGANIZATION TYPE DOMESTIC PROFIT CORPORATION G.S. BUILDERS & DEVELOPERS, INC. 5017 S 182ND ST PO BOX 68652 SEATTLE WA 98168 DOMESTIC PROFIT CORPORATION RENEWED BY AUTHORITY OF SECRETARY OF STATE REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL REGIST . ## .. EXP . DATE CCOi GSBUII *228BL 07/18/2002 EFFECTIVE 01/13/1978 G S BUILDERS & DEVELOPERS INC PO BOX 68652 SEATTLE WA 98168.Y MASTER LICENSE SERVICE REGISTRATIONS AND LICENSES G S BUILDERS & DEVELOPERS — 095673 GOTTERI D SNELLMAN Master Builders Association of King and Snohomish Counties Associated with the National Association a!lloine Buildors . UNIFIED BUSINESS ID #: 600 265 BUSINESS ID #: 001 EXPIRES : GENERAL NOTES THIS IS A 2-STORY HOUSE W/ 8' CEILING WEIGHT ON 80114 FLOORS W/ APPROX. TOTAL LIVING SPACE • ATTIC STORAGE • 208 SF (2) CAR GARAGE • 418 SF COVERED FRONT PORCH 63 SF PATIO • 130 SF 1265 SF ON 1ST FLOOR 538 SF ON 2ND FLOOR 1811 SF THIS HOME ALSO INCLUDES: FORMAL ENTRY LIVING ROOM WITH GAS FIREPLACE FORMAL DINING ROOM KITCHEN W/ PANTRY AND PENINSULA COUNTERTOP NOOK WI BAY WINDOWS AND 1/2 LIGHT STORE DOOR I FAflING TO AN AGREGATE CONCRETE PATIO MAIN FLOOR MASTER BEDROOM WITH (2) CLOSETS MASTER SUITE BATHROOM W/ LARGE SOAKING TUB, (2) VANITY SINKS, AND A SHOWER ENCLOSURE LAUNDRY ROOM WITH COUNTERTOP ADJACENT TO THE LAUNDRY ROOM IS A LARGE GUEST CLOSET, POWDER ROOM OFF THE HALL W/ PEDESTAL SINK 2ND FLOOR: (2) ADDITIONAL LARGE BEDROOMS FULL BATHROOM LARGE 8'X16' STORAGE AREA ACCESSED FROM BEDROOM *2 A LARGE OPEN HALLWAY / COMPUTER AREA WITH LINEN CLOSET EXTERIOR FEATURES WINDOWS AR MILGARD VINYL SHUT i ENS ARE INCLUDED ON (2) FRONT WINDOWS, FRONT DOOR IS METAL W/ AN "EYEBROW" WINDOW AT TOP. 1/2 LIGHT STORE DOOR FROM THE NOOK IS METAL GARAGE DOOR IS IS X 1' INSULATED STEEL DOOR, SIDING IS FIBER CEMENT LAP SIDING THROUGHOUT. CORNER AND ROOFING TRIM IS PRE - PRIMED WHITE WOOD. (2) 8° COLUMNS AND A PICKET RAIL ON THE FRONT PORCH, ROOFING MAT'L WILL BE 25 -YEAR COMPOSITION, DRIVEWAY, WALKWAY, PATIO AND FRONT PORCH ARE EXPOSED AGREGATE CONCRETE. )REVISIED 3/5/02 REVISED 3/5/02 ISED 3/5/02 HOUSE CONSTRUCTION FEATURES EXCAVATON L Foundation Excavation / BackflllIrg and Ft - 1 =- ash b - shall be used for roof drainage control 2a. CrauIspace backfilling inside foundation to same Elev, as the fine Bade Elev. outside the foundation or g eater 3,. Provide 1° dram, weepholes in found. wall on the front and left side of house to eliminate gourd water accumulation In the crash 3. Gr ng - prep. for driveway. 4. Removal of the tree in the e.e. corner of the lot and the fence at the street will be included. 5. FENCE IN THE BACK WILL BE THE HOMEOWNER'S RESPONSIBILITY, L Underground power will be Installed In conduit from Seattle CIty Light's pole at street to meter location at the house, 2. Gas Installation of meter and line will be by PSE. If gae in not available to the house, propane will be considered as an alternative. 3. Water and meter will be provided by Water District •118 A 1 poly water line will be installed from the meter to the house, ANY WATER ASSESSMENT FEES ARE NOT INCLUDED. 4. Sewer will be provided by Val Vue Sewer District l'1 56 will Install sewer from the street to approx. 5' past the a,m, corner of the house' ANY SEWER ASSESSMENTS OR FACILITY CHARGES ARE NOT INCLUDED. B. Extension of the sewer line to the back neighbor will be provided for an add( *800 or less, 6. Conduit will be installed for phone and TV From the street to the house. 1. A 1 poly pipe will nun from the meter to the house. LANDSCAPING IS NOT INCLUDED, CONSTRUCTION FEATURES FLAT WORK L Driveway, walkway, front porch, and back patio will be exposed agegate concrete (see plan). 2. Garage slab Is 4 concrete on compact sub -base, FOUNDATION L S° thick reinforced concrete walls per code. Wall height will be 2' with (I) e4 bar at the top and stub steel Ie o.c.. 2, Footing will be 16" x 8° with (2) *4 bare In the perimeter, 3. Interior concrete pier pads will be placed per plan. 4. 6 mil vlequeen will be placed over the dirt in the craulspace as moisture barrier, FRAMING FEATURES EXTERIOR WALLS 1, 2x6 FJ studs 16" o.c. w/ 1/16" 058 ehea ing. 2. Wall between garage and house Is 2x6 FJ studs l6° o c, w/ 1/16° 05B sheathing on the garage side. 3. liwulatron In the exterior walla Is R19, 4. V2 gyp board on the inside of the exterior walla and 5/8" type ° X" on the garage walls, 5. Exterior siding will be fiber cement tap siding 1 to the weather with 15• felt paper underneath as a moisture barrier. 6. All exterior trim wIll be pre - primed spruce whltewo -ri 1. Shutters wIll be Installed on (2) front windows (wee plan). INTERIOR WALLS L 2x4 FJ studs I6" o,c, with 1/2" gyp board on each aide of walls, INTERIOR CEILING L 5/8" gyp or I/2" CD board on ceiling In house, 5/S" type "x alp board In garage ceiling: 2 Insulation bordering the exterior roof In R30 blow wherever It cal be applied. R3O batt In all other places per code, FLOORS I. Main floor will b 9-1/2 LPI -20 1-Joists .19,2" o,o, supported by beams and poste. 2. Second floor will be II-1/8" UPI -20 1- Joists 16" 0,0„ supported by bearing walla, 3. Subflooring In TaG 058 Top Notch glued and screwed on both Floors, 4, Insulation under Floor Is RI9 toward the crawtspace and any under -floor area ROOF I. Manufactured trusses 24 o.c.. Roof pitch It 6/12 on the front of the house, 8/12 on the back, and 10/12 over the garage. Roof overhang is typically le. 2. Roof sheathing Is 1/16 056. 3. Fascia boards are 2x8 preprimed whltewood with IP1 rake moldings, 4. Roofing material will be 25 -year composition. 5. Gutters and downspouts are continuoue whit:: aluminum, AND RAILING TOP OF FLOOR TOP OE MUDSILL OF FOOTER EXISTING GRADE 12 "X18" GABLE LOU Sc71 R.1TE PERMIT REQUIRED FOR: I .".;K `AI':CAL [� ELECTRICAL PLLii7,EiNG GAS PrING CITY OF TUKWILA BUILDING DIVISION PASCO 2.8 YEAR COMP. ROOF 1 EXPOSED CEMENT FIBER SIDING OVER BUILD, pAPFR (TYP.) . 116 -0" X 1' " • S-0 X5 O 1/2 VENT 4' CONC,PATIO ALE COPY I understand that the Plan Check approvals aro subject to errors and omissions and approval of plans does not authorize the violation of any adopted code ordinance. a acknowledged tractors copy of f approved plans Dale Permit No. OZ- _ REVISIONS NE CHANGES SHALL BE MADE TO a y cKOPE OF WORK WITHOUT PRIOR .'.OVAL Rl OF TU( o1 BUILDING B UN/WE iti;9 W l Y M WILL PLAN IOW MA 2X8 PRIMED WHITE WOOD FASCIA 4 BARGE BOARD (TYP.) 1X4 PRIMED WHITE WOOD CORNER BOARDS Buihjers St 2 evC, Inc. 2xce(i nce Since 1964 Po Sox 68652 Seattle, WA. 38168 Phone 206 244-9822 Fax 206 24- 4 -9825 DATE 2/4/2002 REVISED 3)S /2ooa DRAWS B APPROVED CPAWINC4 1 of 8 SC ALE Scale 1/4 " =1' Doz -035 RCEIVED CI TY 4P TUKINiut MAR 0 5 2002 BuiCi(ers VevC, Inc. Excellence Since 1964 Po Sox 68652 Seattle, WA. 98168 Phone 206 244 -3822 Fax 206 244 -SS25 RrV#SED DR 'NI BY APPROVED RIGI -IT ELEVATION LEFT ELEVATION OP OP M DSILL EASING GRADE SUBGRADE —^ — PROPOSED PRISM GRADE TUKWIlA :;AR 0 5 2002 CENTER Wall Number Shear Nailing Requirements Plate Nailing Requirements Holdown Requirements Anchor Bolt Spacing (ft) (0.50 inch diameter) Anchor Bolt Spacing (ft) (0.625 inch diameter) DATE 15/32 with 8d @ 4 and 8 2 stagr rows led @ 6 1.819 2.273 15/32 with 8d @ 4 and 8 2 stagr rows 16d @ 6 1.819 2273 15/32 with 8d @ 4 and 8 2 stagr rows 16d @ 6 1.819 2.273 15/32 with 8d © 6 and 12 16d @ 5 2.026 2.533 15/32 with Sd @ 6 and 12 16d @ 5 2.026 2.533 15/32 with 8d @ 6 and 12 16d @ 5 2.026 2.533 15/32 wlth 8d @ 4 and 8 2 stagr rows 16d @ 6 1.806 2.258 o 15/32 with 8d @ 4 and 8 2 stagr rows 16d @ 6 1.806 2.258 15/32 with 8d @ 4 and 8 2 stagr rows 16d @ 6 1.806 2.258 15/32 with 8d (g; 6 and 12 16d @ 6 2.579 3.224 15/32 with 8d @6 and 12 16d @6 2.579 3.224 15/32 with 8d @ 6 and 12 16d @ 5 2.420 3.025 15/32 with 8d@ 6 and 12 16d @7 3.461 4.326 15/32 with 8d @ 6 and 12 16d © 5 2.455 3.069 15/32 with 8d @6 and 12 16d @5 2.455 3.069 - - ENGINEER J. McLean South 128'" Street. Lot #2, Tukwila, WA G.S. Builders & Developers Inc. Laterrat Review Engineering Calculations PAGE a 50 CHECKER REPORT NO. SCG00102 DATE 1/21/02 Structures Consulting Group MODEL Residential Buthfers D Inc. Excel Since 1964 Pc Box 6865 Seattle, WA. 81408 Phone 206 244 -9822 Fax 206 244 -9825 2/4/2002 APPROVED DRArM1IG# 3 of 8 SG ALE Scale 1/4"= 0117 - E AL PE T AINI PANEL 2X TOP PLATE 51IOArn/NG PANEL ✓oINr PLACED IMRE SnEArn DOT1151DC5 OF WALL WIrn c 2 INC11 NULLY NL DEFORE GONSTRLIGTING CDX A D ABU1Y F /NGW 5111P50N fIPNlD22 (2 PLC, MAY DE LOGA"P-D Ar CND or WALL 2 EA, /fl INGfl X 711 ANCr10R BOLTS 4 CA x9 BARS (L- 51IN'E)VEATIGAL �'Ati GQNr/NUOU5 rngE511ow FOR GARAGe er/NrogGrD CONCRire FOOrlIVG 51P11 50N 576229 PLCS) rn South 128th Street, Lot #2, Tukwila, WA First Floor Walls - 2120W5 100 CO/rt1ON OR GALVANIZED BOX ACJ /NGn O.G. STAGGERED Anchor Bolt Requirments Assumptions: 1. Loads to be aggregated over entire foundation base length. 2. May factor bolt bearing allowable by 1.33 to account for short -term loads. 3 Sills and plates area Hem -fir species material. 500 -Ib 1/2 inch dia. bolt bearing capacity. V num = num = 27 -329 Total number of anchor bolts required. ex spacing 0 num 4, - 154.ft Total foundation base length. spacing = 5.6350 Therefore, utilize 1/2 inch diameter bolts spaced at 4.0 feet on center with 2 x 2 inch out washers, or equivalent, unless otherwise specified. FIRST FLOOR SHEARWALL PLAN ETA W/r3) 4 �{ W/C4) +4 BARS BAR EA. 31.4.1 EA. WAT 13 1 4X10 0172 BEAM 24' 00411. I 10' CONC. PIER PAD' C TPJ S7HD 14 RJ HOLDDOWN -0-0-0. 4x10 DP2 BEAM IE_4 2 6 345' y -1 • r 30'X30'XIO' PTA 01(4) 4 BARS EA. SLAT 5'34" 9 -2" FOUNDATION PLAN 39' -0" 12'-4" 12' -2" ° 3' -104" ' I i -- 4X10 DP2 BEAN 15 EA, 5 "X16" WOOD/ FOUNDATION VENTS 4' -40 4 Z • 4X4 DP2 POST CONNECTED TO TAE 13E4M W/ SIMPSON AC4 POST CAP EA. SIDE 4 A3.4 TO THE PG. RYPJ 4)00 DP2 BEAM - 4' •4Tg' 'n 16 -3" 20'-0" 15' -31" 5-O" 4" Concrete Slab on top of Compact Gravel dirt base W/ 3 S ope 2 ( BEAM ' ''O' I f FTG 16 CONC. PG. W /(4JI •4 BEARING WALL A BOVE W/ cm '4 BARS CONT. SEE NOTES 2a arfd 2b S UNDER "EXCAVATION." 8" CONCRETE FOUNDATION WALL W/ Le X 8' FTC. W/ (2) 4 4 RE3ARS, PERIMETER OF FIG. N 4 REBAR AT TOP OF3°41G4 WALL SEE mB SO VERTICAL STUB STEEL 18" O.G- on4 i4lG4 WALL �S GN 4�a7f I' -101 yo,) NOTE: MAIN FLOOR 94/2" LPI -20 1-JOISTS 19.2" O.G. W/ 3/4" TOP -NOTCH T4G OS13 SUBFLOOR GLUED .4 SCREWED 0 RECEIVED CITY CF TuilwtLA MAR 0 5 2002 PERMTTCFNTPE Wall Number Shear Nailing Requirements (UBC 97 Table 23- II -I -1) Plate Nailing Requirements Hoidown Requirements Anchor Bolt Spacing (ft) (0.50 inch diameter) Anchor Bolt Spacing (ft) (0.625 inch diameter) Q¢ Q Q m m U U U E- O W LL LL 3 15/32 with 8d @ 4 and 8 2 stagr rows 16d © 6 Holdowns Are Required. 1.819 2.273 15/32 with 8d @ 4 and 8 2 stagr rows 16d @ 6 Holdowns Are Required. 1.819 2.273 15/32 with 8d @ 4 and 8 2 stagy rows 16d @ 6 Holdowns Are Required. 1.819 2.273 15/32 with 8d @ 4 and 8 2 stagr rows 16d © 6 Holdowns Are Required. 1.819 2.273 15/32 with 8d @ 6 and 12 16d @ 5 Holdowns Are Required. 2.026 2.533 15/32 with 8d @ 6 and 12 16d @ 5 Holdowns Are Required. 2.026 2.533 15/32 with 8d @ 8 and 12 16d @ 5 Holdowns Am Required. 2.026 2.533 15/32 with 8d @ 4 and S 2 stagr rows 16d © 6 Holdowns Am Required. 1.806 2.258 15/32 with 8d @ 4 and 8 2 stagr rows 16d @ 6 Holdowns Are Required. 1.806 2.258 15/32 with 8d@ 4 and 8 2 stagr rows 16d @ 6 Holdowns Are Required. 1.806 2.258 15/32 with 8d @6 and 12 18d © 6 Holdowns Are Required. 2.579 3.224 15/32 with 8d @.6 and 12 led @ 6 Holdowns Am Required. 2.579 3.224 15/32 with 8d @ 6 and 12 16d @ 5 2.420 3.025 15/32 with 8d @ 6 and 12 16d © 7 3.461 4.326 15/32 with 8d @ 6 and 12 166 @ 5 Holdowns Are Required. 2.455 3.069 15/32 with. 8d @ 6 and 12 166 i0.1 5 Holdowns Are Required. 2.455 3.069 2= 1116' -PATIO 13' -0." DINING ROOM l0 2 O" x 12 5' -8 4 5' -0" 10' -Ore 6' -o" 6 %0' X 5' -0 9' -10" 15 -186' at LIVING ROOM 15-'0" x 1 HANDRAWNG 34" TO 38" HIGH 5 - 386 e 3-1/041 -1/6 GANGLAM '.. TEMP. GLASS 4' -0" X 5' -0" 1" 4' -0" X 4' -0" TEMP. GLASS 9 e -2 " 3-1/25,9 -I/2" NG-LAM (DROPPED NOOK 11'0" x 8'4" VINYL panel 6' 0.H B4D (3-18 24ES£ ENTRY -0' X b' -0° VINYL Y -594" 4x4 F 3- VYXit -v GA M 2 , - 52".. STS' 5/8" Type "X" Gyp board w/ (1) coat of Fire taping' on the Wall t Ceiling 8' -0" X 4' -0" 6x10 DF"2 HEADER 15' -6" 13'-6" X 16' -0" CARPET VINYL 2-CAR GARAGE 4" Concrete Slab on top of Compact Gravel dirt base IS' x 1' Overhead Door Type "Formcore II" 3- 1/2 "x9 -I/2" GAN6LAYI 50 gal. H/9 Tank Gas Furnace 80% 2' -1i n MASTER SUITE t e:IUNOLEHOUSE _ FAN Garage walla 2x4 etude 16" o.c. a/ 1/15" 058 sheathing t Fiber cement Siding applied Horiz 1 to the weather R DA- E 2/4/2002 REVISED APPROVED D� AINIr)G# 4 of 8 Sc ALE Scale 114 " =1'' WeartateentenentrallenESSEMeetenelnannexantente Perforated Shear Walls (PSW) Second floor shear wails along grid lines C and F (specifically, walls C1, C2 and Ft) have window openings that require additional strapping and blocking as outlined below in order to allow the subject wall to function as a perforated shear wall (PSW) and reduce the hold -down requirements to a reasonable level. Walls along grid line F shown to clarify, other locations similar. 7 RIM JOIST WINDOW OPENING RIM JOIST FOUNDATION WINDOW OPENING i 5722 (4 PLCS FULL BLOCKING EACH OPENING) MSTC28 (2 PLCS) STHDI4RJ (2 PLCS) STRUCTURAL SHEATHING REQUIREMENTS Structural sheathing is required to provide adequate bracing of the building lateral force resisting system (LFRS) and as diaphragms of the roof and floor structures in order to transfer wind and seismic loads to the lateral bracing elements. The following notes specify the detailed sheathing requirements referenced on the building drawings /plans. Refer to Table 23- II -B-1 of the 1997 Uniform Building Code (UBC) for all nailing details not specifically referenced. For exterior walls and roofs, unless otherwise noted on the plans, utilize a 7116 inch minimum thickness of APA rated sheathing panel for all exterior faces. Roof nailing should be done with a minimum of 8d nails spaced at 6 inch on center at all panel edges and at 12 inch on center throughout the panel field. Complete periphery of roof and floor diaphragms shall be nailed into solid blocking which fills the joist or rafter space in line with, and directly above, the bracing wall elements below (i.e. bird- blocks). For all wall panels there shall be one row of nails at each plate end and at least one row into each rim foist. Spacing of the nails in these rows shall be consistent with the designated panel nailing schedule as defined below and indicated on the plans. At the foundation line there shall be a row of nails continuous at 4 inch on center. Bottom plate nailing of all wood panel sheathed walls is specified below. Walls with partial exterior exposure shall be sheathed full height from Bottom to top plate for the indicated wall length even if within the interior space. Roof sheathing shall be laid with face grain perpendicular to the rafters and all panels altemated by 1/2 panel length. Floor sheathing panels shall be a minimum 23/32 inch APA Sturd -1 -Floor tongue and groove edged rated panels also alternated by 1/2 panel length and glued and nailed with 10d galvanized or ring - shanked nails. Rafters and trusses shall be connected to the wall top plates with hurricane clips at a 2 ft on center maximum spacing. At locations along the front and rear walls where reinforcing straps are specified on the drawings, they shall be placed vertically over the structural sheathing after all of the specified sheathing nailing has been completed. The straps are to be positioned so that they are centered on the vertical joint between the header and the trimmer and the sill and the trimmer and as near to the opening as possible while maintaining a position to allow effective nailing into solid material behind the sheathing of all of the nail holes in the specified strap. Simpson hardware is referenced; similarly rated ICBO recognized hardware is acceptable as an alternative. Nailing is specified on the plans/drawings and is indicated by spacing on the edges and along interior lines (through the field), in inches, in the accompanying nailing schedule tables. Panels identified by the drawing note ('\ LRP ) are to be constructed as Lateral Restraint Panels with full strapping, holdowns and special foundations and framing as required and noted on the details attached. South 128th Street, Lot #2, Tukwila, WA First Floor Walls INTERIOR FEATURES KITCHEN a) Vinyl flooring over 1/2" underlayment b) Kitchen Cabinets are Oak type ArlatokraFt LW door fronts style Oakland (See Details of Kitchen Cab. Layout) C) Laminate Countertop over 3/4" Subtop d) Kitchen Sink Is stainless steel 22 °x33 "xYdeeep of Moen 9445 chrome faucet < sprayer e) See -thru opening above etnk to living room f) Appltancea - Dishwasher to GE 30" Built -In white. Elect. Range is GE •JSP34 white Microwave to GE Spaeemaker •JVM 1441 white above the Range g) Roughed -In loemaker Sox for Refer. MASTER BATH a) Soaking Tub 12" x 36" of Moen Veleta "1 -940 chrome faucet, 6x6 tile deck, (1) row of tile B /S, and drywall front skirt w/ wood trim b) Laminate vanity top of wood 5/E t 8/6 c) Vinyl Flooring ct) (2) 11'x20" white enamel steel Lava s Moen Vtlleta •4121 ehr. faucet e) 48" FBG. Shower unit w/ glass Sliding chrome door, Moen Vllleta Pont -Temp "T -3192 chrome Shower faucet fJ W/C Is type 'ToTo" white g) (2) 33' vanities 30 high, (U 18 drawer vanity W (I) Towel Bar a Ring, (1) TP holder, N Mirror over Vanity UTILITY ROOM a) laminate Countertop of wood 5/E t B/S b) R -I Washer Box c) Vinyl Flooring over l/2" Underlayment d) Solid Core Door w/ self -close hinges, threshold, and weather stripping. POWDER ROOM a) Vinyl Flooring over 1/2' underlayment b) Pedestal Las' w/ Moen Monticello •4560 Chrome faucet e.) W/C to type "ToTo" white d) (I) Towel ring, (U TP holder, (I) Mirror H ALL BATH a) Vinyl flooring over underlayment b) 60 FSCs. Tub /Shower unit w/ single handle chrome tub /shower Faucet e) (1) 36 vanity, 30" high d) W/C e) (1) white enamel 11"x20 oval steel lav w/ single handle chrome faucet F) (I) Mirror over vanity g ) (1) Towel bar, (I) Tub shower rod ENTRY / STAIRWAY a) Vinyl flooring over 1/2" underlayment b) Handrail w/ Balusters on 3 steps on left aide Handrail continues all the way up the right aide. INTERIOR MILLWORK a) Doors - 6 -Panel 1-IC b) Door Casings - 2 -1/4" MDF "Colonial" o) Window Liners -1x6 MOF w/ 2 -1/4" 'Colonial" w/ MDF casings. d) Base - 2 -1/4" MDF "Colonial" e) All Millwork will be painted. f) Door 14d re. - Weslock or equal. g) Handrail - Hemlock prefinlahed. h) Closet Shelving- Vinyl-coated wire shelves U Undearlayment for Vinyl - 1/2" cross gain plywood. INSULATION a) R -I9 [mutation In all ext. walla t throughout the garage. b) R -19 Ineul. In floor throughout the craulepaoe C) R -30 Blow heat In all attic areas where It In possible. d) R -30 Batt Instil. to ceilings where Slow is not possible. e) Energy sealing, stuffing t caulking around eeL windows 4 doors, and plate line per code. DRYWALL a) 1/2" Drywall on all Ext. a Int. walla b) 5/8" or 1/2" CD Board on the ceiling c) All Corners fr square. d) All Drywall surfaces will have (3) coats of tape, (I) coat of PVA plus fine spray of texture, PAINTING a) (I) Coat of Latex Flavin all rooms exept Kitchen, Baths C Utility Room. b) (I) Coat of Semigloss In Kttehen, Baths t Utility C) (2) Coate of Semigloae on all Millwork 4 Doors d) (I) Coat on the Ext Siding t Trim. Note Std. t Ext. Trim have (I). Factory coat of Primer. FLOOR COVERINGS a) Carpet w/6• pad In all rooms except Kitchen, Utility, Powder and all Bathrooms, which will be Vinyl. PLUMBING a) Main Shut-off valve In the Garage to (2) I -bee bibs C) CPVC Water Line and ABS Waste Line d) Plumb and connect (I) HW -Tank FIRST FLOOR SHEARWALL PLAN Nor Tn SCALE 36" High Pre - Primed White wood picket railing NOTE: M$TC 28 THRU FLOOR *0- 511-1D 14 RJ HOLDDOWN -0-►► MAiN FLOOR PLAN 12'-4 11/16" 39'-0" 2'-11 11/16" NOTE, ALL Da. W WINDOW t DOOR H EADERS WILL 4X10 DP Al ' - 1/16" / .DC GEPT WHERE BE SPECIFIED S DIFFERENT 16' - 5/16" l' O 10l� 16 e_ 3 e I' -10)4 20' -0" CITV OF TUKWIL.1 FEB 0 5 200? PERMIT CENTER Wall Number Shear Nailing Requirements (UBC 97 Table 23- II -I -1) Plate Nailing Requirements Holdown Requirements Anchor Bolt Spacing (ft) (0.50 inch diameter) Anchor Bolt Spacing (ft) (0.625 inch diameter) � m U U � LL 15/32 with 8d @6 and 12 15/32 with 8d @6 and 12 15/32 with ed @6 and 12 15/32 with Eld @ 6 and 12 15/32 with 8d @ 6 and 12 15132 with 8d © 6 and 12 16d @7 16d @7 16d @7 t 6d @ 7 16d @ 6 16d (d), 5 Holdown Are Required. N/A N/A „- - ENGINEER J. Mclean Soul) 128'" Sheet, Let #2, TUkwila, WA G.S. Builders & Developers Inc. Lateral Review Engineering Calculations PAGE z'Z, S/ `517 CHECKER REPORT NO. SC000102 DATE 1/21/02. Structures Consulting Group MOOD Residential Perforated Shear Walls (PSW) Second floor shear wails along grid lines C and F (specifically, walls C1, C2 and F1) have window openings that require additional strapping and blocking as outlined below in orderto allow the subject wall to function as a perforated shear wall (PSW) and reduce the hold - down requirements to a reasonable level. Wells along grid line F shown to Sanity, other locations Smiler. RIM JOIST WINDOW OPENING RIM JOIST FOUNDATION WINDOW OPENING 7 + I ST22 (4 PLGS EACH OPENING) f FULL BLOCKING r MSTC28 (2 PLCS) 1HDI4RJ (2 PLCS) U South 128th Street, Lot #2, Tukwila, WA Second Floor Walls SECOND FLOOR SHEARWALL PLAN 7 , , / , 2X4 WALL HALL i V27 6 // / 2X4 WALL 4' 4x10 PP2 3' -i" NOTE: MSTC 25 TURD FLOOR — 4- 6TH0 14 RJ HOLDDOWN 04.0. 6' -0" SLIDING SD BEDROOM •1 lib' x 1 POST ROOF GIRDER If-10" 19' -0" NOTE: ALL EXT. WALL, WINDOW 4 DOOR I4EAD1326 WILL BE 4X10 OF •2 EXCEPT WHERE SPECIFIED AS DIFFERENT NOTE: 6T22 STRAPS ABOVE AND BELOW THE (4) WINDOW CORNERS. PLACE BLOCKING IN THE WALL WHERE NECESSARY. 3 V-3%," N it 21_411 .r.." r a. L INEN a1 CLC 5-31 l)11Ts, WI SD 70 CFM 4'-O" X I' -0" SECOND FLOOR PLAN OZ-Pro 35 r is 2' -6"X 6'-S" 4TTIC ACCE6 6 3' -0" 2o -o 16" O.H. (TYP) ATTIC AREA W/ ATTIC TRUSSES 4 ' - / 4 ' -0 11 11%-9" SD BEDROOM *2 It' -9" X 12' O CARPET B uilders & V Inc. Excellence Since 1964 Ps, Box 68682 Seattle, WA. 98168 Phone 206 244-3822 Fax 206 2825 REVISED APPROVED 1`:j RELENEO CITY OF TUKWILA FEB 0 5 ZOOZ PERMIT CENTER DATE 2/4/2002 DRAWN BY DR AIM NIC 5 of 8 SC ALE Scale 1/4 " = 1' W/. 3/4" T4Cs 085 9UBFLOOR GLUED 4 ECREUED . R -19 6 MIL VISOUEEN ON TOP OF THE DIRT R -30 BLOT" NSW- / TP.) DINING ROOM 9-1/2" LPh20 1J0IsT8 19.2 O.C. W/ are TAG 055 SUBR.00R GLUED 4 SUED " R -1 !NSW_ i - - - - X5/8 TYPE "14' GTP BOARD t 1 LIVING ROOM TOP OF FOOTING REVISED 3/3/02 FOUNDATIO 1. a" thick retnrorced concrete walls per code. Wall height will be 3' with (t) s4 ba at the top (2). •4 bas evenly epa0ed below it, 3' stub steel 2 otirg will -e I -' x S wt (2) bee in 3. Interior concrete Ater pads will be placed per plan. 4. 6 MI visqueenwill be placed over the dirt In the crawl - ace as mots ure barrier. 5. Provide ba I inside foundation in crmulepace to the same elev. as finish grade elan, outside the foundation or greater. Provide I° diem, weepholes.In foundation wall on the front t IeFt sides of house to eiimtnate 1 cfiound water accumulation In the crawispace. REV/ • 33/01 S" X3 HIGH WALL 111/ (I) s4 BAR AT TOP t (2) s4 BELOW tW3' eTUB STEEL 18° O.c. I6" x a" FTC. W /(2)s4BAR6' XIO OP2B U2" LP- SOFFIT BOARD CONC. PORC14 REVISED 33/02 NOTE: FOUNDATION / CRAWLSPACE DETAIL ON D-D SECTION ALSO APPLIES TO A-A, 13-8, AND C-C SECTIONS TOP OF FLOOR "" 0-0 SECTiOi" TI-IRU LIVING 4 PINiNG ROOM co 1 v I Rudders Sr DevC, Inc. ExcerCence Since 1964 APPROVED SC ALE Scale 1/4"= 1' ° GANGLAM GARAGE DOOR HEADEf2 (U LAYER 5/8" TYPE ° X ° GYP BOARD W/ (I) COAT FIRE TAPE 2 -CAR GARAGE W 10/12 9 TG 42' -611 6� TRUSSES 6 MIL VISCUEEN N CRAWLER CITP.) AC4 (SIMPSON) TYP. A34 (SIMPEON) TYP. 1 v 2X4 WALL TRUSSES 24" O.G. - IM JOI5T8 B -30 INsuL A 34 .b,NG. CLIP a" CAN 1/16" 086 ROOF SHEATHING W/ 15 FELT AND 25 TEAR PABCO COMPOSITION ROOF 16' -10" 12' -51A" 6X10 • F "1 140 9-1/2" LPI -20. I- JOISTS 19.2 O.C. W/ 3/4" T40 085 SUBFLOOR GLUED t SCREWED .+ R -B HEEL W/ (U 4 4 BAR c TOP XS ° FTC W) (2)'48 4X10 0F*2 BEAM 3-1/2"X11-1/8" G-L 1-1/8° LPI -20 i6" O.C. 16'-81e TRUSSES 24" O.G. $EDROOI1 ►1 BLOCKING SEE D-D SECTION FOR CRAWLSPACE / FOUNDATION REVISION NOTE X21 - JIE E N E 4X4 POST (TTP) 9.1/1 LPI -20 1,018T8 Ni 1' O.C. W/ 3/4" TIG CEO SIIBFLOOR GLUED a SCREWED • R -19 I 12' -511" I6' - 10" 2' -i1" C -C SECTION THRu,,,i■tilRy, LIVING ROOM 4 KITCHEN / SEE D-D SECTION FOR 7 x CRAWLSPACE / FOUNDATION ' REVISION NOTE. 25' -10" 24' -81 10 13' -1116" A -A SECTi 31' -216" 13'-0" 1-IRU GA 16' -2 AGE AND MATER 4X10 10 2' -Ii" t rreR:OR WALLS L 2x6 FJ 16" o.c. w/ 1/16" O5B sheathing. 2. Wall between garage and house Is 2x6 FJ studs 16" a c. w/ 1/16" 0613 sheathing on the garage. side. 3. Insu!attonIn the exterior walls i RIB. 4. V2" gyp board on the Inside or the exterior walls and 5/6" Vas ° X" on the garage walls. 5. Exterior it will be fiber er Y to the weather er with 15s felt paper as a moisture barrier. 6. All exterlor trim wIll be pre-prirect spruce white NOOK Ile DES ROOF SHEATHING WI 15 FELT AND 25 TEAR PABCO COMPOSITION ROOF 2X4 OVER FRAMING 3-1/2" XII -118 R -30 BLOW NSUL TRUSSES 24" O.G. KITCHEN II 3- I/2"XII-tike" GANGLa 11 -1/80 LPI -20 16" O.G. 12 TRUSSES 24" O.G. B BLOW 4X10 OPT BEAM_ 2XF1 RAFTER 24" O.C. I III n i II R -3O BATT 2' -111€" 2' -11" 12' -5!1" 15-15 SECTION TI-IRU STAIRUJA 31' -2" 31-2" BLOCKING UNDER BEARIyG WALLS (TYP.. M 0 8 FASCIA ITYPJ SEE D-P SECTION FOR CRAWLSPACE / FOUNDATION REVISION NOTE. TI TY 6F TUKWILA MAR 0 5 2002 TIMBET2STRANP RIM JOIST (TYP.) _ Rufif V e C, Inc. Excellence Since 1964 DATE 2/4/2002 REVISED APPROVED RECEIVED CITY OF TUKW!i.> FEB 0 5 2002 PERMIT CENTER 2NIa FLOOR JOIST FLAMING 1=1-AN GARAGE 20' -0" MAIN FLOOR JOIST PLAN 4' -0" ROOF PLAN Scale 3116 " =1' I it I TIMBET2STRANP RIM JOIST (TYP.) _ / II' -II" / 15' - 20'-O" / Rufif V e C, Inc. Excellence Since 1964 DATE 2/4/2002 REVISED APPROVED RECEIVED CITY OF TUKW!i.> FEB 0 5 2002 PERMIT CENTER 7 2NIa FLOOR JOIST FLAMING 1=1-AN GARAGE 20' -0" MAIN FLOOR JOIST PLAN 4' -0" ROOF PLAN Scale 3116 " =1' JOIST CANTILEVER S" BLOCKING I POINT L LOADS Rufif V e C, Inc. Excellence Since 1964 DATE 2/4/2002 REVISED APPROVED RECEIVED CITY OF TUKW!i.> FEB 0 5 2002 PERMIT CENTER 2NIa FLOOR JOIST FLAMING 1=1-AN GARAGE 20' -0" MAIN FLOOR JOIST PLAN 4' -0" ROOF PLAN Scale 3116 " =1' 12' -4" 39'-0" o 1-•C3 s 16' -I" ..� ENGINEER J. McLean South 128'" Street, Lot 42, Tukwila, WA G.S. Builders & Developers Inc. Lateral Review Engineering Calculations PAGE 4 6 �so CHECKER REPORT NO. SCG00102 DATE 1/21/02 -.. Structures Consulting Group MODEL Residential DA 1E 2/4/2002 REVISED DRAWN B Y RECEIwEp cmoRnuxwlla FEB 0 5 an PERMIT CENTER APPROVED DRAY NC 8 of 8 SC ALE 1.0 GENERAL 1.10 CONSTRUCTION NOTES The contractor shall verify and coordinate the dimensions among all drawings prior to proceeding with any work or fabrication. The contractor is responsible for all erection bracing, formwork and temporary construction shoring_ The contractor is responsible for all required safety precautions and the methods, techniques and procedures required to perform his/her work 1.20 CODES All methods, materials and workmanship shall conform fo the 1997 Unicorn Building Code (UBC) as amended and adopted by the local building authority_ All references to other codes and standards (AC TM, eta) shall be f the latest, or most current, editio available. 1.30 DESIGN CRITERIA Uniform Gravity Loads: Loads LivE Load (L1-1 Roof (composition or shake) 25 psf Floor (framed) 40 psf Exterior Decks (framed) 60 psf Walls (8-ft height) - Walls (9-ft height) - 2.0 STRUCTURAL CONCRETE Dead Load (DL) 25 psf 15 psf 10 psf 80 pit 90 Of 1.40 SOIL DATA Allowable soil bearing pressure is assumed to be 2000 psf. tt is the reponsibifdy of the contractor to verify that the site soils provide this minimum bearing capacity. Foundations shall not be placed upon fills unless the fills are designed and placed under the supervision of a registered professional engineer, State of Washington 2.10 GENERAL Mixing, placing and selection of materials f DDSS to shall be in axordancevdth the UBC and ACI 3:6 -89. Concrete shalt be placed A a single pour between construction or . control joints. Protect all concrete from premature drying and excessive hot or cold temperatures for seven days after placement 2.20 STRENGTH Twenty-eight (28) day compressive strength shall be: Footings Slab -on -grade Ag 2500 2500 SRme 4 inch + / - inch 4 inch 41-1 inch 2.30 MATERIALS Cement ASTM 150, type 1 or NI Coarse and fine aggregate: ASTM C 33 Water. Clean, potable and free of substances having deleterious effects on concede or its reinforcement 2.40 WATER REDUCiNG ADMIXTURES Water reducing admbdure: ASTM 0494. Admixtures shall be used in exact accordance with manufacturer's instructions_ Air entrainment ASTM 0-260 and ASTM 0494. Entrain 4 %N - -1 %a r by in all exposed concrete... 2.50 FORMWORK AND SHORING Follow recommended practice for concrete formwork (AC1347). 2.60 REINFORCING STEEL Deformed bar reinforcement ASTM A -615 Grade 60 Welded wire fabric: ASTM A- 185 & ASTM A-82 fy= SSWi Total 50 psf 55 psf 70 psf 80 pit 90 pit All reinforcing shall be lap - spliced a minimum of 40 bar diameters except as noted specifically on the drawings. No more than 50% of horizontal or vertical bars shall be spliced M one location. 2.70 CONCRETE COVER ON REINFORCING (unless otherwise noted) Bottom of footings 3 inch Fomted eerih face & slab on grade 2 inch 3.0 WOOD 3.10 GENERAL Framing Amber shall be DF #2 or as shown on the drawings All 2 inch lumber shall be kiln dried (I(D). Each piece of lumber shall bear the stamp of the West Coast Lumber Inspection Bureau (WCLIB) and/or the Western Wood Products Association (W WPA) showing grade made Provide cu or malleable iron washers where bolt heads, nuts and lag screws bear on wood. Treat all wood in contact with concrete, mortar, grout, masonry and within 12 inches of soil; all wood over water, and all wood in contact with soil; with pentachlorophenol suspended in mineral oil or a waterborne preservative in accordance with APWA specifications for the pressure treatment of western woods, latest edition. Retention to be as follows: Above ground in contact with concrete, mortar etc 0.30 Over water 0.40 In contact with soil 0.60 Where possible, precut material before treatment All field cuts and drilled holes shall be field treated in accordance with'APWA M4. 320 ACCESSORIES Bolts shall be ASTM A-307. Washers shall be malleable iron washers (M.I.W.) Or heavy plate cut washers. Nails shall be common, American or Canadian manufacturers only. For lag screws and shear plates see national deign specifications. Anchors and connectors shall be Simpson, or equivalent, ICBO approved products. All fasteners shall be installed per manufacturer's recommendations unless otherwise noted. All hardware exposed to weather, or in unheated portions of the building, shall be galvanized per ASTM A-123. 3.30 MINIMUM NAILING Minimum nailing shall be per the 1997 UBC Table 23- II -B-1 nailing schedule. 3.40 SHEATHING (plywood and /or oriented strand board (OSB)) Each sheet shall bear the trademark of the American Plywood Association (APA). All grading shall conform to PS 1-83 and Report Number NER -106. Thickness and layup shall be as shown on plans. All plywood shall be group I or II species. Unless otherwise noted, provide the 'drawing minimum nailing: Panel Edges: _ Rd 6 inch on center Intermediate Support rid @ 12 inch on center 3.50 GLUED LAMINATED BEAMS Materials, manufacture and quality control shall be per ANSI /AITC A -190 ['Structural Glued Laminated limber. Unless otherwise noted, camber all beams 1 -12 times dead load deflection. Al beams shall be combination 24F -V4 as listed In UBC table 231 -C-1 part a, and have exterior glue. Unless otherwise noted, industrial appearance is acceptable. 3.60 WOOD ADHESIVE All wood adhesive shall be elastomeric and shall be equivalent to 3M Scotch Grip wood adhesive 5230. Apply all adhesives in accordance with the manufacturer's . recommendations or instructions. 3.70 PRE- ENGINEERED TRUSSES Member geometry and spacing shall bees shown on the plans. The manufacturer shall provide additional framing members as shown, or as necessary, to provide support for mechanical equipment, wall or other partitions, snow drift loads, etc.. Trusses with spans greater than 35 feet shall have the heel plates designed considering the effects of eccentric loading. Where noted, precut blocking, bridging, bracing and/or filler pieces shall be furnished by the manufacturer. Where applicable, wind uplift bracing shall be provided by the manufacturer. Unirss otherwise noted, the truss manufacturer shall specify and furnish connection hardware for the instatlation of their truss system: Shop drawings shall indicate all required permanent bracing. Supporting calculations shall indicate member stresses, species/grad. and applicable ICBO /CABO approvals. Shop drawings and calculations shall be sealed bya professional structural engineer registered in the State of Washington. Metal plated trussesshall be manufactured and detailed in conformance with the following standards: TA-85 SCP -78 OCM-77 Design Specifications for Metal Plate Connected Wood Trusses_ Code of Standard Practice for the Metal Plate Connected Wood Truss Industry. Quality Control Manual When delivered, the components shall be accompanied by the fabricators certificate of conformance to the above referenced standards and, by user advisory, notices equivalent to the following: WI HEY -80 Recommendations for Handling and Erecting. 7PI BTW -16 Bracing Wood Trusses: Commentary and Recommendations. Z.--10 35 File: D 02 -0035 35mm Drawing #1 -2 LOT 3 12624 35T1-1 ,AVE. 5. PROPERTY LINE _ SETBACK LINE TOTAL LIVING SPACE • I811 SF 9' -10" 0 11" GARAGE SLAB ELEV. • 230. 50' ALL FOOTING DRAINS WILL TIE INTO THE DOWNSPOUT STORM DRAIN LINE 4' DOWN - TREAM PAST NOUSE CORNER LOT 1 12632 35TH AVE. 5, FIRE HYDRANT LOCATION IS AT CORNER OF 35TH AVE S. 1 3. 128114 5T. • 150 LF FROM S.W. CORNER OF PROPERTY LOT 2 OF 5I01RT SUEBDIYI N0, L01 -035 CITY OF TUKWILA, WA N 8 ELEV. 235. 0' ELEV. 232. 4' MW WOOD FRAME SHED CONC. BLOCK STRUCTURE " ELEV.233.0' 6 0'55 E 23.53 PLOT PLAN ELEV. 232. 15p O O w END OF SEWER LINE N 8918'16 " W 50.00' 5, 128TH STREET 5 0 ELEV, 232. 'IS' NOTE: EXISTING FENCE RUNNING NEXT TO OLD LOT LINE WILL BE RE"10Vr - D I6" ROOF H.O. TrP. NOTE ANY FUTURE SFR SHALL HAVE POWER, TELEPONE AND TELEGOMMUNICTIONS INSTALL UNDERGROUND 0 ■ DOWNSPOUT LOCATION n . 231 NOTE: SPLASH BLOCK TO BE PLACED UNDER ALL POWNSPOUT DROPS GliWirwelloNteeTIMPTO E 4' CONC. CRIVEUAY ON COMPACT GRAVEL SASE TO MATCI4 10418T1NG STREET PAVEMENT ELEV. 22S. 25' CITY OF TUKWILA DATE Builders Devi., Inc Excettence Since 1964 Po Box 68652 Seattle, WA. 98168 Phone 206 244 -9822 Fax 206 244 -9825 2 200.1., REVISED DRAWN B v APRR9vED DRAM) G4 SC A LOT 3 12624 35T14 AVE S. PROPERTY LINE LOT1 12632 35T1-I AVE.. S. LOT 2 OF 54OIRT 5UO0 I V I5I ON NO L01 -035 CITY OF TUKUJILA, U A. N 8 ELEv. 238 0' ELEV. 232. 4" PVC FIRE HYDRANT LOCATION IS AT CORNER OF 35TH AVE. 8. 4 S. 128714 ST. • 150 LF FROM S.W. CORNER OF PROPERTY MH m w 0 PLOT PLAN WOOD FRAME SHED CONC. BLOCK STRUCTURE ELEV. M. '0'55 E 23.53 PAVEMENT EDGE END OF SEVER LINE ELEV. 232. 15' N 89 " W 50.00 REV, 732. 16 5. 128114 STREET O' NOTE: EXISTING FENCE RUNNING NEXT TO OLD LOT LINE WILL BE REMOVED Ii" ROOF H.O. TYP. NOTE ANY FUTURE SFR SHALL HAVE POWER, TELEPONE AND TELECOMMUNICTIONS INSTALLED UNDERGROUND 0 • DOWNSPOUT LOCATION FOOTING SUBSOIL DRAINS WILL NOT BE RE LURED SINCE BACKFILLING IN CRAWLSPAGE WILL BE AT SAME ELEV. OR GREATER THAN THE OUTSIDE FINISH 4' CONC. PRIVBIIAY ON COMPACT GRAVEL BASE TO MATCH EXISTING STREET PAVEMENT ELEV. 225. a' izotro35 These plans have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. 3 08 {4490 I h1i111di[III iii 11 i 1 diii 1 i 1 1 111 1 111 ! 1 1 1 11 111111. 111111111111111111111111I11111iih1111111iih 111�1ii�iiiiliiii�iiiiJii1 h111i11.11h11 ilii� �11 Final acceptance is subject to field inspection by the Public Works utilities inspector. Date: -. By' RECEIVED are OF TUKWILA MAR 0 5 2002 PERMIT CENTER Builders D evC., Inc. Excellence Since 1964 Po Box 6865 Seattle, WA. 98168 Phone 206 244 -9822 Fax 206 244 -9825 N ti DATE M (/oo.1. , REVISES9 3 � io� DRAWN B Y APPROVED DRAWING# SC ALE � � File: D 02 -0035 35mm Drawing #3 -4 Wall Number Shear Nailing Requirements (UBC 97 Table 23- II -I -1) Plate Nailing Requirements Holdown Requirements Anchor Bolt Spacing (ft) (0.50 inch diameter) Anchor Bolt Spacing (ft) (0.625 inch diameter) Al 15/32 with 8d @ 4 and 8 2 stagr rows 16d © 6 Holdowns Are Required. 1.819 2.273 A2 15/32 with 8d @ 4 and 8 2 stagr rows 16d © 6 Holdowns Are Required. 1.819 2.273 A3 15/32 with 8d @ 4 and 8 2 stagr rows 16d ©6 Holdowns Are Required. 1.819 2.273 A4 15/32 with 8d 0 4 and 8 2 stagr rows 16d © 6 Holdowns Are Required. 1.819 2.273 B1 15/32 with 8d 6 6 and 12 16d © 5 Holdowns Are Required. 2.026 2.533 B2 15/32 with 8d © 6 and 12 16d © 5 Holdowns Are Required. 2.026 2.533 B3 15/32 with 8d © 6 and 12 16d 6 5 Holdowns Are Required. 2.026 2.533 Cl 15/32 with 8d © 4 and 8 2 stagr rows 16d © 6 Holdowns Are Required. 1.806 2.258 C2 15/32 with 8d © 4 and 8 2 stagr rows 16d @ 6 Holdowns Are Required. 1.806 2.258 C3 15/32 with 8d 6 4 and 8 2 stagr rows 16d 0 6 Holdowns Are Required. 1.806 2.258 D1 15/32 with 8d © 6 and 12 . 16d 6 6 Holdowns Are Required. 2.579 3.224 D2 15/32 with 8d © 6 and 12 16d © 6 Holdowns Are Required. 2.579 - 3.224 El 15/32 with 8d 6 6 and 12 16d © 5 2.420 3.025 Fl 15/32 with 8d © 6 and 12 16d © 7 3.461 4.326 F2 15/32 with 8d a 6 and 12 16d (d,� 5 Holdowns Are Required. 2.455 3.069 G3 15/32 with 8d @ 6 and 12 16d c 5 Holdowns Are Required. 2.455 3.069 0 - -; Cn- First Floor Walls South 128th Street, Lot #2, Tukwila, WA o - 0 0) South 128th Street, Lot #2, Tukwila, WA Second Floor Walls Wall Number B1 B2 C1 C2 D1 F1 Shear Nailing Requirements (UBC 97 Table 23- 11 -1 -1) 15/32 with 8d and 12 15/32 with 8d 6 and 12 15/32 with 8d 6 and 12 15/32 with 8d c 6 and 12 15/32 with 8d and 12 15/32 with 8d (a 6 and 12 Plate Nailing Requirements 16d 7 16d©7 16dC27 16d 7 16d 6 16d 5 Holdown Requirements Holdowns Are Required. Anchor Bolt Spacing (ft) (0.50 inch diameter) NiA • Anchor Bolt Spacing (ft) (0.625 inch diameter) NVA