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Permit D03-083 - THAI RESIDENCE - ADDITION
HOA THAI RESIDENCE 12049 46T" AVENUE SOUTH D03 -083 Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Water Meter: doc: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Public Works Activities: DEVELOPMENT PERMIT z Parcel No.: 3347401235 Permit Number: D03 -083 z • Address: 12049 46 AV S TUKW Issue Date: 06/24/2003 '� w Suite No: Permit Expires On: 12/21/2003 QQ JU 0 0 Tenant: vi w Name: THAI RESIDENCE J Address: 12049 46 AV S, TUKWILA WA co w w Owner: 2 Name: THAI HOA NGOC +LOAN T NGUYEN Phone: g Q Address: 12049 46TH AVE S, TUKWILA WA co Contact Person: Z H Name: MARK ANTONIOLI Phone: 425 - 802 -1888 Address: 13860 177 AV SE, RENTON WA Z O Ill w Contractor: D p Name: BAYVIEW GENERAL CONST INC Phone: 0 cn Address: 2122 S BAYVIEW ST, SEATTLE, WA 0 (— Contractor License No: BAYVIGC001LF Expiration Date: 04/21/2005 w w DESCRIPTION OF WORK: u_ p CONSTRUCTION OF A 898 SQ FT 2 STORY ADDITION TO AN EXISTING SINGLE FAMILY RESIDENCE. .. Z PUBLIC WORKS ACTIVITIES INCLUDE: STORM DRAINAGE U P 1 0ff' Value of Construction: $ $82,975.20 Fees Collected: $1,447.84 Type of Fire Protection: N/A Uniform Building Code Edition: 1997 Type of Construction: V -N Occupancy per UBC: 7 Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Volumes: Cut 0 c.y. Fill 0 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: N Sewer Main Extension: N Private: Public: Storm Drainage: N Street Use: N Profit: ?? Non - Profit: ?? Water Main Extension: N Private: Public: ?? D03 -083 Printed: 06 -24 -2003 .., ..�.a .w �� ..r�,�..:c.. "i,. - ,w,... s.,:u:a',.ti..1i7Ji ia, ^.•ztl�rw <rm, _ . wr .rryar�trrrnW.?- �'17��+Cdk%�" ✓. Qg Mot 1;$1,..;1'l t k.1,'�J:,;4; z Signature: - 7""Zi ,n ,v i-i doc: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature: e�r '�.�ee� .– 1:z Date: --2 ' 1 3 G I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit. /►l 0 Date: G - 0 '7 Print Name: 77-//'' /A / /_/ /I / G–u �_. nl 3 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. D03 -083 Printed: 06 -24 -2003 Parcel No.: 3347401235 Address: 12049 46 AV S TUKW Suite No: Tenant: THAI RESIDENCE 1: PLANNING APPROVAL OF THIS PERMIT DOES NOT CONSTITUTE APPROVAL OF THE ADDITION TO THIS SINGLE FAMILY DWELLING AS AN ACCESSORY DWELLING UNIT. 2: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** 3: Contractor shall notify Public Works Utility Inspector Mr. Greg Villanueva at (206)433 -0179 of commencement and completion of work at least 24 hours in advance. 4: Work affecting traffic flows shall be closely coordinated with the City Utilities Inspector. 5: Any material spilled onto any street shall be cleaned up immediately. 6: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 7: Downspouts, driveway, patio and drainage from other impervious areas shall be collected in an on -site storm drain system. Drains shall be 4" minimum diameter, PVC schedule 40 or corrugated poly ethylene pipe with a minimum 1% slope for gravity discharge to location approved by the Public Works Department. Downspouts shall not connect to footing drains. Footing drain and downspouts may share a single discharge pipe downstream of the lowest footing drain. 8: Storm drainage pipe outlet to existing ditch shall be located above the ditch flowline, as directed by the City Public Works Inspector. 9: ** *BUILDING DEPARTMENT CONDITIONS * ** 10: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 11: 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). 12: 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). 13: All mechanical work shall be under separate permit issued by the City of Tukwila. 14: 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. 15: 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. 16: Any exposed insulations backing material shall have a Flame Spread Rating of 25 or less, and material shall bear identification showing the fire performance rating thereof. 17: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 doc: Conditions City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS D03 -083 4;r "iZZA 'i -iAiky ail' re Permit Number: D03 -083 Status: ISSUED Applied Date: 03/14/2003 Issue Date: 06/24/2003 ;VV.+ f ui+att r.,;b Printed: 06 -24 -2003 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 18: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 19: All wood to remain in placed concrete shall be treated wood. 20: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. z z w QQ � J U U CO On CO Ili J = H w 21: There shall be no occupancy of the building(s) until the final inspection has been completed by the Tukwila Building g 5 u- = d = W ►— _ z � t<-- 0 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances w Lu governing this work will be complied with, whether specified herein or not. U� The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws Oo H w w = U (— Signature: i7_f ez V ` � ? 'l ' ?�" -- - �—' _ Date: -- - Z. tii U N Print Name: - 77--/ N (k G t) o z Inspector. regulating construction or the performance of work. doc: Conditions City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 D03 -083 Printed: 06 -24 -2003 ;i.;:.ta1,1i4w`kiA�t7t.0 <8 CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** SITE :LOCATION ., ��f King Co Assessor's Tax No.: 3 3 4 17 ( 10 i e �,� Site Address: 1 2 o l ! L �' // - "l 6 � � 5 U IMO Suite Number: Tenant Name :_ New Tenant: .... Yes (] ..No Property Owners Name: /-/O / r(I/T" Mailing Address: (ZO t q - q6 RI- 30 r0/ 0,01e4 c, 0/4 9g 1 jei State Zip Name: MM, f{ 4.4)! 7�(4L.,/ Mailing Address: ( 3 8 6 0 177 1 /9� E -Mail Address: /" I { J Cr/t4 City Floor: Day Telephone: 2 ? " l g City State ip Fax Number: t-`2S� r t Z 7- r/ O 7 Company Name: /0 r f i2 Mailing Address: City Day Telephone: Fax Number: Contact Person: E -Mail Address: State Zip Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Company Name: Mailing Address: Contact Person: E -Mail Address: ENGINEER OF RECORD . = Ail plans must be wet stamped by Engineer of Record Company Name: Mailing Address: Contact Person: E -Mail Address: 'applicauuns \perms application (I•2U01) 1.2001 Pant: 1 Zip City Day Telephone: Fax Number: State Zip City Day Telephone: Fax Number: `111.7: f. ;: „ , s ''Z' E; U t1tTr t h :Ar as t 440040, State BUILDING PERMIT INFORMATION ; 206 -431 -3670 Existing Building Valuation: $ / 3 ✓; C' 0 Scope of Work (please provide detailed information): ' 0/ ?0,(i d , i `S I (' C LIQ t g.C&( q 1 $ / Valuation of Project (contractor's bid price): $ 7o r4 v.) / @ `apphcauonstperma application (I. 003) I :003 Will there be new rack storage? J... Yes Z. No If "yes", see Handout No. Number of Parking Stalls Provided: Standard: Compact: for requirements. Provide All Building Areas in Square Footage Below PLANNING DIVISION: q Single family building footprint (area of the foundation or all structures, plus any decks over 18 inches and overhangs greater than 18 inches) I l 2 r as *For an Accessory dwelling, provide the following: �} Lot Area (sq ft): 81 q 7 Floor area of principal dwelling: / l Z j Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Handicap: Will there be a change in use? 0...Yes (g.. No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: .. Sprinklers D...Automatic Fire Alarm ( ❑.. Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ❑...No !f "yes", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and 41 Safety Data Sheets. UTILITY DISTRICTS: Note: If the utility district is not City of Tukwila, you must provide written verification and approval from that utility district at the time of permit application. Water i k City of Tukwila Water District O.. Water District #125 ❑... Highline Water District ❑ ... City of Renton Water District Sewer City of Tukwila Sewer District G.. Val Vue Sewer District ❑...City of Renton Sewer District ❑...City of Seattle Sewer District 0 .. Septic System (If property is served by a septic system, 2 copies of approved septic design from King County Health Department must be submitted at the time of permit application) Page 2 :15 140 1.141a4Liv Existing Interior Remodel Addition to Existing Structure New Type of Construction per UBC Type of Occupancy per UBC l't Floor • Q 6 1 0 4-f 5 0 V- ,' !v J k- 3' 2 " Floor ¢ C1 oO j (( G2 `7 ! �J t? 0.? 3f Floor Floors . thru Basement Accessory.. Structure* Attached,Garage Detached Garage .. Attached Carport Detached. Carport Covered Deck, ., Uncovered. Deck BUILDING PERMIT INFORMATION ; 206 -431 -3670 Existing Building Valuation: $ / 3 ✓; C' 0 Scope of Work (please provide detailed information): ' 0/ ?0,(i d , i `S I (' C LIQ t g.C&( q 1 $ / Valuation of Project (contractor's bid price): $ 7o r4 v.) / @ `apphcauonstperma application (I. 003) I :003 Will there be new rack storage? J... Yes Z. No If "yes", see Handout No. Number of Parking Stalls Provided: Standard: Compact: for requirements. Provide All Building Areas in Square Footage Below PLANNING DIVISION: q Single family building footprint (area of the foundation or all structures, plus any decks over 18 inches and overhangs greater than 18 inches) I l 2 r as *For an Accessory dwelling, provide the following: �} Lot Area (sq ft): 81 q 7 Floor area of principal dwelling: / l Z j Floor area for accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Handicap: Will there be a change in use? 0...Yes (g.. No If "yes ", explain: FIRE PROTECTION /HAZARDOUS MATERIALS: .. Sprinklers D...Automatic Fire Alarm ( ❑.. Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ❑...No !f "yes", attach list of materials and storage locations on a separate 8 -1/2 x 11 paper indicating quantities and 41 Safety Data Sheets. UTILITY DISTRICTS: Note: If the utility district is not City of Tukwila, you must provide written verification and approval from that utility district at the time of permit application. Water i k City of Tukwila Water District O.. Water District #125 ❑... Highline Water District ❑ ... City of Renton Water District Sewer City of Tukwila Sewer District G.. Val Vue Sewer District ❑...City of Renton Sewer District ❑...City of Seattle Sewer District 0 .. Septic System (If property is served by a septic system, 2 copies of approved septic design from King County Health Department must be submitted at the time of permit application) Page 2 :15 140 1.141a4Liv PUBLIC WORKS PERMIT INF :MATION - 206-433 -0179 • Scope of Work (please provide detailed information): Suc _p � �_'pbWV eorr,�rrs • : Street Use: ❑ .. Street Use o• Land Altering and /or Hauling: ❑ .. Land Altering: 0...Cut pplicauona \ application (1.2003) 1':003 ❑... Channelization /Striping d Call before you Dig: 1- 800 - 424 -5555 Please refer to Public Works Bulletin #1 for fees and estimate sheet. cubic yards ❑...Fill ❑...Curb cut/Access /Sidewalk Sto. Drainage: . Storm Drainage 0...Flood Control Zone TO j$ T f .� G 1 eTL (� cubic yards ❑ .. Hauling �Sep Information: ;W. City of Tukwila Sewer District ❑.. Val Vue Sewer District ❑...City of Renton Sewer District ❑ .. City of Seattle Sewer District ❑ .. Sanitary Side Sewer ❑ .. Sewer Main Extension ❑ .. Private ❑ ., Public WVr Information: L'ECity of Tukwila Water District 0.. Water District # 125 0... Highline Water District ❑...City of Renton Water District ❑ .. Water Main Extension 0.. Private ❑...Public ❑ .. Water Meter/Exempt: Size(s): ❑ .. Deduct 0... Water Only ❑ .. Water Meter Permanent #: Size(s): ❑ .. Water Meter Temporary #: Size(s): ❑ .. Est. Quantity: gallons ❑ .. Fire Loop/Hydrant (main to vault) #: Size(s): ❑ .. Landscaping Irrigation ❑ .. Miscellaneous: Monthly Service Billing to: Name: Day Telephone: Mailing Address: Cit State Water ... ❑ Sewer ... ❑ Sewage Treatment ❑ Fire Line .... ❑ Page 3 Zip Water Meter Refund/Billing: Name: Mailing Address: City State Zip Day Telephone: p'.L1k.6f3 'hnd.} :, .t ^ i'7 :7`�?4ti'{ nrn..^xr,+- mwm•wc•NVrzw. Unit Type:. . Qty .. Unit Type: Qty . Unit Type: Qty Boiler /Compressor: Qty Furnace <100K BTU Air Handling Unit >= 10,000 CFM Other Mechanical Equipment 0 -3 HP /100,000 BTU Fumace>100K BTU Evaporator Cooler 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan 15 -30 HP /1,000,000 BTU Suspended/Wall/Floor Mounted Heater Ventilation System 30 -50 HP /1,750,000 BTU Appliance Vent Hood 50+ HP /1,750,000 BTU Heat/Refrig/Cooling System Incinerator - Domestic • Air Handling Unit <= 10,000 CFM Incinerator — Comm/Ind MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: Contact Person: E -Mail Address: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Use: Residential: New .... E Replacement .... U Commercial: New .... U Replacement .... U Fuel Type: Electric U Gas Other: Indicate type of mechanical work being installed and the quantity below: Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWN \ 4M�� -'` - AH I ED AG : TC Signature: Print Name: / 4 jV rd (0 L-- / Mailing Address: Date Application Accepted: Date Application Expires: 'appticauons\permit applicauun (1.2003) #2003 o - 1 7711 ' 0/5 -5 • • .!• Page 4 City Day Telephone: Fax Number: Day Telephone: City JAV State cti State Zip Date: (/ 7 (0 lgg 0f' Zip Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 3347401235 12049 46 AV S TUKW THAI RESIDENCE R03 -00756 SKS 1165 Payee: BAYVIEW GENERAL CONSTRUCTION INC TRANSACTION LIST: Type Method Description Payment Check 1356 BUILDING - RES STATE BUILDING SURCHARGE RECEIPT Account Code 000/322.100 000/386.904 Permit Number: Status: Applied Date: Issue Date: Amount 879.25 Current Pmts 874.75 4.50 Total: 879.25 D03 -083 APPROVED 03/14/2003 Payment Amount: 879.25 Payment Date: 06/24/2003 08:40 AM Balance: $0.00 9801 06/24 1716 TOTAL 1155.25 25 Printed: 06 -24 -2003 RECEIPT 1Z re W I Parcel No.: 3347401235 Permit Number: D03 -083 6 Address: 12049 46 AV S TUKW Status: PENDING 0 Op Suite No: Applied Date: 03/14/2003 N w Applicant: THAI RESIDENCE Issue Date: H w 0 Receipt No.: R03 -00320 Payment Amount: 568.59 w Q 0 3 Initials: BLH Payment Date: 03/14/2003 12:12 PM z w User ID: ADMIN Balance: $879.25 Z H I- 0 Z I- U 0 O - o I- w W Type Method Description Amount H U IL O Payment Check 6948 568.59 Z. Ili U = 0 F" Z Payee: TRANSACTION LIST: ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 THE MARANT CO INC PLAN CHECK - RES Account Code Current Pmts 000/345.830 568.59 Total: 568.59 Printed: 03 -14 -2003 Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 3347401235 12049 46 AV S TUKW HOA THAI RESIDENCE R03 -00757 SKS 1165 Payee: BAYVIEW GENERAL CONSTRUCTION INC TRANSACTION LIST: Type Method Description Payment Check 1356 PW BASE APPLICATION FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW RECEIPT Account Code 000/322.100 000/342.400 000/345.830 Permit Number: Status: Applied Date: Issue Date: Amount 276.00 Current Pmts 250.00 13.00 13.00 Total: 276.00 PW03 -043 PENDING 04/01/2003 O may o S Payment Amount: 276.00 Payment Date: 06/24/2003 08:45 AM Balance: $0.00 983i. 06/24 Ii716 TOTAL 11 5.25 Printed: 06 -24 -2003 Pr15\el Type of Inspect ,n: Address: o 9 ` , (0 Date Called: ial Instructions: f iq ,/y Date Wanted: 1 Requester: i Phony 1(9 — 76 L.K — 9/ u{.�+� J'" h 3:s .t•U ik� s INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: ?(- f vIA•14 Cnw, P,1OIi( wort/ 3- 210 oy rev Ins pectors 2 (11 Date: 3Q 0 2-1 l O $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: f A l l 1✓ 1.mA 1 s As Pec' > 3 0 P 1q-fc m jt ?ulo/,c tern - C Ail t= Pu lo ! ,t i'.c )L/k s 1----, 1 \14 -- I" j -\+'.1 ey e /� 11 B LI r 1c( t ki r 109- i Special Instructions: Date Wanted: 3 / z...'i /091 a.m. p.m. Requester: 4 - Phone No: Cie i / 4 d &--5 i-7 q t S Project: Vi OA T -1412" Type of Inspection: c: I N A L . Address: a aou 9 w L� h At) Si Date Called: . 3 / ? Y /o Special Instructions: Date Wanted: 3 / z...'i /091 a.m. p.m. Requester: 4 - Phone No: Cie i / 4 d &--5 i-7 q t S INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. PER ( 06 43 -3670 `Corrections required prior to approval. Date: (4OO REINSPECI'1 FEE REQUIRID. Prior to inspection, fee must be pal d at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project Type of Inspection: 10 , A Address: (Id HI L iC Yt's Date Called: •242.1u/ Special Instructions: P Date Wanted: 3/ L O y a.m. p.m. Requester: , Phone No: LL-(0 + -ry/ INSPECTION NO. INSPECTION RECORD Retain a copy with permit 4wr ` 1 CD — CZ PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: y 24/may -" Atj a r fr. z, 3 /z /�/ fTA q Inspector: Date: _ 2_ 0 y 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: 4 Projgc �14 c2+ -`� (.M c ' Type. of In pection: / (l�(7U_" J \ n\ . C 4)t i Ad� s s : , Date Called Special Instruction: Date Wanted: a.m. Requester: Phon�N� /A INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) pproved per applicable codes. Corrections required prior to approval. COMMENTS: Date: 4/— 7.00 REINSPECT! N FEE REQUpRED. Prior to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: (5) L.1// A>`) QY 3/v /t Mess/y(/ e itLc/ G r..-A./ / 61 , J C) /C . ft. r /T /Z S /4 /'v' s CU 1 6 6 e Add l r ss: 6 , Add z s '� t"►� - -,ID silo 1/ C_i'`-1"' A f aw L s )4 , v- r.64-s -e j n / T V f I t• /D�r ,tI, T cP,fi� , c\J % t-/ 2 it 4 bii- -1 -/o- - p /kg -/c IrP /f� S 1r Ai , � � � ft L e evT/ / n ‘.7 / e4 - ire Date Wanted: i Pro p ��1�'�'_ /1� (A - L.fla Type of I pec y lam. �� Add l r ss: L tt o 1 Date Called: Special Instructions: Date Wanted: i (/ / 4... `n? a.m. p Requester: 1 Phone No: Ce. ( 20 Ce 55/ -7 Insp ts� El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 9 0 3 -c133 Date: 44 6.-7 f / t-� v.3 c orrections required prior to approval. 47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: , ' A I A (:“, A ,i-441#1 CQ Type of Inspection: F frvi.- t (i • Ple ti 6U- (7 r v - 7 f 146 1 / J - atrw 44.0 Address: Date Called: )0 2: Special Instructions: Date Wanted: a.m. 1 I i tp /o3 CP.m. Requester - FA_ Yi Phone No: ( I ( 2 () Le - 5 5/ -7 Li ( COMMENTS: • Ple ti 6U- (7 r v - 7 f 146 1 / J - atrw 44.0 it ,7 r p.4-44 / (Ai &, — (4- ev 43, ' cr .;., f. „1.04/Li -e-c.A.,./ete, Date: // /4 /Z — T" INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PER ' 1 ' (20.)431-3670 Approved per applicable codes. El Corrections required prior to approval. 7.00 REINSPECTION EE REQUlRDPr to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: • Pro'e : ti_L. 1 %i � Type of Inspect on: J / • �P Ad ress: 1 O - I �ie, Date' a led: ? � l/ 2_ n 7 D ate Special Instructions: Wanted: l 1 I II /b3 a. . P.m. Requester �Q. Phone No 770( g . 7Ce L2 (3 714 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 003 PERMI (206 431 -3670 Corrections required prior to approval. C COMMENTS: RicAJLe irt& a-- - / .� .00 REINSPECTION FE REQUIRED. Prio to inspection, fee must be id at 6300 Southcenter Blvd., Suite 100. ' all to schedule reinspection. Receipt No.: Date: Pro' /\ �." Ty f Inspection: • Address: 1 I i- ,�' . Date Called: \). . \ ( j v2� b , Special Ins Date Wanted: a.m: Requester Phone No: 217 CR — 711 Or) IU INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: In 14 e-.4 A) n Date: // 3 4 00 REINSPECTION FE REQUIRED. Prior to inspection, fee must be d at 6300 Southcenter :'vd., Suite 100. Call to schedule reinspection. Date: R pt No.: P 20•)431 -3670 12tA pproved per applicable codes. Corrections required prior to approval. Pro' :ct: I !! / a J AL! 1._____" Ty.e of Inspection; • ir:1l► - . L.1 , A•dress: -mss 0� 49 LP SO Date Call"d. - r / / � 2- 03 Si �� e�ia1 Tnstructibns: Date Wanted: I II? 13 ern. 1p.5 Requester: H o c)..... Phone No: -�7 _z_t '' / u (.Q- 74 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 20•)431 -3670 proved per applicable codes. El Corrections required prior to approval. COMMENTS: $47.00 REINSPE ON FEE REQUIRE . Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite : 00. Call to schedule reinspection. Receipt No.: Date: Project: - 7 - 1 - wl ,` Q' 5 Type of Inspection: (o m- -<, .A./ Address: Date Called: cl Special Instructions: Date Wanted: 7 /-_ / 7, __. rz, a.m. p.m• Requester: -I—C) Phone No: 12 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 6)431 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: $4 p Date: .00 REINSPECTION FEE EQUIRED. Fior to inspection, fee must be id at 6300 Southcenter Blv , Suite 100. Call to schedule reinspection. R -ipt No.: Date: Project: t. - 12 ■ Type of Inspection: (, Address: 1 -' O 1. IIC)(-) IC)(-) S. Date alle � � �� D 3 (. Sp cial Instruc ons: Date Wanted: 1 ?./N L ,,,n Requests Phone No: I ou C7C] ) 4 0 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 COMMENTS: kneetel Date: Approved per applicable codes. Corrections required prior to approval. $47.00 REINSPECTIN FEE REQUIRED. Prior to inspection, fee must be paid at b300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Pry" .71: , _ //,/ / 9/ Type of Inspection: /4/1____ Address: 4 ÷ /9US ate Called Date , — /f — ,&3 Special Instructions: Date Wanted.. ..._ ,03 ,. a.m i, . Requester 7:4A) Phorre No: ( c:7 CSI 7Y& D 03 — 0 6. INSPECTION RECORD Retain a copy with permit. INSPECTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 (206)43 -3670 N I Approved per applicable codes. E] Corrections required prior to approval. C COMMENTS: --Ip(Ade 0 .9 R, a 1 E/ irkij Aa RA/e, a/YVV" lA A (f. 4.A.-}GU - $4700 REINSPECTION FE REQUIRED. Pri9l4o inspection, fee must be at 6300 Southcenter Blvd., Suite 100. all to schedule reinspection. Receipt No.: Date: ••• COMMENTS: 1 ) V V\ Cer V loor Y VVI i Type o lbspection: '■ Address: 1 q 1 +142 4:4 ' AW3c> / Special Instructions: Date Wanted: (..a.:Ln.‘• \,0,1/4 lit) ■ - C(LA) Phog No: \ ...., ( ) -Sie71.-1-1p3 . AO 0 \elt r \ SA CC1 v1 - 1 ; Ve V r r s4-- \NC, tAc ir 6 11 — c-oLd\o\-e \ \cm J•151- ■tr\-\.0,r, 2,) Si \ 1 ?\ct'-1 e )8 "( \ orpi v\-eir o--C 0 (2) GOCIArpf \3o k S Tier p'l P( e oJA ...a) 7 Ai v‘ c, Co.\ \ "' 7iel IN/51 ■ v-, 0-0, \ e a \ r i L') C v-(Awt sprf 01C Ce S yak Cti r \ O - e -Sc \ 0 ‘ n et C oy\c. re s1-e 1 A )(A ( I \ I Proj ct: . IV Type o lbspection: '■ Address: 1 q 1 +142 4:4 ' AW3c> Date Called: il i 8 /Q3 Special Instructions: Date Wanted: (..a.:Ln.‘• Requester: i Phog No: \ ...., ( ) -Sie71.-1-1p3 P e v e- 11- INSPECTION RECORD 1.4 INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 981 88 (206)431-3670 EI Approved per applicable codes. Inspector:- Retain a copy with permit PERMIT F & I / 1 40 Ea C-orrections required prior to approval. Date: 7 _ D $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: .) l 1„..., ) ©r .$)4. i°l 4) 3 rY) c 0 W 4 4 Address: 1 L, pl-P y' Date Clled? 7 i I g - 1%.-P. ce, ` t -C on 4 r 6 N 1 r\Sr( G`{ 1 G-k- -pr- clot- -e . Date Wanted: --) ,-) _0 a.m. p.m. Requester: 0 +, ,_sktoA I-'1 Phone No: d Project: 1 F\CA' sr-es % Al'eq-C Type of In pection: ViNder Floor T Ire, 1,0 , 0 Address: 1 L, i )-- Lo A,, s Date Clled? 7 i I g - Special instru Date Wanted: --) ,-) _0 a.m. p.m. Requester: Phone No: d INSPECTION RECORD Retain a copy with permit PERMIT Nei CITY OF TUKWILA BUILDING DIVISION 1.4 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206 431 -3670 INSPECTION NO. Approved per applicable codes. Inspector. Date: •❑ $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: bo og VI Corrections required prior to approval. COMMENTS: .n 'k cr ►�• ' �j 1�'r G r ()" s'' 64'4 � � � � O\L 4n YDAt 1/ -c i 11 QYt7LhA \I `O U 5-P ni Ut AA r e ire l t lct It 7 e) v v v - \-r) `' 0 5 1 V VN 54 r-ck C LA u' V r,( t r.44 e r Projec • _ r , Cam. .n 'k cr ►�• ' Type of Inspection: C -C) 04 ; Nic, ... r A , rJ Address: 1 2 0L( G � � � � Date Called: � i _..1 ?Colo 3' Special Instructions: Date Wanted: i ) a.m. 1 5j p.m. Requester: I fig.► Pho No: 1 '`(ate- 0 A '5 - Pt L ��j INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. Inspector: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Proje t: TM a f e.s den( e, Type of Inspecti� f3 b h , 1.1)r (cA r) Address: i(;)0 j ig 1 / 6 Ave Date Called: U 6711 -/G Special Instructions: Date Wanted: a.m. 0 - 7 / / /O_' . m Requester.. —=- Cf fl Phone No: of 5$/ - 'V&3 INSPECTION RECORD Retain a copy with permit INSPE eN'ND CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 D93 -0E3 (206)431 -3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: a /O A,0(/ specs r• / Date: rI $4 .00 REINSPECTION F REQUIRED. PO r to inspection, fee must be id at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Projec � 1._( PSiG�P� 1C G Type of Inspection: S-D Address: `/ 3 Date Called: 7/ / Special Instructions: Date Wanted: (' - 7/ / / 3 ( r Requester: /CC /i ` Phone No: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. El Corrections required prior to approval. COMMENTS: / D ' S pLiA. 4 -3 A at lJ Q a)1(11,0-, c�F� • c: Ax . Inspector: 6\) Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project: /./lt i def11 S / el Typ of Inspe tio7: 1 fi ( ti(/ /701 rte/ 1 s� f(^ Date Called: i/C/03 Special Instructions: Date Wante a. m. Requester,.._. /1 Phone o: % ..36/ 7 ,kY`"f.13:7.R�.�if�ih?t:•�'N:f wkt•'s.rF.'J INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 it PERM ( 06)431 -3670 roved per applicable codes. El Corrections required prior to approval. COMMENTS: i Ins .00 REINSPECTIO FEE REQUIRED / Prior to inspection, fee must be id at 6300 Southcenter Blvd., Suite 0. Call to schedule reinspection. Fth eipt No.: Date: 1 a Date: r1 , latoci eiG Au 5 lo FAtuATE Morn Z11111111 c tro,e /\e °M 35' \ . • =2.0 t " .C -C4-5 . •S4 S . • S.0 . • L A . . .. . . 3 4 1 ' 0- in zrzeit . 1°g 04 rErZ, tt.410 .5E..-A1/C co .4 ficrro .4 et ES APPROVED PER PUBLIC WORKS [ETTER DATED 7 ' 1 -58 27-7 - 74.62! N \14. 5 3 /9 L-oT ti --rc NJ. L L) ) C-R4 4 - 2,53 • - 059 •1411 ? w i t 446 ° 4) Rxu-crafel MAW aA. %-la 7.-ilm RECEIVED CITY OF TUKWILA ) SP 2 81998 PERMIT CENTER Sxkitr) Atittokkx) (gft °IAN SE z < • 11- z • w • 0 (f) 0 (f) W I uj 0 g 5 u_< 1 I-- ILI Z I-0 Z LLJjJ O • 22 • )- Lu • 0 LI- 0 u j z o Hoa Thai residence B -1 Selection Conditions Data Attributes Actual Critical Status Ratio Values Adjustments Loads R1 = 834 14x 8 DF -L #1 Lu = 0.0 Ft NDS '97 Min Bearing Area Roof load is 50 #ILF Dead 8 live load (Tile roof) Floor load is 50 # /LF Dead & live load (60# Deck) BeamChek v2.4 licensed to: Mark Antonioli Reg # 7126 -1106 Porch post Prepared by: MJA R1= 1.3 in R2= 1.3 in Section (in Shear (in TL Defl (in) Date: 3/13/03 Beam Span Beam Wt per ft Bm Wt Included Max Moment TL Max Defl 15.0 ft 6.17 # 92 # 3127'# L/240 Reaction 1 TL Maximum V Max V (Reduced) TL Actual Defl 834 # 834 # 767 # L / 269 Reaction 2 TL 834 # 30.66 28.86 OK 94% 25.38 12.10 OK 48% 0.67 0.75 OK 89% Fb (psi) MOO 3U20` W!LU Fut Eli Fv (psi) E (psi x mil) Uniform TL: 105 = A Uniform Load A SPAN = 15 FT Uniform and partial uniform loads are lbs per lineal ft. R2 = 834 Fc I (psi) Base Values 1000 Base Adjusted 1300 95 95 1.7 1.7 625 625 CF Size Factor Cd Duration Cr Repetitive Ch Shear Stress Cm Wet Use 1.300 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.00 CI Stability 1.0000 Rb = 0.00 Le = 0.00 Ft Kbe = 0.0 MARX 4 ?003 ? � R o rCENr ep 0 3 -083 b.Jilfw4uiA4didHli�4CA�MLY G. Y CM OF TUKWILA APPROVED JUN 2 0 2003 AS FOltU Lateral & Structural Engineering for Hoa Thai Residence Addition Design Build Services, Inc. Engineering & Construction Management 28119 -120th St. S.E., Monroe, WA 98272 The Marant Company 3860 — 177 Ave. S.E. Renton, WA 98059 (425) 255 -9950 Lateral & Structural Summaries Lateral Calculations Beam Calculations May 20, 2003 CORRECTION LTR# EXPIRES Z- 0 ' Phone /Fax: (360) 793 -9659 Cell : (425) 359 -2362 E -Mail: rheide@characterlink.net 3 r‘i THAI RE5ID!-- Upper Flcor Plan Scale :1" Main Flcor Plan Scale 11" 20 DES181\1 BUILD E IRVIC (360) 7)3-9659 5/15/03 Ex isfing ru c ur e 4.5 4. 5 AJ 3.0 H_ 9.61 U5 i1 ci 4. 5 -.I 7 -J 3.0 I, ' 2 WIND LOAD 80 inp'n Expo:aim B SEISMIC LOAD Seismic Zone 3 1997 UE.-C • P= 62-(13) (164) (1.0) 13.2 psci i 15' Ecle519n=e p =1.0 p -0. 67(1.3)(16.4)(1.0).14.3 ps i5' +o 20' Edes;sn WA 5: 5 P1p400d 0. 211. r,(16!+)(1. 0)=15. ps 20+o 25' Ecie5isn=1.0*3.00.1.64W/R5*1.'t). 0.7W -(7vpsuin L • , - • , - z z Lu 6 D 0 0 (/) co w Ul -J LL . 0 g 7-1 < I w z I- z 1— LLJ w D 0 52. 1- tu tu u jz 0 52 x o 1— z THAT_RESIDENCE. Upper Floor 'Plan Scale: I" =10' A A DESION WILD F.ERVICES,Ii \/C, (YcO) - 793 - 9659 5/15/03 A A S1 6 51-6 LEGEND C St A A 3 • ST622P1- jois+ - N157" 37 vv/ rim z 1— z re Lu C.) (...) 0 W W W • u_ u j 0 • < I z I- Z 1— 11.1 uj • Cy C.) m 0 Ui O I-- u j — 0 Z 1 ( i 5 W O /- z • THAI RESIDENC,S. Lower FfoOr Picky) SCckle; 1" 10 Ex is+ing aructure DESIGN &JILL) SERVICES, INC. 5/15/01, A A • 51-3 51- LEND • AI • HPAHD22 • M5T9E3 w/2. 1/2 quick O 5T62:56 -1 :pis+ A A A ' Z CC LLI C.) 3 0 0, CO 0 U) 1,11 -I 1- uj 0 u. cn I- al Z 1-0 Z I- LL! u j 0 C.) w O - 0 tll u i • 0 ( z ti Wind Load Shearwall Distri North Elevation No+ to Scci e < gxca 1383 Wind Locc1 Shear all �is1 EASl' n Not toSale 630 1399 ing 107% 30'70 135' 1 1'544 72 z I ')81 °a .5 ;a (SI >ui .'+ -1til •.. "zit.O`(,�,t 611 61 1 g�zC 4.s%1 .(L ,17 ; 7. LE. cCS.. TI?11 -� - e5 ' C9 1 c)(S' IZ? ,S.i -`1 11 �J��CLL�'V,\ 5'QI) ZLi G >�z -- (f11-6'Z)(ES5'0I) 1 5( :`'1 °Z 47 :223 'Qxo•z) aNZ 0.5 r Z _ "at_ „ - S= X914 1z)CO'z) B SI <y y II� Co n 1 . z rn , s o. � M rn = _ - 2.41 - re. v k(� +$ �1-s h� �(2�s' z)(° %Z) , . 0 c l �4 t Lt , -1 = 0 H-1'z)CQ' z.z) rn m � 7 �” -I z o - SSI LSI tj 1 ...C -.)?Z =(E.S ZK , SIr4 ' Z Q --1 7.91 I9l # 72. �t'. , 4 `-cc - > '7, ( . 'S VT. I AtL -,ztC ,.d-3 b = `E.S5'Z)(``E.'E.) o _ "' -hI ititi - 2. s(7J1)(Vi.'I)(L9'1) .,SI <' m rn rn ` � (n VzI At i_zl c — . -4'si3 .. c9H-�'Z)( a.'C) ,Z v • 0 0 iii c T m~ o 1 • i . n s - ny> , n z1cCrlst l•.+z ■ 5 r+LAI;$ 2.r T1vur 1 123 .x114;- 12.9 +b( +151 +iz +.2b +1x66 (,o =`1zg# 2. f6.2-+ 158 1 +31 4 -►}22 + 156 h 59 4.372.+ 1H =1909 Sc- Wk31 + 4 11y' 13 �1aar- RooF 01 t 92.934-465= 17.83 nog +456 +18?LF = 4a39 114 -4r 1g ?5 = 32a9 S, wsNO= gg;11 t h�15' (7.4 16)(1,67) =1z h415' (7.416)(6,4 ?) 41 % •=� (nn h >2o' (9.5)(2 IIr _ X170 11%15' (z•543)(l.etr,i3)Cl /2) =ZTf 72°l (9.6"1)(2.'y1C)- -23 i 330 b (3.0)(3,170 °I (z.0)().0)(1/2:). i Tr` 1• ( mac) (21,1 = Ot t � 53# (2.0)(1.b)(1/7)= I�� 13 (2. 0(2.17) = u 53 (4. 1 16)(2 ,17)= 111 - . 145 () 5)(3,r ) 1 � r I $5 11 (I + (1 2 ) 15 c t* /I5 � - 6.12 5' nr= )51 nr, 16c&V PRcysttYrE Air 4 1.32 I V / 1 �2 %2 ! t - r /2r1c. pLoc VV/.+ " d1��z Wi=LL 5■- 1E■gS 2nd Floor — v� 85+ I()t Ib5 t I9+ 66 t 2"? t + 2.6 +72-+92 .'4.2Z -1?9 = )070 PRE`_ iz- Irr'��t: u oz. 2Stici. I65.t 04- G+ z.4 +.7+2 97,4 '-2 t:79 � 1 743 }l PRti.YRCP!'�v isi- rclooc % 1070 r17z.- 4.4tnx39G{:17`1= 30'70# ,Q= 15.9' nr= 193 / SI -6 1 rl, +77'7 I P ScR.EPT IS= SF -ssr � LP Roost (1OpS0 loCiS.0 (34 � Ic(..o)(l. W7) = 1 00 )00,67)0.67x1/z�2� 2nd FI oo� Ce'�1',n�(5 p-st) 5C 1i+. 0X3 0.033) 15 (1 LL, ca)( 12, 15(5.7. 11.0) 15(3.0X.3•0) 15(10.33)(14.th 15(4 -. 5X) 5) 641 ?o 2158 VI+.5)(7- . ‘') .. t + 5 5( CS) (I /z)(2.) . zo 1si !=loo( Cej‘no17 rd r 05i s i:) wSnlp = 1 i' 779 779 15C►.5)(1,5)C1 /z)(2-- ( W o C�SF) art �lo�r (14(2.1 r2..�3!1 :75 F•( I. 25- r7. 123 z.S1- ..33)= j 1c 3 Is>I oor 9C0(ID.17 rb,25r ,5) F- Ve bc \.lolls (IZpSF) 2.4N8 aor 1s +clas.c SL= Z765Z F = U. 14(?7 = 3 I < 42 ? .5 - .39 - 1 4 r2 4:70 I # = 412- - `3 HOLDOW NS -- Re.iiese -1 re vja, s `noldcwns '• 7n8 Flcor— 1 sl • flor - - /J1'2_ i ri DL z v Iz(8)C32 + - 1. Z 4 -Io - r2 +313,c%3 • _ 6„6goW z(i•)( r 5 ÷ Z.75- r2,5e33 583 -? r 1 2444 r r 3 UL 34 597 . WTIlA . NTRoLS \ S Ni { I a(3 t) Chet e = 45c� ' 3 (.5 NF = Is'? t / 1 I .33 ° 3 365 .F' holao`,i (.1 e_j Ioad = h I n \ Z i f— et 2 . 0O N 0: W = J w o 2 J LL Q' = C1. W Z = 11— O Z II— W • W U O 0 I- w W H - — O lil Z •O Z • ?nd icon -- Jc. nS= k6 /' h = 1 1.33' ',.r ?L(f I .11) 4 }0$P' 13+4-- 4.ox/3= 12q$# 1 s� Fl k i 179a- 315/3- IG�? (v- 11.4S, o' c..„1..= 5 1(°t ,b7)= 9 193 41 7,50 493 /3• 3340 4 I (v I5.92' 1544 -812-/ P =1344 3504 H Dzz 5T3G ST3G Z = Z . 0 0 U) W r H . W W O LL w D. = W ZF- 1— O Z 1— W uj 0. O ( 12 0 H . u' O .. Z, co O Z Design Build Services, Inc. (360- 793 -9659) - Shear Wall Schedule - Rev 4f - 11/1/02 Sheathing Wall Nailing End studs - min. Plate Nailing 18d • Top Plate A35 A.B. Spacing Unblocked Blocked G1 -7 1/2" Sheetrock 5d wallboard @ 7"o.c. 1 - 2x4 1 row @ 14" 3' - 8" ac 1/2" @ 6' 100 125 G1-4 1/2" Sheetrock 5d wallboard @ 4'o.c. 1 - 2x4 1 row ® 11" 3' - 0" oc 1/2" @ 6' 125 150 G1-4+ 5 /8" Sheetrock 8d wallboard ® 4 "o.c. 1 - 2x4 1 row @ 9" 2 - 6" oc 1/2" @ 6' 145 175 G2 -7 1/2" Sheetrock 5d wallboard @ 7'o.c. 1 - 2x4 1 row @ 7" 1' - 9" oc 112" @ 6' 200 250 G2-4 5/8" Sheetrock 6d wallboard @ 4'o.c. 2 - 2x4/2x8 1 row @ 5" 1' - 5" oc 1/2" @ 4' 250 300 LR P 18" Lateral Restaint Panel -Max ratio 6:1 w! min 3.125 x 12 Glulam Header 600 Lb Total 2' -0" or wider Lateral Restaint Panel 515 Nit Based on APA T2001 L -56 & Draft 158 dated June 17, 1994 - Higher Values are allowed based on Hold -down design. ALL WALLS BLOCKED Edge Nailing HF®18"oc DF@18"oc S1-6 7/16" OSB 8d @ 6 "o.c. or 18g Staple @ 4" 2 - 2x4/1 - 2x8 1 row @ 7" 2' oc 1/2" @ 8' 215 280 S1-4 7/16" OSB 8d @ 4 "o.c. or 16g stage @ 2.5" - 2 - 2x4/2x6 1 row ®5" _ 1' - 5" ac 1/2" Cd14' - 310 380 S1 -3 7116" OSB 8d @ 3 "o.c. 2 - 2x813 - 2x4 1 row a 4" _ 1' -0" oc 5/8" @ 1.7' 400 490 S1 -2 7/16" OSB 10d @ 2 "o.c. in 3x studs 1 - DF#2 - 4x4 2 row ®2 5" 8" oc 5/8" cry 2.5' 630 770 S2-6 7/18" OSB 8d @ 6"o.c. or 16g Staple @ 4" 3 - 2x412 - 2x6 1 row a 3" _ 12" oc 5/8" @ 1.5' 430 520 S2-4 7/18" OSB 8d @ 4 "a.C. or 18g staple @ 2.5" 4 - 2x4/3 -2x6 2 raw ® 5" 8" oc , 5/8" © 2.7""' 820 780 S2 -3 7/18" OSB 8d a 3 "o.c. in 3x studs stgr jnts 4 - 2x8/1 - 4x4 2 row @ 3.5" 6" oc 5/8" @ 2"" 800 980 S2 -2 7/16" OSB 10d ® 2 "o.c. in 3x studs stgr Ines 1 - DF#2 - 4x8 2 row ® 2" 4" oc 518" a 1.3"" 1280 1540 Hold Down Schedule - Simpson or Equal Unit Sheers w/o DL Unit Sheers w/ DL HD 8' Wall HD 9' Wall HD w /lstory HD w/ 2 stories Tension A35 A35 - Detail 4 in Simpson Catalog 430 lb 01.33 I H1 H1 - Trusts to top plate lateral 398 lb ®1.33 H022" HPAHD22 - 6" wall ® outside comer 184 148 284 384 1315 lb @1.33" HD22 " HPAHD22 - 8" wall ® outside corner 254 228 354 454 ' 2030 lb @1.33" HD22" • HPAHD22 - 8" wall min 8" from Comer 417 371 517 817 3335 lb @1.33" HD22 " HPAHD22 - 8" wall min 8" from Corner 835 584 735 835 5080 lb @1.33• STHD10 STHD101STHD10RJ - 6" wall @ 1.5" Loutside comer 380 320 480 580 2880 lb @1.33 STHD10 STHD10 /STHD10RJ - 8' wall @ 1.5" f. outside comer 374' 332 474 574 2990 lb @1.33 STHD10 STHD10/STHDIORJ - 6" wall @ 10" from comer 398 354 498 598 3185 lb @1.33 STHD10 STHD101STHDIORJ - 8" will ® 10" from corner 488 414 588 688 3725 lb @1.33 STHD14 STHDI4ISTHDI4RJ - 8" wall ® 1.5" f.oubide comer 537 477 837 737 • 4295 lb @1.33 STHD14 STHD14/STHD14RJ - 8" wall 011.5" f. outside comer 554 492 654 754 4430 lb @1.33 STHD14 STHD14 /STHD14RJ - 8" wall @ 14" from comer 601 534 701 801 4805 lb @1.33 STHD14 STHDI4 /STHD14RJ - 8" well @ 14" from comer 680 587 780 880 5280 lb @1.33 HTT22 HTT22 w/ 5/8" x 12" M.B. or SSTB24 658 583 756 858 5250 lb @1.33 PHD8 PHDS w/ 7/8" SSTB28 798 709 898 998 6385 lb ®1.33 ST24 ST 6224 to joist - MST 37 wl rim 252 224 352 452 2015 3330 Ib @1.80 lb @1.60 ST80 ST 6238 to joist - MST 48 w! rim 418 370 516 618 MST60 © rim 635 584 735 835 5080 lb @1.60 ST72 MST72 @ rim 773 687 873 973 6180 lb @1.60 Notes: Based on 1997 UBC and Industry Standards assume HF for wood material u.n.o.. x1 -x wall is sheeted one side. x2 -x is sheeted both sides. Hold -downs are based on 1199 Simpson HemFir Values Toenail use @ rim to top plate requires 20% more nails than plate nailing values given ® top plate. Toenails @ G1 -7/4 only G values are to be reduced by 50% for Seismic. Per 2513.4 H:W ratio 21 max All wall sections w /H:W ratio of 1.5:1 to be blocked. Anchor Bolts for Hold downs are to be A307 bolts or threaded rod with 2 nuts (lammed), Min. embedment length to be 12". (97UBC 1923.3 calculation.) Reber is to be within 2" above and to the side of the head of the bolt and Simpson Strap Hold- downs. Gypsum Wall nailing is for all supporting members & wall to be unblocked unless noted otherwise. All OSB/Plywd walls to have field nailing @ 12" a.c. min. •A35 © top plate only required if Rim joist Is flush with Sheathing or @ Interiorwall . " HD22 @ Rim Joist - 2x8 - 2,208#, 2x10 - 1,840#, 2x12 - 1,472#- compare to above & use lowest value "" 3x Plates are required. Note mudsill shear can be different than the wall above, see calculation summary sheet. All walls with shears over 350#18 require 3x studs or blocking at panel joints. All anchor bolt spacing between 350#IR and 600#!8 has been reduced by 50% to allow use of 2x plate. If 3x plate Is used bolt spacing can be doubled in these cases. ALL ANCHOR BOLTS TO HAVE 2"x2" WASHERS. SaAr n- .- .::':Y rs:;:5•';i ?'• tiy51,ff1`R'T_R rn�(r�y�?. WALL BRACING PAI\IEL SCHEDULE PLYWOOD /OSB 3/8' x 4' x 8' 6d NAIL 6' o.c. (EDGES) 12' o.c. (FIELD) B, GWB - 1/2' x 8' x 8' (ONE FACE) 5d COOLER NAILS OR WALL -BOARD NAILS 7° o,c. C GWB - 1/2' x 4' x 8' (TWO FACES) Sd COOLER /WALLBOARD NAILS 7' o.c, THROUGHOUT D ' STRUCTURAL PANEL SIDING 3/8' x 4' x 8' CORROSION RESISTANT 6d NAILS AT 6" o.c. (EDGES) 12' o.c, (FIELD) E. ONE -STORY ALT. BRACED PANEL 3/8' x 2' -8° x 10' OR LESS NAILING 8d AT 6' o,c, (EDGES) 12' o.c. (FIELD) BLOCKING REQUIRED AT ALL EDGES, ANCHOR BOLTS 2 PLACED AT QUARTER POINTS. HOLDOWNS - 3000# AT EACH END. F, TWO - STORY ALT. BRACED PANEL 3/8' x 2' -8 x10' OR LESS PLYWOOD OR OSB (TWO FACES) NAILING 8d AT 6° o.c. (EDGES) 12' o.c. (FIELD) BLOCKING REQUIRED AT ALL EDGES. ANCHOR BOLTS 3 PLACED AT FIFTH POINTS, HOLDOWNS - 3000# AT EACH END. GENERAL NOTES: BRACED WALL PANEL SOLE PLATES NAILED TO FLOOR AND TOP PLATES • SHALL BE ANCHORED TO FRAMING ABOVE, ' WHERE JOINTS ARE PERPENDICULAR TO BRACED WALL LINES, PROVIDE BLOCKING UNDER AND IN LINE WITH BRACED WALL PANELS. PRESCRIPTIVE BRACING REQUIREMENTS ,� 2�i:ui� 7..:+i w�..L:.l:�i: ✓Y. VItAL'i1'�� • • '4ilL'.1.Sl.�v 1/1 tf1 1L1 41 41 1.4 v) Le) o o 0 o ▪ ri mt ▪ l= A A A C4 CI re 2— 'kit >(€" k \C • LAA 4 $1\ 'c 42\ `1"1-23°.." A - -- •Is \ \9.0 ••• EXPIRES rleariVt*aii.114:4 C 4.!;. 1 \J\ SHEAR PER WALL PLAN CL F— Cr) PSL JOISTS "SIMPSON" L90 © EA. SIDE/ & © EA. END (4) TOTAL." "SIMPSON" STRAP TIE PER PLAN. SEE "SIMPSON" NAIL REQUIREMENTS INTERIOR STRAP TIE DBL JOISTS 3.5 PSL SOLID JOIST BLOCKING (INT. SHEAR WALL TD FLOOR BEAM) 1 z re 1. O 0 In ILI • I —I 1.- U) Li. 0 co I • LLI Z 0 Z ui 2 O 0 O — • I— • u I 0 r I- - O —. O 1— z 1 ;7- i6 11. 14- 4 -I 13— 9– 10.— hoathal.wvia a— ho■that.wwa Concept Mode: Beam View Floor 1: 2' -27-1. 'ii„ 0 ■ ■ j 1 r . -r 1 b30 95L 2 -0€ - WoodWorks® Sizer SOFTWARE FOR WOOD DESIGN (o(nSC tot 1 z4 LL Design Build Services, Inc. Engineering & Construction Management 28119 -120th St. S.E, Monroe, WA 98272 WoodWorka® Slzer 2000d Phone /Fax: (360) 793 -9659 Cell #: (425) 359 - 2362 E -Mail: rheideacharacterilnk.net May 20, 2003 13:30:18 i;:44444.4 .iI • 1— W re 2 W JU 0 O , cn W= J I~ � LL W O. � 2 Z I— O Z U O -. C3 H W W I u' O - Z LU 2 _ .. O H. z boathal.wwa Concept Mode: Beam View Floor 2: 10' b17 3 • a , 1 ' • . b ! i : • . • • • . . . 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Engineering &Construction Management 28119 - 120th S. Monroe, WA 98272 WoodWorks® Slum 2000d May 20, 2003 11:24:32 Phone /Fax (360) 793-9659 Cell #: (425) 359-2362 E-Mall: rheicleacharaoterilnk.net 44" Criterion Analysis Value Design Value Analysis /Design Shear V @d = 1513 Vr = 7266 V /Vr = 0.21 Bending( +) M = 6158 Mr = 15016 M /Mr = 0.41 Live Defl'n 0.37 = L/489 0.50 = L/360 0.74 Total Defl'n 0.55 = L/326 1.00 = L /180 0.55 Load Type Distribution i Magnitude Start End Location (ft) Start End Pattern Load? 1150 Point 206 1526 10.00 1755 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z Z 1.0 Point 480 10.00 Partial UDL 47 47.28 0.00 3.00 Partial UDL 170 170.00 0.00 3.00 Trapezoidal 47 44.67 3.00 5.00 Trapezoidal 170 160.59 3.00 5.00 Partial UDL 45 44.67 5.00 10.00 Partial UDL 161 160.59 5.00 10.00 rn ro a) 0 Trapezoidal 45 47.28 10.00 12.00 Trapezoidal 161 170.00 10.00 12.00 Partial UDL 47 47.28 12.00 15.00 Partial UDL 170 170.00 12.00 15.00 Point -116 5.00 Point -252 5.00 Point -116 10.00 Point -252 10.00 Dead 376 444 Live 1150 1310 Total 1526 1755 Bearing: 1.0 1.0 Length LOADS: ( lbs, psf, or pif ) WoodWorks® 1 0' Load combinations: ASCE 7 -95 SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs-ft, or in ) ADDITIONAL DATA: FACTORS: F CD Fb' += 2900 1.15 Fv' = 285 1.15 Fcp'= 750 E' = 2.0 million CM 1.00 1.00 1.00 1.00 SOFTWARE FOR WOOD DESIGN Ct 1.00 1.00 1.00 1.00 COMPANY Design Build Services, Inc. 28119 -120th St SE Monroe, WA 98272 (360) 793 -9659 May 20, 2003 12:08:46 Design Check Calculation Sheet MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : PSL, 2.0E, 2900F13, 3- 112x9 -1/2" Self Weight of 10.39 plf automatically included in loads; CL CF CV Cfu Cr 1.000 1.03 1.000 1.00 1.00 (CH = 1.000) Bending( +): LC# 2 = D +L, M = 6158 lbs -ft Shear : LC# 2 = D +L, V = 1677, V @d = 1513 lbs Deflection: LC# 2 = D +L EI= 500.14e06 lb -in2 Total Deflection = 1.50(Defln_dead) + Defln_Live. (D =dead L =live S =snow W =wind I= impact C= construction) (All LC's are listed in the Analysis output) LC# 2 2 2 PROJECT Hoa Thai Residence 12049 - 46th Ave S Tukwilla, WA 98178 The Marant Company (425) 255.9950 bl .wwb 1 16' DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. , i e WoodWo r ks® SOFTWARE FOR WOOD COIGN COMPANY Design Build Services, Inc. 28119 - 120th St SE Mon oe, WA 98272 360 793 -9659 l� ) May 20, 2003 12 :09:16 PROJECT Hoe Thai Residence Tu 98178 The Marant Company (425) 255 -9950 b2.wwb Design Check Calculation Sheet LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Start End Location (ft) Start End Pattern Load? 1 2 Dead Rf.Live Point Point 581 1070 10.50 10.50 No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 8' -8" 10'-6" Dead Live Uplift Total Bearing: Length 367 751 1322 2073 0.0 1.6 0.0 PSL, 2.0E, 2900F1b, 1- 314x9 -1/2" Self Weight of 5.2 plf automatically included In loads; Load combinations: ASCE 7 -95 SECTION vs. DESIGN CODE NDS -1997: ( Ibs, Ibs -ft, or in ) Criterion Analysis Value Design Value Anal sis /Design Shear Bending( +) Bending( -) Live Defl'n Total Defl'n V @d = 1657 M = 42 M = 3311 0.10 = L/231 0.19 = L/129 Vr = 3633 Mr = 5875 Mr = 7507 0.13 = L /180 0.27 = L /90 V Vr = 0.46 M /Mr = 0.01 M /Mr = 0.44 0.78 0.70 (a cantilever span governs deflection) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 2900 0.90 1.00 1.00 1.000 1.03 1.000 1.00 1.00 1 Flo'-= 2900 1.15 1.00 1.00 1.000 1.03 1.000 1.00 1.00 2 Fv' = 285 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 Bending( +): LC# 1 = D only, M = 42 lbs -ft Bending( -): LC# 2 = D +L, M = 3311 lbs -ft Shear : LC# 2 = D +L, V = 1661, V @d = 1657 lbs Deflection: LC# 2 = D +L EI= 250.07e06 lb -in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D =dead L =live S =snow W =wind I= impact C =construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. z W 6 r= 0 0 N 0 u� J i-- N LL w 2 g < CD a w Z I- 0 Z i- O ( 1 ) . , O I- • O: co .. Z O i.. Z I ' WoodWorks® SOFTWARE FOR WOOD DESIGN COMPANY Design Build Services, Inc. N 8119 -, WA 98272 onr , WA 98272 p60) 793.9659 May 20, 2003 12:01:08 PROJECT Hoa Thai Residence 120 la, WA 9817 8 Tukwilla, WA 98178 The Marant Company (425) 255.9950 b4.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Start End Location (it) Start Erd Pattern Load? 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Dead Rf.Live Dead Live Dead Live Dead Live Dead Live Dead Live Dead Rf.Live Dead Rf.Live Dead Rf.Live Dead Rf.Live Point Point Partial UDL Partial UDL Partial UDL Partial UDL Trapezoidal Trapezoidal Partial UDL Partial UDL Trapezoidal Trapezoidal Point Point Point Point Point Point Point Point 281 397 4 3.61 23 22.59 4 3.61 23 22.59 8 31.20 30 84.41 36 35.57 91 91.48 31 8.05 84 29.78 -427 -659 -48 -76 -48 -76 -427 -659 15.00 15.00 0.00 3.00 0.00 3.00 12.00 15.00 12.00 15.00 3.00 5.00 3.00 5.00 5.00 10.00 5.00 10.00 10.00 12.00 10.00 12.00 3.00 3.00 5.00 5.00 10.00 10.00 12.00 12.00 No No No No No No No No No No No No No No No No No No No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : i 1 0' 15' Dead Live Uplift Total Bearing: Length 621 397 341 380 0.0 1.0 PSL, 2.0E, 2900Fh, 1- 3/4x9 -112" Self Weight of 5.2 plf automatically included In loads; Load combinations: ASCE 7.95 NW WARNING: point loads applied at support locations only affect maximum reactions and bearing lengths. The point loads have been added to the reactions without regard for load patterns. SECTION vs. DESIGN CODE NOS -1997: ( ibs, lbs -ft, or In ) Criterion Analysis Value V @d - 677 M - 2017 0.11 - <L/999 0.32 - L /560 Design Value lAnalysis/DeEi.n Shear Bending( -) Live Defl'n Total Defl'n Vr - 3633 Mr - 7507 0.50 - L/360 1.00 = L /180 V /Vr - 0.19 M /Mr - 0.27 C.23 C.32 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Flo 2900 1.15 1.00 1.00 1.000 1.03 1.000 1.00 1.00 2 FIT' - 285 1.15 1.00 1.00 (CH - 1.000) 2 Fcp'- 750 1.00 1.00 - E' - 2.0 million 1.00 1.00 2 Bending( -): LC# 2 - D +L, M - 2017 lbs -ft Shear : LC# 2 - D +L, V - 660, V @d - 677 lbs Deflection: LC# 2 - D +L EI- 250.07e06 lb -in2 Total Deflection - 1.50(Defln dead) + Defln_Live. (D -dead L -live S -snow W -wind I- impact C•construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. / I I i WoodWorks® SOF7WARF FOR WOOD DESIGN COMPANY Design Build Services, Inc. 28119 -120th St SE Monroe, WA 98272 ;60 793 -9659 (� ) May 20, 2003 12:03:38 PROJECT � Hoe Thai Residence 12049.46th Ave S Tukwilla, WA 98178 The Marant Company (425) 255-9950 b6.wwb Design Check Calculation Sheet LOADS: ( Ibs, psf, or pif ) Load Type Distribution Magnitude Start End Location (ft) Start End Pattern Load? 1 2 Dead Rf.Live Point Point 152 208 7.50 7.50 No No MAXIMUM REACTIONS (Ibs): a o 0' 5'4" 7' -6" Dead Live Uplift Total 127 215 284 499 I- Joist, generic, low stg.,1- 314x9 -1/2" Spaced at 16" cic; Self Weight of 1.5 plf automatically included in loads; Load combinations: ASCE 7 -95 SECTION vs. DESIGN CODE NOS -1997: ( Ibs, Ibs -ft, or in ) Criterion Analysis Value Design Value Anal sis /Design Shear Bending( +) Bending( -) Live Defl'n Total Defl'n V = 363 M = 4 M = 723 0.02 = <L/999 0.04 = L/593 Vr = 926 Mr = 2646 Mr = 3381 0.10 = L/240 0.20 = L /120 V /Vr = 0.39 M /Mr = 0.00 M /Mr = 0.21 0.19 0.20 (a cantilever span governs deflection) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += n/a 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fb' -= n/a 1.15 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fit' = n/a 1.15 1.00 1.00 2 E' = n/a 1.00 1.00 2 Bending( +): LC# 1 = D only, M = 4 lbs -ft Bending( -): LC# 2 = D +L, M = 723 lbs -ft Shear : LC# 2 = D +L, V = 363 lbs Deflection: LC# 2 = D +L EI= 186.00e06 lb -in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D =dead L =live S =snow W =wind I= impact C= construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. I- JOISTS: the attached 1-joist selection is for preliminary design only. For final member design contact your local I -Joist manufacturer. I �,� I WoodWo r ks SOFTWARE FOR WOOD DESIGN COMPANY Design Build Services, Inc. 28119 - St SE Monroe, I WA 98272 (360) 793 -9659 (• ) May 20, 2003 11:39:12 PROJECT Hoa Thai Residence Tukwilla, 6th 98178 The Marant Company (425) 255 -9950 b12.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? 1 2 Dead Live Partial UDL Partial UDL 58 58.40 95 94.53 0.00 15.00 0.00 15.00 No I No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 15' Dead Live Total Bearing: Length 496 709 1205 496 709 1205 1.0 1.0 Lumber -soft, D.Fir -L, No.2, 4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7 -95 This section FAILS the design check #### WARNING: This section violates the following design criteria: #### Bending SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in ) Criterion Analysis Value Design Value Anal sis /Desi.n c `�, l C7 7 Shear Bending( +) Live Defl'n Total Defl'n fv @d = 50 fb = 1086 0.29 = L/617 0.60 = L /301 Fv' = 95 Fb' = 1080 0.50 = L/360 1.00 = L /180 fv /Fv' 0.53 ft /Fb' = 1.01 0.58 0.60 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 4518 lbs -ft Shear : LC# 2 = D +L, V = 1205, V @d = 1081 lbs Deflection: LC# 2 = D +L EI= 369.34e06 lb -in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D =dead L =live S =snow W =wind I= impact C= construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ® I I WoodWo r ks SOflV RI FOR WOOD DESIGN COMPANY Design Build Services, Inc. 28119 -120th St SE Monroe, WA 98272 ;60 793 -9659 (� ) May 20, 2003 12:06:34 PROJECT 120 Thai Residence 12049 - 46th Ave S Tukwilla, WA 98178 The Natant Company (425) 255-9950 b13.wwb Design Check Calculation Sheet LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? 1 2 3 4 Dead Rf.Live Dead Live Partial UDL Partial UDL Full UDL Full UDL 126 126.26 186 185.63 121 300 0.00 6.00 0.00 6.00 No No No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 1 p 0' 6' Dead Live Total Bearing: Length 760 1457 2217 760 1457 2217 1.0 1.0 Lumber -soft, D.Fir -L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7 -95 SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in ) Criterion Analysis Value Design Value Anal sis/Desi.n Shear Bending( +) Live Defl'n Total Defl'n fv @d = 105 fb = 1301 0.08 = L/904 0.14 = L/507 Fv' = 109 Fb' = 1345 0.20 = L/360 0.40 = L /180 fv /Fv' = 0.96 ft /Fb' = 0.97 0.40 0.35 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 900 1.15 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 3325 lbs -ft Shear : LC# 2 = D +L, V = 2217, V @d = 1770 lbs Deflection: LC# 2 = D +L EI= 177.83e06 lb -in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D =dead L =live S =snow W =wind I= impact C= construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ir{i��F �.tw ' �✓} �; i��M{ w��tit '4r�5'si�fi:J.Y "MVlc,tvrtv!;{';n I I 1 WoodWorks® SOFTWARE FOR WOOD DESIGN C:OMPANY SE 2 8 Monroe, -12 98272 Services, Inc. (360) 793 -9659 May 20, 2003 12:05:16 PROJECT Residence Tu049 i 46th Ave 98178 kwil , WA 8 The Marant Company (425) 255 -9950 b15.wwb Design Check Calculation Sheet LOADS: ( Ibs, psf, or pif ) Load Type Distribution Magnitude Location (ft] Pattern Start End Start End Load? 1 Rf.Live Point 1. 10.50 000000000 zzzzzzzzz 2 Dead Partial UDL 126 126.26 0.00 10.50 3 Rf.Live Partial UDL 186 185.63 0.00 10.50 4 Dead Partial UDL 121 120.94 1.00 5.00 5 Live Partial UDL 300 300.00 1.00 5.00 6 Dead Partial UDL 121 120.94 0.00 1.00 7 Live Partial UDL 300 300.00 0.00 1.00 8 Dead Point -304 5.00 9 Rf.Live Point -324 5.00 MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : I a a 0' 7' 8' -6" 10' -6" Dead 647 1032 1 Live 1273 2250 Uplift 395 Total 1921 3282 1 Bearing: 1.5 2.5 1.0 0.0 Length PSL, 2.0E, 2900F13, 1-3/4x9-1/2" Self Weight of 5.2 pif automatically included in loads; Load combinations: ASCE 7 -95 SECTION vs. DESIGN CODE Nos -1997: ( Ibs, Ibs -ft, or in ) Criterion Analysis Value Design Value Anal sis/Desi.n Shear V @d = 1511 Vr = 3633 V Vr = 0.42 Bending( +) M = 2499 Mr = 7507 M /Mr = 0.33 Bending( -) M = 2540 Mr = 7507 M /Mr = 0.34 Live Defl'n 0.04 = <L/999 0.23 = L/360 0.19 Total Defl'n 0.08 = <L/999 0.47 = L /180 0.16 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 2900 1.15 1.00 1.00 1.000 1.03 1.000 1.00 1.00 2 Fb' -= 2900 1.15 1.00 1.00 1.000 1.03 1.000 1.00 1.00 2 Fv' = 285 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 2499 lbs -ft Bending( -): LC# 2 = D +L, M = 2540 lbs -ft Shear : LC# 2 = D +L, V = 1754, V @d = 1511 lbs Deflection: LC# 2 = D +L EI= 250.07e06 lb -in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D =dead L =live S =snow W =wind I= impact C= construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. ,4 d I I WoodWorks® SOnWARE FOR WOOD DESIGN COMPANY Design Build Services, Inc. 28119 -120th St SE Monroe, WA 98272 ;60 793 -9659 ( ) May 20, 2003 12:04:36 PROJECT Hoa Thai Residence 12049 - 46th Ave S Tukwilla, WA 98178 The Marant Company (425) 255-9950 b15.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution I Magnitude Location [ft] Pattern Start End Start End Load? 1 Rf.Live Point 1 10.50 zzzzzzzzz 0 0 0 0 0 0 0 0 0 2 Dead Partial UDL 126 126.26 0.00 10.50 3 Rf.Live Partial UDL 186 185.63 0.00 10.50 4 Dead Partial UDL 121 120.94 1.00 5.00 5 Live Partial UDL 300 300.00 1.00 5.00 6 Dead Partial UDL 121 120.94 0.00 1.00 7 Live Partial UDL 300 300.00 0.00 1.00 8 Dead Point -304 5.00 9 Rf.Live Point -324 5.00 MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : a 0' 7' 8' -6" 10'-6" Dead 649 1038 2 Live 1273 2250 Uplift 395 Total 1923 3288 2 Bearing: 1.0 1.5 1.0 0.0 Length Lumber -soft, D.Fir -L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7 -95 SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in ) Criterion Analysis Value Design Value Anal sis /Desi -n Shear fv @d = 93 Fv' = 109 fv /Fv' = 0.85 . Bending( +) fb = 979 Fb' = 1345 ft /Fb' = 0.73 Bending( -) fb = 996 Fb' = 1342 ft /Fb' = 0.74 Live Defl'n 0.06 = <L/999 0.23 = L/360 0.26 Total Defl'n 0.11 = L/786 0.47 = L /180 0.23 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 900 1.15 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2 Fb' -= 900 1.15 1.00 1.00 0.998 1.30 1.000 1.00 1.00 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 2502 lbs -ft Bending( -): LC# 2 = D +L, M = 2544 lbs -ft Shear : LC# 2 = D +L, V = 1754, V @d = 1569 lbs Deflection: LC# 2 = D +L EI= 177.83e06 lb -in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D =dead L =live S =snow W =wind I= impact C= construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ,\ I I ® I WoodWorks SOFTWARE FOR WOOD DESIGN C:OMPANY Design Build Services, Inc. 28119 -120th St SE Monroe, WA 98272 360 793.9659 (� ) May 20, 2003 12:05:56 PROJECT Hoa Thai Residence 12049 - 46th Ave S Tukwiila, WA 98178 The Marant Company (425) 255 -9950 b16.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location (ft] Start End Pattern Load? 1 2 3 4 5 6 Dead Rf.Live Dead Rf.Live Dead Live Point Point Partial UDL Partial UDL Full UDL Full UDL 321 454 154 154.31 227 226.87 81 200 2.50 2.50 0.00 3.50 0.00 3.50 0 0 0 0 0 0 zzzzzzl MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : A D 0 3' -6" Dead Live Total Bearing: Length 513 877 1390 651 1071 1722 1.0 1.0 Lumber -soft, D.Fir -L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7 -95 SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in ) Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv @d = 78 fb = 566 0.01 = <L/999 0.02 = <L/999 Fv' = 109 Fb' = 1345 0.12 = L/360 0.23 = L /180 fv /Fv' = 0.71 ft /Fb' = 0.42 0.10 0.09 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 900 1.15 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 1447 lbs -ft Shear : LC# 2 = D +L, V = 1711, V @d = 1315 lbs Deflection: LC# 2 = D +L EI= 177.83e06 lb -in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D =dead L =live S =snow W =wind I= impact C =constriction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. I 1 WOOdWo r 1, fOFrW.utlFOR WOOD c O[S1CN COMPANY Build Services, Inc. 28119 28119 -120th St SE Monroe, WA 98272 (360) 793 -9659 May 20, 2003 12:07:30 PROJECT 120 Thai Residence 120 49 - 46th Ave S Tukwilla, WA 98178 The Marant Company (425) 255 -9950 b17.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution 1 Magnitude Start End Location (ft] Start End Pattern Load? 1 Dead Full UDL 80 � No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' 7' Dead Live Total Bearing: Length 301 301 301 301 1.0 1.0 Lumber -soft, D.Fir -L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7 -95 SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in ) Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv @d = 15 fb = 206 negligible 0.04 = <L/999 Fv' = 85 Fb' = 1053 0.47 = L /180 fv /Fv' = 0.17 ft /Fb' = 0.20 0.08 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 900 0.90 1.00 1.00 1.000 1.30 1.000 1.00 1.00 1 Fv' = 95 0.90 1.00 1.00 (CH = 1.000) 1 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 1 Bending( +): LC# 1 = D only, M = 527 lbs -ft Shear : LC# 1 = D only, V = 301, V @d = 249 lbs Deflection: LC# 1 = D only EI= 177.83e06 lb -in2 Total Deflection = 1.50(Defln dead) + Defln_Live. (D =dead L =live S =snow W =wind I =impact C =constrcction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. akkkkia >11.44 1/\ I I I WoodWorks® SOFIWARIFOR WOOD 01510V COMPANY Design Build Services, Inc. 28119 -120th St SE Monroe, WA 98272 360 793 -9659 ( ) May 20, 2003 11:34:48 PROJECT Hoa Thai Residence 12049 - 46th Ave S Tukwilla, WA 98178 The Marant Company (425) 255 -9950 b19.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution I Magnitude Start End Location (ft) Start End Pattern Load? 1 2 Dead Rf.Live Full UDL Full UDL 154 227 No No MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : • o 0 , 4' Dead Live Total Bearing: Length 321 454 774 321 454 774 1.0 1.0 Lumber -soft, D.Fir -L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ASCE 7 -95 SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in ) Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n fv @d = 32 fb = 303 0.01 = <L/999 0.02 = <L/999 Fv' = 109 Fb' = 1345 0.13 = L/360 0.27 = L /180 fv /Fv' = 0.29 ft /Fb' = 0.23 0.06 0.06 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 900 1.15 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2 Fv' = 95 1.15 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 774 lbs -ft Shear : LC# 2 = D +L, V = 774, V @d = 540 lbs Deflection: LC# 2 = D +L EI= 177.83e06 lb -in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D =dead L =live S =snow W =wind I= impact C= construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. i WoodWo r ks® SOFIWARF FOR WOOD OEUGN C :OMPANY Mona e, WA 98272 Services, Inc. - 120th St SE ;60 793 -9659 (� ) May 20, 2003 12:00:30 PROJECT Hoa Thai Residence 12 - 46th Ave S Tu I , WA 98178 The Marant Company (425) 255 -9950 i b29.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Start End Location (ft] Start End Pattern Load? 1 2 3 4 Dead Live Dead Live Point Point Full UDL Full UDL 219 500 10 40 5.00 5.00 No No No No MAXIMUM REACTIONS (Ibs): 0' 15' Dead Live Total 232 633 866 159 467 626 I- Joist, generic, low stg., 1-314x9-112" Spaced at 16" c /c; Self Weight of 1.5 plf automatically included in loads; Load combinations: ASCE 7 -95 This section F the design check Imo WARNING: This section violates the following desig criteria: ) 2 , 4 #### Bending Shear Deflection V �� SECTION vs. DESIGN CODE NDS -1997: ( lbs, Ibs -ft, or in ) Criterion Analysis Value Design Value Analysis /Design / \(..— [ 2 • ° 0 Shear Bending( +) Live Defl'n Total Defl'n V = 866 M = 3685 0.52 = L/344 0.81 = L/221 Vr = 805 Mr = 2940 0.38 = L/480 0.75 = L/240 V /Vr = 1.08 M /Mr = 1.25 1.40 1.08 ADDITIONAL DATA: FACTORS: F CD, CM Ct CL CF CV Cfu Cr LC# Fb' += n/a 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fir' = n/a 1.00 1.00 1.00 2 E' = n/a 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 3685 lbs -ft Shear : LC# 2 = D +L, V = 866 lbs Deflection: LC# 2 = D +L EI= 186.00e06 lb -in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D =dead L =live S =snow W =wind I =impact C= construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. I- JOISTS: the attached Hoist selection Is for preliminary design only. For final member design contact your local I -Joist manufacturer. :4 :k:164At o.owekm. I I I WoodWorks® SOFTWARE FOR WOOD DESIGN C:OMPANY - 120th St SE Monroe, e, WA 98272 Services, Inc. ;60 793-9659 ( ) May 20, 2003 12:08:00 PROJECT Tu la WA The Marant Company (425) 255-9950 b30.wwb Design Check Calculation Sheet LOADS: ( Ibs, psf, or pif ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? 1 2 3 4 Dead Live Dead Live Point Point Point Point 209 500 206 480 5.00 5.00 10.00 10.00 No No No No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : I 0' 15' Dead Live Total Bearing: Length 247 493 740 246 487 733 1.0 1.0 PSL, 2.0E, 2900F13,1- 314x9 -1/2" Self Weight of 5.2 plf automatically included In loads; Load combinations: ASCE 7 -95 SECTION vs. DESIGN CODE NDS -1997: ( Ibs, Ibs -ft, or in ) Criterion Analysis Value Design Value Analysis/Desi.n V /Vr = 0.23 M /Mr = 0.56 0.81 0.70 Shear Bending( +) Live Defl'n Total Defl'n V @d = 736 M = 3637 0.41 = L/443 0.70 = L/257 Vr = 3159 Mr = 6528 0.50 = L/360 1.00 = L /180 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 2900 1.00 1.00 1.00 1.000 1.03 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 3637 lbs -ft Shear : LC# 2 = D +L, V = 740, V @d = 736 lbs Deflection: LC# 2 = D +L EI- 250.07e06 lb -in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D -dead L -live S =snow W -wind I= impact C =constrection) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. SCL -BEAMS (Structural Composite Lumber): the attached SCL selection Is for preliminary design only. For final member design contact your local SCL manufacturer. 4 / I I s WoodWorks® SOF:WARI FOR WOODOISJCI COMPANY Design Build Services, Inc. Mon oe, 98272 360 793 -9659 (� ) May 20, 2003 11:58:48 PROJECT Hoe Thai Residence 12 - 46th Ave S Tu WA 98178 The Marant Company (425) 255 -9950 b31.wwb Design Check Calculation Sheet LOADS: ( Ibs, psf, or pif ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? 1 2 3 4 Dead Live Dead Live Partial UDL I 85 84.69 Partial UDL 1 200 200.00 Partial UDL 85 84.69 Partial UDL I 200 200.00 1.50 5.00 1.50 5.00 0.00 1.50 0.00 1.50 No No No No MAXIMUM REACTIONS (Ibs): • A 0 5' Dead Live Total 215 500 715 215 500 715 I- Joist, generic, low stg., 1-3/4x9-1/2" Spaced at 16" c /c; Self Weight of 1.5 pif automatically included in loads; Load combinations: ASCE 7 -95 SECTION vs. DESIGN CODE NDS -1997: ( lbs, Ibs -ft, or in ) Criterion Analysis Value Design Value Analysis/Desi.n Shear Bending( +) Live Defl'n Total Defl'n V = 715 M = 894 0.02 = <L/999 0.02 = <L/999 Vr = 805 Mr = 2940 0.12 = L/480 0.25 = L/240 V /Vr = 0.89 M /Mr = 0.30 0.12 0.10 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' +- n/a 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = n/a 1.00 1.00 1.00 2 E' = n/a 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 894 lbs -ft Shear : LC# 2 = D +L, V = 715 lbs Deflection: LC# 2 = D +L EI= 186.00e06 lb -in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D =dead L =live S =snow W =wind I =impact C= construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. I- JOISTS: the attached Hoist selection is for preliminary design only. For final member design contact your local I -Joist manufacturer. !u :t:y.;nv •i5 tl e' ! .4;;:uaita'4:413atititi is : a3 a; / \ � ' WoodWo rks® SOFIWME FOR WOOD DESIGN COMPANY Design Build Services, Inc. Monroe, WA 98272 (360) 793 -9659 (• ) May 20, 2003 11:57:52 PROJECT Hoa Thai Residence Ave S 12049 - Tukwilla, 98178 The Marant Company (425) 255 -9950 b32.wwb Design Check Calculation Sheet LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? 1 2 Dead Live Point Point 255 600 1.00 1.00 No No MAXIMUM REACTIONS (Ibs): . A 0 5' Dead Live Total 208 480 688 55 120 175 Hoist, generic, low stg.,1- 3/4x9 -112" Spaced at 16" c /c; Self Weight of 1.5 pif automatically included in loads; Load combinations: ASCE 7 -95 SECTION vs. DESIGN CODE NDS -1997: ( lbs, lbs-ft, or in ) Criterion Analysis Value Design Value Analysis /Design Shear Bending( +) Live Defl'n Total Defl'n V = 688 M = 684 0.01 = <L/999 0.01 = <L/999 Vr = 805 Mr = 2940 0.13 = L/480 0.25 = L/240 V /Vr = 0.85 M /Mr = 0.23 0.07 0.05 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += n/a 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = n/a 1.00 1.00 1.00 2 E' = n/a 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 684 lbs -ft Shear : LC# 2 = D +L, V = 688 lbs Deflection: LC# 2 = D +L EI= 186.00e06 lb -in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D =dead L =live S =snow W =wind I= impact C= construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. I- JOISTS: the attached I -joist selection is for preliminary design only. For final member design contact your local I -Joist manufacturer. /Design %%'ood'.Ajo r ks® SOFTWARE FOR WOOD DESIGN C:OMPANY Build Services, Inc. 28119 -120th St SE Monroe, WA 98272 360 793 -9659 ( ) May 20, 2003 11:57:08 PROJECT Hoa Thai Residence 12049 - 46th Ave S Tukwilla, WA 98178 The Marant Company (425) 255 -9950 b34.wwb Design Check Calculation Sheet LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Start End Location (ft) Start End Pattern Load? 1 2 3 4 Dead Live Dead Live Full UDL Full UDL Full UDL Full UDL 31 80 93 220 No No No No MAXIMUM REACTIONS (Ibs): • 0 • 4' Dead Live Total 252 600 852 252 600 852 I- Joist, generic, low stg., 1-314x9-112" Spaced at 16" c /c; Self Weight of 1.5 plf automatically included In loads; Load combinations: ASCE 7 -95 This section FAI the design check #### WARNING: This section violates the following design c eria: ##N# Shear SECTION vs. DESIGN CODE NDS -1997: ( lbs, Ibs -ft, or in ) Criterion Analysis Value Design Value Analysis /Design V y _ /� 2 _0 r C..�- c ,L k t .p c�1 Shear Bending ( +) Live Defl'n Total Defl'n V = 852 M = 852 0.01 = <L/999 0.02 = <L/999 Vr = 805 Mr = 2940 0.10 = L/480 0.20 = L/240 V /Vr = 1.06 M /Mr = 0.29 0.09 0.08 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += n/a 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fir' = n/a 1.00 1.00 1.00 2 E' = n/a 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 852 lbs -ft Shear : LC# 2 = D +L, V = 852 lbs Deflection: LC# 2 = D +L EI= 186.00e06 lb -in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D =dead L =live S =snow W =wind I= impacC= construction) t (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. I- JOISTS: the attached 1-Joist selection is for preliminary design only. For final member design contact your local I -Joist manufacturer. N4hbAPQ9�wWKir.�,VY tl�fAMN110 z IQQr 2 J U U O . UJ J = WO . u_ cc = • d �. W Z I— O Z U � O N O H W • W 1 O IlJ U O ~ z April 8, 2003 Mr. Mark Antonioli 13860 177 Avenue SE Renton, WA 98059 City of Tukwila Department of Community Development Steve Lancaster, Director RE: CORRECTION LETTER #1 Development Permit Application Number D03 -083 12049 46 Avenue South — Hoa Thai Residence Dear Mark: This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time, the Planning, Fire and Public Works Departments have no comments. (The Planning Department has included a memo for your information only.) Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 433 -7165. Steven M. Mullet, Mayor Sincerely, Stefania Spencer Permit Technician encl xc: File No. D03 -083 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206- 431 -3670 • Fax: 206 - 431 -3665 :r; + - ia;f.:,:h.k°,; 4 City of Tukwila Department of Community Development 6300 southcenter Blvd, Suite #100 Tukwila, WA 98188 The. Marant Company Contracting and Design Mark Antonloll 13860 - 177th Ave SE, Renton, WA 98059 Ph/Fax (425)255 9950 - Cell (425)802 - 1888 Marantco @Aol.com Contractor # maranc1133b3 Re: Revisions to D03 -083, Hoa Thai residence, 12049 - 46 Ave. South Thank you for your review of ours plans. I have enclosed 4 complete revised sets of plans for your further review. Revisions to to plans were made addressing the only response by the City from the Building Division. Simply, the plans were sent to a registered engineer who reviewed the plans and made corrections. All of the engineer revisions have been incorporated onto the plans. Also enclosed are the engineer's calculations and data. If you have any further questions, please contact me. Thank you , May 29, 2003 Mark Antonioli , RECEIVED OITY OF Tt,K MAY g ® 2003 PERMIT CENTER .0 .. .. r. .ti::...ut.c.::s.lLiwi:%.lSk.x i.•a oc' .'i.L`3fiL;:,+i l:i+tAti'..i 'Z i+a ti'ti:riw�r'ati;1 DEPARTMENTS: 'W C Co Building Division Public Works ❑ Documents /routing sIIp.doc 2.28.02 LJ Fire Prevention Structural l'ERAN i i? ;TO .4 — 7:'APre ,y. iyinA mM REVIEWER'S INITIALS: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D03 -083 PROJECT NAME: HOA THAI RESIDENCE SITE ADDRESS: 12049 46 AV S DATE: 05 -30 -03 Original Plan Submittal Response to Incomplete Letter # X Response to Correction Letter # 1 Revision # After Permit Is Issued ORD COPY Planning Division ❑ Permit Coordinator DUE DATE: 07 -01 -03 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 06 -03 -03 Complete [ Incomplete ❑ Comments: Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS R�TING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Er Not Approved (attach comments) ❑ Notation: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D03 -083 PROJECT NAME: HOA THAI RESIDENCE SITE ADDRESS: 12049 46 AV S DATE: 03 -14 -03 X Original Plan Submittal Response to Incomplete Letter # Documents /routing sllp.doc, 2.28.02 Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: - �1-a3 � �( f i ( nla IS 3 --Q3 ex, Avoc. S- t'-0 Btaildin ivis� Q Fire Prevention E Planning Division N Public,61%sn Allot 4.4 Structural ❑ Permit Coordinator )4 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: Complete [V1 Incomplete ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route [► Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: REVIEWER'S INITIALS: PERMIT COORD COPY Not Applicable ❑ DUE DATE: 04 -15 -03 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) Notation: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 9-6' 3 Departments issued corrections: Bldg tif Fire ❑ Ping 1I PW ❑ Staff Initials: City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 REVISION SUBMITTAL i Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: D03-083 Response to Incomplete Letter # Response to Correction Letter # 1 Revision # after Permit is Issued Hoa Thai Residence Project Name: Project Address: 12049 — 46 Avenue South Contact Person Mark Antonioli Phone Number Summa of Revision: s (A. ee t t* 3 Neu) G� e to < < S f watt "Cloud" or highlight all areas of revision including date o revision r S Ii e e t- 4- 4- -- (/1-a (mil Q 1:s _s f i m p S / s (n -e.a/ w 5 ( e -e fi t 5 -- s t it sti s ( s GL e2,/ t_. -(, lS Gee e�t 5 -- 0--9 e3+ s( - M S tit v et 2 (rte s (tee ez 1 / N(- ro c>f GIGO l 00 Sheet Number(s): Received at the City of Tukwila Permit Center by: rUUI' Entered in Sierra on 610 04/08/03 i . r.. 4 STERED ' AS PROVIDE Y. ':. CONST . CONT ' GENERAL' ':' REGIST. # .'' EX' lr q.pol.: * BAYVIGC001LF 0412' , ... '.EFFECTIVE DATE 06/6612 • BAYVIEW GENERAL CONST INC .. 12055.44TH AVE S SEATTLE WA 98178 1 • • • • t NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. L Imo ( S13M-3BO'1° i i F t 1,10 a) O Lr In A.1 '5 -.) � ' e • m ramdrorarAssmi _ - "wow - --..„---r; -iiir,__ _ _ - ~APO=. rs Alrap gr /:isaI ...... asragcc- zS7.ZT��Zn` / /.�' all1111•0 "" y "l 1/ j.�. ■ '# ,i 31VO 311101N HO NOISIAtQ8f1S 'H38V f1N AR N3NVI 3140 Min HO P OISIAIQBfIS In81Nf1N AR N3)011 31VO SINVN HO NOISIAMOSf1S `H R!!NflN 1 AS NMiti1 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. L Imo ( S13M-3BO'1° .. r • LOCATION Office Office Play room Upper bedroom Upper bedroom Media room Media room Hall Skylights Play room s.9 Hoa Thai Home FRAME Vinyl Vinyl Vinyl Vinyl ..... _......_ Vinyl Vinyl Vinyl _.. . Vinyl Vinyl Vinyl GO OF TUKWILA JUN 20L ^ .z t NO CHANGES_.207 11411 MIN OF Wait aw. d . ��"' ➢ s . ♦ r • •.. .f . _ -+ r • • Milgard i'e MAY INCLUDE ADDITLINiAL PLAN RE: iEV FEL.S. WINDOWS MANUFACTURER Milgard Milgard Milgard Milgard Milgard Milgard Milgard Milgard Milgard . r _ �t .J.. • I II � - ""..." • rrADA.. • 1 underst nd that t understand 7 11n Check approvals are and ;� ,� ss� r�s and anpro��at of to subject to errors a, .�� � :.: � � - Iatia►� any cans does not '..h -- iz =she violation p i .. adopted code or c'rd ;anue. Receipt of con - adop of ,,; ;� : �: Ed plans acknowledged. tractor s copy of Gr; �' -'V � By Date �- �2�83 Permit No. K i f • ... • . ' • •• � ` .3 . . ,i ...w = t WINDOW SCHEDULE U- FACTOR SOU NFRC NFRC NFRC NFRC NFRC NFRC NFRC NFRC SKYLIGHTS NFRC SLIDING GLASS NFRC IZE - -- - - - - QUANTIT 2250 SH 2 4050 FXD _ 1 6036 SL 1 6036 SL 1 2650 SH 1 2240 SH 12 4040 FXD 4036 SH I 1 2020 FXD DOORS 60610 temp j fRATE PERMIT REQUIRED FOR: E:rrIECHANICAL ELECTRICAL PLUMBING GAS PIPING CITY OF TUKWILA BUILDING DIVISION Vent blocks © each bay • I IV A Existing deck 4 downspout rlf i t1t .� AREA 21.67 20 21 21 12.50 8.67 16.00 14.00 8.00 41.00 R -21 R -38 U- FACTOR 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.33 0.41 Continuous ridge vent. 0.33 1 New Media room J� P000111114 SECTION A-A SCALE: 114" =1`-C' UA VALUE 7.15 6.60 6.93 6.93 4.13 2.86 5.28 4.62 3.28 13.53 New bedroom R -21 New 9-112" TJI Pro 250 Series @ 16" o. c New 9-1/2" TJI Pro 250 Series © 16" o 4* rigid fooling dra^ NOTE_ Ses also w� dstai on sheet 1 (vowed wAh 1 -1K' washed yraKl r � and Met fa0nc v e AD Pre - manufactured attic storage /trusses (c 24" o. c. CNI Project summary Owner: Hoa Thai Site address: 12049 - 46th Ave South Tukwila, WA 98178 Parcel ID #: 3347401235 Legal description: Lot 47 - 48 - 49, Block 5 HILLMANS CD MEADOW GARDENS DIV NO.01 Project description: Construct a 898 Square foot 2 story addition to an existing home with 87 SF front porch. Lot area: 8197 SF Existing structure coverage: Existing living: 772 SF Existing garage 420 SF Exsiting front porch 72 SF Existing rear deck ----- .. - ---- -128 SF PROPOSED addition ---- - - - --- 450 SF New front porch ----------- ---- -- 87 SF TOTAL coverage -- 1929 SF Percent lot coverage: 1929 / 8197 = 23.53% Energy (Addition only): Gas heat Milguard vinyl windows and SOD - Low 'E' glazing U = .36 NEW Heated area ----- 898 SF Glazing (Windows) Low 'E', U =.36 ----- 188.5 SF (Includes 40 SF SGD) Percent glazing -- ---- -- --- 41.9% Option 3 of the 2001 WSEC Building: Type Construction: V -N 1 W. U -1 garage Occupancy: R -3 Single family residence Design is in accordance with: 1997 U.B.C. Dead and Live loads: Roof: 40 PSF Floor (living): 50 PSF Decks 60 PSF Lateral: Wind: Exposure B; 80MPH Seismic: Per zone 3 Soil bearing: 2000 PSF • i i i Egg alarm dram and foaling drains b l open dilch • • I I Open mod, r l tg 5' sidewalk to co 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 resubmittaI of revised drawings for subsequent approval Final acceptance is subject the Public Works utilities Date: 11' Existing home 2 4. g �o3 5rTo Ay^ 74.52' 34' (#/ t ** \ 4- r Conc_drivevi►ay 74.5'' 12' Q' Sandy CORRECTION to field inspection by inspector. By: cittskr■ 13' T� \ \\ � M ifion\ 13' Covered porch SITE PLAN 46Ih Avsris Sc*i (Second Avsiiis) SCALE. 1" = 20'-2' ' NEW Mann drain ►, and tang diming b open ditch NORTH E" Water main -11' MAY 3 0 2J03 PEST NTE4 • V - .0 t (7) 0 L C at) � 3 03 • CD 0 F Sheet 1 030116.3 • } l Hoa Thai residence EXISTING HOME For a home addition Drawn: March 12, 2003 Revised: May 25, 2003 •.mu. ■.... NM NMI ■■■E■ MMMM. r r. nr,r,s.r ._ ._._ rit:r • u:r: J r ,s< . • rat, t, r, . _. j.. n ▪ r. r r. , t r • . r t•r•� lip Zit r- r 1 • n 1 •4 : f J ' #r. 1. rt, 7••rt • '.1'. " •. IV* IU,ttn .r.4 r. 1l x r. $. Y ,•t .�1 � ►'. rt i 1 . 1 4 7 , r. N IL t4 e x , riritrs .1 rl . r. rt n r, r tt,•� / r. • ►. ■ �}xr ►JM• r�4r,r.�.rir< it trt it kit it , r r, r. r. ,rl 'MA 44;1ft ..r r. Nit r, r, r.r..r.:. r..r. * %it n r..r ; N x - Il r tt t 141 D t. xrr.rit�Olr.}Itn r, : tt,s rsr.rt.'., :: : .4r t.4X /tr.r.r.atu:t`r,:. � •s .Aor>.t ir. J ! ■rtes n rL '1. I. r,.r. r: .r. r, r.: fLt.r.r.r..r,r. TJ� retraTTI 1 ‘,,. tW I .. Y. rtM 1 t tr . x, 4 _ kft .Y 6050 22'-4" 7t -0" , 7'_211 2' -0" 1 1 I I I 1 I ! I D I I I I I I m x41=..:1.740:.:. V41■7411101KA CA CIIIM741■30: 4468 FA 3 .. 6 " 3 ■ 1 /2" k 3'-6 1 /2" I. g a. I 11 4 M $ I ' �' z g 4 k — --, 23 I -< ! 1 i C t r . 4 0 ��li�13APIIlli .11n .A . . .VI► MPA�►.�!'.WA . ! '!fit►i! ISPAWAXEM , ∎410PA.I A!i LI ►r►!riMIM itf' ter _ 0 ri66% VAA T48 -32 itiht10-414. yea I is 4 gs" 1 .4-1 t,..T 1fl.A.A4.... INTERIOR STRAP TIE DBL JOISTS 3.5 PSL SOLID JOIST BLOCKING Fo .►_� ! . RIPOZ MANM!SSA ri►!,raita " ' . li!a ii GPI I Itinedte■_ IP 11, 11 \ I / BDRM #2 war NW& MASTER BDRM 1 CV 1 .. „ . y . I _ Fri � ► ri, r Inii.morgeoparforiam....worAlt. igraomemeni 110V ► 1'� 1 :1 o I I. ril 11111111 ko, 1 \ PI \ I WPM Volt : NA 111 Pr " k aramordditar ..:e Ardwomer \.._. 2 a Ia, 1-117 1111 I I \ P4 • ►' BDRM #3 'WI ; O !A ►LA UPPER FLOOR PLAN A:'Pc ^4, 9 SCALE : 1M = 1•47' LIVING ROOM UTILITY 2 CAR GARAGE ENTRY F- COUNTRY KITCHEN MST48 to foundation Fill in opening 12" Remove existing vinyl window. � Relocate to addition. OFFICE p � Q � Verify framing to window I � QQ � size prior to ordering N d ` ../ l - ST6236 WIPAWAIllerat NEW PORCH 4x10 DF#2 6741■711 IMINIIMISMONI F1 03511 5' -1 1/4" 4' -8 3/4" SCALE: 1/4" = 1'-O" PROPOSED LOWER FLOOR PLAN PLAY ROOM Rail to match rail in UP--I 1 /existng home NEW W1ND NV SCHEDULE QTY , FLOOR SIZE DIMENSIONS - WIDTH HEIGHT = DESCRIPTION 1 X036 72 T2 " 42 " LEFT SLIDING 1 2250 2'� a 6"7' 26 " 6O " SINGLE HUNG' 1 - 1 4054 _ 48 so M = FIXED Y 1 1 2350 2' 7/16 27 60 " SINGLE HUNG Y 1 2 8054 72 " 60 " LEFT SLIDING 1 2 4040 48' X48"' 48 " 48 " FIXED 2 2 2340 27"X48` 27 • 48 "' HUNG 2 0 3d"' 30 " 60 • SINGLE HUNG 1 2 4038 48"x42" 4S ' 42' LEFT SUNG 1 2 3010 36"�L4!!` % " 48 " LEFT SLIDING Shear / braced wall type-See sheet Si A - ST6236 MST48 - HPAHD22 0 0 LL w 0 J of) W 0 ct d a c O Fr• a) E as L.. LL N 51 -6" 41-6" • 3' -11" 9' -91/2" 2 litrAT 9' -10" • . 14' -11 1/2" i' r arAEGINIFIMMIllne WARM ►.a.116.1 ' i►..i►_atiNgl niti► Milli. INISrj►! Alliw r.i. I II BDRM #2 BATH 5' -1P 5'_10" � 1 o� MASTER BDRM \10 4'-6" 6 1 ' 2 11' -3 112" 1 0x-4Y 1' -10 314' 7- 31/4 17-5 1!?' 4 %7 Wall below also MST37 Queen size bed IPA pm PA ommortaino r, atamempto. in a PI itamm us P. 01 ' 1 I litbligt el U '1►�► Roof lines Wall below — I __ 6036 SL PROPOSED UPPER FLOOR PLAN +i T T T -- T -- T -- - T - -_ 1 . __ T _,... ! 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T t_ 1 - z - 1 Z t r 1 i 1. 1 1 t E r 1 i n T }_ [} r Ji 1 1 I I 1 1 1 1 1 1 1 1 1 11 1 I 1 L 1 - 1 TI I 1 - I 1. - - - -- -- --- -- -` - -- -- . .___... ._._ . _____ - __ [ 1 1 1 1 � - � _ , - 1 1 I ► , I T , -1 _ _1 Ij 1 r T _I I I�� 1 1 T 1 : - 1 _____� _� -- -_- _ __ -I 11 I - ICI I - I 1 1 1 1 I t 1 1 1,' 1 I � 1 1 i _ 7 1 1_ 1 L i LF I 1 r I IL 1 I 1 11 1 L L 1 1 1 r 1 L 1 1 1' Y 1. 1 1 ij 1 -I 1 T 1. i. I I 1= 1 1 1 .1! tI ;0 � � I�' }� 1I 1 i � 1 11 1 1 t 1 1 NORTH ELEVATION SCALE'. 114" = 1'-0" , z , z t , -i r i< ; 1 E 1 1 1 � j 1 l ! l i ► L 1 1 1 1 I I I 11 i 1 I 1 IT 1 1 - - 1 1 I 1 r ^ T i- 'I I 1J L . t i 1 4--- r 4- 1 -L- 1 -4 T_ 1 - - i T . `j ► 1 az - t 1 l 1 1. 1'L I - 1 1 1 1 _ 1 1 i I 1 Ll I = 1 1~ I I L L L I � 1-- t I t 1 1 ILT. - 1 I r I i I 1 1rIiI�I[I III III 1 I t 1 1 1 1 4 1 1 1- -1 T 1 t -1 1 a 11 -1 1 I 1 1 , 1 , 1 1 1 i t t 1 1 1_ 1, 1 I I I - 1_! 1 IL 1 i - r j 1 Z _t 1 A L T I I i - 1_ A l TT 1 1 1 1 1 1 T 1 I -1 I. 1 1 1 . 1. 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I U 1 i 1i 1 rT 1t 1 - ' ► 1 t i 1l1 l I 1 4 1 i 5 _ I 1 - j i 1 r I � i 1. - 1 1 - T - 1 r � : i VIII 1 , 1I 11 1 1 t 1 I I , 1 1 ILA j 1 1 � i 1 T = I � : Y 1 I 1 . � • Cav 1 Pci`t`it '} JUN 2 Qz :r • • % . _ '"�,► a re ••; eVIVORT5FVED ,A MAY 3p 20C3 POW COWEN c 0 F" Z Q E pla co w J LL W 1 t I _ i 1 -1 _ �c �-� t `I i _ 7 4 I 1 L -1 i I I I a - . r T ' I I - � 1 T r ' I _L _r C _� I _ • I I- - � � 1 L r � � -t r � :I I _1- I t _ �-t 1- I t j L � A � I�` � �� - �Tj -fi r `� : i L . -C I 4 1 T :T t I T_ �_ T Z4 T T r �� i I .[ I 1 - 11 ` 41T [- iT'1 � I_ [ 1I t . � Ia rj.� 1 ii T I 1 L I�- I J LT I 1 -ca I _ J I' f r� I- T L T I I 1 . 1 L ' . I I j [ 1 1 T�I 1 I [ I� 1�I I- T I I I�I� -T I I7 L I I I I - 1 -Tr L,1 r WEST ELEVATION MAY 323c3 PLAY ROOM 9-1/2" TJ I/Pro Series 250 ;%► 16" o.c. w/3/4" T &G plywood glued and nailed. Dbl joist , p Hang joists from ledger bolted to existing rim joist w /5/8" lag boltes — and washers 2 8" o. c. staggered. 1 Dbl joists ST6236 PORCH At sides of bay window above NEW PORCH . • DAN COUNTRY KITCHEN MST48 to foundation FAMILY ROOM Fascia & barge to match existing home EXsiting home NEW 18" x 18" x 10" concrete footing wIPT 4x4 post w!CB44 & CC44 A I OR S1-6 • Addition UPPER FLOOR / PORCH FRAMING SCALE : pia = r� NORTH A Bay window framed w/2x6 rafters fa 24" o.c. w12x4 C.J., w! R -38 (Typical) 7 - Shear / braced wail type -See Sheet S 1 ♦ - ST6236 U - MST48 •-HPAIID22 f# it gig •VIV. %1M ! +!% !' ` iWee.40Wi:oW` ' +►!i! . ! . 6 mil visnu un wa ll 12" I 7 n 0 0 NEW (Hatched) 8" concrete wall w /8" x 16" footing w/2-#4 rebar in footing and 144 rebar at top of wall Dowel into existing wall w/#4 rebar © 8" o.c. (Typical) into all locations where NEW wall meets existing wall. Two (2) locations. VENTILATION REQUIREMENTS: Area of new crawl space = 450 SF Required 1 SF per 150 SF vent (Net free area) (450/150) X 144 = 432 Square inches 8" x 14" rim joist vent - 90 Sq. inches net free 5 Vents required / 3-1/2" x 9-1/2" PSL © shear wail above / /0* Existing home SCALE: 1/4" = 1 NORTH i j i Addition FOUNDATION / FRAMING PLAN 1.75" x 9-1/2" PSL 2.0E HPAHD22 Porch above el csirY cc T Ju 20 MAY 3 0 2003 I a --ma*. or 2x8 12 O.C. for stair landing 1 1/8" Wondertreed 2x4 thrust block cut into stair jadc and anchored floor. 3/4" T&G CDX plywood underlayment STAIR CONSTRUCTION: STAIR NOTES: Floor joists 18" The greatest riser height or tread run length within any flight of stairs shall not exceed the srn&Iset by more than 3/8 inch. Handrails: Stairways shall have at least one handrail, and handrails shall be instaNed on open sides of stairways. The top of handrails shall be placed not less than 34 inches or more than 38 inches above the nosing of treads. They shall be continuous the full length of the stair. Ends shah be returned or shell terminate in newel posts or safety terminals. Handrails projecting from a well sheN have a space of not less than 1-1/2 inches between the waN and the handrail. The handgrip portion of handrails' shall not be less than 1-1/4 inches or more than 2 inches in cross-sectional dimension or the shape shah provide an equivalent gripping surface. The handgrip portion shall have a smooth surface with no sharp comers. Headroom: Every required stairway shall have headroom clearance of not less than 6 feet 8 inches measured vertically from the tread nosings to the nearest soffit above. Guards: AN unenclosed floor and roof openings, open and glazed sides of bindings and ramps, balconies or porches which are more than 30 inches above grade, or the floor below, and roofs used for other than service of building shall be protected by a guardrail. Guardrails shall not be less than 36 inches in height, except stairways where they may be 34 Inches. Open guerdrails' and stair railings shall have intermediate rails or an ornamental pattern such that a sphere 4 inches in diameter 2x4 vented bird blocks each space. Toe „,/ nail w/(2) - 16d each end to truss or rafter ,/ (typ. ). Provide continuous row of roof sheathing nailing 6" o.c. Premanufactured trusses (j24" o.c. w/7/16" APA rated sheathing or 1/2" CDX plywood w18' panel length placed perp. to direction of framing and alternate panel end joints by half-panel length. Nailed 8d 0 6" o.c. perimeter and all supported field 12" o.c. Composition shingle cover over 15# asphaltic felt. Simpson H1 hurricane ties each truss on both sides. _-- R-38 roof insulaton N Double 2x6 top plate 2x6 PT mudsill w11/2" x 10" anchor bolts 411 o.c. wibolt — 04 vert rebar top of wall S poured concrete wall r x 15" poured commie fooling on WALL DETAIL ‘41)ber lop dwelt / S C A L E i iu = V NM= MINI gl: INNIMINIIINIMIIIIIIIIIIIIIIMI NIMMIIMIIIIIIIIIIIIIIIIIIIIIIMININ '11111K:4101,71114/PIIIIWO:01441120:411:014111■14 , :amtcommigew v. ill ri, I ME_ ....11M MI ir. 0, aratistilmiyill 1_ 1 OMEN.. •••• M , S , WO r : 1 i i i 3 1 4 .4410.••■■•■■■AMOVAMMAINM'AMP40.• aomivaraeur■or......owr.so•Pal 11.11 A =MENEM iii iiii iiii Mi. s i iiii MN an rensiliiiiii II •IIIII 7M1111411111 1 1 DN 1 1111111 MIT • Fascia & barge to match existing home ROOF FRAMING PLAN SCALE: 114" = 1°-.0" NORTH DP Te...›. Yin 2 a 2:13 MAY 3 0 2003 Bay window framed w/2x6 rafters 42 24" o.c. waxat C.J., w# R-38 (Typical) • OD VOS.10,1, _ , ce- 4„, InalaraliMOSIC Residential requirements of the Uniform Building Code DIVISION 1. GENERAL REQUIREMENTS All work shall comply with the most recently adopted edition of Uniform Building Code, Uniform Mechanical Code, Uniform Plumbing Code, National Electrical Code, Washington State Energy Code, and applicable land use codes. Contractor shall verify all existing site conditions, site development dimensions, and building dimensions prior to proceeding with the work. Any discrepancy in the construction documents shall be immediately brought to the Architect's attention for resolution. Written dimensions shall have precedence over scaled dimensions. DIVISION 2. SITE WORK Clearing and grading shall conform to applicable regulations and shall be conducted such that erosion of soils is minimized. All footings shall bear on fir. undisturbed soil. Foundation design is based upon an assumed average soil bearing value of 2,000 lbs/sq. ft. unless stated otherwise. Provide concrete fill under all over - excavated footings, coarse granular fill under all over - excavated slabs. Back fill foundation drain at perimeter of building with coarse granular fill (3/8 "- 1 W clean washed rock) with minimum of 12" wide blanket extending to finished grade. Protect drain tile and waterproofing. Compact areas within buildings which are to be covered by concrete slab to 95% of maximum dry density. Compact areas to be covered by paving (walkways, driveways, patios,) to 90% of maximum dry density. Rough grading shall provide positive drainage away from building. Trench to elevations below frost line for storm drains, water lines, sanitary sewer (or septic system) and irrigation sleeves. Provide perforated plastic pipe foundation drain where shown on drawings. Connect to roof drain and storm water system. In jurisdictions requiring separate roof drain lines, provide tight line connected to roof drains, in addition to perforated foundation drain. DIVISION 3. CONCRETE WORK Typ. Anchor bolt size: 5/8" diameter x 10" A.B. © 32" o.c. All reinforcing steel shall be grade 40, deformed bars. All tie wire shall be 16 gauge double annealed wire. All anchor bolts, nuts and washers shall be ASTM A -307. Lap all reinforcing bar splices a minimum of 30 bar diameters. Minimum concrete compressive strength shall be 2000 P.S.I. at 28 days unless noted otherwise. Footings and foundation walls shall contain a minimum of 5 sacks Portland cement per cubic yard, slabs shall contain a minimum of 4 1/2 sacks per cubic yard. Exposed aggregate slabs shall contain a minimum of 5 1/2 sacks per cubic yard. Provide broom finish or exposed aggregate finish for all exterior concrete walls, patios, stairs, porches and driveways. Provide fine float finish for surfaces to be covered by resilient flooring, tile, or carpet. Provide steel trowel finish for interior walking surfaces which will not be covered by flooring. Slope exterior concrete slabs and garage slabs to drain. Provide wood, plastic, or fiber expansion joints at 20' o.c. max. Protect all concrete work during curing to minimize evaporation. DIVISION 5. METALS Structural Steel: Conform to ASTM A 36 unless noted otherwise. Structural bolts, nuts and washers: Conform to ASTM A 307 unless noted otherwise. All work to conform with American Institute of Steel Construction standards. DIVISION 6. WOOD AND PLASTIC ROUGH CARPENTRY Provide the minimum separations between wood and earth as follows: Floor joist to earth: 18" Wood posts to earth: 1" above conc., 6" above earth. Bearn/Girder to earth: 12" Top of foundation to earth: 6" Individual piers: 8" above earth or pressure treated posts shall be used. All rough framing members shall be framed, anchored, tied and braced so as to develop the strength and rigidity necessary for the purpose for which they are used. Nailed connections shall be in accordance with table 25-Q U.S.C. All plywood shall be graded C-D exterior glue or structural II exterior glue in conformance with UBC Standard 25-9. See plans for thickness, panel identification index and nailing requirements. All pre - manufactured wood trusses shall be designed by a licensed engineer. Fabrication, handling, storage, installation and bracing shad be per engineer's specifications. AM foundation plates or sifts, and all sleepers on concrete or masonry in direct contact with earth or not within minimum dearances shall be pressure treated. Deck framing shall be pressure treated. Decking and rails shall be pressure treated or cedar. All joists, rafters, studs, blocking and bracing shall be HEM -FIR 112 or better, Fv. 70 P.S.I_, Ft = 1000 P.S.I., E= 1,300,000 P.S.I. Al sawn beams, headers, posts, lintels, and girders; 41-nominal, shall be Douglass Fir- U rch i2 or better, Fv- 85 P.S.I., E= 1,300,000 P.S.I. S" nominal shall be Douglas Fier- Larch *1 or better, Fv- 85 P.8.1., E- 1,600,000 P.S.I. Fb- 875 P.51., Fa- 1350 P.S.I., 6" nominal shall be Douglas Fir - Larch #1 or better; Fv- 85 P.S.1., Fb- 1350 P.S.I. , E- 1,600,000 P.S.I. All glue - laminated timber shall be kiln dried Douglas Fir, 24 F -V3 or better; Fv= 165 P.S.I., Fb= 2400 P.S.I., E= 1,300,000 P.S.I. All spaced roof sheathing shall be Hem -Fir #4 common grade or better. Provide 1 x 4 spaced roof sheathing for shake roofs. All framing lumber shall be kiln dried or air dried to 19% maximum moisture content prior to installation. Area ventilation: Crawl space shall be provided with galvanized screened vents with a net area of one (1) square foot per 150 SF of under floor areas. Attic space shall be provided with One (1) SF of ventilation per 150 SF of attic space. If 50% of the vents are in the upper portion of the attic, only one (1) SF per 300 SF of attic is required. DIVISION 7. THERMAL AND MOISTURE PROTECTION BITUMINOUS DAMPROOFING Apply heavy bodied asphalt bituminous damproofing to exterior of foundation walls, extending up to finish grade, per manufacturer's instructions. WATER REPELLENTS Apply appropriate water repellent to any masonry, cement plaster or stucco per manufacturer's instructions. INSULATION Install building insulation in the following minimum values: Attic: R- 38(Electric resistance heat) R- 38(Gas heat or heat pump) Rafter cavity in vaulted ceiling R- 30(Electric resistance, gas heat, or heat pump. Walls: R -21 Framed floors over unheated space --- --R -30 Slab on grade at perimeter -- ---- R -10 VAPOR BARRIERS Provide integral foil or kraft paper or visqueen vapor barrier with wall insulation. Provide 6 mil visqueen vapor barrier in crawl space on the ground. ROOFING Asphalt shingles Apply shingles over solid sheathing with 15 lb. building felt underlay. Install per manufacturers instructions. Tile roofing WOOD SIDING Install wood siding of the type and orientation shown on drawings, over 15b. building felt or approved water vapor permeable, air infiltration retardant house wrap. ROOF ACCESORIES Provide prefabricated roof ventilation jacks of galvanized steel, anodiged aluminum, butyl. GUTTERS AND DOWNSPOUTS Provide continuously formed aluminum or baked enamel steel gutters. Provide 2" x 4" rectangular downspouts. Seal gutter corner connections with butyl compound. Connect downspout to drain lines with appropriate transition fittings. SKYLIGHTS Provide double paned skylight units of the size and type shown on drawings. install per manufacturer's instructions, including flashing, and counterfiashing. SEALANTS Utilize resilient, non - hardening caulking designed for the intended application where it is otherwise impractical to obtain a water-tight or air-tight fitting joint between materials. Provide polyurethane foam backing where joint size dictates. FLASHING AND SHEET METAL Provide 20 gauge galvanized steel flashing at: r+oof/chirrmey, roof/skylight and roof/wall intersections, wall/deck intersections, where siding is interrupted by major horizontal trim, and at heads of doors and windows exposed to weather. Provide butyl boots at all roof plumbing penetrations. DIVISION 8. DOORS AND WINDOWS DOORS Provide doors of the type and see shown on drawings. Hinged exterior doors shah be wealAerstrippsd to mailman of 1.0 c.f.mJsq .R. air infiltration rate. Sliding glass ekMrior doors shall have a maximum air infiltration rale of 0.5 0.m/sq. R Install doors per manufacfisers instructions including flashing, nairg, clearances and finishing. Provide sent dosing hardware on doors which separate residential space from garage space. WINDOWS Provide window units of the type, size, class and manufacturer shown on drawings. Install plumb, level, and square and per manufacturers instructions including flashing, nailing, clearance, and finishing. Provide documentation of window energy class rating. GLAZING All external glazing shall be double paned, excluding ornamental glazing. All glazing subject to human impact shall be safety glazing. In general. this includes but is not limited to glazing in doors, within 12" of doors, and within 18" of floors. Glazing in skylights shall be wired glass. laminated glass with an approved interlayer having a minimum thickness of 0.030" or tempered glass, minimum thickness of 7/32 ". EGRESS Sleeping rooms shall be provided with egress windows or doors with a minimum net clear opening of 5.7 sq. ft., with minimum net clear height of 24" and net clear width of 20 ". Sill height shall not exceed a maximum of 44" above the floor. LIGHT AND VENTILATION Window area in habitable rooms shall be not less than 1/10 of the floor area of such rooms Operable window (or door) area shall be not less than 1/20 of the floor area of such rooms. DIVISION 9. FINISHES GYPSUM WALL BOARD Walls, ceilings, and structure separation, residential and garage spaces shall be covered with 518' type "x" gypsum wall board on garage side, and shall have all joints fire -taped and nails set and compounded. All other walls and ceilings shall receive 1/2" gypsum wall board. For ceiling supported by 24" o.c. framing members, verify suitability of- 1/2" wallboard with manufacturer. Walls surrounding tubs or showers shall be covered with water - resistant wall board, water -proof surface to a height of 72" above adjacent floor. DIVISION 15. MECHANICAL PLUMBING Plumbing system shall be designed by a competent, experienced mechanical engineer or designer, in accordance with the Uniform Plumbing Code and applicable local codes. Water heater insulation shall conform to ASHRAE Standard 90 -A -80. Hot water pipe insulation shall conform to table 4-17 of the Washington State Energy Code. HEATING, VENTILATION AND AIR CONDITIONING Furnaces shall not be installed under any stairway. HVAC system shall be designed by a competent, experienced mechanical engineer or designer, in accordance with the Uniform Mechanical Code and applicable local codes. Provide documentation of furnace A. F. U. E. Ductwork insulation shall conform to table 4-16 of the Washington State Energy Code. When installed in garage, heating units shall be placed such that all pilot lights, burners, heating elements or switches are located a minimum of 18" above garage floors. DIVISION 16. ELECTRICAL Electrical systems shall be designed by a competent, experienced electrical engineer or designer, in accordance with the National Electrical Code and applicable local codes. Electrical plan in architectural drawings is for schematic layout reference only. Handrails: Stainways shall have at least one handrail, and handrails shall be installed on open sides of stairways. The top of handrails shall be placed not less than 34 inches or more than 38 inches above the nosing of treads. They shall be continuous the full length of the stair. Ends shall be returned or shall terminate in newel posts or safety terminals. Handrails projecting from a wall shall have a space of not less than 1 -1/2 inches between the want and the handrail. The handgrip portion of handrails shall not be less than 1 -1/4 inches or more than 2 inches in cross-sectional dimension or the shape shah provide an equivalent gripping surface. The handgrip portion shah have a smooth surface with no sharp corners. Headroom: Every required stairway shah have headroom clearance of not less than 6 feet 8 inches measured vertically from the tread nosing to the nearest soffit above. Guardrails: AN dosed floor and roof openings, open and dazed sides of landings and rartips, balconies or porches which are more than 30 inches above grade, or the floor below, and roofs used for other than service of building shah be protected by a 9uardrai- Cwandrails shah not be less than 36 inches in heiptK, except on stairways where they may be 34 inches. Open guardrails and stair railings shah have intermediate rails or an omens pattern such that a sphere 4 inches L DESIGN CRITERIA RecervED Floor live load: 40 psf J U N 2 0 2:03 MY TUKtillUt E'a°ri°r deck i"° loud: 50 psf MAY 3 0 10C3 12oof live load: 20 psf k h It -� Mechanical Units Wisipllt furnished by m r .,�, ; vERI.r cana, 'Wind 80 mph, Exiposue C EarwQwita Seismic Zone 3, K = 1.33 Footings shall bear on void undisturbed earth at Nat 18" bow lowest srliscrwk Snit' red grade. Allowable Solid Pin - 2000 psf (Naual sods or compacted 111). a pd► C z co SHEAR WALL PER PLAN 3/4" PLY. SUBFLOOR 2X8 BLOCKING W/ NAILS 0 4" O.C. 2X10 FLOOR JOISTS 16d TOE NAILS, BEAM TO TOP PLATE TOENAIL EA. SIDE 0 9" O.C. STAGGERED H1 HD22 HD22** HD22** UPPER FLOOR UPPER FLOOR JOISTS PER PLAN MAIN FLOOR INFILL PIECE OF SHEATHING MU8 LAP TOP & BOTTOM PLATES TO INSURE SHEAR IS TRANSFERRED. EXT. SHEAR W.ALI.. tA16FER AC66 uP,o FLOOR SHEATHING 7 1 /z. S1140013911 4 1 l� - IA SHEAR WALL BEYOND SITAR TRANSFER 10 FLU64 DEAfl Doolon !'wild Serves, Ina 060) "I'!M3 -!!ice NAILN O Ykalta•rd • r o.e. lyld - WWI 4 In Sirpson Oatajo9 H1 - Tryse to too o1Qb lateral PIP AHOZ& - ¢' wed • outside earner FIPNHO4 - e" wall • outside oonlr HPAHD22 - a' wall min. iLl' from corner k goy C1 2X4 HD S'fMD1�, S?Fg/0/a1F0t01W -e' w911 4111.8' f. outside corner 296 S'iFiD1 37FD10/S7Fb101W -a' wed 1111.8 f. outside corner 306 s7I4D10 s11p104J1DIatJ-e' pall f. outdo, corner 328 sn010STHo10/SnIoIae.► -41r wall MCP f. ouaa. comer SJM14 wall M.r f. outside owner 440 SJFIN4 S7FOt4/111iO1,IW -A` wall M.8' t. outside corner 484 i7mp14 V1F91441FOt4RJ-0' wdl X14' Irani wow 403 S1Fp'14 5TMD144 wall X14' from earner �Y3 MTT22 MT122 'Mr X /Z• MIS. or 911124 5319 PIN* .PNp' •/ 7/11" srS211 EXTEIO • TIE (Ext. 6W!AR WALL. Acoe6 UEt FLOOR) D81. JOISTS 10 JOIST PARALLEL TO SHEAR WALL) END STUDS (MIN) SHEAR WALL PER PLAN AIL "PER PLATE AILING" SEE SCHEDULE INtERIOR 61-lEAR WALL6 TO FLOOR BELOW r --"Mr1117Erlirrw. r r l• 7M11 illrn M _ PP 11117111111111 •. ,r•_4. E1' rr •.1. !I. . 111M11111111 rn mnintrarn .t' •.. IllrrlrnllIll 1177,111111 5 8" 0 1.5' msimrarri ,rwr" Prirr7 8' 0 2T • 4' 5 8" 0 1.7 5 8" 0 2.5'+ 1250 1 • •• - Shy WiN Schedule - Rev 4c - 11/23/98 PLATE MUM 12d I Row • 14• 3 1 Row • - 18' REZ7RAINT PAIic Max Ratio Oct win*. IO2 FNS Z' -0" or wider I 1111F1lAINT PANEL Bawd an APA draft 188 dated June 17 1994 - higher vduN are allowed bated on Hold-down Unit tears w/o DL HD V w1 HO 104 254 388 521 12) STUDS PER MST HOLDOWN "SIMPSON" STS236 STRAP HOLDOWN W/ (40) led x 2 - /8" NAILS. FILL ALL HOLES W/ NAILS. JOISTS PER PLAN 12) STUDS PER MST NOLDOWN EDGE NAIL PLYWOOD TO DBL. STUD ITYP). it II : DBL SOLID BLOCKING (0 JOISTS PERPENDI- CULAR TO SHEAR WALL) A36 • TOP P'L. Anch Bit SPACING 1/2" • S' Irk Nor I2) NA TO Unit Shears w/ OL ND w/'1 HD w/2 story Stales Tension "SIMPSON' STRAP TIE PER PLAN. SEE "SIMPSON" NAIL REQUIREMENTS i 1 tJNELOCKED 100 SHEAR PER PI WALL IM OIL JOISTS "SIMPSON" L90 0 EA. SIDE, a EA. END 14) TOTAL." kOWS 10d r S 0 6" O.C. TOP PLATE 1 800 Lb TOTAL eoo Lb/ n. 430 , b op 1,33 , 355 ; b • 144 140 254 304 1315 b i 1,3p* 2 354 404 2 0 3 0 b • 1.3; s 353 41111 315 b • 1.33** 463 282 i_"1'4 .� - • • -- 11..1. 11•_11 •.• -1h 621 721 4170 b • 1.33 405 2362 b•1 -33 272 4011 N 2402 b • 1.33 290 42s 526 2412 lb • 1.33 MI2 338 442 992 301311 b • 1.33 301 540 +0 3822 ' b • 1.33 404 564 4154 X33 6r • 1.33 OS 0113 083 r 940 b • 1.33 527 OW 793 4744 b • 1.33 47S We 738 4301 b • 1.33 730 640 ago moo► "gas b • 1.33 ST24 sr 1224 to w.* - INIST37 .i 215 lN 3 j 5 415 1722 b • 1.33 sr3111 ST 02311 to AM - MIST N w 341 303 441 dot � �1 lb • 1.33 sT7� �IA��TT� • 4, dm On � 441155 1111 711 � 0�@ lb • 1.33 Nd 7!0 471111 r • 1.33 N0MMIlowd wi tM WC oM Intiosiry Slamde,is ernm» M# far wood onstwld 11.11.0. Tome moo • elon to toy plots eimplims UN owe min Moi plate wagas velum illswn • tap MGM O vans w 10 M rNMM by 0IMI Ilk► sank 0 0135 • Imp pleb way nmplrN 11/ lam Mot 1s IMO WM !lossidlas or • MwIR wr ! not IM-wrN » 1I1X12 • 1io Mot - 3+I - 2.10114‘ 6110 - 1010., 2A2 -1.47 - ewmpiwo 10 oboe is me Wort "dos "' it Pb1w am rewired. No1e lanri sheer aen M dif1wwt Oen M ell dew w.r. lab Iii IMO e..s w b w AIR Ids • go„dd NI dlb :fob 0104 lb.rognot WO b to tir. Mw NM ow wou.irallw IIrar 1i Is M willin r raw 4.1 Ike M dile N the MM of M bell! and 1111mp■spr Sirup Nw -ima INTERIOR 6'rI4P TIE (MT. 61-lEAR W4LJ TO !`LOOK BELOW) OOF SHEATHING, 10d ILS TO TRUSSES 0 10" O.0 OOF TRUSSES SHEAR WALL PER PLAN DBL JOISTS 3/4" PLYWOOD 2X6 OR 2X8 BLOC W/ 124 NAILS X4 MAILERS 10d NAILS 0 0" 0.0 TO BTM CHORD 10d NAILS 0 6" O.C. PLYWOOD TO 2X4 NAILER 5/16 12) 2X SOLID JOIST BLOCKING TENNATE TJ66 PI4P1-l4J1(It4T. !WEAR WALL. TO PARALLEL ROOF 1I116106E6) S. Recommended Sheer Mg for APA Rated Siding 303 Minimum Nominal Minimum Nail PenstraHon Panel Thickness (in.) In Framing (Mw) I (gal Soard and SaMrr C harnn Grow 1 -1/4 (3) 12d(TYP) 45 ° MAX Z- Zxelain. ring..-- /1:, mroy F�� Waked Salton Sa m Hoe ~ .rte I� panel �� �Mgwwl mat nod alai brook. a wveiwwod &w« via tigriwsoods. - Pas siding Joint Dives • Vodka WW1 Jelin* 'fu* PIAWI4.M lit e►!AR WALL TO rlIMPIDICULAR 1110Or T1N1O6/AV LOl�P WINDOW 81-lEAR WALL. PETAU., Width VAR NA THRU ROOF SHEATHING TO 2X4 BLOCKS ITYPI i 2X4 BRACE 2X4 BLOCKS ABOVE SHEAR WALL G'D TRUSSES +� 24" O.C. A35 CLIPS PER SHEAR WALL SCHED. MITE SHEMOVALLIFDSL TOP PLATE SWAN at Al Panel Ede Rp'd 4r Full 1d` li x 4 Sheeting To Be Over Min Joist moo. ReZoh R= A. Plywood /OSS 3/8"x4'x8' D. Structural Panel Sing 3/8 "x4'x8' GYMS - 1 /2 "x8'x8' (One Face) GrYB -- 1 /2"x4'x8' (Two Faces) . WALL BRACING PANEL SCHEDULE One-Story alt. braced panel 3 /8x2' -frx10 , or Is ▪ Two --Story alt. prod panel 3/8'x2 - -8"x10 i or Is Plywood or 058 (two faces) - m .■ SEMI. r LATEAL. RESTRAINT PANEL •LRP" 6d nail 6" o.c. (edges) 12" o.c. (fwd) 5d coder nails or wallboard nails 7" o.c. WANES I!!E PLAN 2X4 TOP PLATE MMin 11 1 1 .AN FOR sum mu. 4x12 NOT�aKOW MDR AS ;ixt&S1i %LW) STUDS wild I r o.c. TYP NAIL 0 ALL PLTS., HDRS., & 2 -2x4 AT ANY 0.5.11. JOINT T/id" I "i • CALL.OUT Y. 0 mow lip AMR CONCIETE mot. INSTALL PER MANF. IWCOM ENDATION. TO�EA. PLATE NAIL MTG. msineotaw. �■L um r awl. WALL CONTINUOUS FOOT/10 5d coder /wallboard nales 7• o.c. throughout CITY cif- Corrosion if- Carrosion Resistant gd nails at o.c. (field) 12� JUN 2 0 Nal�, Sd at 6' o.c. (• 12" o.c. (fwd) Blocidng required at ail edges. ' Anchor bolts two placed at quarter H4 dawns - 30001 at each end. T SIze casing) tr» Pam PaP•r near Mw edam In tsar derlered rows Panels Applied Direct to Framing NON Spacing At Panel Edges (In.) 6 4 3 2 (T1-6) (T14) (71 -3) (T1 -2) 140 210 General Notes 275 360 Nalgng 8d at r o.C. (49d9110 12' ac. (fwd) hocking required at al edges. Anchor" bolts - 3 placed at filth g=ne - MOW f at each end. Braced mai panel sole plats@ Haled to Soar and shall b. above. P P MT ancharad to lralrnang Mario joints are perpendkidar to breed WON Mw, Provide S with braced wail panelist. uncle` onljejltfj ern" • - or IMPALA MAY 3 0 Z(103 PRESCRIPTIVE BRACING REQUIREMENTScfPnER N U ti") Ii O u 2 0 -•-) E o (i' lot 01 cp s 4-) 7 :C a. W I 9wet 51