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HomeMy WebLinkAboutPermit D03-218 - CASCADE GLEN - LOT 20 NEW SINGLE FAMILY RESIDENCECASCADE GLEN - LOT 20 13247 40T" AVENUE SOUTH D03 -218 Z W re 6 00; UJ J N LL. W 0 J' LL <. W, Z F— Co Z LLI U O- w I '. LL O; ..Z U =' 0 Z z Parcel No.: 1422600200 Permit Number: D03-218 ;= w Address: 13247 40 AV S TUKW Issue Date: 08/28/2003 cG 2 Suite No: Permit Expires On: 02/24/2004 6 v 0 CO CD Tenant: J H Name: CASCADE GLEN - LOT 20 co Address: 13247 40 AV S, TUKWILA WA w 0 2 Owner: g Q Name: DREAMCATCHER HOMES LLC Phone: N Address: 13407 51 AV W, EDMONDS WA = a 1 _ w Contact Person: ? 1 ' Name: 3AY KEIROUZ Phone: 206 - 300 -6874 z O Address: PMB 1190, 13619 MUKILTEO SPEEDWAY #P5 LU lii D Contractor: 8 Name: 3 A K DEV & CONST CORP Phone: 206 - 300 -6874 0 '— Address: 13407 51ST AVE WEST, SEATTLE WA = w Contractor License No: JAKDECCO23NS Expiration Date:09 /04/2004 i— H u. — DESCRIPTION OF WORK: iii z CONSTRUCTION OF A NEW 2,535 SQ FT SINGLE FAMILY RESIDENCE, 730 SQ FT ATTACHED GARAGE AND 160 SQ FT U COVERED DECK AREA. p ' - PUBLIC WORKS ACTIVITIES INCLUDE: DRIVEWAY ACCESS, LAND ALTERING, DRAINAGE FOR ROCKERY, TESC, AND z STORM DRAINAGE. Value of Construction: $ $253,790.60 Fees Collected: $3,497.15 Type of Fire Protection: NONE Uniform Building Code Edition: 1997 Type of Construction: V -N Occupancy per UBC: 7 Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: Y Fire Loop Hydrant: N Number: 0 Size (Inches): 0 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Volumes: Cut 200 c.y. Fill 200 c.y. Landscape Irrigation: N Moving Oversize Load: N Start Time: End Time: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: doc: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Public Works Activities: N N Y N DEVELOPMENT PERMIT Private: N Profit: N D03 -218 Public: N Non - Profit: N Printed: 08 -28 -2003 Water Main Extension: Water Meter: doc: Devperm City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 N N Private: N ** Continued Next Page ** D03 -218 Public: N Printed: 08 -28 -2003 Signature: doc: Devperm • City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature: I hereby certify that I have read and examined his 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. Print Name: 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. 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. 003 -218 Date: ir'Zt/d 3 et 2 �~ w 00 NcI CD U.1 izg Nu_ Date: w 0 g u_ Q = a I- w Z = I- O Z LIJ U O N aF- W W • H lL O Z W U - O Printed: 08 -28 -2003 Z City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 completed and prior to the Final Inspection. z Parcel No.: 1422600200 Permit Number: D03-218 i Address: 13247 40 AV S TUKW Status: ISSUED w Suite No: Applied Date: 07/24/2003 6 U Tenant: CASCADE GLEN - LOT 20 Issue Date: 08/28/2003 t, 0 N D co w J = Q LL w ° 2 u_Q N : = 3: Any material spilled onto any street shall be cleaned up immediately. i_ w z 4: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation Z O off -site or into existing drainage facilities. D 5: The site shall have permanent erosion control measures in place as soon as possible after final grading has been 0 co 0I- w W 6: The Land Altering Permit Fee is based upon an estimated 200 cubic yards of cut and 200 cubic yards of fill. If the H p final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the z difference in permit fee prior to the Final Inspection. w U= 7: Downspouts, driveway, patio and drainage from other impervious areas shall be collected in an on -site storm drain 0 1 system. Drains shall be 4" minimum diameter, PVC schedule 40 or corrugated poly ethylene pipe with a minimum 1% slope Z 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: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must be stockpiled on site at the beginning of this period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 9: Driveways shall comply with City residential standards. Driveway width shall be a 10' minimum and 20' maximum. Slope shall be a maximum of 15 %. 1: ** *PUBLIC WORKS DEPARTMENT CONDITIONS * ** PERMIT CONDITIONS 2: 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. 10: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground. 11: All conditions of the Hillside Homes a.k.a. Cascade Glen plan approval shall be met. Refer to Permit Nos. MI2000 -278, L99 -0023 and L99 -0024. The Geotechnical Engineer shall provide certification on a lot by lot basis, including excavations for rockeries, that the work has been completed in accord with all geotechnical recommendations. 12: Rockeries shall be constructed per City of Tukwila standard detail RS -5. In the event that a rockery can not be installed per standard detail, the applicant is required to notify the Building Department immediately and submit alternative engineered plans for a retaining wall, including structural calculations. 13: Install yard drain(s) and perforated pipe along the driveway, as necessary to prevent on -site ponding of storm water runoff. doc: Conditions D03 -218 r.:sCtWC�+, :wr Printed: 08 -28 -2003 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 14: Owner shall enter into and record at King County, a Sensitive Area Covenant and Hold Harmless Agreement with the City of Tukwila, prior to final inspection on this Building permit by Public Works. I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signatur ■ Date: /(,O_3 Print Name: c doc: Conditions D03 -218 Printed: 08 -28 -2003 CITY OF TUKWILA Community Development ,aartment Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Site Address: l3 7It 7 Lib •41, bb-. Suite Number: Floor: Tenant Name: Gi4 . CAL> -- Ct L .3 (,QT Zv New Tenant: 0 .... Yes © ..No Property Owners Name:��p'x!'_ Ca/. -16nL \.4t..4—C Mailing Address 115 o 13 6 IC} M u 4-1 CNN * P'S e -)eIJro INSIN `5& 37 City Stale Zip CONTACT PERSON Name: � ' t Mailing Address: AAA € 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 ** E -Mail Address: {�-� _ ( A<ZIS L ` C King Co Assessor's Tax No.: GENERAL CONTRACTOR INFORMATION Company Name: Mailing Address: City Day Telephone: E -Mail Address: Fax Number: Contractor Registration Number: Expiration Date: * *An original or notarized copy of current Washington State Contractor License must be presented at the time of permit issuance ** Contact Person: ARCHITECT OF. RECORD - All plans must be wet stamped by Architect of Record Company Name: Mailing Address: Zip Contact Person: E -Mail Address: ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Contact Person: lapplications■permit application (] 200i) 3 /2003 Page I 'Building Perm, . 4o. Mechanical Permit No... — q Public. Works Permit .NO; (For of ce: use only) I4 ZZGo —0 Day Telephone: (z btu 6 871j City State Zip Fax Number: (4Z5 74 I Z-4 3 State City Day Telephone: Fax Number: State Company Name: Mailing Address: City State Zip Day Telephone: E -Mail Address: Fax Number: Zip II BUlLPI.NU Y"734 : llVll+ 1 - PK1V1A! LOIN - - 431 -3b iu Valuation of Project (contractor's bid price). ( 7E Ao-o Q l Lg. 1“- __ -& t�L'�nlG d� Existing Buy 'g Valuation: $ �Q Scope of Work (please provide detailed information): N uS Cp,A, . cr 6 A_j bar Will there be new rack storage? ❑ ..Yes a. No If "yes ", see Handout No. for requirements. PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) 19 (p Q *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: 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. Number of Parking Stalls Provided: Standard: Will there be a change in use? ❑ ....Yes ❑ ..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑..Sprinklers ❑..Automatic Fire Alarm Att..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ❑ .. No If "yes", attach list of materials and storage locations on a separate 8 -I /2 x 11 paper indicating quantities and Material Safety Data Sheets. lapplications'permit application (3.2003) 3/2003 Provide All Building Areas in Square Footage Below Page 2 Compact: Handicap: ■.,1,i1r,:r. °'aI mi.. wni. ,:eStu Sa. i : is ::t�. =" ...F- !;_�3{,j�, 1 tm•-i iAg, Existing Interior Remodel Addition to Existing Structure New Type of . Construction per UBC Type of Occupancy per UBC 1 ' Floor tZ3'Co Vr N qv,,`"3 2 Floor I -30G- � V 3 "' Floor Floors thru Basement _ Accessory Attached Garage — 7 3.e› S N "it_ a.....-3 Detached Garage Attached Carport Detached Carport Covered Deck (6 O Uncovered Deck II BUlLPI.NU Y"734 : llVll+ 1 - PK1V1A! LOIN - - 431 -3b iu Valuation of Project (contractor's bid price). ( 7E Ao-o Q l Lg. 1“- __ -& t�L'�nlG d� Existing Buy 'g Valuation: $ �Q Scope of Work (please provide detailed information): N uS Cp,A, . cr 6 A_j bar Will there be new rack storage? ❑ ..Yes a. No If "yes ", see Handout No. for requirements. PLANNING DIVISION: Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) 19 (p Q *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: 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. Number of Parking Stalls Provided: Standard: Will there be a change in use? ❑ ....Yes ❑ ..No If "yes ", explain: FIRE PROTECTION/HAZARDOUS MATERIALS: ❑..Sprinklers ❑..Automatic Fire Alarm Att..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? ❑ .. Yes ❑ .. No If "yes", attach list of materials and storage locations on a separate 8 -I /2 x 11 paper indicating quantities and Material Safety Data Sheets. lapplications'permit application (3.2003) 3/2003 Provide All Building Areas in Square Footage Below Page 2 Compact: Handicap: ■.,1,i1r,:r. °'aI mi.. wni. ,:eStu Sa. i : is ::t�. =" ...F- !;_�3{,j�, 1 tm•-i iAg, PUBLIC WORKS PERMIT INFORMATION - 206 - 433 -0179 Scope of Work (please provide detailed ir, .nation): Please refer to Public Works Bulletin #1 for fees and estimate sheet. Water District ❑ ...Tukwila Water District #125 ❑ ... Water Availability Provide Sewer District ❑ ...Tukwila , ValVuc ❑ .. Renton ❑ ...Seattle ❑ ...Sewer Use Certificate 0... Sewer Availability Provided ❑ .. Approved Septic Plans Provided ❑ ...Septic System - For onsite septic system, provide 2 copies of a current septic design approval by King County Health Department. Submitted with Application (mark boxes which apply): ❑ ...Civil Plans (Maximum Paper Size — 22" x 34 ") ❑ ...Technical Information Report (Storm Drainage) ❑ ... Bond ❑ .. Insurance ❑ .. Easement(s) Proposed Activities (mark boxes that apply): ❑ ...Right -of -way Use - Nonprofit for less than 72 hours ❑ ...Right -of -way Use - No Disturbance N2r...Construction/Excavation/Fill - Right -of -way / Non Right -of -way V ...Total Cut ..Total Fill cubic yards cubic yards ...Sanitary Side Sewer ❑ ...Cap or Remove Utilities ❑ ...Frontage Improvements ❑ ...Traffic Control ❑ ...Backflow Prevention - Fire Protection Irrigation Domestic Water ❑ ...Permanent Water Meter Size... ❑ ...Temporary Water Meter Size.. ❑ ...Water Only Meter Size ❑ ...Sewer Main Extension Public _ ❑ ... Water Main Extension Public _ lapplications\perrnit applicaliun (3.2003) 3/2003 „ „ Call before you Dig: 1- 800 -424 -5555 ❑ .. Abandon Septic Tank ❑ .. Curb Cut ❑ .. Pavement Cut ❑ .. Looped Fire Line WO# WO# WO# Private Private ❑ .. Highline ❑ .. Geotechnical Report ❑...Traffic Impact Analysis ❑ .. Maintenance Agreement(s) ❑...Hold Harmless ❑ .. Right -of -way Use - Profit for less than 72 hours ❑ .. Right -of -way Use — Potential Disturbance ❑ Work in Flood Zone Storm Drainage ❑ ...Renton ❑ .. Grease Interceptor ❑ .. Channelization ❑ .. Trench Excavation ❑ .. Utility Undergrounding ❑...Deduct Water Meter Size " FINANCE INFORMATION Fire Line Size at Property Line ❑ ...Water ❑ ...Sewer Monthly Service Billing to: Name: Mailing Address: Water Meter Refund /Billing: Name: Mailing Address: Number of Public Fire Hydrant(s) ❑ ...Sewage Treatment Day Telephone: City State Zip Day Telephone: City State Zip Page 3 kt.SA_ViLtii: Unit Type: Qty Unit Type: Qty Unit Type: Qty Boiler /Compressor: Qty Furnace <100K BTU I Air Handling Unit >= 10,000 CFM Other Mechanical Equipment 0 -3 HP /100,000 BTU Furnace >100K BTU Evaporator Cooler 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan 3 15 -30 HP /1,000,000 BTU Suspended /Wall /Floor Mounted Heater Ventilation System 30 -50 HP /1,750,000 BTU Appliance Vent i Hood 1 50+ HP /1,750,000 BTU Heat/Refrig /Cooling System Incinerator - Domestic Air Handling Unit <= 10,000 CFM Incinerator— Comm /Ind MECHANICAL PERMIT INFOR .TION — 206- 431 -3670 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): $ 0..6-6 \ Scope of Work (please provide detailed information): P � 1 l I nt ' ' L L ROQ(.eft> "- kV t4 f 4 ‘5&) ' CI Use: Residential: New ....a Replacement ....El Commercial: New ....El Replacement ....0 Fuel Type: Electric 0 Gas ....p Other: Indicate type of mechanical work being installed and the quantity below: PERMIT APPLICATION NOTES — Applicable to all permits in this application Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. l HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW TI 1E 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 OWNER OR AUTHORIZED AGE Signature: Print Name: Mailing Address: Date Application Accepted: \applicattons■permit application (3.:OOJ) 3/2003 Date Application Expires: Page 4 City Day Telephone: Fax Number: City State ) Zip gibe) Date: 7/Z i t l d 3 Day Telephone: ) 3 a Z1 State Zip S n gAN>i? .:: :04,2.an+-y.A.:9,an, .+!•.; .w.+...m.a.r!� .:.rwe:m � !S'.^9'M.t`T:4!.n� S:.w � :! 1`9:!?? is .s. 4 rYSif - rtY -• • Parcel No.: Address: Suite No: Applicant: Receipt No.: Initials: User ID: Payee: ACCOUNT ITEM LIST: Description doe: Receipt City of Tukwila 1422600200 13247 40 AV S TUKW 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 CASCADE GLEN - LOT 20 R03 -01062 SKS 1165 TRANSACTION LIST: Type Method DREAMCATCHER HOMES, LLC Payment Check 2263 BUILDING - RES PW LAND ALT PERMIT FEE PW PERMIT /INSPECTION FEE PW PLAN REVIEW STATE BUILDING SURCHARGE Description RECEIPT Permit Number: Status: Applied Date: Issue Date: Payment Amount: Payment Date: Balance: Amount 1,989.15 Account Code Current Pmts 000/322.100 000/342.400 000/342.400 000/345.830 000/386.904 1,856.15 54.50 44.00 30.00 4.50 Total: 1,989.15 D03 -218 APPROVED 07/24/2003 1,989.15 08/28/2003 04:06 PM $0.00 ..;, c_- ��_; 'FO „t. -:r, 71. Printed: 08 -28 -2003 Payee: DREAMCATCHER HOMES LLC ACCOUNT ITEM LIST: Description doc: Receipt City of Tukwila 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431-3670 PLAN CHECK - RES PW BASE APPLICATION FEE PW LAND ALT PLAN REVIEW PW PLAN REVIEW RECEIPT /00164„ Parcel No.: 1422600200 Permit Number: D03-218 Address: 13247 40 AV S TUKW Status: PENDING Suite No: Applied Date: 07/24/2003 Applicant: CASCADE GLEN - LOT 20 Issue Date: Receipt No.: R03-00895 Payment Amount: 1,508.00 Initials: BLH Payment Date: 07/24/2003 12:28 PM User ID: ADMIN Balance: $1,929.15 TRANSACTION LIST: Type Method Description Amount Payment Check 2234 1,508.00 Account Code Current Pmts 000/345.830 000/322.100 000/345.830 000/345.830 1,206.50 250.00 37.50 14.00 Total: 1,508.00 07/20 ni.6 TOTAL 314.72 Printed: 07-24-2003 ' • ±ii41:40 • Pr ct: (6 e 614 - Type of Inspectio .:_._, / • Addres 7 4 ..-). Date Called: (// 1 -- - )2 Special Instrudtions: Date Wanted: Z J / q . r( l //D nr Requester: c��i' Phone o: - ?O _, /6/9 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 `I Approved per applicable codes. El Corrections required prior to approval. COMMENTS: Cc i) ?- c.\.A... f-teie 1\ r 1.wt, .✓� Date: �- , -; — o L / S 7.00 REINSPECTION F E REQUIRED. Prior to inspection, fee must be Id at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: Type of Inspection: �n� Address: l32 7 1.100 Ave S Date Called: 2_ 161_01/- Special Instructions: 1....D ` T 2 . 0 Date Wanted: 2.— 2o ! o GAF z/2 # ( 4 - J L ( / ' 7 k Requester: �ff V ! ex Phone No: 2.012-730-2 2 0 3 7d V gl/-4 i 2 y2 — j/v `f ":.- (4A u-( , ( r�Gt,a '/ 9 At 1 1 - 0 4 :e-11 /2 (�t•7 �t.JU% c � ! S t_ .1.0 I 7 / // c/ r/l-uUril • Cvw t- S /�a,e L c j �k-P C ( 7 c0< it. (AA-t � -- LCe (d (.1"1 �c- Project: ea 5eacie 61Qh Type of Inspection: �n� Address: l32 7 1.100 Ave S Date Called: 2_ 161_01/- Special Instructions: 1....D ` T 2 . 0 Date Wanted: 2.— 2o ! o GAF a.m. C Requester: �ff V ! ex Phone No: 2.012-730-2 Inspector: / C4' ' f'.•'/\ D03-21g 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. Corrections required prior to approval. Date: /zyy' $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: P • ject: . I / / f' _fl! A ` . e Type of Inspection: / / — or !1 As dc' L t b 1� Date Called p �1 k� Sp�cial InstYtions. Date Wanted: ( } ik Requeste ! `. I c Phone No: r ,, /24)( o — 136r, 1l.�A INSPECTI I N NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION Approved per applicable codes. ntor: In 1 _b) 3- PERMIT NO/ fa* 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. COMMENTS: \ k C- CT��9 -.C. c4-✓�9 .J LI , "4-1 CR,L2..t Wt.) t ‘A';-A° 1 Date: x 47.00 REINSPECTION FEE • EQUIRED. Prio o inspection, fe must be paid at 6300 Southcenter Blvd., Suite 100. all to schedule reinspection. Receipt No.: Date: COMMENTS: .) \ , . , e- C ( in v er O" )( 4 -4-0 \ n- Pc,,nn q 101n6 (VP CL. 2 1--GT SC..friA)4 1`AdC� -er -- \-0 . \UUS Date Called: (h - � tt ' v u v\ A -0 .\L- 7.' L ha l \ c1 4 «u � . Special Instructions: I �r n ( - { VA ( S 4 t r Li.) qr 1 oSt Jt C ?n s-+ ' ' , G vv� G V\ A o t› \-o C O v\ r J' r' e Requester: ` oo� a ra r� -�(�P �S r GI c� ( If ,�s -\ ry o f TA ,� � Phone No: o x v a vc\ Cl ( 1 . A91 MDC. -Atnt Gr0pr•nva( '7. 2� II a Irc�c,-e SA•C. ‘ r nn(�.kk+MU `7 Projec ) (( k, CA.S(�G<I.a Co If v‘ ; n Type of Inspection:,,_, 11nci Address: k i�1 L ) Au S Date Called: - ?c) —oil Special Instructions: Date Wanted: ` ti' : ' , a.m. p.m. Requester: • w • Phone No: z: Ei Approved per applicable codes. Receipt No.: • INSPECT RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 tEr Corrections required prior to approval. Inspector: 1Q Date: El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6" {00 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: bo3a v 6 PE (2 . 6)431 -3670 Project: (( 44� Type of Inspection: ,__ V. ;,` Address: \ LA ` l 1 10 Au C Date Called: a - 0 L / Special Instructions: Date Wanted: _ a.m. p.m. Requester: Phone No: INSPECTION NO. P%E' Z INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 -3670 Approved per applicable codes. corrections required prior to approval. D -k uJe 54•r- �n .SU G� P. r 9.) WOl \,L 11 C \PCA V CA Y\C P \r ce r60 V ft/I C >.. • COv 'Arr o rC,rrea •P lOt1w L or Ytii.t4iS. 1'J� r Y1n t� mom t V9 " c 1 C! r'p•v o r ),41‘1 1-\ i ► ^di Inspector: AA -- -- L Date: .2 3' $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid att300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Project ++ 'jt `C'S�'(e�tf C I A Type of I spection , I UDY St (4.-■ Address: 7 . , i l -- H O ,4,) S Date Called: 06 �O'-1 Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No s � g 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. (206)431 - 3670 Ei Corrections required prior to COMMENTS: K. - 30 rev• L)v\df✓' SrcI -Q f s Q rt - 1 t, A Inspector: ..V,0 Date: 3 _ 0 I $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at b300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Proj t: G SC U C � e f co I � � � d Type of nsp�ction: c' i l i hq r ,►�.S U t a -i - /On Add ess: . 3 ) -1 L (o A) S Date Called: I 2. 2.0 Special Instructions: Date Wanted: a.m. : Requester: Phone No: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 pproved per applicable codes. INSPECTION RECORD Retain a copy with permit r:o 3 i ( 06)431 -3670 E1 Corrections required prior to approval. COMMENTS: 'Inspector:e 19 R (� Date: e7 )-3 ,$47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 1300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: t: Project: G�SCG � P Co I -p v‘ 20 j Type of Inspection: ' z � �rrkev 1 w- � .�.� s.,1 q U Q r d Address: 1 1 1 4 1 o AV Date Called: l-- 8 -o / Special Instructions: _S Date Wanted: 1 8 -014 a.m. rriii r Requester: , /V ` CL - Phone No: • INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 1) - .22 16 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ; -( -3670 pproved per applicable codes. Corrections required prior to approval. COMMENTS: A ) 4\ ' a v rcA-: 4k6, In I Inspect 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: - ( A Cif - ) of Inspection: • 1 4 .>(.. t,.1, l (� va. . Address: fl L i U A4 , S. Date Called: 1 r . °a v. 7 Special Instructions: Jc �' L.t Date Wanted:; / Z 4 1/ al p.m. Requester: I) C L Phone No: Inspector( ( { Date: 19 INSPECTION NO. INSPECTION RECORD Retain a copy with permit PER CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (20 1 -3670 l■pproved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 4 SoFrlrr!+:fk5i < j tt;,.i Sli S.« 9' rs? .`itryi..>:d:'.,•.........,.::J. Pro' t: .2)7'" (q4./9 1 Cc A) e70 Type of Inspectio w4-1J4 ,9gp j27 Address: Date Called: Special Instructions: Date Wanted: —a3-0—.3 a.m. p.m. Requester:/ /� Phone po0 730 — ado lfS 1 1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)43 -3.70 COMMENTS: El $47.00 REINSPECTION k REQUIRED. Prior to inspection, fee must be paid at 6300 Southcente Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Approved per applicable codes. Corrections required prior to approval. �.7 " Pro' ct: �._G 4c'rA r� P C l-P In . - Type of [nspectio 1 F 1 vo r 1ASLAG I 01., Address: \ -2 ) 2- HO Av S Date Called: 1,).- 15-0 Special Instructions: Date Wanted: a.m. p.m. Requester: /.J Phone No: 1 a;...tuGF./.`1.....y..e.. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT N CITY OF TUKWILA BUILDING DIVISION r 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 31 -3670 Approved per applicable codes. Ei Corrections required prior to approval. COMMENTS: -- 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: COMMENTS: t ' � :( > i 11 he .,1- hSu IGv iir' 4-Uit ca %or yr�n S { , \ G U, 4-r r, C r 1 1 I k 1 It V t 1�C 6014,-. 0 64 i^ 1° i ` t r < A ■ In i i^ V f? 0 W n Fk-A cc.; 1- - Gtto 1'\I YrC ?nt" Pi - - f'vt Of V rx 0 \4 -.6k CA l , NOOln Uc, rOCPI - 1 Requester: Phone No: Pr gct: rr L. GC G c -e l� -P A Type gqf Insp ect on: � Address: \:,;)--‘1 1- 10 Ao S Date Called: Specia nstructions: Date Wanted: a.m. p.m. Requester: Phone No: Do3-.),E INSPECTION RECORD Retain a copy with permit INSPECTION NO. PER CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Approved per applicable codes. Ej Corrections required prior to approval. Q .(3)A4,04_ lnspector: C 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: P ject: A Type of Inspection: /� • Addr s ( r Lt 1 L 0,� -u.S Date Called: I li 4)3 Special Instructions: Date Wanted: -� ( AD3 Fam f `p t Requester: i . Phone No: 2_o. + 7D-~ D9 toq ( K INSPECTION RECORD Retain a copy with permit INSPECT ON 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: Inspector; t f • Date: } 5 .. 6 2) 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: .L1 1: iceins.11.:W.8?:aSC13VA;`',''.s V.V.Wt`rt"uC:T,r AI P oject: Q_ Type of le ion: , • Ad �Ce ! ` 4-n A-D .s. Date Cal d: J / S lnstruct►onsDate Wanted: a . Requester: /\) Phone No: CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)4 1 -3670 INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT p proved per applicable codes. Corrections required prior to approval. COMMENTS: Date: la _ I c .. G $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: Pr ject: L�-Cc p r /e1 ' Type of nspection:_ /1 /1)) / (f 4/ Address: a 1 5 4 Li-C) Ad s. Date Ca led: --, i i / ,2 /� Special Instructions: CP [ i I i` 5 Date Wanted: a.m. Requester: , C Phone No: - 2C2 - 7 v -X94a l3 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. •INSPECTION • RECORD Retain a copy with permit INSPECTION NO. PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (20.)431 -3670 1)03-,vg Approved per applicable codes. Corrections required prior to approval. COMMENTS: .c.,)\ ea r wc, < < s Inspector:'' Date: Receipt No.: Date: COMMENTS: ( 4 c) 1-4) IA ,20 Type of Inspection: "cow fir CyrJ?C4 \Gl\ S k vet, 1 Y-'norA \\ enIMI -P \-e Special Instructions: Date Wanted: I )"_ i S -6., � �r� tM 1 rc r r7 tnn ''PSS 1 i1 I .S In or 9 e i 7 Project: ( r)cr() A € ( 4 c) 1-4) IA ,20 Type of Inspection: "cow fir Addre`ss: r5,/)--\ 1 A,1 5 Date Called: I� 15 Special Instructions: Date Wanted: I )"_ i S -6., �.m. p.rri: Requester: , ' Phone No: Iz • INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 pproved per applicable codes. Corrections required prior to approval. Inspector: ctA,J Date: 1 I 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: Type of Inspection: , ( 0• i ' r? r a) Y`} . I t 4 I • $ 5--, ".0 C� c r4- 4` 0 to (1 I G e \.1 No 1 \00- O\ G4 0-C C I s F r Re Requester: q N w4((s ( . 3 i 0•C • / .1� \J?,wt s ), p i 1 C1 LU\..k._ L. 4.? ( C i' ) CA I v (-4 .. • vv.PC/tr r f) fG 4 q l-- I 1 '40 v\C u 611 C Pr gr$ct: 1_04 ( a Glen:2 0 Type of Inspection: , ( 0• i ' r? Adrlress: 7 Date Calle : Specia lnstr ctio / 1 51- ' �t r, i r / y . kl' D ate Wanted: / a.m. ) a , f Y ' f 03 (""::; Re Requester: q N Phone No: ' 1) Le - - 735 -- D 9 INSPECTION NO. E1 Approved per applicable codes. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 OM' PER ( 06)431 -3670 Corrections required prior to approval. Inspecto k03 El $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must bd paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Z 4 IW Ce 00 N tow CO w u. N = W Z F ZI- Ww U� w o1- w w u. O O ~ Z COMMENTS: \•- t -.,,�. -, ?I�1?4-E' i e', t v1 C ca , y G (.0 Ck4 --1- rc�v,4' -12141r tr 2 3 s -c) p a I 1 .',e 1 St1ar.,it IA /m t. k I v' c r; e,,•,' 3; are,� a( rcr( r; ra h Pa V' foi hiS IrYPCI -PCI . 1 1.' \‘‘ C .. - fti pG v\ r t . 't T J uc..) c d c r A 4 T V f uty 8.) - \/ P vt t v\ s j.64 0 v. S h -P ; M A .i 1.t 60-V t c kOS c/1co/ e t-J ( - Lpr-4. r t r!n l u) ‘ Y`P g . P V'ei> 4 2. kill r.- 5 nl O► \ - v ri c * 1 (01 L (\ ci, r (, s �G r° wet k 6 11 v r`t S c. t r IA i cn vJ - -e .rJ -A-4 V vyn( Projec ' ` G Scc{ c1-P C14 ,n � 0 Type of Inspection: F tr a vv1 1 r r Address: 1 3a) --∎ LW . o S Date Called: k)--s -0 Special Instructions: Date Wanted: \ — -03 .51afrr Requester: A , / v t C �t. Phone No: t a ' 1 19 6Z Inspecto Approved per applicable codes. INSPECTION RECORD Retain a copy with permit X0 s-a e INSP ION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Corrections required prior to approval. Q 00 $47.00 REINSPECTION FEE REQUI J LDatP C( D. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: "�. \ nn �� y_1 i.t p � ti � �(` ✓S S e U - N k .- r . 4, 9.) - 1 - Yvc,S. N:Dtorizi h d.ry 11 1 .1 C Address: 9.) 4- 72) 1 k\s-t-c 1 1 e S , \ v V ✓ f ic4 i\ 4 k.).OS-i-6; \G „Ac ri ( ()OnA Shtav IAA 1j �1 \ b o Clirn vii to) SM 1AJO! ( I W u s t,, r c e--\-el,,cf 40 roof ) 1` 7 \- .s keav` ►,oa 11 c Yur , r 3 1$ /$ v S 1C, Sc Y -eWS. 4w \OO o) atoCI\0 ✓O 1 404 1)-1 � U ottS S tir wo i I cA ! ru /i ( t Iv, t., 'PI -C \ lrvi� DO)- CO Uf.0P J L, \ Sin-u? \ x . w ■ 40 \ ) o s rk6ver 1)evx c oo r S P ) T e'i fv, ■-c4 ' se 1 4YvN 1( c-1 Y ai, C.\oo■Je At' h t Oc., l Project t � ( )cc \e O G Type of Inspection • , rgvn 1 I k”, Address: Date Called: • Special Instructions: Date Wanted: a.m. p.m. Requester: Phone No: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ❑ Approved per applicable codes. INSPECTION RECORD Retain a copy with permit Do3-ig PER T NO. < Jay 0. 4 1 -3670 .Yorrections required prior to approval. Inspector. j ci Date: El $47.00 REINSPECT ION FEE RE Q U IRE . Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. eceipt. .: Date: � ire. No blkoc1L v�R pk 6 e c ka ��. c \ �. SLO 1 Cov COMMENTS: i \ J 1110 ,5 / ..,$„,. 1,/ 4 /3 C . n # Pit , 6-et - /s. 2/4 iV-r/ Address: 13o? 5/7 5 - 7.J r- 6/`&11_. z.,,,.., 4 , „4..., Date Called: / -3 —o a .9, ,.,j7 7 L,4; /.7S 4i -,4 ell c �. • :r ,,: ,, , Requester: JV /C/ _viG_. .., i V ?� � , 0 S lu; (4/A ,' E S� r c� F € fA // A ( A'2, t G. ��f 7� c 1 f-U/! , t [% �/ jam !v/ �� 4 717-, /.../ .." €.-, 4 -, .1-7)---0 /,,-.) / 5-, 441 . L , _ / A Pr ec ( A : Any C . Type of Ins ectio n: FP )1/116 Address: 13o? 5/7 5 � 7- � / ,41p s a �(./ Date Called: / -3 —o a Special Instructions: Date Wanted: !' a (� m. Requester: JV /C/ Phone No: 67L'/ INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. Inspector: INSPECTION RECORD Retain a copy with permit (206)431 -3670 2 Corrections required prior to approval. Date / El $47.Ob IZEINSPECTION E REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: / /� i / I'll s _ 5 Typ off Insp rn ain /i i 1-) *- I - Z I'S t. 4e e _____ . Address 47 47 /Iv / 0 / ri ! . ,...1 ., lo .'s / l/ . Special Ins ructions: 4°4 - /461 Z'LL/y Date Wanted: (a.m. ' l / Requester: N C4 ... -,...ita .` .7' / .Atiii+ - /)-, y ./ Phone N o6 — 73 — , / / -r ! / ef e 11 ? : 4 ' < r1 A I L ,„411. e //l ( JJ,7 IJ $ ` 1.014 _4,_.1.. ./ ..` /.9v1i (a / 4,mo1 /wi 1-4 J 7 / A /1^ _ le '.. - / Pr ject: /� w /& Ti / p 1 Typ off Insp rn ain /i i • Address 47 47 /Iv Date Called: u / Special Ins ructions: 4°4 - /461 Z'LL/y Date Wanted: (a.m. Requester: N C4 Phone N o6 — 73 — r29 6 2-- 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. S, 0 03 - (206)431 -3670 Corrections required prior to approval. Date: /Is $47.00 REINSPECTI &N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Pr ect: C = �� o Typ of I sp n: � 1.6q(( PIP Address: .. D ate balled: Special instYuc'tions: Date Wante (a;ro, Requester `,, r( Pho No: Approved per applicable �::•:...,': ' .' `. PP P codes. COMMENTS: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Ir a inn I r(, � 1t 4 OIL (206)431 -3670 p s _ Corrections required prior to approval. of' ir1C4V4 / iv%4 C X:t vt-2. , V 1G 14. r r s G pro ved f' S \oU A0 S al 4A; Date: ( 6 7). O' $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 1300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: COMMENTS: I Type of Ins SO Address Date Called: to u` a 5, , .., �. &i J2,444 (0 pgi ';Asp ` -L 5 . t) (c... `to cur "J C. a..u... t r 77) Ai-1 . c et.4,.o.,1. Requester: , fo r -:(47... .trAyF SC 6.0.4 . -ta A 45: ...- ':+t . • F.t_ „ » r , F. C ` ?) Project: I Type of Ins SO Address Date Called: Special Instructions: �0 f � Date Wanted: (' t r a.m. p.m. Requester: , fo (•�j Phone No: .'fir iidriw '- `)Uiiick.3+}4 ' El Approved per applicable codes. INSPECTION RECORD Retain a copy with permit PERMIT NO. INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 El Corrections required prior to approval. Inspector: t* Date: /0/2-4 2 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: Project: C k 4c..r�(�t 6-11e/4 . 1.�f- 2v Type of Inspectio y v2 5A ft l 114 Address: 13 2 - 7 L Al) . S . Date Called: b (.P O 3 Special Instructions: Date Wanted: I0 // 7 (0' in3 . Requester: c% Phone No: 2.0.e • 730 — z 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 pproved per applicable codes. Corrections 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: .bD3 - 21g Date: Pre_ ,sect: CU, Gil -Pi'? - LUf {' Typg_of Inspection: 004 ;/-1 p, Address: A S. 7 O --u Dade Called: 1 U I ) l /.o 3 Special Ins Date Wanted: I/2/3 (a, p.m. Requester: 2 1� Phone No: . YL[ici.VSI �N INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: Inspecto Approved per applicable codes. I INSPECTION RECORD Retain a copy with permit 0 Corrections required prior to approval. Date: (206)431 -3670 10 -.a-0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid att300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: i•ii++lww'v..ti.. ...w.+ . Project: . (— ,,k C71e -W-2-0 -��o Type f Inspection: . - o t.tr (- ,747 0� el d ress: I')LIruc1 9i r) 4v s Da e Called: .i' .7 / Special Instructions: I /� �"' r . 0 ' Date Wanted: ,-x �. / /U? Requester: Phone No: "2 .r) to - ?W —L R INSPECTION RECORD Retain a copy with permit INSPECT' • NO. CITY 0 TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 D &?ais (206)431 -3670 COMMENTS: (Lei A pp l Inspe2.o Date: . 47 10 REINSPECTION FE REQUIRED. Prig to inspection, fee must be p : at 6300 Southcenter B vd., Suite 100. Call to schedule reinspection. R- eipt No.: Date: Approved per applicable codes. p Corrections required prior to approval. Project ( ate -4 /ch Typeof Inspection: t ovvv/cA I, c,, F(i (-f , ,,„ Address: t*-, 2.-1`1 HO }-0 s Date Called: cl -1 s -6 Special Instructions: Date Wanted: e 1 - 1 S' -03 a.m. p.m. Requester: Phone No: I • INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: U7 ,nr JO? &I Ct)mot f,rr� t • S v v . 1 �,� ins pector? {1 n` ar Date: 0 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION RECORD Retain a copy with permit { t • 3Xa1 SS (206)431 -3670 pproved per applicable codes. Corrections required prior to approval. :3 ;UL�L`f + 3+:{:: i+av"�wtii'.+n�:r:aA�•�3. ^ ::ii: �!r!� i5'i:�i:a�.'i:+�i Z . � W J0 00 N0 -i i- w J u_ = w O H w Z W U 0— 0 1— w H O . w Z t o 0 ~ Z 7 Jec Type of Inspection: Adds: 1 L 7 4 ,JS Date Called: 6 1 /I/(0 Special Instructions: �'�} L � �1 l ' i Date Wanted: J x // 2 / 0 3 `: Requester: Pho !-(J0) s"oo J (.93 L .'TSgok,79t r TG{r7f INSPECTION NO. INSPECTION RECORD Retain a copy with permit s- -I2 PER CITY OF •TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ( 06)431 -3670 Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS: F G(°h - _t_7" 11'f� $ a ( 7.00 REINSPECTION F E REQUIRED. Prig l to inspection, fee must be id at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Date: Project: , C-64- .o Li - 1.,--t-20 Type of Inspection: 1 --,,c .(4&i . 1 -; x:af ' Address: I L t .- 1 1 -fr& tir .S' . Date Called: 1 1 v 3 Special Instructions: Date Wanted: a.m. C / 1 1 / 3 i c Requester: Ph ne No: V p o LQ\ 3 ate - ( -7 1-f Db - 2 ) — m . INSPECTION RECORD Retain a copy with permit INS 'E ION NO. PERMIT 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: A ) 1f--7.JOC 4 , •tom . . �` c r !7 ( 1 (Q2 -cri7 SO p■- CO . Mc2 6GYV �ut 1` ector: 7.00 REINSPECTION FEE ¥QUIRED. Prior t9 inspection, fee must be id at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. R'"iptNo.: Date: 9 I11 Date: Pr ect: Type of Inspectio Address: Date Called: I °/'( in 3 . -C , - S ecial nstructions: Date Wanted: I a.m. �0(7j e Requester: NII CYi Phone 6 500 — teg! 1 INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 proved per applicable codes. PER (206)431 -3670 El Corrections required prior to approval. COMMENTS: (lp9tor: e 6-C. Date: $47.00 REINSPECTION EE REQUIRED! Prior to inspection, fee must be paid at 6300 Southcenter Ivd., Suite 100. Call to schedule reinspection. eipt No.: Date: ' 77777 ' '77 '717475 #4 774' I Projedt Name Address Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre-Fire: Permits: ( .t/t..(.' Authorized Signature City of Tukwila / 4 / 7 LA v .. / FINALAPP.FRM Rev. 2/19/98 Fire Department Thomas P. Keefe, Fire Chief TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM 4 6 () ( // Ret4in_current inspection •schedule Needs shift inspection V Approved without correction notice Approved with correction notice issued Permit No. th.:3- 6 sS5' Steven M. Mullet, Mayor 1) )/ 3 52 - Suite # Dte 511,frri T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206-575-4404 • Fax: 206-575-4439 . . , ■ 4' Max. Height 1' Alin. 6 connect to �. catch basin, _ 1 Ae— Outlet Pips Undisturbed soil 2'11 Standard Steel Pipe Rolling with Welded Joints Hot —Dip Galvanized. Astma 3. Ornamental Iron Handrail may also be permitted with City Engineer Approval. 10' post to poet spacing with slip fit expansion joints. Non — Shrink Grout 4" Oiam Ga ls Steel Sleeve 12' 12' 17' No structures, roadways, or parking Iota in this area. 2X SEE ABOVE FOR ROCKERY DETAILS ....... .. . . • • • j � 1 1 " ... """••■ No footing. of structures (including other rockeries) Free— draining backfill; min.12' wide layer of 2"-4" quarry spells adjacent to rockery. Stable cut face in native material /1 1' diameter washed grovel; min. 6' cover over pipe; min. 2" gravel under pipe, 12' wide. Min. 6' dia. pert. PYC. SOR 35 pipe /AASHTO 14278/ASTM 3034; min. IX continuous slope to outlet; pipe wroped in filter fabric(Mirafi or equiv.) NOTES: Place pips between rocks to avoid weight. VIEW FACING ROCKERY ANIl On FT PIRF RECEIVED CITY OF TUKWIL APR 2 5 2003 PERMIT CENTER 1. Rock shall be sound and have minimum density of 160 pounds per cubic foot 2. The long dimension of all rocks shall be placed perpendicular to the wall. Each rock should bear on two rocks in the tier below. 3. Rockeries ars erasion— control structures, not retaining walls. Native material must be stable and fr e— standing in cut face. 4. Improved walking surfaces above and adjacent to rockeries over 30" in height shall be protected by a roil conforming to UBC 1711. 5. Base rock is 2 —man minimum. (2 man rock - 200 -700 Ib 16' - 281 8. Shop drawing for all railing must be city approved prior to fabrication. ♦ City of Tukwila ROCKERY & SIDEWALK WITH SAFETY RAIL DATE: 11/15/96 RS -5 le Yt;.�ty ;1.;7.tuvallvu S�•.. :Yd'v�.,`+"i} �.ff( *,,. t• , tir., _...�.e .�. ,.. r ... .,, .a.... >., .:.:.uy,,�wmiu!r.gyk?id4tII1t I I / / / �✓ / A�.br /1E41f i / / / / /BSBL / /- / - / / / / / ml / /- / / / / I / / I ' / / / / / / z Thes Many / 12av / 0 z>0/ 0 / / / / / / / / // eery / reviewed / by th Wary Department for conformance wi City Standrds. Acceptances is s$bject to omis l ops which do / not authorize violatio adop d standards �r ordinances. The res forte adequacy, / of the' desin rests tots desi er. Additions, deletions/ or revisions t drawiligs after this date will' void this acce tance and affil require a rubOta1 of revi0 d wings for s # bsequent appr�al. Final acceptance is, ub trn eld ir�ection by the Ilublic Works j tilit�es i ctor. Datel o � y: BSBL ;.t Public current errors and s of nsibility y with the these / _; bf / / , / / / I 1 Ail Kti tg ;1 t i f fT1 r_ 1 e - r ./ / • / / / / / / V NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. DESIGN CRITERIA: FILE QQE' STRUCTURAL COMPUTATIONS AND REPAIRS FOR PLAN M2535A3F - 17 CASCADE GLEN TUKWILA, WASHINGTON CODE: 1997 UBC WIND: 80 MPH, EXPOSURE " B " SEISMIC: SEISMIC ZONE 3 ROOF SNOW LOAD: 25 PSF I N D EX TO CALCULATIONS & DETAILS: DETAILS: D1 - D8 LATERAL: L1 - L4 LETTER: LT1 4 e-'tom t ,) Ti jktovu AUr Z 1 2003 P ERMIT CENT CORRECTION Cf ry al z , . J0. O 0 W I J i w 0 g5 u. • a = w Z � F- 0 W F- uj 0 - , O I-- w • w u" W Z O 1- Z NERVASTOHL OR FLASHING FOR WATER PROOFING DBL. JSTS. F154412 POST w/ STRAPS DBL. JSTS. DBL. JSTS. 74 2x10 F.J. @ 16" O.G. 1I 1 - 1PicAL AT PoN`f WALA- MATCH 1.1Nd A 14 "x30 "x12" CONC. FTG. OD.S. PB44 POST w/ f STRAPS p 2x10 F.J. @ 16" O.G. STUB -OUT #4 REBAR @ 18" O.G. 24" LONG 2x10 F.J. ® 12" O.G. CRAWL SPACE 6 MIL (BLACK) Y.B. P944 OP POST w/ STRAPS DBL. JSTS. CANTL. JOISTS THIS AREA SOFFIT, VENT, 4 ' FLOOR ABV. • 0. CONTINUE FOOTING ---I= BENEATH O.H. DOOR 8x8xI6 G.M.U. T'T P. @ PORCH dl 1/2" CLR. p a1.. 3.�e:,'.h.... ,,,,: �,"., ���. r• p�fi. r!' q:[ ync, �RZ+ n,.. yt,,., ro• nru .,..:M.�:..�.r�_.,.yrK:.,vry�!.r 41 • S.7 I ••■• ••■•• • •■•• • -11_6 11 - GANTL. JOISTS THIS AREA 12 • 11 --.SOFFIT, VENT, $ SULATE FLOOR ABV. . . ••• • •••• 51—AB ON GRADE 4" GONG. OVER 6 MIL (BLACK) V.B. OVER 4" GRANULAR FILL SLOPE 4" TO O.H. DOORS SIMPSON C1568 FOR POST ABOVE • • / 9 ,.• 2 o / IS" A.M.F. • •• • ''' • CONTINUE FOOTING -1•-- BENEATH O.H. DOOR ;i• EDGE OF SLAB 56" DIA. x 12" THICK GONG. FOOTING VW (5) 1*4 BARS E.W. -BLOCK-OUT CONG. FOR FURN. DUCTS ,- /."-- 041‘ f RAISE GONG. TO TURN DOWN SLAB---i- INTO FOOTING 10' -0 " "4535A1V-i- CONTINUE FOOTING BENEATH O.H. DOOR EDGE OF SLAB TURN DOWN SLAB 4 - INTO FOOTING • Li a L .••••••• :"Av.q"). OD•5• / -RAISE / IS" • , 7. •....,‘ , ,•,...) /L .n.m.4 0 A. ...< f" l' 'r, . n 1 I - r T I Cq :., .*+1; PLAN: Fri • • '■( ';( P e 1 r .. 10.17 0 ONG. TO F. 0 Zn 1 0 1. 1- z 0 '1 9 0 ST11L 10 Pt • 5. HEIGHT STUDS TRUS. 2x10 F.J. @ ART NICHE 36" A.F.F. TING, 1 N.1.) S01 OR N/ SER ID I , 2' - O" 2 I WIT� .T • • SILL @ -11" A.M.F. 6x6 NON-STRUCTUIZAL POSTS OVER 8" VIDE z HALF NALL@ 42" A.F.F. I V 0 1.;.INE OF INT. 4. I VAULT VAULTED ( thi SLOPE SLOP -LIVING Ri (21 CARPET AU4P 8"JAIIDE SOFFIT X4 SLOPING HAL WALL ,49. 56" ABV. NOSING P. @ STAIRS 6 1" TREADS (2) 2x4 WALLS SHE VES 10 o —HAN 54" 18"x24" C.A. FLO R ABV ONC.. @ 24" 0.0 46 1 @ 24" 0.0.1 A.M.P. VEN ). • in 16" 0.C. .AND ED OPE K 0.C. DE5 ED OPENING.•:: _T-UP POST 4ALF 1^4ALL. F. TYP. @ *NOOK 10 @ 16" 0.C.. ILY (a) 2°2° I' TUBE 2 FOR PLUMBING 4 HEATING GOV 03 4" GONG. (2) 2x4 WALLS FOR PLUMBING 4 HEAT IS" HIGH PLATr W/ (2) LAYERS 3/4" PLYWOOD DBL. .JSTS. PROVIDE 26 GA. SIESMIG STRAP, W.H. TO WALL 12' -0" DBL. JSTS. SIMPSON G516x46 STRAP TOP PL TO DJ II INSTALL 'C' CHANNEL (I � I ALL CORNERS OF PCST } IL 6" DIA. FRESH AIR DUCT W/ DAMPER DBL. JSTS. WRAP ALL WARM WALLS, POSTS, BEAMS, * CEILING W/ 5/8" TYPE 'X' G.W.B. L. JSTS. (PI - 6I 12 -0 i 4x6 POST ton 1.:Ne (.N R Ii (II I I I � 0 Q I pDI o _I I I I 1 ; f) •I I( w p I \ IpIIZ Q _I N 15 I /8" 12" IIG.L.B. 24F —V .II UPSET INTO WALL V. j 1111r SIM _ON HU6I0 III MAX.4-IANGER 1 11 I 10' —O" II I u 22 -0 DBL. JSTS. . III 4x6 PO' 111 2x6 W L 6x8 P.T. POST W/ SIMPSON 1212T EA SIDE TO BEAMS LIGHTWEIGHT STONE VENEER (COBBLEF1ELD) DBL. JS 2x6 WA GAS FP. 'ER MANUF. SPECS. (MIN.) NON— FLUSH HEARTH .L ABV. ZTAINMENT— ER 'IT, VENT, .ATE FLR.. II O 'UPPORTS. 4OTES, DIMENSIONS ON. O DF #2 g 2X4 WALLS • LAN f M1 S35A3FI 7 • APPROVED MAY 1 6 2003 I`JOT I INSTALL SIMPSON CONC. TO WOOD HOLDOWNS I 1/2" FROM CORNERS $ WINDOW ROUGH OPENINGS, ALSO SEE MANUFACTURER'S SPECS. 10. INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. II. SMOKE DETECTORS: * SHALL BE 110 V INTERCONNECTED W/ BATTERY BACKUP JMBING PENETRATIONS. * SHALL BE INSTALLED ON EACH FLOOR 4 ALL BEDROOMS TED AS NOMINAL SIZES. * SHALL BE INSTALLED IN EACH LOCATION WHERE THERE IS A r.PIl INA (k A , NC�E GRC TER THAN 24" ...... :....�,... r:+:F. u: •: IVSnv+ n. tC`.✓ y' rt1. rl« N, S, liYJh..Vkai.n:i....¢n..,...._. ' -6 " T ALL c RAISEI CONC. WALL RAIS CON( M, UPF TO GA NA 2 - 2x STUDS AT EACH HOLDOWN PLY PER SHBARWALL SCHEDULE EDGE NAIL PLYWOOD TO EACH DOUBLE STUD SIMPSON STHD R1 Peg Poi (: u- /ALL (406-05 w/ ,K// ( - FOUNDATION WALL PER PLAN STH D HOLDOWN Z Ce J U 0 (no U) W W = f" W O. g -J , LL Q: D. = a F- W _ Z F O . w I j Q CI I— W W. L U Z . O ~ Z 2 - 2x STUDS CONCRETE FOUNDATION ELEVATION TYPICAL MTT28B HOLDOWN Z QQ O 0 N w = 1.- w00 } g J . u- Q - co d Z EDGE NAIL PLY. TO Z H EA. MULTIPLE STUD I--O. Zl-- 2 uj SIMPSON MTT28B HOLDOWN FILL ALL HOLES W/ 16d ( NAILS O w w ' H O w Z" 0 - . A.B. PER SHEAR WALL 0 ~° SCHEDULE 3/4 "0 ALL THREAD ROD, EMBED 8" MIN. IN CONC. W/ SIMPSON "EPDXY -TIE" GROUT SHEAR WALL SHEAR WALL PONY WALL ELEVATION w 2 -2x STUDS PER HOLDOWN SIMPSON MST STRAP TIE PER PLAN, FILL ALL HOLES W/ 10d x 2 1/8" LONG NAILS 2 -2x STUDS PER HOLDOWN FLOOR EDGE NAIL PLYWOOD TO EACH DOUBLE STUD (TYP.) MST HOLDOWN AT FLOOR RIM JOIST PER PLAN SHEAR WALL SCHEDULE MARK SHEATHING , PANEL EDGE BLOCKING PANEL EDGE NAIL (STAGGERED) FASTEN DOUBLE TOP PLATE TO BLOCKING ABOVE BOTTOM PLATE AND SILL PLATE ATTACHMENT FACE NAIL TO FRAMING BELOW (STAGGERED) SILL PLATE ANCHOR TO CONCRETE 15/32" PLY. or O.S.B. TWO SIDES 2 -2X STUD Sd ®4oc W/ 1 -A35F 0 ONE SIDE OF BLKG &W /A35 ©OTHERSIDEOFBLKG BOTH CLIPS 012' O.C. TWO ROWS 16d�4 "OC 5 /8'0x10 "AB.032'o.c. / ` \ 15/32' PLY. or O.S.B. ONE SIDE 2x STUD 8d 0 4'o.c. A35 CLIPS 0 18'o.c. TO RIM JOIST ABOVE 2X 5/8'0 x10' A.B. 0 32'o.c. o3 SHEAR WALL NOTES: 1. A INDICATES SHEAR WALL TYPE PER SCHEDULE AND PLAN. 2. ALL ANCHOR BOLTS SHALL HAVE 2' x 2' x 3/16' PLATE WASHERS. 3. SOLID BLOCK ALL UNSUPPORTED PANEL EDGES PER SHEAR WALL SCHEDULE. 4, NAILING APPLIES TO ALL PANEL EDGES, TOP AND BOTTOM PLATES AND EDGE BLOCKING. 5, STAGGER EDGE NAILING AT ABUTTING PLYWOOD EDGES. 6. FIELD NAIL PLYWOOD SHEAR WALLS W/ 8d 012'o.c.. 7. AT EXISTING CONCRETE USE 5/8'0X10' EXPANSION BOLTS WITH THE SAME SPACING SPECIFIED IN THE SHEARWALL SCHEDULE. 8. FACE NAIL PLYWOOD TO EACH MULTIPLE STUD AT HOLDOWN LOCATIONS WITH SAME EDGE NAILING PATTERN. Z i� Z w 0 N 0 UJ J LI.. w0 J V_ < = d I— _ Z t•— I— 0 Zr U � 0 21 ci w H u. 0 . W Z U N Z 2200 MERCHANT WAY EVERETT, WASHINGTON 98208 TEL. / FAX: (425) 379.9025 JOB. GIAScA0e. CyLe.44 SGT( RA ©ONSULTO C, CNGOfr11GERS PLAN M25 3S A3 F -i DATE: BY: KYS SUBJECT: P I� 2 •'T ���- LV.,/ SABHA CONSULTING C NGOP{IC ERR ZINC. 2200 MERCHANT WAY EVERETT, WASHINGTON 98208 TEL. / FAX: (425) 379.9025 L•- 4 1 .j TMss X —X Ora cJG 't �a 1 Fe,j 15 . LY kfc'Y3 -a .... NIT s Cs vppot, ,c��►�rtr c1 -4k( "a/-1.) s1 4.4.. G6.ti.s' it./ re As •Y- 1 ID( a c,. croaA/ Fe. (La ar=" 15 P“r C 8'-E- 3.x/2 - ( 6 -5) -t. . 7 .4" S } Cllr LLS AT .uPPan_ ..14ir 61 / AleAv r Lipp 5' 44 f 4eld ) 5444 ({ • 4,,64... ‘ 14/4.04. 5.6K (/7/'(/)-r- 7 ff ( 2.7 't 3.4 S ► 2 _ ) S' JOB' C AScARL 6-Le PLAN' IALS 3S /\3Gr- - 11 DATE: Pt 1/ 1.017 BY: KYS SUBJECT: P A2�rra�. (,i4M- 711 :�4c.- R -`1 c A-4 9 / ti #4, (..'. N 1. e 2.yui Art. C* ) = ; I 17 fi /i ,` 141 e V' °- 4 oK) 5:3 #t (.. .. I-J I -. 4('p ,*16 ode ) sG;10 nQ CONSULTING ENGONEERS Oa©. 2200 MERCHANT WAY EVERETT, WASHINGTON 98208 TEL. / FAX: (425) 379 -9025 SGfIS vt. l -S . A 7 •01 fciAhf 5.114/ C - c. S A7 . /0 ell Y e 1 5 - 6 - 6 ( ("/ k1) ; 74 3 0 JOB* CAS ta CC, 5A..0 MA, 1 A3F --/1 DATE: Ada I sa 7 BY: KYS SUBJECT: p00-7 1, 9 " 1-111I- Ai.- ( let/3 el/ . G3 2-g * QE 2200 MERCHANT WAY EVERETT, WASHINGTON 98208 TEL. / FAX: (425) 379-9025 (IS)( to) CZ /3) Pz 0.3 3)(3)( s�L / // 1 0 §�G t Z-, ) Ci.5 ,$.s K SQI l i\ CONSULTING ENGINEERS nG`11C. ( ,)( i)(t ) C7.7/) e /l0o.3 2� JOB: C- MAW 2 5 35 DATE: 4-06- 2 0., ? BY: KYS SUBJECT: At io I_ M sr 4: sTIe4/ e r�- A P/N27rq L. LA-n.024-4_ j 44 (t) SrfD. lyn? 02 M`fT: 2 Q Fp o 04-roM " — / 7 r....:s..�... ,«..iw v 44. .;..1...�r�+...iii:.2.. 1;,.`aar.: wt k.,r.Y.�.J..r ., r ... August 4, 2003 City of Tukwila Building Department Tukwila, Washington Re: Cascade Glen Development Plan M2535A3F -17 Tukwila, Washington Gentlemen, It is acceptable to this office to install H2.5 Hurricane Ties at each truss (at 24" o.c.) , instead of H1 at 48" o.c. and A35 clips at 24" o.c. as indicated on detail 14 of sheet 2 of the approved set of plans. If you have any questions please give me a call. Sincerely, Khaled Y. Sabra , P.E. SABRA CONSULTING ENGINEERS INC. 2200 MERCHANT WAY EVERETT, WASHINGTON 98208 TEL: (425) 379 9025 . ii Liair +.in)L.1.'�a.uctt�:�.;r'a.�w�y: ,//� /� ARCHITECTS / /W NORTHWEST Architects Northwest, Inc. 18915 142nd Avenue NE Suite 100 Woodinville, WA 98072 P: 425 -485 -4900 F: 425 -487 -6585 Toll Free:1- 888 - ARCH -100 Email: archnw1@aol.com LATERAL ANALYSIS FOR PLAN M2535A3F -0 CASCADE GLEN CITY OF TUKWILA, WASHINGTON TO BE BUILT ONE SINGLE TIME BY DREAM CATCHER HOMES LLC 3)05-2 a Check Seismic: V = 0.1964 x (W) w lbs. V in full strength values max V seismic WOAup =( 1691 sf /rf + 1500 sf/ wi + 0 sf / fir )x 10 psf = 31910 lbs : V roof= 6267 lbs. (for rho calc.)': W a y -y =( W b y -y =( W c y -y =( W d y -y =( W e y -y =( W 1 x -x=( W 2 x -x=( W 3 x -x=( W 4 x -x=( 0 sf /ii + 360 sf /rf + 629 sf /rf + 504 sf /rf + 198 sf /rf + 324 sf /rf + 781 sf /rf + 586 sf Irt + 0 sf /rf + 0 sf/ wi + 292 sf/ wl + 668 sf/ w1+ 404 sf/ wi + 136 sf/ wi + 296 sf/ wl + 728 sf/ wl + 476 sf/ wl + 0 sf/ wl + 0 sf / fir )x 0 sf / fir )x 0 sf / fir )x 0 sf 1 fir )x 0 sf / fir )x 0 sf / fir )x 0 sf / fir )x . • 0 sf / fir )x 0 sf I fir )x I 10 psf = 10 psf = 10 psf = 10 psf = 10 psf = 10 psf = 10 psf = 10 psf = 10 psf = 0 lbs : 6520 lbs : 12970 lbs : 9080 lbs : 3340 lbs : 6200 lbs : 15090 lbs : 10620 lbs : 0 lbs : V a y -y = V b y -y = V c y -y = V d y -y = V e y -y = V 1 x -x = V 2 x -x = V 3 x -x = V 4 x -x = 0 lbs. : 1281 lbs. : 2547 lbs. : 1783 lbs. : 656 lbs. : 1218 lbs. : 2964 lbs. : 2086 lbs. : 0 lbs. : 0 plf 91 plf 127 plf 81 plf 36 Of 68 plf 160 plf 174 plf 0 plf WOAmain= 2665 sf /rf + 4456 sf/ wi + 1296 sf / fir )x 10 psf = 84170 lbs : V total = 16531 lbs. W a y -y =( W b y -y =( W c y -y =( W d y -y =( W e y -y =( W 1 x -x=( W 2 x -x=( W 3 x x=( W 4 x -x=( 273 sf /rf + 658 sf /rf + 764 sf /rf + .700 sf /rf + 270 sf /rf + 539 sf /rf + 1019 sf Id + 1107 sf /rf + 0 st /rf + 260 sf/ wi + 940 sf/ wl + 1792 sf/ wi + 1056 sf/ wl + 408 sf/ wi + 917 sf/ wi + 2040 sf/ wl + 1499 sf/ wi + 0 sf/ wl + 0 sf / fir )x 162 sf / fir )x 664 sf / fir )x 362 sf / fir )x 108 sf / fir )x 218 sf / fir )x 707 sf / fir )x 371 sf / fir )x 0 sf / fir )x 10 psf =, 10 psf = 10 psf = 10 psf = 10 psf = 10 psf = 10 psf = 10 psf = 10 psf = 5330 ibs : 17600 lbs : 32200 lbs : 21180 lbs : 7860 lbs : 16740 lbs : 37660 lbs : 29770 lbs : 0 lbs : V a y -y = V b y -y = V c y -y = V d y -y = V e y -y = V 1 x x = V 2 x x = V 3 x -x = V 4 x -x = • 1047 lbs. : 3457 lbs.: 6324 lbs.: 4160 lbs. : 1544 lbs. : 3288 lbs.: 7396 lbs. : 5847 lbs. : 0 lbs. : 50 plf 305 plf 383 plf 297 plf 70 pif 250 plf 218 plf 444 plf 0 plf • p 141'ARCHITECTS E..LINORTHWEST Lateral Analysis: 1997 UBC P: Max Ht -upper P: Max Ht -main = P: Max Ht -lower = Compute Wind Load x -x, y -y: 26.5' Ridge; :Use P = 20.0' g Ridge; :Use P = 15.0' :Use P= a y -y, upper 0.00 ft w x 0.00 ft h= 0.00 sf x 15.35 psf = 0 lbs b y_y, upper- 10.00 ft wx 12.00 ft h= 120.00 sfx 15.35 psf = 1842 lbs c y -y = upper 17.00 ft w x 12.00 ft h= 204.00 sf x 15.35 psf = 3131 lbs d y -y = upper= 16.00 ft w x 11.00 ft h= 176.00 sf x 15.35 psf = 2702 lbs e y -y = upper-1 9.00 ft w x 9.00 ft h= 81.00 sf x 15.35 psf = 1243 lbs 1 x -x = upper- 7.00 ft w x 8.00 ft h= 56.00 sf x 15.35 psf = 860 lbs 2 x -x = upper- 16.00 ft w x 12.00 ft h= 192.00 sf x 15.35 psf = 2947 lbs 3 x -x = upper 13.00 ftwx 12.00 ft h= 156.00 sfx 15.35 psf = 2395 lbs 4 x -x = upper= 0.00 ft w x 0.00 ft h= 0.00 sf x 15.35 psf = 0 lbs ay -y= b y -y = = d y -y = e y_y = 1 x -x = 2 x -x = 3 x -x = 4 x -x = main= main= main= main= main= main= main= main= main= 7.00 ft w x 15.00 ftwx 19.00 ft w x 16.00 ft w x 7.00 ftwx 9.00 ft w x 18,00 ft w x 12.00 ftwx 0.00 ft w x 14.50 ft h= 10,50 ft h= 9.00 ft h= 9.00 ft h= 9.00 ft h= 9.00 ft h= 9.00 ft h= 9.00 ft h= 0.00 ft h= 18915 - 142ND AVE. N.E./ SUITE 100 PHONE: (425) 485 -4900. . 15.35 ave psf 14.28 ave psf 13.22 ave psf 101.50 sf 157.50 sf x 171.00 sfx 144.00 sf x 63.00 sf x 81.00 sf x 162.00 sf x 108.00 sf x 0.00 sf x See sheet 10 for sail areas. See sht 4 for Design Criteria. See sht 5 for Shearwall Schedule 14.28 psf = 13.22 psf = 13.22 psf = 13.22 psf = 13.22 psf = 13.22 psf = 13.22 psf = 13.22 psf = 13.22 psf = Plan : M2535A3F -0 Lateral Analysis: Date: 9/2/99 1449 lbs 3924 lbs 5392 lbs 4605 lbs 2076 lbs 1930 lbs 5089 lbs 3822 lbs 0 lbs page 1 of 11 Total Wind Loads TWL y -y upper = 8918 lbs TWL x -x upper = 6201 lbs TWL y -y main = 17447 lbs TWL x -x main = 10842 lbs WOODINVILLE, WA 98072 FAX: (425) 487 -6585 Sum SW a y -y = ( Sum SW b y -jr = ( Sum SW c y -y = ( Sum SW d y -y = ( Sum SW e y -y = ( Sum SW 1 x -x = ( Sum SW 2 x -x = ( Sum SW 3 x -x = ( Sum SW 4 x -x = ( 16.50 4.50 0 0.00 tI If shear wall tl sw y -y 14.00 tl If shear wall 74.00 20.00 tl If shear wall 22.00 tl If shear wall 18.00 tI If shear wall 18.00 ti If shear wall ti sw x -x 18.50 tI If shear wall 48.50 12.00 ti If shear wall 0.00 tI If shear wall 14.00 2.67 12.33 7.67 9.50 12.50 18.00 18.00 3.50 5.33 4.00 4.00 10.50 3.00 3.00 6.00 1.88 2.83 2.83 0 Sum SW a y -y = ( Sum SW b y -y = ( Sum SW c y -y = ( Sum SW d y -y = ( Sum SW e y -y = ( Sum SW 1 x -x = ( Sum SW 2 x -x = ( Sum SW 3 x -x = ( Sum SW 4 x -x = ( 16.50 4.50 21.00 ti If shear wall ti sw y -y 11.34 ti If shear wall 84.84 16.50 tI If shear wall 14.00 tl If shear wall 22.00 ti If shear wall 13.16 ti If shear wall tI sw x -x 34.00 tI If shear wall 60.34 13.18 tl If shear wall 0.00 tI If shear wall 8.67 2.67 16.50 4.50 9.50 22.00 4.33 3.50 5.33 10.00 18.00 6.00 1.88 1.88 1.88 1.88 2.83 2.83 0 ARCHITE .7S NORTHWEST Compute s US um ohear- Resisting Walls & Compute V x -x, V y -y upper floor: main floor: Compute V x -x max. and V y -y max. location upper floor: a y -y = by -y � y -y dy -y= e y -y = 1 x -x = 2 x -x = 3 x -x = 4 x -x = main floor a y -y = b y -y = = d y -y = ey -y= 1 x -x = 2 x -x = 3 x-x = 4 x -x = Verify Capacity of Designed Shearwalls: upper floor: Sum SW cap y -y= Sum SW cap x -x= main floor: Sum SW cap y-y Sum SW cap x -x V wind 1449 lbs 3924 lbs 5392 lbs 4605 lbs 2076 lbs 1930 lbs 5089 lbs 3822 lbs 0 lbs 74.00 If x 48.50 If x 84.84 If x 60.34 If x 748 lbs 2469 lbs 4517 lbs 2971 lbs 1103 lbs 2348 lbs 5283 lbs 4176 lbs 0 lbs 18915 - 142ND AVE. N.E./ SUITE 100 PHONE: (425) 485 -4900 198 plf + 0.00 If x 198 plf + 0.00 If x 304 plf + 0.00 If x 304 plf + 0.00 If x Redundancy Factor Check: Vmax for "p = 1" Vmax = (2)xVt / sqrt A A= 1627 sq ft Vmax = 819.66 Since 820pif > full seismic of 444p1f at main 3 x -x, no added redundany factor required. Horizontal Diaphragm Shear: Roof diaphragm: b y -y: 1842# / 14 ft of top plate = 132plf< 140plf. OK Use full ht studs under scissor truss. Root diaphragm: c y -y: 3131# / 140plf max = 22ft. Use 10ft of wall to deck and 12ft of sheathed truss above SWs. Use continuous solid blocking top plate to truss (Or design truss above 12ft SW for added 1680# lateral load, and truss above 7.67ft SW added 1450# lateral load) Roof diaphragm: d y -y, e y -y, 1 x -x, 2 x -x, 3 x -x: All OK < 140plf at continuous top plate condition. Use full ht studs at e y -y. Upper floor diaphragm: b y -y: (3924# - 1842#) / 14ft of continous top plate = 149plf < 177p1f OK Upper floor diaphragm: c y -y: (5392# - 3131 #) / 2011 of continous top plate = 113pIf < 177plf OK. Upper floor diaphragm: d y -y: (4605# - 2702#) / 14ft of SW = 136pIf < 140plf. OK to use roof sheathing for shear transfer. See detail # 10 General: Use P1-6 sheathing at gables and gable end trusses continuous with sheathing below. Date: 9/2/99 Plan : M2535A3F -0 V seismic /1.4 V max #'s / length plf governing force 0 lbs 0 lbs 0 #'s /1 = 0 plf wind Use SW #: not applicable 1842 lbs 915 lbs 1842 #'s/1= 132 pif wind Use SW #: P1- 6(198p11) 3131 lbs 1820 lbs 3131 #'s/1= 157 plf wind Use SW #: P1- 6(198p11) 2702 lbs 1274 Has 2702 #'s/1= 123 plf wind Use SW #: P1- 6(198p11) 1243 lbs 469 lbs 1243 #'s/1= 69 plf wind Use SW #: P1- 6(198p1f) 860 lbs 870 lbs 870 #'s11= 48 plf seismic Use SW #: P1- 6(198p11) 2947 lbs 2117 lbs 2947 #'s/1= 159 pif wind Use SW #: P1- 6(198p1t) 2395 lbs 1490 lbs 2395 #'s/I = 200 pif wind Use SW #: P1- 4(304p1f) 0 lbs 0 lbs 0 #'s/1= 0 plf wind Use SW #: not used 1449 #'s/i = 69 pif wind Use SW #: P1- 6(198p11) 3924 #s/1= 346 pif wind Use SW #: P1 -3(389p1f) 5392 #'s/1= 327 plf wind Use SW #: P1- 3(389p1f) 4605 #'s/1= 329 plf wind Use SW #: P1- 3(389p1f) 2076 #'s/I = 94 pif wind Use SW #: P1- 6(198p1f) 2348 #'s/I = 178 pif seismic Use SW #: P1- 6(198p1f) 5283 #'s/l = 155 pif seismic Use SW #: P1- 6(198p1f) 4176 #'s/1= 317 pif seismic Use SW #: P1- 3(389p1f) 0 #'s/1= 0 plf wind Use SW #: not used 100 pif = 100 plf = 198 pif = 198 Of = u,..: sp ur.: 7, K i. r. � 1^. •. ( r,; ��i�iW , {-! 14652 lbs > 8918 9603 lbs > 6201 25791 lbs > 18344 lbs > 17447 10842 page 2 of 11 SW# pif SW # plf • F.O.S. = F.O.S. = F.O.S. = F.O.S. = 1.64 : 1, OK 1.66 : 1, OK 1.48: OK 1.69:1, OK WOODINVILLE, WA 98072 FAX: (425) 487 -6585 ,ARWITECTS NORTHWEST Date: 9/2/99 Plan : M2535A3F -0 page 3 of 11 CtIe�O rt'urning for Holdown Selection Uplift = ((ht x plf x width) - (2/3 D,L.x 1/2 width)] / width Note: No moil dead loaa used to resist shearwall overturning, It is considered equal to any uplift force from wind. Location width V plf ht. M / width DL if Uplift Holdowns selected upper floor: ay -v b y-y o y -y= dy -y= ey -y= 1 x -x = 2 x -x = 3x -x= 0.00 14.00 12.33 7.67 9.50 12.50 18.00 18.00 4.00 4.00 10.50 3.00 3.00 5.00 0 plf >; 132 plf x 157 plf x 157 plf x 123 plf x 123 plf x 69 Of x 48 plf x 159 plf x 159 plf x 159 plf x 200 plf x 200 plf x 200 plf x 8.083 ft. h. = 8.083 ft. h. = 8.083 ft. h. = 8.083 ft. h. = 8,083 ft. h. = 8.083 ft. h. = 8.083 ft. h. = 8.083 ft. h. = 8.083 ft. h. = 8.083 ft. h. = 8.083 ft. h. = 8.083 ft. h. = 8.083 ft. h. = 8.083 ft. h. = 18915 - 142ND AVE. N.E./ SUITE 100 PHONE: (425) 485 -4900 0 lbs - 1063 lbs - 1266 lbs - 1266 lbs - 993 lbs - 993 lbs - 558 lbs - 391 lbs - 1288 lbs - 1288 lbs - 1288 lbs - 1613 lbs - 1613 lbs - 1613 lbs - 80 lbs = 0 lbs. Use : not applicable 80 lbs = 694 lbs. Use : CS16 strap -36 "I w /(18)10d nails 80 lbs = 940 lbs. Use : CS16 strap -36 "I w/(18)10d nails 80 lbs = 1063 tbs. Use : CS16 strap -361 w/(18)10d nails 80 lbs = 742 lbs. Use : H6 w/ ( 16 ) 8d nails 80 lbs = 663 lbs. Use : H6 w/ ( 16 ) 8d nails 80 lbs = 83 lbs. Use : scheduled nailing 80 lbs = -85 lbs. Use : scheduled nailing 80 lbs = 1182 lbs. Use : ( 2 ) H6 w/ ( 16 ) 8d nails 80 lbs = 1182 lbs. Use : CS16 strap -361 w /(18)10d nails 80 lbs = 1010 lbs. Use : CS16 strap -36' l w/(18)10d nails 80 lbs = 1534 lbs. Use : CS16 strap -461 w/ (28)10d nails 80 lbs = 1534 lbs. Use : CS16 strap -46 "I w/ (28)10d nails 80 lbs = 1481 lbs. Use : CS16 strap -46 "I w/ (28)10d nails main floor: a y -y = 16.50 69 plf x 12.000 ft. h. = 828 lbs - 100 lbs = 284 lbs. Use : 5/8" AB win 12" of panel edge 4.50 69 plf x 12.000 ft. h. = 828 lbs - 100 lbs = 680 lbs. Use : 5/8" AB win 12" of panel edge b y -y = 8.67 346 plf x 8.083 ft. h. = 2797 lbs - 160 lbs = 2339 lbs. Use : STHDIORJ w/ (28) 16d sinkers, 1 1/2" edge 2.67 346 plf x 8.083 ft. h. = 2797 lbs - 160 lbs = 2656 lbs. Use : STHDIORJ w/ (28) 16d sinkers, 1 1/2" edge c y -y = 16.50 327 plf x 8.083 ft. h. = 2641 lbs - 170 lbs = 1716 lbs. Use : STHD1 ORJ w/ (28) 16d sinkers, 1 1/2" edge d y -y = 4.50 329 plf x 8.083 ft. h. = 2659 lbs - 80 lbs = 2540 lbs. Use : STHDIORJ w/ (28) 16d sinkers, 1 1/2" edge 9.50 329 plf x 8.083 ft. h. = 2659 lbs - 80 lbs = 2408 lbs. Use : STHDIORJ w/ (28) 16d sinkers, 1 1/2" edge e y -y = 22.00 94 plf x 9.000 ft, h. = 849 lbs - 90 lbs = 196 lbs. Use : 5/8" AB win 12" of panel edge • • 1 x -x = 4.33 178 plf x 8.083 ft. h. = 1442 lbs - 80 lbs = 1328 lbs. Use : STHDIORJ w/ (28) 16d sinkers, 1 1/2" edge 3.50 178 plf x 8.083 ft. h. = 1442 lbs - 160 lbs = 1258 lbs. Use : STHDIORJ w/ (28) 16d sinkers, 1 1/2" edge 5.33 178 plf x 8.083 ft. h. = 1442 lbs - 100 lbs = 1267 lbs. Use : STHDIORJ w/ (28) 16d sinkers, 1 1/2" edge 2 x -x = 10.00 155 plf x 8.083 ft. h. = 1256 lbs - 170 lbs = 695 lbs. Use : STHD10 w/ (28) 16d sinkers, 1 1/2" edge di 18.00 155 plf x 8.083 ft. h. = 1256 lbs - 170 lbs = 246 lbs. Use : 5/8" AB wliin 12" of panel edge 6.00 155 plf x 8.083 ft. h. = 1256 lbs - 170 lbs = 919 lbs. Use : CS16 strap -36' l w/(18)10d nails 3 x -x = 1.88 317 plf x 6.500 ft. h. = 2060 lbs - 90 lbs = 2004 lbs. Use : STHD10 w/ (28) 16d sinkers, 1 1/Z' edge di 1.88 317 plf x 6.500 ft. h. = 2060 lbs - 90 lbs = 2004 lbs. Use : STHD10 w/ (28) 16d sinkers,.1 1/2" edge di 1.88 317 plf x 6.500 ft. h. = 2060 lbs - 90 lbs = 2004 lbs. Use : STHD10 w/ (28) 16d sinkers, 1 1/2" edge di 1.88 317 plf x 6.500 ft. h. = 2060 lbs - 90 lbs = 2004 lbs. Use : STHD10 w/ (28) 16d sinkers, 1 1/2" edge di Notice: concrete curb raised to achieve 3.5 to 1.0 slenderness ratio at garage door side panels. 2.83 317 plf x 8.083 ft. h. = 2561 lbs - 220 lbs = 2356 lbs. Use : STHDIORJ w/ (28) 16d sinkers, 1 1/2" edge 2.83 317 plf x 8.083 ft. h. = 2561 lbs - 220 lbs = 2356 lbs. Use : STHDIORJ w/ (28) 16d sinkers, 1 1/2" edge Holdown and Shearwall Summary Use ( 11 ) STHD10 w/ (28) 16d sinkers, 1 1/2' edge dist. Use (23) STHDIORJ w/ (28) 16d sinkers, 1 1/2" edge dist. Use ( 13 ) CS16 strap-361 w/(18)10d nails Use ( 10 ) CS16 strap -461 w/ (28)10d nails Use ( 6 ) H6 w/ ( 16 ) 8d nails Sheatwalis, plate nailing and anchor bolts per schedule - as indicated. WOODINVILLE, WA 98072 FAX: (425) 487 -6585 IlrAFICHITECTS JOB � 2535 t or 3 — �a CALCULATED BY EIN ORTHWEST DATE t i / SHEET NO. Q- OF Design criteria per 1997 Uniform Building Code: 80 mph / exposure "B" Wind per Section 1615: Design Wind Pressure: P =CexCgxQsxlw Cc= Exposure Factor; Cq= Method Factor; Qs =Wind Stagnation pressure; Iw= Importance Factor Site /Project Specific Values: Ce = 0.62 (Exposure B < 15' H); Cq = 1.3 (Projected Area Method per section 1621.3) Qs = 16.4 (Basic Wind Speed = 80 mph); Iw = 1.0 (Standard Structure Importance) Calculated Wind Pressures at Prescribed Building Heights: P = 13.22 psf < 15'H; 14.28psf < 20'H; 15.35 psf < 25'H; 16.20 psf < 30'H; 17.91 psf < 40'H Earthquake per Section 1626: Base Shear V =3.0 x Ca x W / R (Simplified Static Method equation 30 -11) Ca = Soil profile type Sd, Seismic Zone 3 in table 16Q R = Rotation value from Table 16N ; W = Total Seismic Dead Load Vertical Distribution: Fx = 3.0 x Ca x w / R (Simplified Static Method equation 30 -12) Site/ Project Specific Values: Seismic Zone 3; Soil Type Sd; Ca = 3.6: R for wood structural panels =5.5 (plywood shearwalls) R for all other structural panels = 4.5 (gypsum shearwalls) V(plywd) = 0.1964W; V(gwb) = 0.2400W Redundancy Factor. p (Equation 30 -3) combined with r max equation (Section 1630.1.1) creates a design condition to attempt to keep p = 1 or less. Vmax is determined to verify if additonal redundancy factor (p) is needed. (Vmax = 2(Vw)/sqrt A) Standard Design Information (Unless noted otherwise on Plans): Lumber grade: HF#2 or better, HF#3 studs Glue -Lam beams: UBC Combination 24f -V4 Horizontal roof sheathing: 1/2" CDX-7/16" OSB w/ 8d 6" oc at edges (140p{f allowable diaphragm shear w/o blocking) Horizontal floor sheathing: 3/4" T &G CDX plywd w/ 10d cGD 6" oc at edges (177pif allowable diaphragm shear w/o blocking) Shear walls: See shear wall schedule: Note: gwb shear wall capacities are halved when resisting seismic forces. Anchor Bolts: 5/8" dia x 10 "L 48" oc, typical, unless noted otherwise. A307 or btr w/ 7" min. embedment. 1 891 5 - 142nd AVE. N.E. / SUITE 100 inn rc• (A291 485 -4900 Exposure B 80mph W00DINVILLE, WA 9E FAX: (425) 487 -E SHEAR WALL SCHEDULE (see 1997 UBC tables 23- 11 -1 -1, & 23- 11 -1 -2) P1 -6 v = 198 plf 1/2" plywood or OSB equal, w / 8d (gun) nails @ 6" o.c. Anchorage: 16 d nails @ 5" o.c. OR 5/8" AB @ 48" o.c. to conc. P1-4 v = 304 plf 1/2" plywood or OSB equal, w / 8d (gun) nails @ 4" o.c. Anchorage: 16 d nails@ 4" o.c. OR 5/8" AB @ 36" o.c. to conc. P1 -3 v = 389 plf 1/2" plywood or OSB equal, w / 8d (gun) nails @ 3" o.c. Anchorage: 3/8 "x5" lag screws at 12 "o.c.,or 5/8" AB @ 30" o.c. to conc. Use min. 3" nom. Studs c@ adjoining panel edges. P1 -2 v = 516 plf 1/2" plywood or OSB equal, w / 8d (gun) nails @ 2" o.c. - Anchorage: 3/8 "x5" lag screws @ 9 "o.c. ,or 5/8" AB @ 24" o.c. to conc. Use min. 3" nom. Sills and studs @ adjoining panel edges. P2-4 v = 608 plf 1/2" plywood or OSB equal, (2 sides), w / 8d (gun) nails @ 4" o.c. Anchorage: 3 /8 "x5" lag screws @ 8" o.c. or 5/8" AB @ 18" o.c. to conc. Use min. 3" nom.Sills and studs @ adjoining panel edges. P2 -3 v = 778 plf 1/2" plywood or OSB equal,(2 sides) w / 8d (gun) nails @ 3" o.c. Anchorage: 3/8 "x5" lag screws @ 7" o.c. or 5/8" AB @ 12" o.c. to conc. Use min. 3" nom. Sills and studs @ adjoining panel edges. 1. The shear values in this table are based upon the use of 8d, pneumatically driven nails with a minimum shank diameter of 0.113 "; into hem -fir grade studs. 2. Nail spacing is for all panel edges. Block all panel edges. • 3. Spacing of nails along intermediate framing members is 12" o.c. 4. Sheathing to be ABA rated, EXP1 /EXP2/EXT or C- C /C- D /Struct II plywood. 5. At double sided shear walls, offset sheathing joint by one bay min. Also provide 4x blocking beneath sill plate, with nails staggered. ,ARCHITECTS TI RTH WE ST updated 7/30/98 STHDIORJ w/ (28) 16d sinkers, t 1i7' edge dist. STHD10 w/ (28) 16d sinkers, 11/2" edge dist. STHDI4RJ w/ (38) 16d sinkers, 1 1/2" edge dist. STHD14 w/ (38) 16d sinkers, 1 1/T edge dist. HPAHD22 w/ (12) 16d nails, 1 1/2" edge dist. HPAHD22 w/ (16) 16d nails, 1 1/2" edge dist. HPAHO22 w/ (19) 16d nails, >8" edge dist. 5/8" AB wlin IT of panel edge CS16 strap -36"I w/(18)10d nails CS16 strap -46"I w/ (28)10d nails MST37 W/ (24) 16d nails MST48 w/ (34) 16d nails MST60 w/ (48) 16d nails MST72 w/ (56) 16d nails HD10A wR /8" SSTB28 A.B.w/ (4) 7/8" bolts HDBA w/ 7 /8" SSTB28 A.B. w/ (3) 7/8" bolts HD5A w/ SSTB20 AB w/ (2) 5/8" bolts HTT22 w/ SSTB -20 A.B.w/ (32) 10d nails. A35 F.A. w/ (12) Bd nails 18915 - 142nd AVE. N.E. / SUITE 100 JOB CALCULATED BY DATE HOLDOWN SCHEDULE PIN 25S S' Pr S r~ -- i t 99 SHEET NO. 5 OF I t # listed for 1/97 Simpson Strong -Tie cat. # 2745# 2575#@6 "c. hem -fir table 2745# 2575# hem -fir table 4430# 4220#@6 "c. hem -fir table 4430# 4220# • hem -fir table 1564#@6 nails added for hem fir 2240# @8 "curb (16) nails max at rim joist 2607#@6 nails added for hem fir. 500# 1353# 1650# 1850# 2945# 4415# 5150# 7823# 5301# 3038# 4085# 450# nails added for hem fir nails added for hem fir hem -fir table hem -fir table hem -fir table hem -fir table value reduced for Hem Fir value reduced for Hem Fir value reduced for Hem Fir value reduced for Hem Fir value reduced for Hem Fir W00DINVILLE, WA 98C PHONE: (425) 485 -4900. FAX: (425) 487 -6E • V r3 -19 'u .ARCHITECTS JOB oeY NORTHWEST DATE 1 I � 7 . c 7 '-- -.).,, ,.la. • LP to 1`1 2A3- A 3 --cam 4I � ms / SHE! NO CO I OF ( l woo' I i � I 9,0 9.J 12915 - 142nd AVE. N.E. / SUITE 100 VV00DINVILLE, WA 98( PHONE: (206) 425 -4900 FAX: (206) 487.6' I� ;ARCHITECTS NORTHWEST Ir t-1.° Jab 3 SJ 3 F — O CALCULATED BY U'P€ 2 r Lit_ DATE / 2 ./ ` ? 4 SHEET NO OF ( I 7 18915 - 142nd AVE. N.E. / SUITE 100 nt %S p:i::fs6'AV:C r`r: f..o 3 W00DINVILLE, WA 9807; FAX: (4251487-658' • i t • .) 4 • ARCHITECTS NORTHWEST ■ J dJ (4)'moio a.) €A1 ()16-1 18915. 142nd AVE. N.E. / SUITE 100 PHONE: (206) 425-4900 1 'Ad JOB CALCULATED BY hoNA r DATE woo° 0.0 ST4iato cal31 he\ '253A ?16 O SHEET NO 5 OF S je I a •L.3 1 Ca. g i j G,-L 11. KITCHE Ito 5D s•-e). 4:-co Q.) 6'-0* 2'-0 2x10 P1 • I6. 0 1041504. 5IDE 23(10 P-1 • 16 2x10 P1 • 161 OZ. • WOODINVILLE, WA 98072 FAX: (206) 4E7-6525 z 1 1- 0 O 0 U) 0 CO w WI U) u_ w 0 coD y 0 1_0 w w 0 O D- O 1-- O Li ' ..z r • u_ O u z O • E 1 ARCHITECTS NORTHWEST g9T -}1OI O (j.1 18915 - 142nd AVE. N.E. / SUITE 101 PHONE: (206) 425 -4900 .. I JOE M 2S A 3 F - C7 CALCULATED BY DATE 2. SHEET NO / OF 1/ • Elk v 1 1 e Fol Aft Mid 1• 2xIC P • 16' C.G. . DBL..5 r 16•x2 1G RRAA W�.... SPACE =t ) B55 INSULATE t MCATHR STRIP OBL. J5 DBL. JETS. WRVASTONL OR FLlSNIN6 FOR NATER FROOFINS 2x10 STUB -CVT � I • 16' O.C. 24' i l cD 0 �I P x .°.I .OP16 16 O. r 4 m Q 0 L 6 5T s-{ r as RBI:1AR • 16' O. 2 LOWS 2x10 F.J. • l2 OL. CRAWL SPACE 6 MIL BLACK) V. . 4.4 t' I oi NtRVA5TONL OR PLA_HNS FOR MUTER FROOFIN6 D EL JS DBL JSTS.f DEI.. 5TS. 2x10 R.J.. 16' O.G. 0 NEW x ;* (1) S' 0 lo CAN TL JOISTS TNI5 AREA r MOMS iN. SOFFIT, VENT, a IPlriJL.ATL FLOOR ADV. SLAB ON G 2 SIMPSON GB66.• FCST ABOVE CONC. FOR FLR1t DUCTS 12 -0 0 C/ I I 2x10 S CONC. OVER � 6 MIL (SLACK) Va. 4 '.6RAN.LAR FILL ar SLOP: 4' TO ON.. - BLS f_.....,- ._._._._... _. - __A t - � P..t. 16' O.G. 12' -0' M 4• CONTINUE POOTIN6 Q ISENEATh ON. DOOR «=6E OF 5LA8 • TURN DOVW 5L1.8 ./ INTO FOOTING Z lo' -0' PI& POOTIN6 ON. DOOR 1 6E OF SLAB rU►t 4 DovW 5LlB NTO FOOTINS L IF W)triiel OQJ 1)ST}I z W00DINVILLE WA 98072 FAX: (206) 487.6525 ARCHITECTS NORTHWEST 18915 - 142nd AVE. N.E. / SUITE 100 PHONE: (425) 485 -4900 CALCULATED BY DATE c. .0 arallo• l • :1t1 AIII11■111■aatlaallu 11! _ , II H`.,. � iI ,J41a �trlansostunasim nas a. - UIIr .N � 10t/I�. ♦ !'' � b•1ilt■fta 1{WltRlt■t' ��•tf'' .il swam maw Iw_ ! .•' .fill /If111a1at0■al 11Ia111t1a na/mla/ 4P - ' 'h.7i4IU ■ItIf111/f 1111114. ..■■•• -0i *am 4 Ii1 IIi � 1 ! MUM. 1 111 i i i lil� 01 ' , !r�!'L .t1 t 1''r � �� 5/4x12 . • �_ v r �1 t�'a \' • Ind V -I� IIII♦�rI'�S•41t1a11 I m.If11 � �-,�. TRIM } ',i \l1 �I'■.I tlti.� 17/- 11� 7//J ��� '� I I \ 1 III Mal 1 IIf11af/ 1 Iflt�r� • '1.T . i li��,,�•� ; �Ir�� �111f11114 ` • b SKIM B - -_ WIC 1 I � 11i - -� /111 �' I 1 rt�� ' _ a l lWtltl ? 1 - � /i • =MOW MIME ft I .. 1. _ i..i mom ' arm..m 1•_ j��� ��- rte : .. t_ rya t7 �"" 'Y� _ � �t1 i t1_ \ x ii Tm Q I A 4 ,�� ��t I,�I ■ .1 I vi I ...1 I $I1 :? I " IIt• IN ill !J �►i�` •.l_ 11��� '� T ;_ ` �s we a.�I.;! •./■�� i' I; ./o� ■.IS.... 1. ■ v .a.a la N i `E i- we ■.� �..LI L711:�:... rin;,:i7f !: 1 ...7% ...7% ` f -_��� • t ate_ 1 ' W /�» a rIP t =R UrPi i I ?11 Ib'x',!0' LOUNCRLR7 Y` Arnc von. I lwain ∎ li / x∎111■ l ■ IP16 ..tlILfl . -to oh aa11P• _ ti• 'I D : � 51DIlY .I�IlaftIILiI _ . . tr. • ua1tn11111alalla 1 8 1 IIJI11'..11fatt■` ... Imuialtiffa/II = . lu■■'.,tl�tlfl� �I -. „iota 1f�{t /I< ra� I =I hhi� i Jos hn 2 - 51 t A, 3 T' - Ca .iI l a .M i l tgU I n 11IRmamrv ' OOP" •42 t1 llaalasatOaa' nom . _ • /�A 1f1if114WL'tll .+•...'4.P r /tttYt ta'lugtf11U1fVt . " ,.`.w . lat0a ®.`ta' ■ 14. ...at I I �- �n1t�.�lrra� e� Jtiat■1' Imo • d i iAf>�f ;•i ..ID. a mom Qf1!►� 1 Y q% � r�� /(► 1 I It / / te/ILV'�1it ■eatsll_ W �.ab:%agaiL I Imagism' ttpnr'71• 0 �04 - ! !!•t t amostfa a j .4a11X1.`gL%-ill Afifatall Ma - •W.ar# - 0 ! Y fl �/ � � J �'i!� �tttttit�1� ■ a i/.a w i�� rat . ttfa�al l aa■ it E ; �__., i , .. ,.,t.. _____It , _t_ -l ain , S ' _ _ _ _ _- II tttaatl_I _ 1_ r ._a_ . T 1 1� es trmm 'ilr MIEN i ��-- a jugs I �. tats � ►�_ 4x4 �•� \ ham— �. \i .. 1a � 1f► - S tlL. 4, 1% \ R �pr.��� t ae . �v � ���i�i la — 1tttltttttttltt� NORM /1•••• 'NEWS � _ _ v� /MN fa la 'P �'+ a a _ _ atat�►� Kt . l — — �� — ■i I P1/I IIII♦, F ■�a NE I ; ' I B• al r_■i 1' » its-' omen •iiia� 2x10 TRIM a� 3 v 4 ,A A Re A a J 4 ' 11 1 SHEET ND. 1-o OF I, C) € y= • Is .7, / 04. A u z r - - - e �.� •to hytN, ebP 2 DSc r = a ( M / a J r) u s e is22 P r W00DINVILLE, WA 98072 FAX: (425) 487 -6585 TYPICAL END CONDITIONS • MST37 W/ (24) MST48 w/ (34) MST60 w/ (48) MST72 w/ (56) 16d 16d 16d 16d P �' nails nails nails S�N Typical to Installation nails ,..- -Floor showing Clear Span . Floor Tie a 1850#, 2945# 4415# 5150# : %'' , ' Typical BS a Hra22 installation Holdown i �I �O•MIN` RR J LENGTH 4x POST swam \ • • Typical Rim NAILED PORTION ii ,r •'INSNEAR FROM Buz• __:• -:: ONE 04 • ~ REH AB CONE :((s2M�IqN.� .liEN6Ti+! it- • '• ff, /110 I +III �I� • ' " fit+6•MIN, e = • CORN STHD14RJ Joist Installation • � � t g% • ' Typical CS Installation as a Floor -to- Floor Tie �� t ? . end distance Equal number of soecnieo eac:i a is m earn eno CS16 strap -361 w /(18)10d CS16 strap -461 w/ (28)10d *; • LEN�tH ' cp S I ENO LENG nails nails LENCNT 1353# 1650# 01H • Typical HD5A nstallation with Installation SSTB anchor bolt. Washers are not a t the base. H D10A w/7/8" SSTB28 HD8A w/ 7/8 "•SSTB28 HDSA w/ SSTB20 required AB !f .' / _ 7/8" bolts 7/8" bolts bolts Z. ` MIN.REBAA LENGTH Corner ;, .r Typical with 114 I e • j o • • • a • .. • • k • e • • ; ; ' � � " ` Installation 3 -2x SHEAR 12' MIN. REBARLENGiH ' , I • • •. Ili, ., STHD studs CONE ; , '° +' i t , •• • •'''''' A.B.w/ A.B. w/ (2) r ^ ~+ �: / ,4,:.;- . .. `" i� (4) w/ (3) 5/8" ' SIMPSON STHD1ORJ w/ (28) 16d sinkers, 1 1/2" edge dist. 2745#@8 "c. 2575#@6 "c. STHD10 w/ (28) 16d sinkers, 1 1/2" edge dist. 2745# 2575# STHD14RJ w/ (38) 16d sinkers, 1 1/2" edge dist. 4430# @8 "c. 4220#@6 "c. STHD14 w/ (38) 16d sinkers, 1 1/2" edge dist. 4430# 4220# 1 Stro rTM e CONNECTORS NOTE: ALL VALUES ARE TAKEN FROM SIMPSON CATALOG, Form T-HEMFIR-2 11/97 exp 1/99, OR CATALOG C -98. VALUES APPLY TO HEM -FIR LUMBER, UNLESS NOTED OTHERWISE. • , rf ARCH ITECTS JOB 1'\ 2535 A 3 F- -- CALCULATED BY NORTHWEST DATE q /2) (c� � SHEET NO. I' OF 18915 -142nd AVE. N.E. / SUITE 100 PHnNF: r4251 485 -4900 W00DINVILLE, WA 98072 FAX: (425) 487 -6585 A RCHITECTS NORTHWEST I6d • 6" OZ. 51--AR WALL P=R PLAN LATE DETAIL 4 i"PIGAL ROOF DIAPHRAGM 18915 - 142nd AVE. N.E. / SUITE 100 DETAIL A DETAIL A SIM. NOT 7o x,L LATERAL DETAIL 10 NOT TO ROOF FRAMING tyL4 P PLAN 2x6 SOLID BLOCKING •46 C3) I6d TO BLOGKINS EACH TYP. LATERAL DETAIL I 1 NOT TO SGAL°_ JOB 25•35 A 3 CALCULATED BY DATE cIfv. k SHEET NO L It Or I Il PeTkI L a 0,6, I4. I 1 .D DIJ 1 W00DINVILLE, WA 98072 /-, "7, aJ7.6585 Z w 1. JU O 0 W 0 LIJ W 0 WQ fA � 1 1— w Z = I— 0 Z H W • 0 O N . w W Lt w Z U w O ~ Z 4 LEti x4IL •c 6" D TrtRO054-1 �"F-A T 4IN INTO IEIRAMINS �?O= rs.��4 ROOF 4*11N5 • ■ ARCHITECTS NDRTHWEST ■ L A > L =AL r �2 x STU Palk PI-AN 16" L. (2) I6� c 12" O.S. MAX. c 5?l1 LA AL PETALL 18 2x a'.l K5 '-5i1TJ'r (2) 16.x'. NA1! 5 NOT 70 S :AL Nor TO 5%A'= JOB rV%2s ilt CALCULATED BY DAT. } jv S NO. Ll lit -. . L.AT � AL 7,ETAIL 17 �+R Yid 1:1". _ a, 'LATERAL. ETA l L NOT TO s ,AL_ L ?x S OID 31..O' -SKIN6 c NOT TO % ALB v,innnn�wn W i G. a 93 z _ � • w JU O 0 N 0 W W CO Lt. W g J u. c = a I- W co I 0 Z 1 U.1 W O ▪ — O f` =W I - H U- - O W Z 0 O I- z Uniformly Loaded Floor Beam[ 97 UBC (91 NDS) ] StruCalc 4.06 By: JEFFREY DEROULET, ARCHITECTS NORTHWEST, INC. on: 05 -22 -2001 Project: 2535A3F - Location: BEAM OVER POWDER ROOM Summary: 3.50 IN x 9.25 IN x 7.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 27.6% Controlling Factor: Section Modulus / Depth Required 8.19 In Deflections: DLD= 0.02 Dead Load: Live Load: LLD= 0.06 0.08 Total Load: Reactions (Each End): RL= 1540 Live Load: 413 4 Dead Load: RD= RT= 1 Total Load: BL= 953 Bearing Length Regd.: Beam Data: Lu= 1.334 L= 7.0 Span: Maximum Unbraced Span: L/ 33 Live Load Deflect. Criteria: L/ 260 Total Load Deflect. Criteria: = 10 Floor Loading: Floor Dead Load: DL DL = 0 Side One: Floor Live Load: - L 1= 0.0 Tributary Load Span(Side One): LL 1 = 40 Side Two: Floor Live Load: LL 2= 1 1 Tributary Load Span(Side Two): C 1 Live Load Duration Factor. WALL= 0 Wall Load: A LL= 40 Average Uniform Live Load: 440 Beam Loading: L= Beam Total Live Load: gS w L = 8 Beam Self Weight: 118 Beam Total Dead Load: wT wD= = 11 118 Total Maximum Load: wTco= 558 Controlling Total Design Load: Properties For. #2- DOUGLAS FIR -LARCH Fb= 875 Bending Stress: Fv= 75 Shear Stress: v = 1600095 Modulus of Elasticity: Fc�e E= 000 Stress Perpendicular to Grain: 625 Adjusted Properties: Fb�= 1048 Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Cf=1.20 Fv'= 95 Fv': Adjustment Factors: Cd =1.00 Design Requirements: M= 3417 Maximum Moment: M Shear (@ d from beam end): = 34 1523 Comparisons With Required Sections: Sreq= Section Modulus: S= Area: Moment of Inertia: Areq= A= lreq= 1= 39.2 49.9 24.1 32.3 63.7 230.8 IN IN = U1305 IN =U1029 LB LB LB IN FT FT PSF PSF FT PSF FT PLF PSF PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI FT -LB LB N3 N3 N2 N2 N4 N4 Roof Beam[ 97 UBC (91 NDS) } StruCaic 4.06 By: JEFFREY DEROULET, ARCHITECTS NORTHWEST, INC. on: 05 -22 -2001 Project: 2535A3F - Location: BEAM OVER COVERED PORCH Summary: 5.50 IN x 9.50 IN x 8.0 FT / #1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 38.8% Controlling Factor: Area / Depth Required 7.24 In Deflections: Dead Load: DLD= 0.05 IN Live Load: LLD= 0.07 IN = L/1455 Total Load: TLD= 0.11 IN = U857 Reactions (Each End): Live Load: RL= 1800 LB Dead Load: RD= 1258 LB Total Load: RT= 3058 LB Bearing Length Reqd.: BL= 0.89 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 6.00 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect Criteria: U 180 Beam Loading: Live Load: LL= 25 PSF Side One: Roof Dead Load: DL1= 0 PSF Roof Rafter Tributary Width: TW1= 0.0 FT Side Two: Roof Dead Load: DL2= 15 PSF Roof Rafter Tributary Width: TW2= 18.0 FT Roof Duration Factor. Cd= 1.15 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 8.0 FT Beam Live Load W/ Slope Red'n: wL= 450 PLF Beam Self Weight: BSW= 13 PLF Beam Total Dead Load: wD= 315 PLF Total Maximum Load: wT= 765 PLF Controlling Total Design Load: wTcont= 765 PLF Properties For. #1- DOUGLAS FIR -LARCH Bending Stress: Fb= 1350 PSI Shear Stress: Fv= 85 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: FcjDerp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1550 PSI Adjustment Factors: Cd =1.15 CI =1.00 Cf=1.00 Fv': Fv'= 98 PSI Adjustment Factors: Cd =1.15 Design Requirements: Maximum Moment M= 6117 FT -LB Shear (@ d from beam end): V= 2453 LB 'Comparisons With Required Sections: Section Modulus: .. Sreq= 47.4 N3 S= 82.7 N3 Area: Areq= 37.7 N2 A= 52.2 N2 Ireq= 82.6 N4 I= 392.9 N4 Moment of Inertia: • Roof Beam[ 97 UBC (91 NDS) ] StruCalc 4.06 By: JEFFREY DEROULET, ARCHITECTS NORTHWEST, INC. on: 05 -22 -2001 Project: 2535A3F - Location: LARGE GARAGE DOOR HEADER Summary: 3.50 IN x 11.25 IN x 16.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 127.7% Controlling Factor. Section Modulus 1 Depth Required 7.46 In Deflections: DLD= 0.10 Dead Load: Live Load: LLD= 0.11 0.21 Total Load: Reactions (Each End): RL= 40 RD= 34 0 Live Load: Dead Load: 745 Total Load: RT= BL= 74 744 Bearing Length Reqd.: Beam Data: 0 Lu= 2.L= 16.0 Span: Maximum Unbraced Span: Lu 6..0 Pitch Of Roof: U .0 Live Load Deflect. Criteria: U 180 0 Total Load Deflect. Criteria: Beam Loading: DL1= LL= Live Load: Side One: Roof Dead Load: - fW1= Roof Rafter Tributary Width: DW= Side Two: Roof Dead Load: - fW2= Roof Rafter Tributary Width: Cd= Roof Duration Factor. Slope Adjusted Lengths and Loads: Ladj= Adjusted Beam Length: wL= Beam Live Load W/ Slope Red'n: gSW= Beam Self Weight: wD= Beam Total Dead Load: = Total Maximum Load: wTc wTwT Controlling Total Design Load: ont Properties For. #2- DOUGLAS FIR -LARCH Fb= Bending Stress: Fv= Shear Stress: _ Modulus of Elasticity: Fc�e E E= Stress Perpendicular to Grain: Adjusted Properties: Fb'= Fb' (Tension): Adjustment Factors: Cd =1.15 C1 =1.00 Cf =1.10- Fv'= Fv': Adjustment Factors: Cd =1.15 Design Requirements: M= Maximum Moment: Shear (@ d from beam end): V= Comparisons With Required Sections: Sreq= Section Modulus: S= Area: Moment of Inertia: Areq= A= Ireq= I= IN IN = U1730 IN = U929 LB LB LB IN FT FT : 12 25 PSF 15 PSF 2.0 FT 0 PSF 0.0 FT 1.15 16.0 FT 50 PLF 10 PLF 43 PLF 93 PLF 93 PLF 875 PSI 95 PSI 1600000 PSI 625 PSI 1103 PSI 109 PSI 2980 FT -LB 658 LB 32.5 N3 73.8 N3 9.1 N2 39.3 N2 80.5 N4 415.2 N4 't, Roof Beam( 97 UBC (91 NDS) j StruCalc 4.06 By: JEFFREY DEROULET, ARCHITECTS NORTHWEST, INC. on: 05 -22 -2001 Project: 2535A3F - Location: MASTER BEDROOM WINDOW HEADER Summary: 3.50 IN x 11.25 IN x 8.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 33.3% Controlling Factor: Section Modulus / Depth Required 9.74 In Deflections: Dead Load: DLD= 0.04 Live Load: LLD= 0.05 Total Load: TLD= 0.09 Reactions (Each End): Live Load: RL= 1500 Dead Load: RD= 1045 Total Load: RT= 2545 Bearing Length Reqd.: BL= 1.16 Beam Data: Span: L= 8.0 Maximum Unbraced Span: Lu= 2.0 Pitch Of Roof: RP= 6.00 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Beam Loading: Live Load: LL= 25 Side One: Roof Dead Load: DL1= 15 Roof Rafter Tributary Width: TW1= 15.0 Side Two: Roof Dead Load: DL2= 0 Roof Rafter Tributary Width: TW2= 0.0 Roof Duration Factor. Cd= 1.15 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 8.0 Beam Live Load W/ Slope Red'n: wL= 375 Beam Self Weight BSW= 10 Beam Total Dead Load: wD= 261 Total Maximum Load: wT= 636 Controlling Total Design Load: wTcont= 636 Properties For. #2- DOUGLAS FIR -LARCH Bending Stress: Fb= 875 Shear Stress: Fv= 95 Modulus of Elasticity: E= 1600000 Stress Perpendicular to Grain: Fc perp= 625 Adjusted Properties: Fb' (Tension): Fb'= 1103 PSI. Adjustment Factors: Cd =1.15 CI =1.00 Cf =1.10 Fv': Fv'= 109 PSI Adjustment Factors: Cd =1.15 Design Requirements: Maximum Moment M= 5089 FT -LB Shear (@ d from beam end): V= 1948 LB 'Comparisons With Required Sections: Section Modulus: Sreq= 55.4 N3 S= 73.8 N3 Area: Areq= 26.8 N2 A= 39.3 N2 Ireq= 68.8 N4 I= 415.2 N4 Moment of Inertia: IN IN = U1846 z IN = U1088 LB "� w LB 2 LB 6 v IN 0 O co 0 FT co ui FT J F : 12 W0 PSF J u_¢ PSF co d FT w PSF Z H FT f- O zF- w FT PLF v PLF 0 N PLF o 1- PLF w w PLF H 0 u- PSI .. z PSI w 0 PSI P: z PSI 0 z • Combination Roof and Floor Beam( 97 UBC (91 NDS) ] StruCalc 4.06 By: JEFFREY DEROULET, ARCHITECTS NORTHWEST, INC. on: 05 -22 -2001 Project: 2535A3F - Location: CENTER BEAM 2 OVER GARAGE Summary: 5.125 IN x 16.50 IN x 12.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 238.6% Controlling Factor: Area / Depth Required 9.56 In Deflections: Dead Load: DLD= 0.03 Live Load: LLD= 0.08 Total Load: TLD= 0.11 Reactions (Each End): Live Load: RL= 3450 Dead Load: RD= 1269 Total Load: RT= 4719 Bearing Length Reqd.: BL= 1.42 Camber Reqd.: C= 0.04 Beam Data: Span: Maximum Unbraced Span: Live Load Deflect. Criteria: Total Load Deflect. Criteria: Camber Adjustment Factor: Roof Loading: Live Load: Dead Load: Roof Rafter Tributary Width: Roof Duration Factor: Floor Loading: Code Live Load: Floor Dead Load: Floor Joist Tributary Width: Floor Duration Factor. Wall Load: Beam Loads: Roof Live Load: Floor Live Load: Beam Self Weight Beam Total Dead Load: Total Maximum Load: Controlling Total Design Load: Properties For. 24F -V4- VISUALLY GRADED WESTERN SPS Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd =1.15 CI =1.00 Fv': Adjustment Factors: Cd =1.15 Design Requirements: Maximum Moment: Shear (@ d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: L= 12.0 Lu= 1.334 U 360 U 240 CAF= 1.5 X DLD LLroof= 23 PSF DLroof= 14 PSF TWroof= 6.0 FT Cdroof= 1.15 LLfloor= 40 PSF DLfloor= 10 PSF TWfloor= 11.0 FT Cdfloor= 1.00 WALL= 0 PLF wLroof= 135 PLF wLfloor= 440 PLF BSW= 21 PLF wD= 212 PLF wT= 787 PLF wTcont= 787 PLF Fb= 2400 PSI Fv= 190 PS Ex= 1800000 PS Ey= 1600000 PS Fc .perp= 650 PS Fb'= 2751 PS Fv'= 219 PS IN IN = U1854 IN = U1355 LB LB LB IN IN FT FT M= 14158 FT -LB V= 3638 LB Sreq= 61.8 N3 S= 232.5 N3 Areq= 25.0 N2 A= 84.5 N2 lreq= 372.7 N4 I= 1918.5 N4 Multi- Loaded Beam( 97 UBC (91 NDS) ] StruCalc 4.06 By: JEFFREY DEROULET, ARCHITECTS NORTHWEST, INC. on: 05 -22 -2001 Project: 2535A3F - Location: BEAM OVER GARAGE Summary: 5.125 IN x 15.00 IN x 20.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 57.4% Controlling Factor: Moment of Inertia / Depth Required 12.89 In Deflections: Dead Load: DLD= 0.18 IN Live Load: LLD= 0.42 IN = U567 Total Load: TLD= 0.61 IN U396 End Reactions(Left Side): Live Load: RL1= 3840 LB Dead Load: RD1= 1780 LB Total Load: RT1= 5620 LB End Reactions(Right Side): Live Load: RL2= 2460 LB Dead Load: RD2= 960 LB Total Load: RT2= 3420 LB Bearing Length Reqd.(Left) : BL1= 1.69 IN Bearing Length Reqd.(Right): BL2= 1.03 IN • Camber Reqd.: C= 0.27 IN Beam Data: Span: L= 20.0 FT Maximum Unbraced Span: Lu= 1.334 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor. CAF= 1.5 X DLD Uniform Load: Live Load: wL= 200 PLF Dead Load: wD= 50 PLF Beam Self Weight BSW= 19 PLF Total Load: wT= 269 PLF Concentrated Load P1: Live Load: PL1= 2300 LB Dead Load: PD1= 1367 LB Total Load: PT1= 3667 LB Location: X1= 4.0 FT Properties For. 24F -V4- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticity: Ex= 1800000 PSI. Ey= 1600000 PSI Stress Perpendicular to Grain: Fc perp= 650 PSI Adjusted Properties: Fb' (Tension): Fb'= 2359 PSI • Adjustment Factors: Cd =1.00 CI =1.00 Cv =0.98 Fv': Fv'= 190 PSI Adjustment Factors: Cd =1.00 Design Requirements: • Maximum Moment: M= 21769 FT -LB 7.272 FT From Left Support Shear (@ d from beam end): V= 5285 LB Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Sreq= 110.8 N3 S= 192.1 N3 Areq= 41.8 N2 A= 76.8 N2 Ireq= 915.6 N4 I= 1441.4 N4 Multi- Loaded Beam( 97 UBC (91 NDS) J StruCalc 4.06 By: JEFFREY DEROULET, ARCHITECTS NORTHWEST, INC. on: 05 -22 -2001 Project: 2535A3F - Location: CENTER BEAM OVER GARAGE Summary: 5.125 IN x 16.50 IN x 20.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 7.9% Controlling Factor: Moment of Inertia / Depth Required 16.09 In Deflections: 0.23 Dead Load: Live Load: 0.62 Total Load: 0.85 End Reactions(Left Side): 7080 Live Load: 2903 Dead Load: 9983 Total Load: End Reactions(Right Side): 070 Live Load: 5 5070 6775 Dead Load: 1 Total Load: 775 Bearing Length Reqd.(Left) : 2.03 Bearing Length Reqd.(Right): 0.35 Camber Regd.: Beam Data: 20.0 Span: 3 30 1. Maximum Unbraced Span: .334 Live Load Duration Factor. 360 Live Load Deflect. Criteria: 0 Total Load Deflect. Criteria: 36 40 Camber Adjustment Factor. Uniform Load: Live Load: Dead Load: Beam Self Weight Total Load: Concentrated Load P1: Live Load: Dead Load: Total Load: Location: Properties For. 24F -V4- VISUALLY GRADED WESTERN SPS Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Cv =0.97 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Maximum Moment: 8.126 FT From Left Support Shear (@ d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: DLD= LLD= TLD= RL1= RD1= RT1= RL2= RD2= RT2= BL1= BL2= C= L= Lu= Cd= L/ L/ CAF= wD= BSW= . wT= PL1= PD1= PT1= X1= Fb= Fv= Ex= Ey= Fc_perp= Fb'= 440 110 21 571 3350 LB 1997 LB 5347 LB 4.0 FT 2400 PS 190 PS 1800000 PS 1600000 PS 650 PS 2336 PS Fv'= 190 PS IN IN = L/388 IN = L/283 LB LB LB LB LB LB IN IN IN FT FT X DLD PLF PLF PLF PLF M= 40224 FT -LB V= 9199 LB Sreq= 206.7 N3 S= 232.5 N3 Areq= 72.7 N2 A= 84.5 N2 Ireq= 1778.9 N4 I= 1918.5 N4 . w ) Multi- Loaded Beam[ 97 UBC (91 NDS) I StruCaic 4.06 By: JEFFREY DEROULET, ARCHITECTS NORTHWEST, INC. on: 05 -22 -2001 Project 2535A3F - Location: FLOOR BEAM OVER GARAGE Summary: 5.125 IN x 12.00 IN x 10.0 FT / 24F -V4 - VISUALLY GRADED WESTERN SPS - Dry Use Section Adequate By: 17.3% Controlling Factor. Section Modulus / Depth Required 11.08 In Deflections: DLD= 0.09 IN Dead Load: LLD= 0.14 IN = L/847 Total Load: tal Load: TLD= 0.23 IN = U529 To End Reactions(Left Side): RL1= 2300 LB Live Load: RD1= 1385 LB Dead Load: Total Load: RT1= 3685 LB End Reactions(Right Side): RL2= 3350 LB Live Load: Rp2= 2015 LB Dead Load: RT2= 5365 LB Total Load: 1.11 IN BL2= Bearing Length Reqd.(Left) : 1 BL1= 1. IN Bearing Length Reqd.(Right): C= 1 . 6 3 IN Camber Regd.: Beam Data: Span: LuL= 10.0 FT 1.3 34 FT Maximum Unbraced Span: Lu= 1.334 Live Load Duration Factor. CL/ d= Live Load Deflect. Criteria: 240 Total Load Deflect Criteria: CAF= L/ 36 4 0 X DLD Camber Adjustment Factor. Uniform Load: wL= 40 PLF Live Load: wD= 10 PLF BSW= 1 Dead Load: 15 PLF .. Beam Self Weight W T= 1 5 PLF Total Load: Concentrated Load P1: PL1= 5250 LB Live Load: PD1= 3150 LB Dead Load: PT1= 8400 LB Total Load: Location: X1= 6.0 FT Properties For. 24F V4- VISUALLY GRADED WESTERN SPS Fb= 2400 PSI Bending Stress: Fv= 190 PSI Shear Stress: Ex= 1800000 PSI Modulus of Elasticity: Ey= 1600000 PSI Fc .perp= 650 PSI Fb'= 2395 PSI Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd =1.00 CI =1.00 Fv': Adjustment Factors: Cd =1.00 Design Requirements: Maximum Moment: 6.0 FT From Left Support Shear (@ d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: Fv'= 190 PSI M= 20939 FT -LB V= 5300 LB Sreq= 104.9 S= 123.0 Areq= 41.9 A= 61.5 I req= 334.8 1= 738.0 N3 N3 N2 N2 N4 N4 e. Roof Beam( 97 UBC (91 NDS) 1 StruCalc 4.06 • By: JEFFREY DEROULET, ARCHITECTS NORTHWEST, INC. on: 05 -22 -2001 Project: 2535A3F - Location: BEAM BETWEEN DINING AND LIVING Summary: 3.50 IN x 9.25 IN x 12.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 26.4% Controlling Factor Section Modulus / Depth Required 8.23 In Deflections: DLD= 0.10 Dead Load: Live Load: LLD= 0.18 Total Load: TLD= 0.28 Reactions (Each End): RL= 840 Live Load: RD= 480 Dead Load: R 1320 Total Load: Bearing Length Reqd.: BL= 0.60 Beam Data: Span: L= 12.0 Maximum Unbraced Span: Lu= 2.0 Pitch Of Roof: RP= 3.00 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: U 180 Beam Loading: LL= 10 Live Load: DLL= 0 Side One: Roof Dead Load: - I DL 1= 0.0 Roof Rafter Tributary Width: 2= 5 Side Two: Roof Dead Load: - DL L 2= 14.0 Roof Rafter Tributary Width: Cd= 1.15 Roof Duration Factor. Slope Adjusted Lengths and Loads: = 12.0 Adjusted Beam Length: Ladj adj 140 Beam Live Load W/ Slope Red'n: BSW= 8 Beam Self Weight: = 80 w p Beam Total Dead Load: wD= Maximum Load: wTc 220 220 Controlling Total Design Load: Properties For. #2- DOUGLAS FIR -LARCH Fb= 875 Bending Stress: Shear Stress: Fv= 95 Modulus of Elasticity: E= 1600000 Stress Perpendicular to Grain: Fc_perp= 625 Adjusted Properties: Fb'= 1203 Fb' (Tension): Adjustment Factors: Cd =1.15 CI =1.00 Cf =1.20 Fv'= 109 Fv': Adjustment Factors: Cd =1.15 Design Requirements: . Maximum Moment: M= Shear (@ d from beam end): V 'Comparisons With Required Sections: Sreq= Section Modulus: . S= Area: Areq= A= Ireq= I= Moment of Inertia: IN IN = L/814 IN U518 LB LB LB IN FT FT :12 PSF PSF FT PSF FT FT PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI. PSI 3960 FT -LB 1151 LB 39.5 N3 49.9 N3 15.8 N2 32.3 N2 80.2 N4 230.8 N4 • 4. 4 A y Multi- Loaded Beam[ 97 UBC (91 NDS) ] StruCalc 4.06 By: JEFFREY DEROULET, ARCHITECTS NORTHWEST, INC. on: 05 -22 -2001 Project: 2535A3F - Location: BEAM OVER NOOK Summary: 3.125 IN x 15.00 IN x 10.0 FT / 24F -V4 VISUALLY GRADED WESTERN SPS Dry Use Section Adequate By: 42.7% Controlling Factor: Area 1 Depth Required 11.77 In Deflections: Dead Load: DLD= 0.05 IN Live Load: LLD= 0.11 IN = U1087 Total Load: TLD= 0.17 IN = U726 End Reactions(Left Side): Live Load: RL1= 4875 LB Dead Load: RD1= 2622 LB Total Load: RT1= 7497 LB End Reactions(Right Side): Live Load: RL2= 3675 LB Dead Load: RD2= 1786 LB Total Load: RT2= 5461 LB Bearing Length Reqd. (Left) : BL1= 3.69 IN Bearing Length Regd.(Right): BL2= 2.69 IN Camber Reqd.: C= 0.08 IN Beam Data: Span: L= 10.0 FT Maximum Unbraced Span: Lu= 1.334 FT Live Load Duration Factor: Cd= 1.00 Live Load Deflect. Criteria: U 360 Total Load Deflect. Criteria: U 240 Camber Adjustment Factor. CAF= 1.5 X DLD Uniform Load: 705 PLF Live Load: wL= Dead Load: wD= 325 PLF Beam Self Weight: BSW= 11 PLF Total Load: wT= 1041 PLF Concentrated Load P1: Live Load: PL1= 1500 LB Dead Load: PD1= 1045 LB Total Load: PT1= 2545 LB Location: X1= 1.0 FT Properties For. 24F -V4- VISUALLY GRADED WESTERN SPS Bending Stress: Fb= 2400 PSI Shear Stress: Fv= 190 PSI Modulus of Elasticity: Ex= 1800000 PSI Ey= 1600000 PSI Fc_perp= 650 PSI Fb'= 2383 PSI PSI Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd =1.00 CI =0.99 Fv': Fv'= 190 Adjustment Factors: Cd =1.00 Design Requirements: Maximum Moment: 4.756 FT From Left Support Shear (@ d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: M= 14321 FT -LB V= 4160 LB Sreq= 72.2 N3 S= 117.1 N3 Areq= 32.9 N2 A= 46.8 N2 Ireq= 291.1 N4 I= 878.9 N4 r: sKa .�.� +ove.:F ;ak:..C:�C: >a�:w• :: ;rixJ' +i+. »:w.'. • Roof Beam[ 97 UBC (91 NDS) I StruCalc 4.06 By: JEFFREY DEROULET, ARCHITECTS NORTHWEST, INC. on: 05 -22 -2001 • Project: 2535A3F - Location: BONUS ROOM WINDOW HEADER Summary: 3.50 IN x 9.25 IN x 8.0 FT / #2 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 63.0% Controlling Factor: Section Modulus / Depth Required 7.24 In Deflections: Dead Load: DLD= 0.04 IN Live Load: LLD= 0.06 IN = U1710 Total Load: TLD= 0.10 IN.= L/1002 Reactions (Each End): Live Load: RL= 900 LB Dead Load: RD= 635 LB Total Load: RT= 1535 LB Bearing Length Reqd.: BL= 0.70 IN Beam Data: Span: L= 8.0 FT Maximum Unbraced Span: Lu= 2.0 FT Pitch Of Roof: RP= 6.00 : 12 Live Load Deflect. Criteria: U 240 Total Load Deflect. Criteria: L/ 180 Beam Loading: Live Load: LL= 25 PSF Side One: Roof Dead Load: DL1= 15 PSF Roof Rafter Tributary Width: TW1= 9.0 FT Side Two: Roof Dead Load: DL2= 0 PSF Roof Rafter Tributary Width: TW2= 0.0 FT Roof Duration Factor. Cd= 1.15 Slope Adjusted Lengths and Loads: Adjusted Beam Length: Ladj= 8.0 FT Beam Live Load W/ Slope Red'n: wL= 225 PLF Beam Self Weight: BSW= 8 PLF Beam Total Dead Load: wD= 159 PL. Total Maximum Load: wT= 384 PLF Controlling Total Design Load: wTcont= 384 PLF Properties For. #2- DOUGLAS FIR -LARCH Bending Stress: Fb= 875 PSI Shear Stress: Fv= 95 PSI Modulus of Elasticity: E= 1600000 PSI Stress Perpendicular to Grain: Fc perp= 625 PSI Adjusted Properties: Fb' (Tension): Fb'= 1203 PSI. Adjustment Factors: Cd =1.15 C1 =1.00 Cf =1.20 Fv': Fv'= 109 PSI Adjustment Factors: Cd =1.15 Design Requirements: Maximum Moment M= 3070 FT -LB Shear (@ d from beam end): V= 1239 LB 'Comparisons With Required Sections: Section Modulus: Sreq= 30.7 N3 S= 49.9 N3 Area: Areq 17.1 N2 A= 32.3 N2 Ireq= 41.5 N4 I= 230.8 N4 Moment of Inertia: Combination Roof and Floor Beam[ 97 UBC (91 NDS) j StruCalc 4.06 By: JEFFREY GARAGE DOOR HEADER TS NORTHWEST, INC. on: 05 -22 -2001 Project 2535A3F - Location: SMALL Summary: 5.50 IN x 9.50 IN x 8.0 FT 1#1 - DOUGLAS FIR -LARCH - Dry Use Section Adequate By: 161.0% Controlling Factor: Area / Depth Required 5.24 In Deflections: DLD= 0.02 Dead Load: Live Load: LLD= 0.04 TLD= 0.06 Total Load: Reactions (Each End): RL= 1160 Live Load: Dead Load: RD= 467 Total Load: BL= RT= 146 627 Bearing Length Regd.: Beam Data: • 4 Lu= 1.33L= 8.0 Span: Maximum Unbraced Span: L/ 360 Live Load Deflect. Criteria: L/ 260 Total Load Deflect. Criteria: Roof Loading: LLroof= 23 Live Load: Dead Load: TDLroof= 14 roof= 4.0 Roof Rafter Tributary Width: W roof= 1..0 Roof Duration Factor. 1 40 Floor Loading: L Code Live Load: L L 0 Floor Dead Load: D floor- 1 0 Floor Joist Tributary Width: Cdfloor- 1 Floor Duration Factor. WALL= 0 Wall Load: Beam Loads: Roof Live Load: Floor Live Load: Beam Self Weight Beam Total Dead Load: Total Maximum Load: Controlling Total Design Load: Properties For. #1- DOUGLAS FIR -LARCH Bending Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties: Fb' (Tension): Adjustment Factors: Cd =1.15 CI =1.00 Cf =1.00 Fv': Adjustment Factors: Cd =1.15 Design Requirements: Maximum Moment: Shear (@ d from beam end): Comparisons With Required Sections: Section Modulus: Area: Moment of Inertia: wLroof= wLfloor= BSW= wD= wT= wTcont= 90 200 13 117 407 407 Fb= 1350 Fv= 85 E= 1600000 Fc_perp= 625 Fb'= 1551 Fv'= 98 IN IN = L/2258 IN =1../1610 LB LB LB IN FT FT PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF PSI PSI PSI PSI PSI PSI M= 3254 FT -LB V= 1305 LB Sreq= S= Areq= A= Iraq= I= 25.2 N3 82.7 N3 20.1 N2 52.2 N2 62.7 N4 392.9 N4 I f11 ARCHITECTS NORTHWEST Architects Northwest, Inc... 18915 142nd Avenue NE Suite 100 Woodinville, WA 98072 December 10, 2003 To: Building Department RE: Dream CatcherHomes P: 425 - 485 -4900 F: 425- 987 -6585 Toll Frcc:1- 888 -ARCH -100 Email: ANW@ArchitectsNW.corn Subject: Architects Northwest Plan M2535A3F -17 All P1 -3 call outs on the plan will fall under the P1 -3a category found on page 6 of 6 under shear wall schedule. If you have further questions, please feel free to contact our office at (425) 485 -4900. Thank you for your time and assistance in this matter. Sincerely,. Zac ary R. Adams Architects. Northwest, Inc. ZPE —d 100 /100'd 161 -1 5046 0111611r0L ‘4 JEF STA' PAN MET 0 WASHINGTON C^ n nmaasnr :r :.r.: :..�.: 5899- 1817-0 'Ic)s-a18. 1S3MHIdON S1031IHOdV -110dJ DEPARTMENT :tip: ... • ■ wd06: Z 1 600Z-01-0: .: 09/08/2003 08:50 4257460860 FAX TO: Z'4 FAX COVER SHEET EARTH CONSUL I AN 15 Earth Consultants Inc. Gcomdmt I Gtglrtext•.c. Gce*itttsis A Envlronmr Scirnttsts Reference: 6 to ?(o Date: Oct ,O 8 0 5 FAX NUMBER: 2C0. 2- . t o 2. FROM: SUBJECT: F ft -u,, R�� T o5- nt--1.o3 41 ' (0 (o NUMBER OF PAGES INCLUDING COVER SHEET: 3 If you have any questions, please call (425) 643 -3780 • Our FAX number is (425) 74- 608-60 „. 74.7 - 1�c -�vo �t� if-/ c, 1 -Xta:) CC:1.. Ca .f o-P T u.kwt la zoco -4431 -3(L D 5 xneS 'Duna wa.yr 2. r Mc.? her 5or1 r Yt ' t nJr~c o v's, NAGE 01 i_ D o 74 Z 1805 . 136th Place N.E., Suite 201, Bellevue, Washington 98005 Bellevue (425) 643.3780 FAX (425) 746-0860 Toll Free (888) 733.6670 by/ 1Jt:1 /2 J nrs: on Project N1lksaat. 1.10.44 5b General Contractor Grading Contractor 4L714ouoou Earth Consultant, Inc. C7tw,lyVu kW F11oIR-1g. OR*deM A O11h 4711lnctbn Trilling ICAO wAn0 tibum 4tayt. 1805 1381h Place N.E., Suite 201 •8ollevur, WA 98005 Bellevue (4.25) 643.3780 • Toll Free (888) 729.6670 FAX (425) 748.0860 DAILY FIELD REPORT Job location (CASGA06 a4.61-1 General Contractors Superintendent Grading Foreman GMI\ 1 1 , VUI l■a.L— 1 n, i , ..• Field Rep. Time 0 Site 9 : 30 Awl Travel Time • 5 Permit No. Job No. Time OK Site 9'45 km Mlles by Hrs. Charged 3 O klurAS Page of Z Date 01-04,03 Weather r aAg. Visitors Client/Owner Received Unct»chad By Day of Ws* Thum vs, Np. ' Are approved Plans/Permits on -site ❑ Yes ❑ No Project No. Permit No. If No, contact the building department or explain below: I COPY TO: CONTINUED ON NEXT PAGE ❑ I H S •R.EO &�1!!d'i gCz 1A J�� oTr �.TC '�201/� � t� O P E C oN •.1 .L.TAT o .-1 S .etaall e&tc , ]ri a.tti s o be. Few- L.r .4 to L.crr S 'P.,oe.I.ti.anc 1Z v r,L w Pc*•ser A►.D��t l,G kTI Vka" t.1 y'; i 17_ .r.a,.lz4e�.) l r .,m � esr= TI4hs SIK.a.. - .._ _B oe.k .a .. 9 - 17,-___&_A ...) Co Llnpl. ure . (Lcr s st2L tc &—+ a wJirii A R G C•. a. ►�la �,z )d [sL�_ T .l 1•-t 1 CSI4Mismee,_ o. CiCg aw++�cG Q Ktoi•61 r. ar+.••a>QU4T I 0 u• • L t� 't t! R k .• .•• _. o r 1 s • .so Gow - - s . _ 4 C. ate• • C. ....... .. A CI.�S'r y OSw.TLI ?- tr.,' — T I A .. . !,,.L._ — — .s Tac -4cm. Tiler CC T AT I am a 1- Q ocAki ray Gcm -er cirl,la!S • Lc 4T r►4 - w. - _ .lict •,r L.44- a_ fZ.eac.l tTa LvT.c i i To 1 .■.. •.da•ra<tt t.4 Cj mr-d - *+Ca .. -T / q i.s. r Ao-folegaz ( Go ..- l.a. 2__ k. -.. ?I-it _ .71...c..1t , , f ry et 2ec,k. 4ca, Om Ot% • 1/.., IT: ECM Via_ ' r2eqL.4 - ......_ r /. AP . 2 S $7G Z ' ' f m _._. — A. .f .Ai /i t... . 4 �., .ti.. - Qs by/ 1Jt:1 /2 J nrs: on Project N1lksaat. 1.10.44 5b General Contractor Grading Contractor 4L714ouoou Earth Consultant, Inc. C7tw,lyVu kW F11oIR-1g. OR*deM A O11h 4711lnctbn Trilling ICAO wAn0 tibum 4tayt. 1805 1381h Place N.E., Suite 201 •8ollevur, WA 98005 Bellevue (4.25) 643.3780 • Toll Free (888) 729.6670 FAX (425) 748.0860 DAILY FIELD REPORT Job location (CASGA06 a4.61-1 General Contractors Superintendent Grading Foreman GMI\ 1 1 , VUI l■a.L— 1 n, i , ..• Field Rep. Time 0 Site 9 : 30 Awl Travel Time • 5 Permit No. Job No. Time OK Site 9'45 km Mlles by Hrs. Charged 3 O klurAS Page of Z Date 01-04,03 Weather r aAg. Visitors Client/Owner Received Unct»chad By Day of Ws* Thum vs, Np. ' Are approved Plans/Permits on -site ❑ Yes ❑ No Project No. Permit No. If No, contact the building department or explain below: I COPY TO: CONTINUED ON NEXT PAGE ❑ I VII VV/ d Vv. v� Project 1-114.L. S &t uov,�} General Contactor Grading Contractor Earth Consultants, Inc 17n9eedrueie amkta111a • Urilnt tnnId f 1 niL+t• 021PfliCUITI Minna IrJl1 / D.+ti•On'rl'+/%$rrvke+ 1806 13601 Place N.E., Suite 201 • Bellevue, WA 98005 Sepevue (425) 643 -3780 • ToN Free (E66) 738.6670 FAX (425) 746 -0e60 DAILY FIELD REPORT Job Location tCAsCikuE 4) 42" sr - 411.11.4 Grading Foreman Are approved Plans/Permits on -site ❑ Yes ❑ No Project No. Permit No. 1 eld Rep. Time Obi Site Travel Time Permit N . " General Contractor's Superintendent Job No. ex/ Time Off Site Mee Hrs. Char )e 1. P 2I Date 64.4N.03 Weather Client/Owner .7:4k Received Unchecked By chel W R0 Ne, Oay of Week TIAt.op fj � �4�03 If No, contact the building department or explain below. COPY TO: CONTINUED ON NEXT PAGE ❑ '2'a;k'+;ty'NV Fv: vct .v;.i.Y:xn.i:'ki:'tr. ?o�fJfi" ' j s R E*a.cE CI) EtZ wA s o ,.4 -, re - 7 C P a.o via lf? o ••.al.., r am o Ai • roor& 10 oT Z © 7..E1/E 4t.r'1D 01 .mria.R -1, a-ri D aF+,slg' 1 --ferl or L o r ' Z C IS .4 [GLr r L.a T M4 A /4 ... " .."4 rZt G+1 faita.) o Pal Q rc CC Y't A.4.- <"I at-/ T 1�• 1 • :I i O .._ 18? - op t in 1- . Z , :+ 4 3j A7 , VII VV/ d Vv. v� Project 1-114.L. S &t uov,�} General Contactor Grading Contractor Earth Consultants, Inc 17n9eedrueie amkta111a • Urilnt tnnId f 1 niL+t• 021PfliCUITI Minna IrJl1 / D.+ti•On'rl'+/%$rrvke+ 1806 13601 Place N.E., Suite 201 • Bellevue, WA 98005 Sepevue (425) 643 -3780 • ToN Free (E66) 738.6670 FAX (425) 746 -0e60 DAILY FIELD REPORT Job Location tCAsCikuE 4) 42" sr - 411.11.4 Grading Foreman Are approved Plans/Permits on -site ❑ Yes ❑ No Project No. Permit No. 1 eld Rep. Time Obi Site Travel Time Permit N . " General Contractor's Superintendent Job No. ex/ Time Off Site Mee Hrs. Char )e 1. P 2I Date 64.4N.03 Weather Client/Owner .7:4k Received Unchecked By chel W R0 Ne, Oay of Week TIAt.op fj � �4�03 If No, contact the building department or explain below. COPY TO: CONTINUED ON NEXT PAGE ❑ '2'a;k'+;ty'NV Fv: vct .v;.i.Y:xn.i:'ki:'tr. ?o�fJfi" SEP -12 -2003 07:51 AM SABRA ENGINEERS Sep 12,2003 City of Tukwila Building Department Tukwila,Washington Re: Cascade .Glen- Development Lot 20 eL� Tukwi la' Washington Gentlemen, According to the site conditions of the above lot a typical foundation wall with a maximum unbalanced fill of 2' -6" will be used per attached sketch SKI. The maximum embedment of the foundation wall footing below the lower finish grade is irrelevant as long as the max. unbalanced fill is maintained at 2' -6" max. Please, see attached schedule for the cantilever retaining wall. If you have any questions please give me a call. Sincerely, Khaled Y. Sabra , 50 t,00 BASCO CDNSULTING ENGINEERS INC. 2200 MERCHANT WAY EVERETT, WASHINGTON 98208 TEL: (425) 338 0342 425 379 9025 P.01 ..517151C 17 /a .:L ?a`•.:d;.s 'a1i�i;t a 'i4, .4444I :'.4'lntwtiJ i ll`a;yiiV.;:it �':,�k:..'.Li:�wi 'r'`�::;1 iii:,° Y•'d SEP -11 -2003 09:44 PM SAORA ENGINEERS 425 379 9025 BOIL BACKFILL WALL WITH EQUAL LIFTS OF 2' -8" MAX. 7, z 2 COMPACT SOIL IN FRONT OF WALL POUR FOOTING ON UNYIELDING SOL 4 0 10" O.C. HORIZ. I 4 0 16" O.C. VERT. INSIDE FACE MilikM,.._••• \ -■•1 1r .- -■■ v 1' -4" • • O . .• • • 1 1 2 TYPICAL FOUNDATION WALL CAUOAOE OLEN C LOT 20) TUKWIL,A. WAONINOTON DATE: ACP , V. a04• Oh KY a 50 WRaIP ANA NA`.' t3VtNCTT. WWA•NIN•TON ••aa. TEL. 14251 *ad MAIM OAOCO CONOULTINO CNOINEER■ 11-41C. I 4 CONT. FINISH GRADE 4" 0 PER PVC DRAIN TO DAYLIGHT IN WASHED GRAVEL 4 CONT. Asp "iv CASCADE GLEN ( LOT 20) TUKWILA, WAUMINOTON NOTES; 1.CONCRETE STRENGTH F'c = 2500 psi 2. GRADE 40 REIFORCEMENT CRAWL SPACE COMPACT SOIL IN FRONT OF FOOTING . FINISH GRADE ./) 2 "CLR. , #4 018" T&B AS SHOWN �-- od —J 2 — #4 CONT. LAP P 24" 0 SPLICES " & HOOK ENDS AT INTERSECTING FOOTINGS #4 0 7 1/2" o.c. 9700 MERCHANT WAY 1VCNCTT, WA.MINOTON 0•90B T«i 140$1 70I 0140 (2) #4 CON 8 • 2' -0" RETAINING 111/1113211 MIttnettlir —FREE DRAINING GRANULAR BACKFiLL TO WITHIN 12" OF FINISH GRADE r, o 6, / / f.-- -- #4 0 7 1/2 " O.C. 0 SOIL FACE tp WATERPROOFING r` 'I r 12" MIN. 1 1 /2 "CL WALL LEVEL BACKFILL IMPORTANT (Note: All dimensions are not to scale BANCO CONCU LTINI3 INI3I NEEIti1 INC. #4 010 "o.c. HORIZ. 4"0 PERF. PVC DRAIN TO DAYLIGHT IN WASHED GRAVEL — REINF. PER SCHEDULE 5" RADIUS BEND POUR FOOTING ON UNYIELDING SOIL EXPIRES AlN/L 14 /W610 4 OAc•e's 0 82133NION3 a21HaS Wd ZT :80 £003- T3 -d3S _� ":' .+M , F' ' - YHFhrmb:.. ;•V,'rM.x wur •, ,,,,,, ..r.... wm,.«,..r n, �Kmw.r , SABCO CONSULTING ENGINEERS INC. k.abraSworldnetatt.n.t - R0°° Cantilevered Retaining Wa Design I use: Kw�o 50l6, v 5 . 6 .0, 2•sp•2oo2 Page 1 L C 19a7• 2 ENERCALC IMIrN/l,y Software c:\r� locum ms\ 2003 \20335 \an�\ralcs.rcw :Calk Description 1'-6 " WALL(revised) [Criteria Retained Height - • 7.50 ft Wall height above *011 • 0.50 R Slope Behind Will 0.00 : 1 Height of Soil over Toe = 0.00 In Soil Density • 120.00 pcf Wind on Stem • 0.0 psi Dasi n Summa Total Bearing Load = 2,132 Ibs ...resultant ecc. • 10.07 in Soil Pressure 0 To Soil Pressure Heel 1,429 paf OK 0 psi OK Allowable - 2,000 pet Soil Pressure Lees Than Allowable ACI Factored S Toe = 2,001 pat ACI Factored 0 Heel = 0 psf Footing Shear a To • 15.1 psi OK Footing Shear at Neel = 123 psi OK Allowable • 85.0 psi Wall Stability Ratios Overturning 21 nK Sliding Sliding Calks (Vertical Component NOT hied) Lateral Sliding Faroe - 1,216.3 Ibe Naa'1'00% Passive Forcing • 121.5 Ibe leas 100% Friction Force. • 7461 Ibe Added Force Raq'd 7 Iba NG ....for 1.5:1 Stability • Footing Design Results ,un.r Factored Pressure • ...10,- 2,00 0 Mi Mu' : UpwaM • 3,108 4 R-0 Mu' : Downward • 350 718 ft-0 Mu: Design = 2,768 714 ft-0 Actual 1 -Way Shear • 15.06 12.30 psi Allow 1 -Way Shear = 85.00 (15.00 pal Toe Reinforcing ■ None Spec'd Heal Reinforcing • None Speo'd Kay Reinforcing • None Spec'd Soil Data era Folit:.C. ilekviRdp Fort A FAG"caA or SAFerY OF i H SI.it)i M c.. is q >;.t,14IP? C 4 VACOd RE.1 wAIt4.-• FvvtlNG tA z tN 1 44_ Z _ to 4. Allow Soil Bearing Equivalent Fluid Pressure Heel Active Pressure Toe Active Pressure Passive Pressure Water height over heel FoolingllSoll Friction Soli height to ignore for passive pressure Scope : Stem Construction Design height Wall Material Above "Ht" Thickness Reber Size Reber Spacing Reber Placed it Design Data Ib/FB + fa/Fa Title : CASCADE GLEN LOT 20 Job N 20336 Degnr: KHALED Y. SABRA P.E. Date: 10 :10PM, 20 SEP 03 DSSCNptton : CANTILEVER RETAINING WALL = 2,000.0 pat Method • 35.0 = 0.0 • 350.0 • 0.0 R • 0.350 ▪ 0.00In Total Fora O Section Ibs = Moment-Actual R-1 • Moment Allowable Shear Actual pal • Shear Allowable psi = Bar Develop ABOVE Ht. In e Bar Lap/Hook BELOW Ht. in= Well Weight Reber Depth 'd' Masonry Data - - fm Fe Solid Grouting Special Inapectlon Modular Ratio 'n' Short T•rm Factor Equiv. Solid Thick. Masonry Black Type Concrete Data fc Fy • in= poi= psi = • • 2 1 I Top Stem Stem OK ft■ 0.00 = Concrete ▪ 8.00 • 0 4 • 7.50 • Edge 0.727 1,673,4 4,153.6 5,758.3 22.3 85,0 12.48 6.00 98.7 6.25 pal= 2,500.0 pals 40,000.0 2(1 [ Strengths & Dimensions - wa t'c = 2,500 pal Fy ■ 40,000 psi Min. As % = 0.0000 Toe Width - 2.00 R Heel Width = 1.67 Total Footing Width = • -- Ter Footing Thickness = 10.00 in Kay Width = 0.00 In Key Depth = 0.00 in Key Distance from Toe • 0.00 ft Cover ® lop = 0.00 in ® 81m.= 0.00 In Other Acceptable Sires a S actsrt-� Toe: 040 18,50 In, 050 28,76 In, 060 40.75 in, 170 48.26 in 080 48.25 in, 090 4 Heal: Not req'd, Mu < S • Fr Key: No key defined �► A pawl SrAMNe. IIV -01" AS :. J ` ._ O 1te36 ih` < AK .% 0 e 1 (7- * 4 to Hat ) Fo o T l rt 4. CA I-( S P A r-i 12, O" zzla ar � . %Z.!1► ,.. ,, MAati „,7�.. ..... wd z I se 2ee z -d� . e+ e�ix �., e. z. .aa c e,m� .�e�....x�awFr�f,m SARCO CONSULTING ENGINEERS INC. keabraeworldneLattnet Rev; 560000 Usti: KW.0605036. Vs( 5.6.0.2•Soo.2002 0 1063.2002 ENERCALC E rneerii So Description Summa Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load C Stem Above Solt • SslsmlcLoad 7'-6 "RETAINING WALL(revised) of Overtumin & Resistin ' Forces I Moments OVERTURNING Force Distance Moment lbs ft ft->ta Cantilevered Retaining Wall Design \m 1,216,3 2.78 3,375.8 0.28 O.T.M. • 3,375.8 • 1.0 Total - 1,215.3 RsslstinglOverturning Ratio venial Loads used for Soil Pressure a 2,132.0 lbs Vertical component of active pressure NOT used for soil pressure Title : CASCADE GLEN LOT 20 Job if 20338 Degnr: KHALED Y. SABRA P.E. Date: 10:10PM, 20 SEP 03 Description : CANTILEVER RETAINING WALL Scope : Soil Over Heel • Sloped Soil Over Heel Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem Soil Over Too Surcharge Over Toe = Stem Weight(s) _ Earth C Stem Trsnsltlons= Footing Weight Key Weight Vert. Component a a a Page 2 aocumntA2003 \20398 \rn \ cilctecw:Ceic RESISTING Ford Distance lbs ft 900.3 3.17 3(4 Moment 14 2,851.1 0.00 773.3 2.33 1,804.4 468.4 1.83 840.4 Total ■ 2,132.0 be R.M. a 6,488.0 z rf' W . Ce J 00 0 W1- N L w00 • Q co I W z � 1- O Z I- W M p 0 O -. O I- W • W H H u' .. Z w 0 Z 220O MERCHANT WAY EVERETT, WASHINGTON 98208 TEL. / FAX: (421) 939 0342 SBA ®C® CONSULTING ENGINEERS INC. SUBJECT: R.Lt1i 1 01 Z - 14 0.1114 - ; f.067..6.4. 1■a Jon: CAS CAD Cr Lal.t L. 7 113 DATE: 5LP 21 BY KYS JOB*:S 3 SHEET * N3t lHtlS Wcl ET: 80 £00Z— T Z —d Ynr.-.. It Z ~ • W 6 U U O co J = F— W O LL. < D W Z I— O Z I U 0 O — 0H w w �O .. Z W • = O • E- Z r NOTES; 1.CONCRETE STRENGTH rc = 2500 psi [2. GRADE 40 REIFORCEMENT 0 PLACE FINISH GRADE PRIOR TO BACKFILLING WALL— COMPACT SOIL IN FRONT OF FOOTING & WALL AS T&B SHOWN WN S #4 0 7 1/2" o.c: i (2) #4 CON1 LEVEL BACKFILL IMPORTANT 2 "CLR.,, a e- 2' -0" IN / p S p p p RETAINING WALL FREE DRAINING GRANULAR BACKFILL TO WITHIN 12' OF FINISH GRADE #4 010 "o.c. HORIZ. #4 0 7 1/2 " O.C. 0 SOIL FACE P - Ip t p WATERPROOFING r` 12" ' 4 "0 PERF. PVC MIN. DRAIN TO DAYLIGHT IN WASHED GRAVEL --� 1 1 /2 "CL REINF. PER SCHEDULE 5" RADIUS BEND POUR FOOTING ON UNYIELDING SOIL • 0 (Note: All dimensions are not to scale) CASCADE OLEN ( LOT 20) TUKWILA, WAOMINOTON DATE: MCP 17, 5003 BY: KYR LIDO MdNONAWT WAY avuuITT. WAININSWN 9l$Os TELl IA /A) 113B 0141 UASCO CONSULTING ENIIINCKKB IND. r ams A 12, bo I . se /z, to-2 4 MALOiNG DEPARTMENT Sd33NIDN3 dasas -- (D o alg Wd S0:2.0 £00Z- Zt -d3S �. • Wit • SAYCO CONSULTING ENGINEERS INC. ksabree worldnstatt.net Scope : I gqoy: 560000 L CZ: KW.o605036, Vet 5.6.0. 2.sep.20o2 Cantilevered Retaining Wall Design (019812002 ENERCALC Enaineerine Software Description 7'-8 "RETAINING WALL I Criteria Retained height = 7.50 R Wall height above soli • 0.50 R Slope Behind Wall • 0,00 :1 Haight of Sod over Toe = 30.00 in Soil Density a 120,00 pd Wind an Stem = 0.0 psf Design Summary Total Bearing Load ...resultant *cc. 2,732 lbs • 10.06 in I Soil Pressure, Toe = 1,829 pd OK Soil Pressure • Heel • 0 psi OK Allowable = 2, pat Soil Pressure Less Than Allowable ACI Factored • Top = 2,661 pat ACI Factored 04 Heel = 0 pat Footing Shear ! Toe a 15.3 pal OK Footing Shear §) Heel = 12.2 psi OK Allowable = 85.0 psi Wall Stability Ratios Overturning = 1.61 OK Sliding 1.80 OK Sliding Cabs (Vertical Component NOT Used) Lateral Sliding Force a 1,215.3 lbs less 100% Passive Foros= - 1,944.4 'be less 100% Friction Force= - 0.0 lb. Added Force Req'd • 0,0 bs OK ....for 1.5 : 1 Stability = 0.0 lbs OK [Footing Des n Results Toes - Heel Factored Pressure a 2,561 0 psi Mu' : Upward c 3,979 5 110 Mu' : Downward 1,190 716 MI Mu: Design • 2.780 7131t -0 Actual 1 -Way Shear • 15.36 12.21 psi Allow 1-Way Shear • 65.00 85.00 psi Toe Reinforcing • None Speed Heel Reinforcing = None Sd Key Reinforcing s Soil DOt ammuswa t iumeimisisso ll Allow Soli Bearing a 2,000.0 psi Equivalent Fluid Pressure Method Heel Active Pressure = 35,0 Toe Active Pressure = 0.0 Passive Pressure = 350.0 Water height over heel = 0.0 R FootingllSoil Friction = 0.000 Soil height to ignore for passive pressure = 0.00 In TISs : CASCADE GLEN LOT 20 Job 1 20338 Dager: KHALED V. SABRA P.E, Date: 6:54PM, 12 SEP 03 OddeNpaOn : CANTILEVER RETAINING WALL I Stem Construction Top stem Sum OK Design height ft = 0.00 Wall Material Above "Ht" - Concrete Thickness • 8.00 Reber Size = iM 4 Reber Spacing = 7.50 Reber Placed at • Edge Design Data •• - - ---- Page 1 II c:\my documents \2003\20358 \enecalcs.acw :Galt 3 rFooting Strengths & Dimensions rasa. _ fc = 2,500 psi Fy = 40,000 psi Mln, As % = 0.0000 Toe Width = 2.00ft Heel Width = 1.67 Total Footing Width Footing Thickness = 10.00 in Key Width = 0.00 In Key Depth a 0.00 In Key Distance from Toe = 0.0011 Cover 02 Top = 0,00 In ® Stm.= 0.00 in fblf B + fa/Fa - 0.717 Total Fora ®Section Iba = 1,673.4 Moment....Actual R#0= 4,183.6 MornenL...ANowsble • 5,758.3 Shear Actual psi • 22.3 Shear Allowable psi = 85.0 Oar Develop ABOVE Ht. in = 12.48 Bar Lap/Hook BELOW Ht. in • 6.00 Well Weight = 06.7 Reber Depth 'd' in a 6.25 f Data ■ Fe pal = Solid Grouting ■ Special Inspection Modular Ratio 'n' • Short Term Factor ■ Equiv. Solid Thick. Masonry ock Concrete D Type 1'c psi■ 2,500.0 Fy psi • 40,000.0 Other Acceptable alas Ir. Whip Toe: 04Q 18.50 In, NO 28.50 in, M6C 40.25 In, 07C 48,25 In, 08 48.26 In, 09Q 4 Heel: Not req'd, Mu 4 S • Fr Key: No key dented • , , ". "41%is�at •�j,Li(iLi.',iw,.'•L° . 1 . 41 - 4+1.45b .4416V6 SABCO CONSULTING ENGINEERS INC. ksebraeworldnetettnot _ • .,„_. ._._...— . e7:766656 Page 2 Use: KW•0605036, Vor 5.6.0, 2.Sov.2002 Cantilevered Retaining Wall Design 4c)19113.2002 ENERCALC [Ramming Softwre tg\Aly aocumenNt2003 20338Lonecalcs.cmCs lc Description 7'-6"RETAINING WALL Sur Resistrorces & Moments OVERTURNING Force Distance Item lb. It Heel Active Pressure To Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load = Load 0 Stem Above Soil • SeismicLoad • 1,215.3 2.78 1.11 Total • 1,215.3 O.T.M. 3,375.8 ReeletInglOverturvang Rath) Vertical Loads used or Soil Pressure • 1.81 2,732.0 lbs Moment ft4 3,375.8 Vertica l component of active pressure NOT used for soli pressure nee : CASCADE GLEN LOT 20 Job N 20338 Nine: KHALED Y. SABRA P.E. Date: 6:54PM, 12 SEP 03 ENNICHRORn CANTILEVER RETAINING WALL scope RESISTING Force Distance Moment lbe ft ft4 Sail OM Heel 900.3 3.17 2,851.1 Sloped Soli Over Heel • Surcharge Over Heel or Adjacent Footing Load = Axial Creed Load on Stem 0.00 Soil Over Toe 800,0 1.00 600.0 Surcharge Over TO. Stem Weight(e) 773.3 2.33 1,804.4 Earth 0 Stem Tranaltions• Footing Weight • 468.4 1.83 840.4 Key Weight Vert, Component Total • 2,732.0 !be R.M.• 8,098.0 : . , , ACTIVITY NUMBER: D03 -218 PROJECT NAME: CASCADE GLEN — LOT 20 SITE ADDRESS: 13247 40 AV S _ Original Plan Submittal X Response to Correction Letter # 1 DATE: 08 -11 -03 Response to Incomplete Letter # Revision # After permit Is Issued DEP RTMENTS: Bui d ng D ivii s o n CI Public Works ❑ PERMIT COORD COP PLAN REVIEW /ROUTING SLIP Fire Prevention Structural ❑ Planning Division ❑ ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 08 -12 -03 Complete ci 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 RROTING: Please Route Structural Review Required ❑ No further Review Required ❑ APPROVALS OR CORRECTIONS: DUE DATE: 09 -09 -03 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: REVIEWER'S INITIALS: Documents /routing sllp,doc 2-28-02 PERMIT COORD COPY DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: ACTIVITY NUMBER: D03 -218 PROJECT NAME: CASCADE GLEN - LOT 20 SITE ADDRESS: 13247 40 AV S X Original Plan Submittal _ Response to Correction Letter # DATE: 07 -24 -03 ___Response to Incomplete Letter # Revision # After permit Is Issued DEPARTMENTS: ,J yy Ei Gub' � Bu l d ing DICAsron' i„, Pub I nrkc ktuci Complete • DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Documents /routing slIp,doc 2-28-02 APPROVALS OR CORRECTIONS: I. �tFOVjt PLAN REVIEW /ROUTING SLIP .M' #44, 7-0-03 Fire Prevention Structural ❑ Incomplete REVIEWER'S INITIALS: .L1 vI'VIy 1 • Planning Division Permit Coordinator DUE DATE: 07 -29 -03 DUE DATE: 08 -25 -03 Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route Structural Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: Approved ❑ Approved with Conditions ❑ Not App roved ( attach comments) Notation: DATE: Permit Center Use Only CORRECTION LETTER MAILED: d 3 (t ' C'nI LLc'/N i9p it c' /.-e- lfe4) Departments issued corrections: Bldg © Fire ❑ Ping ❑ PW ❑ Staff Initials: aS' .; Y.Lu:.i K 1 �± ` +N . iw.'y1r.r•�::4.LNL City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: f 1/ c 3 Plan Check/Permit Number: 2 t Response to Incomplete Letter # IR Response to Correction Letter # El Revision # after Permit is Issued Project Name: CAA C Q ( Contact Person: Summary of Revision: 1 "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: / jt V Entered in Sierra on '/f Project Address: Phone Number:C� 0e5 6P) 7'j ECENEo OW OF TUkkWH A AUG 1 1 20113 •AMR Sheet Number(s): 1 IS 08/30/00 CURVE TABLE CONT. CURVE LENGTH RADIUS DELTA - C16 44.13 160.00 1518'ii" t5•48'»" 16 73f1211" 739'Qe* 11'00' 19' 89'57'53" 88' 19'05 ", 36' 12'58 ", 25'42'12", 1O'39'40' 36'12 C17 44.13 160.00 C1 8 45.15 160.00 , c i 9 9.83 160.00 , C20 36.73 275.00 C21 52.82 275.00 C22 39.25 25.00 , C23 , 38.54 25.00 C24 4 , 31.60 50.00 C25 _ 29.16 65.00 , C26 11.93 65.00 C27 , 22.12 , 35.00 C28 , 52.77 200.00 , 15•07'06" , 15 14' 31'1,E C29 56.73 215.00 C30 76.03 300.00 C31 ' 21.66 _ 300.00 _04'08'09' CURVE TABLE C URVE LENGTH RADIUS DELTA C1 39.29 25.00 90'02'07 ", C2 • , 67.36 325.00 11'52'33" C3 15.00 325.00 , 2'38' C4 15.01 _ 325.00 2'38'44" e , C5 8.45 325.00 ! V29'26" , C6 39.75 110.00 20'42'15' C7 , 59.59 35.00 9733'08" C8 31.59 52.50 , 3528'25" C9 37.34 52.50 4(r45'04 _ C10 65.53 52.50 71')1'07 " C11 L15 52.50 1730'44' C12 _ ' 19.60 52.50 21'23'17" C13 34.92 52.50 38•06'54' C14 24.69 160.00 8'50'25 " 4 C15 40.11 _ 160.00 _14'21'53 ", LINE TABLE LINE ' LENGTH BEARING L1 27.50 S89' 53'40"E 1.2 20.89 N71'28'54 •E L3 20.89 , Na 1'26 54"E L4 21.40 $934Q "E , L5 30.27 NO0'09'20 "E L6 4.23 NO0'06'2Q'E L7 24.01 S35'35'091 , L8 12.87 SOO*37'49"Iif L9 12.89 ,SOO'37'49" Yy L10 12.86 NOO'37'491 L11 11.18 SO0'42'09 L12 1.05 514'24'57 "E L13 52.50 N64'33'94" L14 6.68 N48'23'44"• L15 15.38 N25'43'0511 L16 40.68 _ N42'53'19"W L17 36.38 N48'26 L18 5.03 N00•08'20 "W V 4 NORTH SCALE 1" as 50' 50 0 50 100 BASIS OF BEARINGS BOUNDARY LINE ADJUSTMENT AFN t gt C^ a n a' 5 EASEMENT FOR PEDESTRIAN (SEE AFN 2003021300225 UMITS ON THE WIDTH AND OF SAID WALKWAY) 7 � trio 20000501900015 r' WALKWAY -J FOR ACTUAL) MATERIAL SOUTH UNE TRACT 60 RIVERSIDE INTERURBAN TRACTS A- 05'28'20' R• 2915.00 L- 278.41 227.28' N71'03' 59"E of 20.00' A PORTION OF THE SE 1/4 OF Th CITY OF A- 02'14'23" R- 2935.00 L- 114.73 15.00' • REBAR A 111926 CAP h n REBAR & CAP LS j11926 PRELIMINARY PLAT NO. - L99 -0023, L99.0024 I FINAL PLAT NO. 10308 � - 15 PUBLIC WATERLINE EASEMENT AFN 20020826001754 (MODIFIES EAEMENT AFN I 20000731002084) 10' SIDEWALK EASEMENT I AFN 20020826001754 -.8-- WATER EASEMENT (VARIES IN WIDTH FROM 18' -23' PER AFN 20020924000206) S69'17511 TRACT "A" • OPEN SPACE M . o v BUIG UND LDIN . CONS 81,3 Ne a 2 8 . 2s "w -.& N89' 18'48"W 450.99' 3.80' " 120.00' 90.23' 8 2.36 d18o 2, N- D A7.69 C2 C21 FENCE IS 3'±' NORTH 17 1 s 8. 2 9. 4g 92 ' ' 45 "W 23.N8909' '66 N89 1 3 .48 '0"W 4 STORM DRAINAGE & ACCESS EASEMENT I UNDER 19 I 0 BUILDING CONSTRUCTION 75.00' 38 t0 t 105.00 105.85 Do415-7,11.8 SITTS d� HILL ENGINEERS, INC. CIVIL STRUCTURAL SURVIVING S. 40th STREET TACO." WA 98409 (253) 474-9449 40 • • VOL. / PG. CASCADE GLEN NW 1/4 OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. TUKWILA, KING COUNTY, WASHINGTON LEGEND • STANDARD CITY OF TUKWILA MONUMENT TO O FOUND REBAR 1c CAP STAMPED "ESM 29294' • FOUND REBAR 1c CAP STAMPED ISM 29294" MAY, 2002, REPL'CED WITH 1-1/2" ALUMINUM CO STAMPED LS 17609 1c LS 18082 FOUND MONUMENT AS DESCRIBED SET LEAD 1c TACK STAMPED "LS 17669" RADIAL BEARING - ROAD ESTABUSHMENT PER KING COUNTY RESOLUTION NO. 26623 BOUNDARY UNE ADJUSTMENT PIN 20000501900015 EXISTING WOOD FENCE OLD CEDAR POST & BARBWIRE FENCE IN POOR CONDITION STREET ADDRESS INGRESS, EGRESS AND UTILTITY EASEMENT PER EASEMENT RECORDED UNDER KING COUNTY RECORDING NO. 20000731002065. TRACT 'F') N89' 17'37"W 367.16' 220.14' (R) EST. 8 LA • 58.21' O N67'30'25"W 24.07' 13223 -40TH AVE. SO. 70.50' N83'14' 59"E 121.7 A 15'07'06' 3 Lot 48.82' 9.07' 1483 71.70' � N N /or M N N FOUND 3' BRASS MONUMENT IN CASE AT STATION 50+48 Of ROAD ESTABUSHMENT A (SEE REFERENCES USED) 77.3 5' (LOCATED JAN. . 1 47.02' N67'32'�3"W 36.36 SO. I 32ND PLACE N 953 . 0E .,a X 4 3243 -40TH AVE. SO. w 214.65' 1 vaa W ID 23, 2003) REBAR dc CAP TRIAD" cps' S 0) �� � rt oa a N88 13 24.81' RV 0) C? TRACT . 9.29' 60.93' I1CSI • REBAR do CAP FALLS IN J - BOX UD - NOTSET 77.35' '53'40"W 85.18' ;n 33.95 S89'53'40 "E r' S89`53'40 "E 149.00' TRACT "D" 119.04' In 1 i 8.86' ."` ' , '0 1 .62' 80.23' F - V 30'X150' INGRESS, EGRESS AND UTILTIY ESM'T t PER BLA do MODIFIED PER AFN 20000731002062 S (SEE NOTE 5, PG. 4) 18 N89'19'17"W 105.85' 0 * * 4191* DEED 547.90 CALC 848.00 EST in at h GRAVEL FOUND DISTURBED REBAR 1 CAP -COULD NOT READ 1 0.9' S0. SHEET 3 OF 4 N 1 N 1 M O I 30' Un N N N r 30' Tab o► I') W .1 .- I • I r z O Q s La- In g5 \ I" ,) I 30' 30' I •r 0) z a L4.1 z w 30' .,w• o. +...yrw...r�« - �„r.n -.. ... ..- ..r «....w....�. .. .,. I • • • 4 CURVE TABLE CONT. CURVE LENGTH RADIUS DELTA C16 44.13 160.00 15'401" C17 44.13 160.00 15'48'n" C18 45.15 160.00 1610115` C19 , 9.83 160.00 Y3119" C20 36.73 275.00 739'96• C21 , , 52.82 275.00 11'00'19*, C22 39.25 25.00 89'57'53• C23 38.54 , 25.00 88'19 . 05 • C24 , 31.60 - , $0.00 , 38'12'58 ", C25 29.16 65.00 , 25'42'12" C26 11.93 , 05.00 1019'46" C27 22.12 , 35.00 36'12'58` C28 52.77 200.00 15'07'06" ' C29 58.73 215.00 15'071)6" C30 76.03 300.00 14'31'16" C31 , 21.66 300.00 04'08'09 ", CURVE TABLE CURVE LENGTH RADIUS DELTA Cl 39.29 25.00 90'02'07" C2 67.36 325.00 11'52'33" C3 15.00 325.00 2'38'43" C4 15.01 325.00 2'38'44" C5 8.45 325.00 • -' " C6 39.75 110.00 20"42'10' C7 59.59 35.00 • ' • _ • C8 31.59 52.50 3f 28'25" C9 37.34 52.50 4Qr44'04" C10 , 65.53 52.50 71'31'07" C11 16.05 52.50 1730'44" C12 , 19.60 52.50 • ' " C13 34.92 52.50 .�'f•Trna C14 24.69 160.00 IrrliFril C15 40.11 _ 160.00 1411'53" LINE TABLE . LINE LENGTH BEARING L1 27.50 S89'53'40 1 L2 20.89 N71'26'54 "E L3 20.89 9_, ., 14 21.40 S 5 • '• L5 30.27 NO0'0Q'20 1 L6 4.23 NO0'06'2Q"% L7 24.01 S35'35'09 1 L8 12.87 •,• ' - , L9 12.89 1111111111111111111 •,• , L10 12.86 IIIIIIIIIIMRMiaIIIIIIII L11 11.18 •.• M , L12 1.05 S14'24'57 1 E L13 52.50 N64'33'041( L14 6.88 : L15 15.38 1111111117Fri •,. , L16 40.68 1.17 36.38 ■ : , L18 5.03 •,. . , i NORTH SCALE 1" = 50' 50 0 50 100 BASIS OF BEARINGS BOUNDARY LINE ADJUSTMENT AFN 20000501900015 3.80' '•'' 120.00' LEAD & TACK SET ON S'LY EXTENSION 11.3' FROM CORNER R =52.5 13222 17 IA (3833 15' UTILITIES EASEMENT 61.62' 13243 -40TH AVE. SO. 77.35' N89'53'40"W 70.50' 60.93' TRACT 9.29' E REBAR & CAP -' Imo' FALLS IN J -BOX UD - NOT SET T?2, N89' 17'51 "W 2.5' 149.43' 5.4' TRACT "F" 1 EASEMENT FOR PEDESTRIAN WALKWAY (SEE AFN 20030213002255 FOR ACTUAL UMITS ON THE WIDTH AND MATERIAL I OF SAID WALKWAY) SOUTH UNE TRACT 60 RIVERSIDE INTERURBAN TRACTS A= 05'28'20" R= 2915.00 L= 278.41 227.28' 9 Q N71'03'59 "E oi r- 20.00' A PORTION OF THESE 1/4 OF THE N'r! 1/4 OF SECTION 15, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON 580 A= 02'14'23" R= 2935.00 L= 114.73 15.00' • ' 57 • sr LS REBAR 11926 CAP h u 7 -REBAR S1126 (A I 8 15' PUBLIC WATERLINE AN 20020826001754 I (MODIFIES EAEMENT AFN 20000731002064) • 10' SIDEWALK EASEMENT AFN 20020826001754 I--- WATER EASEMENT S (VARIES IN WIDTH FROM 18' -23' I PER AFN 20020924000206) PRELIMINARY PLAT NO. - L99 -0023, L99.0024 FINAL PLAT NO. L03 -008 S89'17'51 "E TRACT "A" - OPEN SPACE 300.99' EASEMENT N 80'28•26 " CASCADE GLEN 8 • (R) 'EST. • BLA 12345 90.23' N89' 18'48"W 450.99' LEG END • STANDAR CITY OF TUKWILA MONUMENT • TO SET 0 FOUND BE REBAR k CAP STAMPED "ESM 29294" INGRESS, EGRESS AND UTILTITY EASEMENT PER EASEMENT RECORDED UNDER KING COUNTY RECORDING NO. 20000731002065. (TRACT 'F") N89' 17'37"W 387.16' ` 220.14' • FOUND REST a CAP STAMPED 'ESM 29294' MAY, 2002. REPLACED WITH 171/2" ALUMINUM CO STAMPED "LS 17889' k LS 18092' FOUND MONUMENT AS DESCRIBED SET LEAD At TACK STAMPED "LS 17669" RADIAL BEARING ROAD ESTABUSHMENT PER KING COUNTY RESOLUTION NO. 26623 BOUNDARY UNE ADJUSTMENT AFN 20000501900015 EXISTING WOOD FENCE 0LD CEDAR POST 4z BARBWIRE FENCE IN POOR CONDITION STREET ADDRESS . �►- 137.3 10.0' F) 2 58.21' FENCE IS 3't' NORTH STORM DRAINAGE & ACCESS EASEMENT •A 29.9 23.09' 4 9'45 "14 N89 3'40"W 66.48' ♦' � k IT L6 BUILDING UNDER CONSTRUCTION 75.00' FOUND 3' BRASS MONUMENT IN CASE AT STATION 50+48 OF ROAD ESTABUSHMENT (SEE REFERENCES USED) (LOCATED 147.02' N67 36.36 N67'30'25"W 24.07' 9 N88' 13'38"W 24.81' •n n w S89'53•40 "E 1 49 . 00' w TRACT D" 11_...19.0 In 1 18.86 38.62' ' 80.23' c4 3 0')(150' INGRESS, --- EGRESS AND UTILTIY ESM'T i PER BLA dt MODIFIED Ir. - PER AFN 20000731002062 S (SEE NOTE 5, PG. 4) F) 18 i. N89'19'17"W N \ 'DO JAN. 23, 2003) NO0'38'36'E - 547.90 CALC 548.00 EST REBAR do CAP TRIAD" g str" 0 ' 105.85 so 105.00' DEED 105.85' CALL a) n 1 A•GRAVEL• * FOUND DISTURBED • REBAR do CAP -COULD NOT R E A D I 0.9' SO. DcTh -a l8 • C. ti SHEET 3 OF 4 A 1 30' a 'n v 1 �J 30' 30' 30' SITTS & HILL ENGINEERS,. INC. CIVIL STRUCTURAL SURVIVING 2901 S. 40th STREW MMR WA 96409 (253) 474-9449 N n 2 6 r I z6 • . 91 a FAN TESTED CFM • 0.25" W.6. MINIMUM FLEX DIAMETER MAXIMUM LENGTH FEET MINIMUM SMOOTH DIAMETER MAXIMUM LENGTH FELT MAXIMUM ELBOWS I SO 4 INCH 25' -0" 4 INCH ' 10' -0' S 5D 5INC.H 90'-0" 5INCH 100' -0" 3 SC7 6 INCH NO LIMIT 6 INCH NO LIMIT 5 _ 80 4 INCH 2 WA 4 INCH 20' --O" 3 80 5 INCH I5' -0" 5 INCH 1O0' -0" 3 80 6 INCH 40 6 INCH _ NO LIMIT 3 100 S INCH 2 N/A 5 INCH 30' -0' 3 ICO 6 INCH 45'-O' 6 INCH NO LIMIT 3 125 6 INCH 15'-0 6 INCH NO LIMIT S 125 1 INCH 10' -0' 1 INCH NO LIMIT 3 option Men % d Flow MINIMUM FLEXIBLE DUCT DIAMETER MAXIMUM LENGTH s Door . IU"Faalorr co Vaulted C'R'e 1 INCH 20 IN/ Fba1a �e� %Mel Oi+arlr»d" 1 L 12% 0.35 0.5$ 0.20 R -31 R -30 RnS R-13 R-10 R -30 R•10 me 15% - OA0 0.5$ 0.20 1.311 R -30 R -21 R-21 R-10 111-30 1 R-10 SI. 1.1hIi■ri1ed Om. 11,3 Oscupesty , O.10 - 0.5$ 0.20 . R -30 R -30 R -21 R-21 R-10 R -30 IL-10 REQUIRED FLOW (CFM) PER TABLE 3-2 MINIMUM SMOOTH DUCT DIAMETER MINIMUM FLEXIBLE DUCT DIAMETER MAXIMUM LENGTH s MAXIMUM NUMBER OF EI 2 50 6 INCH 1 INCH 20 3 60-125 1 INCH 8 INCH 20' 3 115 - 1/3 b INCH 10 INCH 20'-O" 9 :10 -240 9 INCH II INCH 2O' -0" 3 AREA FT2 BEDROOM 2 OR LESS 9 4 5 6 7 8 MIN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. MIN. MAX. <500 50 15 65 98 60 120 95 143 110 165 125 186 140 210 601 55 85 70 105 65 128 100 130 115 115 190 195 145 216 1001 - 15[0 60 9O 75 119 90 195 105 156 120 180 195 205 130 225 1501 -2000 65 98 80 120 95 145 110 165 125 188 140 210 156 293 2001 -2500 10 105 63 128 100 130 115 119 190 195 143 218 160 240 2501 -9000 15 115 90 135 IDS 158 120 180 135 209 130 225 165 248 3001 -9500 8CO 120 95 143 110 165 125 188 140 210 155 298 110 2 3501 -4000 se 126 100 130 115 113 130 195 143 216 160 240 115 265 4001-30r.2 95 143 110 165 125 188 140 210 155 255 110 255 165 218 5001-6000 105 158 120 180 135 203 150 225 165 246 180 210 195 293 6001-1C 115 115 130 199 143 216 160 240 115 265 190 26x3 205 50 6 700 -BC 00 125 186 140 210 155 299 110 255 185 216 200 300 215 52 000 135 203 150 225 165 246 180 210 195 295 210 315 225 :X18 >90c, j 14S 216 160 240 173 263 190 2x63 205 906 220 5'X0 255 953 GENERAL ALL legouiptemeNrs OP THE 1441 UNIFORM BUILDING GOD, AU. APPLIGABLE CODS ArND AUTHORITIES HAVING JJRISDIGTION SHALL BE FOLLOWED. UILDIN6 CONSTRUCTION TYPE' VN SEISMIC ZONE' OCCUPANCY ~UPI R4 WIND SPEED. 60 14 PH PINE ZONE' s ExPoSURE GATI ORY• • CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS AND CONDITIONS PRIOR TO CONSTRUCTION CONTRACTOR SHALL PROVIDE TEMPORARY !!RAGING AS IRE UIRED UNTIL ALL PIORMANENT CONNECTIONS HAVE BEEN MADE. IT IS THE GONTIIAGTOR$ REIPONSISILITY TO IDENTIFY N.1. DISCREPANCIES TO THE ARCHITECT AT THE TIME THEY ARE NOTED. DIMENSIONS TAKE PRECEDENCE OVER SCALED DRAWINkIS. SITE WORK UNLESS A SOILS INVESTIGATION REPORT BY A LICENSED SOILS ENSIMEI! IS PROVIDED, THIS FOUNDATION DESIGN IS BASED UPON AN ASSUMED AVERAGE SOIL BEARING CAPACITY OF 2000 PSP. EXTERIOR FOOTINGS SHALL BEAR 1'-6" MINIMUM BELOW FINISHED GRADE. ALL POOTINOS TO BEAR ON FIRM, UNDISTURDED EARTH BELOW ORGANIC SURFACE SOILS. ALL BACK PILL MATERIAL SHALL DE THOROUOHLY COMPACTED. FOUNDATION VENTS SHALL NOT INTEIVERE WITH DIRECT LOAD PATH OF COLUMNS. C.ONCIRETE 6 -raAL GLASS AND USE P G A. POOTIN6S 2500 B. SLABS ON GRADE 2300 I. AIR ENTRAINING AGENT ( TO 6%) TO BE USED IN ALL CONCRETE PLAT V4ORK EXPOSED TO WEATHER. 2. POSSOLITHI 300 SERIES (4 oz. PER 100* OF CEMENT) TO BE USED IN ALL CONCRETE. 9. MIX MAY BE DESIGNEP IN ACCORDANCE WITH THE PROVISIONS OF THE UNIFORM BUILDING CODE. 4. WATER TO CEMENT RATIO PER UNIFORM BUILDING CODE. REINFORGINO TEL ASTM A615 GRADE 40, REINFORCING STEEL DETAILS SHALL BE PREPARED BY AN EXPERIENCED APPROVED DETAILER AND CONFORM TO STANDARD PRACTICE OUTLINED IN AG! REPORT 915. CONCRETE COVER OF RE I NFORG I NG STEEL 9" I -I/2" 1 -I/2" 3/4" CARPENTRY SLUMP J -4 9 -4 MINIMUM SACKS / G.Y. 3-1/2 5-1/2 CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH. CONCRETE EXPOSED TO EARTH OR WEATHER. BEAMS AND COLUMNS NOT EXPOSED TO EARTH OR WEATHER. SLABS AND WALLS NOT EXPOSED TO EARTH OR WEATHER. GENERAL ALL FRAMING SHALL COMPLY WITH THE UNIFORM BUILDING CODE CHAPTER 23. ALL. WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 6" MINIMUM CLEARANCE BETWEEN WOOD AND EARTH. 12" MINIMUM CLEARANCE BETWEEN FLOOR BEAMS AND EARTH. IS" MINIMUM CLEARANCE BETWEEN FLOOR JOISTS AND EARTH. LUMBER STRENGTH (UNITS IN F'I) STUDS P V P S E HEM -FIR *3 15 300 1,200,000 STUD GRADE 15 615 1,200 4100 JOISTS 4 RAFTERS HEM -FIR *2 (2xIO) '7S 101'3 HEM -FIR *2 (2*12) /5 X80 BEAMS, HEADERS, LINTELS 4 GIRDERS 4" NOMINAL IDOU6 -FIR *2 X15 460 1'600 ,000 6" NOMINAL DOUG -FIR *1 65 1,950 I 4 6OO/000 (SLUE LAMINATED TIMBERS DOUG -FIR LARCH (24F -V4) 165 2,400 1,600400 STRUCTURAL COMPOSITE TIMBERS LAMINATED VENEER LUMBER 265 2,600 1,4OOP0O PARAU.21. STRAND LUMBER 210 2,'IOO 2,000,000 LOADING ROOF IS P'SF DEAD LOAD + 25 PSF LIVE LOAD • 40 PSF FLOOR 10 PSF DEAD LOAD + 40 Per LIVE LOAD • 50 PSF CEILING 5 PSF DEAD LOAD + 10 PSP LIVE LOAD • 13 PSF DECK 5 PSP DEAD LOAD + 60 PSP LIVE LOAD • 65 P9F INTERIOR PARTITION • - 1 PSP EXTERIOR PARTITION is 10 PSF MOOD BEARING ON OR INSTALLED WITHIN I" or MASONRY OR CONCRETE TO BE TREATED WITH AN APPROVED PRESERVATIVE. SOLID eLOGKINb OF NOT LESS THAN 2x T'HIGKNESS SHALL BE PROVIDED AT ENDS AND AT ALL SUPPORT OP JOISTS AND RAFTERS. 'TYPICAL SILL ANCHOR BOLTS TO 5/6" DIAMETER WITH 2 "x2 "x3/16" PLATE WASHERS • 4 ON CENTER UNLESS NOTED OTHERWISE. 7" MINIMUM EMBEDMENT. ALL METAL F RAMING ANCHORS AND HANGERS SHOI*I ON DRAWINGS SHALL BE STRONG TIE CONNECTORS AS MANUFACTURED BY SIMPSON COMPANY OR APPROVED EQUAL. PLYWOOD ALL PLYWOOD WALL AND ROOF SHEATHING SHALL BE I/2" GDX, UNLESS NOTED OTHERWISE. MINIMUM NAILING SHALL BE 641 • 6" O.G. AT PANEL EDGES AND 12" O.G. IN FIELD. SPAN INDEX SHALL BE 24/0. ALL PLYWOOD FLOOR °SHEATHING► SHALL BE 9/4" GDX TONGUE 4 6ROOVE UNLESS NOTED OTHERWISE. MINIMUM NAILING SHALL BE IOd • 6" O.G. • PANEL EDGES AND 12" D.G. IN FIELD. SPAN INDEX SHALL BE 40/20. STAGGER ALL PANEL EDGES AT ROOF AND FLOOR SHEATHING. ORIENTED STRAND BOARD (O 3.D) SHEATHING PRODUCTS OF EQUIVALENT SPAN RATINGS SHALL BE ALLOYED. GLUE LAMINATED TIMBERS ALL GLUE LAMINATED TIMBERS SHALL BE DOUG -FIR LARCH, FABRICATED TO THE REWIREMEMTS OP THE US PRODUCT STANDARD PS 36. LIMBER SHALL BE OF SUCH GRADE TO PROVIDE NORMAL WORKING STRESS VALUES OP; 2,400 PSI IN SENDING, 1,100 PSI IN TENSION, 1,600 PSI IN GO ION PARALLEL TO GRAIN, 960 PSI IN GOMPRESSION PERPENDICULAR TO GRAIN AND 165 PSI HORIZONTAL SHEAR (COMBINATION 24P -V4). GLUE LAMINATED TIMBERS TO BE AITG CERTIFIED. USE V'IATERPROOP GLUE. ALL TRUSSES SHALL BE DESIGNED BY REGISTERED STATE ENGINEER AND FABRICATED PROM ONLY THESE DESIGNS. TRUSSES SHALL BE STAMPED BY THE EN SIN EER OR BY A QUALITY CONTROL AGENCY SUCH AS THE STATE TRUSS FABRICATORS COUNCIL. ALL TRUSS DESIGNS SHALL BE SUBMITTED FOR AL PRIOR TO FABRICATION. ALL NON DEA KILNS MALLS OR PARTITIONS SHALL BE HELD AWAY FROM THE TRUSS BOTTOM CHORD WITH N4 FASTENER TO ENSURE THAT THE TRUSS BOTTOM CHORD WILL. NOT BEAR ON THE V'MALL OR PARTITION. APPROVED HANSOM SHALL BE USED AT ALL CONNECTIONS OP RAFTERS, JACK OR HIP musses TO MAIN GIRDER TRUSSES. AU. ROOF 'TRUSSES SHALL BE FRAMED ArND TIED INTO THE FRAME mow ArND SUPPOR HNG WALLS SO AS TO FORM N4 INTBSRAL PART OP THE WHOLE STRUCTURE. ROOF TRUSSES SHALL HAVE JOINTS WELL FITTED AND SHALL HAVE ALL TENSION M SKIERS WELL T16HTIBED BEFORE ANY LOAD Is PLACED UPON THE TRUSS. PlAdIONAL ATV SWAY DRAGJNG SHALL BE USED TO B RACE ALL Ileums. ALL TRUSSES SHALL BE DESIGNED FOR UNIFORM LARDING AS FOLLOWS, TOP CHORD 93 POP OF TRIBUTARY 110714 mOTTOMt CHORD S PSP OP TRIBUTARY WIDTH TILE ROOF 43 PSF TOP CHORD S Per BOTTOM CHORD 1,5000OO • INSULATION AND MOISTURE PROTECTION UNLESS NO'T!D OTHERWISE, INSULATION MAUL GOPM'ORM TO THE WIASH IN*TON STATE !MERCY CODES. INSULATION DAPPLES TO MAINTAIN I -1/2" CLEAR SPACE ASOYC INSULATION. DAPPLES TO EXTEND 6' ABOVE AATT INSULATION. DAMES TO EXTEND 12 ABOVE LOOSE PILL INSULATION. INSULATE BEHIND SATNTUM, SHOWERS, PARTITIONS ANA GOMM. PAGE STAPLE BATTS. PRIGTION PIT PAGED BATTS USE 4 MIL (0.004 ") POLYETHYLENE VAPOR BARRIER AT WALLS. USE PVA PAINT WITH A DRY CUP PERM RATIN, OF ONE (MAX) R -10 INSULATION 1EOER ELECTRIC WATER MATERS. INFILTRATION CONTROL OL METYCEN WALLS AND I. EXTERIOR JOINTS AR+O1JPn h1ALLSS AND ROOF AND � WALL PANELS, APl1.l�, C'�I'ENINd�S► AT FOUNDATIONS, BETWEEN PIONS OP UTILITY SERVICES TI4ROUISH WALLS, MOORS, AND (ROOF, AND ALL OTHER SUCH OPENINGS IN THE BUILDING ENVELOPE, INCLUDING ACCESS PANELS INTO UNHEATED SPACES, SHALL BE SEALED, CAULKED, GASKETED OR WEATHER- STRIPPED TO LIMIT AIR INFILTRATION. 2. ALL EXTERIOR DOORS, OTHER THAN FIRE- RATED DOORS, SHALL BE DESIGNED TO LIMIT AIR INFILTRATION AROUND THEIR PERIMETER WHEN IN A CLOSED POSITION. DOORS RESIDENCE AND GARAGE ARE NOT CONSIDERED 'MIRE - RATED" AND MUST MEET THE ABOVE REQUIREMENT. 9. ALL EXTERIOR YWNIDOVB SHALL BE DESIGNED TO ADMIT AIR INFILTRATION INTO OR PROM THE BUILDING ENVE LOPE WHICH SHALL BE SUBSTANTIATED BY TESTING TO STANDARD ASTM E 269.19. SITE BUILT AND MILLWORK SHOP MADE WOODEN SASH ARE EXEMPT FROM TESTING BUT SHALL BE WEATHER-STRIPPED, "R- STRIPPED, GMJU(ED AND MADE TIGHTLY FITTING. 4. RECESSED LIGHT FIXTURES TO LIMIT AIR LENCAGE PER WI.S.E.G. PIPING POR HOT PATER / STEAM SYSTEMS OP PIPING FOR CONTINUOUSLY CIRCULATING HOT WATER SERVICE IS REQUIRED TO BE INSULATED PER THE Wi.6.E.G. SERVICE WATER PIPING SHALL BE INSULATED TO A MINIt4JMI OP R-5. AN APPROVED VAPOR BARRIER SHALL BE PRROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED RAFTER SPACES rORMED WHERE CEILINGS ARE APPLIED DIRECTLY CTLY TO THE UNDERSIDE OP ROOF= RAFTERS, AND AT EXTERIOR WALLS. INSET STAPLED BATTS WITH A PERM RATINIS LESS THAN OME MAY BE INSTALLED IF THE VAPOR BARRIER IS TO THE WARM SIDE, STAPLES SHALL BE PLACED NOT MORE THAN 6" 0.0. AND GAPS SETWEEN THE P=AGING AND THE FRAMINl6 SHALL NOT EXCEED I/16 ". A GROUND COVER OF 6 MIL (0.006 ") BLACK POLYETHYLENE OR EGIUIVALENT SHALL BE LAID OVER THE GROUND IN ALL CRAWL SPACES. THE COVER SHALL BE OVERLAPPED ONE FOOT AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. THE NET FREE VENTILATING AREA FOR ATTIC VENTILATION MAY BE 1/900 OP THE AREA OF THE VENTILATED SPACE PROVIDED THAT A VAPOR BARRIER HAVE A PERM RATO 6 NOT EXCEEDING ONE IS INSTALLED ON THE WARM SIDE OF THE INSULATION. ENERGY GODS ,., * RaMrs� -- fir PRESCRIPTIVE Rem RiEMENT9 al FOR 6RG71JP R OCCUPANCY CLIMATE ZONE I r T i-1 P ElSCRIPTI 1E IMUIPMISIMIW FOR OIrDI P 1 00 ' CL. ATE ZONE 1 Sr Ve r 4 T 4 I S I • I • 0. NOMINAL R- VALUES ARE FOR WOOD FRAME ASSEMBLIES ONLY OR ASSEMBLIES BUILT IN ACCORDANCE WITH SECTION 601.1 OF THE W.S.E.G. I. MINIMUM REQUIREMENTS FOR EACH OPTION LISTED. FOR EXAMPLE, IF A PROPOSED DESIGN HAS A GLAZING RATIO TO THE CONDITIONED FLOOR AREA OF 19%, IT SHALL COMPLY WAIN ALL OF THE ISMOUIREMENTS OF THE 15% GLAZING OPTION (OR HIGHER). PROPOSED DESIGNS WHICH CANNOT MEET THE SPECIFIC REQUIREMENTS OF A LISTED OPTION ABOVE MAY CALCULATE COMPLIANCE BY CHAPTERS 4 OR S OF THE WI.S.E.G. 2. REQUIREMENT' APPLIES TO ALL CEILINGS EXCEPT SINGLE RAFTER OR JOIST VAULTED CEILINGS. 5. REQUIREMENT APPLICABLE ONLY TO SINGLE RAFTER OR JOIST VAULTED CEILINGS. 4. BELOW GRADE WALLS SHALL BE INSULATED EITHER ON THE EXTERIOR TO A MINIMUM LEVEL OF R -IO, OR ON THE INTERIOR TO THE SAME LEVEL AS WALLS ABOVE GRADE. EXTERIOR INSULATION INSTALLED ON BELOW GRADE WALLS SHALL BE A WATER RESISTANT MATERIAL, MANUFACTURED FOR ITS INTENDED USE, AND INSTALLED TO THE MANUFACTURER'S SPECIFICATIONS. SEE SECTION 602.2 OP THE P LS.E.G. 5. FLOORS OVER CRAWL SPACES OR EXPOSED TO AMBIENT AIR CONDITIONS. 6. REQUIRED SLAB PERIMETER INSULATION SHALL BE A WATER RESISTANT MATERIAL, MANUFACTURED FOR IT'S INTENDED, AND INSTALLED ACCORDIN6 TO THE MANUFACTURER'S SPECIFICATIONS. SEE SECTION 602.4 OF THE WI.S.E.C. '1. DOORS, INCLUDING ALL FIRE DOORS, SHALL BE ASSIGNED DEFAULT U- FACTORS PROM TATTLE 10-60 OP THE S. 11CRE A MAXIMUM GLAZING AREA IS LISTED, THE TOTAL GLAZING AREA (COMBINED VERTICAL. PLUS OVERHEAD) AS A PERCENT OF GROSS CONDITIONED FLOOR AREA SHALL OE LESS THAN OR E JAL- TO THAT VALUE. . GLAZING WITH U- FACTOR OF Ua0.40 OR LESS IS NOT INCLUDED IN GLAZING AREA LIMITATIONS. II. OVERHEAD GLAZING SHALL HAVE U- FACTORS DETERMIPED IN ACCORDANCE WITH NF*G 100 OR AS SPECIFIED IN SECTION 302.13 OF THE Y(.S.E.G. 12. LOG AND SOLID TIMBER WALLS WITH A MINIMUM AVERAGE THICKNESS OP 9.3" ARE EXEMPT PROM THIS INSULATION REOUIPlEMENNIT. THE FOLLOWING Y4'L.LS ARE CONSIDERED TO MET R -2I WITHOUT ADDITIONAL DOCUPPCNTATICt4 PER SECTION 602.2 OP THE rt$.E.G.: A 2x6 FRAMED AND INSULATED WITH R -21 rieeiwAss BATTS. B. 2x4 FRAMED NV INSULATED WITH R-I3 FIBERGLASS BATTS PLUS R-4.0 FOAM SHEATHING. C. 2x4 FRAMED NA INSULATED WITH R-I9 PIDERGL.AS'J► BATTS PLUS R-9 O FOAM SHEATHING. • DOORS, fr4INOYS SKYLIGHTS mem- DOOM TO THE EXTERIOR SHALL HAVE A MAcIMLI+ 1-1n stv TO A MIwwa N• veer uurvw+i. ALL 41I.Ai1W SHALL MT THE II■duMem1To Cr THE Mlfd.G. TABLE MI UNLESS NOTED OTHIOtl'rle. ALL SKYLIGHTS AND fKYWN.Lf SHALL HAVE LAMINATED M./1t. IRr.lN NOT OTI101I'rfl. ALL tlDROOm OmlR/E1GY EGRESS MYNDOMr SHALL NAVE A MIW.04 NET GLEAM OPENINi OP Si fdMJAI!! PEW. MINIMUM NET CLEAR OPEN ABLE WIDTH OP 20' AND A MINIMUM NET GL.1/1R OrlIVIFIO MlIfWT OP 24•, MAXIMUM PINIONED TILL HEIGHT OP 44' ABOVE FLOOR. ALL. FACTORY BUILT WINDOWS TO BE GONSIRUGTlD TO PERMIT MAXIMUM INFILTRATION OP 03 GPM PER LINEAL FOOT Or OrlRNLC SASH rlRIMlTlR AS TESTED BY STANDARD ASTM E 208. SITE WILT AND MILLWORK SHOP BUILT 1 SASH ARE EXEMPT PROM INFILTRATION CRITERIA MOVE, BUT SHALL B! MAPS Y'!I►Tlilt- lTRIlMPlD, GAULKlD AND 0! MIAD! TIGHTLY PIT'1'*li. SLIDING GLASS DOORS TO r0lMIIT MAXIMJM INFILTRATION OP 03 GRM PER 11160lN!! FOOT OP DOOR AA[A. See PLANS POR' I. MAXIMUM BLAZING AREA. 2. GLAZING MANUFACTURER CTURER AND MODEL NUMBERS. S. WEIGHTED UA GA LGALATIONS FOR SUBSTANDARD GLAZING. SAFETY GLAZING LOCATIONS PER UNIFORM EUILDING CODE. I. INGRESS AND WPM DOORS. 2. SL.IDINS GLASS DOORS AND SWINGING GLASS DOORS. 9. SHOVER AND BATHTUB . 4. *LAZING WITH THE EXPOSED EDGE VWTTHIN A 24" RADIUS ARC OP EITHER VERTICAL EDGE OP A DOOR IN THE CLOSED POSITION AND THE BOTTOM EDGE IS LESS THAN 60" ABOVE THE WALKING SURFACE. 3. GLAZING GREATER THAN II SQUARE PET THAT IS LESS THAN 16" ABOVE FINISHED FLOOR. 6. GLAZING IN ALL GUARD RAILS. SCREENS NEED NOT BE PROVIDED AT SKYLIGHTS YHEN FULLY TEMPERED GLASS IS USED AS SINGLE GLAZING OR IN ALL PANES INSULATING UNIT ND ALL OF THE FOLLOWING CONDITIONS ARE MET. I. THE GLAZING ARE DOES NOT EXCEED 16 SC DARE PET. 2. THE HIGHEST POINT OP GLASS IS NOT MORE THAN 12-0" ABOVE AN'r' WIALKINIS BJRPArEE OR ACCESSIBLE AREA 3. THE NOMINAL THICKNESS OF EACH PANE DOES NOT EXCEED 5/16 ". MECHAN I GAL GENE12,0.1- SOLID FUEL BURNING APPLIANCES INCLUDE AIRTIGHT STOVES, FIREPLACE STOVES, ROOM HEATERS, FACTORY BUILT FIREPLACES AND FIREPLACE itNSER s. ALL. SOLID FUEL. .. BURNIN G APPLIANCES SHALL COMPLY WITH THE PROVISIONS OP THE UNIFORM BUILDING CODE AND THE UNIFORM MECHANICAL CODE. HEATING EACH DWELLING UNIT SHALL BE PROVIDED WITH HEATING FACILITIES CAPABLE OF MAINTAINING, A TEMPERATURE OF 10 DE SIREE5 FAHRENHEIT AT A HEIGHT OF 3'-O" ABOVE THE FLOOR IN ALL HABITABLE ROOMS WHEN THE OUTSIDE TEMPERATURE IS AS SET FORTH IN THE W.S.E.G. DEFINITION OF BUILDING ENVELOPE FROM THE WASHINGTON STATE ENERGY CODE, THE ELEMENT'S g OF A BALDING WHICH ENCLOSE CONDITIONED SPACES THROUGH V•IGH THERMAL ENERGY MAY BE TIRANSFERED TO OR FROM THE EXTERIOR EXCEPT AS EXEMPTED BY THE WI.S.ELG. I. FUEL BL*NINS APPLIANCES LOCATED WITHIN THE BUILDING ENVELOPE SHALL. OBTAIN AIR PROM OUTDOORS, MEETING THE PROVISIONS OF THE UNIFORM MECHANICAL CODE. 2. DUEL BURNING APPLIANCES LOCATED OUTSIDE THE BUILD** ENVELOP! SHALL MEET THE PROVISIONS OF THE UNIFORM MECHANICAL CODE. 9. DUCTWORK LOCATION AND SOURCE OF COMBUSTION AIR SHALL MET THE PROVISIONS OF THE UNIFORM MECHANICAL ICAL GODE. ALL WARM AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED ARSENGY AND INSTALLED PER THE UNiPOR 1 MECHANICAL GODS. APPLIANCES INTENDED FOR INSTALLATION IN CLOSETS, ALCOVES OR CONFINED SPACES SHALL BE 90 LISTED AND INSTALLED PER re UNIFORM MECHANICAL CODE. NO WARM AIR FURNACE SHALL Be INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SWAGE WITH ACCESS ONLY THROUGH SUCH ROOM OR SP ACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES AND ELECTRIC HEATING FURNACES PER THE UNIFORM MECHANICAL GODS. NO WARM AIR FURNACE SHALL BE INSTALLED IN A CLOSET OR ALCOVE WITH A SPACE LESS THAN 12" WIDER THAN THE FURNACE OR A CLEARANCE OF 3" AEON 6 THE SIDES, DA V( AND TOP ACCORDING TO THE UNIFORM MECHANICAL CODE. LIQUEFIED PETROLEUM GAS BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT, BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GASES MIGHT COLLECT. APPLIANCES SO FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION IS PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OP UNBURNED GAS PER THE UNIFORM MECHANICAL CODE. HEATING AND COOLING APPLIANCES LOCATED IN A GARAGE AND WEIGH 6EPER'ATE A'SLOPI, SPARK OR FLAME CAPABLE OF IGNITING PL.AMAWAeLE VAPORS SHALL BE INSTALLED WITH THE PILOTS AND BURRS OR HEATING ELEMENTS AND SWITCHES AT LEAST 19" ABOVE THE FLOOR SURFACE. FIRE PAMPERS NEED NOT DE INSTALLED IN AIR DUCTS PASSING TH#R+OUGHH THE WALL, FLOOR OR CEILING SEPARATING A RESIDENCE (GROUP B, DIVISION 3 OCCUPANCY) FROM A GARAGE (GROUP M, DIVISION I OCCUPANCY), PROVIDED SUCH DUCTS WITHIN THE GARAGE ARE CONSTRUCTED OF STEEL HAVING A THIGKME-55 NOT LESS THAN O.014' 040. 26 GALVANIZED SHEET 6A1.16E) AND HAVE NO OPENINGS INTO THE GARAGE PER THE UNIFORM BUILDING CODE. WARM AIR FURN1A GE INSTALLATIONS IN ATTICS OR GRAPE. SPACES SHALL COMPLY WITH TIE UNIFORM MECHANICAL CODE. EVERY APPLIANCE DESIGNED TO BE VENTED SHALL BE CONNECTED TO A VENTING SYSTEM COMPLYING WITH THE UNIFORM MECHANICAL CODE. EVERY FACTORY BUILT GRIM I EY, TYPE L VENT, TYPE B SAS VENT OT TYPE OW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MANUFACTURERS INSTALLATION INSTRUCTIONS AND THE REQUIREMENTS OF THE UIIPORM MECHANICAL CODE. A TYPE B OR BWI GAS VENT SHALL TERMINATE PER THE UNIFORM MECHANICAL CODE. A TYPE L VENTING SYSTEM SHALL TERMINATE NOT LESS THAN 2'-O" ABOVE THE HIGHEST POINT WERE THE VENT PASSES THROUGH THE ROOF OF THE BUILDING AM AT LEAST 2'-O" H1644ER THAN AM!' PORTION OF THE BUILDING► WITHIN 10'-O" OF THE VENT PER THE UNIFORM MECHANICAL COPE. VENT CONNECTORS SHALL BE INSTALLED WITHIN THE SPACE OR AREA IN WHICH THE APPLIANCE IS LOCATED AND SHALL BE CONNECTED TO A CHIMNEY OR VENT IN SUCH A MANNER AS TO MAINTAIN THE CLEARANCE TO GOM R STIBLL'S PER TIE UNIFORM MECHANICAL. CODE. HE14TIN6 EQUIPMENT ALL MATINS S EQUIPNEN+IT SHALL MEET THE RE UIREMNTS OP THE IASI NATIONAL APPLIANCE ENEMY CONSERVATION ACT OMEGA) AND SE SO LABELED. EQUIPMENT' MALL ALSO COMPLY YIN SEcnoN 1411 OF THE Y1.lS.E.G. HVAG EQUIPMENT FOR LOW-RISE 'RESIDENTIAL SHALL BE SIZED NO *MATER THAN IaMOS OP DESIGN LOAD rTi�S� r • Tr S. SEPARATE PERMIT _5pouiRED FOR: WI MECHANICAL d LECTRICAL (�LUMBINd (� AS PIPING CITY OF TUKWILA BUILDING DIVISION FILE COPY I understand that the Plan Check approvals are subject to errors and omissions and a oproval of plans does not authorize the violation any adopted code or ordinance. Receip t con- tractor's copy of approved plans acknowledged. BY - ,�=- Date 8 Permit No. w J,tad6RATED WHOLE HOUSE V NT SYSTEM OrwolrICATIONO PROM THE 3000 MIASNINiTON STATE VENTILATION AND INDOOR MR tillJA .ITY COO! FOR THE INTERMITTENTLY OPERATED INTIOMATIO mum AIR VS4TILATION SMS7 4. I. SOME SPECIFIC. VENTILATION ISSOLOMEMENT11. A. !MAIJST PAN R .N r I. BATHROOMS, LMkCRIES AND FGYCE R ROOMS • SO GPM • 0.23" Mli. 2. KITCHENS - 100 GPM • O.2!' PLO. RANGE HOODS AND DOIMI DRAT RA14iOS MAY ME RATED AT 100 CPM • 0.10' V G. MNJ MIN TROD POR MAW PAN RINIVIREMINTS. S. EMMJST DUCT IRAN s I. OR INSULATED TO Rr4 (MIN) IN UNCONDITIONED SPACES. 2. OE EQUIPPED MTN A SACK DRAFT DAMPER. S. TERMINATE OUTSIDE THE GILDING. 4. COMPLY WITH TAIL! S-S ON TMIS SHEET. 2. OUTDOOR AIR SHALL BE SUPPLIED TO ALL HABITABLE ROOMS THROWN THE FORGED AIR SYSTEM USING TIC FOLLOWINO METHOD. S. PI!!$14 AIR INLET DUCT SHALL COMPLY NTH TIC Ni: A. S! SIZED ACCORDING TO TABLE ON THIS *MT. B. BE DUCTED PROM TIME EXTERIOR MD CONNECTED TO THE RETURN AIR *TIREAM 11714IN POUR P"EET UPSTREAM OP THE FURNACE BLOWER. G. SC INSULATED TO R-4 MIN) VSCI LOCATED MITHNIN HEATED SPACES. D. SE PROTECTED PROM TIE ENTRY OP INSECT*, LEAVES AND OTHER FOREIGN MATERIAL. E . NOT RECEIVE AIR PROM THE NG MIRA& I. WITHIN TEN PELT OP AN APPLIANCE VENT OUTLET, UNLESS THE VOW OUTLET IS THROE FEET "Bove THE FRESH AIR INLET. 2. MORE IT WILL PICK UP 011.EGT1ONAbLE ODORS, FUMES OR PLAMMAIPLE VAPORS. 5. A HAZAIRDOUS OR UNSANITARY LOCATION. 4. A ROOM OR SPACE NAVIN* FUEL. EURItING APPLIANCES THEREIN. 5. CLOSER THAN TEN MET MOM A VENT OMANG OP A ORAINASiE SYSTEM, UNLESS THE VENT OPE ** IS AT LEAST THREE PEET ABOVE THE FRESH AIR INLET. 6. ATTICS, CRAWL SPACES OR GARAGES. 4. THE ;NLET DUCT SHALL EC EQUIPPED WITH ONE OF THE FOLLOWING' A. A MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC CONTROL TITHER, OR D. A FIXED DAMPER INSTALLED AND SET TO MEET MEASURED PLOW RATES AS SPECIFIED IN TABLE 9 -2 ON 'MS SHEET, OR 6. AN AUTOMATIC PLOW REGI. LATINO DEVICE WITH FIELD MEASURED MINIMUM NATIVE rotassuiRE OF 0.10' WIATENR GMJGE AT THE POINT VI-LRE THE OUTSIDE AIR DUCT IS c. ONEGTED TO TIE RETURN AIR PLENUM. 5. THE \'ENTIL.ATION sY STEM SHALL BE CONTROLLED? BY A 24 -HOUR CLOCK TIMER INSTALLED IN A READILY ACCESSIBLE LOCATION. TIE TIMER SHALL BE CAPABLE OF CONTINUOUS OPERATION AND HAVE AN AUTOMATIC AND MANUAL CONTROL. AT THE TIME OP THE FINAL INSPECTION THE TIMER SHALL BE SET TO OPERATE THE WHOLE HOUSE S'Y'STEM FOR A MNMUM OP EIGHT HOURS A DAY. A LABEL SHALL BE APPIHED TO THE CONTROL THAT READ S "Mi1O1-E HOUSE VENTILATION (SEE OPERATING INSTIRIJGT1OI )'. NOTE: IVN6 COUNTY REC01 THE INSTALLATION OF A CENTRALLY LOCATED WHOLE HOUSE EXHAUST PAN WITH A MIINIMIJM SO NE RATING OF 15 AND SIZED ACCORDING TO TABLE 9-2 ON THIS SHEET AND CONNECTED TO THE AUTOMATIC comnrct TIMER THIS MILL FACILITATE FRESH AIR DISTRIBUTION AND RMUGE THE POSSIBILITY OP MOISTURE LADEN AIR BEING DRIVEN INTO THE BUILDIN6 CAVITIES. INTERIOR DOORS SHOULD BE UNDERCUT ONE HALF INCH (I/2") ABOVE THE FINISHED FLOOR. TABLE 5 -2 VPNTILATION RATES FOR ALL STROUJP R OCCUPANCIES POUR STORIES AND LESS* MINIMUM AND MAXIMUM VENTILATION !RATES: CUBIC FEET PER MINUTE (C.FM) • PCSR RESIDENCES THAT EXCEED !S BEDROOMS, INCREASE TIE MIINIPU4 REQUIREMENT LISTED FOR b ETEDROOMS BY AN ADDITIONAL IS CFM PER BEDROOM. THE MAXIMUM GPM IS Et•JAL TO 13 TIMES THE MINIMUM. TAM F 3 -3 PRESCRIPTIVE EXHAUST DUCT SIZING NOTE: I. FOR EACH ADDITIONAL ELBOW SUBTRACT 10'-0' FROM LENGTH. 2. FLEX DUCTS OF THIS DIAMETER ARE NOT PERMITTED YIN FANS OF THIS SIZE. TABU 3 -5 PRESCRIPTIVE INTEGRATED FORGED AIR SUPPLY DUCT SIZING NOTE: I. FOR LENGTHS OVER 20 FEET INCREASE DUCT DIAMETER 1 INCH. 2. FOR ELBOWS MIJPEE'RING MORE THAN 3 INCREASE DUCT DIAMETER I INCH 12LJGTWORK I. DUCT SYSTEMS OR FACTORY BUILT AIR DUCTS SHALL BE OP METAL AS SET FORTH BY THE UNIFORM MECHANICAL CODE. 2. RECTANGULAR, FLAT, OVAL AND ROUND DUCT JOINTS AND SEAMS SHALL BE AIRTIGHT PER THE UPIIFcORM MECHANICAL CODE. 9. INSTALLATION OF DUCTS SHALL COMPLY WITH THE UNIFORM MECHANICAL GORE. 4. DUG INSULATION BE INSTALLED IN ACCORDANCE WITH THE UNIFORM MECHANICAL CODE. F I REPLACES ALL. MASONRY FIREPLACES AND CHIMNEYS SHALL BE CONSTRUCTED TO CONI ORM TO ALL APPLICABLE PORTIONS OF THE UNIFORM BUILDING CODE AND THE UNIPO1 4 MECHANICAL CODE. muff LINER MINIMUM, Sib" PIKE CLAY FOR ECIUIVAL,.ENT) PER Una. FLUE AREA PePt UDC. CHIMNEYS SHALL SUJPPORT ONLY THEIR OWN WEIGHT UNLESS SPECIFICALLY DESIGNED TO SUPPORT ADDITIONAL LOADS. ALL FIREPLACES SHALL BE PROVIDED YIN TIMMY FITTING FLUE PAMPERS, OPERATED WITH A READILY ACCESSIBLE MANJiAL. OR A AUTOMATIC CONTROL, AND AN OUTSIDE SOIJIIGE OP COMBUSTION AIR. MINIMUM DUCT SIZE OP 6' SMARR INCHES IN AREA rlRaviveD WITH READILY ACCESOIBLE DAMPER LOCATED IN FRONT PART OP PIP!!'OOX. rREPAERRIGA►TCD 191 PLACES, CHIMNEYS, NV RELATED COMPONENTS TO BEAR U.L. OR I.G.B.O. SEAL OP APPIWV A L AND TO BE INSTALLED PER MANIJPAGTIARER 'S SPEC.IPIGATIONS. HEARTHS SHALL EXTEND 20" 01IN.) IN ? ONT OP AND 12" (MIN,) BEYOND EAGM BIDE OP PIPREPPLAGE OPCNIN011. PIKE SHANE BE PROVIDED WITH TIGHTLY PITTING &LASS OR METAL DOORS. Y REISO3 NO CHANGES '.L SE MADE TO T►� = SCCPE OF ti•. -; .WITHOUT PRIOF Cr A e•JILD1NG OMEIC* 1. +_ :TE: R!'+ ►;1Y 3 WILL P 3UAi A NEW PLAN sueurTTN, JI:N..) MAY I OLUDE ADoinakm. PIM REVIEW FEE• • N RECEIVED rrrvcF :,I11 2 4 ,'111H PERMIT cE . haaril gins14 v-19 0§g§gp§SVV 104 46 ; WRIt.; 410 iitypieeE tif) g E ms W 3 1 � I id U � as oC O gi < z N W 0 2 Lu tu 2 V Q i DATE: gn/alq DATE: 3/2I/03 1s)03-212 • 4 b" FOUNDATION WALL HOUSE /GARAGE FOUNDATION WALL SHEAR TRANSFER DETAIL LIHTPNEIT • VENEER 0/ SHEATHING b" FOUNDATION WALL V'4/ SLAB 8" INTERIOR STEM WALL RIPPED 2x4 BLOCKING 2x4 !LOCKING - WALL TO MATCH lbd • 6" O.G. U.N.O. SHEAR WALL (SEE PLANS) TYPICAL ROOF DIAPHRA6M Sd • 6" O.C. U.N.O. SHEAR TRANSFER DETAIL 8d • 6" O.G. U.N.O. NOT TO SCALE LIHTEI&HT VENEER 0/ CONR!TE FINISH PER eIGVATION OVER 7 LB. BUILDING PAPER AIR INFILTRATION ILARRIER OVER SHEATHIN6 PLAN - • •11 . . N • as • • Y • 2X STUDS PER PLAN BATT INSULATION PER PLAN : — BATT INSULATION rem PLAN 5/4" T.46. PLYWOOD SUBPLOOR GLUED 4 NAILED 2X P. T. SILL PLATE YM/ ANCHOR BOLTS PER SHEAR WALL SCHEDUL" MAX. FROM ENDS 4 1' MIN. EMBEDMENT ( LSEWHERE USE 5/6 DIA. X IO ANCHOR BOLTS - • 46" O.GJ *4 BAR VERTICAL. • lb" D.G. '• i HORIZONTAL • IO" O.G • - 6 MIL. BLACK V. S. 8" FOUNDATION kMALL CONTINUOUS FOOTING 8d NAILS • 6" O.G. THROUGH SHEATHING INTO LEDGER ROOF FRAMING MEMBER PER PLAN 2x FIRE BLOCKING (2) Ibd NAILS • EACH STUD 2x BLOGKIN6 BETWEEN STUDS NOT TO SCALE SHEAR TRANSFER DETAIL `.HEAR TRANSFER DETAIL TYPICAL ROOF DIAPHRA6M 16d • 6" O.G. SHEAR WALL PER PLAN ROOF FRAMIN6 MEMBERS PER PLAN NOT TO SCALE 8" FOUNDATION WALL I'M! SLAB INTERIOR STAIR SHEAR TRANSFER DETAIL SHEAR TRANSFER DETAIL fRAMINb 4 FOUNDATION DINIeNSION ;IL� ELEVATION OVER AIR II�ILTRATION Id! OVER SHEATHINO rcin PLAN 4" DIA. PERF FOUNDATION DRAIN TI6HTLINE N El �LJ � A. GARAGE FOUNDATION WALL tinniannittb 1111111131111111116-.1 Ng: 4 1 P BATT INSULATION PER PLAN (3) Ibd NAILS EACH TRUSS SIMPSON H-I SEISMIC TIE • 48" O.G. 2x STUDS PER PLAN NAI LE (2) 2X4 2X4 INFILL FRAMING . • ;. .; . • • • •. • •; • • • • • - . • • . � . ••. : •. :. •. i. • . . :. • :. •. • f 1111 -r 1 - I 1 11 L�.i.. I I 1 1-- *4 BAR VERTICAL • 16" O.G. • HORIZONTAL • 10" O.G. F IIWS MATERIAL PER ATION OVER BUILDING APER SHEATHIN6 PER PLAN rigZe ltrliAs MIN6 PER PLAN INSULATION BAFFLE TO EXTEND 12" ABOVE INSULATION WITk I I/2" CLEAR AIRSPACE VENTED 2X BLp!.KIN6 W/ (5) 2' DIA HOLES PER 24' O.G. FASCIA BOARD PER PLAN 5" h¢T�M Jd1 � CONTINUOUS FaUT'TER CRICKET 2 X 6 BUILT -UP CURB SKYLIGHT SIZE PER PLAN W/ 4" MIN. CURB FLASHING AS RECOMMENDED BY MANUFACTURER (2 LAYERS LAMINATED &LASS • +12' -O" A.F.F./ 2 LAYERS TEMPERED GLASS 0 - I2'-O" A.F.F.) RAFTERS OR TRUSS BEYOND -8d NAILS • 6" O.G. .JIII ►' i ?0(13 FLAT CEILING 4 SAVE BRACKET DETAIL 8d 0 b" O.G. SHEATH TRUSS PER PI-6 IOd 0 4" O.G. SHEAR WALL (SEE PLANS) 2x AS REQIURED 8d • 6 O.G. SHEATH TRUSS PER PI-6 A35 • 24" O.G. IOd 0 4" O.G. SHEAR WALL (SEE PLANS) SOUP BLOLKIN6 BOTTOM OF BEAM FLR. JSTS. PER PLAN BEAM PER PLAN k: 2 X4CLEAT EACH SIDE P. T. POST PER PLAN 6 MIL. BLACK V. B. • 111 , . -111 1I -111. � II - I III1 -=1 2) *4 BAR CONTINUOUS ROOF SHEATHING ROOF FRAMING MEMBER PER PLAN 2x FIRE BLOCKING 2x BLKG BETWEEN STUDS (2) Ibd NAILS • EACH STUD NOT TO SCALE FINISH PER ELEVATION OVER -► �PAPER uiLciNS PAPER AI I ILTRATION VJUILIER ONOR SHEATHINO PeR PLAN ro�ieVwA,i�'roo i F4ASH INs Q JHQATION STUB OUT *4 BAR X 24" • lb" O.G. (I) *4 BAR CONTINUOUS — *4 BAR VERTICAL • lb" 0.G..1 „ 4 HORIZONTAL • IO" D.G. -I I 4" DIA. PERF. FOUNDATION DRAIN 2X STUDS PER PLAN BATT INSULATION PER PLAN — BATT INSULATION PER PLAN 5/4" T.86. PLYWOOD SUSPLOO* GLUED 4 NAILED P S X PT. SILL PLATE IV ANCHOR BOLTS PER SHEAR WALL SCHEDULE 12" MAX. i FROM ENDS 4_1" MIN. EMEDMENT (ELSEWHERE USE . We" I A. 10 ANCHOR BOLTS 11;"- ' *4 BAR CONTINUOUS 1 1 1/4" DIA. MIN. CONT. HANDRAIL 4" MIN. 2X4 THRUST BLOCK NOTE: SPACING BETWEEN INTERMEDIATE GUARDRAIL MEMBERS TO BE A MAX. OF 4" CLEAR SUCH THAT A SPHERE OF 4" DIA. SHALL NOT PASS THROU6H ANY OPENING BALUSTERS TO CONFORM TO UBC SEC. 1006.4 4 504 (3) 2X12 STRINGERS FIRE BLOCKING • MID -SPAN NOT TO SCALE DAZE: q/ 1 /qq DAZE: 3/21/03 NSION FINISH PER ELEVATION OVER 1 LB. BUILDING PAPER OR AIR INFILTRATION BARRIER OVER SHEATHING PER PLAN (I) *4 BAR CONTINUOUS k 6 " rle 2X STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN 5/4" T.46. PLYWOOD SUBFLOOR GLUED 4 NAILED 2X P. T. SILL PLATE W/ ANCHOR BOLTS PER SHEAR WALL SCHEDULE 12" MAX. FROM ENDS # 1 " MIN. EMBEDMENT (ELSEWHERE USE 5/8" DIA. X IO" ANCHOR BOLTS • 48" O.G.) *4 BAR VERTICAL • IS" O.G. t HORIZONTAL • 10" O.G. 6 MIL. BLACK V. B. FINISH PER PLAN INSULATION PER PLAN 2X STUD WALL PER PLAN SHEATHING WEATHER RESISTANT BARRIER METAL LATH 2X STUDS PER PLAN BATT INSULATION PER PLAN ----- BATT INSULATION PER PLAN —5/4" T.46. PLYWOOD SUBPLOOR GLUED 4 NAILED FLR. JSTS. PER PLAN 2X P. T. SILL PLATE W/ ANCHOR DOLTS PER SHEAR - WALL SCHEDULE, 12" MAX. FROM ENDS 4 1 MIN. EMBEDMENT (LL'SEW.CRE USE 6 /6" DID. X 10" ANCHOR BOLTS • 46" O.GJ t O.G (2) *4 BAR CONTINUOUS 2) *4 BAR CONTINUOUS NOT TO SCALE DI N ION FINISH PER eLEVATI 1 LB. BUILDING P AP( AIR INFILTRATION M*IER OVER SHEATHING R PLAN 4" GONG. SLAB STUB OUT *4 SAM X 24" • lb" 0.G. (I) *4 BAR CONTI NUOU5 f *4 BAR VERTICAL • lb" O.G ; I-L{�• HORIZONTAL • IO" D.G. -111 4" DIA. PERF. FOUNDATION DRAIN % WAWMW&WMWMW I � i � i � i G � i � i � i � i soup BLOCKING _ TYPE 'Ns SEATING sec 2X P. T. SILL PLATE W/ ANCHOR BOLTS PER SHEAR WALL SCHEDULE 12" MAX. FROM ENDt121 MIN. EMBEDMENT (EL.SEINNERE USE 5/b DIA. X IO ANCHOR BOLTS • 40" O.G.) �-- MI . BLACK . V.I"�I. i i I 11 I 4 • • ' • .-. r")( b' k'k FLR. JSTS. PER PLAN 2X P. T. SILL PLATE W/ ANCHOR BOLTS PER SHEAR WALL SCHEDULE 12" MAX. FROM ENDS 4 '7" EMBEDMENT (ELSE ( WHERE USE 5/8" DIA. X 10" ANCHOR BOLTS • 48" 0.C.) *4 BAR VERTICAL • IS" 0.G. 4 HORIZONTAL • 10" O.G. 2X STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN 3/4" T.46. PLYWOOD SUDPLOOR GLUED i NAILED NOT TO SCALE 1 r r • OA 0 'i III � III Ill III ��� •441. 2x SOLID BLOCKING (4) Ibd INTO BLOCKING IOd " O.G. PER PLAN LATERAL DETAIL • SHEAR WALL PER PLAN (2) Ibd • 6" O.G. U.N.O. PANEL EDGES AT CONTINUOUS FRAMING MEMBERS SEE SHEAR WALL SCHEDULE FOR NAI L I N6 PATTERN SHEAR WALL PER PLAN NO SCALE DOUBLE JOIST OR PER PLAN USE TJI BLOCKING WHERE TJI JOISTS OCCUR LATERAL DETAIL * I1 s►�nR rum PER PLAN NAILING PER SW SGHED A _ IOd • 4" O.G. AT BLOCKING IC it •■/■■■••lANNEri r_ ■ III. IMMINENIN I/ i-/i 111111 WIi •••■■•■•••■•■•rirdmrI Ify X • LI 2 X •LI BLOCKING BLOCKING (3) 16d • .JOIST 4 BLOCKING NO SCALE NE• bd • b" O.G. PER EDQr e NAILING OF ROOF SNEATHINb MUSS DeS16NED POR LATERAL LOAD --OR USE !SHTG PER PLAN N STG • 24" O.G. (2 X NOT NAILED TO TOP PLATE) SHEAR WALL PER PLAN LATERAL. DETAIL 4 STG • 24" O.G. IOd • 4" O.G. 2x AS REGIURED SIM, NO SCALE SHEAR WALL PER PLAN f NAILING PER SW 9GHED pr FLR JST • PER PLAN 2x SOLID BLK'6 LATERAL. DETAIL 15 16d TOENAILED 8" O.G. EACH SIDE STAGGERED IOd • 4" O.G. DIAPHRAGM TO BLOCKING AND JOISTS 2x SOLID BLK'6 PER PL I i PER PLAN NO SCALE WALL TO PARALLEL FLR TRANSF FLOOR TO WALL SHEAR TRANSFER MAX. 6" BELOW TOP Or FND WALL 6 MIL. BLACK V. B. II1E111 I T=1 i i =iiT= S" CLR. LATERAL DETAIL 2IA • N • II N • r ' 4" J b" L 4" SHEAR WALL PER PLAN ANCHORAGE PER SW SGHED IOd • 4" O.G. TO BLOCKING AND JOISTS P.T. SILL PLATE A.B. OR CLIP REQUIREMENT PER FOUNDATION PLAN *4 BAR VERTICAL • 16" O.G. 4 HORIZONTAL • IO" O.G. 7-7 1..-11 11 I 2) *4 BAR CONTINUOUS NO SCALE LITERAL DETAIL 10 SHEAR WALL PER PLAN bd NAILS • b" O.G. THROU614 SHEATHING INTO LEDGER ROOF FRAMING mammon PER PLAN *ABLE TRUSS AT DETAIL SIM (2) Ibd NAILS • EACH STUD 2x BLOCKING 5ETNlEN STUDS 2x LEDGER (ONE SIZE LARGER THAN FRAMING MEMBER), OR SOLID BLK6 T6 IF NOTED ON PLAN NO SCALE TYPICAL ROOT DIAPHRAGM Ibd 6 " 06. 2x6 SOLID BLOCKING • 4b" O.G. LATERAL DETAIL II SHEAR WALL PER PULL HT STUDS • SCISSOR GABLES 2x4 BRAG'O • 4b" O.G. MAX S' r4/o BLOCKING O NAILING IN (2) Ibd TO BLOCKING EACH END TYP. (2) Ibd TO BLOCKING * EACH END TIP. le.001° FRAMING MEMBERS PER PLAN NO SCALE 8 EXTERIOR WALL TO FLR - PARALLEL 4 FARALL!L TRUSS TRANSFER 2Ia SI' INTERIOR SHEAR STEM WALL io SHEAR TRANSFER WALL TO ROOF GABLE SHEAR TRANSFER ,- 1. iN\ G` P'` , cs f-' r)3 rm c rl ►�►l a .1111 2 1 ?003 Pew cr 447e. u g dtngov > 41;061i! 8g l q N4';igiVif o-vv) .rpl!g 2r Mosiottrlag`P azi4OW ›Eaw< DRAWN 8r- SVC LATERAL BY: ANA REVISED BY z 44: DATE Qn /qq DATE 3/21/03 DATE • I. . ...,............111....0 ... ,. .. lib 5 • w MAW= -5101MCMCL SHEATH - S PER PI-v; 8' -0" LONG OR DESIGN FOR 2702* AT LOAD 1 1111.111111111111111111.1111111111111111 1111111111111111 ND JACKS • 24" O.G. 111101111111Mall.11111 Q 8,^ PER IL DIAL SCISSOR EIDER TRUSS SPECIAL SCISSOR SAJB TRUSS 4 °4° SKYL I6HT IN/ LAM. 6LASS O.H. 2 SKYLIGHT W/ LAM. GLASS R. • IT-O" ABV. MAIN FLOOR 0 b� II : • RAKE ROOF FRAP4IN NOTES: 1. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL BEAMS 4 HEADERS TO BE 4X10 DF*2 • 2X4 WALLS I bXE+ DF »2 • 2X6 WALLS U.N.O. 3. PROVIDE VENT BLOCKING OVER SUPPORTS. 4. BEARING WALLS ARE SHADED. 5. ALL TRUSSES: I SHALL BE STAMPED BY AN ENGINEER LICENSED IN THE STATE OF WASHINGTON. * SHALL BE INSTALLED 4 BRACED TO ENGINEERS SPECIFICATIONS * SHALL HAVE DESI6N DETAILS 4 DRAHIN6S ON SITE FOR FRAMING INSPECTION • SHALL NOT BE FIELD ALTERED WITHOUT PRIOR l9UILDIN6 DEPARTMENT APPROVAL OF ENOINEERINO CALCULATIONS 6. SEE SHEET I FOR ADDITIONAL NOTES. '7. SHEATH ALL Q,ABLE ENDS PER PI U.N.O. TYP • 6ABLES FE. • q' -I" ABV. MAIN FLOOR FE • IT-0" ABV. MAIN FLOOR TYP. U.N.O. TYP. • ALL 6ABLES U.N.O. ROOF FRAMING PLAN SLALE, V4• . 1'b• 2 ' -O " O.H. TYP. • EAVES RAKE RAKE ROOF VENTILATION STANDARD TRUSS / SCISSOR TRUSS ROOF FRAMING Y: UPPER ROOF ROOF AREA: VENTILATION REQUIRED: PROVIDE 1/2 VENTILATION • EAVES, 2100 S.F. 2100 S.F. / 900 • 1/2 • 12" BELOW RIDGE 1006.0 5.1. REQ'D BIRDBLOGK INS • EAVE VENTILATION REQUIRED• PROVIDE: EAVE VENTILATION PROVIDED* 35 5.I. / L.F. - 25% SCREEN REDUCTION* 1006.0 5.1. /2 /5.1. PER L.F. 142.00 L.F. DIRDSLOGKINb VENTILATION• 504.0 S.I. IS 6REATER THAN 2.65 S.I. / L.F. 142.00 L.F. 504.0 S.I. 504.0 S.I. REO'D 7"x1" ATTIC ROOF JACK. UPPER VENTILATION REQ'D• PROVIDE: UPPER VENTILATION PRrOVIPED• 41.0 5.1. EACH - 23% SCREEN REDUCTION• 1006.0 S.I. / 2 / S.I. OF EACH VENT.: 14 - T'x," ATTIC ROOF JACKS 514.50 5.1. IS GREATER THAN 36.75 S.I. EACH 13.71 VENTS 51450 5.1. 504.0 S.I. REQ'D Lees 1 LP. efROBLoOCKINO 14 - 1 "x7" ATTIC R+OOr JACKS 904.00 S.I. 51430 5.1. TOTAL VENTILATION •ROVIDEDI 101630 5.I. It OPIATE* T 4AN 1000.2 Si. REQ'D T.O. BEAM • 6' -II" ASV. MAIN FLOOR e • T -II" ABV. MAIN FLOOR T.O. BEAM • 8' -I1" ABV. MAIN FLOOR - T.O. SUBFLOOR • 8' -I I" ABV. MAIN FLOOR • LATERAL NOTES (6) SIl/11! PANELS BY TRUSS MAMJf. ril (6) PAIR OTC • TOP /L TO TRUSS M/ (b) Od O 9 LATERAL RESTRAINT HARPPMARE SYMBOL v HOLDOYMN TYPE AND AMOUNTS SIMPSON STHDIORJ (I4) TOTAL. INSTALL H/2" FROM CORNERS OR ROU6H OPENIN65, U.N.O USE (36) I6d NAILS EACH. SIMPSON STHDIO (II) TOTAL. INSTALL. I -I/2" FROM CORNERS OR ROUGH OFENIN69, U.N.O. USE (36) I6d NAILS EACH. S /D" THREADED ROD 6" EMBED • D" GONG. FOUNDATION OR SSTDIS AD (4) TOTAL LINE OF WALL ABOVE L Fiw s COMPACT FOR 4" CONC. SLAB EDGE OF CONC. PATIO D.5.0 8 NERVASTOHL OR FLASHING FOR WATER PROOFING 16 "x24" CRAWL SPACE ACCESS INSULATE 4 HEATHER STRIP STUB -OUT *4 REBAR • 18" O.G. 24" LONG PE344 • POST w/ STRAPS Dal.. JSTS. SVLSPACE PB44 • POST w/ STRAPS STUB -OUT *4 REBAR • 16 O.G. 24" LONG NERVASTOHL OR FLASHING FOR WATER PROOFING BBL. JSTS. CANTL. JOISTS THIS AREA SIMPSON C565 FOR POST ABOVE SLAB ON GRADE 4" GONG. OVER 6 MIL (BLACK) V.B. OVER 4" GRANULAR FILL SLOPE 4" TO O.H. DOORS RAISE GO IS" A.M.F. RAISE CONG. TO 16" A.M.F. • (13) b "xIS" SCREENED FOUNDATION VENTS 12' 0.5.0 14 FOUNDATION NOTS: I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 GONDITIONS PRIOR TO GONSTRUGTION. 2. PROVIDE SOLID BLOCKING OVER SUPPORTS. 9. POSTS TO OE P.T. 4X4 DF *2 4 I.T. 4X5 DF1 • BEAM JOINTS, U.N.O. 4. ALL FOOTINGS TO REST ON UNDISTURBED SOIL. S. ALL r400D IN CONTACT IIITM GONG. TO BE PRESSURE TREATED 6. SOFFIT, VENT, 4 INSULATE CANTILEVERED AREAS. 4 4 V-6" � _ 22'-O" 36' OVERALL FOOTPRINT FOUNt2ATION PLAN SLALE. I/4' • I'O' 1. INSTALL SIMPSON GONG. TO WOOD HOLDOYWS 1 1 /2" FROM CORNERS 4 rlINDOYi ROUSH OPENINGS, ALSO SEE MANUFACTURERS SPECS. S. STEP FOUNDATION PER SITE CONDITIONS. 4 2000 P.S.F. ASSAJMED SOIL BEARING, CAPACITY SHALL BE VERIFIED IN FIELD. 10. SEE SHEET I FOR ADDITIONAL. NOTES. II. ALL IhAL.LS TO BE PI-6 U.N.O. 12. SPACE 5 /b" DIA. ANCHOR BOLTS PER SHEAR PALL SCHEDULE, VV 2 "x2 "x9n6" PLATE WASHERS U.N.O. 6 ,_ 0 " I." FOUNDATION VENTILATION GRAYILSPAGE AREA VENTILATION REQUIRED: USE: VENT AREA • VENTS REQUIRED • PROVIDE: VENTILATION PROVIDED 1235 S.F. 1235 S.F. /150 • 1165.6 SI. REQ'D 6 "X16" FOUNDATION VENTS 126 SI.- 25% REPUC.,I /4"MESH • 46.0 V. 1165.6 SI./ VENT AREA • 12.55 SI. 13 6 "X16" VENTS, AREA • 1246.0 SI. • 1246.0 SI. IS *RENTER THAN 11654 SI. RUM I uee� IS "'x* CATION vows r � wr OD.'S' . 6xbx16 G.M.U. TYP. • PORCH 14")(30"x12" GONG. FT6. ED6E OF GONG. PORCH LINE OF POSTS ASV. q I/2" GLR. 4 5 OD.S. RAISE CONG. TO is" A.M.F. Q '0 0 .1111 2 4 2043 PENT CENTER • .1 AREA SUMMARY • wuc NOLININSIMI I 'i E ' � i. W I 1331II~ Q - '' • 34131503U *woe PAYMENT OF USE FEE IS DUE ARCHITECTS NORTHWEST, INC. PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESE PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE rMTH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WI THOU T *I TTEN PERMISSION FROM ARCHITECTS NORTHWEST, INC. IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERMCE ARE. AND SHALL REMAIN. THE PROPERTY OF ARCHITECTS NORTHWEST. INC. , UPPER FLOOR: I503 S.F. TOTAL. FINISHED MEAD 1906 SP. 6NtAbE: 'IJO B.F. R1 DA ` - L.AN •2535A3F-I 4 117 Mg DR AVM BY: LATERAL BY DATE' ANN 3/21/03 REVISED BY: DATE: al n N AREA SUMMARY MAIN FLOOR: 1190 S.F. , UPPER FLOOR: I503 S.F. TOTAL. FINISHED MEAD 1906 SP. 6NtAbE: 'IJO B.F. 2x4 KNEE L BELOW 34 "x60" SHIM. VINYL UTIL VINYL SOFFIT DOWN TO MATCH • EAVES E3Epsivi 2 6 51-FOLD LF 2 SKYLIGHT W/ LAM. GLASS SITTING CARPET 36"x60" TUB LINE or WALL BELOW 1433 LF USE FULL HEIGHT STUDS UNDER SCISSOR TRUSS NOTE: LOCATE WHOLE HOUSE FAN 0 UTILITY ROOM, TO BE INTEGRATED W/ FORGED AIR SYSTEM W/ AUTO TIMER 4 MANUAL OVERRIDE. c1.5 LF 3 1 - FLUE 3 -0" 4 4 °4° SKYLIGHT IM/ LAM. GLASS USE FULL HEIGHT STUDS UNDER SCISSOR TRUSS 5ERM CARPET HOLD BACK STUD FOR SHEATHING PI-6 12.5 LF CONTINUOUS BONUE' VAULTED CARPET 6° BI -FOLD UPPER FLOOR PLAN SCALE: I /4" is 1 - • V SHEAR WALL SCHEDULE (SEE SHEET b/]) O RANGE/OVEN V.T.O. KIT HMV PREP. 1 • sb• a q410 1 1 11117,7 11 1111 SILT. • b -II A.?. bxb NON - STRUCTURAL POSTS OVER b" SIDE HALF PALL* 42" ,A.F.F. LINE OF INT.-0J VAULT 6" WIDE SOFFIT � 1111111 L 1E111111I'' HANGER TWO SIDES q CASED OPENING 2xIO F.J. • 16" O.C. FAMILY 31 -8" 21 -0" HANGER ONE SIDE PI - 30 •''. �■ ' 1 -�'�.' - • PATIO 4'CAlG. USE FULL HEIGHT STUDS U R SCISSOR ENTERTAI CENTER 3 '-O" 14' -0" SOFFIT, VENT, INSULATE FL I8" HIGH PLATFORM W/ (2) LAYERS 3/4" PLYWOOD DBL. JSTS. DBL. JSTS. SIMPSON G5I6x46 S TOP PL TO DJ DBL. JSTS. T I I (2) 2x4 WALLS 4x6 POST 2x6 G.J. • 24" O.G. DOT. • 6' -II" A.M.F. DBL. SLIC'6 I ..A 5 I /8 "x$2" II6.L.B. 24F -V4 I ,• UPSET - INTO WALL ASV. I � SIMPS HUE) 10 II M ON AX. HANGER III 4x6 POST II � 2x6 WALL 6x6 P.T. POST W/ (2)-- SIMPSON 12I2T EACH SIDE TO BEAMS 2x10 F.J. • 12" O.G. -I '!1 6'-6" TALL WALL ON RAISED GONC. CURB 6'-6" TALL WALL ON RAISED GONC. CURS x • 4 0 .0 • LATERAL RESTRAINT FfARpINARE SYMBOL pa SIMPSON GSI6x46 (10) TOTAL • UPPER FLOOR. INSTALL VERTICALLY DOVIN TO FRAMING BLpy . USE (26) bd NAILS EACH. SIMPSON •14D2 ri/ 5/b" • THREADED ROD OR SSTBI6 AB (4) TOTAL v HOLDOWN TYPE AND AMOUNTS SIMPSON STHDIORJ (Iq) TOTAL. INSTALL 1 - 1/2" FROM CORNERS OR ROUGH OPENINGS, U.N.O. USE (38) I6d NAILS EACH. SIMPSON STHDIO (II) TOTAL. INSTALL 1 - 1/2" FROM CORNERS OR ROUSH OPENINGS, U.N.O. USE (3b) Ibd NAILS EACH. SIMPSON CSI6x46 (I3) TOTAL • MAIN FLOOR. INSTALL VERTICALLY DOWN TO POST IN CRAM. SPACE. USE (26) 64 NAILS EACH. b 1 -0" 14 H.B. 13 12 MAIN FLOOR PLAN SCALE: 1/4" • 1 FLOOR PLAN NQThS ■ • • 26 '-0" I. CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS 4 CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL BEAMS t HEADERS TO BE 4x10 DM • 2X4 WALLS I 6)(b DFM2 • 2X6 MALLS U.N.O. 5. PROVIDE SOLID BLOCKING OVER SUPPORTS. 4. PROVIDE FIREBLOGKING • ALL PLUMBING •TIONS. 5. WIINDOY • DOORS ARE SHOPIN I NOTED AS NOMINAL SIZES. 6. $ANDOYM HORS. • 6' -6" ABOVE FIN. FLOOR , U.N.O. 1. ALL MOOD IN CONTACT PITH GONG. TO BE PRESSURE TREATED. D. EXTERIOR PALLS TO BE 2x STUDS • 16" O.G., U.N.O. 4I'-O" OVERALL q. INSTALL SIMPSON CONC. TO Y400P HOLDOY*IS 1 1/2" FROM CORNERS I WLINDOP1 ROUGH OPENINGS, ALSO SEE MANUFACTURER'S SPECS. 10. INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. II. SMOKE DETECTORS: I SHALL BE 110 V INTERCONNECTED 1/ BATTERY BACKUP I SHALL BE INSTALLED ON EACH FLOOR 4 ALL BEDROOMS • SHALL BE INSTALLED IN EACH LOCATION WHERE THERE IS A CEILING CHANGE GREATER THAN 24" 12. SEE SHEET I FOR ADDITIONAL NOTES. 13. ALL EXTERIOR MALLS TO DE PI-6 U.N. 6 ' -0" (2) bxb P.T. 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VERIFY SHEAR WALL NAILING AND HOLDOWNS PER PLAN 4 SCHEDULE PRIOR TO INSTALLING SIDING. 2. CAULK ALL EXTERIOR JOINTS 4 PENETRATIONS. 3. PROVIDE WEATHER STRIPPING 4 FLASHING AT ALL DOORS 4 WINDOWS. 4. PROVIDE GALVANIZED OR ANODIZED SHEET METAL FLASHING I GOUNTERFLASHIN6 • ALL ROOF PENETRATIONS, CHIMNEYS I SKYLIGHTS. 5. PROVIDE CONTINUOUS METAL &UTTERS I DOWNSPOUTS • ALL EAVES, TYPICAL. 6. SEE SHEET I FOR ADDITIONAL NOTES. SCALE: 1/4" • I'-0" 2x10 TRIM REAR ELEVATION r e► A 2 SKYLIGHT W/ LAM. GLASS 2 SKYLIGHT YV/ LAM. GLASS � !Art4 PLY 110012 I 6x12 SEAM Y4/ 2x6 BRACKET 5/4x6 WINDOW TRIM TYP. • FRONT EXPOSED TRUSS TAILS SAFETY GLASS 2x4 FLAT OVER 2x4 TRIM TYP. • SIDES I REAR 2x4 1INDOW TRIM - 1 4 SKYLIGHT IV LAM. GLASS 36" HIGH P.T. RAIL YI/ 4x4 PICKETS • 12" O.G. ; 1 ;;x#1 - • 2x10 TRIM 2x10 TRIM D4502.1 r PI • PORCH 2x6 TRIM (2) 8x8 P.T. POSTS 1 i� 2x FLAT OVER 2x6 TRIM MAIN FLOOR LIGHTYIEI6HT STONE VENEER (GILEFIELD) !.• UPPER SUBFLOOR ft • MAIN MAIN FLOOR t • s IPuG wows. 4: A I/ 103111.40 • 32131510314 Mona PAYMENT OF USE FEE IS DUE ARCHITECTS NORTHWEST. INC. PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESE PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOD OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM ARCHITECTS NORTHWEST. INC. IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERNCE ARE, AND SHALL REMAIN. THE PROPERTY OF ARCHITECTS NORTHWEST. INC. 'WI ‚ I/w i LAN M25S5ASFH DRAWN BY: SYCD DATE: q/r1/gq LATERAL BY: ANV4 DATE 3/21/05 RENSED BY: DATE A A U ..111 III1�!� .i l iI illlIU I 11 *0. 111111111:d1 .1 .1 /IIIIIrIIlllrlllllrl III11111111I rl'' .111111IlI111Ir111 11111111111111111 11�'" .411111111111111111111111111111111111111 11/11111r11111111111rn1111r . .1 111111r1111III1111UI111IUI1111111111r111 r111111111III1111Irn111III111I1111 ,. IIi11r1111Irn1111r11111r1r11I11111Ir1r dl III11 rirrrr rr rrwr rr r rw . 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III • r �111111IIIIIIrS11._ .II■IIIIIUI111IUI111III = IIIIII1111/' %IIIIIII.._ ■IIIIIIIU1111IIIIIIIIIIIIII IIIIIl1IUI111IU111IP'` .111IIIII1I111IIIIIIIIIIIIIUI111 111Ir1I11111111/ 1111Ir1111I11111I111111111111111 11111111111P" ./ 41/111111111111111111111111111111111111r 11111/ .111111111M1111111111111111111111111111111111, 111"' . m111111I111I11111111111IIIr11II1I11I111111I11111111111Ii / 1 1 • / • / •� rr�Yrrr ���rrr �■ CONTINUOUS GUTTER OVER 2x6 FASCIA 5/4 TRIM I6 "x30" LOUVERED ATTIC VENT (CEDAR) 1x4 TRIM OVER 2x 12 BAR 5 /4x12 CORNER TRIM 2x4 FLAT OVER 2x6 TRIM BD. EXPOSED TRUSS TAILS an ■ ■ ©� ■ ©� ■ ■ 1 in ■� NI 1111 NI II 1 I I I • I 1 111111 MI I :U:I L a: MI MO NM II ..,..7.....z. , ...�.... . I ��r � 111 C atiM a i iet I rrn��ll� ■�r 2x10 TRIM i R. • 6ARA&E 5/4x6 CORNER TRIM • FRONT 6" EXPOSED LAP SIDING MAIN FLOOR \ I'E • DINING MAIN FLOOR FRONT ELEVATION SCALE: I/4" = 1 ELEVATION NOTES: I. VERIFY SHEAR WALL NAILING AND HOLDOWNS PER PLAN 4 SCHEDULE PRIOR TO INSTALLING SIDING. 2. CAULK ALL EXTERIOR JOINTS 4 PENETRATIONS. 3. PROVIDE WEATHER STRIPPING 4 FLASHING AT ALL DOORS 4 WINDOWS. 4. PROVIDE GALVANIZED OR ANODIZED SHEET METAL FLASHING I GOUNTERFLASHIN6 • ALL ROOF PENETRATIONS, CHIMNEYS I SKYLIGHTS. 5. PROVIDE CONTINUOUS METAL &UTTERS I DOWNSPOUTS • ALL EAVES, TYPICAL. 6. SEE SHEET I FOR ADDITIONAL NOTES. SCALE: 1/4" • I'-0" 2x10 TRIM REAR ELEVATION r e► A 2 SKYLIGHT W/ LAM. GLASS 2 SKYLIGHT YV/ LAM. GLASS � !Art4 PLY 110012 I 6x12 SEAM Y4/ 2x6 BRACKET 5/4x6 WINDOW TRIM TYP. • FRONT EXPOSED TRUSS TAILS SAFETY GLASS 2x4 FLAT OVER 2x4 TRIM TYP. • SIDES I REAR 2x4 1INDOW TRIM - 1 4 SKYLIGHT IV LAM. GLASS 36" HIGH P.T. RAIL YI/ 4x4 PICKETS • 12" O.G. ; 1 ;;x#1 - • 2x10 TRIM 2x10 TRIM D4502.1 r PI • PORCH 2x6 TRIM (2) 8x8 P.T. POSTS 1 i� 2x FLAT OVER 2x6 TRIM MAIN FLOOR LIGHTYIEI6HT STONE VENEER (GILEFIELD) !.• UPPER SUBFLOOR ft • MAIN MAIN FLOOR t • I__ atan 1 • /VC/6 nooses I 11011167 gs■■• +fi t■ I/ P 10311640 - • 34:1315103U :bog PAYMENT OF USE FEE IS DUE ARCHITECTS NORTHWEST. INC. PRIOR TO CONSTRUCTION FOR EACH STRUCTURE BUILT FROM THESE PLANS. THESE PLANS ARE COPYRIGHTED IN ACCORDANCE WITH FEDERAL STATUTES. REPRODUCTION BY ANY METHOO OF ALL OR PORTIONS OF THESE PLANS OR VARIATIONS THEREOF WITHOUT WRITTEN PERMISSION FROM ARCHITECTS NORTHWEST, INC. IS STRICTLY PROHIBITED. THESE DRAWINGS AND PLANS SET FORTH ON THIS SHEET AS INSTRUMENTS OF SERVICE ARE. AND SHALL REMAIN. THE PROPERTY OF ARCHITECTS NORTHWEST, INC, 5.00 ELECTRIC RESISTANCE (BASEBOARD I UNIT HEATERS): CONDITIONED SQUARE FOOTAGE X .005882 = 14.91 MAXIMUM KW OUTPUT OTHER FUELS: CONDITIONED SQUARE FOOTAGE X 20 = 50700 MAXIMUM BTU OUTPUT YES 0.35 7.50 2.63 R 1 100 ►am 1 4.00 2.50 MILGARD VINYL rmommr 5320 1/2" - I YES 0.35 10.00 DAZE. DRA*4 BY spy g/`1 /qq LATERAL BY: DATE ANW 3/21/03 REVISED BY: DATE. AIR Z\ al n 0.39 2001 RESIDENTIAL WSEC CHAPTER 6: HEATING SYSTEMS SIZING PRESCRIPTIVE HEATING SYSTEM SIZING: 1.50 5.00 ELECTRIC RESISTANCE (BASEBOARD I UNIT HEATERS): CONDITIONED SQUARE FOOTAGE X .005882 = 14.91 MAXIMUM KW OUTPUT OTHER FUELS: CONDITIONED SQUARE FOOTAGE X 20 = 50700 MAXIMUM BTU OUTPUT FOYER 1 1.50 5.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.35 7.50 2.63 FOYER 1 4.00 2.50 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.35 10.00 3.50 LIVING 2 3.00 6.00 MILGARD VINYL S. HUNG 5220 1/2" AIR YES 0.39 36.00 14.04 LIVING 3 2.00 2.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.35 12.00 4.20 DINING 2 3.00 6.00 MILGARD VINYL S. HUNG 5220 1/2" AIR YES 0.39 36.00 14.04 KITCHEN 1 4.00 3.50 MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.38 14.00 5.32 NOOK 2 3.00 5.00 MILGARD VINYL PICTURE 5320 1/2" AIR YES 0.35 30.00 10.50 FAMILY 2 5.00 5.00 MILGARD - VINYL _PICTURE VINYL SLIDER 5120 , 1/2" AIR YES 0.38 50.00 19.00 DEN 2 3.00 5.00 VINYL S. HUNG 5220 1/2" AIR YES _ 0.39, 30.00 11.70 VENTILATION SCHEDULE SEE 2000 WASHINGTON STATE INDOOR AIR QUALITY CODE Symbol WND. Manufacturer, Model Number, or Equal. FRAME 1 'Nutone' QT 130 1.0 Sones 102 cfm Gay .25 WG. 130 cfm .1 � o WG. AIR 2 'Nutone' QT 80 1.5 Sones 63 cfm © .25 WG. 80 cfm @.10WG. Notes: _* * Use QT 130 (100 cfm min.) @ all kitchen & whole house fan. * Use QT 80 (50 cfm min.) @ all other locations. * All Fans to Vent to Outside. All Other Requirements of 2001 WSEC / 2000 VAIQ must be met. ROOM I OF WND. WND. 1 MANUF. I FRAME WDW. MODEL AIR GAS LO - E U - VAL. AREA UA _WNDS. 1 W. _ H. MILGARD TYPE TYPE NO. GAP AIR YES (1) 32.00 12.16 BEDRM 2 2 3.00 5.00 MILGARD VINYL S. HUNG 5220 1/2" AIR YES 0.39 30.00 11.70 MSTR BEDRM 1 8.00 4.00MILGARD MILGARD VINYL SLIDER 5120 1/2" AIR YES 0.38 32.00 12.16 MSTR BEDRM 3 _ 3.00 4.00 MILGARD VINYL PIC 5320 1/2" AIR YES 0.35 36.00 12.60 MSTR BATH 2 5.00 4.00 MILGARD VINYL _ PICTURE 5320 1/2" AIR YES 0.35 40.00 14.00 MSTR BATH 1 2.00 4.00 MILGARD VINYL S. HUNG 5220 1/2" AIR YES 0.39 8.00 3.12 BONUS 8.00 4.00 MILGARD VINYL SLIDER 5120 1/2" AIR 0.38 32.00 _ 12.16 BONUS e ch 2.00 2.00 MILGARD VINYL 5320 1/2" AIR _YES YES 0.35 12.00 4.20 BEDRM 3 _ 3.00 4.00 MILGARD _PICTURE VINYL CASE. 5521 1/2" AIR YES 0.36 36.00 12.96 WND. TOTAL_ asi_se 4A7 Aft STAIRWELL 1 4.00_ 4.00 MILGARD VINYL SKYLIGHT 780 3/4" IC NO 0.54 16.00 8.64 MSTR BATH 1 2.00 4.00 MILGARD VINYL SKYLIGHT 780 3/4" NO 0.54 8.00 4.32 BATH 2 1 2.00_ 2.00 MILGARD VINYL SKYLIGHT 780 3/4" NO 0.54 4.00 2.16 2001 WASHINGTON STATE ENERGY CODE CHECKLIST CHAPTER 0 PRESCRIPTIVE OPTION NUMBER PROPOSED P ERCEN1TAOF GLAZING PROPOSED INSULATION III . LOWED .I,L.MI1E R 30 MAX .1i! T I ICAL U -V ALUE ALLOWED PROPOSED VERTICAL U•'ALUE MAX. OVERHEAD U•VALUE ALLOWED pRO M�U(PD�O R U-1A UE ALLOWED ,PROPOSED DOOR U- VALUE 0.40 0.3? 0.5 0.20 CEILIN9S I MOVE 0 RAD !WALLS BELOW aRrDewAUaMEtbR) FLOORS OVER UNHEATED SPACES SLAB P ERMETER DUCTS IN UNHEALED SPACES R•3Q R -21 R-21 R.30 R.10 GLAZING SCHEDULE LOOR DOORS WITH MORE THAN 50% GLASS SKYLIGHTS AND SKYWALLS p GLAZING % = TOTAL 1 HEATED AREA AVG. U -VALUE = UA TOTAL (TOT. 2) = AREA TOTAL (TOT. 1) woo OPTIOOP.' SHEAR WALL SCHEDULE (SEE 1944, UBG TABLE 23- II -I -I, 4 23- 11 -1 -2) PLAN M2535A3F- 2535.00 S.F. 190.15 UA = 499.51 A INOOK 1 1 3.001 6.671SIMPSON WOOD 'DOOR 1 6001 13/4" 'AIR IVES I 0.361 20.011 7.201 DOORS WITH MORE THAN 50% GLASS- TOTAL: AVG. U -VALUE (VERTICAL GLASS): 20.01 SKYLIGHT TOTAL: AVG. U -VALUE (OVERHEAD GLASS): 25.00 AREA 7.20 0.37 15.12 0.64 UA r 499.511 190.151 TOTAL 1 TOTAL 2 499.51 S.F. = 19.70% 0.38 U -VALUE PI-6 V • 304 PLF Note *6 V=54gPLF PI-4 PI -3• PI -2 P2-4 P2-5 V = 1 PLF V = Sbq PLF Note 0 V =5I6PLF Nobs e'1 V • 606 PLF Not• *6 V • 118 PLF Note 1/2" PLYWOOD OR O.SB. EQUAL, V41 8d (GUN) NAILS • b" D.G. ANCHORAGE: I6d NAILS • 5" O.G. TO NID FRM6, OR 5/8" A.B. • 48" 0.C. TO GONG. I/. PLYWOOD OR 0.S.B. EQUAL, NV 841 (GUN) NAILS • 4" 0.G. ANCHORAGE: I6d NAILS • 4" 0.G. TO NV FRM6, OR 5/8" AB. • 96" D.G. TO CONC. 1/2" PLYWOOD OR 0.5.5. EQUAL, NV 8d (GUN) NAILS • 9" O.G. ANCHORAGE: I6d NAILS • 3" D.G. TO NV FRM6, OR 5/8" AB. • 30" D.G. TO GONG. USE 2" NOM SILLS AND STUDS • PAIN. EDGES SINCE < 950 PLF LOAD. I/2" PLYWOOD OR 0.5.B. EQUAL, NV 6d (GUN) NAILS • 9" OZ. ANICHORASE: 5/5 6 x3" LAG SCREWS • 12" O.G. TO WOOD ?WO W/ I/4" PILOT HOLE, OR 5/8" AB. • 90" O.G. TO CONC. USE MIN. 5" NOM. MUD SILLS, SOLE PLATES AND STUDS • ADJOINING PANEL EDGES. I/. PLYWOOD OR 0.5.B. EQUAL, Al bd (GUN) NAILS • 2' O.G. ANCHORAGE: 5 /8 "xS" LA6 SCREWS • q" O.G. TO MOO FR246 VW I /4" PILOT HOLE, OR 5/5" A.B. • 50" O.C. TO GONG. USE MIN. 5" NOM. tW SILLS, SOLE PLATES AND STUDS • ADJOINING PANEL EDGES. I/2" PLYWOOD OR 0.38. EQUAL, (2 SIDES), VV 8d (64*) NAILS • 4" D.G. ANCHORAGE: 5/8 "x5" LA6 scorns • 8" O.G. TO WOOD FR 46 NV 1/4" PILOT HOLE, OR 5/6" A.B. • 90" O.G. TO CONC. USE MIN. 9" NOM. tW SILLS, SOLE PLATES AND STUDS • ADJOINING PANEL EDGES. 1/2" PLYWOOD OR 0.53. EQUAL, (2 SIDES), NV 8d (GUM) NAILS • 5" 04. ANCHORAGE: 5/8 "x5" LAG SCREWS • '7" O.G. TO 4x VC P 1* VW 1/4" PILOT HOLE, OR 5/b" AB. • 12" 0.CG. TO GONG. USE MIN. 9" NOM. MUD SILLS, SOLE PLATES Nn STUDS • ADJOINING PANEL. EDGES. I. THE SHEAR VALUES IN THIS TABLE ARE BASED UPON THE USE OF 8d, PNEUMATICALLY DRIVEN NAILS WITH A MINIMUM SHANK DIAMETER OF 0.113 " INTO HEM -FIR GRADE STUDS. 2. NAIL SPACING IS FOR ALL PANEL EDGES. BLOCK ALL PANEL EDGES. 3. SPACING OF NAILS ALONG INTERMEDIATE FRAMING MEMBERS IS 12" D.G. 4. SHEATHING TO BE ABA RATED, EXPI/EXP2/EXT OR G- G /G- D /STRUGT II PLYWOOD. 5. AT DOUBLE SIDED SHEAR WALLS, OFFSET SHEATHING JOINT By ONE GAY MIN. ALSO PROVIDE 4x BLOCKING BENEATH SILL PLATE, WITH NAILS STAGGERED. 6. USE A35 CLIP • 24" O.G. AT DBL JST TO TOP PLATE WHERE NO CONTINUOUS VERTICAL SHEATHING DI M OCCURS. 1. USE A35 CLIP • 16" O.G. AT Dt3L JST TO TOP PLATE WHERE NO CONTINUOUS VERTICAL SHEATHING DIAPHRAGM OCCURS. D. USE A35 CLIP • IT O.G. AT DM JST TO TOP PLATE WHERE NO CONTINUOUS VERTICAL SHEATHING DIAPHRAGM OCCURS. • IE • UPPER 2x6 STUDS 16" O.G. VW R -2I INSULATION TYP. U.N.D. SUBFLOOR O� R. • GARAGE MAIN FLOOR SCALE: I/4" • I'-O" e J . • �.iiiiiiiiiiiiiii.�r• vim..'..i... • ....... ".�.... a . •. •• •• •.. • •. • • •• • R -38 INSULATION TYP. • CEILING •• • . • • •. •• • •• •• • Y••••••••• ;roe •. "...s.••"."."..."••••••••... 0 ..'•...............•4.••.S6••• •.` -(2) 2x4 WALLS MAIN FLOOR GOV'D PORCH 1/2" 6.11.8. TYP. FOYER CRAWL SPADE SUBFLOO R !E • MAIN MAIN FL COMPOSITION SHINGLES OVER I/2" GDX OR O.S.B. OVER ISIb FELT OVER FINISH PER ELEVATION OVER I /2" GDX OR 0.53. OVER /Ib FELT • CDV'D PORCH MANUFACTURED TRUSSES PER PLAN 4" GONG. OVER 6 MIL (BLACK) V.B. OVER 4" GRANULAR FILL SLOPE 4" TO O.H. DOORS NERVASTROHL OR FLASHING FOR WATER PROOFING BUILDING SECTION ',4' SCALE: 1/4" = I'-O" 3/4" T. 4 6. PLYWOOD OVER 2x10 FLOOR JOISTS IN/ R -50 INSULATION 3-GAR GARAGE +--- WATER HEATER FURNACE I6" HIGH PLATFORM LIGHT WELL FOYER LIVING 3/4" T. 5 6. PLYWOOD OVER 2x10 FLOOR JOISTS W/ R - INSULATION gil; 1v ; w1; a , 0 L I ; ; i 11 ly " ; & iit! fiZi , eta ♦il •'�'1 b111 at i ; tti , �'�'��! ; j . ����! ... & y gl m . , ��! . ����! j ����1. •���1 byl 0 41.2 0 4,y . �� � ��.\•.\ -, - • ■�� / ♦♦4C < P 4 %� �;►�7j 0j\ %\, ♦ g ti ♦�♦`'` ♦. ♦ i �♦ i ��♦ i �� ' . i CRAWL SPADE R -36 INSULATION TYP. • CEILING BUILDING SECTION 'B' 4 SKYLIGHT VW LAM. GLASS ...,-. .s■••■•■•• Np.'wgroa MO/.+1M.: - • - • ••• I 4 ° 4 ° SKYLIGHT A/ LAM. GLASS INSULATION BAFFLE VENTED BLOCKING coy PY,V111fi r, A't . 6 2 7 , A -- -\\\_. POSTS 4 BEAMS PER PLAN LIt� � LINE OF CONTINUOUS FOOTING R • UPPER Dcz1 Fo# i •