Loading...
HomeMy WebLinkAboutPermit D04-306 - COON RESIDENCE - GARAGECOON RESIDENCE 13018 41 AV S D04 -306 Tenant: Name: COON RESIDENCE Address: 13018 41 AV S, TUKWILA WA Owner: Name: COON KEVIN A Phone: Address: 13018 41ST AVE SE, SEATTLE WA Contact Person: Name: DONI STAMATIOU Phone: 425 - 743 -1555 Address: 16521 HIGHWAY 99, SUITE C, LYNNWOOD WA Contractor: Name: TOWN & COUNTRY POST FRAME BLDS Phone: 425 - 743 -1555 Address: 16521 HY 99; STE B, LYNNWOOD, WA Contractor License No: TOWNCPF099LT Expiration Date: 06 /30/2005 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 480 SQ FT DETACHED POLE GARAGE. Value of Construction: $15,691.20 Cit 6.. Tukwila S teven M. Mullet, Mayor Type of Construction: VB J �vJILA,�{�, q Channelization / Striping: N 0 % y Department of Community Development Steve Lancaster, Director 4 l 6300 Southcenter Boulevard, Suite #100 N WN 2 Tukwila, Washington 98188 N Moving Oversize Load: N Phone: 206 -431 -3670 N 1908 N Fax: 206 - 431 -3665 N Street Use: N Web site: ci.tulnvila.wa.us N Water Meter: N DEVELOPMENT PERMIT Parcel No.: 7340600826 Permit Number D04 -306 Address: 13018 41 AV S TUKW Issue Date: 09/17/2004 Suite No: Permit Expires On: 03/16/2005 Tenant: Name: COON RESIDENCE Address: 13018 41 AV S, TUKWILA WA Owner: Name: COON KEVIN A Phone: Address: 13018 41ST AVE SE, SEATTLE WA Contact Person: Name: DONI STAMATIOU Phone: 425 - 743 -1555 Address: 16521 HIGHWAY 99, SUITE C, LYNNWOOD WA Contractor: Name: TOWN & COUNTRY POST FRAME BLDS Phone: 425 - 743 -1555 Address: 16521 HY 99; STE B, LYNNWOOD, WA Contractor License No: TOWNCPF099LT Expiration Date: 06 /30/2005 DESCRIPTION OF WORK: CONSTRUCTION OF A NEW 480 SQ FT DETACHED POLE GARAGE. Value of Construction: $15,691.20 Type of Fire Protection: NONE Type of Construction: VB Public Works Activities: Channelization / Striping: N Curb Cut / Access / Sidewalk / CSS: N Fire Loop Hydrant: N Flood Control Zone: N Hauling: N Land Altering: N Landscape Irrigation: N Moving Oversize Load: N Sanitary Side Sewer: N Sewer Main Extension: N Storm Drainage: N Street Use: N Water Main Extension: N Water Meter: N Fees Collected: $546.92 International Building Code Edition: 2003 Occupancy per IBC: 26 Number: 0 Size (Inches): 0 Start Time: End Time: Volumes: Cut 0 c.y. Fill 0 c.y. Start Time: End Time: Private: Public: Profit: N Non - Profit: N Private: Public: doc: IBC - Permit D04 -306 Printed: 09 -17 -2004 Z Z . �w QQ JU U to o w Lu Co w w 0 9-1 w Q ca =w Z� F- O Z F— w �5 U �. .ON o t_ W U LL F ..Z w co H O F- Z City o Tukwila M Steven M. Mullet, Mayor Departmeitt of Commutiity Developmetit 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206 - 431 -3665 Web site: c0ukM1a.wa.us Steve Lancaster, Director Permit Number D04 -306 Issue Date: 09/17/2004 Permit Expires On: 03/16/2005 Permit Center Authorized Signature: Date: W t' I hereby certify that I have read and examined is permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construc ' or the performs of work. I am authorize to sign and obtain this development permit. Signature: /J� Date: p l? y Print Name: Qy 4 4 wa.-oule1w 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. Z Z : JU UO C l) 0 cn W J N O W� L J Q = �. W z ZO 2� U0 O N O F— .W w �� �- O Z CO) Z J Cit of Tukwila rag Y Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS Parcel No.: 7340600826 Address: 13018 41"S TUKW Suite No: Tenant: COON RESIDENCE Permit Number: Status: Applied Date: Issue Date: D04 -306 ISSUED 08/20/2004 09/17/2004 1: ** *BUILDING DEPARTMENT CONDITIONS * ** 2: No changes shall be made to the approved plans unless approved by the design professional in responsible charge and the Building Official. 3: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431- 3670). 4: All permits, inspection records, and approved plans shall be at the job site and available to the inspectors prior to start of any construction. These documents shall be maintained and made available until final inspection approval is granted. 5: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. 6: All construction shall be done in conformance with the approved plans and the requirements of the International Building Code or International Residential Code, International Mechanical Code, Washington State Energy Code. 7: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 8: All wood to remain in placed concrete shall be treated wood. 9: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 10: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 11: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the Department of Public Health - Seattle and King County (206/296- 4932). 12: All electrical work shall be inspected and approved under a separate permit issued by the Washington State Department of Labor and Industries (206/248- 6630). 13: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. * *continued on next page ** doe: Conditions D04 -306 Printed: 09 -17 -2004 � .�z� _ , rti:: ,Y a:.;;.",a. «ti �..':;.M�r.Cx; �i:� i'ui:r +y�' 'b } � `aii� m k � � 3' s'..: U�i;i:.. +1 ..wis,i.: i,i1, , . si ���it z LL.w JU 00 N J = H Cf)U- w LQ CO)� = �w z� �O w ~ W U� O - 0H wW HF- LL O .. z w U= O z C ity of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 I hereby certify that I have read these conditions and will comply with them as outlined. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other work or local laws regulating construction or the performance of work. Signature. GXJ�C OZc Print Name: Date: 9 -47 —dl doc: Conditions D04 -306 Printed: 09 -17 -2004 Z Z, oc Lij C) 0 N o CO =' J � 00 L W O Q = CY �W Z �. 1- O. z �-. � o' U O CO) , W W. LL F- -O ttl Z U CO) O z CITY OF TUKWILA Community Development "rtment Public Works Department ° Permit Center 7soe 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Building Permit,o. Mechanical Pernut No. Public Works Permit No. Project No. (For office use only) Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. * *Please Print ** .SITE LOCATION n King Co Assessor's Tax No.: 73 V O G oo $ Z Site Address: r l$ s �Q O Suite Number: Floor: Tenant Name: New Tenant: ❑ .... Yes ❑ ..No Property Owners Name Goa ✓� Mailing Address: Saylow As s;-V4- City State Zip _CONTACT .PERSON Name: ,% � - S"�a Day Telephone: Mailing Address: L t 65 H 9 `� L_.���.,ra City State Zip E -Mail Address: Fax Number: 'LIZ 5- 7 q 7. - I log GENERAL CONTRACTOR INFORMATION = (Mechanical Contractor information on back page) Company Name: I L o v�►- �►'� Mailing Address: S C_ q `� �-y w w • • W �' 9 4. ° 3 City State Zip Contact Person: r• S �`^ G►- �' Day Telephone: 0125 - 7 y "S - t SSA E -Mail Address: 80,r.: S I9 ►i-s c vv. 10► 1 A - C 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 ** ARCHITECT OF RECORD -All plans. must be wet stamped by Architect of Record I Company Name: Mailing Address: City State Zip Contact Person: Day- Telephone: E -Mail Address: Fax Number: ENGINEER OF RECORD - All plans must be wet stamped by Engineer of Record Company Name: I o w n o� ✓� C o.� �^ - hr -�-1 �,�rv�2- 5 � "L Mailing Address: S e- A City State Zip Contact Person: Day Telephone: E -Mail Address: Fax Number: \permits plus \icc changes\permit application (7 -2004) Page I Z _� '~ w W D UQ W= H NU. W O LL a N = = W z H H- O w �5 UC3 ON C3 E- W �P LL O W U= O Z BUILDING PERMIT INFORMATION - 206 - 431 -3670 t i Valuation of Project (contractor's bid price): $ Z 3 s 5 Existing Building Valuation: $ Scope �of Work (please provide detailed information): j w d.e kL J 0.e- a.01S� Will there be new rack storage? ❑ ..Yes ❑ .. No If "yes", see Handout No. for requirements. Provide All Building Areas in Square Footage Below 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) *For an Accessory dwelling, provide the following: .?_9 C- ov eXdL7-31 Lot Area (sq R): 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: )K Compact: Handicap: Will there be a change in use? ❑ ....Yes [� ..No If "yes ", explain: FIRE PROTECTIONIHAZARDOUS MATERIALS: ❑..Sprinklers ❑..Automatic Fire Alarm ❑..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? El.. Yes ❑ ..No If ' yes ", attach list of materials and storage locations on a separate 8 -112 x I1 paper indicating quantities and Material Safety Data Sheets. %pennits plwgce changes \permit application (7.2004) Page 2 Z JU 0 CO LLJ LLI N� N u. WO LLQ = �W Z F— ZO W W UC3 N O— O H L O �Z N b F=— O Z i Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC l" Floor — iD 2 Floor 3` d Floor Floors thru Basement Accessory Structure* Attached Garage Detached Garage 8 b Attached Carport Detached Carport Covered Deck ' Uncovered Deck 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) *For an Accessory dwelling, provide the following: .?_9 C- ov eXdL7-31 Lot Area (sq R): 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: )K Compact: Handicap: Will there be a change in use? ❑ ....Yes [� ..No If "yes ", explain: FIRE PROTECTIONIHAZARDOUS MATERIALS: ❑..Sprinklers ❑..Automatic Fire Alarm ❑..None ❑ . Other (specify) Will there be storage or use of flammable, combustible or hazardous materials in the building? El.. Yes ❑ ..No If ' yes ", attach list of materials and storage locations on a separate 8 -112 x I1 paper indicating quantities and Material Safety Data Sheets. %pennits plwgce changes \permit application (7.2004) Page 2 Z JU 0 CO LLJ LLI N� N u. WO LLQ = �W Z F— ZO W W UC3 N O— O H L O �Z N b F=— O Z i MECHANICAL PERMIT INFOPMATION — 206- 431 -3670 MECHANICAL CONTRACTOR INFORMATION Company Name: Mailing Address: City State Zip Contact Person: 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 ** Valuation of Project (contractor's bid price): $ Scope of Work (please provide detailed information): Use: Residential: New .... ❑ Replacement..... ❑ Commercial: New .... ❑ Replacement..... ❑ Fuel Type Electric ..... ❑ Gas .... ❑ Other: Indicate type of mechanical work being installed and the quantity below: Unit Type: Qty Unit Type:. Qty Unit Type: Qty Boiler/Compressor: Q Furnace <IOOK BTU Air Handling Unit >10,000 Fire Damper 0 -3 HP /100,000 BTU CFM Furnace>IOOK BTU Evaporator Cooler Diffuser 3 -15 HP /500,000 BTU Floor Furnace Ventilation Fan Connected Thermostat 15 -30 HP 11,000,000 BTU to Sinitic Duct Suspended/Wall/Floor Ventilation System Wood /Gas Stove 30 -50 HP /1,750,000 BTU Mounted Heater Appliance Vent Hood and Duct Water Heater 50+ HP /1,750,000 BTU Repair or Addition to Incinerator - Domestic Emergency Heat/Refrig/Cooling Generator System Air Handling Unit Incinerator — Comm/Ind Other Mechanical <10,000 CFM Equipment 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. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDMG O ER OR AUT IZED A NT: Signature: � l iq Date: 8 • t Print Name : z)�� %N S�-a �U O� Day Telephone: 9Z5 "7 155 S Mailing Address: Sv �-Q- C- \ b S Z ( V w • Cl W 4 1 $ O a City Stale Zip Date Application Accepted: Date Application Expires: taff- lgitials: 20-0 %permits plus \ice chaniteslpermit application (7.2004) Page 4 1 ZZ ;F- Z �W l�l � JU UO to o w= C0 U. W O J W N d = W Z E- H O ZH W W U� ON 0 1— W H L) LL W Z CO O F- Z �.� City of Tukwila �9as f 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 i (206) 431 -3670 RECEIPT Parcel No.: 7340600826 Permit Number D04 -306 Address: 13018 41 AV S TUKW Status: PENDING Suite No: Applied Date: 08/20/2004 Applicant: COON RESIDENCE Issue Date: Receipt No.: R04 -01112 Payment Amount: 546.92 Initials: BLH Payment Date: 08/20/200412:30 PM User ID: ADMIN Balance: $0.00 Payee: TOWN AND COUNTRY POST FRAM BUILDINGS TRANSACTION LIST: Type Method Description Amount .Payment Check 11138 546.92 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- BUILDING - RES 000/322.100 328.74 PLAN CHECK - RES 000/345.830 213.68 STATE BUILDING SURCHARGE 000/386.904 4.50 Total: 546.92 41.1 08/20 9716 TOTAL. 546.92 doc: Receipt Printed: 08 -20 -2004 z �z W' JU 0 0 , (0o. UJ J � N LL WO } J U- < C = w t— _ I— O z 1— �O ON � t•- w w. u. O .. z W L) ~O F- z i INSPECTION RECORD J� 1 Retain a copy with permit INSPECTION NO. PERMI CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, INA 98188 (206)431' -3670 Project f Address: � j Type o Inspection: Date Called Special Instructions: Date Wanted: Reques - Pho n No: K Approved per applicable codes. Fi Corrections required prior to approval. I Inspector: - Date: ❑ $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be Paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: Z H Y QQ . JV UO W N LL W O �J L� CO CY = W H Z �. I— O W ~ W U� ON o�- WW H U LL O UU) O Z. 9 INSPECTION RECORD Retain a copy with permit � 30 �o INSPECTION N0. PER � 0 , CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 206)431 -3670 Project: Type of-- spec 'on: Address: t Date Called: Special Instructions: Date Wanted: a. m. P.M. Requester: Phone No: T�JApproved per applicable codes. Corrections required prior to approval. COMMENTS: k. F' f. F' P I. Inspector: Date: -2- U - vS Receipt No.: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Z Z 0 Co 0 Cl) N LL WO LQ co y o �W ?� II— O W ~ W` U� O � 0 f-- WW �U LL Z 111 U= O Z INSPECTION RECORD Retain a copy with permit S INSPECTION NO. PER CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 - - Pro ct: a • Type of Inspectio , Adds ss: 4 -t �w�` �. Date Called: 10 105 Special In tructions: Date Wanted: m. Requester: Pho a No `) ., — ) � c J'5 ❑ Approved per applicable codes. 10 Corrections required prior to approval. COMMENTS: Iodi we-.,4 k q P p P p Y`r r .� r e-(A wc, lL S0 oe l l 1 /?P ^ Inspector: s Date: Receipt No.: Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. . 2Y�iYf' w' CF'+ w�k'<.{ iu? �r ';4i':7:i:;� x:ki 4:1.L;e:f,'f:4�w.Y' ��=i.. Z Z I" if– W f � _3 0 NO co LLJ, J � co LL W O LLQ N� = a �W ?H H O W ~ W U� O� o ff W H� O W Z co O z INSPECTION RECORD Retain a copy with permit I I 5 INSPECTION NO. PERM CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pr j ct* Type f Inspe Lion: f } � 1 l Address: �g 1 S Date Called: Special Instructions. Date Wanted;, J // P.M. Requester: y2 Phon ^ e J No: 7 C - C J Approved per applicable codes. a orrections required prior to approval. Inspector. ; A.- ar Date: Receipt No.: Date: $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. z Z . JU 0 N o co III J = to LL WO 9 -1 LL � FW z I— O UJI z �- W UC3 O N o t-- W U H LL Z L11 U M H O z INSPECTION RECORD Retain a copy with permit �� �3 INSPECTION NO. PER No 0 CITY OF TUKWILA BUILDING DIVISION 061 6300 Southcenter Blvd., #100, Tukwila, WA 98188 o6)431-3670 P ct: Type of Inspe tion AcMress: S . Date Called: 2 - 3" Spb Instructions: I Date Wanted: I a M. P.M. Requester: Phone No: Z Z 00 co 01 co W W X, -J l.— LJL O U. ca :3 a LLI 0 z �- W LLJ 5, 0 0 I-- W W T. 0 !7 P i w v k.t';'j+1. iu yTt d:Fl -r. �''".r ,.'�•.. •, .INSPECTION RECORD ` ' Retain a copy with permit '�' "' ~'� p INSPECTION NO. PERM CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: Kevin Coon Res. Type of Inspection: F rCIM - M g .� 5 Date Address: !so' n 4i /t ( Called: 2— r ©5 Special Instructions: Date Wanted:� a.m. Date Wanted: a.m. G Requester: i Phone No: 2 743 — 1 -555 ..Approved per applicable codes. Corrections required prior to approval. COMMENTS: P t X r, V V O4 0 AA T 1 4�' V\ C. I y , " Y" r , V VN 1 Y\ 1 Inspector: Date: Y -� �- 3- T $58.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: —7 Z W W UO W N LL WO 9-1 LL cl) = W Z� F O W ~ W U� ON � H WW HL) 111 Z CO) O Z Z ' •� Z . � W ;.. 00 INSPECTION RECORD . Retain a copy with permit INSPECTION NO. PERMI T N0. S � CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Proj t: n Type of Ins ect'pn: AaareS � �- Date Called: Special Instructions: t o: o o � � Date Wanted: m. p.m. Requester: . I Approved per applicable codes. n Corrections reouired prior to aDDroval. COMMENTS: Inspector: I Date:i ' � -` ` $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: Z �~ W W �.. UO Cf ) o 00 W J x LL W O L L CO)� _CY �W Z x HO W �5 U� O N. o� W W �U LL ~O W N Z � INSPECTION RECORD P Retain a copy with perm►t INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro' Type of Inspection: Approved per applicable codes. W Corrections required prior to approval. COMMENTS: 0 f_ �.i Address: �� 2v Dat e Called: Special Instructions: Date Wanted: ,/ a.m. / /7 p.m. ,n f, G Request L J v\ { P -S vl r -P w Ph ne No: 3 Approved per applicable codes. W Corrections required prior to approval. COMMENTS: 0 .r ; .e ` 1 T o — uln (' L 41 Mock r UVq 1 t'4 ,n f, G L J v\ { P -S vl r -P w ko d l eln d. E Cl I VWC100-y-\ v ✓�, t/ P ✓� r 6AA 40 0 t 1 Tt vv\ W \ 4 , q t j e. 1 tA Inspector : � Date: 1 , — 1 1-- • () L) $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: I Date: F 1 Z �Z UO O W= S2 LL w O U? � = W H Z ° Z w W U� O N. C1 H W W LL Z 111 Co O Z �. INSPECTION RECORD O Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -370 r P * Nt: �� Type of InspQction: X1/1 A� DO S f Y� j• Date C Iled: V Special Instructions: Date Wanted: Z// ( Z4 F / ..Awl Requester: .JL i Phone No: ? 53 Fl Approved per applicable codes. FI Corrections required prior to approval. Z H Z Uj 0 0 WF S2 LL W L_ Cl) = W F-- _ Z F- ZO W U� in 0 F— UJ =U H � u. O. .Z U= Z r F / ..Awl W .JL i RIAMMA Z H Z Uj 0 0 WF S2 LL W L_ Cl) = W F-- _ Z F- ZO W U� in 0 F— UJ =U H � u. O. .Z U= Z - - -- -- - -. - - -- ® 16521 Highway 99 m Suite C Lynnwood, W A 98037 T & COUntry_. Everett: 258 Puyallup: (425) -4171 (253) 840 -9552 PO ST FRAME BUILDINGS Administrative Headquarters: (425) 743 -1555 -= -'– — FAX: (425) 742 -4373 Toll Free: 1- 800 -824 -9552 T DI OF "Quality: Our Future Depends On It:' ��� wvvvv.permabilt.com Contractor's Lic. 9: TOWNCPF099LT Z Z: � City. of Tukwila J U. 00' -Subject: Kevin Coon, Permit Nurr��er D04 -306 J H_ C0 a_: W To whom it may concern: U _ . method_used.fo,frame the:south wall of the subject project�is acceptable and meets = d oxginal:;intex�t 'of the approved construction documents. An end wall truss transfers all _ .; bf._the roof Ioad'to eh sidewalls, therefore only the wall dead loads provides axial loading ? 'onto the door header. While (2) 2x10s are specified for the door header, only one is w o required in accordance with National Design Standard and IBC calculations. To 5 conclude, the framing is acceptable as currently completed. v ❑ S •O ❑ F- w W. H U' Please reply if you have any questions or concerns regarding this correspondence. "-- O' w Z. U C0 Sincerely, z Town and Country Post Frame Buildings, a Division of Permabilt James. J. Hanay, P.E. 1/27/2005 REC'I'TED f - 3 2 005 DEPARTM NT ►a Town & C� �utitn ' .-iwle 8 iqnwav 99 • Lrnnwcon 'NA 48037• -MG - i i � r7S r = RAIv�E auu DiNGS A arnini 1z H wai 753! da0.9552 � D es �e!rau er! eada an 45 ers: +2•!955 g g n , = AX; n �X:.a251 712•+378 TaU F.ee: ' •d00•d2a.9552 a J \L, ;JntractorsLiG.j:rOWNCPF.)99L, Qw4ity: 011r Future Depends on It."' PLEASE CHECK FLOOR PLAN XRoll -up doors fit in Bays Roll -up doors will not hit Truss 4 - 1 2 - Roof Pitch Snow Load Wind MPH - 3 Wind Exposure S "Eave Height _/1, Minimum Clearance Draw North Arrow in Circle T . .......... GO . fv t . _ r� r CO' Aj _.__.... LON 1 n K Y � r� . ;: •�d r � • t� _ ..._ ... _ ..:-: f�. � •u LJ r', t � F rf rl i�t� � . K - - PT 0. -v Y , y t 3 r• - t-r�� -rut S �,��' • C �'Y 9 ncFN�,. P, Ram . i m -.._ K .�.,1.. FA.�,.ta5. - ._... - -. kv - - - - - -- -- - - - - -- ..._.._.. —__ -- --- -- ----- BUILDING..ELEVA IQN- -. - -: _— -- .- - - -_ - - -- Customer has verified and approved the orientation of the building to the North and verifies that all I items specified in Paragraph B of the contract are F shown on this drawing and vice versa. Customer Name: /"t CV I N x OO A) Lead # 5 5 4 Ug Customer Signature - —— - White - Customer Copy Canary - Office Copy Pink - Accounting '01995 Perma -Bill Industries FR-85 08103 Z i�— 2 �W QQ� Wes• UO 0 W J C0 LL WO L? to d =W z f-. w� W UC3 o1__ W F_ LL z N U O Z &A Suite B - 16521 Highway 99 - Lynnwood, WA 98037-3161 VV � POST FRAME BUILDING - Everett: (425) 258-4171 Puyallup: (253) 840-9552 Administrative Headquarters: (425) 743-1555 FAX: (425) 742-4378 Tall Free: 1-800-824-9552 0"'s"ON OF Contractor's Lic. #: TOWNCPF099LT Quality: Our Future Depends On It.' vT.E F NCE Cooe DIRE CTIONS TO SIT JOB NAME: Coo /i 'SHIP TO ADDRESS-.'' 5 so Cot \N C / 01 TELEPHONE # AT JOB DROP: HOM GUIDE Can a semi' turn around at the job drop? ❑ Yes XNo ❑ Back-in Only ❑ Other Can a two ton get into the job drop? t9�Yes ❑ No ❑ Other Cana concrete truck get into the drop? Yes -_-_ 0_N0 ❑ Other Will a 4 wheel drive vehicle be required for deliveries? ❑ Yes ,(No ❑ Other WV-%7 o !J rAJ T r> R_ 0 R Pr IV L E FT _x cr Directions F ni Com Ai o t:_ t G P4 - r o A) MiR.G�AJAL_ LO A Y G 1-& 7 0 tJ S. l 0'A S L R . G 14 7 0 -5t AVC- DIRECTION I'- k1l 7t_ 'Truck Dimensions: 65' long, 8' wide, 12 high, and it weighs 35,000 lbs. empty. 2 Truck Dimensions: 30' long, 8' wide, 12 high, and it weighs 18,000 lbs. empty. 1. OFFICE — WHITE 2. CONSTRUCTION OFFICE — CANARY 01991 Perma-Bilt Industries FR-35 08/03 Z Z' JU UJ 0 0 Cl) a ca ILLJ LU 3: J CO LL W U_ LU z 0 z 11 LU LU 5 O - H W LU 0 ui Z co Z 1.:+V Robbins 's - z LVVUVU 't V J - v- v:.s.�i� T3 #022 J #STOCKAG6 BTM CHD 0.0 1.0 - _. - - - - - - -- - -- C` 80RZ °RLR 0 - 195 5- 8 - - TOTAL 25.0 6.0 31:0 wp► EXCEPTIONS: 40 6 -1 �``i► S B HO 6 -1 i 0 HC 41 B -C 0.0 5.0 I PLATE STRESS INCREASE: 33.34 2x5.1 2x5- f C 677 RIGHT E two) P 3 -10 -1 BTM CHD 0.0 1.0 JT TYPE HORZ VERT WIDTH 4x6- TOTAL 25.0 6.0 31.0 LES LBS IN -SX �Gv�`V ` n� 4x6- �Q► EXCEPTIONS: A PIN -676 1787 5- 8 A -B -8.2N 5.0 C HORZ RLR 0 826 5- 8 PIN • 5x8= SPL 1677 2 °° n - C - -- - 677 - RIGHT - - - -- - - -- - -- -- --- LUMBBR STRESS INCREASE't 15.. -- -- - --' - -- n W1508 PLATE STRESS INCREASE% 15.0% Wt508 - Rt1860 Us 298 .. _ ,,1 118 60 +•� _ . 296 _ V V i1 SL 5 -7 -7 TOP CHD 25.0 5.0 4 -11 -0 4 -11 -0 �, A PIN -748 -193 5- 8 TC 5 -4 -0 10 -0 -0 14 -8 -0 k k r, _ +► TOTAL 25.0 6.0 31.0 RUN DATE: 2 -13 -04 'r' do LOAD CASE 83 LAND // RIDGE L 20 -0 -0 y CSi SIZE 'LUMBER FS LUMBER STRESS INCREASE: 33.33 B -C 31.3 5.0 ALL PLATES ARE LOCK20 TOV 0.41 2X'6 MY -1650 1650 PLATE STRESS XNCRZhSEt 33.3% CONCENTRATED LOADS (LDS) BTU 0.80 2X 4 BY-1650 1650 Scale: 0.330" = V z _� '~ w � WV UO 0 C0 w W= H (0 U- UJ O U- Q = F- W z = H W O W U O- 0 F- WW U 0 W U= O f' z Robbins Engineering, Inc. /Online Plus"' APPROX. TRUSS WEIGHT: 122.9 LBS A PIN -605 -298 5- 8 BTM CHD 0.0 1.0 - _. - - - - - - -- - -- C` 80RZ °RLR 0 - 195 5- 8 - - TOTAL 25.0 6.0 31:0 wp► EXCEPTIONS: �``i► S LOAD CASE *2 WIND FROM RIGHT A -B 31.3 5.0 0 HC LUMBER STRESS INCREASEt 33.34 B -C 0.0 5.0 �O PLATE STRESS INCREASE: 33.34 CONCENTRATED LOADS (LBS) �• LOADING LIVE DEAD (PST) C 677 RIGHT two) TOP COD 25.0 5.0 SUPPORT CRITERIA BTM CHD 0.0 1.0 JT TYPE HORZ VERT WIDTH TOTAL 25.0 6.0 31.0 LES LBS IN -SX �Q► EXCEPTIONS: A PIN -676 1787 5- 8 A -B -8.2N 5.0 C HORZ RLR 0 826 5- 8 B.0 -12.O 5.0 CONCENTRATED LOADS (LBS) LOAD CASE A6 UNSALANCED LOAD - C - -- - 677 - RIGHT - - - -- - - -- - -- -- --- LUMBBR STRESS INCREASE't 15.. -- -- - --' - -- SUPPORT CRITERIA PLATE STRESS INCREASE% 15.0% JT TYPE HORZ VERT WIDTH LOADING LIVE DEAD (PST) VMS LBS LBS IN -SX TOP CHD 25.0 5.0 A PIN -748 -193 5- 8 STM CHD 0.0 1.0 Online Plus -- Version 16.0.002 C HORZ RLR 0 -296 5 -•8 TOTAL 25.0 6.0 31.0 RUN DATE: 2 -13 -04 EXCEPTIONSt LOAD CASE 83 LAND // RIDGE L A -B 0.0 5.0 y CSi SIZE 'LUMBER FS LUMBER STRESS INCREASE: 33.33 B -C 31.3 5.0 TOV 0.41 2X'6 MY -1650 1650 PLATE STRESS XNCRZhSEt 33.3% CONCENTRATED LOADS (LDS) BTU 0.80 2X 4 BY-1650 1650 LOADING LIVE DEAD (PST) C 677 RIGHT ry WES 0.90 2X 4 H7 -STUD 745 TOP COD 25.0 5.0 SUPPORT CRITERIA DTM CHD 0.0 1.0 JT TYPE HORZ VERT 1fIDTft LATERAL ](RACING: TOTAL 25.0 6.0 31.0 LBS LBS IN -SX TOT CHORD - 24 IN. OC EXCEPTIONS: A PIN -676• 810 5- 8 i BTU CHORD - 120 I21. OC A -B -12.ON 5.0 C HORZ RLR 0 1771 5- 8 }........ TRUSS.. SPACING,. .. - 72.0...IN. B -C.. -6.8N. 5.0 CONCENTRATED LOADS (LBS) LETT RIGHT i STANDARD LOADING C 677 RIGHT HEEL OIN - 4SX OIN - 49X i LUMBER STRESS INCREASE: 15.04 SUPPORT CRITERIA PLATE STRESS INCREASE: 15.04 JT TYPE HORZ VERT WIDTH NSXBR COX P(LBO) MOIST MO2ND - -- LOADING. _ LIVE- _ DEAD - ...(PST).._._ _. LBS.. LQt3. IN- SX........ TOVI CHORDS -- - _. -_-. TOP CHD 25.0 5.0 A PIN -579 -275 5- 8 A-11 0.41 3871 C 4044 -729 BTU CED 0.0 1.0 C. HORZ RLR 0 -135 5- 8 Z -B 0.39 2790 C 729 -2166 TOTAL 25.0 6.0 31.0 E -F 0.36 2790 C• 2166 -729 .6 CONCENTRATED LOADS (LBS) LOAD CABS 44 MIND // RIDGE R P -C 0.41 3871 C 729 -4044 C 677 RIGHT LUMBER STRESS INCREASE: 33.3% BOTTOM CHORDS SUPPORT CRITERIA PLATE STRESS INCREASEt 33.34 A -D 0.80 4331 T 352 -113 JT 'TYPE HORZ VERT MIRTH LAUDING LIVE DRAD (PST) D -C 0.80 4331 T 113. -352 LBS LOS IN -SX TOP Cob 25.0 5.0 WEDS A PZK -676 1860 5- 8 BTM CHD 0.0 1.0 E -D - 1483 C D -B - 863 T C EORZ RLR 0 1860 5- 8 TOTAL 25.0 6.0 31.0 D -F - 1489 C EXCEPTIONS LOAD CASE /1 MIND FROM LEFT A -D -6.8w 5.0 DI,+LL DETL - 0.35 IM B -F LMMER STRESS INCREASEt 33.34 B -C -12.0N 5.0 LL DETL ■ 0.26 < BAG -SPAN /360 PLATE STRESS INCREASE: 33.34 CONCENTRATED LOADS (LBS) SPAW/DETL (DL+LL) - 676 LOADING LIVE DEAD (PSF) C 677 RIGHT TOP CAD 25.0 5.0 SUPPORT CRITERIA Plating conforms to UBC. BTM CKD 0.0 1.0 JT TYPE HORZ VERT WIDTH plate values may be verified TOTAL 25.0 6.0 31.0 LBS LBS IN -SX with Robbins Engineering, Inc. EXCEPTIONS: A PIN -774 -132 5- 8 Grip values are basedjon gross A -3 -12.0H 5.0 C HORS RLR 0 -272 5- 8 area test. Lumber is SPY -S _ -C - ' - -8:2N _ 5.:0 _..___._ ...... ._ -.- . -_.._. _.. _ _..._ except as shown otherwise. CONCENTRATED LOADS (LES) LOAD CASE M5 UNBALANCED LOAD PLATES - 20 GAUGE LOCK . C 677 RIGHT LUMBER STRESS INCREASE: 15.04 GRIPPING 503 -248 PSI PER PAIR SUPPORT CRITERIA PLATE STRESS INCREASEt 15.04 INCLUDES 15.04 INCREASE JT TYPE HORZ VERT WIDTH LOADING LIVE DEAD (PST) TENSION 1339- 465 PLI PER PAIR LBS LES IN -SX TOP CND 25.0 5.0 SHEAR 794- 506 PLI PER 'PAIR koopins Engineenng. lnc./ k*m Plus"' O 19982004 Version 18.0.002 Engineenng - Ponmd 2/13104 1:01:05 PM Page 1 of 2 FEB 13 2004, z _� '~ w � WV UO 0 C0 w W= H (0 U- UJ O U- Q = F- W z = H W O W U O- 0 F- WW U 0 W U= O f' z STRUCTURAL CALCULATIONS Coon/55404 2003 International Building Code 2001 National Design Specification for Wood Design Diaphragm Design Manual, 2nd Edition BUILDING DIMENSIONS AND DESIGN SPECIFICATIONS 90.0 Gridsystem or Clearspan (G /C) C -2.3 Length (ft) 24 maximum length 120 ft Span (ft) 20 maximum span 40 ft Bay Size (ft) 12 maximum bay size 14 ft Post Spacing (ft) 10 maximum post spacing 14 ft Eave Height (ft) 18 maximum eave height 16 ft Roof Slope (rise /12) 4 maximum rise 6 Purlin Spacing (in) 24 maximum spacing 24 in Girt Spacing (in) 24 maximum spacing 24 in T -girt Spacing (in) 72 maximum spacing 72 in Rake Overhang (in) 0 maximum overhang 24 in Eave Overhang (in) 0 maximum overhang 24 in Seismic Zone D Seismic Importance Factor, Ie 1.00 Table 1604.5, IBC Wind Exposure B Basic Wind Speed (MPH) 85 Adjustment Factor Building Height and Exposure, A 1.00 Table 1609.6.2.1(4), IBC Wind Importance Factor, Iw 0.87 Table 1604.5, IBC Section 1609.6.2.2, IBC. Effective Wind Area =100, Zone I, Calculated wind load, component (PSF) 9.40 Pnaso(n in) =10.0 Section 1609.6.2.1, IBC, Calculated wind load (wall), MWRS (PSF) 9.22 Psao(n i0=10.0 Calculated wind load (roof), transverse to roof ridge, MWRS (PSF) Snow Load (PSF) Dead Load, Total Roof System (PSF) Loft Live Load (PSF) Allowable Soil Bearing Pressure (PSF) Allowable Lateral Soil Pressure (PSF) Concrete Slab (yes /no) swuunl Cakuuums -5540 1 SHEAR WALL AND ROOF DIAPHRAGM CALCULATIONS (Wind Loading) Roof Diaphragm Reauirements Projected Vertical Roof Area (SF) 90.0 25 Design Wind Pressure (PSF) -2.3 see cover sheet Total Roof Drag (lb) -207.0 (wind pressure) x (vertical area) Windward and 150 See calculations below. Section title yes 2000 PSI, 4 inch thick "Roof Design Allowables ". Calculation method taken from Steel rn � Deck Institute Diaphragm Design Roof Diaphragm Design Allowable (lb /ft) 176.5 Manual Second Edition, Chapter 2. Roof Diaphragm Unit Shear (lb/11) 61.0 roof drag / roof diaphragm length GOOD unit shear < allowable Shear Wall Requirements (Perpendicular to Ridee) Windward Wall Area (SF) 432.0 Design Wind Pressure (PSF) 9.2 see cover sheet Windward and Leeward Wind Load (lb) 3983.9 (wind pressure) x (vertical area) Total Wind Load to each Shear Wall (lb) 643.5 (3/8 wall wind load +roof drag) /2 North Shear Wall Capability (lb /ft) Unit Shear, north shear wall, 20 ft (lb /ft) South Shear Wall Capability (lb /ft) Unit Shear, south shear wall, 3 ft (lb /ft) -2.30 4 U.0 25 Shear Wall Rel 3 purlins/roofing 2.5 psf, truss .5 psf Windward Wall 0 Design Wind r 2000 Windward and 150 Total Wind Lo yes 2000 PSI, 4 inch thick 8/192061 Snuctum Z O ozz See calculations below. Section title "Shear Wall Design Allowables ". Calculation method taken from Steel Deck Institute Diaphragm Design 109.0 Manual Second Edition, Chapter 2. 32.2 GOOD, unit shear < allowable See calculations below. Section title "Shear Wall Design Allowables ". Calculation method taken from Steel Deck Institute Diaphragm Design 109.0 Manual Second Edition, Chapter 2. 214.5 BAD, allowable < unit shear SEISMIC GOVERNS NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. 4 U.0 Q 0 .2 see cover sheet Load (lb) 8 (wind pressure) x (vertical area) r Wall (Ib) �� rn 7 .375 x wind load/2 8119206! v rn � NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. West Shear Wall capability (lb /ft) Unit Shear, west shear wall, 21 ft (lb /ft) East Shear Wall capability (lb/ft) Unit Shear, east shear wall, 20 ft (lb /ft) Roof Diaphragm Allowables* Condition 1- Edge Fasteners Edge fastener quantity along rake beam, Ne Panel width, W (in) Panel length, L (ft) Purlin quantity, Np End distribution factor, at Purlin distribution factor, a2 Fastener distance from centerline, xe Structural fastener strength, Qf (lb) Ultimate Shear Strength (lb /ft) Condition 2 - Interior Panel Fasteners Panel depth, D (in) Panel width, W (in) Panel length, L (ft) Purlin quantity, Np Purlin spacing, Lv (ft) Base metal thickness, T (in) Stitch fastener quantity, Ns Fastener distance from centerline, xe Structural fastener strength, Qr (lb) Stitch fastener strength, Q: (lb) intermediate equation 76 intermediate equation B Ultimate Shear Strength (lb /ft) Suuctunl Cakulatioos -55404 3 15.0 36.0 Standard panel width 10.5 See calculations below. Section title 4.0 Spaced 2 feet on center. 1.0 "Shear Wall Design Allowables ". Condition 3 - Fasteners at Corner Panels Standard hole pattern Calculation method taken from Steel Fastener quantity/foot at eave 1.3 633.0 Deck Institute Diaphragm Design Ultimate Shear Strength (lb /ft) 311.9 109.0 Manual Second Edition, Chapter 2. 32.9 GOOD, unit shear < allowable Summary of 3 Conditions end fasteners 1261.1 See calculations below. Section title interior panel 330.9 "Shear Wall Design Allowables ". comer fastener 311.9 Calculation method taken from Steel Deck Institute Diaphragm Design Governing Design Condition 311.9 109.0 Manual Second Edition, Chapter 2. Suggested Safety Factor 2.35 34.6 GOOD, unit shear < allowable Wind Duration Adjustment 1.33 Roof Diaphragm Shear Allowable (lb /ft) 1765 15.0 36.0 Standard panel width 10.5 4.0 Spaced 2 feet on center. 1.0 Standard hole pattern 1.0 Standard hole pattern Values used to calculate distribution 4.5, 13.0 factors. 633.0 Actual Test Value. 1261.1 0.625 Manufacturer information 36.0 Standard panel width 10.5 4.0 Spaced 2 feet on center. 2.0 d rn 0.0172 Manufacturer information 5.0 OG Values used to calculate distribution 4.5, 13.0 factors. J `z Q 633.0 Actual Test Value. V 0 �! �► 0.960 5.6 330.9 9/19rz004 sweteni c.alcenuoes -55404 ,t 4 9/192004 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARfiHAN ' THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. Standard Shear Wall Allowables* Condition 1- Edge Fasteners Condition 1 not applicable. Wall girts are only vertical surface used for metal panel attachment. Condition 2 - Interior Panel Fasteners Panel depth, D (in) Panel width, W (in) Panel length, L (ft) Girt quantity, Ng Girt spacing, Lv (11) Base metal thickness, T (in) Stitch fastener quantity, Ns Fastener distance from centerline, xe Structural fastener strength, Qr (lb) Stitch fastener strength, Qs (lb) intermediate equation 2. intermediate equation B Ultimate Shear Strength (lb /ft) Condition 3 - Fasteners at Corner Panels Fastener quantity /foot at base girt Ultimate Shear Strength (1b /ft) Summary of 3 Conditions panels installed per drawing note 4 SHEAR WALL AND ROOF DIAPHRAGM CALCULATIC Site Coefficient, Fa 1 Mapped Spectral Acceleration, Ss 1.25 Maximum Earthquake Spectral Response Acc, Sets 1.25 SAS 0.83 0.625 Manufacturer information 36.0 Standard panel width 18.0 Equation 15 -56, IBC 8.0 Spaced 2 feet on center. 2.0 Equation 16-57, IBC 0.0172 Manufacturer information 0.0 Section1620.2.5IBC 1272.0 Values used to calculate distribution 4.5, 13.0 factors. 633.0 Actual Test Value. 312.0 0.960 5.6 195.0 1.3 192.6 end fasteners Not Appl. interior panel 195.0 comer fastener 192.6 Governing Design Condition 192.6 Suggested Safety Factor 2.35 Wind Duration Adjustment 1.33 Shear Wall Diaphragm Shear Allowable (lb /ft) 109.0 C 0- VIA- A o c' Stmcmnl GknWonS -554W 5 �G r. 6119/2 h Response Modification Factor, R Seismic Weight (lb) Seismic Base Shear (lb) Roof Diaphragm Requirements Wp, weight to diaphragm (lb) Vpx, seismic shear force transfer (lb) Fp, seismic force induced to diaphragm (lb) Fp, seismic force induced to diaphragm (lb) Critical seismic design force (lb) Roof Diaphragm unit shear from seismic force (lb /ft) Roof Diaphragm Design Allowable (lb /ft) NS (Earthquake Loading) Table 1615.1.2(1), IBC Figure 1615(1), IBC Equation 16-38, IBC Equation 16-40, IBC Table 1617.6.2, IBC. Light flamed walls with steel shear panels -wood 7 structural panels/sheet steel panels. 7776.0 1 110.9 Equation 15 -56, IBC 3816.0 (.375 * wall weight) + roof weight 545.1 Equation 16-57, IBC 1272.0 Section 1620.4.3 IBC 1181.1 Section1620.2.5IBC 1272.0 Shear Wall Requirements Horizontal Seismic Force, QE (1b) calculated redundancy factor, pi limited redundancy factor, pi Earthquake Induced Forces, E (lb) Total Earthquake Load to each Shear Wall (lb) North Shear Wall Capability (lb /ft) Unit Shear, north shear wall, 20 ft (lb /ft) Suuctual Uc¢IUions -55104 62.7 See calculations below. Section title "Roof Design Allowabl&'. Calculation method taken from Steel Deck Institute Diaphragm Design 176.5 Manual Second Edition, Chapter 2. GOOD unit shear < allowable 545.1 Equation 16-57, IBC 0.2 section 1617.2.2.2, IBC, rmu =.5 pi limited by section 1617.2.2.2 IBC, 1.0 1.0<0<1.5 1841.1 Equation 16 -50, IBC 920.6 See calculations below. Section title "Shear Wall Design Allowables ". Calculation method taken from Steel Deck Institute Diaphragm Design 109.0 Manual Second Edition, Chapter 2. 46.0 GOOD, unit shear < allowable 6 &19/2004 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT.- ' a South Shear Wall Capability (lb /ft) Unit Shear, south shear wall, 3 ft (lb /ft) East Shear Wall Capability (lb /ft) Unit Shear, east shear wall, 20 ft (]b /ft) West Shear Wall Capability (Ib /ft) Unit Shear, west shear wall, 21 ft (Ib /ft) Roof Dianhraem Allowables* Condition 1 - Edge Fasteners Edge fastener quantity along rake beam, Ne Panel width, W (in) Panel length, L (ft) Purlin quantity, Np End distribution factor, ai Purlin distribution factor, a2 Fastener distance from centerline, xe Structural fastener strength, Qr (lb) Ultimate Shear Strength (lb /ft) Condition 2 - Interior Panel Fasteners Panel depth, D (in) Panel width, W (in) Panel length, L (ft) Purlin quantity, Np Purlin spacing, Lv (ft) Structural Calculations-55404 :.l ti .3 ''`y r� Vi n^ ��� Manufacturer information 36.0 �• .� s ' i�' 10.5 :.++ 4.0 ♦ ,�.,, u. r.+v1'.. Standard hole pattern 1.0 Y� T�t•d.. 7/16" rated sheathing, block all panel edges, 8d nails, 4" panel 109.0 nailing, 12" field nailing. 350.0 BAD, allowable < unit shear See calculations below. Section title "Shear Wall Design Allowables ". Calculation method taken from Steel Deck Institute Diaphragm Design 109.0 Manual Second Edition, Chapter 2. 46.0 GOOD, unit shear < allowable See calculations below. Section title "Shear Wall Design Allowables ". Calculation method taken from Steel Deck Institute Diaphragm Design 109.0 Manual Second Edition, Chapter 2. 43.8 GOOD, unit shear < allowable 15.0 Manufacturer information 36.0 Standard panel width 10.5 Values used to calculate distribution 4.0 Spaced 2 feet on center. 1.0 Standard hole pattern 1.0 Standard hole pattern 0.960 Values used to calculate distribution 4.5, 13.0 factors. 633.0 Actual Test Value. 1261.1 0.625 Manufacturer information 36.0 Standard panel width 10.5 4.0 Spaced 2 feet on center. 2.0 7 8/19/2004 Base metal thickness, T (in) Stitch fastener quantity, N. Fastener distance from centerline, xe Structural fastener strength, Qr (lb) Stitch fastener strength, Qs (lb) intermediate equation I intermediate equation B Ultimate Shear Strength (lb /ft) - �. '0 6 l et . 300 0. fi S Structural 0.0172 Manufacturer information 5.0 Values used to calculate distribution 4.5, 13.0 factors. 633.0 Actual Test Value. 312.0 0.960 5.6 330.9 s NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. . 8/1912004 Condition 3 - Fasteners at Corner Panels Fastener quantity/foot at eave Ultimate Shear Strength (Ib /ft) Summary of 3 Conditions end fasteners interior panel comer fastener 1.3 311.9 Standard Shear Wall Allowables* Condition 1- Edge Fasteners Condition I not applicable. Wall girts are only vertical surface used for metal panel attachment. Condition 2 - Interior Panel Fasteners Panel depth, D (in) Panel width, W (in) Panel length, L (ft) Girt quantity, Ns Girt spacing, L� (ft) Base metal thickness, T (in) Stitch fastener quantity, Ns Fastener distance from centerline, xe Structural fastener strength, Qr (lb) Stitch fastener strength, Qs (lb) intermediate equation 2, intermediate equation B Ultimate Shear Strength (lb /ft) panels installed per drawing note 4 Governing Design Condition Suggested Safety Factor Wind Duration Adjustment Roof Diaphragm Shear Allowable (lb /ft) 1261.1 330.9 311.9 311.9 2.35 1.33 1765 Condition 3 - Fasteners at Corner Panels Fastener quantity /foot at base girt Ultimate Shear Strength (ib /ft) Summary of 3 Conditions 0.625 Manufacturer information 36.0 Standard panel width 18.0 195.0 8.0 Spaced 2 feet on center. 2.0 0.0172 Manufacturer information 0.0 Governing Design Condition 192.6 Values used to calculate distribution 4.5, 13.0 factors. 633.0 Actual Test Value. 312.0 <) 0.960 109.0 5.6 195.0 1.3 192.6 4 �0, LP ' Structural Gkula[iaas -SStOi 9 n � ` Swauni C, latioas -55404 10 v NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY.OF THE DOCUMENT. 8/192004 end fasteners Not Appl. interior panel 195.0 corner fastener 192.6 Governing Design Condition 192.6 Suggested Safety Factor 2.35 0 Wind Duration Adjustment 1.33 <) Shear Wall Diaphragm Shear Allowable (lb /ft) 109.0 4 �0, LP ' Structural Gkula[iaas -SStOi 9 n � ` Swauni C, latioas -55404 10 v NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR THAN THIS NOTICE IT IS DUE TO THE QUALITY.OF THE DOCUMENT. 8/192004 SIDEWALL POST CALCULATIONS ENDWALL POST CALCULATIONS Axial Loading Axial Loading post width (in) 6 post width (in) 6 post depth (in) 8 post depth (in) 8 cross sectional area (sq in) 41.25 cross sectional area (sq in) 41.25 tributary load (PSF) 3360 tributary load (PSF) 3360 allowable Fc (PSI) 850 allowable Fc (PSI) 850 E' (PSI) 1235000 E' (PSI) 1235000 FcE, at post base 370500 RE, at post base 370500 RE, in -span 782 RE, in -span 547 FcFJFc* 1.00 FCE/FC* 0.70 adjustment factors adjustment factors duration of load Cd 1.15 snow duration of load Cd 1.15 snow size factor Cf 1.00 size factor Cf 1.00 incising factor Ci 0.80 preservative treatment incising factor Ci 0.80 preservative treatment column stability factor Cp 0.69 see section 3.7.1 NDS column stability factor Cp 0.56 see section 3.7.1 NDS Fe, at post base (PSI) 782 Fe, at post base (PSI) 782 Fe, in -span (PSI) 541 Fc', in -span (PSI) 437 fc (PSI) 81 fc (PSI) 81 GOOD Bendin Bending unit wind load on post (lb /ft) 111 unit wind load on post (lb /ft) 92 maximum moment at post base (lb in) 47973 WV /8 maximum moment at post base (lb in) 57192 WV /8 maximum moment in- span(lb in) 26985 9WL = /128 maximum moment in -span (lb in) 32170 9WL= /128 allowable Fb value(PSI) 975 NDS Table 4D allowable Fb value(PSI) 975 NDS Table 4D adjustment factors adjustment factors duration of load Cd 1.60 wind duration of load Cd 1.60 wind size factor Cf 1.00 size factor Cf 1.00 incising factor Ci 0.80 preservative treatment incising factor Ci 0.80 preservative treatment Fb' (PSI) 1248 Fb' (PSI) 1248 moment of inertia (in4) 193 moment of inertia (in4) 193 fb, at post base (PSI) 930 fb, at post base (PSI) 1 109 fb, in -span (PSI) 523 fb, in -span (PSI) 624 Combined Axial Compression and Bending Load Combination D +.5S+ Q0 ,8 Combined Axial Compression and Bending Load Combination D+.5S +W equation 3.9 -3 NDS, at post base 0.75 GOOD Q G equation 3.9 -3 NDS, at post base 0.89 GOOD equation 3.9 -3 NDS, in -span 0.45 GOOD 'k �� equation 3.9 -3 NDS, in -span 0.60 GOOD � Swctuni Gkubtims -55404 t 1 004 Swc Cakuhtims -55404 12 8/19/2004 X 0 2 t. NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEAR YHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. .._.._.�.__Y..�.�_. ,_�__.�_,�._. __.._...._ __.�.... _._.. _._ .__.._ .,_.._....... _.._._._._�..._ ... �s+.. wxw.. v.. z s+ n........ cv_ ce. �,K- r: �rvvo-. �«:- rt.. ux•. �crrvx:.; �_;...v......,,cum..'it..c�::w. :._<tk:c 5:r, i':::::? ' PURLIN CALCULATIONS bending snow load/dead load on purlin (lb /ft) maximum moment (lb in) allowable Fb value(PSI) adjustment factors duration of load Cd size factor Cf beam stability factor Cl repetitive member Cr Fb' (P moment of inertia (in4) induced stress (PSI) GIRT CALCULATIONS T -girt spacing (in) Standard girt spacing (in) Bendine unit wind load (lb /ft) maximum moment (lb in) allowable Fb value(PSI) adjustment factors duration of load Cd size factor Cf beam stability factor Cl flat use factor Cf i repetitive member Cr Fb' (PSD moment of inertia, standard girt (in4) moment of inertia, horizontal girt (in4) maximum moment to horizontal girt (lb in) maximum moment to standard girt (lb in) induced stress to horizontal girt, (PSI) induced stress to standard girt (PSI) unit wind load (lb/ft) nail allowable, withdrawal (lb /in) adjustment factors duration of load Cd adjusted nail allowable (lb) maximum nail spacing (in) structural Gkulatious 55404 13 wa ¢h n � ; , W :..rvr ^� 2x6 S4S 55 24 in spacing 10911 moment of inertia (in4) 850 NDS Table 4A 1.15 snow 1.30 2x10 1.00 lateral support provided 1.15 1287.0 1461 maximum roof diaphragm moment (ft lb) 20.8 WI18 1443 GOOD 2x6T S4S moment resistance, eave girt (lb) 72 24 10540.8 56A moment resistance, second purlin (lb) 11184 bay spacing critical 850 NDS Table 4A 1.60 wind 1.33 No Strap Required 1.00 flat use 1.00 T configuration 1.15 2080 1.5 not a composite section, analyze as individual pieces (no parallel 20.8 axis theorem) 9735.4 724.1 1287.3 GOOD 351.1 GOOD 56.4 27.0 Table 11.2C 1.60 wind 86.4 18.4 horizontal/standard girt connection 8/1912004 RAKE BEAM CALCULATIONS (2x10) Bendine unit snow load and dead load on rake beam (lb /ft) maximum moment (lb in) allowable Fb value(PSI) adjustment factors duration of load Cd size factor Cf beam stability factor Cl repetitive member Cr 168 1075 22743 moment of inertia (in4) 850 NDS Table 4A 1.15 snow 1.10 2x10 1.00 lateral support provided 1.00 1287.0 Fb' (PSI) 1075 moment of inertia (in4) 98.9 induced stress (PSI) 1063 GOOD EAVE GIRT CALCULATIONS wind load to roof diaphragm (lb) 1287.0 full roof drag +3/8 wall load maximum roof diaphragm moment (ft lb) 3860.9 WI18 shear capability of eave girt/purlin connections (lb) 585.6 3 *l6d *Cd moment resistance, eave girt (lb) 11712.0 moment resistance, first purlin (lb) 10540.8 moment resistance, second purlin (lb) 9369.6 moment resistance, third purlin (lb) 8198.4 total (lb) 39820.8 No Strap Required number of nails required each side of splice NA Structural Calculatio 55404 4 C % t 77 �� 0 �� \� / ` 0) .4} i:l J NOTICE: IF THE DOCUMENT IN THIS FRAM IS LESS THE CLEAR- THIS NOTICE IT IS DUE TO THE Q UALITY 8/19/2064 CONNECTION CALCULATIONS Rake Attachment tributary load (Ib) nail shear allowable, Z1 (Ib) adjustment factors duration of load Cd modified nail allowable, Z' (lb) quantity of nails required Truss Attachment at Rake tributary load (lb) bolt shear allowable, Zl (lb) adjustment factors duration of load Cd modified bolt allowable, Z' (lb) quantity of bolts required Truss Attachment (non -rake) tributary load (lb) bolt shear allowable, Zl pb) adjustment factors duration of load Cd modified bolt allowable, E gli) quantity of bolts required Uplift (non -rake) design load (PSF) tributary area/post (SF) tributary load/post (lb) minimum nails required/connection Girt/Post Attachment wind load, outward (PSF) tributary area, standard girt (SF) tributary area, t -girt (SF) withdrawal load on attachment, standard girt (lb Tab. 11.2C face nail allowable, 2" penetration (lb) adjustment factors duration of load Cd modified face nail withdrawal allowable (lb) face nails per standard girt total withdrawal capability of face nails (lb) SUuctnM CakuWims -55461 15 840.0 122 16d 1.15 snow 140.3 6 1680.0 1100 3/4 inch diameter, table I IA 1.15 snow 1265.0 2 double shear bolt loading 3360.0 2190 3/4 inch diameter, table 11 F NDS 1.15 snow 2518.5 2 9.5 60 573.0 up load 3 9.4 12.0 36.0 112.8 54.0 G=.43,.162 nail dia.,1 =3.5 1.60 wind 86.4 3.0 259.2 GOOD &192004 withdrawal load on attachment, t- girt (Ib) face nails per t -girt total withdrawal capability of face nails (lb) Tab. 11N allowable (lb) adjustment factors duration of load Cd toenail factor Ctn modified toe nail withdrawal allowable (lb) toe nails per t -girt total shear capability of toe nails (lb) total withdrawal capability of t -girt connection (lb) i eo 304A 90% of load to T -girt 3.0 259.2 122.0 1.60 0.67 130.8 3 392.4 651.6 GOOD � o �2 Sttuctunl Cakulations- 55404 16 NOTICE: IF THE DOCUMENT IN THIS FRAME IS LESS CLEARfiHAN THIS NOTICE IT IS DUE TO THE QUALITY OF THE DOCUMENT. &192061 a , FOUNDATION CALCULATIONS Bearine Pressure, sidewall post foundation hole diameter (in) allowable foundation pressure (PSF) maximum tributary area (sq ft) maximum tributary load (lb) induced soil pressure (PSF) Bearine Pressure, endwall post foundation hole diameter (in) allowable foundation pressure (PSF) maximum tributary area (sq ft) maximum tributary load (lb) induced soil pressure (PSF) Lateral Loading (concrete slab) eave height (ft) lateral soil allowable (PSF /ft) post diameter (ft) foundation depth (ft) unit wind load/end wall post (lb /ft) moment in post at grade, Mg (ft lb) adjusted lateral soil allowable (PSF) engineering check (Ib) Lateral Loading (concrete slab) eave height (ft) lateral soil allowable (PSF /ft) post diameter (ft) foundation depth (ft) unit wind load/end wall post (]b /ft) moment in post at grade, Mg (ft lb) adjusted lateral soil allowable (PSF) engineering check (lb) Structural Q*aladons -55704 24.0 2000 120.0 3360.0 1069.5 GOOD 18.0 2000 60.0 1680.0 950.7 GOOD endwall 18 150 0.78 6x8 4.5 92.2 4766.0 Table 1804.2, footnote b., 1795.50 paragraph 1804.3.1 3.8 GOOD sidewall 18 150 0.78 6x8 4.0 110.7 3997.7 Table 1804.2, footnote b., 1596.00 paragraph 1804.3.1 3.7 GOOD 17 &192004 T G 1'0 2 O 2 Q G� O z: 5 ON 0 o n� � rn • DOC UMENT DU TO Q UALITY ME IS LESS CLEAR THAN `•';tu,.tt r, ffs .Y �''.Y;:r; B ..y'.. OERMIT CO 4RD CgpV PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D04 -306 DATE: 08 -20 -04 PROJECT NAME: COON RESIDENCE SITE ADDRESS: 1301841 ST AVENUE SOUTH X Original Plan Submittal Response to Incomplete Letter # _Response to Correction Letter #_,,, Revision # afteribefore permit is issued DEPARTMENTS: Buil I �j vision M Fire reven ion P1 an nmg ivision Public Wor s Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 08 -24 -04 Complete E Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS RROTING: Rot Ro Structural Review Required REVIEWER'S INITIALS :. ❑ No further Review Required ❑ DATE: APPROVALS OR CORRECTIONS / DUE DATE: 09 -21 -04 z Z �W QQ om. JU UO N �W WO J u. d co D = �W z 1--0 z 1— W U� O- 0 1— WW U O •z W U= O z fi 06 A C� DEPARTIVMNT OF LABOR AND MUSTRIES z Z w 00 N o wF CO u- 0 C0 w OR W , 5 cf) 0 a F- UJ W LL -b z C0 L) 3: 8 �- z REGISTMM AS PROVInM BY LAW AS CONST COXT- GENERAL - -.-. - • :�,2w ZZ UNMUI; U UATZ TOWbZ- COUNTRY POST FRAME BWS 16521 HWY'99 STE 8 .7 LYNNWOOa WA 98,037* ............. • Dm=h And Display Cerdfi=te REGISTERED AS PROVIDED BY LAIR ASI CONST CONT GENERAL Please Remove .. REGIST. # • EXP. DATR- -•- And Sian CCUI TOWNCPF099LT 06/30/200• Identification EFFECTIVE. DATE 016/30/1991 Card Before TOWN ge COUNTRY POST FRAME -BLDS Placine In 16521 HWY 99-'STE- B- Billfold LYNNWOOD WA 98037-3199. Signature Issued by DEPARTMED41OF -LABOR A, INDUSTRfES z Z w 00 N o wF CO u- 0 C0 w OR W , 5 cf) 0 a F- UJ W LL -b z C0 L) 3: 8 �- z t ' • j 40 ,' , • - , .•J► _A„�Ar/,., � t t ���� ���� ♦ tl�w� .' , 1 ' �� � ; :•� -,' 4� fir- � ..• - ... ► Suits 11111111011 149PIMV it • Lrrnvood, WA 9&d 7 - 3161 OM" Cho* A OW Wig S kin: ❑ 0 Septic and drailL 1 Nmh Arrow in rimit GL i f Fverex (425) IM 41 71 Puysilev (253) PA0 -9552 _ 25b t' s t S 13 Property dimensions ewer lines it - o f AdnwnWm&A Meeftjiii, Ivs. (425) 743-1555 xisting buildin thacks of l6MO6 W Aidibv of wow FAX: (425)7424378 Tom Froo. 1-SM-324.9952 oposed building 0 ain road with name 11 ConftcWe Lic 0 TOWNCPFOWT Easements 0 E ccess to proposed buk", Ac . its) 1P 0 Owi Fmomw tkeposob On It." Irm ,! Job Name- i (I V(j h i i Job Site Add Juo t r t 41 V ff 1 Legal Description: 4-fid K i"I to a *AcwurO. 73f:U COO �Y2 e., 4i 44 PPOP6 K [�A I R'SN to r 1A Fr 0 ; OV Cz, 0 eo� p4— 1412 r % 0 A cc -e ss - Fa 4 45 4 4 0 I L At IL t . f r t t *A • A T: ry 4- 4! 4 r If at M + f 4 q 11 rz 640 IS F& 1 I Io A Or P 01 Oop- � 40 a ' 41, tie + f • rte+. � / � I - �V � � 4 ;?� � t' ,, S t ( `.. ' ' 41 cc FA V5T1 fJ GKAVE ORt WE wA V 13 IV 4 'Do 140T SIGN WICOUKM WM PLM r r i i _ .. a � ` ,s£ � � � ; S � ; � � :.. >' � Ji, rm i 0y a. Customer has verihed and appmved ft kXnftn of the buling. ofiintafl6n of the buildl to the North, and verities that all Whitt Customer Co Wh Pr E Ea rk ir utilities aro Shawn on this drawing in the collect location. LEAD R TUM 041 .WA CUMMEP IRIr VW 1 VRAM IOWAj"W FR.34 P U L� c ME Eel 81 Li� &o> v Jo a� 10 n a Z Q w� O ~ • Z w J <t w af L Z 0 0 � ' 6. EMBEDDED STRUCTURAL POSTS SHALL BE PRESERVATIVE TREATED FOR 0.60 PSF RETENTION IN CONFORMANCE WITH AWPA C 15 OR C 16. ALL OTHER LUMBER IN s • 'CONTACT WITH SOIL, FILL OR CONCRETE, OR EXPOSED TO WEATHER SHALL BE t PRESERVATIVE TREATED IN ACCORDANCE WITH AWPA C2. ALL METAL PRODUCTS ,. USED IN CONTACT WITH PRESERVATIVE TREATED LUMBER OR INSTALLED BELOW . GRADE SHALL MEET THE REQUIREMENTS OF THE TABLE BELOW. i PRESERVATION TREATMENT . BUILDING REQUIREMENTS .. . NOTES • :' .. j. SIMPSON ZMAX (G185) OR EQUAL f r _ t ti A . ALL WORK AND MATERIALS SHALL CONFORM TO THE 2003 INTERNATIONAL MECHANICALLY GALVANIZED FASTENERS (ASTM A 153) STAINLESS STEEL (SST300 OR EQUAL) 1. 13UILDING MAY BE A COMBINATION OF CLEARSPAN AND GRID SYSTEMS. SAME AS NOTED ABOVE. BUILDING CODE (IBC), 2001 NATIONAL DESIGN SPECIFICATION FOR WOOD STANDARD SIMPSON FINISH (G90) OR • '' EQUAL. CONSTRUCTION (NDS), AND THE STEEL DECK INSTITUTE DIAPHRAGM DESIGN ' ALL SPECIFIC BUILDING DIMENSIONS, WALL OPENINGS AND ACCESSORIES SHALL MANUAL, SECOND EDITION. . BE INDICATED ON THE PERMABILT BUILDING DESIGN SHEET A�tiD BE AN ' ; ATTACHMENT TO THESE DRAWINGS. . -� :M 2. TRUSS DESIGN' AND FABRICATION SHALL CONFORM TO THE 2003 INTERNATIONAL `' " ' 4. BUILDING CODE. ENGINEERING AND SHOP DRAWINGS SHALL BEAR THE STAMP OF -:... WHEN AVAILABLE, CONSTRUCTION OPTIONS ARE AT THE BUILDER'S ` - T,. A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF WASHINGTON. ALL ,. .3. DESCRETION. _w + ° ' �' K ° ° :.:. TRUSS BRACING SHALL BE IN ACCORDANCE WITH THE TRUSS DESIGN DRAWING SAND THIS DRAWING. r .; 1 r y 3. BUILDINGS SHOWN ON THESE PLANS HAVE BEEN DESIGNED FOR THE FOLLOWING - CONDITIONS :. _ ... ., .. ... _Rr� \w VV SNOW LOAD ` 25 PSF .... R AN C�. -r .' `' DESIGN WIND SPEED 85 MPH f . t. • COMP CODS , WIND IMPORTANCE FACTOR 0.87 ` t . •.. WIND EXPOSURE B . i d'�� SEISMIC DESIGN CATEGORY D F 'SEISMIC IMPORTANCE FACTOR 1.00 ` ... ,�' 4 j '_. SOIL SITE CLASSIFICATION D SOIL BEARING CAPABILITY 2000 PSF _ -SOIL LATERAL BEARING 150 PSF .. ► .. , t,, x. ,,,.,:.•-�" 4. METAL PANELS SHALL BE 80 KSI MINIMUM YIELD STRENGTH. ROOF PANELS > : , Of Tu kyV11a s' SHALL BE FASTENED WITH #14 X 12" SELF TAPPING SCREWS SPACED AT 9" ON s los :r CENTER ALONG EACH PURLIN AND EAVE RAKE AND #12 STITCH SCREWS SPACED G D _ �. AT 24" ON CENTER ALONG EACH PANEL OVERLAP UNLESS STATED OTHERWISE ON BUILDING DESIGN SHEET. WALL PANELS SHALL BE FASTENED WITH #9 X 1 - 2 - SELF TAPPING SCREWS SPACED AT 9" ON CENTER ALONG EACH WALL GIRT. y F ' PANEL OVERLAP STITCHING ON WALL PANELS NOT REQUIRED UNLESS STATED E ON BUILDING DESIGN. IF REQUIRED, PANEL OVERLAP STITCHING SHALL BE . PERFORMED WITH #12 STITCH SCREWS AT SPACING NOTED ON BUILDING DESIGN SHEET. :LUMBER SHALL CONFORM TO THE FOLLOWING UNLESS OTHERWISE ?DOTED ON ,. , • THESE PLANS ; A) 2X4 THROUGH 2X12 a HF #2 )3) STRUCTURAL POSTS, 4X6 .HF #2 S4S ' STRUCTURAL POSTS, 6X6 AND LARGER HF# 1 ROUGH SAW? - ` C) -BLOCKING HF STANDARD AND BETTER ACCEPTABLE TO SUBSTITUTE DF #2 GRADED LUMBER IN PLACE OF HF #2 ' t GRADED LUMBER. ACCEPTABLE TO SUBSTITUTE DF #1 GRADED LUMBER IN PLACE OF HF# 1 GRADED LUMBER. c ME Eel 81 Li� &o> v Jo a� 10 n a Z Q w� O ~ • Z w J <t w af L Z 0 0 � ' 6. EMBEDDED STRUCTURAL POSTS SHALL BE PRESERVATIVE TREATED FOR 0.60 PSF RETENTION IN CONFORMANCE WITH AWPA C 15 OR C 16. ALL OTHER LUMBER IN s • 'CONTACT WITH SOIL, FILL OR CONCRETE, OR EXPOSED TO WEATHER SHALL BE t PRESERVATIVE TREATED IN ACCORDANCE WITH AWPA C2. ALL METAL PRODUCTS ,. USED IN CONTACT WITH PRESERVATIVE TREATED LUMBER OR INSTALLED BELOW . GRADE SHALL MEET THE REQUIREMENTS OF THE TABLE BELOW. i PRESERVATION TREATMENT FASTENER AND CONNECTOR FINISH COPPER AZOLE (CBA -A, CA -B) SIMPSON ZMAX (G185) OR EQUAL ALKALINE COPPER QUAT POST HOT DIPPED GALVA. (ASTM Al23) (ACQ- C,ACQ -D) MECHANICALLY GALVANIZED FASTENERS (ASTM A 153) STAINLESS STEEL (SST300 OR EQUAL) CHROMATED COPPER ARSENATE SAME AS NOTED ABOVE. (CCA -C) STANDARD SIMPSON FINISH (G90) OR EQUAL. G • � O F . 7. BOLTS SHALL CONFORN.1 TO ASTM A307 AND HAVE WASHERS UNDER EACH HEAD AND NUT. BOLTS SHALL BE POST HOT DIPPED GALVANIZED PER ASTM Al23. 0 S. CONCRETE SHALT. HAVE A 28 DAY ;MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI. 36491 �` -'�' SPECIAL INSPECTION NOT REQUIRED. 9. BACKFILL FOR EMBEDDED POSTS SHALL BE SANDY GRAVEL. DRY ENOUGH TO BE COMPACTIBLE. COMPACTION METHOD - MANUAL TAMPING WITH 20 LB MINIMUM • E s STEEL TAMPING BAR IN LIFTS NOT TO EXCEED 8 . • 10. STEEL STRAPING, IF REQUIRED, SHALL BE SIMPSON CS 16 OR EQUAL. shoet 11. NAILS ARE COMMON UNLESS OTHERWISE NOTED. 11li 1 yMr " �.71 .Ikt { r a METAL ROOFING PER _ .:•..,, , W NOTE #4, SHEET 1. POST /RAFTER CONNECTION ti <.... . • c '• - ' ' SIDEWALL POST , .... , a • , . ; . ► .. . .:.: " "` »•«. .•. �- ,.: PER SHEET 3 P URLIN INSTALLATION (29 GAUGE) SEE SHEET 5 , �. PER SHEET 6 4 E BEAM PER SHEET 5 .- POST/ ER CONNECTION / OPTIONAL ENDWALL TRUSS " SEE SHEET 5 12 ,.. N •a PER SHEET 4 POST /RAFTER CONNECTION SEE ET 1 FOR BUILDING //�, Q -' SEE SHEET 5 4 TO 6 LI TIONS DUE TO ROOF 00 Z z . CH. a a ► - c� I GPTIONAL EAVE , a N a N o Z I IOR POS TYPICAL TRIBUTARY POST AREA. SEE SHEET 5 , cr. } R SHEET 3 SEE SHEET 3, SCHEDULES A AND B. .. OOoOO 0 •• �- 'TYPI INTERIOR R O A ` l W � . p p Z z a? az_ cam - - * v a ? 1 I END WALL POST , ... .. 'WALL CLADDING PER TYPICAL INT cn (n o iPER SHEET 3 a. a 1 ,I ►-_' NOTE # 4, SHEET 1. POST �. , ,I (29 GUUGE) a 1 Imo SEE SHEET 7 AND BUILDING f f o DESIGN SHEET FOR OPTIONAL W v o SCREW ATTACHMENT PATTERNS. t'3 .. F r.:, . D BASE GIRT DETAIL o 0 4i - � -, � . , BASE GIRT • WITH CO FLOOR WITH DIRT FLOOR ° n- z a z PER S 6 M, PER SHEET 6 a :r a N 'v BA Y BAY FLOOR (CONCRETE) NI H R (DIRT SP ING I►C � ,, Fl S (D ) 14' MAX 14' MAX 14' MAX '14 ' MAX ( , TYPICAL BAY SIZE TYPICAL BAY SIZE TYPICAL BAY SIZE TYPICAL BAY SIZE SIDEWALL LENGTH owl SEE SHEET 1 FOR BUILDING SIZE LIMITATIONS. RE V 1E MR FOOTING REQUIREMENTS PER SHEET 3. N CE OPTIONAL. TO USE SPREAD FOOTING. SEE CODE COM SHEET 3 FOR SPREAD FOOTING NOTE: INTERIOR POST SPACING NOT REQUIRED TO MATCH END WALL POST REQUIREMENTS. SPACING. BAY SPACING OF ADJACENT BAYS NOT REQUIRED TO BE EQUAL. r , A PP�0*1 r .POST SPCING OF EACH ENDWALL NOT REQUIRED TO BE EQUAL. TYPICAL SECTION THRU GRID SY TEM ,, _ • , • - x � • _ • . ; A •1 5 X004 SIDEWALL POST P ER SHEET 3 - METAL ROOFING PER NO POST RIDGE C N ECTION NOTE #4, SHEET 1. SEE SHEET 4 RAKE BEAM PER SHEET 5 29 GAUGE ) Ci Of TUkWila 1 '1 - OPTIONAL ENDWALL TRUSS _ ✓" BUILDING � � �ON . 00 IPER SHEET 4 PURLIN INSTALLATION PER SHEET 6 t• 12 SEE SHEET 1 FOR BUILDING .z 4 TO 6 LIMITATIONS DUE TO ROOF °' - SHEET OPTIONAL SAVE PITCH. a II ! I ; SEE SHEET 4 ° PER S 1 a ilzo 11 tl n o $ I Q , p low fl .1 WALL CLADDING PER 3 cv I [L NOTE #4, SHEET 1. i z t (29 GAAGE) Z DESIGN SHEET FOR OPT ? W r SCREW ATTACHMENT PATTERNS. - p m v Z I J N T ' X s lei c va3 v 'a 'v . p ryF OF 14 1je1 � z tt 0 �}� z s r t 1 , k a ENGINEERED TRUSS BY OTHERS TRUSS SUPPORT BLOCK PER SHEET 4 POST PER SHEET 3 TYPICAL WALL GIRTS PER SHEET 6 BASE GIRT DETAIL BASE GIRT DETAIL WITH CONCRETE FLOOR WITH DIRT FLOOR PER SHEET 6 PER SHEET 6 FINISH FLOOR (CONCRETE) (FINISH FLOOR (DIRT) T ' X s lei c va3 v 'a 'v . p ryF OF 14 1je1 � z tt 0 �}� z s V tf'rI A'�4' li a.NtINA \A� '�J+`t•Y: 4iy11'�M" "i��4'A. Y r • - .. w'.. - • .•.. .♦ ,. ,.,,. ,- ......- .- •. _. ., r �. � .Mp. sy1IM�. •..r. `��, "'"�'4' •X�„�Znl• .-.y.w .� x sT+'' 1`'1`h.�,Li1► °,J ,' * >," - *r• _ "�,�y7w111►•,y_. j.l..,,rj.,, ,. ,,. '� - i � +. '•�►� � � - _' r t k a V tf'rI A'�4' li a.NtINA \A� '�J+`t•Y: 4iy11'�M" "i��4'A. Y r • - .. w'.. - • .•.. .♦ ,. ,.,,. ,- ......- .- •. _. ., r �. � .Mp. sy1IM�. •..r. `��, "'"�'4' •X�„�Znl• .-.y.w .� x sT+'' 1`'1`h.�,Li1► °,J ,' * >," - *r• _ "�,�y7w111►•,y_. j.l..,,rj.,, ,. ,,. '� - i � +. '•�►� � � - _' I SIDEWALL POST /FOUNDATION SCHEDULE FOR EMBEDDED FOOTINGS ALL BUILDING WIDTHS TO 20 BAY �' EAVE HEIGHT WIDTH TO 10' 12' 14' 16' 14' 10' 4x6 post i 4x6 post 4x6 post 6x6 post s 10' 4' -0" deep 4' -0" deep 4' -6" deep 4' -6" deep t. 18" diameter 18" diameter 18" diameter 18" diameter 4' -0" deep foundation foundation foundation foundation # 2 4x6 post 4x6 post 6x6 post 6x8 post L 4 � 0" deep 4'-0" deep 4'-6* deep 4' -6" deep 18" diameter 18 diameter 18 diameter 18 diameter 18" diameter foundation foundation foundation foundation foundation 14 4x6 post 4x6 post 6x6 post 6x8 post 6x8 post 4' - 0" deep 4' -6" deep 4' -6" deep 5' -0" deep 4' - 0" deep 18" diameter 18" diameter 18" diameter 18" diameter 5' - 0" deep foundation foundation foundation foundation SIDEWALL POST /FOUNDATION SCHEDULE FOR EMBEDDED FOOTINGS ALL BUILDING WIDTHS TO 40 POST - POST LENGTH (above grade) ; WIDTH TO 10' SPACING TO 10' 12' 14' 16' 18' 20' 22' ' s 10' 4x6 post 4x6 post 4x6 post 6x6 post 6x8 post 6x8 post 6x8 post 8x8 st 18" deep 4' -0" deep 4' -0" deep 4' -6" deep 4' -6" deep 4' -6" deep 5' -0" deep 4' -6" deep 5' -6" eep foundation 18" diameter 18" diameter 18" diameter 18" diameter 18" diameter 18" diameter 18" diameter 18" di eter td j foundation foundation foundation foundation foundation foundation foundation founon 12 6 4x6 post 4x6 post 6x6 post 6x8 post 6x8 post 6x8 post 8x8 post axe s 4' - 0" deep 4' - 0" deep 4' - 0" deep 4' - 6" deep 4' - 6" deep 5' - 0" deep 5' - 6" deep 5' - 6" deep 6' - 0" eep 18" x 18" 18" diameter 18" diameter 18" diameter 18" diameter 18" diameter 18" diameter 18" diameter 18" dia eter foundation foundation foundation foundation foundation foundation foundation foundation found i oRt 14' 4x6 post 4x6 post 6x6 post 6x8 post 6x8 post '8x8 post 8x8 post 6x 10 18" deep 4' -0" deep 4' - 6" deep 4' -6" deep 5' -0" deep 5' -0" deep 5' -6' deep ' 6' -0" deep 6' -0" deep 18" x 18" 18" diameter 18" diameter 18" diameter 18" diameter 18" diameter 18" diameter 18" diameter 18' diameter foundation foundation foundation foundation , foundation foundation foundation foundation foundation PP _. •. c DE►TM rER . r• • { 1 { 1 5 MOTE ,. T L S EP ��++ M1 C METE SAGS city O f ILDIN DIV ISIO �. � • + DIAMETER MR =W VA E A EMBEDDED P05I FOOTING Wf PAD � .NOTES: ti s d INTERIOR POST /FOUNDATION SCHEDULE FOR EMBEDDED FOOTINGS ,• �,1) ALL BUILDINGS WILL USE EMBEDDED POST FOOTINGS WITH PADS UNLESS SITE CONDITIONS REQUIRE THE USE OF A SPREAD FOOTING. BAY EAVE HEIGHT WIDTH TO 10' 12' 14' 16' 18' .TO 10' 12' 14' 18' lo 4x6 post 4x6 post 4x6 post 6x6 post 6x8 post 4' -0" deep 4' -0" deep 4' -6" deep 4' -6" deep 18" deep 24" diameter 24" diameter 24" diameter 24" diameter 18" deep foundation foundation foundation foundation 12' 4x6 post 4x6 post 6x6 post 6x8 post w 24 x 24 0 4' -0" deep 4' -0" deep 4' -6" deep 4' -6" deep foundation 24" diameter 24" diameter 24" diameter 24" diameter 12' foundation foundation foundation foundation 14' 4x6 post 4x6 post 6x6 post 6x8 post 18" deep_ 4' - 0" deep 4' - 6" deep 4' - 6" deep 5' - 0" deep 18" deep 24" diameter 24" diameter 24" diameter 24" diameter 18" x 18" foundation foundation foundation foundation I BAY - SAVE HEIGHT WIDTH TO 10' 12' 14' 16' 18' TO 10' 12' 14' 16' 10' 4x6 post 4x6 post 4x6 post /scab 6x6 post /scab 6x8 post 18" deep 18" deep 18" deep 18" deep 18" deep 18" x 18" 18" x 18 _ 18" x 18" 18" x 18" 18" deep foundation foundation foundotion 'foundation 12' 4x6 post 4x6 post /scob 6x6 post /scob 6x6 post /scab w 24 x 24 0 18" deep 18" deep 18" deep 18" deep foundation 18 x 18 _ 18" x 18" 18" x 18 _ 21" x 21" 12' foundation foundation foundation foundation 14 ► 4x6 poet Ax6 post /scab 6x6 post /scob 6x6 post /scab 18" deep_ 18" deep 18" deep 18" deep 18" deep 18" deep =1' x 2 1 " 21" x 21" 24" x 24" 24" x 24" 18" x 18" foundation foundation foundation foundation POST SPACING POST LENGTH (above grade) WIDTH TO 10' 12' 14' 16' 18' 20' 22' 24' 10' 4x6 post 4x6 post 4x6 post /scob 6x6 post /scab 6x8 post 6x8 post 6x8 post /scab 8x8 po st 21" x 21" 18" deep w 18" deep 18" deep 18" deep 18 deep 18" deep 18" deep 18" deep - w 18 x 18 w w 18 x 18 18 w x 18 w w 18 x 18 w w w 21 x 21 w 21 x 21 w 24" x 24" w 24 x 24 0 w w 18 x 18 foundation foundation foundotion foundation foundotion foundation foundation foundation 12' 4x6 post 4x6 post /scab 6x6 post /scab 6x6 post /scob 6x8 post 6x8 post /scob 8x8 post 8x8 post /scab 18" deep 18" deep_ 18" deep 18" deep 18" deep 18" deep 18" deep 18" deep 18" deep foundation 18" x 18 18" x 18" 18" x 18" 21 x 21" 21" x 21' 24" x 24" 24" x 24" 24" x " 18" x 18" foundation foundation foundation foundation foundation foundation foundation fo at' 14' 4x6 post 4x6 post/scab 6x6 post /scab 6x8 post 6x8 post/scab 8x8 post 8x8 post /scab 10 s co 6x6 post /scab 18" deep 18" deep 18" deep 18" deep 18" deep 18" deep i8" deep "deep 18" deep 18" x 1 8 18" x 18" 21 x 21 21 x 21" 24" x 24" 24" x �4" " 24 x 24 - w w 24 x 24 l 18" x 18" foundation foundation 'foundation foundotion foundation foundation foundation foundation FOUNDATION TYPE EAVE HEIGHT WIDTH TO 10' EMBEDDED FOOTING 4X6 6X6 6X8 SPREAD FOOTING 4X8 6X8 T 6X 10 �0 el � CBXX RD EQUAL COLUMN BASE • . 000 FOOTI 1• ��� � OF CONCRETE i � y'� r I L •4 RESAAR, W O.C. L —' (MAX) EACH WAY ( 1 1,3649 �•.� � E Ei a � VION A -A _ �e sat B3 SIDEWALL POST/FOUND�ATION SCHEDULE FOR SPREAD FOOTINGS 4 INTERIOR POST /FOUNDATION SCHEDULE FOR SPREAD FOOTINGS ALL BUILDING WIDT 0 40 8 T PER ST PER BAY EAVE HEIGHT WIDTH TO 10' 12' 14' 16' 14' 10' 4x6 post 4x6 post/scab 4x6 post /scab 6x6 post /scab 120 SF OR 18" deep 18" deep 18" deep i8" deep 6x6 post 2 1" x 21" 21" x 21" 21" x 21" 21" x 21" 18 deep foundation 'foundation foundation foundation 12, 4x6 post 4x6 post /scab 6x6 post/scab 6x8 post w w 18 x 18 18" deep 18 deep i8" deep 18" deep w w 18 x 18 2 1 " x 21 " 21 x 21" 24" x 24" 2 4" x 24" foundation foundation foundation foundation foundation 1 4' 4x6 post/scab 4x6 post /scob 6x6 post /scob 6x8 post /scab 4x6* post 18" deep 18" deep 18" deep 18" deep CIESS 24" x 24" 24" x 24" 24" x 24" 24" x 2 4" 18" deep foundation foundation foundation !foundation TRIBUTARY POST LENGTH (above grade) _ AREA (SF) TO 10' 12' 14' 16' 18' 20' 22' 24' 120 SF OR 4x6 post 4x6 post 4x6* post 4x6* post 6x6 post 6x6 post P 6x6 post Po 6x6 Pmt LESS 18 deep 18" deep 18" deep " 18 deep " 18 deep " 18 deep " 18 deep 18" deep w w 18 x 18 w w 18 x 18 w w 18 x 18 w • 18 x 18 w w 18 x 18 • • 18 x 18 w w 18 x 18 • • 18 x 18 foundation foundotion foundation 'foundation foundation foundation foundation foundation 144 SF 01 4x6 post 4x6* post 4x6* post 4x6* post 6x6 post 6x6 post 6x6 post/scab 6x6 post /scob CIESS 18" deep 18" deep 18" deep 18" deep 18" deep 18" deep 18" deep 18" deep 18" diameter 18" x 18 18" x 18" 18" x 18" 18" x 18" 18" x 18" 18" x 18" 18" x 18" 18" x 18 _ foundotion foundation foundation foundation foundation foundation !foundation foundation foundation 198 Sr OR 4x6 post 4x6* post 4x6* post 4x6* post 6x6 post 6x6 post 6x6 post /scab x6 post /scab* LESS 18" deep 18" deep 18" deep 18" deep 18" deep 18" deep 18" deep 18" deep 24" diameter 18" x 18" 18" x 18" 18" x 18 1 8" x 18" 18" x 18" 18" If 18 18" x 18" 1 8" x 18" foundation foundation foundotion foundotion foundation foundation -- foundation foundation foundation SCHEDULES A I 13R C. EDGE OF 1 1 /c" SCHEDULES FRAMING I OR C. SIMPSON CIXX POST , ONCRETE PER CONNECTOR OR EQUAL NOTE 8 ONCRETE PER NOTE 8, 4 REBAR, 12 O.C. SHEET I I EACH WAY A4 REBAR, I2' O.C. « EACH WAY _ 10 .!. %.:;E %' ' �`.,,•3! �, r %i�;��! ~ .•tit [} ;�,1' ,•�.`'f•' '�, yr• { t• :.. c : .: � . � �".:"'•' I fill CD » INSTALL POST WITH SHO DIMENSION PARALLEL TO SIZE PER 51 KDULE I SIZE PER SCHEDULE I ROOF RIDGE. SCAB NN UNG REQU1REu_EN - ALL SCABS MUST BE FASTENED TO POST WITH 16d HOT DIPPED GALVANIZED � NAILS, 3" O.C. STAGGERED NAIL SPACING, TO BOTTOM • V Ott! 7T'rt 1 . «' s7ltSi', . *•iY"!' :'T"l_.'... . -. _... -. „ ' .."+,' ' T t'♦' - _ . _ ,... _ ... r TRIBUTARY POST LENGTH (above grade) ` O AREA (SF) TO 10' 12' 14' 16' 18' 20' 22' 24' 120 SF OR 4x6 post 4x6 post 4x6 post 4x6 post 6x6 post 6x6 post 6x6 post 6x6 post LESS 4' -0" deep 4' -0" deep 4' -0" deep 4' -0" deep 4' -0" deep 4' -0" deep 4' -0" deep 4' -0" deep 18" diameter 18" diameter 18" diameter 18" diameter 18" diameter 18" diameter 18" diameter 18" diameter foundation foundotion foundation foundation foundation foundot_on foundation 6x6 post foundation 6x6 post 144 SF OR 4x6 post 4x6 post 4x6 post 4x6* post 6x6 post 6x6 post LESS 4' -0" deep 4' -0" deep 4' -0" deep 4' -0" deep 4' -0" deep 4' -0" deep 4' -0" deep 4' -0" deep 18" diameter 18" diameter 18" diameter 18" diameter 18" diameter 18" diameter 18" diameter 18" diameter foundation foundotion foundotion foundation foundation foundation foundation foundation 196 SF OR ' post 4x6 post 4x6* post .4x6* post 6x6 post 16x6 post 6x6 post 6x6 post ,LESS 4' -0" deep 4' -0" deep 4' -0" deep 4' -0" deep 4' -0" deep 4' -0" deep 4' - deep 4' -0" deep 24" diameter 24" diameter 24" diameter 24" diameter 24" diameter 24" diameter 24" diameter 24" diameter foundation foundation foundotion foundation foundation foundation ,foundation foundation }• 4) ALL CORNER POSTS WILL BE 4X6 UNLESS NOTED OTHERWISE. IF APPLICABLE, POST TO BE ORIENTED WITH LONG AXIS PARALLEL TO ADJACENT OPENING. 3) LOCATE FOUNDATION AND POST REQUIREMENTS FROM SCHEDULES Al, A2, A3 ` AND A4 BASED ON SPECIFIC BUILDING GEOMETRY FOUND ON BUILDING DESIGN SHEET. , 4) IF SITE CONDITIONS REQUIRE USE OF SPREAD FOOTING. FIND EQUIVALENT POST AND FOUNDATION REQUIREMENTS FROM SCHEDULES B1, B2, 83 AND B4 BASED ON SPECIFIC BUILDING GEOMETRY FOUND ON BUILDING DESIGN SHEET. 5) IF POST SIZE REQUIREMENT FOR SPREAD FOOTING SPECIFIES LARGER POST • THAN POST SIZE SPECIFIED FOR EMBEDDED FOOTING, EITHER ADD SCAB OR REPLACE POST PER TABLE C. POST STUTION ' C D FOOTING = r' ,* INSTALL POST WITH SHORT DIMENSION if ; PARALLEL TO ROOF RIDGE. SIDEWALL POST /FOUNDATION SCHEDULE FOR SPREAD F OOTINGS 82 ENDWAI.L POST /FOUNDATION SCHEDULE FOR SPREAD FOOTINGS - J ALL BUILDING WIDTHS TO 20 lei 13 c o+o> v V v a� o . F_ V) O a- Q � Z Z O LLJ H :2 Q LAJ Z :D C O M 0 O � • 3 ` S , 4 �c R,y f F I i " sheet WW i i �ir • • a� �- ter•- -t'a►� 1. s � ` 'X 1. s � ` 5 BAY WIDTH 20' 24' TRUSS SPAN 30' 36' 4 0' 10' 2 2 2 2 3 12' 2 2 2 3 3 14' 2 2 3 3 4 13) 1 Gd. EACH PUMA TO POST BLOCK (4) IGd, EACH TRUES T�Op POST BLOCK 1 6d. EACM PURLMI STUD POST 4 I Xy--SAVS(M A23 BRACKET OR EOtA L t — (s) � Od. DVAX I%L BRACE BAY WIDTH 20' TRUSS SPAN 24' 30' 36' 40' 10' 2 2 2 3 3 12' 2 2 3 3 4 14' 2 3 3 .4 4 36491 1 �N. 2 T T trr l33ui0 cc c it 0 c . K W Ab � N • T A y Y 44,g 4? �N ? Z 0 shftt 4 �• ►' ..► *w� , �, a ,• . 'h .. ,.. �. .. . �r .� ,. � �r�, { �r..� • •.r � - r. ... Yt , y , .., . .. ». r .,. . �`. _. .. , .. < ..... . - � . .. � . ., i V LA J 0 Z V) 0` LiJ T J t. c . K W Ab � N • T A y Y 44,g 4? �N ? Z 0 shftt 4 �• ►' ..► *w� , �, a ,• . 'h .. ,.. �. .. . �r .� ,. � �r�, { �r..� • •.r � - r. ... Yt , y , .., . .. ». r .,. . �`. _. .. , .. < ..... . - � . .. � . ., i r` BAY WIDTH SEAM SPAN - 10' 12' 14' 4 0' : 2X12 (2)2X 10 ,- t �(2)2X 12 j 12 (2)2X 10 (2)2X 10 { (2)2X 12 14' (2)2X 10 , (2)2X 12 - ' (2)2X12 H.F. N0.1 (2) 2X 12 - (4) 2X 10 12 t(2) 2X10 (4) 2X10 (4) 2X 10 1 4 9 ,(2) 4 MOWA AN ROOF OVERLAP WHEN (4) 2X10 (4) 2X 12 _' .► LEAN —TO ROOF SLOPE OFTERENT - "• rA:, .... _ . y •w .. . .. , ... .. .. , n • FROM MAIN STRUCTURE ROOF SLOPE. ... �.._. ♦ .. , • e . . • ' t " _ r t i �� + (3) 1 Qd ) - r f (a) 1 6d EACH SIDE. RA T GIB - m' • '� • '� it r PURUN T13 LOOKOUT I TO STUB POST. (INSIDE PLY r• .. . t O&Y FOR 2 PLY RAFTERS). .. (6) 16d EACH SIDE RAFTER TO POST. ( INSIDE PLY ONLY FOR 2 PLY RAFTERS). , f POOF PANEL. ♦ . ± MASTIC REQUIRED ON RO (3) 1�) '� ► *, WHEN ROOF 2:12 SLOPE. TO LOOKOUT 2X BLOCK EACH SIDE Of POST. • h i ,. •�,� •- KOCK MIDiTH TO MATCH POST • , . ♦ y ,. Y r • .. 11101 4X BLOCK REQUIRED RAFTER PER SCHEDULE F RAFTER PER V ,' ' • . �'; • — r - k IM DOUBLE RAFTERS. EQUAL. NUMBER OF RAFTERS `, '' ' FOUAL NUM ♦ EACH SIDE Of POST ?� 9X6 LOOKOUT EACH 1. f ,A �• { .. = — a # ` s NAAL 2 PLY RAFTERS TOGETHER WITH SIDE OF POST TO r A � VE BLOCKMG. P /P /�� OUT /�� r a _ .. � � • � 1 O AT 6 O.C. STAGGERED. 2X6 SAVE GIRT r M 1. FACE NA& T O LOOKOUT 1 iV 1 r7 N s• ' ►" : 'TOENAIL INTO RAFTER WITH 1Od. .. - " BAIL 2 PLY RAFTERS TOGETHER WITH (2) 3/4� D BOLTS (10� RAFTER SPAN) s: ' ID (1) �` OK BOIL. ". �; ..., ( 3 16d (TYP). EACH END O , . ti . r ,.. , NAIL S TOGETHER WITH 10d AT 6' O.C. STAGGERED. : ID (3) 3/4 DI K LL BOWS (12 14. RAFTER SPANS) 3' VERTIM SPACING FROM BLOCK EDGES. r ,, ;. (6) 16d EACH SIDE. RAFTER � IOd AT 6 O.C. � <�` ' 0 W BETWEEN BOLTS AND ~EQUAL HORIZONTAL SPACM FROM BLCOK EDGES. t TO POST. (INSIDE PLY (4) 16d (TYP) -•, RAFTERS PER F - SC►NEDUIE �� POST EOCfS. r (2) i OK BOLTS REQUIRED FOR 14' BAY SPACMG. FOR ) LOOKOUT TO POET a • � • • 3• SPACING BETWEEN BOLTS. � � • � - STUB POST, WIDTH TO MATCH POST EACH SIDE OF POET. Ar BOLT. ( i DUt BOLT. STRUCTURAL POST. ACCEPTABLE TO SHY WIDT TO H MATCH POST WIDTFI. 4X BLACK REQUIRED 30 VERTICAL. ICA 3' EICL SPACING FROM BLOCK EDGES. • 3 NC FROM BLOCK EDGES. �• 1POST TO MATCH WIDTH OF INTERIOR POST. ~' FOR DOUBLE RAFTERS, EQUAL. HORIZONTAL SPACING FROM BLCOK EDGES. (2) I DRA. BOLTS REQUIRED FOR 14' BAY SPACING. EQUAL HORIZONTAL BLACK EDGES. 42) j DMA. BOLTS REQUIRED FOR ». 3 SPACING BETWEEN BOLT CENTERS. 3 SPACING BETWEEN BOLT • .. LCTURAL POST. ACCEPTABLE TO SHAH STRUCTURAL POST KxEP"TABLE TO SHIM ! r ti POST TO MATCH WIDTH OF INTERIOR POST. •" i - � BLOCK EACH SIDE OF STUB POST. ,POST TO MATCH WIDTH OF INTERIOR POST. � s • _ .� t -• BLOCK WIDTH T � O /y� MATCH . `. /y POS T WIDTH. 4X BLOCK REQUIREE u 1 FOR DOUBLE RAFTERS. w 1 SI ST RAFTER CONNECTION 1 SIDEWALL POST RAFTER CONNECTION WITH OVERHANG ` "" LEAN — UI IN CONNECTION 5 No SCAE i, - 5 NO scALF e ::::::::= tAK E BEAM SCHEDULE WITHOUT OVERHANGS E2 RAKE BEAM WITH OVERHANG SCHEDULE F INTERIOR RAFTER SCHEDULE ` ; , GRID SYSTEM ' ,: .. �• — (10) 16d EACH SIDE �✓ m arx-r faAe c a v ew BAY WIDTH SEAM SPAN - 10' 12' 14' 4 0' : 2X12 (2)2X 10 ,- t �(2)2X 12 j 12 (2)2X 10 (2)2X 10 { (2)2X 12 14' (2)2X 10 , (2)2X 12 - ' (2)2X12 H.F. N0.1 BAY WIDTH RAFTER SPAN 10' 12' - 14' l ot �(2) 2X10 (2) 2X 12 - (4) 2X 10 12 t(2) 2X10 (4) 2X10 (4) 2X 10 1 4 9 ,(2) 2X12 (4) 2X10 (4) 2X 12 NO TE: RAFTERS PER SCHEDULE F BLOM DTH TO MATCH POST WIDTH. 4X BLOCK o WI r, �� FOR DOUBLE RAFTERS. R ATTACH LEDGER TO RAKE BEAM WITH 16d AT 6" O.C. ` k. f (2) i' DLO. BOLT. Q 3 VERTICAL SPACING BETWEEN BOI CENTERS AND FROM BLOCK E X. .ACCEPTABLE TO SHAH RS AND 1 FROM BL ` • HORIZONTAL SPACING BETWE T �osT To rA WIDTH of sIDEWnu POST. * 5� INTERIOR POST /RAFTER CONNECTION NO sc" � .. 3649 �N X Alt s• ' (3) 16d. EACH PURLIN 1 6d. TO WT'ERIOR POST. To INTERIOR em _ r O C v► 3 C O C J D as A F� A � 4'4? 0 0 q s . sheet �.- ��;r .- : �...; r'1 .✓1�T'tr►.7" ..M7i1►'7MI1r� ►'?��°�M:�!'[O ]!s�!+►gr'�W h f 7N• �"7�Mr /t ".." 'b7►`�4Er."'�" ri7�!'!r'#'i/T S�'UI�i7.f'I *F' iA M.- - a u+ r 'y �.�A •''" 't. - '+i. *r•.' S M, t. ♦ >�+'+1 `v POW7 r� w=. a�s.•w .. t[ • '� it r• � 4'4? 0 0 q s . sheet �.- ��;r .- : �...; r'1 .✓1�T'tr►.7" ..M7i1►'7MI1r� ►'?��°�M:�!'[O ]!s�!+►gr'�W h f 7N• �"7�Mr /t ".." 'b7►`�4Er."'�" ri7�!'!r'#'i/T S�'UI�i7.f'I *F' iA M.- - a u+ r 'y �.�A •''" 't. - '+i. *r•.' S M, t. ♦ >�+'+1 `v POW7 BAY WIDTH PURLIN /SPACING ' y p aR 1 Ry) RJ& ruwa,aw q u OLu6w wa I n PER DETAIL 11/2 2X6 O 24" Q.C. .12' ! BLDG. 2X6 O 16" Q.C. t2) 1" TOE NAIL EACH PU RLIN TO TRUSSES , 2X6 DFL NO. 2 O 18" O.C. 14' MAX 2X6 O 48" O.C. + (2) 2x6 REQUIRED REQUIRED O 48" O.C. (ALTERNATING) .24' OR RATTERS. MAIL PUOI bl OVERLAP PER v, LESS + + REQUIRED DETAIL 2/6 28 81 ' MAX. 82' TO XTAIL 4/ 4 32' 85' MAX. 86' TO 96' 5 36' 89' MAX. 90' TO 108' 9 40' 92' MAX. 93' TO 120' . >i METAL STRAP OR EQUAL ,' � " •., i .. ` AT IV O.C, THAI GIRT PRESSURE TREATED 2X6 :� NAILED PER SI= 1ElULE M GIRT MID PRESSURE TREATED r . , tX6 T -GIRT CONSTRUCTED MO /O' TYPE X GYP" WALL TREATED R NOR POST POS EIOVALL .• - ., .. -- ATTACHED PER DETAIL 7/2. s• t IM OVERLAP + + _ _ 1 • OR WALL BOOM AT (3) 16d, EACH DO *' EDGE 2x4 7. O,C. ALL SUPPORTS. _ OVERLAP ;. + 5/w x GYPSUM WALL BOARD. .` j SECONDARY LOCATION VE WT TO .. •. �" ,. :' TRUSS OR RAFTER OF TZ STRAP OR .,.. (3) tid (TYP) TERIMTE LOG1 IDEV T ELEVATION 1 L EAVE GIRT SPLICE INTERIOR POST BRACE DETAIL S T T R P R QR BAY WIDTH PURLIN /SPACING ' lot 2X6 O 24" O.C. PER DETAIL 11/2 2X6 O 24" Q.C. .12' TIE BLDG. 2X6 O 16" Q.C. QTY NAILS 2X6 DFL NO. 2 O 18" O.C. 14' MAX 2X6 O 48" O.C. + (2) 2x6 REQUIRED REQUIRED O 48" O.C. (ALTERNATING) 3 H U LIN AT TRU .a RAFT R 4 PUR IN P I PY W �a F 6 ScA� = 6 000 SCAUE .: 6 No � _ 6 No Cv ;� 0 t ' SHOW ADM ARE , ,oa t ot APLI H E AVE GIRT TIE STRAP SCHEDULE I INTERIOR POST BRACE SCHEDULE TIE STRAP MAY NOT BE REQUIRED 4X6 POST, EMBEDDED FOOTING j • :. - ,i Z�04 5'Ep BLDG. BLDG. i TIE STRAP PER DETAIL 11/2 WIDTH LENGTH NO TIE BLDG. LENGTH QTY NAILS 20' 60' MAX REQUIRED REQUIRED REQUIRED 144 SF OR .24' 72' MAX. LESS REQUIRED REQUIRED DETAIL 2/6 28 81 ' MAX. 82' TO 84' 4 32' 85' MAX. 86' TO 96' 5 36' 89' MAX. 90' TO 108' 9 40' 92' MAX. 93' TO 120' 13 (LOCK TO MATCH POST VIDTK FACE MAL DLOCK TD PAST WITH CS) lid TAL ROOFING PER TOTE 4, SLEET L I r RAFTER, TOE MAILED m2x BLOCK WITH (4) DON. !NOTE: NAIL QUANTITIES SHOWN ARE EACH PANEL EDGES. 6d COOL 810E OF SPLICE. INTERIOR POST BRACE SCHEDULE �ouNDATI f Olt s. Ia o SIIrSOu VALL O OR EO11Al» t2) PER SIDEVALL OR ENDWALL s T AND GIRTS REGUIRE ALL PANELS PER NOTES *TWO STRAPS REQUIRED. EQUAL 12 4X6 POST SPREAD FOOTING PosT• cu rER CORNER POST. 7 AND u, SHEET L NUMBER OF NAILS PER STRAP. SEE ATTACH TO POST WIT►+ 1 DETAIL 1/6 FOR SECOND STRAP LOCATION. METAL ROWING PER NOTE 4, SHEET 1. �1RLSf TER✓ WS SPACING ATTACHMENT PETAL it NOTE: 6X6 POST WITH SCAB REQUIRES BRACING PER DETAIL 2/6. TOM CHORD, OPTIONAL FLOOR EXTENSION IF AVAILABLE. FACE �XO fOTTOM CHbI A A TO 2X0 RAFTER WITH (6) SON, FACE MAUI 171O 8077011 CHORD ' O RAFTER TO POST WITH (4) 1"- 4 BOTTOM GIRT POST LENGTH (above grade) TRIBUTARY grade) AREA SF 12 14' 16' 120 SF OR NOT NOT NOT LESS REQUIRED REQUIRED REQUIRED 144 SF OR NOT NOT BRACE PER LESS REQUIRED REQUIRED DETAIL 2/6 196 SF OR NOT BRACE PER BRACE PER LESS REQUIRED DETAIL 2/6 DETAIL 2/6 NOTE: 6X6 POST WITH SCAB REQUIRES BRACING PER DETAIL 2/6. TOM CHORD, OPTIONAL FLOOR EXTENSION IF AVAILABLE. FACE �XO fOTTOM CHbI A A TO 2X0 RAFTER WITH (6) SON, FACE MAUI 171O 8077011 CHORD ' O RAFTER TO POST WITH (4) 1"- 4 BOTTOM GIRT POST LENGTH (above grade) TRIBUTARY 12' 14' 16' AREA SF a 120 SF OR NOT BRACE PER BRACE PER LESS REQUIRED DETAIL 2/6 DETAIL 2/6 144 SF OR BRACE PER BRACE PER BRACE PER LESS DETAIL 2/6 DETAIL 2/6 DETAIL 2/6 (OPTIONAL CONCRETE BY PER NOTE 4, SHEET BRACE PER BRACE PER BRACE PER 16d HD GALVANIZED DETAIL 2/6 DETAIL 2/6 DETAIL 2/6 NOTE: 6X6 POST WITH SCAB REQUIRES BRACING PER DETAIL 2/6. TOM CHORD, OPTIONAL FLOOR EXTENSION IF AVAILABLE. FACE �XO fOTTOM CHbI A A TO 2X0 RAFTER WITH (6) SON, FACE MAUI 171O 8077011 CHORD ' O RAFTER TO POST WITH (4) 1"- 4 BOTTOM GIRT TOE NAIL T-GIRT TO POZT VITI ` NOS T t FASTENED TO LOVER ' EDGE OF 2X TTOM CHORD, 2x4 BOTTOM 4 BOTTOM G>RT GIRT AND 2x4 RIEDIATE FRAMING Q6 WALL QRT VTTH 6d McwS TIDAL MAIL PATTEIK 4 INTERMEDIATE PIG, 48' OrC. =TM A A TOENAIL TO UPPER E OF WALL GIRT IMO , 00 NAIL TO 2X4 WT RT. -METAL TRIR ENCLOSE EDGE OF WALL ORT/MO WALL P ALL PANEL a WAI r ' 2 r C a at v� 3 .~ v ATTACH o �.a10 a �� , GIRT. PER DETAIL 7/2. .1• � T1t1JC I .RAH POST ✓�� � � t• , • V ALL P ANEL SCREWS t THICK CONCRETE SW W ALL PANEL SCREWS � O M •• •- -'!'�� � • • PER MUTE ,SHEET (OPTIONAL CONCRETE BY PER NOTE 4, SHEET , - , r �, ,, 16d HD GALVANIZED OT HERS) ` AT IV O.C, THAI GIRT PRESSURE TREATED 2X6 04 PRESSURE GIRT MID PRESSURE TREATED r . , tX6 T -GIRT CONSTRUCTED MO /O' TYPE X GYP" WALL TREATED R .• - ., .. -- ATTACHED PER DETAIL 7/2. s• t A OAR BLO A LL PANE EDGES. 6d EMAILS •• i FINISH OTHERS) OR WALL BOOM AT *' 7. O,C. ALL SUPPORTS. _ i TION 5/w x GYPSUM WALL BOARD. TOE NAIL T-GIRT TO POZT VITI ` NOS T t FASTENED TO LOVER ' EDGE OF 2X TTOM CHORD, 2x4 BOTTOM 4 BOTTOM G>RT GIRT AND 2x4 RIEDIATE FRAMING Q6 WALL QRT VTTH 6d McwS TIDAL MAIL PATTEIK 4 INTERMEDIATE PIG, 48' OrC. =TM A A TOENAIL TO UPPER E OF WALL GIRT IMO , 00 NAIL TO 2X4 WT RT. -METAL TRIR ENCLOSE EDGE OF WALL ORT/MO WALL P ALL PANEL a WAI r ' L0 ? LLJ L0 L 1 LLJ 0 zW U W� s 0 � Q 4118 , I 2 t 1. 2 r C a C v� 3 .~ v o �.a10 a , L0 ? LLJ L0 L 1 LLJ 0 zW U W� s 0 � Q 4118 , I 2 t 1. , I 0 :Z r I I I f •I1N�! t 6 1 w fw,'...:ow. -tea ' t'r_ e a v , i � .1• � t• t , I 0 :Z r I I I f •I1N�! t 6 1 w fw,'...:ow. -tea ' t'r_ e