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Permit D02-079 - CHURCH BY THE SIDE OF THE ROAD
CHURCH BY THE SIDE OF THE ROAD 14825 TUKWILA INTERNATIONAL BL D02 -079 City of Tukwila � two Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 DEVELOPMENT PERMIT Parcel No.: 0041000122 Permit Number: D02 -079 Address: 14825 TUKWILA INTERNATIONAL BL TUKW Issue Date: 09/13/2002 Suite No: Permit Expires On: 03/12/2003 Tenant: Name: CHURCH BY THE SIDE OF THE ROAD Address: 14825 TUKWILA INTERNATIONAL BL, TUKWILA, WA Owner: Name: CHURCH BY SIDE OF THE ROAD Phone: (206)000 -0000 Address: PO BOX 68545, SEATTLE WA Contact Person: Name: GREG HANSEL Phone: 206 227 -1472 Address: 11037 19 AV SW, SEATTLE, WA Contractor: Name: HANSEL CONSTRUCTION INC. Phone: 206 - 246 -5680 Address: 11037 19 AV SW, SEATTLE WA Contractor License No: HANSEC1042BH Expiration Date: 09/17/2002 DESCRIPTION OF WORK: ADDING 2,194 SF TO SECOND FLOOR SUNDAY SCHOOL AREA 8, REMODEL OF EXISTING LOBBY Value of Construction: Type of Fire Protection: Type of Construction: Public Works Activities: Curb Cut/Access /Sidewalk/CSS: Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversize Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Channelization / Striping: $202,794.80 NONE V1 HR N N N N N N N N N N N N Fees Collected: Uniform Building Code Edition: Occupancy per UBC: Number: 0 Start Time: Volumes: Cut Start Time: Private: N Private: N ** Continued Next Page ** 0 c.y. $2,595.91 1997 0005 Size (Inches): 0 End Time: Fill 0 c.y. End Time: Public: N Public: N doc: Devperm D02 -079 Printed: 09 -13 -2002 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 Permit Center Authorized Signature: i''� Date: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit. Signature: 64�- Date: Print Name: 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. doc: Devperm D02 -079 Printed: 09 -13 -2002 City of Tukwila Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 PERMIT CONDITIONS Parcel No.: 0041000122 Permit Number: D02 -079 Address: 14825 TUKWILA INTERNATIONAL BL TUKW Status: ISSUED Suite No: Applied Date: 04/01/2002 Tenant: CHURCH BY THE SIDE OF THE ROAD Issue Date: 09/13/2002 1: ** *BUILDING DEPARTMENT * ** 2: No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 3: Plumbing permits shall be obtained through the Seattle -King County Department of Public Health. Plumbing will be inspected by that agency, including all gas piping (296 - 4722). 4: Electrical permits shall be obtained through the Washington State Division of Labor and Industries and all electrical work will be inspected by that agency (206- 835 - 1111). 5: All mechanical work shall be under separate permit issued by the City of Tukwila. 6: All permits, inspection records, and approved plans shall be available at the job site prior to the start of any construction. These documents are to be maintained and available until final inspection approval is granted. 7: All structural concrete shall be special inspected (UBC - Sec. 306(a)1). 8: When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to the first building inspection. Copies of all special inspection reports shall be submitted to the Building Division in a timely manner. Reports shall contain address, project name, permit number and type of inspection being performed. 9: The special inspector shall submit a final signed report stating whether the work requiring special inspection was, to the best of the inspector's knowledge, in conformance with approved plans and specifications and the applicable workmanship provisions of the UBC. 10: Any new ceiling grid and light fixture installation is required to meet lateral bracing requirements for Seismic Zone 3. 11: Engineered truss drawings and calculations shall be on site and available to the building inspector for inspection purposes. Documents shall bear the seal and signature of a Washington State Professional Engineer. 12: Any exposed insulations backing material shall have a Flame Spread Rating of 25 or less, and material shall bear identification showing the fire performance rating thereof. 13: All construction to be done in conformance with approved plans and requirements of the Uniform Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 14: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 15: All wood to remain in placed concrete shall be treated wood. 16: Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. 17: ** *FIRE DEPARTMENT CONDITIONS * ** 18: The attached set of plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 19: The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 3000 sq. ft. of area. The extinguisher(s) doc: Conditions D02 -079 Printed: 09 -13 -2002 3 City of I ukwila � Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 should be of the "All Purpose" (2A, 10B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (NFPA 10, 3- 1.1) 20: Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 106.3) (UFC Standard 10 -1) 21: Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) 22: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. (NFPA 10, 43, 4-4 and 4-4.3) Every six years, dry chemical and halon type fire extinguishers shall be emptied and subjected to the applicable recharge procedures. (NFPA 10, 44.1) If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not complete, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4 -3, 4-4) 23: Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) 24: Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (UFC 1207.3) 25: Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207 -1212) 26: Aisles leading to required exits shall be provided from all portions of buildings. Aisles located within an accessible route of travel shall also comply with the Building Code requirements for accessibility. (UFC 1204.1) 27: When two or more exits from a story are required and when two or more exits from a room or an area are required, exit signs shall be illuminated. (UBC 1003.2.8.4) 28: All exit signs shall be illuminated at all times. To ensure continued illumination for a duration of not less than 1 1/2 hours in case of primary power loss, the exit signs shall also be connected to an emergency electrical system provided from storage batteries, unit equipment or an on site generator set, and the system shall be installed in accordance with the electrical code. (UBC 1003.2.8.5) 29: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #1901) 30: Local U.L. central station supervision is required. (City Ordinance #1901) 31: All sprinkler system plans, calculations and the contractors Materials and Test Certificates submitted to the Tukwila Fire Prevention Bureau must be stamped with the appropriate level of competency seal. (WAC 212 -80) 32: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or recorgnized by the City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1901) 33: Sprinkler protection shall be extended to all areas where required, including all enclosed areas, below obstructions and under overhangs greater than four feet wide. (NFPA 134- 5.5.3.1) 34: Contact the Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1900 and #1901) 35: An approved manual fire alarm system is required for this project. The fire alarm system shall meet the requirements of the Americans With Disabilities' Act, doc: Conditions D02 -079 Printed: 09 -13 -2002 City of Tukwila � Department of Community Development / 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 chapter 51 -20 WAC (Chapter 31 Accessibility), N.F.P.A. 72 and the City of Tukwila Ordinance #1900. 36: All new fire alarm systems or modifications to existing systems shall have the written approval of the Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #1900) (UFC 1001.3) 37: Call the Tukwila Fire Department at 575 -4407 for approval of any system shut down. Have job site address, name and Tukwila Fire Department Job Number available to confirm shutdown approval. (City Ordinance #1900) 38: All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 39: Required fire resistive construction, including occupancy separations, area separation walls, exterior walls due to location on property, fire resistive requirements based on type of construction, draft stop partitions and roof coverings shall be maintained as specified in the Building Code and Fire Code and shall be properly repaired, restored or replaced when damaged, altered, breached, penetrated, removed or improperly installed. (UFC 1111.1) 40: Your street address must be conspicuously posted on the building and shall be plainly visible and legible from the street. Numbers shall contrast with their background. (UFC 901.4.4) 41: Accumulation of combustible waste material is prohibited during the demolition phase of this project. Remove and properly dispose of all waste material prior to the close of the working day and as often throughout the day as needed. 42: This review limited to speculative tenant space only- special fire permits may be necessary depending on detailed description of intended use. 43: Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 44: These plans were reviewed by Inspector 512. If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575- 4407. 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: Print Name: ! - Date: — doc: Conditions D02 -079 Printed: 09 -13 -2002 345E CITY OF TU '' ILA • ' ' • l oPermit Center '¢` r 7Peritt1N 1:61 umber:, 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 isoa (206) 431 -3670 umber" 0� Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. Project Name/Tenant: Value of Construction: Church By the Side of the Road ❑ Warehouse ❑Hospital $85,000.00 Site Address: _ City State /Zip: Tax Parcel Number: S. 148th St Seattle WA 98168 004100 - 122 -04 00glOO-olzZ Property Owner: ❑ School /College /University ❑ Other Phone: same as above If yes, extent of change: (206) 243 -5024 Street Address: City State /Zip: Fax #: 2nd floor P.O. Box 68545, Seattle. WA 98168 206 241 -6840 Contractor: Phone: (2 06) 246 -5680 Street Address: City State /Zip: Fax #: 206) 246 -5680 Architect: Phone: Austincina Architects. P.S. (253) 531 -4300 Street Address: City State /Zip: Fax #: 12202 Pacific Ave. Ste. C Tacoma WA 98444 (253) 537 -6542 Engineer: Phone: David W.C. Won 425) 823 -3330 Street Address: City State /Zip: Fax #: 8230 N.E. 124th Pl. , Kirkland WA 98034 425 821 -9151 Contact Person: Phone: Greg Hansel 206 227 -1472 Street Address: City State /Zip: Fax #: 206 246 -5680 Description of work to be done: Add 2,194 sf to 2nd floor Sunday School area & remodel existing lobby Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital ® Church C1 Manufacturing ❑ Motel /Hotel ❑ Office _ ❑ School /College /University ❑ Other Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital ® Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Will there be a change of use? ❑ yes 0 no If yes, extent of change: Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm In none ❑ other (specify) Building Square Feet: 30, 235 existing 32,429 new I Area of Construction: lobby & 2nd floor Will there be storage of flammable /combustible hazardous material in the building? ❑ yes ❑ no Attach list of materials and storage location on separate 8 112 X 11 paper indicating quantities & Material Safety Data Sheets I APPLICANT REQUEST FOR PUBLIC WORKS SITE /CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by the Public Works Department) ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Flood Control Zone ❑ Hauling ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Moving an Oversized Load: ❑ Sanitary Side Sewer #: ❑ Storm Drainage ❑ ❑ Water Meter /Exempt ❑ Water Meter /Permanent #_ ❑ Water Meter Temp # ❑ Miscellaneous Start Time: End Time:. ❑ Sewer Main Extension Street Use ❑ Water Main Extension Size(s): 0 Deduct Size(s): Size(s): Est. quantity: _ 0 Private 0 Public 0 Private 0 Public 0 Water Only gal Schedule: 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. Date application accepted: Date application expires: Application taken by: (initials) NCPERMIT.DOC 1129197 PLEASE SIGN BACK OF APPLICATION FORM ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ Copy of recorded Legal Description from King County ❑ ❑ Certificate of water /fire flow availability (Form H -11a). Contact the Public Works Department (206) 433- 0179 for servicing district. ❑ ❑ Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433 -0179 for servicing district. ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Five (5) sets of working drawings, which include: ❑ 2"" Site Plan 1. North arrow and scale. 2. Existing and proposed utilities and existing hydrant location(s). 3. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements. 4. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions. 5. Location of driveways, parking, loading & service areas, with parking calculations & location & type of dump - ster recycling screening. 6. Location and screening of outdoor storage. 7. Limits of clearing /grading with existing & proposed topography at 2' intervals extending 5' beyond property's boundaries, erosion control measures & three buffer protection measures. 8. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC 18.45.040). 9. Identify location and size of existing trees, note by size and species those to be maintained and those to be removed. 10. Landscape plan with irrigation: Existing trees to be saved by size and species. Proposed: Include size, species, location and spacing. Location of service areas and vault with proposed screening. 11. Location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. 12. Lowest finished floor elevation (if flood control zone permit required). 13. Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. 14. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). ❑ ❑ Vicinity Map showing location of site ❑ ❑ Building Elevations (Include dimensions of all building facades and major architectural elements) ❑ Mechanical Drawings ❑ ❑ Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) ❑ Architectural drawings ❑ ❑ Specifications (if separate document) ❑ ❑ Structural Calculations ❑ ❑ Sprinkler structural calculations indicating load of water - filled sprinkler piping ❑ ❑ Height Analysis ❑ ❑ Soils Report stamped by Washington State licensed Geotechnical Engineer ❑ ❑ Topographical and Boundary'Survey ❑ ❑ Tree Coverage Analysis (Multifamily only ) ❑ ❑ Washington State Energy Code Data and Non - Residential Energy Code Compliance Form H -7 ❑ ❑ Completed Land Use Applications if not previously submitted (i.e. SEPA, BAR, Variance, Shoreline or Tree permit) ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Pub- lic Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ Copy of Washington State Department of Labor and Industries valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required. before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized.Agen ;. if.•the:applicant is other than the owner,. registered. architecbengineer,'or contractor licensed.ay, the:State'of Washington notarized.letter from the property owner authorizing the -agent to submit this permit application and obtain the permit will be required. as part otthis submittal. 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. NCPERMIT.DOC 1129197 BUILDING O R OR`AUTH IZED AGENT Signature: ' Date: (Fax Print name: — / �L Phone:lo� Z17 7y1Z #: ZV6 3660 Address: / /a3 ? H Ave s-� City /State /Zip: Sew, NCPERMIT.DOC 1129197 .'I,- _q Cit of Tukwila f90$ Y 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 0041000122 Permit Number: D02 -079 Address: 14825 TUKWILA INTERNATIONAL BL TUKW Status: ISSUED Suite No: Applied Date: 04/01/2002 Applicant: CHURCH BY THE SIDE OF THE ROAD Issue Date: 09/13/2002 Receipt No.: R05 -00913 Payment Amount: 47.00 Initials: LAW Payment Date: 06/23/2005 01:51 PM User ID: 1630 Balance: $0.00 Payee: HANSEL CONSTRUCTION INC TRANSACTION LIST: Type Method Description Amount ---- - - - - -- -- - - - - -- ---------------------- - - - --- ------ - - - - -- Payment Check 3649 47.00 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- PLAN CHECK - NONRES 000/345.830 47.00 Total: 47.00 4406 ii i/23 1716 TOTAL doc: Receipt 4?. A0 Printed: 06 -23 -2005 y Tukwila it of 6300 Southcenter BL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 0041000122 Permit Number: D02-079 Address: 14825 TUKWILA INTERNATIONAL BL TUKW Status: APPROVED Suite No: Applied Date: 04/01/2002 Applicant: CHURCH BY THE SIDE OF THE ROAD Issue Date: Receipt No.: R020001353 Payment Amount: 1,575.05 Initials: KAS Payment Date: 09/13/2002 02:25 PM User ID: 1684 Balance: $0.00 Payee: CHURCH BY THE SIDE OF THE ROAD TRANSACTION LIST: Type Method Description Amount ---- - - - - -- -- - - - - -- --------------------- - - - - -- ------ - - - - -- Payment Check 48352 1,575.05 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- BUILDING - NONRES 000/322.100 1,570.55 STATE BUILDING SURCHARGE 000/386.904 4.50 Total: 1,575.05 doc: Receipt Printed: 09 -13 -2002 City of ftikwila 6300 Southcenter EIL, Suite 100 / Tukwila, WA 98188 / (206) 431 -3670 RECEIPT Parcel No.: 0041000122 Permit Number: D02-079 Address: 14825 TUKWILA INTERNATIONAL BL TUKW Status: PENDING Suite No: Applied Date: 04/01/2002 Applicant: CHURCH BY THE SIDE OF THE ROAD Issue Date: Receipt No.: R020000429 Payment Amount: 1,020.86 Initials: SKS Payment Date: 04/01/2002 04:40 PM User ID: 1165 Balance: $1,575.05 Payee: HANSEL CONSTRUCTION INC TRANSACTION LIST: Type Method Description Amount ---- - - - - -- -- - - - - -- --------------------- - - - - -- ------ - - - - -- Payment Check 3019 1,020.86 ACCOUNT ITEM LIST: Description Account Code Current Pmts ------------------------ - - - - -- ---------- - - - - -- ------ - - - - -- PLAN CHECK - NONRES 000/345.830 1,020.86 Total: 1,020.86 5u 1 04/02 0710 'T0TAL 1020. 36 doc: Receipt Printed: 04 -01 -2002 WN � INSPECTION RECORD' 2"4 Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. P-- (206)431 -3670 Proj'e t: G 6 - s i a of Inspectu Ty / —r Address: Date Called: Special Instructions: j Date Wanted: ^� a.m Requester: Phone No: ZV? Approved per applicable codes. Corrections required prior to approval. 'V u pector: $58.00 R IINSPI paid at 6300 So :E REQUIRED. Prior to inspection, fee must Be Blvd., Suite 100. Call the schedule reinspection. Receipt No.: '.� Date: INSPECTION RECORD 2- Retain a�copy with permit INSPECROWN0. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: / Type'-if Inspection: Address: � Date Called:, Special Instructions: Date Wanted: a.m. �Q P.M. Requester: Phone No: Ili ❑ Approved per applicable codes. Corrections required prio-r to.approval. COMMENTS: o `^o e 4Z F1 $58.00 REINSPECT101WEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call the schedule reinspection. Receipt No.: Date: 6 " i J.4 INSPECTIOA, REC 12-4 Retain a copy with I INSPECTION NO. CITY OF TU KWILA BUILDING DIVISION, 6300 Southcenter Bh/cl., #100, Tukwila, WA 98189 (206)431-3670 EJ Approved per applicable codes. Corrections required prior to approval. COMMENTS: < ""01000000 /Z 2z ZZ paid at 6300 Southcenter Blvd., Suite 100. Calf the schedule reinspection. I Type o, Inspe tion, Addres D Date Called:, Special Instructions: D Date Wanted, Re er: � Phone No: 59-,o6-P,? Approved per applicable codes. Corrections required prior to approval. COMMENTS: < ""01000000 /Z 2z ZZ paid at 6300 Southcenter Blvd., Suite 100. Calf the schedule reinspection. I paid at 6300 Southcenter Blvd., Suite 100. Calf the schedule reinspection. I INSPECTION RECORD Retain a copy with permit El INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd:, #100, Tukwila, WA 98188 06)431 -3 Proje t: (?411r4 ��PS�� d Type f Inspectio A� 1j4_19 _T?1"q Address: a Date Called: Special Instructions: Date Wanted: _ M. `— 5 7 Requester: Phone No: �c _2Z7 _ /72— EJApproved per applicable codes. Corrections required prior to approval. COMMENTS: InsP t /.(/✓�� �L� . iG � IDat�/ 3.00 REINSPECTIONJEE REQUIRED/Prior to inspection, fee must be d at 6300 Southcenter Blvd., Suite1100. Call to sechedule reinspection. teceipt No.: Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. P 0. CITY OF TUKWILA BUILDING DIVISION 49 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -36 0 Project Type of Inspection: Address:. y Date Call Special InstrLIvTons. Date Wanted: / a. m. .m. Requester: Phone No: ❑- Approved per applicable codes. Corrections required prior to approval. $58.OiSPRCNSPECTION FErREQUIR6. Prior to it paid at 6300 Southcenter Blvd., Suite 100. Call to INSPECTION RECORD Retain a copy with permit JDD�'2* sic INSPECTIOq NO. PER 0 CITY OF TUKWILA BUILDING DIVISION ;�A 6300 Southcenter Blvd., #100, Tukwila, WA 98188. (206)431-3670 14 11�U n �X T pd.of Inspec I A4 Aadress:- ?\ 5 L/ Date ICalfed: Sp-Ocial Instructions: Date Wanted: a. Requester: G Phong-�o: .),D paid at 6300 Southcenter Blvd., Suite 100. Call to secheduLe reinspection. Receipt No.: I Date: IM " INSPECTION RECORD Retain a copy with permit " -1-6zxj INSPECTION NO. PERNW J,AO,� CITY OF TUKWILA BUILDING DIVISION jW 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (266)43-1-3670 Pro'gc ype of Inspection: ? r Addres : 2 Date Iled: Special Instructions: Date Wanted* M. 461 Requester: Phone No: ❑ Approved per applicable codes. ❑ Corrections required prior to approval. . paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. Receipt No.: Date: k2 INSPECTION RECORD Retain a copy with permit V,2,z-z:!2;721 INSPECTION NO. PERIA T N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project* Type of In ion: Addre s::� Date Called: Special Instructions: Date Wanted: / a. Lm., rn Requester: Phone No: FlApproved per applicable codes. Corrections required prior to approval. u paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. INSPECTION RECORD ��� I i ZZ Retain a copy with permit INSPECT ON NO. PE CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 PrQiect: Ty le of Insp ction` A dre Da Called: S eci l Instructions: Date Wanted: a.m. -m. Requ er: P k)� Ph , - 7� Approved per applicable codes. Corrections required prior to approval. COMMENTS: nspector: ff / ,,{/A A I Date: $58.00 REEMSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. teceipt No.: Date: l ---^- �.�- fir^✓ ". rt .�.- - ......, ..... �_ _ _.G;•l -.. t...r _ . INSPECTION RECOkb Z.'-0, 1 jarf ' J Retain a copy with permit INSPECTION NO. PERM"O. CITY OF TUKWILA BUILDING DIVISION j5e�-- 6300 Southcenter Blvd:, #100, Tukwila, WA 98188 (206)431 -3670 Pr ject: (� �` � r Type of Ins Q tionc I' • i Ad eg- I Q) Date Called: � / 16 — Special Instructions' Date Wanted: a.m. G, Requester: G e4 P on5,. FlApproved per applicable codes. Corrections required prior to approval. COMMENTS: 41 1 Inspector: Date: ❑ $58.00 REINSPECTION FX REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to sechedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PER MI CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Project: Type f Insp tion: Address: V Date Called: Special Instructions: 3 D Date Wanted: a.m. p Requester: Phone No: EJApproved per applicable codes. Fl Corrections required prior to approval. u paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: I Date: INSPECTION RECORD Retain a copy with permit INSPECTION NO. W-0 - S� PERMI NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 (206)431 -3670 Proteec, of Insp c-t on: �'' AA ww zg-t � A • ress: . Date Called: Special Instructions: Date Wanted a � �(l ����/pl� Requester: ✓"� Phone : ZDU ,pproved per applicable codes. Corrections required prior to approval. COMMENTS: SO 14AIIW _ ll sp ctor: Date: OJ4 REINSPECTIO FEE REQUIRE Prior to inspection, fee must be aid at 6300 Southcenter Blvd., Suite 00. Call to schedule reinspection. eceipt No.: Date: F- -7 INSPECTION RECORD Retain a copy with permit D02 -O%�' INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd:, #100, Tukwila, WA 98188` (206)431 -3670 Projeft: Type of Inspection: Address: Q !Date 1� 5- 1Tid .(G ' / Called: —la -0 I j Special Instructions: Date Wanted:, a. m. p.m. Requester;-) Phone No: ao� a17 ❑ Approved per applicable codes. corrections required prior to approval. COMMENTS: FA 1 110! 1 -. Inspector Date: ❑ $47-00 REINSPECTIOff FEE REQUIRED. Prior to inspection, fee rfiust be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ipt No.: I Date: l� -1INSPECTION RECORD" 1 Retain a copy with permit �' DA INSPECTION NO. PR-3670 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 P ct: Typeof In ection: + s Wzz&& ZX2 dress• Date al ed: kv lot, 'I'D �. Special Instructions: Date Wanted: :in. *A4- Requester: o /G -'V �� at, ®bb� W Ph of 2 Approved per applicable codes. Corrections required prior to approval. COMMENTS: — As VV ,' , AA, r y Inspector Date: v 47.00 REINSPECTION FE REQUIRED rior to inspection, fee must be pt d at $300 Southcenter Blvd., Suite 00. Call to schedule reinspection. j' Iwe9dipt No.:. jDate: _ INSPECTION RECORD (� S Retain a copy with permit INSPECTION NO. ;U' CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206).431 -3670 Pro* ct: T e of.lnspection: f AIM r Date Ca e : 1 1/ �3 Special nstructi ns: Date Wanted: 1 t 03 a. m. .m. Requester: G L Phone No: 20 u _a:?7_ 1 Lf 7� Approved per applicable codes. ❑ Corrections required prior to approval. INSPECTION RECORD I Retain a copy with permit 07q INSPECTION NO. PERMIT No CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2b6)43,11--3670 Proj t: Type of Ins1p)ction: J zA i-,bi 6 S-Je Alry 4 C'P 11,44 1 Ite Address: -allebf:f D C 1 4'92�5 Special Instructions: Date Wanted: a. Request G Phone No: ' 2-0 Ly -a -'R 7- 1 Ll 72 - paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. pt No.: Date: L_'0 INSPECTION RECORD Retain a copy with permit INSPECTION NO. PER NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #.100, Tukwila, WA 98188 06)431 -3670 Project: C r Type of Inspection: ztz Address: Date C Ile cf.. css Z Z3 G Special Instructions: Date Wanted: �O —� 0 ff p.m. Requester: Phone No: z o - - 4 9 u paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: '401 INSPECTION RECORD Retain a copy with permit INSPECTION NO. r PERMIT CITY OF TUKWILA BUILDING DIVISION 630Q Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 P;q.ect:. L7 n�Ak ..std Type of pection: ia/" jdld�b 10 Date Called® � Special Instructions: ` �jl GlI" 069L4 i�1F' � Date Wante d a.m. m. Reque r: Phone No: FlApproved per applicable codes. r COMMENTS: 167e Corrections required prior to approval. S5�0MANOM Aft-MM r X31''- - c_ Inspector Date: �� o G -; $47. 0 REINSPECTItPN FEE REQUIRED. Prior to inspection, fee must be ` paid at�300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: a. ; INSPECTION RECORD Retain a copy with permit Dd ? - o INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pr 'ect: Cj,.dv Ty e of Ins ection: N 1 r ss: IW'N':�) Wit. Date Called:. L3 6) 3 Special Instructions: Date Wanted: a. m. 'm. Requester: -7f_ Pho No: i proved per applicable codes COMMENTS: .1�1 Corrections required prior to approval. P rrJ 24-S ► I D� A;—A�,- �j� &dCat 0 REINSPECTION FEE R QUIRED. Pri r to inspection, fee must be 6300 Southcenter Blv ., Suite 100. Call to schedule reinspection. Receipt No.: Date: ;ter P. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PE T N CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro ect: j Type • f Inspec 'on: (If� Gl Address: If bate C ed: 9 /" S Spectal Instructions: Date Wanted: Q a.m. CJ / � Requester: Pho a No. Z'gc') � Di —477 Approved per applicable codes. F] Corrections required prior to approval. `J paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD. Retain a copy with permit INSPECTION NO. R06)4�31 NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 -3670 Project: Ch /J 1- 1 Type ofJq spection: /� Address: Date Called: Special Instru ions: Date Wanted: a.m. p.m. —43 0-75 Requester: Phone No: ❑ Approved per applicable codes. Corrections required prior to approval. d il'�• O Iinspector : 4 luate�C ❑ $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 INSPECTION NO. P R. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 j(26� 3 -136670 Project- Type of Inspection: Address: gInstrict'ions: • Special Date W n a. m. Phone No'. Corrections E Approved per applicable codes. 15aorrections required prior to approval. ] 459- COMMENTS: WE [Receipt No.: I Date: r 1) INSPECTION RECORD Retain a copy with permit�0 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pro'ect: Type of Ins ction: n <' Address: [fate ailed: Special Instructions: Date Wante / m Requester: Phone No: Approved per applicable codes. F� Corrections required prior to approval. 1 (Inspector / �� J — - (D ate : ,/�_ // ? $47.00 REINSPEAION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 7 INSPECTION NO. INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 PEeO. (206)431 -3670 M Project: 'Stk / Type of Inspection: /�' t f i_� Address: 7iS Date called: Special instructions: Date wanted: m. M. Requester: Phone: ❑ Approved per applicable codes. Corrections required prior to approval. - j i - d Ji / Al t 1 �r i J JL 1 i t y / . r ❑ $47.00 REINSPEdION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd.,- .Suite 100. Call to schedule reinspection. Receipt No: I Date: 2— INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 '002-0�� ' PERMIT NO. A 'r y'lo j (206)431 -3670 Project: l Type of Inspection: Ad ress. Date called: Special instructions: Date wanted: SAO Requester: Phone: 0 $47.00 RINSPECT109 -FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No:. I Date: INSPECTION RECORD Retain a co with permit INSPECTION NO. copy P CITY OF TUKWILA BUILDING, DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 P } I ai P' M) f l (206)431 .3;670 Project: t'Ch Type of Inspection: C Y GJa S� Address: f'4 Date Cal -03 Special Instructions: a- Date W ed- m � —& ® p.m. Requester: C?rPc 1 Phone A'n- MApproved ed per applicable codes. F� Corrections required prior to approval $47.00 REINSPECTION FE9 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 INSPEMON NO. PERMIT CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (20 431 -3670 Pro ect Ty e V- of Inspection: l Ad d rR,5 s: Date Called: Special nstructions: Date W ted: a.m Requester: Phone o: Approved per applicable codes.( Corrections required prior to approval. L u paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. ipt No.: jDate: 7 y INSPECTION RECORD Retain a-copy with permit POP INSPEC ION NO. P CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd .', #100, Tukwila, WA 98188 (206)431 -3 70 Project: Typ of Inspection: CVF G- Address: / S W/L A /AV -J Date Called: /-_-P Special Instructions: Date Wa ted: a.m. vim (,-DL, m. Requester: Phone o: ,; 7o 1 a 7- Approved per applicable codes COMMENTS:— I.nsp or: $47.00 REINSPECTION FEE RE, paid at b300 Southcenter Blvd., Receipt No.: Corrections required prior to approval. .L•. Da / /3 A 11D. Prior to inspection, fee must be e 100. Call to schedule reinspection. 9 7 INSPECTION RECORD Retain a copy with, permit INSPECTION NO. p - PERMIT N�0. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 F o'ect T f Inspectio < C7 XApproved per applicable codes. Corrections required prior to approval. COMMENTS: �r i WA OF WA ; y r ni Inspector: Dater/ $47.00 REINSPECTION FEE RE UIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: I Date: ddr s —T1 Da e called. hDioz Speci 'I instructions: Date wanted: 11 -a f-2 �p-- Req ster: Pho A D�^ R,� XApproved per applicable codes. Corrections required prior to approval. COMMENTS: �r i WA OF WA ; y r ni Inspector: Dater/ $47.00 REINSPECTION FEE RE UIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: I Date: F INSPECTION RECORD 2 Retain a copy with permit. �U INSPECTION NO. PERW-3670 CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (2 roject: � � T peof Ins er�ctjon: re�: � � (J a Date Called' Special Instructions: ! Date Wa t d: a.m. — ce �O I.M. Requester* � e Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: 1' f1 �i A .�. Inspecto,: ` Date: 11- t� -az $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call o schedule reinspection. Receipt No.: I Date: INSPECTION RECORD D0,?� N 7z x Retain a copy with permit INSPECTION NO.. PER O. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206)431 -3670 Pr j ct: Type Inspectio Ad r Date / o� Special Instructions: ±Called: Date d: �� a.m. V P.M. Requester:, -7r- Phone ao& , -1 Approved per applicable codes. Corrections required prior to approval. COMMENTS: ZLI64 94 $47.00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at b300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: 4 INSPECTION NUMBER INSPECTION RECORD Retain a copy with permit lx)L -o -) c� 6 � - V- - \0� v3 -S- \\�i PERMIT NUMBERS CITY OF TUKWILA FIRE DEPARTMENT 444 Andover Park Fast. Tukwila. Wa. 98188 206 - 575 -4407 Project: \ c \ Type of Inspection: Address: ,t Suite #: Contact Person: Monitor: i2�, C.e. 3F\ b\ ,-.re,,,j'A�Pre (--� -k,- Z-- Special Instructions: Phone No.: _t . - 2 7_`1 Approved per applicable codes. 'Corrections required prior to approval. COMMENTS: - L Fire Alarm: G, Hood & Duct: Monitor: i2�, C.e. 3F\ b\ ,-.re,,,j'A�Pre -Fire: Permits: Occu anc T e: Needs Shift Inspection: Sprinklers: Y�_s Fire Alarm: G, Hood & Duct: Monitor: i2�, C.e. 3F\ b\ ,-.re,,,j'A�Pre -Fire: Permits: Occu anc T e: Inspector:_ Date: ) 7 ) (� �—i Hrs.: $80.00 REINSPECTION FEE REQUIRED. You will receive an invoice from the City of Tukwila Finance Department. Call to schedule a reinspection. Word /Inspection Record Form.Doc 1/13/06 T.F.D. Form F.P. 113 ci 1994 Washington State Non!e5idenilai Enemy Code Compliance F Apni. 1994 Project Info Project Address > Date / ZdA For Building Department Use RECEI'VEf� CITY OF TUKWILA APR 0 1 2002 PERMIT CENTER Covered Parking Applicant Name: rd Applicant Address: Applicant Phone Le/ 7,00.2a -7 Open Parking Project Description ❑ New Building Addition 14 Alteration APFRO Compliance Option ❑ Prescriptive Lighting Power Allowance ❑ Systems Analysis SEP 1 ,, (See Qualification Checklist (over). Indicate Prescriptive & LPA spaces ciearly on plans.) IIII Alteration Exceptions ❑ No changes are being made to the lighting (check appropriate box) ❑ Less than 60 % of the fixtures are new, and installed lighting wattage 1s not being increaseW j'9` -N9k1G - Maximum Allowed Li htin Wattage (Interior) 1, FILE COPY Location Allowed (tioorlroom no.) Occupancy Description Watts per ft' "' Area in ft2 Allowed x Area "" From Table 15 -1 (over) - document all exceptions taken from footnotes Total Allowed Watts) Proposed Liehtine Wattaee (Interior) (May not exceed Total Allowed Watts for Interior) �.. .. Allowed Watts per ft' or per tf Fixture . . Covered Parking 0.2 W /ft' Open Parking 0.2 W /ft' Outdoor Areas 0.2 W/R' Bldg. (by facade) 0.25 W /ft' Bldg. (by perim) 7.5 WAf _ Note. for building exterior, choose either the facade area or the perimeter method, but not both) ! Total Allowed Waft Total ... :. Watts may not exceed Total •. Watts for interior - .... ����... Maximum Allowed Liehtine Wattaee (Exterior) Location Description Allowed Watts per ft' or per tf Area in ft' (or If for perimeter) Allowed Watts x R' (or x If) Covered Parking 0.2 W /ft' Open Parking 0.2 W /ft' Outdoor Areas 0.2 W/R' Bldg. (by facade) 0.25 W /ft' Bldg. (by perim) 7.5 WAf _ Note. for building exterior, choose either the facade area or the perimeter method, but not both) ! Total Allowed Waft Proposed Liehtine Wattaee (Exterior) (May not exceed Total Allowed Watts for Exterior) Location Fixture Description Number of Fixtures Watts! Fixture Watts Proposed Total Proposed Watts may not exceed Total Allowed Watts for Exterior Total Proposed Watts voZovoli AN -flA ED Prescriptive Spaces Occupancy Warehouses, storage areas or aircraft storage hangers U Other Qualification Checklist Lighting Fixtures: Check here, if at least 95% of fixtures in the space meet all four crtteria: Note: If occupancy type is 'Other' and fixture 2.3 answer is checked, the number of fi,nures in 1. Fixtures are fluorescent, non - lensed, with only one or two tamps, and the space is nor limited by Code. Clearly indicate these spaces on plans. If not 2. Lamps are T -5, T-�15, T-8 or PL, and 3. Lamps are 5 -50 Watts, and Qualified, do LPA Calculations. 4. Ballasts are electronic ballasts 'fable 15-1 Unit Lighting Power Allowance (LPA) for Interior Lighting Use' LPA' (me) Use, LPA' wme) _ Painting, welding, cag!ntry, machine sh2a 2.3 Police and fire stations° 1.2 t,; Barber shops, beauty shops 2 Atna (atriums) t hotel banouet/conference /exhibition hall" 2 Assembly s ° auditoriums mnasiaii theaters 1 Laboratories 2 Process plants 1 Aircraft repair hangars 1.5 Restaurards/barss 1 Cafeterias. fast food estabiishmeti%5 1.5 Retail A'0 1 Factories, workshops, handling areas 1.5 Retail BtO, Retail banking 1.5 Gas stations, auto repair shops6 1.5 Locker andlor shower facilities 0.8 Institutions 1.5 Warehouses ", storage areas 0.5 Librafies6 1.5 Aircraft storage hangars 0.4 NursiN homes 15 Parking s So* SMm 1632 Wholesale stores lief rack shelving) 1.5 Midi concourses 1,4 PlIms SutatrYtted for Comm Areas OtN ' Schools build s, school classrooms, day care centers t .35 Common area, condors, lobbies (except mall concourse _ 0.8 Laundries 1.3 facilities and washrooms 0.8 Office buildings, office/administrative areas in facilities of other use types (including but not limited to schools, hospitals, instllutions, museums, banks. churches)S 7 " 1.2 _Toilet Footnotes for Table 15.1 I to eases in N.- ich a use is not mentioned spccitically, the f'nit Power.dllowance shall be determined by the building otlicial. This determination shall be based upon the mos: comparable use specified in the able. See Section 1512 for exempt areas. 2. The watts per square root may be increased. by two percent per loot of ceiling height above twenty feet. unless specifically directed otherwise by subsequent footnotes. 3. Watts per square toot of room may be increased K two percent per toot of ceiling height above twelve teet. 4. For all other spays. such as seating and common areas. use the Unit Light Power Allowance for assembly. 5. Watts per square foci of room may be increased by two percent per toot of ceiling height above nine feet. 6 Includes pump area under canopy. 7. In cases in which a lighting plan is submitted for only a portion ofa floor, a Unit Lighting Power Allowance of 1.35 may be used for usable office [lour area and 0.80 watts per square toot shall he used for the common areas, which may include elevator space, lobby area and rest rooms. Common areas. as herein defined do not include mall concourses. 8. [-or the fire engine room, the Unit Lighting Power Allowance is 1.0 watts per square foot. 9. For indoor sport tournament courts with adjacent spectator seating. the Unit Lighting[ Power Allowance for the court area is 2.6 watts per square foci. 10. For both Retail A and Retail B. light for free- standing display, building showcase illumination and display window illumination installed within two tort of the window are exempt. Retail A allows a Unit Lighting[ Power Allowance of l .0 watts per square foot. Ceiling mounted adjustable tungsten halogen and IM merchandise display illuminaries are exempt. Retail H allows a unit Lighting Powei Allowance of 1.5 watts per square toot. including all ceiling mounted merchandise display iuminarics. 1 1. Provided that a flcxx plan, indicating rack location and height. is submitted, the square tootnge for a warehouse may be defined. for computing the interior Unit Lighting Power Allowanoe, as the Ooor area not covered by racks plus the vertical face area (access side only) of the racks. 'rhe height allowance delined in footnote 2 applies only to the floor area not covered by racks. rV :r CHURCH BY THE SIDE OF THE ROAD TUKWILA, WASHINGTON STRUCTURAL CALCULATION AUSTINCINA ARCHITECTS, P.S. '1 FILE COPY ay�a 0120 DWCE March 11, 2002 CATY OF APPROVED iE� SEP 1 1 Z0�2 RECEIVED CITY OF TUMVILA APR 0 1 20 ,12 PERMIT CENTER Doe- 01, • • UNIT DEAD LOAD TABULATION NOTES 1. • •' ROOF ... ROOFING ASPHALT SHINGLES 2 psf TYPICAL ROOF MORT(Y/I) NO MORTOR 0 psf OVERFRAM[NG(YN NO OVERfRAMING 0 psf INSULATION Bat insulation 5 psf SHEATHING SHEATHING 1/2" PLYWOOD 2 psf FRAMING TRUSS @ 2' -0" C/C 4 psf CEILING FRAMING N/A 0 psf CEILING 1/2' GYPSUM BOARD 2 psf TOTAL 15 Psf 2A. —FLOOR TYPE ONE ••• FLOOR FINISH LINOLEUM i psf SHEATHING SHEATHING 3/4" PLYWOOD 3 psf FLOORING N/A 0 psf FRAMING TJI @ 16" O.C. 4 psf CEILING ACCOUSTICAL TILE & SUSP. 3.5 psf PARTITION INTERIOR PARTION 10 psf MISC M/E 0.5 psf TOTAL 22 psf 2B. • •' FLOOR TYPE TWO FLOOR FINISH CERAMIC TILE THINE SET 0 Psf SHEATHING SHEATHING 3/4" PLYWOOD 0 psf FLOORING N/A 0 psf FRAMING 2 X 12 @ 16" C/C 0 psf CEILING 1/2" GYPSUM BOARD 0 Psf PARTITION INTERIOR PARTION 0 psf MISC M/E 0 psf TOTAL 0 psf 3A. — EXTERIOR WALL TYPE ONE '•' TYPICAL WALL VENEER HARD BOARD SIDLNG 3 psf SHEATHING SHEATHING 1/2" PLYWOOD 2 psf FRAMING 2 X 4 @ 16" C/C I Psf INi. FINISH 5/8" GYPSUM BOARD 2.5 psf MISC. MISCELLANEOUS 0.5 psf TOTAL 9 psf 3B. —EXTERIOR WALL TYPE TWO ••• N/A VENEER 5/8" GYPSUM BOARD 0 psf SHEATHING SHEATHING 112" PLYWOOD 0 psf FRAMING 8" CMU GROUTED @ 24" 0 psf INT. FINISH 5/8" GYPSUM BOARD 0 psf MISC. MISCELLANEOUS 0 psf TOTAL 0 Psf o a.n.•.,.«a DWCE Church B.T.S.O.T.R. DATE: 03/05/02 KIRKLAND, WA Sequim, WA PAGE: 4 .6 roo • 1� A � f =52 IVN . , T'd ZirS9 -LES (ESZ) sloezTgojU UWjouiisnd - - r ,yy � . e0S :60 20 90 Jew i , • DWCE Church By The Side Of The Road Date: 03/0/02 KIRKLAND, WA Tukwila, WA RTO ATID Aron AM PTO (/- I/z- " /I = / I-av / / If- =- 3 q-. 9 ? � m � q- 9/z )- 71 X. 6 jp� (o/-p/Z) = 616 J' m I % • DWCE Church By The Side Of The Road KIRKLAND, WA Tukwila, WA AQB a / 02 -fAr,03 _ �� ab r- 7 31 Z7 , 3 X0.1 10-7 g ��Xi6 0 Date: 03/07/02 t Mar` 06 02 09:12a -gqf RustTnCINA Architects Z--� (253 )IR37 -6542 p.1 � O u ' j� Mar 06 02 02:29p RustinCINR Rrchitects cl� a - 0 • (253) 537 -6542 -- Q ,o P. Q� z u �J 00 0 1 • • DWCE Church By The Side Of The Road Date: 03/05/02 KIRKLAND, WA Tukwila, WA ,reW ?W_4�M41J-y J� zo Ll? 9' T � Rio / Z< �L LL= 7.t- ZZss -3 �rf 22 /� . S3 Nlx 7J-.T / 76 t L _ f %33 = �7 7 6ec p TC = /� S� Bs 7 zZ (161z) t 6s 7 << V%� 17t 7DZ • DWCE Church By The Side Of The Road KIRKLAND, WA Tukwila, WA 9 u PIK AID / - 02 i /3 /o . 2/02 (,9102-4) • 31 Pa I z� t l�1 241 g �L u� Date: 03/05/02 +M — M = 'q ot- • • o_ x L n N N � b � o h L 8 77- r� - ass T'cl Z�,SS -LEG (ESO) szoazt4oud UWIOutzsnd e2T:60 20 90 ueW • • Company DWCE6� March 5, 2002 Designer DWW Job Number : a0lkhurch B.T.S.O.T.R. Checked By: Reactions LC 6: D +L Joint Label X Force Y Force Z Force ne% rKl (K) N1 0.000 19.504 0.000 N2 0.000 37.494 1 0.000 N3 1 0.000 40.551 1 0.000 N4 0.000 0.000.: 1 0.000 Reaction Totals 1 0.000 97.549 1 0.000 X Moment Y Moment Z Moment (K -ft) _ (K -ft) (K -ft) 0.000 0.000 0._000 - 0.000 I 0.000 ; 0.000 0.000 0.000 0.000 0.000 1 0.000 — - _. _. __ 0.000 Center of Gravity Coords (X Y Z) (Ft) : 1 21.405 0.000--7 0.000 RISA -3D Version 4 [C:\DWCE ALL \calculation \Church BTSOTR \B101.r3d] Page 1 • Company DWCE `0 1 March 5, 2002 Designer DWW Job Number : hurch B.T.S.O.T.R. Checked By: Member Section Forces LC 6: D +L Member Label Section Axial Shear y -y Shear z -z Torque Moment y -y Moment z -z IV% W (K) (K -ft) (K -ft) (K -ft) M1 1 0 19.504 I 0 1 0 0 0 0 0 - 52.338 0 0 - 79.325 0 0 - 80.961 0 _ 0 - 57._246 0 0 -8.179 0 0 66.238 i l 2 1 0 11.899 1 0 3 1 0 4.293 1 0 4 1 0 -3.312 1 0 5 0 - 10.917 0 g 0 1 - 18.523 0 7 1 0 - 26.128 0 M2 1 2 0 -. 0 11:366 6.422.: 0. 0 0 I -' 0 1 0 i 66.238 0 1 46.968 3, 0. 1479.: 0 0 0 38.409 4 0 -3.465 0 `0 : `: 0 1 40.56 6 6 7 A . 0 0 - 8.408. -13 :352. = 18.295 0 0 . :.0 0 0 0`. 0 1 53.423 I 0 76.996 0 111.28 I i M3 I 1 j 2 0 0 I 22.256 18.547 1 0 0 0 0 _ 111.28 _ 0 0 ,._ 77.278 3 0 14.837 0 _ 0 _ 0 _ 49.458 4 1 0 11.128 1 0 0 _ 0_ 5 1 0 7.419 1 0 1 0 0_ 12.364 6 0 I 3.709 11 0 __ 0 0 -.-3.-091++.- 7 I 0 0 1 0 0 0 0 age RISA -3D Version 4 [C:\DWCE ALL \calculation \Church BTSOTR \B101.r3d] P 1 • 1�1 Company DWCE �p � � I March 5, 2002 Designer DWW D Checked B Job Number : f��92 Church B.T.S.O.T.R. Y Member Deflections LC 6: D +L Member Label Section x- Translation y- Translation z- Translation x- Rotation (n) Uy Ratio (n) Uz Ratio In In In (radians) M1 1 0 0 I 0 -0.35 1 0 i 0 - -- -- NC NC 0 0 684.753 NC 2 _ 0 Ji _ _ 410.062 NC 0 0 373.721 NC 4 0 -0.642 1 0 ! 0 i_ 4_63.805 NC 5 0 1 -0.517 1 0 i 0 903.217 NC _ -- .NC 6 f 0 -0.266 i 7 0 1 0 ( 0 i 0 NC M2 1 0 0 0' 0 NC NC 2 0.: 0:115 _0> 0 1359.456 NC 1 3 p 0:183 0 0 852.832 NC 4 0 . , = . 0.213 A , 0 732.96 NC 5 0 -:: 0:202 ' "0 I 0 770.734 NC 6 0 :. "0.939 "0 0 ➢?. 1121.437 i NC 7 0 0 .. NC NC i i M3 i 1 0 i 0 0 ! 0 NC -_ NC_ 2 0 -0.184 0 0 653.306 _�—.--NC-,-- --- 3 0 -0.412 0 1 0 ` 291.145 NC _ 4 0 -0.669 0 0 179.257 NC_ 15 0 -0.943 0 I 0 i 127.252 6 0 -1.224 1 0 0 1 98.038- T, NC_ 1 7 0 -1.507 1 0 0 79.623 NC RISA -3D Version 4 [C:\DWCE ALL \calculation \Church BTSOTR \B101.r3d] Page 1 Company DWCE March 14, 2002 Designer DWW Job Number : B102 Church B.T.S.O.T.R. Checked By: Reactions LC 6: D +L Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment IKI (K) (K) (K -ft) ___ �K -ft) (K -ft) N2A 0.000 11.949 1 0.000 0.000 _0.000 0.000___ N2 0.000 15.803. .0.000 ..: 0.000 0.000 0.000 N3 0.000 0.000 i 0.000 0.000 0.000 0.000 _ N1 0.000 1 0.000 0.000 0.000 0.000 0.000 Reaction Totals : 07 00 27.752 0.000 Center of Gravity Coords (X Y Z) (Ft) 15.111 1 0.000 1 0.000 RISA -3D Version 4 [C:\DWCE ALL \calculation \Church BTSOTR \B102.r3d] Page 1 • • Company DWCE March 14, 2002 Designer DWW Job Number : B102 Church B.T.S.O.T.R. Checked By: Member Section Forces LC 6: D +L Member Label Section Axial Shear y -y Shear z -z Torque Moment y -y Moment z -z IKI (K) (K) (K -ft) (K -ft) _(K -ft) ___ M1 1 1 2 0 0 0 -0.739 io 0 ,_. 0 0 I 0 _ 0 0363 0 0 0 1.503 - -- 0 - - 3 0 -1.553 4 0 -2.442 0 0 0 3.495 0 0 __ 0 6.413 0 0 - 0 10.332 0 i 0 0 15.329 5 1 0 -3.406 6 0 I -4.445 7 1 0 1 -5.56 M2 1 0 6.39 ' 0 0 0 15.329 2 0. 4.419 0 "0 , '. 0 0.873 I 3 0 2.248 - 0 ,0 I 0 -8.06 i 4 0 - 0.123 0 1 1 0 - 10.937 5 0 =2.694 .' :. 0; 0 I 0 -7.225 6 .':..0 = 5.465: _.: 0 ,p ' " ; I 0 3.61 7 0 -8.436 0 .0 I 0 1 22.1 I M3 1 0 7.367 1 0 1 0 _ 0 22.1 2 0 I 6.139 1 0 { 0 _ 0 _ 15.348 3 0 4.911 1 0 I 0 _ 0_ 9.8_22 4 0 3.683 0 i 0 _ 0 _ 5.525 _ 0 T 0 0 _- - —2.456 - 5 0 2.456 ' 6 0 1.228 0 i 0 0 T 0.614 7 1 0 I 0 0 0 0 0 RISA -3D Version 4 [C:\DWCE ALL \calculation \Church BTSOTR \B102.r3d] Page 1 • • Company DWCE March 14, 2002 Designer DWW Job Number : B102A Church B.T.S.O.T.R. Checked By: Reactions LC 6: D +L Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment K K K (K-ft N1 0.000 I 6.83 0.000 0.000 0.000 _ 0.000 N2 0.000 23:065 `0.000 :.0.000 I 0.000 0.000 N3 0.000 1 0.000 0.000 1 0.000 _ 0.000 0.000 Reaction Totals : 0.000 29.895 0.000 Center of Gravity Coords (X Y Z) (Ft) 16.202 0.000 0.000 RISA -3D Version 4 [C:\DWCE ALL \calculation \Church BTSOTR \B102A.r3d] Page 1 I . Company DWCE March 14, 2002 Designer DWW Checked B Job Number : B102A Church B.T.S.O.T.R. y Member Section Forces LC 6: D +L - j :.10.436 0 0 I 0 ! 44.354 Member Label Section Axial Shear y -y Shear z -z Torque K -ft Moment y -y Moment z -z .6.958 K K K 02� - -- 0 - -0 M1 1 0 6.83 I 0 0 -- 0 2 1 0 4.243 0 0 .0 53 I 1.232 3 I 0 1.393 1 0 0 - -0_ . - 29.394 4 0 -1.718 0 0 0 - 28.902 5 i 0 -5.093 1 0 I 0 - - -_ _ 0 - 17.059 i 0 -8.73 0 ! 0 --- ___ -.0- 7:054 12 629 0 I 0 0 44.354 7 i 0 0 - j :.10.436 0 0 I 0 ! 44.354 0. 8.69 7 0 % `0 . 0 30.802 .6.958 0 : 0 0 19.713 02� 0 5.218 0 . 1 0 11.089 .0 3.479 0 0 's 1 0 4.928 0 1.739 .0 .0 I 0 I 1.232 I 0 0" 0,; I 0 0 RISA -3D Version 4 [C:\DWCE ALL \calculation \Church BTSOTR \B102A.r3d] Page 1 . • • Company DWCE fj(OJ March 5, 2002 Designer DWW Checked B Job Number : Church B.T.S.O,T.R. Y Member Deflections Member Label LC Section 6: D +L x- Translation In y- Translation z- Translation in In x- Rotation (n) Uy Ratio (n) Uz Ratio radians 0 NC NC 0 486.433 NC M1 i 1 2 0 0 0 I 0 I -0.518 1 3 I 0 -0.86 i 0 I 0 _ 292.902 NC 4 0 -0.935 0 0 _..269.567 NC _ 5 I 0 -0.741 I 0 0 T 340.218 NC 1 6 0 -0.368 0 0 _683.876 NC 7 0 0 i 0 0 NC NC 1 0 0 0 0. NC NC M2 2 0 0.09 0 0 2195.633 1 NC 3 ,: 0 0:148. 0 0 I 1643.113 NC 4 0 0.187. 0 0 .:. 1761.928 I NC 5 0 0.215 0 0 2401.473 NC 6 0 0.237:. ' 0 01 1 4646.572 I NC 0 :259 . ;. I 0 0 .:;" 1 NC i NC Bank \wood floor w- roof.r3dJ Page 1 RISA -3D Version 4 [C:\DWCE ALL \calculation \Puyallup Valley . . • • Company DWCE March 5, 2002 Designer DWW Job Number : B104 Church B.T.S.O.T.R. Checked By: Reactions LC 6: D +L Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment K K (K-ft N 1 0.000 7.604 0.000 1 0.000 0.000 _ 0.000---. N2 -0.000 26 072 0.000 0:000 0.000 0.000 i N3 1 0.000 i 0.000 0.000 0.000 1 __0.0.00__ 0._000 Reaction Totals 1 0.000 33.677 0.000 Center of Gravity Coords (;: Y Z) (Ft) : 1 12 1 0.000 1 0.000 RISA -3D Version 4 [C:\DWCE ALL \calculation \Church BTSOTR \B104.r3d] Page 1 • . • Company DWCE March 5, 2002 Designer DWW Job Number : B104 Church B.T.S.O.T.R. Checked By: Member Section Forces LC 6: D +L Member Label Section Axial Shear y -y Shear z -z Torque Moment y -y Moment z -z WN IKl (K) (K -ft) (K -ft) (K -ft) M 1 1 0 7.604 0 0 __ 0 0 ' 0 __ 0 - 14.963 2 I 0 3.98 0 3 0 i 0.355 0 0 _ 0 - 20.561 0 4 0 -3.27 0 5 1 0 -6.895 0 0 _ 0 -3.664 6 1 0 -10.52 0 0 _ 0 18.831 7 1 - 14.145 1 0 0 0 50.691 M2 1. 0 11.927. 0 0:: 0 50.691 I 0 oi 9.939 0 ;:.. ;0 1 0 35.202 i 3 0 7.95.1 p _. .. .' .0 0 22.529 4 .. .... .,_.0 5.964 , 0 "0 f 0 12.673 I 5: 0 3.976 0 . ::.: '0 :. 0 5.632 1 6 0 1:988 ` ,. e 0 0 I 0 1.408 0 0 `' I 0 0 RISA -3D Version 4 [C:\DWCE ALL \calculation \Church BTSOTR \B104.r3d] Page 1 Company DWCE March 5, 2002 Designer DWW Job Number : B104 Church B.T.S.O.T.R. Checked By: Member Deflections LC 6: D +L Member Label Section x- Translation y- Translation z- Translation x- Rotation (n) Uy Ratio (n) Uz Ratio (InI (In) (In) (radians) _ M1 1 0 ! 0 0 0 NC NU 2 0 1 -0.089 i 0 0 2093.586 NC 3 0 -0.137 0 0 1361.137 4 0 -0.127 0 0 _ 146_1.974_ NC 0 1 0 26_02.7 NC 5 0 -0.071 6 0 1 -0.007 0 0 7 0 1 0 0 0 NC NC M2 1 ;0 ,0 0. ,. 0 NC i NC 2 - O 4.053 0 . 0 1933.44 1 NC 3 0 - 0..1.36 0 ,' ; • 0 748.098 NC ! 4 0 - -0.24 p ,; : , . E 0 - .. 425.455 NC 5 0 �` -0.354 0 I 0 1 287.833 NC I 6 .0 -0.474 0 0 ! 215.142 NC 7 p _ , -0.595 0 I 0 171.351 NC RISA -3D Version 4 [C:\DWCE ALL \calculation \Church BTSOTR \B104.r3d] Page 1 • • Company DWCE March 5, 2002 Designer DWW Job Number: RB01 Church B.T.S.O.T.R. Checked By: Reactions. LC 6: D +L Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment K K K K -ft ^_ �K -ft) (K -ft) N1 i 0.000 11.045 i 0.000 0.000 0.000 0.000 N2 0.000 26.066 0.000 =.` `:``.:` :x'0.000 I 0.000 0.000 N3 i 0.000 0.000 1 0.000 i 0.000 0.000 0.000 Reaction Totals 1 0.000 1 37.111 1 0.000 Center of Gravity Cuords (X Y Z) (Ft) : F 14.75 1 0.000 1 0.000 _ RISA -3D Version 4 [C:\DWCE ALL \calculation \Church BTSOTR \rb01.r3d] Page 1 • • I . Company DWCE March 5, 2002 Designer DWW Job Number: RB01 Church B.T.S.O.T.R. Checked By: Member Section Forces LC 6: D +L Member Label Section Axial Shear y -y Shear z -z Torque Moment y -y Moment z -z K K K K-ft _(K ft) _. _ . L -4) — M1 1 0 11.045 0 0 0 0 0 _ 0 - 30.952 0 _ 0 - 46.494 0 _ 0 - 46.625 0 0 - 31.345 0 _ 0 _ -0 _ 6E5 0 0 45.445 2 0 6.642 0 I 3 0 2.239 0 4 0 -2.164 0 i 5 0 -6.567 0 6 0 -10.97 0 7 0 1 - 15.373 0 M2 1 .. ... , :..0 '. .: 10.693 ..... 0 ;.. ., 0 I 0 45.445 8.911 _ 0 "'' >; :- :.. 0 : ; . i 0 i 31.559 3 ": 0 7 :129 0 0 0 20.198 4 _0 5.346 0 -::; . 0 .. ; I 0 11.361 5 0 3.564 0 ; t:... ; 0 0 5:049 6 - 0 1:782 `: O.w _...: ` ,..:.0 . .;` 0 1.262 7 ; :0 :.. _0 -.: 0 .0^ ..... I 0 0. RISA -3D Version 4 [C:\DWCE ALL \calculation \Church BTSOTR \rb01.r3d] Page 1 Company DWCE March 5, 2002 Designer DWW Job Number : RB01 Church B.T.S.O.T.R. Checked By: Member Deflections LC 6: D +L Member Label Section x- Translation y- Translation z- Translation x- Rotation (n) Uy Ratio (n) Uz Ratio (Inl (In) (In) (radians) MI1 1 0 0 0 0 NC - _NC- - 0 542.578 — NC - - - -- - 2 0 -0.464 0 3 0 -0.771 0 1 0 _326.709 ._ _NC 4 0 -0.838 0 0 T 300.681 NC 5 0 -0.664 j 0 0 T 379.486 NC_ 6 0 -0.33 0 0 762.81_ _NC 7 0 0 0 0 NC NC M2 1 2 0 0 ".0 0.08 0 70 0 '. :0 .; NC 2449.056 1 NC NC 3 0 0133 0 _,.0.'. 1832.764 i NC 4 0 0.168 " :. ,: _.0 .0 '° 1965.292 NC :5 0:. _ :. 0.193 , . 0 -:O :. I 2678.655 NC 0.213 :.: 0 0 5182.885 NC 7. 0 :_ 0.232 , :: 0 : ' :. 0 ' <: ( NC ) NC RISA -3D Version 4 [C:\DWCE ALL \calculation \Church BTSOTR \rb01.r3d] Page 1 NOTE: For beams 5" or thicker use -B (e.g. DFL -2 -b, DFL -SS -B, and etc.) ADJUSTMENT FACTORS SPECIFICATION CD = Duration -of -Load Factor Not included in this sheet, It shall be adjusted in RLAF (roof load) sheet, or manually. It only affects Cb, and Fc perpendicular to grain. CM = Moisture Content Factor It is assumed all beams are protected from moisture, the moisture content is 19% or less. Therefore, Cm = 1. Ct = Temperature Factor It is taken as constant, Ct 1. CR = Fire - Retardant Treatment Factor CR = 1. CC = Curvature Factor Not used. Cl = Interaction Stress Factor Not used. Cf = Form Factor Not used. VARIABLE ADUSTMENT FACTORS CF = Size Factor CL = Lateral Stability of Beams Factor Application of Modifiers F'b = Fb x CF or CL F'v = Fv E' = E C dwce- autocal DWCE Church BTSOTR DATE: 03/07/02 kirkland, Washington Tukwila, WA PAGE: ALLOWABLE LOADS FOR WOOD BEAMS SAW LUMBER OR GLUE - LAMINATED SPECIES AND STRESS ADJUSTMENT SPECIFICATION SAW LUMBER AND GLUE - LAMINATED BEAM SPECIES SPECIFICATION .S /COMBIN. Fb Fb, REPEAT Fv E NOTES DFL -1 N/A 1323 95 1800000 SAW LUMB., JOISTS DFL -1 1150 N/A 95 1800000 SAW LUMB., BEAM DF /DF- 24F -V8 2400 N/A 165 1700000 GLUE - LAMINATED DFL -C N/A 1650 N/A 1700000 DECKING NOTE: For beams 5" or thicker use -B (e.g. DFL -2 -b, DFL -SS -B, and etc.) ADJUSTMENT FACTORS SPECIFICATION CD = Duration -of -Load Factor Not included in this sheet, It shall be adjusted in RLAF (roof load) sheet, or manually. It only affects Cb, and Fc perpendicular to grain. CM = Moisture Content Factor It is assumed all beams are protected from moisture, the moisture content is 19% or less. Therefore, Cm = 1. Ct = Temperature Factor It is taken as constant, Ct 1. CR = Fire - Retardant Treatment Factor CR = 1. CC = Curvature Factor Not used. Cl = Interaction Stress Factor Not used. Cf = Form Factor Not used. VARIABLE ADUSTMENT FACTORS CF = Size Factor CL = Lateral Stability of Beams Factor Application of Modifiers F'b = Fb x CF or CL F'v = Fv E' = E C dwce- autocal DWCE Church BTSOTR DATE: 03/07/02 kirkland, Washington Tukwila, WA PAGE: • • ALLOWABLE LOAD FOR WOOD BEAMS SAW LUMBER OR GLUE - LAMINATED sheet 1 1. BEAM SIZE in. NOMINAL WIDTH DEPTH S I A BEAM TYPE SL 2 X 12 1.5 11.25 31.64 177.98 16.88 DESIGN STRESSES psi Fb Fv E M ('K) V (K) use 'S' for > 24" spacing R 1323 95 1800000 3.49 1.07 BEAM MARK FJ01 CLEAR SPAN LENGTH ft. 16 16 8 10 11 10 UNBRACED LENGTH ft. 1 1 2 2 0 0 DEFLECTION CRITERIA I/d 360 360 360 360 360 360 TYPE OF LOADING U U U U Lj U F'b psi 1315 1315 1293 1293 1323 1323 FLLAIUHL lu8 1U8 42b 1/3 231 219 6HLAK 151 151 349 2b3 234 1b3 ULrLLU. 116 11b 928 4/b 3b/ 4/b ALLOWABLE LOAD IbI 108 1 108 1 349 1 263 1 231 1 263 2. BEAM SIZE in. NOMINAL WIDTH DEPTH S I A BEAM TYPE SL 4 X 8 3.5 7.25 30.66 111.15 25.38 DESIGN STRESSES psi Fb Fv E M ('K) V (K) S 1150 95 1800000 2.94 1.61 BEAM MARK Header - = CLEAR SPAN LENGTH ft. 4 13.5 -'_5 17 9 10 UNBRACED LENGTH ft. 1 1 _ _- 2 DEFLECTION CRITERIA I/d .240 240 ;::.::240 Yu 240 360 360 TYPE OF LOAD U OR T U U U U U U F'b psi 1495 1495 T495= -1495 1495 1495 FLLAIURL 191u 1b8 1222 lUb 3// 3Ub 6HLAK 1151 2b1 848 2U4 413 3bb ULFLLU. b968 181 3562 91 4U/ 29/ ALLOWABLE LOAD Ibj 1151 1 168 1 $48 1 91 1 377 1 297 3. BEAM SIZE in. NOMINAL WIDTH DEPTH S I A BEAM TYPE GL 6 X 21 6.75 21 496.13 5209.31 --141.75 DESIGN STRESSES psi Fb Fv ..E M ('K) V (K) S 2400 165 1700000 99.23 15.59 BEAM MARK B101 B102 B1 --02A CLEAR SPAN LENGTH ft. 21 28 23 28 18 11 UNBRACED LENGTH ft. .2 2 2 2 2 2 DEFLECTION CRITERIA I/d 360 360 : `" 240 240 240 240 TYPE OF LOAD U OR T U U 5 U T U F'b psi 2208 2272 ___2228 2272 2174 2069 FLLXIUHL lbbb 9b9 13639.. 9b9 4324 bbb/ SHEAR 1181 1"1/3 19924- 12/3 2b99 41bb ULFLLU. 1419 b99 bU2Ub 898 b/42 148U9 ALLOWABLE LOAD Ib 1419 1 599 1 199241 898 1 25991 4158 v awce -amcai DWCE Church BTSOTR DATE: 03/14/02 kirkland, Washington Tukwila, WA PAGE: 1/2 • . • ALLOWABLE LOAD FOR WOOD BEAMS SAW LUMBER OR GLUE - LAMINATED sheet 2 4. BEAM SIZE in. NOMINAL WIDTH DEPTH S I A BEAM TYPE GL 3 X 19.5 3.125 19.5 198.05 1930.96 60.94 Fb Fv E M ('K) V (K) DESIGN STRESSES psi S 2400 165 1700000 39.61 6.70 BEAM MARK CLEAR SPAN LENGTH ft. 24 16 20 10 60 16 UNBRACED LENGTH ft. 2 2 35 DEFLECTION CRITERIA I/d 240 240 240 360 240 240 TYPE OF LOAD U OR T U U 5 U U U F'b psi 2400 2338 2391 2230 643 2338 Ce ILLXIUHL 550 12Ub 1U521 2946 24 1206 SHLAK b4b 1051 25938 196b 23b 1051 ULFLLU. 529 1/64 "2U2b3 48/1 34 1/64 ALLOWABLE LOAD 529 1051 89381 1986 1 24 1 1051 5. BEAM SIZE in. NOMINAL WIDTH DEPTH S I A BEAM TYPE GL 5 X 21 5.125 21 376.69 3955.22 107.63 Fb Fv E M ('K) V (K) DESIGN STRESSES psi S 2400 165 1700000 75.34 11.84 BEAM MARK RB01A CLEAR SPAN LENGTH ft. 28 18 _= ,18 4 6 8 UNBRACED LENGTH ft. 2 DEFLECTION CRITERIA I/d 240 240 x_;.`':_240 240 360 360 TYPE OF LOAD U OR T U U 5 P1 P1 P1 F'b psi 2336 2235 _7-2235 2096 2182 2246 Ce FLLXIUHL /46 1132 19425. bb/64 4bb/1 36263 SHLAK 9bb 1b33 lb392 23b/8 23616 23b/b ULFLLU. b8z2bbb 44 /bU. bb3bb9 1/2939 9/2/6 ALLOWABLE LOAD -682 1633 16392 23678 23678 23678 6. BEAM SIZE in. NOMINAL WIDTH DEPTH S I A BEAM TYPE GL 5 X 18 5.125 18 276.75 2490.75 92.25 DESIGN STRESSES psi Fb Fv E - M ('K) V (K) S 2400 165 1700000 55.35 10.15 BEAM MARK B103 RB01 16104 RB02 CLEAR SPAN LENGTH ft. 21 23 23 24 20 8 UNBRACED LENGTH ft. q2 2 2 DEFLECTION CRITERIA I/d 360 240 .. = 240 240 360 360 TYPE OF LOAD U OR T U U 5 U U T F'b psi 2305 2326 '7.72326'.. 2336 2293 2093 Ce f LLX I UKL SHLAK 9b4 1128 811 lUlb 13 1U/ 1.29bb /46 9bb lUbb 1194 11 /bb 3bUb ULI -LLU. b/b //5 24UU5 b62 /Mb 244/9 ALLOWABLE LOAD 678 775 12966 682 785 3805 ® dwce- autocal DWCE Church BTSOTR DATE: 03/14/02 kirkland, Washington Tukwila, WA PAGE: 2/2 STEEL COLUMN BASE PLATE DESIGN 0 CLOUMN ID. 4" pipe 3.5 pipe 3" pipe COLUMN SIZE d (in) 3.5 3 2.5 3.1 3.56 12 bf (in) 3.5 3 2.5 3.1 3.56 6 CLOUMN LOAD (kips) 55 41 26 7.4 16 23 CONCRETE SUPPORT AREA A2 (in x in) 2304 1728 1024 58 58 128 b (in) a8 36 32 7.625 7.625 8 n (in) 48 48 32 7.625 7.625 16 f'c (ksi) 3 3 3 .3 3 1.5 F (ksi) 36 36 36 36 36 36 Al (in x in) 26 20 12 4 8 22 AREA LIMIT 1 1 1 1 4 15 CONCRETE BEARING 26 20 12 4 8 22 DELTA (in) 0.26 0.23 0.19. .0.231. 0.27 3.30 N (in) 13 12 11 4 4 12 B (in) .13 12 11 10 10 7 Al (in x in) 169.00 144.00 121.00 40.00 40.00 84.00 fp (ksi) 0.33 0.28 0.21 .0.19 0.40 0.27 m (in) 4.84 4.58 4.31 0.53. 0.31 0.30 n (in) 5.10 4.80 4.50 3.76 3.58 1.10 FIND L (in) N/A N/A N/A. 0.32 0.66 0.66 Fp 2.10 2.10 2.10 2.10 2.10 1.05 0.35 *F'C*(A2 /A1) ^0.5 9.85 9.88 9.55 4.27 2.90 1.27 .7*f'c 2.10 2.10 2.10 2.10 2.10 1.05 a 4.20 4.20 4.20 4.20 4.20 2.10 b 14.70 12.60 10.50 _ . 13.02 14.95 18.90 c 27.50 20.50 13.00 3.70 8.00 11.50 FIND t (in) 0.97 0.85 0.70 0.54 0.75 0.19 m OR n 0.97 0.85 0.70.. _0.54. 0.75 0.19 from L N/A N/A N/A 0.05 0.14 0.11 DESIGN SUMMARY N (in) .13 12 11 `4 4 12 B (in) 13 12 11 10 10 7 tp (in) 0':97 0..85 0.70 0.54 0.75 0.19 DWCE Church BTSOTR DATE: 03/08/02 Kirkland, Washington Tukwila, WA PAGE: Mar 06 02 02:29p ay o� • AustinCINA Architects • (253) 537 -6542 p.1 0 u o m - /l3 • • RECTANGULAR SPREAD FOOTING DESIGN FOOTING LOAD AND SECTION PROPERTIES SUMMARY FOOTING TYPE ID TYPE 41 kips TYPE 55 kips TYPE 25 kips TYPE 410 E TYPE 368 E TYP 300 kips Pdl 12 kips 18 kips 8 kips 241 kips 269 kips 239 kips PH 29 kips 37 kips 17 kips 41 kips 53 kips 54 kips Pw 0 kips 0 kips 0 kips 0 kips 0. kips 0 kips Pe 0 kips 0 kips 0 kips 273 kips 168 kips 0 kips Pt 41 kips 55 kips 25 kips 416 kips 368 kips 293 kips Pu 66 kips 88 kips 40 kips 688 kips 586 kips 426 kips ALLOWABLE SOIL 3.5 ksf 3.5 kst 15 ksf 8.0 ksf 8 ksf 8 kst fc 3 ksi 3 ksi 3 ksi 3 ksi 3 ksi 3 ksi DIRECTION B H B H B H B H 8 H B H B x H (FEET) 3 4 4 4 2.68 2.68 6 12 6 8 6.5 6.5 q 3.42 O.K. 3.44 O.K. 3.48 O.K. 5.78 O.K. 7.66 O.K 6.93 O.K. D THICK. (INCH) 12 12 12 28 28 24 COLUMN SIZE b x h II 11 12 12 11 11 18 20 12 24 12 24 d =D-3 1.5• BAR d 8.25 8.25 8.25 23.5 23.6875 19.875 Fu 0.2042 0.2723 0.2723. 0.2723 0.1824 0.1824 3.3135 6.6270 3.3666 4.4888 2.5676 2.5676 BEAM Vc(2fc ^.5) 28 37 37 37 25 25 158 315 159 212 144 144 BEAM Vnmax(8f'c ^.5) 111 147 147 147 99 99 630 1260 635 847 577 577 ty 60 60 60 60 60 60 fv 60 60 60 60 60 60 As 0.6 0.6 1 1 0.6 0.6 8.69 6.6 42 4.8 108 3.08 NUMBER of BAR 3 3 5 5 3 3 11 11 7 8 7 7 BAR SIZE 4 4 4 4 4 4 8 7 7 7 6 6 BAR d 0.5 0.5 0.5 0.5 0.5 0.5 1 0.875 0.875 0.875 0.75 0.75 % 0.20 0.15 0.25 0.25 0.23 0.23 0.51 0.20 0.25 0.21 0.20 020 PUNCHING SHEAR Vo 118 124 118 744 736 561 CHECK O.K. O.K. O.K. O.K. O.K. O.K. FLEXURE DESIGN FOOTING TYPE ID TYPE 41 TYPE 55 TYPE 25 TYPE 410 E TYPE 368 E TYPE 300 DIRECTION B H B H B H B H B H 6 H qu 5.51 5.51 5.58 9.56 12.20 10.09 Mu 20 12 25 25 6 6 765 290 329 305 166 248 a 0.3922 0.2941 0.4902 0.4902 0.4390 0.4390 2.8399 1.0784 1.3725 1.1765 0.9291 0.9291 PHY Mu 22 22 36 36 22 22 863 682 435 499 269 269 CONCLUSION O.K. O.K. O.K_ 0 K 0 -K. O.K. O.K. O.K. O.K. O.K. O.K. O.K. BEAM SHEAR Vu 20 15 25 25 8 8 240 146 147 148 93 126 CHECK/Vs O.K. 0 K 0 K 0 K 0 -K O.K. 97 O.K. O.K. O.K. O.K. O.K. Av 0 0 0 0 0 0 0 0 0 0 0 0 S 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 NG SCHEDULE MARK _ SIZE (FT) THICKNESS STEEL B H (in) B H a Q e L[OC]I DWCE Chruch BTSOTR DATE: 03/07/02 )Urtxi_AND. WA Tukwila, WA PAGE: Mar 06 02 02:29p -g4f • RustinCINR Rrchitects O 0 (253) 537 -6542 p.1 ;o N AI �- -� 0 • BUILDING WEIGHT TABULATION PROJECT: Church B.T.S.O.T.11 BLDG. WEIGHT TOTAL 168 KIPS FLOOR UNIT WEIGHTS (psf) ROOF 2ND FL ST LANAI TYP ROOF FLOOR4 INTEROOI DL (psf) DL (psf) DL (ps0 DL (psf) DL (psf) WALL (psi 15 221 281 311 1 TYPICAL ROOF AREA 3942 sf TYPICAL FLOOR AREA 2182 sf DATE: 3/5/02 WALL UNIT WEIGHTS (plf of height) WALL TYPE UNIT WT PLAN LENGTH 14T/FT OF IGHT (kips) CMU -1 84 2721 22.848 CMU -2 CMU =3 EXT -I -2ND 9 340 3.06 INTERIOR 9 564 5.076 VENEER .0 5301 0 0 0 LEVEL NO. OF LEVEL AREA DIFF TRIBUTAR' LEVEL INTERIOR WALL WALL WALL WALL wall sub - ID SAME TOTAL (kip: THAN TYP HIEGHT (ft) DL ID WALL TYPE -1 TYPE -2 TYPE -3 TYPE-4 TOTAL (klf) ROOF 59 27 6 �* . �F:O 0', 4_- '`�7r»l Znd 3.06 0 0 -' 0 0 0 97 6 ^EXT -1 =3N INTERIOR 8.136 '3a, "_.sue_ ^_:si_..t1s..L.�. . 48 0?ND =FL 0 0 0 0 O 0 0 0 .100 0 500 0 0 r. yA` 0 100 0 500 t> {v - -01 0 , _ �� �._ 0 0 100 0 500 a 0 . 0 '• 0 100 0 500 _.,e _'•_ `•° 5 0 1997 UBC STATIC EARTHQUAKE FORCES 197 UBC REFERENCES RESPONSE Church B.T.S.O.T.R. I INPUT JPROGRAM W —,;168 kips Ag BUILDING WEIGHT and AREA I SOIL TYPE SOFT SOIL j< 600 TABLE 16-J ZONE Z = 0.3 FIG. 16-2 TABLE 16-1 = 1.51 SOURCE DISTANCE TABLE 16-5 OR 16-T TABLE 16-U TABLE 16-0 TABLE 16-R -Na Na = 1.5 S OURCE TYPE -Ca 0.361 Cv = 0.841 R TABLE 16-N Omaga TABEL 16-N TABLE 16-K hn = 22 feet BUILDING HEIGHT building'_ Frame Frame Ct STRUCTURE TYPE (30-9) for concrete / CMU 0.035 Steel Moment 0.03 Concrete Moment 0.02 All others METHOD B Tb second Ta = .2031second I MATHOD A 1630.2.2 Tmax = 0.15 second 1 V/W=Cs 1= I CvI/RT = 1.2441 (30-4) _- V/W =Cs = 2.5CaUR = .2001GOVERNS ;Max. V/W=Cs --ZNA/R = 1 .0001 1 —(30-7) :Zone 4 Min..-- V/W=Cs = 1.11Cal = 1 •0401 —(30-6) ;Min.—_ -- --- ----- VNV =Cs = 3Ca/R 1= 1 .2401 (30-11) !Simplified V/W=Cs= 1 .2001 IGOVERNS ASD? (y or n Zey 1 5 X omaga X 75 X1 Design Methodology SHEAR V (Eh )= 241 KIPS 361 671 18 Em = 671 KIPS I 1 130-2) overstr n9th r max f) = 1.001 r max (30-3) Redundeng Factor Ft= I KIPS I MAX=.25V= 61KIPS (30-14) DRIFT Ne = Cv W =1 940.8iVe max = (2.5Ca)W=,' 151.2 1630.9 Vs = Ve UR = 151.21 KIPS I Delta S = [t W, ej t2l IN. I Delta M 1.7R Delta S I 3.7811N. i F— .025•STORY HEIGHT FOR Tb = 0.7 STORY HEIGHT <= 12.61 FT I <.020*STORY HEIGHT FOR Tb >07 Cal 2.. Ca I T01 TS 1 FIGUE 16-3 0.361 0.91 0.1871 0.9331 1 DESIGN RESPONSE SPECTRA 0 awce-autocal DWCE 0) N c O O (7 .p CO aafl.aaaaaaaaa � INC Y Y -C Y Y Y Y Y Y Y Y -� 0 0 0 0 0 0 0 0 0 0 7 N c70000000000(O (0 O N N Z 00 U O II II 11 II 11 II II 11 II II II II � d o a a a a a a a a a a a a c x x x x x x x x x x x x rn � � N cn ca (D E X 000000000000 (v) U (h mama 0 0 0 0 0 0 0 0 0 0 (p O MLL- 0000000000- � L O O O O O O O O O O O O U a c0 (° w0o000000001- �,noo000OOOOOtn 700000000000 C} �MOOO000o0ooao r i N O E >. 7 Q � � U U Q `O N O O O o 0 0 0 0 0 o N LL E c 7 O) (n N 0 O N X N O O O O O O O O O O N `7 co E LL r r' N tt c (0 O co 0 C O to x 0 0 Cl 0 0 0 0 0 0 0 0 0 0 =Coo 000000000N O x v 0 0 0 0 0 0 0 0 0 0 o 0 x L 0 0 0 0 0 0 0 0 0 0 0 co L O 0 co r r C7 N N O O O O O O o 0 0 0 N L � i Mar 06 02 02:29p /� /oz • RustinCINR Architects �r 3 � .P a)-- 1 141s • (253) 537 -6542 p.l 1 7 ml o � I � �1J �1 0 PLYWOOD SHEAR WALL DESIGN (one or two story) PER UBC WITH SIMPSON /STRONG -TIE CONNECTORS SHEAR WALL MARK SW1 "-* ROOF LEVEL **** LENGTH HEIGHT FORCE SHEAR UNIF. DL TENSION (FT) (FT) (KIP) (PLF) (PLF) (KIP) 14 12 4 286 200 2.2 CONSIDER 2" NAIL SPACING? (Y OR N) N MAX. PLYWOOD THICKNESS SHALL BE CONSIDERED: 0.469 (5/16=.313; 3/8=.375; 15/32=.469; 19/32=.594) PLYWOOD AND NAILING DESIGN SIDE(S) THICK.( /32) NAILING 1 15/32 8d @ 4' _ HOLD DOWN AND FLOOR TIE DESIGN CORNER DISTANCE (9" OR 1.5') : 9 IN. FOOTING WIDTH (8" OR 10') : 10 IN. STRAP / HOLD DOWN SIZE USE FLOOR TIES FLOOR TIE SIZE FTA2 -3 SHEAR WALL MARK SW1 '"""`** FLOOR LEVEL FLOOR FORCE = 6 KIPS FLOOR TENSION = 3.9 KIPS TOTAL TOTAL TOTAL LENGTH HEIGHT FORCE SHEAR UNIF. DL TENSION (FT) (FT) (KIP) (PLF) (PLF) (KIP) 14 9 10 714 500 5.4 CONSIDER 2' NAIL SPACING ?.(Y OR N) : N MAX. PLYWOOD THICKNESS SHALL BE CONSIDERED: (5/16 = .313; 3/8 = .375; 15%32 = .469; 19/32 = .594) . PLYWOOD AND NAILING DESIGN SIDE(S) THICK.( /32) NAILING 2 15/32 8d @ 4' HOLD DOWN AND FLOOR TIE DESIGN CORNER DISTANCE (9' OR 1.5*): 1.5 IN. FOOTING WIDTH (8" OR 10') : 8 IN. STRAP / HOLD DOWN SIZE HOLD DOWN ROOF FORCE STRAP / HOLD DOWN PAHD42 FLOOR FORCE STRAP / HOLD DOWN HPAHD22 DWCE CHURCH BTSOTR Kirkland, WA TUKWILA, WA 0.469 H D8A -3 DATE: PAGE: L] 1/3 03/07/02 1/3 0 PLYWOOD SHEAR WALL DESIGN (one or two story) PER UBC WITH SIMPSON /STRONG•TIE CONNECTORS SHEAR WALL MARK SW2 `** ROOF LEVEL' LENGTH HEIGHT FORCE SHEAR (FT) (FT) (KIP) (PLF) 8 10 4 500 CONSIDER 2' NAIL SPACING? (Y OR N) N MAX. PLYWOOD THICKNESS SHALL BE CONSIDERED: (5/16=.313; 3/8=.375; 15/32=.469; 19/32=.594) PLYWOOD AND NAILING DESIGN SIDE(S) THICK.(/32) NAILING 1 15/32 10d @ 3' HOLD DOWN AND FLOOR TIE DESIGN CORNER DISTANCE (9' OR 1.5) : 9 IN. FOOTING WIDTH (8' OR 10') : 10 IN. STRAP / HOLD DOWN SIZE USE FLOOR TIES FLOOR TIE SIZE FT�1 SHEAR WALL MARK SW2 UNIF. DL TENSION (PLF) (KIP) 550 3.0 0.469 **-.. FLOOR LEVEL ***-*** FLOOR FORCE = 4 KIPS FLOOR TENSION= ' 3.0 KIPS TOTAL TOTAL TOTAL LENGTH HEIGHT FORCE SHEAR UNIF. DL TENSION (FT) (FT) (KIP) (PLF) (PLF) (KIP) 12 9 8 667 800 4.7 CONSIDER 2" NAIL SPACING? (Y OR N) N MAX. PLYWOOD THICKNESS SHALL BE CONSIDERED: (5/16 =.313; 3/8 =.375; 15/32 =.469; 19/32 =.594) PLYWOOD AND NAILING DESIGN SIDE(S) THICK.( /32) NAILING 2 15/32 8d @ 4" HOLD DOWN AND FLOOR TIE DESIGN CORNER DISTANCE (9' OR 1.5 ") : 1.5 IN. FOOTING WIDTH (8' OR 10'): 8 IN. STRAP / HOLD DOWN SIZE HOLD DOWN ROOF FORCE STRAP / HOLD DOWN MPAHD FLOOR FORCE STRAP / HOLD DOWN MPAHD 0 DWCE CHURCH BTSOTR Kirkland, WA TUKWILA, WA 0.469 HD6A•3.5 DATE: PAGE: 0 2/3 03/07/02 2/3 • rt - d 0 0 PLYWOOD SHEAR WALL DESIGN (one or two story) PER UBC WITH SIMPSON /STRONG -TIE CONNECTORS SHEAR WALL MARK SW3' ROOF LEVEL ***** LENGTH HEIGHT FORCE SHEAR UNIF. DL TENSION (FT) (FT) (KIP) (PLF) (PLF) (KIP) 16 9 4 250 350 -0.3 CONSIDER 2' NAIL SPACING? (Y OR N) N MAX. PLYWOOD THICKNESS SHALL BE CONSIDERED: 0.469 (5/16 =.313; 3/8 =.375; 15/32 =.469; 19/32 =.594) PLYWOOD AND NAILING DESIGN SIDE(S) THICK.( /32) NAILING 1 15/32 8d @ 6" HOLD DOWN AND FLOOR TIE DESIGN ! f CORNER DISTANCE (9' OR 1.5"): 9 IN. FOOTING WIDTH (8' OR 10') : 10 IN. STRAP / HOLD DOWN SIZE PAHD42 FLOOR TIE SIZE FLOOR TIE NOT NEEDED SHEAR WALL MARK SW3 FLOOR LEVEL�='�" SINGLE FLOOR FORCE = 3 KIPS FLOOR TENSION = 0.5625 KIPS TOTAL TOTAL TOTAL LENGTH HEIGHT FORCE SHEAR UNIF. DL TENSION (FT) (FT) (KIP) (PLF) (PLF) (KIP) 48 9 7 146 100 -1.1 CONSIDER 2' NAIL SPACING? (Y OR N) N MAX. PLYWOOD THICKNESS SHALL BE CONSIDERED: (5/16 = .313; 3/8 = .375; 15/32 =.469; 19/32 =.594) PLYWOOD AND NAILING DESIGN SIDE(S) THICK.( /32) NAILING 1 15/32 N/A HOLD DOWN AND FLOOR TIE DESIGN CORNER DISTANCE (9' OR 1.5'): 1.5 IN. FOOTING WIDTH (8' OR 10') : 8 IN. STRAP / HOLD DOWN SIZE N/A ROOF FORCE STRAP / HOLD DOWN N/A FLOOR FORCE STRAP / HOLD DOWN N/A 0 DWCE CHURCH BTSOTR Kirkland, WA TUKWILA, WA 0.469 DATE: PAGE: 3/3 03/07/02 3/3 jondn ouc CONSULTING ENGINEER 0 m, PROJECT: SHEET NO. ¢VOtO /, j - � BY: DATE: �I ©b JOB NO. 1 2558 12202 PACIFIC AVE. S. • TACOMA, WA 98444 • (253) 537 -8128 • FAX 531 -1285 `J f2 c.J� 2 �l%��2ti2�'16c ,I 74 / -bill [ A'L , RECEIVED JUI4 17 2005 DEPARTMENT �A -- jondn ✓ ouc pe CONSULTING ENGINEER 12202 PACIFIC AVE. S. • TACOMA, WA 98444 • (253) 537 -8128 • FAX 531 -1285 /L`x'/s✓ Z4 PROJECT. SHEET NO. C,LIL) 3 7WJi2).6- 64v .lo(5, Ql> f BY: ATE: JOB NO. u 2v5� Dv�B ��9'Gt� ZUSs l3crx� «JZ L� 28 ®� RECEIVED JUN 17 DEPAR -rA... x • jondn Ouc Re. CONSULTING ENGINEER 12202 PACIFIC AVE. S. • TACOMA, WA 98444 • (253) 537 -8128 • FAX 531 -1285 PROJECT: 6.t02 SHEET NO. or- 3 3 BY: DATE: 311K JOB NO. vJ(f RECEIVED JUN 17 ; DE ARTIUE NT 1� r, ,,"A C� "OOA G f t I —r_EE� GTE r't T�> C_ 1�-1 L� T�> N r—! � T�� To: Greg Hansel C/o Church by the Side of the Road FM CW From: John Manuel Date: 1 March 2005 Project CBSR — Classroom Addition Re: Building Code Review to Determine Exiting Requirements D02 \050301 code Review Study TRN MEMO - AGENDA MINUTES PHONE LOG ^ FAA' # OF PAGES Per your request, we have performed the following code review study to determine if the Christian education wing's second floor exit requirements can be reduce. This study was based upon the new 2003 International Building Code and the Church's automatic sprinkler system upgrade. Please coordinate with the City of Tukwila for their review of this study. Brief History: Church by the Side of the Road obtained a building permit in June 2003 to remodel the main entrance and expand the second floor Christian education wing. This permit was based upon the 1997 UBC for occupancy types A2.1, A3 & B and construction type VN non - sprinklered building. In order to comply with exiting requirements, the Church would have to upgrade the corridors to one -hour construction and provide a third exit stairway. After construction commenced, the City of Tukwila's fire department required the Church to retrofit the entire facility with an automatic sprinkler system. Also during this time frame, the 2003 International Building Code was adopted. Now that construction has resumed, Dave Larson, building inspector, suggested that the Church re- evaluate the exiting requirements based upon the new building code as follows: Code Review: Per the 2003 International Building Code for an occupancy type A3, VB automatic sprinkler system. Table 503: Allows Group A3 with construction type VB to be one story @ 6000 SF. Section 504.2: States that an automatic sprinkler system increase allows maximum story. REVIEWED FOR AMPmalpo JUN 2 2 2005 le- try+ 19 �N Section 506 Area Modifications: Frontage increase based upon >20' -0" wide public ways on 3 sides (see attached exhibit "A"& "B" for public ways & building frontage dimensions: RECEIVED CITY OF TUKWILA Public way average = 30 +120 +200/3 = 116 or maximum 30. JUN 1•.4 2005 Frontage Increase = 100[433/577 — 0.25]30/30 = 50% PERMIT CENTER Allowable area = 6,000 + [6000(50%) /100 + 6,000(200%) /100] = 21,000 SF 12202 PACIFIC RVESbUTEC, '7 - 531 - 4300(0) 253 -5 -6542 (F) JMANLtEL @AV.STINCINR.COM �4 t N G I N OO*A .4 i=—, G f-+ t 114 r-4 D ( t--1 T� T--> C_ r-4 N E-:� TES Per Section 506.4.1 the allowable area can be doubled for two stories therefore the maximum total allowable area = 21,000(2) = 42,000 SF. Existing Church facility with classroom expansion = 32,429 SF, therefore okay. Table 1005.1: Egress width per person for A3 occupancy w/ automatic sprinkler system: Stairway factor 0.2 /person (no less than 44 inches per section 1009) Corridor factor 0.15 /person (no less than 44 inches per section 1016.2) Table 1015.1: Exit Access Travel Distance for A3 occupancy w/ automatic sprinkler system = 250 feet. Table 1016.1: A3 occupancy w/ automatic sprinkler systems does not require rated corridors. Table 1018.1: Minimum number of exits for 1 -500 occupants is two (2). Refer to exhibit "C" for exiting plan and occupant loads. Conclusion: Based upon the above code study, the Church may request to have the exiting requirements imposed under the old building permit to be waived as the existing exit corridor & stairways conform to today's standards. End of Study 12202 PACIFICAVE SI.UTE C TACOMA, WA98444 253 - 531 - 4300(0) 253 -53,--6542 (F) JMANKEL @AtkSTINCINA.COM Church by the Side of the Road - Code Review Study Exhibit "A" Public Way Site Plan By AustinCina Architects 1 March 2005 iPwwr V.41"W �, �I 51 Church by the Side of the Road - Code Review Study Exhibit " B" Building Perimeter Dimensions By AustinCina Architects 1 March 2005 Z *I Church by the Side of the Road - Code Review Study Exhibit "C" Exiting & Occupant Load Plan By AustinCina Architects 1 March 2005 i r 5' -0" wide stair Total Occupant Load = 288 Stair width required 288(.2) = 58" - 60" provided therefore OKAY Corridor width required 288(.15) = 43" - 48" provided therefore OKAY Number of exits required is two (2). - �R-0 z9 C� I "400A 14 til D (_.._...4 f__l D T> I__l Imo-! E_:� Tz � To: Greg Hansel From: John Manuel C/o Church by the Side of the Road Date: 1 March 2005 Project: CBSR — Classroom Addition Re: Building Code Review to Determine Exiting Requirements D02 \050301 code Review Study TRN MEMO AGENDA MINUTES PHONE LOG FAX # # OF PAGES Per your request, we have performed the following code review study to determine if the Christian education wing's second floor exit requirements can be reduce. This study was based upon the new 2003 International Building Code and the Church's automatic sprinkler system upgrade. Please coordinate with the City of Tukwila for their review of this study. Brief History: Church by the Side of the Road obtained a building permit in June 2003 to remodel the main entrance and expand the second floor Christian education wing. This permit was based upon the 1997 UBC for occupancy types A2.1, A3 & B and construction type VN non - sprinklered building. In order to comply with exiting requirements, the Church would have to upgrade the corridors to one -hour construction and provide a third exit stairway. After construction commenced, the City of Tukwila's fire department required the Church to retrofit the entire facility with an automatic sprinkler system. Also during this time frame, the 2003 International Building Code was adopted. Now that construction has resumed, Dave Larson, building inspector, suggested that the Church re- evaluate the exiting requirements based upon the new building code as follows: Code Review: g47 I,^y '? Per the 2003 International Building Code for an occupancy type A3, VB construction with an automatic sprinkler system. Table 503: Allows Group A3 with construction type VB to be one story @ 6000 SF. Section 504.2: States that an automatic sprinkler system increase allows maximum stories to increase by one story. Section 506 Area Modifications: Frontage increase based upon >20' -0" wide public ways on 3 sides (see attached exhibit "A" & "B" for public ways & building frontage dimensions: Public way average = 30 +120 +200/3 = 116 or maximum 30. MAX 4U&VAFJE Frontage Increase = 100[433/577 — 0.25]30/30 = 50% Allowable area = 6,000 + [6000(50%) /100 + 6,000(200%) /100] = 21,000 SF 12202 PACIFIC AVE SRIT6 Co T.4COM.A, WA92444 253- 531 - 4300(0) 253-537-0542(F) JMANREL_ @ARSTINCINA.CDM -OOA Per Section 506.4.1 the allowable area can be doubled for two stories therefore the maximum total allowable area = 21,000(2) = 42,000 SF. UAWT I S `t"Kr- ,6E -Fev, Existing Church facility with classroom expansion = 32,429 SF, therefore okay. Table 1005.1: Egress width per person for A3 occupancy w/ automatic sprinkler system: Stairway factor 0.2 /person (no less than 44 inches per section 1009) Corridor factor 0.15 /person (no less than 44 inches per section 1016.2) Table 1015.1: Exit Access Travel Distance for A3 occupancy w/ automatic sprinkler system = 250 feet. Table 1016.1: A3 occupancy w/ automatic sprinkler systems does not require rated corridors. Table 1018.1: Minimum number of exits for 1 -500 occupants is two (2). Refer to exhibit "C" for exiting plan and occupant loads. Conclusion: Based upon the above code study, the Church may request to have the exiting requirements imposed under the old building permit to be waived as the existing exit corridor & stairways conform to today's standards. End of Study . aK ' Ql�craf�oh "� �-�►,s bUl�rag• — -Irk �s 4N Add► �dk �a adda� -ioh Skoog 104% -ProuLdc.d. uJ(4-, vt,04 Ie-ss 44Aa%& —I Wo GtGccs�,t c wicaKS 0-9- dk�reSs ® �•�l�A -T02 �- ��U�41�� - �ctGG�.%lp�G trOV�'G a�s-d-vavG� �D Qlr�cc 12202ARCIFICAVESLUTEC TACOMA, WA98444 253- 531 - 4300(0) 253-53,--&542(F) JMANI.tEL @AwSTINCINA.COM Comcast Message Center From: "John Manuel" <jmanuel @AustinCina.com> To: <hanselconst @com cast. net> Subject: 050301 Church by the Side of the Road - Code Review Date: Tue, 1 Mar 2005 21:55:09 +0000 Hi Greg, Please find enclosed the code review study for you to coordinate with the City of Tukwila. Good luck and let me know if you have any questions and /or need additional information. John Manuel T: 253.531.4300 E: jmanuel @austincina.com W: www.austincina.com This electronic message transmission contains information and /or attachments owned and the property of AustinCina Architects p.s., which may be confidential or privileged. This information is intended for the use of coordination between AustinCina Architects p.s. and the individual or entity named above. Any disclosure, copying, distribution or use of the contents of this transmission is strictly prohibited without written permission by AustinCina Architects p.s. If you have received this electronic transmission in error, please notify us immediately Attachment 1: 050301 Code Review Study TRN.doc (application /msword) Attachment 2: 050301 Exhibit A Public Way Sit Plan.pdf (application /octet- stream) Attachment 3: 050301 Exhibit B Building Perimeter Dimensions.pdf (application /octet - stream) Attachment 4: 050301 Exhibit C Exiting & Occupant Load Plan.pdf (application /octet - stream) [Back] @ 2004 Comcast Cable Communications, Inc. All rights reserved. Page 1 of 1 http: / /mailcenter. comcast. net/wmc /v/wm/4224FFD3000203 5E000015CA2207000953 9B9C ... 3/1/2005 Church by the Side of the Road - Code Review Study Exhibit "C" Exiting & Occupant Load Plan By AustinCina Architects 1 March 2005 5' -0" wide stair Total Occupant Load = 288 Stair width required 288(.2) = 58" - 60" provided therefore OKAY Corridor width required 288(.15) = 43" - 48" provided therefore OKAY Number of exits required is two (2). Church by the Side of the Road - Code Review Study Exhibit "A" Public Way Site Plan By AustinCina Architects 1 March 2005 Pwwr VA1hW �I ': iv�se 51 Church by the Side of the Road - Code Review Study Exhibit " B" Building Perimeter Dimensions By AustinCina Architects 1 March 2005 11*6 13 1111 �" 1 tl r I Y n • CCNSaTING RSW-�W o 12202 PACE AVE. S� WTE A • TACOAA� Vti A 984QA •1259! 537 Bi?B •PAX 5311, 85 1cl-ViSI0NN0.2 PROJECT. rvo SHEET NUJ• BY: I CAT 4 1 � 61 os J oB NO. I A� IT ROE FETUI/ILA 2003 100 PERMIT CENTER 4 JUI- 16 2009 Hoy 20 V r. %4e r Jonn oue CONSULTING ENGINEER 12202 PACIFIC AVC. 8, • TACOMA; VVA 88444 6(253)537-8128 0 FAX 631 -1285 0 C_" Of "S/5 X10'" c- L4, " 6 /9:D ,4b s M q, �aak%.y �� i -e AS 7-a vrJ s P r9-A.) 4o 2N.D Pcoo 2 A A-fs . Ax F',.z r.-tnae 056 1 x (o 71. COMPANY I PROJECT Works® WIWAU ror wur a oats~• DnIgn Check Calculation Sheet Slrer2002 LOAM (ibs, pef, or plf ) Load j Type Distribution Magnitude Locatior. [ft) jPattern i Start End Start End lLoad7 LOe id -li ta T)DL 8010 Load2 read IFUll Aiea 15.00(21.0D)* Lead3lSnow 1rall Area i 25.00(21.0D)* I Load4•Dead 111.111 Area 10.00(14.00)" LoadS Live ;F�11 A -ea 50.00(14.00)• I Load6 Live )t`all tim, 270.0 -Tributary Width (et) MAXIMUM REACTIONS (1109) and BEARING LENGTHS (In) ; Dead 1551 Live I 3224 Total ) 6784 Bearing:-- - L2 t2 __ � 2.; 4 No C�iAc� NO No 'Ca No No *�-"A -010 t t; 4. T'fifir, 1� mca JdsPy �� ' 15E1i' 3224i• 4794i Olularn- Simple, VG We st.DF, 24F -V4, 3. 1/8x10.112" Self Weight of 7.79 pif automatically Included In loads; Lateral support: top= full, bottoms at supports; Load eombinaticna: [CC-113C; SECTION vs. DESIGN CODE NLIS -1097: (stress -pst, and In - Criterian Anal Sie value Debi n Value �jAnal 3i3iDesiign ...__ _ Sheer .�fV a FV 190 I fv rv' - 0.73 Bending(l) I fb - 1307 i Fb' « 2400 fbM' - C.54 Live Defl'n 1 0.05 <L/999 0.19 L/360 0,27 Total. tf.lIn 11 0,09 - 1,!786 0.38 - L /180 0.23 . ADDITIONAL DATA: : ?AC TORS: P co CM Ct CL CF Cv Cfu Cr =4 rb' +- 2400 1,00 1.00 1.00 1.000 1.00 I.D00 1.00 1.00 2 F1, - 190 1.00 1.00 1.00 2 .rcpt- 650 1.00 1100 - E' - 1.8 million 1.00 1.00 3 Bending ( +) : 1,C# 2 - D +1,, M - 6252 lba -ft Shear : LCM 2 - D +L•, V = 4349, Ved - 3026 lba Def:ectior,s LC# 3 - 0 +.75(L+S) 61- 542.63e06 lb -in2 Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. (D -dead L -live $- *now N -Hind 1- imyact C- conatruc ;ion CLd- concentrated) i (All We are listed in the Analysis output) DESIGN NOTES: 1. Please ver :fy that the default deflaotion limits are appropriate for your application. 2. GLULAM: The loading - ooffIcIent, Kt. used In the calculation of Cv, Is assumed to be unity for all cases. This Is conservative except where point loads occur At 113 points of a span (NDS Table 13.3.2). 3. CLULAM: bxd ■ actual breadth x actual depth, 4.Olulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3:3. S. OLULAM: bearing length based on smaller of Fop(tenston), FCp(cornp'n), i 1COMPANY i PROJF-CT 110 Af '! oodWorkso i rortw.uernrvwcwvu.oul i May 7,20D3 11:3e*.20' Searnl Design Check Calculation Sheet SI:er 2002 LOADS: (Iba, psf, or pli) Load Type i Distribution l:agnitude �- L._-5tioa Itt) Patter. Start Erd Start End Load? ;;,oaiill GeaG � Fu I:DL � 80.0 No i !Lords' Dead Irull Area I 15.00(2:.00 )No Load3lSnou Full Area 25. CO(21.00)s I No Load4 Dead FFull Area f 10.b0(14.00)" ; •Load5 Live Full Area I 5D.00(14.ow Ile Load61 iiva J. Full UDL L 270.0 _ No Tributary width (ft) �_..__._._.__._.�... MAXIMUM REACTIONS (ibs) and BEARING LENGTHS (In) Oead 1560, i Live j 32241 Total : 4784 Lergth _- 2.2 1 r L�um r -soft, D.Flr -L, No.2, 4x10" self Weight of ,88 plf automatically Included In loads; Lateral support: top= full, bottom■ at support&: LOW mbinatlons: ICC -isCl ADDITIONAL DATA. FACTORS: r CD CM Ct CL CF CV Cfu Cr LC# rm, +- 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fv' - 95 1.00 1.00 1.00 2 Pcp'- 625 1.00 1.00 - g' . :.6 million 1.00 1.00 3 Sendinq( *): LCA 2 - D +L, M - 6252 lbs -It Shat[ ACA 2 - D +L, V - 4349, VQd - 3183 The Deflection: LC# 3 - D +.75(L+8) E1= 369.34906 lb -in2 1 Total Deflection • 1.50(Doed Load Detleetion) + Live Load Deflection. 8- W -wi d i =im act C- construction CLd- concentrated) (D -dead L live -avow n p ;All LCIs are listed in the Analysle Qutput) DESIGN NOTES: 1. Please verify that the default deflection IImK& are appropriate for your application. i 2. Sawn lumber bonding members &hell be laterally supported &--cording to the provlalons of NDS Cieus9 4.4.1. VA.. 1560 32241 4764 1 This section FA1t-8-ti+e- deelgtt-t;lt� WARNING: This socilon vlolatea the following design criteria: Bending shear SECTION vs. DESIGN CODE NDS -1997; (atreaa -pal, anti In) i Criterion :Anal a_ie value _ Design Value Anaiyeia /Daaigr � Sheer fv 9d -14 i'v' 95 tv /ice' 1.55 Bending tf fb - 1503. Fb' - 1060 fb /Fb' - 1.39 l Live Detl'n `` 0.07 L/924 0.19 - L/360 I 0.39 _ Total Dg11 n 1 0.13 L/535 0.36 - L/160 j Oi5 ADDITIONAL DATA. FACTORS: r CD CM Ct CL CF CV Cfu Cr LC# rm, +- 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fv' - 95 1.00 1.00 1.00 2 Pcp'- 625 1.00 1.00 - g' . :.6 million 1.00 1.00 3 Sendinq( *): LCA 2 - D +L, M - 6252 lbs -It Shat[ ACA 2 - D +L, V - 4349, VQd - 3183 The Deflection: LC# 3 - D +.75(L+8) E1= 369.34906 lb -in2 1 Total Deflection • 1.50(Doed Load Detleetion) + Live Load Deflection. 8- W -wi d i =im act C- construction CLd- concentrated) (D -dead L live -avow n p ;All LCIs are listed in the Analysle Qutput) DESIGN NOTES: 1. Please verify that the default deflection IImK& are appropriate for your application. i 2. Sawn lumber bonding members &hell be laterally supported &--cording to the provlalons of NDS Cieus9 4.4.1. VA.. 1560 32241 4764 1 john ouc pG CONSUMNO ENGINEER PROJECr c.(> 2L �cc SHEET NO. Y. DATA; JOB NO. �� D �I D 18202 PACIFIC AVE. 5 .6 TACOMA, WA 08444 • (283) 637.8128 • FAX 531 -1286 %-_d aoeoa P45 ��ww 7a�1� �D�� $ ►`�tiG "' �.g waaw ®6= c-%) l k+ i � ��bL�rGi "i/�•5 �! 6484-02 "pv 4p44t ri l ,4,-7-e-- s is A -e'F. ,iono oue D.c. C:CNSIA I W, EfltsAER 12-202 PACK AVE. 5., SUITE A - TAtDM\, wd\ 9eA44 , 12531537.8128 • FAX 531 -1265 W O en\ h v PROJECT: SHEET NO. r 8Y: DAIT --fidt NO. � zY o� J �o 7 u t� t4t J ZO'd VZ5 =f3O £O- LZ --AeW jonon CCNSUTiNG ENG jK2 12?Q2 PAOFC AVE. 5. SI E A • TACrY6A, OVA 084x4 •03) 537-SM • FAX .�s,W SS PROJECT: SHEET O. LrDOC- 4 ,10 F, BY: DATE: JOB NO. 3 031 1 17 �tiG� ia� 2 �c 4 Na4?ii A ✓r,vr Fe d- DaG b4mcl- ' J os - ...:0 &-t ter �7ID P CO- 4 x 1 � (944 -4 -vgw— c.:7� ✓�,Gr 70 � a a, /-z '/G T20"" fy c--�P Pte..{ iP-A -T -,4 12- a. If oil n . .It .._ EXPIRES 7i I `�I .ion (on Ouc -�� —. COtTS14N.4 ErnK 'MR 12202 PA(D< AVM. S, iiATE A • TACOMA `n'A 98444 • 8128, FAX 5TI-1285 V c�G .r .1 I1 I PROJECT: SHf ET 0, gz-'o '106 Scoq 25&d4 i BY: DATE: 3 �y o JOB NO. 6jo m4 6" (gam "� gel& W-f CJ 4-IL- T.> ZY �� ----- �.i �1 iii HZ5 =80 £O— LZ --AWW -- - J /. tj U � Q Z C3 yp� r _ O <ROD .o r tuw i�6 I3W o� I ; 1' I O e� VZ5 =80 £O- ZZ --AeW ionon oue P> CONSULTING ENGINEER BY; 12202 PACiFr- AVE. S. • TACOMA, WA 68444 D (263) 537 -81.28 • FAX 631.1285 BFiEET NO. 9 4-3- p- ART b S JJOB NO. �, c4 r �►DC� pr;:, e 47 y r (7 t, 7 ne) qpu /ia*u r-W�� A Jonah oue CONSULTING EN;3INEER 12202 PACIFIC NA. S. • TACOMA, WA 98444 • (263) 537.8126 & FAX 631.1266 � I ky t) � 1 PROJECT: SHEET N0. BY: DA; E: JOB NO. C2y - 1p, ?C. I 116•�k V/ r ( 'I — - Ic I )x (�b,Ay,z I, f1 �, t Ga k < t� •a c —I I s!i ul r !1V 0 l.•a..�'v Ll ! john ouc roc CONSULTING ENGINEER 12202 PACIFIC AVE. S. 4 TACOMA, WA 88444 1 (253) 5378128 • FAX 531.1286 PROJECT SHEET NO. BY: DATE: JOB NO. BY: -? r PCAv C"e—P r —a&" 41;/-*Vo"p 0 i i J c9- .JUN- 05 -=00-- TH'J 01:58 PM ionn IFROJECT, SHEET NO. CANSUI�iNGENGNffR 6Y: DATE; OBNO. yM PAC:IHC AVE &, SUITE A • TACON* WA 98444 • (2531517.8128 - FAX 53VI285 O N S m r ,A Ln 4 fn St cvTy OF TUKv,"Li4 U - U =)C) H Nov = H U rj zooz H PF-RMIT CEO "q,Es I n-L:ounty I russ, Inc., tiuntngion, vvN mew 9.4U1 W%I 5wUV IU LUw IVII I CIS 11"W" I 'II R.. luc IWVw 1 -1.LU cwc rC C NOTES 7) 4-ply hm to be connected together with Q1311'k3" Naas as blows: Top chords oonnected as follows: 2 X 6 - 2 rows at 0.9.0 oc Bottom chords connected as folows: 2 X 8 - 4 rows at 0-" or. Webs connected as bbm: 2 X 4 -1 rows at 040 oc Attach chords wah 1rz inch diameter bolls (WW a-W7) with washers at each panel poirtt. 8) Design assures 3 117 wide purfms connected with 2 -10d Haas. The purfins also require diagonal or "X" bracing. Bracing design is the responsrbRy of the building designer. LOAD CASE(S) Standard 1) Regular. Limber Uhorease =1.15, Plate Iraease=1.15 Uniform Loads (plf) Vert 1-8=64.0,16-17= 1743.8 Trapezoidal Loads (ply Veit 17=1733.74o-9=-M.0 EXPIRES 12-7-2003 WARNING- Verify design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE. Truss Truss Type Qty Ply 6513 f CHURCH BY THE SIDE O ROAD T2106573 701 RAT 1 4 members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure Lumber Inc. stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality ( bonal) I n-L:ounty I russ, Inc., tiuntngion, vvN mew 9.4U1 W%I 5wUV IU LUw IVII I CIS 11"W" I 'II R.. luc IWVw 1 -1.LU cwc rC C NOTES 7) 4-ply hm to be connected together with Q1311'k3" Naas as blows: Top chords oonnected as follows: 2 X 6 - 2 rows at 0.9.0 oc Bottom chords connected as folows: 2 X 8 - 4 rows at 0-" or. Webs connected as bbm: 2 X 4 -1 rows at 040 oc Attach chords wah 1rz inch diameter bolls (WW a-W7) with washers at each panel poirtt. 8) Design assures 3 117 wide purfms connected with 2 -10d Haas. The purfins also require diagonal or "X" bracing. Bracing design is the responsrbRy of the building designer. LOAD CASE(S) Standard 1) Regular. Limber Uhorease =1.15, Plate Iraease=1.15 Uniform Loads (plf) Vert 1-8=64.0,16-17= 1743.8 Trapezoidal Loads (ply Veit 17=1733.74o-9=-M.0 EXPIRES 12-7-2003 WARNING- Verify design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE. u o din vi t (425) 488 -1818 This design is based only upon the parameters shown. and is for an individual building component to be installed and 40 0 (425) 488 -8773 Fax loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the IV W resoonsibility of the building designer. The bracing requirements shown are for lateral stability of individual truss members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure Lumber Inc. stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -86 Quality Standard, DSB -89 Bracing Specification, (360) 757 -8500 TCT and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 757 -8758 Fax tcourrrrra�us. D'Onofrio Drive, Madison, WI 53719. urc 4 JcJ Truss cuss Type Oty Ply 73 / CHU H B SID 0 ROAD T2106573 Tr71�&W ROOF TRUSS 1 4 ttr• BCOL 10.0 � memoers. The bracing design is the responsibility of the building designer. Additionai temporary "racing to insure Lumber Inc. � cur tv nss- Inc.. 6trtirxxon- WA 98233 4.201 SR1 s Nov 16 2 Mt elc Indmies. Inc. Wed Nov 13 1425:56 2002 Pane 1 r 840 1484 2148 28412 ' - 34.9.0 -- , 42-M 880 6.84 6.84 6&4 684 880 Scale = 1:74.6 10x12MM -1= 66= 6e = 8x10 = Be= The = 10d2 M123-f= 8d0 = as= 20 19 18 17 16 15 14 13 12 11 10 3611 5d0= 10c12MI23-t=6d2MI1ZH =1042= 4do11 1042 =Ad2MR31C10d2M1(XH= 5d0= 31611 3-" 880 14-84 2148 2B412 34.90 3950 42-90 340 4$-0 6&4 684 684 6.8.4 4.80 340 LOADING(PS0 SPACING 2-0-0 CSI TOLL 25.0 Plates Increase 1.15 TC 0.58 � Lumber Increase 1.15 � 11 II ttr• BCOL 10.0 � memoers. The bracing design is the responsibility of the building designer. Additionai temporary "racing to insure Lumber Inc. � stability during construction is the responsibility of the erector. For general guidance regarding taoncauon, quality j control, storage, delivery, erection, and bracing, consult OST -86 Quality Standard, OS13-89 Bracing Specification. (360) 757 -8500 -85 and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 757.7 Fax ;; f D'Onofrio Drive, Madison, WI 53719. Ti coum rTR"ss•"rc. 20 19 18 17 16 15 14 13 12 11 10 3611 5d0= 10c12MI23-t=6d2MI1ZH =1042= 4do11 1042 =Ad2MR31C10d2M1(XH= 5d0= 31611 3-" 880 14-84 2148 2B412 34.90 3950 42-90 340 4$-0 6&4 684 684 6.8.4 4.80 340 LOADING(PS0 SPACING 2-0-0 CSI TOLL 25.0 Plates Increase 1.15 TC 0.58 TCDL 7.0 Lumber Increase 1.15 BC 0.87 BOLL 0.0 Rep Stress In r NO WB 0.99 BCOL 10.0 Code UBUANS195 LUMBER TOP CHORD 2 X 8 OF 195OF 1.7E BOT CHORD 2 X 8 OF 195OF 1.7E WEBS 2 X 4 SPF Stud/Std'ExcepP 2 -19 2 X 6 HF 165OF 1.5E, 2 -18 2 X 4 HF No2 3-18 2 X 6 HF 165OF 1.5E, 3-16 2 X 4 HF No2 5-16 2 X 4 OF 240OF ZOE, 5-15 2 X 4 OF 240OF 20E 5-14 2 X 4 OF 240OF 20E, 7 -14 2 X 4 HF No2 7- 122X6HF165OF1.5e8.122X4HFNo2 8.112 X 6 HF 165OF 1.5E REACTIONS(Ibls¢e) 18=41411!1-00, 11 0699/485 Max Horz 18= 234(Ioad case 4) DEFL in (bc) Well PLATES GRIP VaXLL) -02414 -15 >999 M1120 185144 Ven(TL) -0.4014 -15 X948 M1120H 139/111 Hxx4n) 0.12 11 Na 1st LC LL Wn Well = 240 Weight 1530 b BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.), except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc tracing, Except 680 oc bracing: 18-19. FORCES(lb) - First Load Case Only TOP CHORD 120=1230, 1 2=2475, 23=$K&, 34= 15527, 45= 15527, 56-- 26950, 6-7= 28950, 7.&- 14492, 8 2475, X10=1230 SOT CHORD 19 -M=O, 18.19=8354, 17-18--15527.16-17=15W, 15-16= 27294, 14-15= 27294, 1314 --2Ma0, 12- 13=2M, 11 -12= 14492, 10.11 WEBS 1 -19 =9462, 2 -19 =9847, 2 -18= 14638, 318=-32737, 316 = 16195, 5- 16=16132, 5-15=6160,5-14=473,7-14=5484, 7-12--17077.8-12-1606Z 8-11=29421.9-11=5462 NOTES 1) This truss has been designed fix the wind bads generated by 80 no winds at 25 It above ground level, using 7.0 psf top dxxd dead bad and 10.0 psf bottom diord dead lead, 100 mi from hturicane oceaNine, on an occupancy category I, condition I enclosed building, of dimensions 60 ft by 38 It with exposure B ASCE 7 -93 per UBCIANS195 ff end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adecluate drainage m prevent water paxing 3) AD plates are M1120 plates unless otherwise hkated 4) This truss has been designed for a 10.0 psf bottom chord five bad norl ortanent with any other We bads per Table No. 16-8, UBC -94. EXPIRES 12-7.2003 Lcrmnleu on page L WARNING- Verify design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE. oodin vit (425) 488.1818 This design is based only upon the parameters shown, and is for an individual building component to be installed and 1p (425) 488.8773 Fax loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. The bracing requirements shown are for lateral stability of incividual truss memoers. The bracing design is the responsibility of the building designer. Additionai temporary "racing to insure Lumber Inc. � stability during construction is the responsibility of the erector. For general guidance regarding taoncauon, quality j control, storage, delivery, erection, and bracing, consult OST -86 Quality Standard, OS13-89 Bracing Specification. (360) 757 -8500 -85 and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 757.7 Fax ;; f D'Onofrio Drive, Madison, WI 53719. Ti coum rTR"ss•"rc. Job : Tam Truss Type Clty Ply 65731 CHURCH BY THE SIDE OF ROAD T2;06573 Tot FLAT 1 4 I responsibility of the building designer. The bracing requirements shown are for lateral stability of individual truss LOADING(PSO SPACING 2-0-0 CSI (optional) I IFWUI ISy I IuJS, IIK:., DUIIII IYLLA 1, VVr-' 704aa YXw 1 I" I J IvUV 10 LUAU IVII I M 11 KIUJIIk:5. Inc. I Ue IVOV UJ IO.L I.LO LWL vage 1 4113 9.8-9 146-0 1937 24413 2900 4- 113 447 4-9.7 447 437 4.11-3 Scab = 1:78.6 154 I I 3411 6d2= 418= 416= 46= Bc12= 3411 1 2 3 4 5 6 7 8 16 15 14 58= 10d2= 31c12NMi II 1713 12 11 10 9 66= ad2MCKHII 10(12= 56= WO= LUMBER TOP CHORD 2 X 6 HF 165OF 1.5E BOT CHORD 2 X 8 DF 195OF 1.7E WEBS 2 X 4 HF No2 - Excepr 2 -16 2 X 6 HF 165OF 1.5E 2 -15 2 X 6 HF 165OF 1.5E 3152X4DF240OF2 OF- 3132X4DF240OF2OE 6.13 2 X 4 DF 240OF 2AE, 6.10 2 X 4 DF 240OF 2-OE 7 -10 2 X 6 HF 165OF 1 SE, 7-9 2 X 6 HF 165OF 1.5E REACTIONS(b(sme) 16=24789/1-0-0, 9= 2057011-00 Max Horz 16=369(bad case 4) BRACING TOP CHORD 6-0-0 oc purfins (6-0-0 max), except end verticals. BOT CHORD Rigid calling dmectly, applied or 10-0-0 oc braciryj. FORCESOb) - First Load Case Only TOP CHORD 1 -16= 143,1- 2--58, 210329, 34 =17581, 4b =17581, 5& =17581, 6-7 =9033, 74=43, 8 -9=126 BOT CHORD 15-16=10329,14-15--15M. 14-17=15784,13-17=15784, 12- 13=14807, 11- 1214807,10 -11= 14807, 9.10 =9033 WEBS 2 -16= 23556, 2 -1& -X758, 3-15--12509.3-14--744Z 3-13=4121.5-13=-447,6-13=M. 6.11=6066,6-10--13240.7-10=18102 , 720618 NOTES 1) This truss has been designed for the wind bads generated by 80 mph winds at 25 It above ground level, using 7.0 psf top chord dead bad and 10.0 psf bottom chord dead bad, 100 mi from hurricane ooeaNine, on an oea.parxy category I, condition I enclosed building, of dimensions 60 It by 38 It with exposure B ASCE 7 -93 per UBCIANS195 If end verticals or cantilevers exist, they are exposed to wixl. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) Atl plates are M1120 plates unless otherwise indicated. 4) This truss has been designed far a 10.0 psf bottom chord lire bad rmnooncurrent with any other five bads per Table No. 16-B, UBC-94. 5) This truss has been designed with ANSVTPI 1-1995 criteria. 6) Special connection requrired to distribute bottom chord bads equally between all plies. EXPIRES 12-7-2003 1 wnurnuea an page 4- 113 4-113 989 14&0 437 447 1937 4-9.7 240.13 49-7 2940 4113 Plate Offsets ( ,Y): [10:0-&0,0-&41,[13:0-5-0.0-6-41,(15:0-&0,0-6-4 responsibility of the building designer. The bracing requirements shown are for lateral stability of individual truss LOADING(PSO SPACING 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 023 Ve((LL) -0.1613.14 X999 M1120 1851148 TCOL 7.0 Lu mber Increase 1.15 BC 0.59 VwkR) -0261314 >999 MI120H 1391111 BCLL 0.0 Rep Stress Ina NO WB 0.80 Hx47L) 0.06 9 nla BCDL 10.0 Code UBC/ANSI95 (Matra) 1st LC LL Min Vdeff = 240 Weight 1268 b LUMBER TOP CHORD 2 X 6 HF 165OF 1.5E BOT CHORD 2 X 8 DF 195OF 1.7E WEBS 2 X 4 HF No2 - Excepr 2 -16 2 X 6 HF 165OF 1.5E 2 -15 2 X 6 HF 165OF 1.5E 3152X4DF240OF2 OF- 3132X4DF240OF2OE 6.13 2 X 4 DF 240OF 2AE, 6.10 2 X 4 DF 240OF 2-OE 7 -10 2 X 6 HF 165OF 1 SE, 7-9 2 X 6 HF 165OF 1.5E REACTIONS(b(sme) 16=24789/1-0-0, 9= 2057011-00 Max Horz 16=369(bad case 4) BRACING TOP CHORD 6-0-0 oc purfins (6-0-0 max), except end verticals. BOT CHORD Rigid calling dmectly, applied or 10-0-0 oc braciryj. FORCESOb) - First Load Case Only TOP CHORD 1 -16= 143,1- 2--58, 210329, 34 =17581, 4b =17581, 5& =17581, 6-7 =9033, 74=43, 8 -9=126 BOT CHORD 15-16=10329,14-15--15M. 14-17=15784,13-17=15784, 12- 13=14807, 11- 1214807,10 -11= 14807, 9.10 =9033 WEBS 2 -16= 23556, 2 -1& -X758, 3-15--12509.3-14--744Z 3-13=4121.5-13=-447,6-13=M. 6.11=6066,6-10--13240.7-10=18102 , 720618 NOTES 1) This truss has been designed for the wind bads generated by 80 mph winds at 25 It above ground level, using 7.0 psf top chord dead bad and 10.0 psf bottom chord dead bad, 100 mi from hurricane ooeaNine, on an oea.parxy category I, condition I enclosed building, of dimensions 60 It by 38 It with exposure B ASCE 7 -93 per UBCIANS195 If end verticals or cantilevers exist, they are exposed to wixl. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) Provide adequate drainage to prevent water ponding. 3) Atl plates are M1120 plates unless otherwise indicated. 4) This truss has been designed far a 10.0 psf bottom chord lire bad rmnooncurrent with any other five bads per Table No. 16-B, UBC-94. 5) This truss has been designed with ANSVTPI 1-1995 criteria. 6) Special connection requrired to distribute bottom chord bads equally between all plies. EXPIRES 12-7-2003 1 wnurnuea an page WARNING- Verify design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE. oodinvjt (425) 488 -1818 This design is based only upon the parameters shown, and is for an individual building component to be installed and ���1N (425) 488 -8773 Fax loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. The bracing requirements shown are for lateral stability of individual truss members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure Lumber Inc. stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality control, storage, delivery. erection, and bracing, consult QST -86 Quality Standard, DSS -89 Bracing Specification, (360) 757 -8500 TO and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 757 -8758 Fax mat D'Onofrio Drive, Madison, WI 53719. ► Masi, Job Truss Truss Type Oty Ply 6573 / CHURCH B E SIDE OF ROAD 72106573 T02 MONO TRUSS 7 1 members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure 1st LC LL Min Well = 240 Weight 206 Ib stability during construction is the responsibility of the erector. For general guidance regarding fabrication• quality BRACING (optional) fn- County Truss, Ina, Burlington, WA 98233 4.201 SR1 s Nov 16 2000 Welk Industries, Inc. Tue Nov 05 15:14:03 2002 Page 1 412-8 8-7 -10 , 1G96 24 -11 -1 , 33413 40.118 41,1-12 8-7-10 6.1 -11 8-1 -11 8-1 -11 300 12 7 -10.11 0-2-4 Scale =1:1012 K 0 QW9 89 46= 15 14 13 12 11 10 3x12M9H= aft= 36= 36= 34= 3x3= r 10&1 20.103 314)6 40.118 41x2$ 10&1 10.2 -2 10.2 -2 9.11 -2 030 LOADING(psf) SPACING 2-N TCLL 25.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBCIANSI95 LUMBER TOP CHORD 2 X 6 HF 165OF 1.5E BOT CHORD 2 X 4 DF 240OF 2.0E WEBS 2 X 4 SPF StudxStd 'Except 8-10 2 X 4 HF No.2, 7 -10 2 X 4 DF 240OF ZOE REACTIONS(IbIs¢e) 1= 1705068, 10= 172645.8 Max Horz 1= 37gload case 4) CSI DEFL in (bc) I/deft PLATES GRIP TIC 0.74 Vert(LL) -0.3413 -15 >999 M1120 185/144 BC 0.82 Vert(M) -0.7713 -15 »6311 M1120H 165146 WB 1.00 Hcrz(TL) 0.14 10 Na members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure 1st LC LL Min Well = 240 Weight 206 Ib stability during construction is the responsibility of the erector. For general guidance regarding fabrication• quality BRACING control, storage, delivery. erection, and bracing, consult OST -86 Quality Standard, DSB -89 Bracing Specification, TOP CHORD Sheathed or 3-7 -2 oc purfns, except end verticals. ��� BOT CHORD Rigid ceiling; dredly applied or 10-0-0 oc bracing. WEBS 1 Brace at mii# 8.10,5.11,7-10 FORCESQb) - First Load Case Only TOP CHORD 1 r -4825, 2-3 =4508, 34= 4508, 4-5 =3157, 51i= 1558, 6-7 =1558, 7-0, 8-9=3, 8-1 275 BOT CHORD 1-15=4636.14-15=3720,13-14--3720,12-13=2530, 11- 12530, 10.11 =1266 WEBS 2-15=W, 4-15=814,4-13--945,5-13=1033, 5-11= 11440,7-1111=124Z 7 -10 =1854 NOTES 1) This buss has been designed for the wild loads generated by 80 mph winds at 25 ft above ground level, using 7.0 pof top dlord dead bad and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanl'ne, on an occuparxy category I, condtion I enclosed building, of dimensions 60 ft by 38 ft with exposure B ASCE 7 -93 per UBCIANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 2) AA plates are M1120 plates unless otherwise Indicated. 3) This truss has been designed for a 10.0 psf bottom chord five bad nonconcurrent with any other live bads per Table No. 16-B, UBC -94. 4) This fuss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard EXPIRES 12 - 7 2003 WARNING- Verily design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE. o odinv - (425) 488 -1818 This design is based only upon the parameters shown, and is for an individual building component to be installed and yJ (425) 488 -8773 Fax loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the �!P responsibility of the building designer. The bracing requirements shown are for lateral stability of individual truss members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure Lumber Inc. stability during construction is the responsibility of the erector. For general guidance regarding fabrication• quality control, storage, delivery. erection, and bracing, consult OST -86 Quality Standard, DSB -89 Bracing Specification, (360) 757 -8500 ��� and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 757 -8758 Fax D'Onofrio Drive, Madison, WI 53719. 7,000UM7 TRWS•WC •'Job rtss rtss ype Qty Ply 65731 CHURCH BY THE SIDE OF ROAD T2106573 T03 MONO TRUSS 1 1 I 176-County Truss, Inc., Burlington, WA 98233 4201 SRI s Nov 16 2000 MtTek Industries, Inc Tue Nov 05 15:14:20 2002 Page 1 40-11 -12 �7�12 8-14 16&10 2485 32 -10-1 40&12 40,11-0 rr Scale = 1:1006 0-212 8410- 81 -11 81 -11 81 -11 300 12 7 -10-11 0-2.4 0 0&11 89 48_ 15 14 13 12 11 10 34= 3x12MQDFt=— 34= 36= 36= 5711EE -11 {12 1066 20-7 -7 30810 40812 40-11 -12 T 0-2-12 1066 10-2 -2 10-2-2 9.11 -2 ow LOADING(pso SPACING 2-0-0 TCLL 25.0 Plates Increase 1.15 TCOL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress In or YES BCDL 10.0 Code UBCIANSI95 LUMBER TOP CHORD 2 X 6 HF 165OF 1.5E BOT CHORD 2 X 4 DF 240OF 2.0E WEBS 2 X 4 SPF StudlStd - ExcepP 8-10 2 X 4 HF No2, 7 -10 2 X 4 DF 240OF 2.0E left 2 X 3 SPF ShrdlStd REACTIONS(ftYs¢e) 1= 16950-55, 10= 17160" Max Horz 1= 70(bad case 4) CSI DEFL in (bc) Well PLATES GRIP TIC 0.92 VergU) -0.3413.15 >999 M1120 185144 BC 0.81 Ver(TL) -0.7613.15 X639 M1120H 165/146 WB 0.99 HorAn) 0.14 10 n/a members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure 1st LC LL Min Well = 240 Weight 206 b stability during construction is the responsibility of the erector. For general guidance regarding fabrication. quality BRACING TOP CHORD Sheathed or 3.7-14 oc pur6is, except end verticals. (360) 757 -8500 BOT CHORD Rigid ce'firg dinectly applied or IOU oc bracing. and HIS -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 WEBS 1 Brace at midpt 8-10.5-11,7-10 FORCES015) - First load Case Only TOP CHORD 1 -2- -4701, 2-3=4405, 34=-0405, 4-5 121, 56=1546, 6.7 =1546, 7-8=0, 8.9= -3, 8.10 =275 BOT CHORD 1- 15-- 4506,14 -1&�- ,13-14=3667.12-13;=M, 1111-1246M, 10-11 =1257 WEBS 2-15=,340,4-15=756,4-13--920,5-13;:1011, 5-111=11422,7-111=1230,740=18411 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 7.0 psf top chord dead bad and 10.0 psf bottom chord dead bad, 100 mi from hurricane oceardine, on an occupancy category I, condition I enclosed building, of dimensions 60 It by 38 It with exposure B ASCE 7 -93 per UBCIANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate gip increase is 1.33 2) All plates are M1120 plates unless otherwise indicated. 3) This truss has been desigx:d for a 10.0 psf bottom chord live bad nonconcurrent with any other live bads per Table No. 16-B, UBC -94. 4) This truss has been designed with ANSI/ PI 1-1995 criteria. LOAD CASE(S) Standard EXPIRES 12-7 -2003 WARNING- Verity design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE. (425) 488 -1818 This design is based only upon the parameters shown, and is for an individual building component to be installed and '140 (4 '140 (4 (425) 488 -8773 Fax loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the IV to responsibility of the building designer. The bracing requirements shown are for lateral stability of individual truss members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure Lumber Inc. stability during construction is the responsibility of the erector. For general guidance regarding fabrication. quality control, storage, delivery, erection, and bracing, consult OST -86 Quality Standard. DSB -89 Bracing Specification, (360) 757 -8500 �CT and HIS -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 757.8756 Fax D'Onofrio Drive. Madison, WI 53719. TRcoUNrrmas,r+c J Truss Truss Type Qty Ply 65731 CHURCH BY THE SID O ROAD T2106573 T04 MONO TRUSS 1 1 BCDL 10.0 Cade UBC(ANSI95 Weight 189 b stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality BRACING (optional) rn-County Truss, Inc., Burlington, WA 98233 42U1 bK1 s Nov 16 2000 MTek Industnes, Inc Tue Nov 05 15:14:29 2002 Page 1 35615 -6 211 -1 11 -013 19-25 27.4-4 3Cs215 3,53 589 2 -11 -1 B•1 -11 B-1 -11 8.141 7 -10.11 0.2-4 = 1:87.4 3.00 1z W 89 16 15 14 13 12 11 10 304= Sot= 36= 3v4= 36= 3S= 3x4 = -5-8.9 4-115 15.1 -10 25313 35.215 35615 55-9 4-115 10-22 10.2 -2 9.11 -2 0311 LOADING(PsO SPACING 2-00 TCLL 25.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Cade UBC(ANSI95 LUMBER TOP CHORD 2 X 6 HF 165OF 1.5E BOT CHORD 2 X 4 DF 240OF 2.0E Tm f r 14-16 2 X 4 HF 165OF 1.5E WEBS 2 X 4 SPF SkdStd Txcepr 8-10 2 X 4 HF No2, 7 -10 2 X 4 HF 165OF 1.5E REACTIONS(lb/size) 16= 146&OS8,10= 1489458 Max Horz 16= 3350oed case 4) m o_ 0 CSI DEFL in (loc) Well PLATES GRIP TIC 0.74 Vert(LL) -0.3413 -15 >999 M1120 1851144 BC 0.98 Vat(TL) -0.701315 >600 WB 0.96 Horz(Tu 0.08 10 rVa members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure 1st LC LL Min Well = 240 Weight 189 b stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality BRACING TOP CHORD Sheathed or 55&5 cc: purlins, except end verticals. (360) 757 -8500 BOT CHORD Rigid ce& g do dly apprred or 10-0.0 oc bradrg. and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 WEBS 1 Brace at mi# 8-10,5-11,7-10 FORCES(b) - Fust Load Case Only TOP CHORD 1-2=0. 2-3;--1998.3-4=1998,4-5--2268,5.6--1267.6.7=1267,7-8=0, 11-9=3, 8-10=275,11-16--W BOT CHORD 15-16--1460,14-15=2420,13-14=2420,12-13=1940.11-12--1940, 1&1 1=1045 WEBS 2 -158, 4- 1502, 4- 1316, 5-1a=505,5-11=1006,7-11--929, 7-10--1530,2-16--1980 NOTES 1) This truss has been designed for the wild loads generated by 80 mph wads at 25 ft above ground level. using 7.0 psf mP chord dead bad and 10.0 psf bottom chord dead load, 100 mi from hurricane oceaNne, on an occupancy category I, condition I enclosed building, of dimensions 60 It by 38 ft with exposure B ASCE 7 -93 per UBCIANS195 9 end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This inns has been designed for a 10.0 psf bottom chord live bad nonooncument with arty other M bads per Table No. 16-8, UBC -94. 3) Thus truss has been designed with ANSI/ R 1 -1995 anoxia. LOAD CASE(S) Standard EXPIRES 12-7 -2003 WARNING- Verily design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE. (425) 488.1818 This design is based only upon the parameters shown. and is for an individual building component to be installed and 440 440 (425) (425) 488 -8773 Fax loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. The bracing requirements shown are for lateral stability of individual truss members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure Lumber Inc. stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consuit OST -86 Quality Standard, DSB -89 Bracing Specification, (360) 757 -8500 T�T and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 757 -8758 Fax D'Onofrio Drive, Madison, WI 53719. T0c0warMW31Mc Job Tn Tit Type Qty Ply 6573 / CHURCH BY SIDE OF ROAD T2106573 T05 MONO TRUSS 1 1 Vert(LL) -0.34 9-11 >999 M1120 1851144 TCDL 7.0 Lumber Increase 1.15 BC 0.95 Vat(TL) -0.699-11 >510 (optional) I n4.;ounty Truss. Inc, Burfington, WA 982:i3 4.201 SKl S Nov 16 ZWO MITek Industries, Inc Tue Nov 05 15:14:35 2002 Page 1 3042 -112-0 5-7-0 13&11 21 -10-7 2992 29,11-0 11 -2-0 no 5-7-0 t -1 -11 8.1 -11 12 7 -10-11 0-2-4 = 1:80.0- wit 67 12 11 10 9 8 3d= 3+6= 36= -11- P 97 - -13 i 19100 2992 3042 0 6 112-0 97 - -13 oodirlwi 10.2 -2 911 -2 030 LOADING(PSO SPACING 2-0.0 CSI DEFL in (loc) Well PLATES GRIP TCLL 25.0 Plates Increase 1.15 TIC 0.74 Vert(LL) -0.34 9-11 >999 M1120 1851144 TCDL 7.0 Lumber Increase 1.15 BC 0.95 Vat(TL) -0.699-11 >510 BCLL 0.0 Rep Stress Incr YES WB 0.76 Hcrz(TL) 0.05 8 rVa (360) 757 -8758 Fax BCOL 10.0 Code UBCJANS195 1st LC LL M'n lfdeff = 240 Weight 161 b LUMBER BRACING TOP CHORD 2 X 6 HF 165OF 1.5E TOP CHORD Sheathed or 6-0.0 oc puufns, except end verticals. BOT CHORD 2 X 4 HF 1650E 15E BUT CHORD Rigid ceiling dim* applied or 1000 oc bracing. WEBS 2 X 4 SPF ShxVStd *Except' WEBS 1 Brace at midpt 6-8.3-9,5-8,2-12 68 2 X 4 HF No2, 58 2 X 4 HF 165OF 1,5E REACTIONS(Ib/size) 12= 123&458, 8= 1259058 . Max Horz 12- 070oad case 4) FORCESW - First load Case Only TOP CHORD 1 -2=0, 23 =1402, 34=982, 45 =-982, 55 -0, 6-7=3,68--275,1-12--168 BOT CHORD ll -12= 1161,10 -11= 1365, 9-10= ''365, 5-94M WEBS 2-11=287,3-11=9,3- , 59=624,5.8--1215,2-12--1516 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 7.0 psf top lord dead bad and 10.0 psf bottom chord dead bad, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 60 It by 38 It with exposure B ASCE 7 -93 per UBCIANS195 ff end verticals or cantilevers exist, they are exposed to wind. If pactnes exist, they are not exposed to wind. The Umber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord five bad nonoanaurent with any other live bads per Table No. 16-B, UBC-94. 3) This truss has been designed wild ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard EXPIRES 12-7-2003 WARNING- Verily design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE. oodirlwi (425) 488 -1818 This design is based only upon the parameters shown, and is for an individual building component to be installed and 40 0 (425) 488 -8773 Fax loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the 10 W responsibility of the building designer. The bracing requirements shown are for lateral stability of individual truss members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure Lumber Inc. stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -86 Quality Standard, DSB -89 Bracing Specification, (360) 757 -8500 TCT and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 757 -8758 Fax D'Onofrio Drive, Madison, WI 53719. M1<0Wn MWS';z Job, hiss fuss Type Qty Ply 65731 CHURCH BY THE SIDE OF ROAD T2106673 T06 MONO TRUSS 1 1 BCDL 10.0 Code UBCJANSI95 Weight 138 b stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality BRACING (optional) Tri County Truss, Inc., Burlington, WA 98233 4.201 6K1 S Nov 16 2000 MI I ek IrxiusMes, Inc. f ue Nov 0515:14:39 2002 Page 1 2485 -1683 82-14 , 164.10 , 2435 —AV 168a 82 - -14 8141 300 r 7-10-11 0-2-4 Scab Wi 56 11 10 9 8 15411 34= 36= 36= 34= -1683 4-2-0 , 1443 , 243-5 24¢5 LOADING(PSO SPACING 2-0.0 TCLL 25.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Irxr YES BCDL 10.0 Code UBCJANSI95 LUMBER TOP CHORD 2 X 6 HF 165OF 1.5E BOT CHORD 2 X 4 HF 165OF 1.5E WEBS 2 X 4 SPF SWd/Std - Except 5-7 2 X 4 HF No2 REACTTONS(btsize) 11= 1017458, 7 =102MM Max Horz 11--2800oed rase 4) CSI DEFL in (loc) Well PLATES GRIP TIC 0.74 Vett(LL) -0.33 8.10 X878 M1120 185/144 BC 0.89 Ver(M) -0.66 810 3435 WB 1.00 Haz(TL) 0.02 7 Na members. The bracing design is the responsibility of the budding designer. Additional temporary bracing to insure 1st LC LL Min Well = 240 Weight 138 b stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality BRACING TOP CHORD Sheathed or 6-0-0 ac purfns, except end verticals. (360) 757 -8500 BOT CHORD Rigid ceiling directly applied or 10-00 oc bracing. and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 WEBS 1 Brace at midpt 5-7,2-8,4-7 FORCESQb) - First Load Case Only TOP CHORD 1-2---541,2-3=.698,34=.698,4-5=0, 58=a, 5-7 =275, 1 -11 =967 BOT CHORD 10-11=0,9-10=790,8-9=790,7-8--614 WEBS 1 -10 =785, 2 -10 =-513, 2-8 =159, 48-.318, 4 -7=900 NOTES 1) This truss has been designed far the wind bads generated by 80 mph winds at 25 ft above ground level, using 7.0 psf top dxxd dead bad and 10.0 psf bottom chord dead bad, 100 mi from hurricane oceanfne, on an oompancy category I, oondition I encored buUrg, of dimensions 60 It by 38 It with exposure B ASCE 7 -93 per UBCIANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This teas has been designed for a 10.0 psf bottom chord live bad noncanament with any other Eve bads per Table No. 16-B, UBC -94. 3) This teas has been designed with ANSVTPI 1 -1995 criteria. LOAD CASE(S) Standard EXPIRES 12-7 -2003 WARNING- Verily design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE oodiny fl (425) 488 -1818 This design is based only upon the parameters shown, and is for an individual building component to be installed and X10 k;1 (425) 488 -8773 Fax loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the IV to responsibility of the building designer. The bracing requirements shown are for lateral'stability of individual truss members. The bracing design is the responsibility of the budding designer. Additional temporary bracing to insure Lumber Inc. stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -86 Quality Standard, DSB -89 Bracing Specification, (360) 757 -8500 TCT and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 757 -8758 Fax D'Onotrio Drive, Madison, WI 53719. recour+rrrvuss,ux Job Truss I r ss I ype Oty Py 65731 URCH BY THE SIDE OF ROAD T2106573 T07 MONO TRUSS 1 1 4C.4 A. A77/YV) 11.- -- � rd-County Truss, Inc., Burlington, WA 9t3115 �.LV 1 JR1 4I` IV LVVV IVIII� 1948 -22 -2-0 241 , 10.10.13 1ti88 1a41 -12 22 -2-0 241 8-1 -11 300 12 7 -10.11 30.42 I 0WJ2 5 34= C-1=- 34= -22 -2-0 , 8-108 1 1888 1V8 LOADING(PSO SPACING 2-N TCLL 25.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBCIANS195 LUMBER TOP CHORD 2 X 6 HF 165OF 1.5E BOT CHORD 2 X 4 HF NO2 WEBS 2 X 4 SPF Shid/Std'Excepr 5.7 2 X 4 HF No2 REACTTONS(mJsme) 9= 7771455, 7= 79810 -58 Max Horz 9= 252(bad case 4) CSI DEFL in (loc) Vdefl TC 0.74 Vert(LL) -028 7.8 >789 BC 0.96 Vert(R) -0.56 7.8 >393 WB 0.65 Horz(TL) 0.01 7 rVa 1st LC LL Min Vdefl = 240 FORCES(lb) - First Load Case Only TOP CHORD 1 -2=0, 2-3=414,34=414,4-5=0, 5&=-3, 5.7= 275,1 -9= 77 BOT CHORD 8- 9=230, 7399 WEBS 24=-653,2-8=243,4-8=13,4-7=-584 111. 1 w 1- 1J. 11.lV LWC r ju 1 PLATES GRIP M1120 1851144 Weight 116 b BRACING TOP CHORD Sheathed or 6-00 oc purlins, except end verticals. BOT CHORD Rigid oek)g d'recdy applied or 7 -1-0 oc braar>g. WEBS 1 Brace at midpt 5-7.4-7 NOTES 1) This truss has been designed for the wind loads generated by 80 mph wilds at 25 It above ground level, using 7.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanfine, on an occupancy category I, condition I enclosed building, of dimensions 60 It by 38 It with exposure B ASCE 7 -93 per UBCIANS195 W end verticals or cantlevers exist, they are exposed to wind. ff porches exist, they are not exposed to wihd. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 2) This thus has been designed for a 10.0 psf bottom chord We bad nonooncum nt with any other We loads per Table No. 16-B, UBC -94. 3) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard F.; i2- -2003 -1 WARNING- Verify design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE. o o din V �1 (425) 488.1818 This design is based only upon the parameters shown, and is for an individual building component to be installed and •���te (425) 488 -8773 Fax loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. The bracing requirements shown are for lateral stability of individual truss Lumber Inc. members. The bracing design is the responsibility of the budding designer. Additional temporary bracing to insure stability during construction is the responsibility of the erector. For general guidance regarding fabrication. quality control, storage, delivery, erection, and bracing, consult OST -86 Quality Standard, OSB -89 Bracing Specification. (360) 757 -8500 TCT and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 757 -8758 Fax D'Onotrio Drive, Madison, WI 53719. n"` Job Truss Truss Type aly Ply 6513 / t"1 LURCH BY TH SID O ROAD T2106573 T06 MONO TRUSS 1 1 members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure 1st LC LL Mn VM = 240 Weight 92 b stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality BRACING (optional) Tri County Truss, Ina, Burlington, WA 98233 4201 5K1 s NOV 16 2tXX1 MI I eK IrhduSVIeS, InC. 1 U e Nov t0 1 b:14:4y ZUUZ Pagel 136-11 D 7 -13 S" 13311 13Tt15 27 -7 -13 550 30D F1-2 7 -10-11 0- Sde =1:727 f4 3 15411 34= 34= - 217 -13 i 34-9 , 13311 1411 LOADING(Pso SPACING 2-0-0 TCLL 25.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Ina YES BCDL 10.0 Code UBCIANS195 LUMBER TOP CHORD 2 X 6 HF 165OF 1.5E BOT CHORD 2 X 4 HF No2 WEBS 2 X 4 SPF Stud/Std - Excepr 35 2 X 4 HF No2 REACTIONS(iWs¢e) 7--'547M-5-8.5--56805-8 Max Horz 7=225(bad case 4) Max Uphill =28(loed rase 4) FORCES01o) - First Load Case Only TOP CHORD 1- 2=148, 23W, 3, ", 35= 275,1 -7=514 BOT CHORD 6.7=0, 545=1183 WEBS 1-6=W, 241=189, 2-5--268 CSI DEFL in (loc) Well PLATES GRIP TC 0.74 Vert(LL) -029 5b X540 M1120 1851144 BC 0.84 Vat TL) -0.58 55 >269 WB 0.30 Ha n) -0.00 5 n/a members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure 1st LC LL Mn VM = 240 Weight 92 b stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality BRACING TOP CHORD Sheathed or 6-0.0 oc ptufns, except end verticals. (360) 757 -8500 BOT CHORD Rigid ceiling drectly applied or 9-0-12 oc bracing. and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 WEBS 1 Brace at midpt 3-5,2-6,2-5.1-7 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 7.0 psf top chord dead bad and 10.0 psf bottom chord dead bad, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 60 R by 38 It with exposure B ASCE 7 -93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. ff porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord five bad nonoatanrent with any other We bads per Table No. 16-B, UBC -94. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 b uplift at joint 5. 4) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard EXPIRES 12-7 -2003 WARNING- Verify design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE. oodinvyl (425) 488.1818 This design is based only upon the parameters shown, and is for an individual building component to be installed and ���to (425) 488 -8773 Fax loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. The bracing requirements shown are for lateral stability of individual truss members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure Lumber Inc. stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST 86 Ouality Standard, DSB -89 Bracing Specification, (360) 757 -8500 TCT and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 757 -8758 Fax D'Onofrio Drive. Madison, WI 53719. rwcowayMWS, O'- Job Truss Truss Type Qty Ply 657 / CHURCH BY SID 0 ROAD T2106573 T09 MONO TRUSS 1 1 members. The bracing design is the responsibility of the budding designer. Additional temporary bracing to insure 1st LC LL Min VM = 240 Weight 58 b stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality BRACING (optional) TrW--Ounty Tam, Inc., Burlington, WA 96233 4.2U1 JKl S NOV lb 2UUU MI I eK Industries, Inc. I Lie NOV Ub 15:14:5b 21X12 Page 1 8(M4 331 -10 72814 2 331 -10 7814 0-2-4 IN Sde =1:727 0012 2 15411 34= 331 -10 7414 8Q,14 LOADING(psf) SPACING 2-H TCLL 25.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Cade UBCIANS195 LUMBER TOP CHORD 2 X 6 HF 165OF 1.5E BOT CHORD 2 X 4 HF No2 WEBS 2 X 4 SPF StudlSld'Excepr 2-4 2 X 4 HF No2 REACTIONS(lb/s¢e) 5=31610-5-8,4--33&0-5-8 Max Horz 5= 197(bad case 4) Max Upiifl5= 64(bad rase 3), 4= 117(l)ad case 4) FORCES(lb) - Fist Load Case Only TOP CHORD 1-2=0, 2-0=3, 2-4= 262,15 =241 BOT CHORD 45=0 WEBS 1-4=0 CSI DEFL in (loc) Vdefl PLATES GRIP TIC 0.74 Vert(LL) -021 45 >435 M1120 185/144 BC 0.61 VerM) -0.42 4-5 >217 WB 0.11 Homn) -0.00 4 n1a members. The bracing design is the responsibility of the budding designer. Additional temporary bracing to insure 1st LC LL Min VM = 240 Weight 58 b stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality BRACING TOP CHORD Sheathed or 6.40 oc purGts, except end verticals. (360) 757 -8500 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 WEBS 1 Brace at midpt 2-4,1-4.1-5 NOTES 1) This truss has been designed for the wind bads generated by 80 no winds at 25 It above ground level, using 7.0 psf top chord dead bad and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category t, condition 1 enclosed !wilding, of dimensions 60 ft by 38 ft with exposure B ASCE 7 -93 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord five bad nonconament with any other five bads per Table No. 16.8, UBC -94. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 b uplift at joint 5 and 117 Ib uplift at joint 4. 4) This truss has been designed with ANSVM 1-1995 criteria. LOAD CASE(S) Standard EXPIRE6 1:2-7 2005 WARNING- Verify design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE oo dixtv� t o (425) 488 -1818 This design is based only upon the parameters shown, and is for an individual building component to be installed and $ 0 (425) 488 -8773 Fax loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. The bracing requirements shown are for lateral stability of individual truss members. The bracing design is the responsibility of the budding designer. Additional temporary bracing to insure Lumber Inc. stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality control, storage, delivery. erection, and bracing, consult OST -86 Quality Standard, DSB-89 Bracing Specification, (360) 757 -8500 TCT and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 757 -8758 Fax D'Onofrio Drive, Madison, WI 53719. mcanR+ TRUSS. 9Ac Jab russ mss ype Qty Ply 65731 CHURCH BY SID O ROAD 72106573 T10 MONO TRUSS 15 1 Lumber Increase 1.15 BC 0.86 VerM) -0.8013.15 >617 M1120H 169146 BCLL 0.0 Rep Stress Incr YES (optional) Tri- County Truss, Inc., Burlington, WA 98233 0 4.201 SRI s Nov 16 2000 MrTek Industries, Inc. Tue Nov 05 15:15:26 2002 Page 1 9.2 -2 1733 254.5 3356 41&8 41312 9-2 -2 8.1 -2 8-1 -2 8.1 -2 8.1 -2 0-2-4 300 12 3411 89 46= 15 14 13 12 11 10 3c12MIXH= 3d= 36= 36= 34= 11 -26 21312 3182 4168 34= LOADING(psf) SPACING 24)0 CSI DEFL in (loc) Well PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.36 15 >999 M1120 1851144 TCDL 7.0 Lumber Increase 1.15 BC 0.86 VerM) -0.8013.15 >617 M1120H 169146 BCLL 0.0 Rep Stress Incr YES WB 0.91 Ha z(TL) 0.15 10 n/a (360) 757 -8500 BCOL 10.0 Code UBCIANS195 (360) 757 -8758 Fax 1st LC LL Min Well = 240 Weight 208 Ito LUMBER M-COLWM rin=3z BRACING TOP CHORD 2 X 6 HF 165OF 1.5E TOP CHORD Sheathed or 36-2 oc ptufns, except end verticals. BOT CHORD 2 X 4 OF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Skx1/Std 'ExcepP WEBS 1 Brace at midpt 8-10,5-11,7-10 8.10 2 X 4 HF No2, 5.11 2 X 4 HF No2, 7 -10 2 X 4 DF 240OF 2.0E REACTIONS(lb(sae) 1= 1729045.8, 10= 1750/0.58 Max Horz 1=370(loed case 4) FORCES(Ib) - First Load Case Only TOP CHORD 1- 2=5151, 2- 3= •4779, a4 =4779, 4-5 =3271, 56=- 1621, 6.7= 1621, 7-8=0, 8.9=3, 8.10=281 BOT CHORD 1 -15 4974,1415 =3871, 13.14871,12 -13= 2616,11 -12= 2616,10.11 =1322 WEBS 2-15=493,4-15--W, 4-13--1004,5-13=1081, 5-11=1476.7-11=1269,7-11D=1904 NOTES 1) This truss has been designed far the wind loads generated by 80 mph winds at 25 It above ground level, using 7.0 psf top chord dead load and 10.0 psf bottom chord dead bad, 100 mi from hurricane oominlne, on an occupancy category I, condition I enclosed buidng, of dimensions 60 ft by 38 ft with exposure B ASCE 7 -93 per UBCIANS195 K end verticals or cantilevers exist, Ihey are exposed to wind. If porches exist, they are not exposed to wind. The krrnber DOL increase is 1.33, and the plate grip increase is 1.33 2) All plates are M1120 plates unless otherwise indicated. 3) This hiss has been designed fcr a 10.0 psf bottom chord five bad nonconament with any other he bads per Table No. 16B, UBC-94. 4) This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard Scale =186.4 EXPIRES 12-7 -2003 WARNING- Verify design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE. o odinvi t (425) 488 -1818 This design is based only upon the parameters shown. and is for an individual building component to be installed and ,140 P (425) 488 -8773 Fax loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the IV W responsibility of the building designer. The bracing requirements shown are for lateral stability of individual truss members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure Lumber Inc. stability during construction is the responsibility of the erector. For general guidance regarding fabrication. quality control, storage, delivery, erection. and bracing, consult OST -86 Quality Standard, DSB-89 Bracing Specification, (360) 757 -8500 ��� and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 757 -8758 Fax D'Onofrio Drive, Madison, WI 53719. M-COLWM rin=3z Job Truss Truss Type Qty Ply 6573 / CHURCH BY THE SIDE OF ROAD 12106573 T11 MONO TRUSS 1 1 members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure Lumber Inc. stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality (optional]i T6 County Truss, Inc., Burlington, WA 98233 �t 0 4201 SR1 s Nov 16 2000 MTek Industries, Inc. Tue Nov 05 15:15:36 2002 Page 1 9.2 -2 1 1733 254-5 1 33£66 38-1412 i 4118 9.2 -2 8-1 -2 8-1 -2 8.1 -2 556 2-7 -12 3.00 12 3411 4x4 A,q_ 4 e = 14 13 12 11 10 9 3x12MMI= 34= 36= 36= 344= Sal = 11 -2-6 1 21312 3152 1 38-10.12 411'68 112-6 10.1 -6 1011; 7510 2-7-12 LOADING(ps0 SPACING 2-0-0 TO-L 25.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Cade UBC(ANSI95 CSI DEFL in (loc) I /defl TC 0.63 Vert(LL) -0.3312 -14 >999 BC 0.84 Vert(M) -0.7512 -14 X616 WB 0.89 Horz(IL) 0.13 9 Na 1st LC LL Min Well = 240 LUMBER TOP CHORD 2 X 6 HF 165OF 1.5E BC1r CHORD 2 X 4 OF 240OF 2.0E WEBS 2 x 4 SPF Sttxd/Std Sxcepr 8. 92X4HFNo. 2 ,5.102X4HFNo2,7- 92X4HF165OF1.5E REACTIONS(b/s¢e) 1= 1618N5.8, 9= 161W58 Max Horz 1=343(bad case 4) PLATES GRIP M1120 1851144 M1120H 1651146 Weight 195 b BRACING TOP CHORD Sheathed or 3-7 -7 oc purfns, except end veftals. BOT CHORD Rigid ceiling dm* applied or 10-0-0 oc bracing. WEBS 1 Brace at midpt 8-9,5-10,7-9 FORCES(b) - Fast Load Case Only TOP CHORD 1 -2- -4723, 2-3=4M, l4= 4M, 4s= 2827, 5.6=1 n1, sa= 1171.713, 8x-174 BOT CHORD 1-14=4561,13-14-3444,12-13=3444,11-12-218a 10-1 1--2183, 9-10=M Weal 2-14=,501,4-14--965.4-12--1009,5-12 -1085,5-10--1481,7-10=1248, 7 -1632 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 7.0 psf top chord dead load and 10.0 psf bottom chord dead bad. 100 mi from hu rticane oceanline, on an ooa;a►xy category I. condition I enclosed budding, of dimensions 60 It by 38 ft with exposure B ASCE 7 -93 per UBCIANS195 If end verticals or cantilevers exist, they are exposed to wind. if porches exist they are not exposed to wind. The lumber DOL increase is 1.33. and the plate grip increase is 1.33 2) All plates are MII20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live bad nor>oaraiment wilh arty other five bads per Table No. 16-B, UBC-94. 4) This truss has been designed with ANSVTPI 1 -1995 criteria. LOAD CASE(3) Standard Scale:l/8 EXPIRES 12-72003 WARNING- Verity design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE. o odinvi j (425) 488 -1818 This design is based only upon the parameters shown, and is for an individual building component to be installed and y40 (425) 488 -8773 Fax loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. The bracing requirements shown are for lateral stability of individual truss members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure Lumber Inc. stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -86 Quality Standard, DSB-89 Bracing Specification, (360) 757 -8500 TAT and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 757 -8758 Fax D'Onofrio Drive, Madison, WI 53719. n"<0UNrY"MS.LW- Job Truss Truss Type Qty Ply 6573 / CHURCH BY THE SIDE OF ROAD T2106573 T12 MONO TRUSS 1 1 members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure 1st LC LL Min Vdel = 240 Weight 156 lb stability during construction is the responsioility of the erector. For general guidance regarding fabrication, quality control, storage, delivery. erection, and bracing, consult OST -86 Quality Standard, DSB -89 Bracing Specification, BRACING tional rn County Truss, Inc., Burlington, WA 98233 0 4.201 SR1 s Nov 16 2000 Mt Industries, Inc Tue Nov 05 15:15.50 2002 Page 1 9.2 -2 1733 2545 334.15 41&8 9.2 -2 8-1 -2 8-1 -2 8410 8.1 -9 Scale= 1B1B 300 12 3411 3>B_ 10 9 8 7 34= 36= 34= 15;n 11 -2-6 21312 33415 41&8 112-6 10.16 12 -13 8-1-0 LOADING(psf) SPACING 2-0-0 TCLL 25.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC/ANSI95 LUMBER TOP CHORD 2 X 6 HF 165OF 1.5E BOT CHORD 2 X 4 DF 240OF 2.0E WEBS 2 X 4 SPF Sttxt/Std'Excepr 5-7 2 X 4 HF 166DF 1.5E REACTIONS(lb(size) 1= 138a05$ 7= 1 388 0 -5 8 Max Horz 1--295(bad case 4) CSI DEFL in (loc) Well PLATES GRIP TC 0.86 Vert(LL) -0.46 7-8 >862 M1120 185144 BC 0.82 Vert(TL) -0.94 7-8 X420 WB 0.81 Haz(fL) 0.09 7 n/a members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure 1st LC LL Min Vdel = 240 Weight 156 lb stability during construction is the responsioility of the erector. For general guidance regarding fabrication, quality control, storage, delivery. erection, and bracing, consult OST -86 Quality Standard, DSB -89 Bracing Specification, BRACING TO TOP CHORD Sheathed or 4-2-0 oc pur5is, except end verticals. (360) 757 -8500 BOT CHORD Rigid ceiling dredly applied or 1040 oc bracing. and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 WEBS 1 Brace at mito 6-7,5-7 FORCES(1b) - First Load Case Only TOP CHORD 1-Z—,3837,2-3=a453,34=3453,4-5--1908,5Z=0,6-7=260 BOT CHORD 1- 10=3705, 310=2558, 84=2568, 7- 8=1282 WEBS 2 -10=M, 4-1D =987, 43 =1018, 5 1109, 5-7 =1631 NOTES 1) This truss has been designed far the wind bads generated by 80 mph wilds at 25 It above ground level, using 7.0 psf top chord dead bad and 10.0 psf bottom chord dead bad, 100 mi from hurricarne ooeanlne, on an ocatpancy category I, condition I enclosed buidilg, of dimensions 60 ft by 38 It with exposure B ASCE 7-93 per UBCIANS195 If end verticals or cantilevers exist they are exposed to wild If porches exist; they, are not exposed to wind. The lumber DOL increase is 133, and the plate gip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord Eve bad nonconcurrent with array other We bads per Table No. 16-B, UBC-94. 3) This truss has been designed with ANSVTPI 1 -1995 aiteria. LOAD CASE(S) Standard EXPIRES 12-7- -2003 1. WARNING- Verify design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE oo dinytt (425) 488 -1818 This design is based only upon the parameters shown, and is for an individual building component to be installed and '140 (425) 488 -8773 Fax loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. The bracing requirements shown are for lateral stability of individual truss members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure Lumber Inc. stability during construction is the responsioility of the erector. For general guidance regarding fabrication, quality control, storage, delivery. erection, and bracing, consult OST -86 Quality Standard, DSB -89 Bracing Specification, TO (360) 757 -8500 and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 757 -8758 Fax D'Onofrio Drive, Madison, WI 53719. Talco mn,TI M.hw- Job cuss russ ype Qty Ply 6573 / CHURCH BY THE SIDE OF ROAD T2106573 T13 MCNO TRUSS 1 1 members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure 1 st LC LL Min Vdel = 240 Weight: 127 b stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality BRACING o fional) I'd -County Truss, Inc., Burlington, WA 98233 m 0 4.201 SRI s Nov 16 2000 MiTek Industries, Inc. Tue Nov 05 15:15:55 2002 Page 1 9.2 -2 1733 27 -11 -1 41$8 9.2 -2 8.12 10.7 -14 13.7 -7 scale = 1£8.8 30D 12 46 34= 36= 44= uD411 1125 , 21312 , 27 -11 -1 41-" 112-6 10.16 6-75 13-7 -7 LOADING(psf) SPACING 2-0-0 TCLL 25.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCU- 0.0 Rep Stress trncr YES BCDL 10.0 Code UBCANSI95 LUMBER TOP CHORD 2 X 6 HF 165OF 1.5E BOT CHORD 2 X 4 DF 240OF 20E WEBS 2 X 4 SPF StudlStd REACTIONS(lb/size) 1= 11571458, 6= 115705 -8 Max Hors 1= 2470bad case 4) CSI DEFL in (loc) Udefl PLATES GRIP TC 0.62 Vert(LL) -0.27 7 -9 X999 M1120 1851144 BC 0.75 Ver(TL) -0.57 7.9 >580 WB 0.87 Hcrz(TL) 0.06 6 Na members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure 1 st LC LL Min Vdel = 240 Weight: 127 b stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality BRACING TOP CHORD Sheadied or 4-9-15 oc purlins, except end vertcals. (360) 757 -8500 BOT CHCIRD Rigid ce&V dredly applied or 10-0.0 oc bracing. WEBS 1 Brace at midpt 5.6 FORCES(1b) - Fist Load Case Only TOP CHORD 12=2950, 2-37-2557, 34= 2557, 45 =919, 51r- -1092 BOT CHORD 1-9--M9,84=1671,7-8=1671.6-7=0 WEBS 2-9=-538,4-9=1010. 4.7 =1122, 5.7 =1319 NOTES 1) This truss has been designed for ft wind loads generated by 80 mph winds at 25 It above ground level, usng 7.0 psf top chord dead bad and 10.0 psf bottom dlord dead bad, 100 mi from hurricane oceardine, on an occupancy category I, condition I enclosed building, of dmensions 60 It by 38 ft with exposure B ASCE 7 -93 per UBCIANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lust r DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live bad noncariament with any other live bads per Table No. 16-B, UBC-94. 3) This truss has been designed with ANSVTPI 1 -1995 criteria. LOAD CASE(S) Standard EXPIRES 12 -72003 WARNING- Verify design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE. oodinvil (425) 488 -1818 This design is based only upon the parameters shown, and is for an individual building component to be installed and ���119 (425) 488 -8773 Fax loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. The bracing requirements shown are for lateral stability of individual truss members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure Lumber Inc. stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -86 Ouality Standard, DSB-89 Bracing Specification, (360) 757 -8500 TO HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 757 -8758 Fax D'Onofrio Drive, Madison, WI 53719. T -00M "'=;2 Jab Truss Truss Type Oty Ply 6573 1 CHURCH BY THE SIDE O ROAD T2106573 T14 MONO TRUSS 1 1 BCOL 10.0 Code UBCJANSI95 Weight: 98 b (360) 757 -8758 Fax D'Onofrio Drive, Madison, WI 53719. M (optional) Tn•Gounty Ines, Inc., Burlington, WA W233 0 4.201 SR1 s Nov 16 2000 MTek Industries, Inc. Tue Nov 05 15:15:59 2002 Page 1 9.2 -2 , 1733 , 22-54 , 9-2 -2 8.1 -2 5-2 -1 Scale =14.6 300 12 3411 34 = 36= 34= 112- , 22.64 1123 11214 LOADING(PSO SPACING 2-U TCLL 25.0 Plates Increase 1.15 TCOL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress trlcr YES BCOL 10.0 Code UBCJANSI95 LUMBER TOP CHORD 2 X 6 HF 165OF 1.5E BOT CHORD 2 X 4 OF 240OF 2.0E WEBS 2 X 4 SPF StudlStd RF-ACTIONS(blsbm) 1--Wf -5.8, 6-927058 Max Horz 1= 1990bad case 4) FORCES(lb) - Fust Load Case Only TOP CHORD 1-k--2064,2-3= -1663,34--1663,46=0,5-r>--168 BOT CHORD 1-8;--1993,7-8--777,6-7=T77 WEBS 2,565, 4-8--1045,4-6--1012 CSI DEFL in (loc) Vdefl PLATES GRIP TIC 0.39 V"LL) -0.34 6.8 >790 M1120 1851144 BC 0.77 Vert(TL) -0.68 6$ >388 members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure L WB 0.94 Haz(TL) 0.03 6 n1a control, storage, delivery, erection, and bracing, consult OST -86 Quality Standard, DSB -89 Bracing Specification, ( 1st LC LL Mir M = 240 Weight: 98 b BRACING TOP CHORD Sheathed or 5-9.11 oc ptu6is, except end verticals. BOT CHORD Rigid ceiling dmcdy appfied or 10-0-0 oc br-amV. NOTES 1) This truss has been designed for the wild loads generated by 80 mph winds at 25 ft above ground level, using 7.0 psf top chord dead bad and 10.0 psf bottom chard dead bad, 100 mil from hurricane ooeanl'ne, on an occupancy category I, condition I erdosed building, of dimensions 60 It by 38 it with exposure B ASCE 7 -93 per UBCJANSi95 9 end verticals or c anblevers exist, they are exposed to wind. If porches exist they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed br a 10.0 psf bottom shad live bad nonconament with any other live bads per Table No. 16.8. UBC -94. 3) This truss has been designed with ANSYTPI 1-1995 criteria. LOAD CASE(S) Standard EXPIRES 12-7-2003 WARNING- Verify design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE. o dinvy (425) 488 -1818 This design is based only upon the parameters shown, and is for an individual building component to be installed and $ oo d loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. The bracing requirements shown are for lateral stability of individual truss members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure L Lumber Inc. stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -86 Quality Standard, DSB -89 Bracing Specification, ( (360) 757 -8500 TCT and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 ( (360) 757 -8758 Fax D'Onofrio Drive, Madison, WI 53719. M M<OMTTrK•LW- Jab nuns Tnus Type Qty Ply SIDE OF ROAD T2106573 T15 MONO TRUSS I 1 1 16573 control, storage, delivery, erection, and bracing, consult OST -86 Quality Standard, DSB -89 Bracing Specification, 1st LC LL Min Well = 240 Weight 68 lb BRACING TOP CHORD Sheathed or 644 oc pur5is, except end verticals. o tionaq I rK:ounty I hiss, Inc, tlurington, vvA j3u: ::1 4201 6 K1 s Nov 16 Z= MI lek Indusfrte3, Inc. Tue Nov 05 15:16:06 2002 Page 1 9-2 -2 , 16 -11 -7 , 9.2 -2 7-9-5 Scale = 1:41.6 4x3 34 = 34 = , 11 -26 , 16.11 -7 LOADING(psf) SPACING ZU TCLL 25.0 Plates Increase 1.15 TCDL 7.0 Lumber increase 1.15 BCU- 0.0 Rep Stress tra YES BCOL 10.0 Code UBCIANS195 LUMBER TOP CHORD 2 X 6 HF 165OF 1.5E BOT CHORD 2 X 4 HF 165OF 1.5E WEBS 2 X 4 SPF Sllu l$ld REACTIONS(Ib1size) 1=6960-&8.4=6960-&8 Max Horz 1= 151(bad case 4) FORCES(lb) - First Load Case Only TOP CHORD 1 -2 =1178, 2775, 34 =•640 BOT CHORD 1-6--1138,44-=O WEBS 2565, 36-48 um II CSI DEFL in (loc) Udefl PLATES GRIP TC 0.44 Vert(LL) -0.30 1-6 >662 M1120 1851144 BC 0.86 Vert(iL) -0.61 1-6 >328 members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure WB 0.57 Horz(TL) 0.02 4 nla control, storage, delivery, erection, and bracing, consult OST -86 Quality Standard, DSB -89 Bracing Specification, 1st LC LL Min Well = 240 Weight 68 lb BRACING TOP CHORD Sheathed or 644 oc pur5is, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc tracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 7.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I. condition I enclosed building, of dimensions 60 ft by 38 ft with exposure B ASCE 7 -93 per UBC1ANSI95 If end verticals or cantilevers exist, they are exposed to wind. 9 porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord Ere bad nonconaurrent with arty other live bads per Table No. 16$, UBC -94. 3) This truss has been designed with AWVrPI 1 -1995 aiteria. LOAD CASE(S) Standard EXPIRES 127-2003 WARNING- Verify design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE o o di n vyt (425) 488 -1818 This design is based only upon the parameters shown, and is for an individual building component to be installed and $0 (425) 488 -8773 Fax loaded in the plane of the truss. Applicaoility of design parameters and proper incorporation of component is the �lN responsibility of the building designer. The bracing requirements shown are for lateral stability of individual truss members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure Lumber Inc. stability during construction is the responsibility of the erector. For general guidance regarding fabrication. quality control, storage, delivery, erection, and bracing, consult OST -86 Quality Standard, DSB -89 Bracing Specification, (360) 757 -8500 TCT and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 757 -8758 Fax D'Onofrio Drive, Madison, WI 53719. TM+«+"rirm•wr- . Job fuss nss Type Qty Ply 65731 CHURCH BY THE SIDE OF ROAD T2106573 T16 MONO TRUSS 1 1 I BCDL 10.0 Code UBCIANS195 Weight 46 b BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. bona fri- County Tess, Inc., Burlington, WA 98233 4.201 SR1 s Nov 16 2000 MTek Industries, Inc. Tue Nov 05 15:16:12 2002 Page 1 5&13 , 11610 , 5&13 5&13 Scale 127.8 3411 3 in = LOADING(Pso SPACING 2-0.0 TCLL 25.0 Plates Increase 1.15 TCOL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBCIANS195 LUMBER TOP CHORD 2 X 6 HF 165OF 1.5E BOT CHORD 2 X 4 HF No2 WEBS 2 X 4 SPF Stud/Std REACTIONS(btsme) 1= 41%0", 4=466t4541 Max Horz 1= 103(bad case 4) FORCES(b) - First Load Case Only TOP CHORD RD 12 -869, 23-0, 3A =179 BUT CHORD 1,--M 4- � WEBS 24 =866, 23=111 MU ';8 543-13 i 11510 , CSI DEFL in (bc) Well PLATES GRIP TC 0.15 Vert(LL) -0.04 45 >999 M1120 1851144 BC 0.42 VerM) -0.08 45 >999 WB 0.61 Horz(TL) 0.02 4 rVa members. The bracing design is the responsibility or the building designer. Additional temporary bracing to insure 1st LC LL Min Well = 240 Weight 46 b BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceifng dlredly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above gourd d level, using 7.0 psf top lord dead bad and 10.0 psf bottom chord dead bad, 100 mi from hurricane oceeNne, on an occupancy category I, conddion I enclosed building, of dimensions 60 It by 38 ft with exposure B ASCE 7 -93 per UBCIANS195 If end verticals or cantilevers exist they are exposed to wind. If porches exist they are root exposed to wild. The hunber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live bad noncanament with any other live bads per Table No. 16-8, UBC-94. 3) This truss has been designed with ANSV PI 1 -1995 criteria. LOAD CASE(S) Standard EXPIRES 12-7 -2003 WARNING- Verify design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE. oo dinvyt (425) 488.1818 This design is based only upon the parameters shown, and is for an individual building component to be installed and .y3 1 e (425) 488 -8773 Fax loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. The bracing requirements shown are for lateral stability of individual truss members. The bracing design is the responsibility or the building designer. Additional temporary bracing to insure Lumber Inc. stability during construction is the responsibility of the erector. For general guidance regarding fabrication. quality control, storage, delivery, erection, and bracing, consult OST -86 Quality Standard, DSB -89 Bracing Specification, (360) 757- 8500 T�T and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 757 -8758 Fax D'Onofrio Drive, Madison, WI 53719. rxrcaw 1111m,wc , Job runs fuss Qty PlY 65731 CHURCH BY THE SIDE OF ROAD T2106573 T16A MONO TRUSS 1 I 1 members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure 1st LC LL Min Vdefl = 240 Weight 20 lb BRACING TOP CHORD Sheathed or 100-0 oc ptrfns, except end verticals. (optionaD rd -County Truss, Inc., Burlington, WA 98233 4.201 SR1 s Nov 16 2000 MTek Industries, Inc. Tue Nov 05 15:16:17 2002 Page —1 5.11 -13 5.11 -13 3411 am � 2 LOADING(psf) SPACING 2-0-0 TCLL 25.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBCIANS195 LUMBER TOP CHORD 2 X 6 HF 165OF 1.5E BOT CHORD 2 X 4 HF NO2 WEBS 2 X 4 SPF Stu dISId REACTIONS(b/size) 1--2360". 3=2360-5-8 Max Horz 1=55(loed rase 4) FORCES(b) - First Load Case Only TOP CHORD 12-0, 23=180 BOT CHORD 13-0 5.11 -13 CSI DEFL in (bc) Well PLATES GRIP TC 0.17 Vert(U) -0.03 13 >999 M1120 1851144 BC 0.31 VagR) -0.07 13 >999 WB 0.00 Horz(TL) 0.00 3 n/a members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure 1st LC LL Min Vdefl = 240 Weight 20 lb BRACING TOP CHORD Sheathed or 100-0 oc ptrfns, except end verticals. BOT CHORD Rigid ceiling dredty applied or 1040 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level. Ming 7.0 psf top chord dead bad and 10.0 psf bottom chord dead bad, 100 mi from hurricane oceanfne, on an ooarparxy category I, condition I enclosed building, of dimensions. 60 It by 38 ft with exposure B ASCE 7 -93 per UBC/ANSI95 if end vertcals or cantilevers exist; they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This teas has been designed for a 10.0 psf botom chord We bad nonoataurrent with any other five bads per Table No. 16-B, UBC-94. 3) This truss has been designed wilh ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard Scale = 1:15.0 EXPIRES 12-7-2003 WARNING- Verily design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE. oodin l,. l (425) 488 -1818 This design is based only upon the parameters shown, and is for an individual building component to be installed and .� t N (425) 488-8773 Fax loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the 4010 responsibility of the budding designer. The bracing requirements shown are for lateral stability of individual truss members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure Lumber Inc. stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST-86 Quality Standard, DSB -89 Bracing Specification, (360) 757 -8500 TCT and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 757 -8758 Fax D'Onofrio Drive, Madison, WI 53719. TWCOUMY TIMM, Wr Job Truss Trins Type Qty Ply 6573 / URCH BY THE SIDE OF ROAD T2106573 T18 MONO TRUSS 22 1 I M1120 1851144 TCOL 7.0 Lumber Increase 1.15 and HIB-98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 BC 0.65 Ver1(TL) - 1.101012 >391 o tional) r>- County Truss, Inc., Burlington, WA 98233 5d2 = 4.201 SR1 s Nov i6 2000 MI ek Industries, Inc ue Nov 05 15:23:23 2002 Page 1 7-5-2 14&11 218-5 2BJ3-14 36,3-0 7b2 7 -1 -10 7 -1 -10 7 -1 -10 7-5-2 Scab 1E27 46= 4d_ 46= 15411 4 5 032 12 46 = 6 56= 7 14 13 12 11 10 9 8 4x411 4d2= 36= 8d2MI1HV0= 410= 4d0= 3411 , 7-5.2 146.11 21$5 2811.14 3&M 7-&2 7 -1 -10 7 -1 -10 7 -1 -10 7fr2 LOADING(psf) SPACING 2-0-0 This design is based only upon the parameters shown, and is for an individual building component to be installed and CSI DEFL in (loc) I /deft PLATES GRIP TCLL 25.0 Plates Increase 1.15 members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure TIC 0.94 Vert(LL) -0.651012 X665 M1120 1851144 TCOL 7.0 Lumber Increase 1.15 and HIB-98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 BC 0.65 Ver1(TL) - 1.101012 >391 MII20H 169146 BCLL 0.0 P-ep 'Stress Incr YES WB 0.96 Horz(TL) 0.13 8 Na BCDL 10.0 Code UBCIANS195 (Matra) 1st LC LL Min lVetl = 240 Weight 180 lb LUMBER BRACING TOP CHORD 2 X 6 DF 2400F 2.0E TOP CHORD Sheathed or 3-9.3 oc purfns, except end verticals. BOT CHORD 2 X 4 DF 240OF 2.0E BUT CHORD Rigid oeik g dredly apprred or 10-0-0 oc bracing. WEBS 2 X 4 HF NO2 'Except' 2 -13 2 X 4 SPF ShrdcStd, 3-12 2 X 4 SPF StrX GW 3-10 2 X 4 SPF StudlSI d, 5.10 2 X 4 SPF StudlStd 6-9 2 X 4 SPF Stud/S1d REACTIONS(btsize) 14-- 151[1458, 8=151(145.8 Max Horz 14-94(bW case 4) FORCES(Ib) - First Load Case Only TOP CHORD 1 -14 =1406, 1 -2 -4824, 2 , a4=6016, 48 =6008, 5G=- 6017, 6-7 757, 74�-- 1422 BOT CHORD 13-14=377,12-13=4815, 11-12 532, 1011 , 9-10=3750,8-9=M WEBS 1-13=4548.2-1,17—M, 2 -12= 1772, 3-12= 292, 3-10 =- 543, 5-10= 463, 6-11)=2383,6-9-1154,7-9=3825 NOTES 1) This truss has been designed for the wind bads generated by 80 mph wilds at 25 It above ground level, using 7.0 psf top chord dead bad and 10.0 psf bottom chord dead bad, 100 mi from hurricane ooearnlne, an an occupancy category I, condition I enclosed building, of dimensions 60 It by 38 It with exposure B ASCE 7 -93 per UBC/ANSI95 K end verticals or cantilevers exist, they are exposed to wind. tt porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) AO plates are M1120 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live bad noncormirent with any other five bads per Table No. 16-B, UBC -94. 4) This truss has been designed with ANSVM 1 -1995 criteria. LOAD CASE(S) Standard EXPIRES 12-7 -2003 WARNING- Verify design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE. (425) 488 -1818 This design is based only upon the parameters shown, and is for an individual building component to be installed and 40 (425) 40 re (425) 488 -8773 Fax loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. The bracing requirements shown are for lateral stability of individual truss members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure Lumber Inc. stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST-86 Quality Standard, DSB -89 Bracing Specification, -85 00 (360) 757 -85 �T and HIB-98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 75757 Fax D'Onofrio Drive, Madison, WI 53719. mi-com 'Tam.. Job nus nss ype Qty Ply 6573 CHU B SID 0 ROAD 72106573 T19 MONO TRUSS 1 1 Lumber Increase 1.15 BC 0.65 Ved(M) - 1.1010.12 >391 MII20H 165(146 BCLL 0.0 Rep Stress Ira YES (optional) fri County Tnrss, Inc., Burlington, WA 98233 4.201 SR1 s Nov 16 2000 Welk Industries, Inc. Tue Nov 05 15:23:35 2002 Page 1 7S2 14&11 214}5 28-114 3630 75.2 7- 140 7 -1 -10 7 -1 -10 7S2 Scab =1,627 46= 44 = - 15411 A 5 032 12 46 = 6 56= 7 14 13 12 11 10 9 8 4411 4d2= 36= W2M[ZHM= 4do= 4do= 3411 7S2 146-11 2143 -5 28&14 3630 7S2 7 -1 -10 7 -1 -10 7 -1 -10 7.52 LOADING(Ps�il SPACING 2-H CSI DEFL in (loc) Well PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.94 Vat(LL) -0.6510.12 >655 M1120 185/144 TCOL 7.0 Lumber Increase 1.15 BC 0.65 Ved(M) - 1.1010.12 >391 MII20H 165(146 BCLL 0.0 Rep Stress Ira YES WB 0.96 HaAn) 0.13 8 n/a (360) 757 -8500 BCDL 10.0 Code UBC/ANS(95 (Mahbc) 1st LC LL Min Well = 240 Weight 180 b LUMBER BRACING TOP CHORD 2 X 6 OF 240OF 20E TOP CHORD Sheathed or 3.9.3 oc purfns, except end verticals. BC IT CHORD 2 X 4 DF 240OF ZOE BOT CHORD Rgid cetitg dmctly applied or 10-0-0 oc bracng. WEBS 2 X 4 HF No2 - ExcepP 2 -13 2 X 4 SPF Stud/Std, 3.12 2 X 4 SPF Sk dtStd 3.10 2 X 4 SPF Stud/Std, 5-10 2 X 4 SPF Stu:M 6.9 2 X 4 SPF StudlStd REACTIONS(bisize) 14--1510/0-5-8.8=151W-&8 Max Horz 14- -94(loed case 4) FORCES(b) - First Load Case Only TOP CHORD 1 -14 =1406, 1 -2 -4824, 23— 539, 34=6016, 4Z=6M, 56-6017,15-7=3757,7-8=4422 BOT CHORD 13-14=377.12-13=4815,11-12=653Z 10-11=653Z 9-10=3750,8-9=146 WEBS 1-13=4548,2-13=-887.2-12--177Z 3- 12 -29z 3- 10=-M, 5.10 =463, 6-10 =2383, 68=-1154, 7- 9=3825 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 7.0 psf tap chord dead bad and 10.0 psf bottom chord dead bad, 100 mi from htuticane oceanrne, on an occupancy category I, condition I enclosed building, of dimensions 60 It by 38 ft with exposure B ASCE 7 -93 per UBCIANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The Lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) AY plates are M1120 plates unless otherwise indicated. 3) This taus has been designed for a 10.0 psf bottom chord We bad noncoricurrent with any other five bads per Table No. 16-B, UBC -94. 4) This truss has been designed with ANSVrPl 1 -1995 criteria. LOAD CASE(S) Standard EXPIRES 12-7- -2003 WARNING- Verify design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE. o o di n-,i 1 211 (425) 488 -1818 This design is based only upon the parameters shown, and is for an individual building component to be installed and '14 (425) 488 -8773 Fax loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. The bracing requirements shown are for lateral stability of individual truss members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure Lumber Inc. stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -86 Quality Standard, DSB -89 Bracing Specification. (360) 757 -8500 TC� and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 757 -8758 Fax D'Onofrio Drive, Madison, WI 53719. TRKOLwry Twins, ING Job ntss rtss ype Qty Ply 6573 1 CHURCH BY THE SIDE OF ROAD 72106573 T20 MONO TRUSS 1 1 Lumber Increase 1.15 BC 0.95 Ve1(TL) -0.8412 -13 >443 MII20H 139(111 BCLL 0.0 Rep Stress Ina YES tiona r}County Truss, Inc., Burlington, A 98233 4201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue W-0515:57-43 15:24:43 2002 Page 1 7.52 14&11 2155 28914 3132 3630 75.2 7 -1 -10 7 -1 -10 7 -1 -10 254 4.11 -14 03Z 4B = 510= 38= 3 4 5 46= 46= 6 7 14 13 12 11 10 9 8 Seri = 5c12 = 4(10= 3d2 Mf20-1= 48= 4,6= 15411 75.2 14611 2155 1 28914 3132 3630 LOADING(psfl SPACING 2-00 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.83 Vergl -L) -0.4912 -13 >754 M1120 185(144 TCDL 7.0 Lumber Increase 1.15 BC 0.95 Ve1(TL) -0.8412 -13 >443 MII20H 139(111 BCLL 0.0 Rep Stress Ina YES WB 0.80 Harz(TL) 0.11 8 n/a (360) 757 -8500 BCDL 10.0 Code UBCIANS195 (Ma*) 1st LC LL Min Well = 240 Weight 141 Ito LUMBER BRACING TOP CHORD 2 X 6 HF 165OF 1.5E TOP CHORD Sheathed or 3&3 oc punts, except end verticals. BOT CHORD 2 X 4 HF 165OF 1.5E 'Except BOT CHORD Rigid ce&V dm* applied or 10-0-0 oc bracng. 8-112 X4 HF No2 WEBS 2 X 4 SPF SludlStd -ExwW 1 -14 2 X 4 HF No2,1 -13 2 X 4 HF No2, 6-10 2 X 4 HF No2 7- 92X4HFNo2 REACTIONS(lb/s¢e) 14= 130110,5.8, 8= 130110,58 Max Horz 14- -90(bad case 4) FORCES(Ib) - First Load Case Ordy TOP CHORD 1 -14 =1205, 1 -2- 026, 23= 5093, 34 =5095, 4-5=%9 85, 54=3964,6-7=1298,7-8=-1303 BOT CHORD 13- 14= 325,12 -13 =4017, 11- 12-3957,10-11=3957.9-10=1293,849--19 WEBS 11-113=3783,2-13=711Z 2- 1x1104, 312-- 472, 5.12 =1182 5-10--755,6-10=M10, 6-9=1243,7-9=186B NOTES 1) This lrtss has been designed for the wind loads generated by 80 no winds at 25 It above ground level, using 7.0 psf top chord dead bad and 10.0 psf bottom chord dead load, 100 mil from hurricane oomnlne, on an ocotrpanxy category I, condition I enclosed building, of dimensions 60 ft by 38 ft with exposure B ASCE 7 -93 per UBCIANS195 K end verticals or cantilevers exist, they are exposed to wind If pordles exist, they are not exposed to wind. The Wtw DOL increase is 1.33, and the plate grip increase is 1.33 2) AE plates are M1120 plates unless otwwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord We bad norloornn mernt with arty of her live bads per Table No. 16-8, UBC -94. 4) This inns has been designed WM ANSnPI 1-19% aiteria. LOAD CASE(S) Standard Scale= 1:78,0 EXPIRES 12"7 -2003 WARNING- Verify design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE (425) 488 -1818 This design is based only upon the parameters shown, and Is for an individual building component to be installed and '140 4R '140 4R (425) 488 -8773 Fax loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. The bracing requirements shown are for lateral stability of individual truss members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure Lumber Inc. stability during construction is the resoonsioility of the erector. For general guidance regarding fabrication, quality control, storage, delivery. erection, and bracing, consult OST -86 Quality Standard, DSB -89 Bracing Specification, (360) 757 -8500 T�T and HIS-98 Handling installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 757 -8758 Fax D'Onofrio Drive, Madison. WI 53719. rRKOLW^"d1SILO1C v Job cuss rtes Type Qty Ply 65731 CHURCH BY THE SIDE OF ROAD T2106573 T21 MONO TRUSS 1 1 Lumber Increase 1.15 BC 0.78 Vert(M) -0.5110 -11 X600 BCU- 0.0 Rep Strew Incr YES (optional) ri-County rtss,,lnc., Burlington, WA 98233 4.201 SR1 s Nov 16 2000 Mt ek Industries, Inc ue Nov OS 15:24:47 2002 Page 1 7$2 146-11 , _ _ 21 -&5 ' -- - 25-9-5 , 3630 7S2 7 -1 -10 7 -1 -10 4-1-0 10611 Scale: 3i16 =1' 0.32 12 1s%o 11 1 3 4 5 6 12 11 10 9 8 7 3X4 11 58= 46= 36= 36= lsws 11 7S2 146-11 _,_ 2155_ , 2585 , 3630 752 7 -1 -10 1-1 -10 4-1-0 10611 LOADING(Psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.73 Vert(LL) -02910 -11 X999 M1120 1851144 TCOL 7.0 Lumber Increase 1.15 BC 0.78 Vert(M) -0.5110 -11 X600 BCU- 0.0 Rep Strew Incr YES WB 0.61 Horz(R) 0.06 7 n/a (360) 757 -8500 BCOL 10.0 Code. UBCANSI95 (Matrix) 1st LC LL Mn Vdefl = 240 Weight 116 b LUMBER BRACING TOP CHORD 2 X 6 HF 165OF 1.5E TOP CHORD Sheathed or 4-7-6 oc puriins, except end ver6rals. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 104W oc bracing. WEBS 2 X 4 SPF Stud/Std'ExcepY 1 -12 2 X 4 HF NmZ 1-112 X 4 HF ND2, 5,10 2 X 4 HF No2 682X4HFNo2 REACTIONS(lb/size) 12=10740.55, 7= 1074058 Max Horz 12- -85(bad lase 4) FORCES(tb) - First Load Case Only TOP CHORD 1 -12- 980,1 -2 -3129, 23=3A66, 3-0= 3454, 4ti- 4 , 46 =1731, 6-7 =1036 BOT CHORD 11- 1284, 1(1.11= 3121, 9-10=1777,8-9=17Z7.7-&=1V WEBS 1 -11 =2907, 2 -11 =514, 2 -10 49, 4-10 =470, 5-10 =1813, 54 877, 68--11958 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 it above ground level, using 7.0 psf top chord dead bad and 10.0 psf bottom chord dead bad, 100 mi from hurricane oxaanline, on an occupancy category I, condition I enclosed bulldog, of dimensions 60 It by 38 It with exposure B ASCE 7 -93 per UBCIANS195 If end verticals or cantilevers exist, t11ey are exposed to wind. If porches exist they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom dxxd We bad nonconcurrent with any other Eve bads per Table No. 16-B, UBC -94. 3) This truss has been designed with ANSV PI 1-1995 criteria. LOAD CASE(S) Standard EXPIRES 12-7 -2003 WARNING- Verify design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE. oodin-vj 1 (425) 488 -1818 This design is based only upon the parameters shown, and is for an individual building component to be installed and fl� (425) 488 -8773 Fax loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the �l� responsibility of the building designer. The bracing requirements shown are for lateral stability of individual truss members. The bracing design is the responsibility Of the building designer. Additional temporary bracing to insure Lumber Inc. stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality control, storage, delivery. erection, and bracing, consult OST -86 Quality Standard, OSB-89 Bracing Specification, (360) 757 -8500 TO and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 757 -8758 Fax W D'Onofrio Drive. Madison, WI 53719. MW-OLNrr>xuu Job Tniss Tn Type 111, Ply 6573/0-11-IRCHBYTHESIDEO ROAD T2106573 T22 MCNO TRUSS 1 1 PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.16 7-9 >999 (o tional) n County Tam, Inc., Burlington, WA 98233 4.201 SR1 s Nov 16 2000 MI ek Industries, Inc ue Nov 0515:24:54 2002 Page 1 7S2 , 14 6-11 , _ 20,M , 7$2 7 -1 -10 5&13 0.32 12 1-'WA 11 46 4r6= 34 — 2 3 4 4�6 = 5 10 9 8 7 6 3411 36= 36 = 4x10 = 34411 Scale = 1:50.0 7b2 oo dinvjl 14611 20,35 , 7$2 44 l N 7 -1 -10 5&13 LOADING(PSO SPACING 2-0-0 CSI DEFL in (loc) Well PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.16 7-9 >999 M1120 185/144 TCDL 7.0 Lumber Increase 1.15 TO BC 0.59 Vat(TL) -029 7-9 X835 BCLL 0.0 Rep Stress Irxr YES TMK0LrXrWM.;W WB 0.49 Horz(TL) 0.03 6 Na BCOL 10.0 Code UBCIANSI95 (Matra) 1st LC LL Min Vdeff = 240 Weight 91 lb LUMBER BRACING TOP CHORD 2 X 6 HF 165OF 1.5E TOP CHORD Sheathed or 5-9-13 oc purfns, except end verticals. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling dmedfy applied or 10.0-0 oc bracing. WEBS 2 X 4 SPF SkKVStd SoW 1 -10 2 X 4 HF No2,1 -9 2 X 4 HF No2, 5-7 2 X 4 HF No2 REACTIONS(IWsize) 10=840455, 6 401455 Max Harz 10=8000ad rase 4) FORCES(lb) - First Load Case Only TOP CHORD 1-10= 755,1-2--2243,2-3--1814,3-4--180Z 4Z--1813,5-6--783 PCTT CHORD 9- 10=246, &9=2235 743 - X235.6 -7 =79 WEBS 1-9 =2038, 2-9-316,2-7=44Z 4-7=431,5-7=1853 NOTES 1) This truss has been designed for the wind beds generated by 80 mph wilds at 25 ft above ground level, using 7.0 psf top chord dead bad and 10.0 psf bottom chord dead bad, 100 mi from hurricane ocear>fne, on an ocwpancy category I, condition I enclosed bukli g, of dimensions 60 ft by 38 ft with exposure B ASCE 7 -93 per UBCJANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lurrdxw DOL inane is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord five bad nonoono urent with any other M bads per Table No. 16-8, UBC -94. 3) This truss has been designed with ANSVM 1-1995 criteria. LOAD CASE(S) Standard EXPIRES 12-7 -2403 WARNING- Verify design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE. oo dinvjl (425) 488 -1818 This design is based only upon the parameters shown, and is for an individual building component to be installed and 44 l N (425) 488 -8773 Fax loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the �W responsibility of the building designer. The bracing requirements shown are for lateral stability of individual truss members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure Lumber Inc. stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality control, storage, delivery. erection, and bracing, consult OST -86 Quality Standard, DSB -89 Bracing Specification, -85 (360) 757 -8500 TO and HIS -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 75757 Fax D'Onofrfo Drive, Madison, WI 53719. TMK0LrXrWM.;W • Job Truss Trit iss Type Qty Ply 6573 / CHURCH BY THE SIDE OF ROAD T2106573 T23 MONO TRUSS 1 1 Lumber Increase 1.15 BC 029 Vaal) -0.13 4-5 >999 BCLL 0.0 Rep Stress Incr YES (optional) Fri -County Tftiss, Inc., Burlington, WA 98233 4201 SR1 s Nov 16 2000 MnTek Industries, Inc. Tue Nov 05 15:25:00 2002 Page 1 -46= 7 -5-2 14-311 7 -5.2 7-4-9 032 12 15411 2 46= 3 3411 4x12= 3411 r 7�2 i 14411 , 7-5-2 7-" LOADING(Psf) SPACING 2-H CSI DEFL in (bc) Vdefl PLATES TCLL 25.0 Plates Increase 1.15 TC 0.53 Vert(U) -0.07 5 >999 M1120 TCDL 7.0 Lumber Increase 1.15 BC 029 Vaal) -0.13 4-5 >999 BCLL 0.0 Rep Stress Incr YES WB 0.75 Fbz(TL) 0.00 4 n/a (360) 757 -8500 BCDL 10.0 Code UBCIANS195 (Mabtx) 1st LC LL Min Well = 240 Weight 66 b LUMBER TOP CHORD 2 X 6 HF 165OF 1.5E BOT CHORD 2 X 4 HF No2 WEBS 2 X 4 SPF StudlStd TAxpr 1-6 2X4HFNo2,3-4 2X4HFNo2 REACTIONS(btsize) 6=610/0-5-8,4=610/0-5-8 Marc Haz 6=74(bad case 4) FORCES(b) - First Load Case Only TOP CHORD 15 =527, 1-Z-11357,2-3-11357,34=528 BOT CHORD 5-6--213,4-5--158 WEBS t-5--1165,2-5=461,36--1237 GRIP 185(144 BRACING TOP CHORD Sheathed or 640 oc purfins, except end verticals. BCR CHORD Rigid ceiling dim* appfted or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind bads generated by 80 mph winds at 25 It above ground level, using 7.0 psf tap chord dead bad and 10.0 psf bottom chord dead bad, 100 n i from hunicane oceanl'ne, on an occupancy category I, condition I enclosed building, of dimensions 60 It by 38 ft with exposure B ASCE 7 -93 per UBCIANS195 If end verticals or cantilevers exist, they are expired to wind If porches exist they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom dxxd We bad nonconaurent with any other five bads per Table No. 16-B, UBC -94. 3) This truss has been designed with ANSVTPI 1 -1995 aiteria. LOAD CASE(S) Standard Scale= 1353 EXPIRES 12-7 -2003 WARNING- Verify design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE oo dln�j t (425) 488 -1818 This design is based only upon the parameters shown, and is for an individual budding component to be installed and 40 (425) 488 -8773 Fax loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the �le IV responsibility of the building designer. The bracing requirements shown are for lateral stability of individuai truss members. The bracing design is the responsibility of the building designer. Additional temporary bracing io insure Lumber Inc. stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult OST -86 Quality Standard, DSB -89 Bracing Specification, (360) 757 -8500 T�T and HIB -98 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 757 -8758 Fax D'Onotrio Drive, Madison, WI 53719. MKMMY rRW5.; c E Job Truss Truss ype Qty Ply 65731 CHURCH BY SIDE OF ROAD T2106573 T24 MONO TRUSS 1 1 BOT CHORD 2 X 4 HF No2 members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure BOT CHORD Rigid ceiling directly applied or 1044 oc bracing. WEBS 2 X 4 HF No2 - Excepr stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality (optional) Trt county I runs, Inc., Burlington, WA 95233 3� 11 4201 5R1 s Nov 16 2000 MTek Industries, Inc. Tue Nov 05 15:25:12 2002 Page 1 9314 , 9314 0.32 12 4)6= 2 3® = 34= 9314 , 93.14 LOADING(PSO TCLL 25.0 TCOL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-00 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Irxr YES Code UBCANSI95 CSI IC 0.71 BC 0.42 WB 0.05 (Matra) DEFL in (loc) Vdefl Vert(LL) -0.12 34 >879 Vert(M) -024 34 >454 Hcr4M) 0.00 3 n/a 1st LC LL Mn Well = 240 PLATES GRIP M1120 185(144 Weight 41 b LUMBER loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the BRACING TOP CHORD 2 X 6 FIF 165OF 1.5E responsibility of the building designer. The bracing requirements shown are for lateral stability of individual truss TOP CHORD Sheathed or 6-0-0 oc purfns, except end verticals. BOT CHORD 2 X 4 HF No2 members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure BOT CHORD Rigid ceiling directly applied or 1044 oc bracing. WEBS 2 X 4 HF No2 - Excepr stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality 2-4 2 X 4 SPF StudlSld control, storage, delivery. erection, and bracing, consult OST -86 Quality Standard, DSB -89 Bracing Specification, Handling (360) 757 -8500 REACTIONS(lb/s¢e) 4--37W". 3--379M-5-8 and HIB -98 Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 757 -8758 Fax Max Fbrz 4=69(k)ad case 4) D'Onofrio Drive, Madison, WI 53719, FORCES(1b) - First Load Case Only TOP CHORD 1-4=298, 1- 2=279, 2 289 BCT CHORD 34--= WEBS 2 -4=45 NOTES 1) This taus has been designed far the wind loads generated by 80 mph winds at 25 ft above ground level, using 7.0 psf top chord dead load and 10.0 psf bottom chord dead load, 100 mi from hurricane oceanline. on an occupancy category I, condition I enclosed building, of dimensions 60 It by 38 ft with exposure B ASCE 7 -93 per UBCJANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This thus has been designed for a 10.0 psf bottom chord five bad noricaricurrent with any other five loads per Table No. 16-B, UBC -94. 3) This thus has been designed with ANSV PI 1-1995 criteria. LOAD CASE(S) Standard Scale- =1226 EXPIRES 12-7-2003 WARNING- Verify design parameters and READ NOTES ON THIS AND COVER PAGE BEFORE USE. oodinl.jt (425) 488 -1818 This design is based only upon the parameters shown, and is for an individual budding component to be installed and .y4��1� (425) 488 -8773 Fax loaded in the plane of the truss. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. The bracing requirements shown are for lateral stability of individual truss members. The bracing design is the responsibility of the building designer. Additional temporary bracing to insure Lumber Inc. stability during construction is the responsibility of the erector. For general guidance regarding fabrication, quality control, storage, delivery. erection, and bracing, consult OST -86 Quality Standard, DSB -89 Bracing Specification, Handling (360) 757 -8500 TCT and HIB -98 Installing and Bracing Recommendation available from Truss Plate Institute, 583 (360) 757 -8758 Fax D'Onofrio Drive, Madison, WI 53719, ra+couarratts.wc. ORDER ORDER #: T2106573 Z CHURCH BY THE SIDE OF RD TRI- COUNTY TRUSS (360) 757 - 8500 ORDER DATE: 10/25/02 1 - 800 - 523 - 3847 Fax: (360) 757 •8758 QUOTE #: Q2106573 Roof Trusses PAG E 3 DELIVERY CUSTOMER ACCT# HANSEL DATE CUSTOMER PO# AR STATUS YES 11/07/02 3193 LABOR UNITS BID DATE: 10/23/02 CONTACT FOR DESIGN INFORMATION: Dennis SALES REP: EARL FOR SCHEDULE INFORMATIONT8n11 PROFILE ID QTY BASE SPAN MOD. SPAN PITCH LUMBER OVERHANG TOP BOT TOP BOT LEFT RIGHT CANTILEVER STUB PLY LEFT RIGHT LEFT RIGHT T18 22 36 -03 -00 36 -03 -00 0.32 0.00 2 X 4 2 X 4 T19 1 36 -03 -00 36 -03 -00 0.32 0.00 2X4 2 X 4 T24 1 1 1 36 -03 -00 1 09 -03 -14 T20 1 36 -03 -00 31 -03 -02 0.32 0.00 2 X 4 2 X 4 26-1 04 -11 -14 T21 1 36 -03 -00 25 -09 -05 0.32 0.00 2 X 4 2 X 4 10 -05 11 1 72 1 1 1 36 -03 -00 1 20 -03 -081 0.32 1 0.00 1 2 X 4 1 2 X 4 1 1 1 I I 1 15-1 End Jacks, Valley Rafters and other Items QTY ITEM TYPE SIZE NOTES 5 1 Hangers MSSH217L (LEFT) USE 10d Common Nails (by others) T20, 51 Hangers THD28 (HUS28) USE 16d COMMON NAILS (by others) OA Trn RECEIVED BY: X AUTHORIZED SIGNATURE FOR HANSEL CONSTRUCTION DATE HANSEL CONSTRUCTION CHURCH BY THE SIDE OF F T23 1 1 36 -03 -00 1 14 -09 -11 0.32 1 0.00 1 2 X a 1 2 X 4 1 21 -C T24 1 1 1 36 -03 -00 1 09 -03 -14 0.32 1 0.00 1 2 X 4 1 2 X 4 26-1 End Jacks, Valley Rafters and other Items QTY ITEM TYPE SIZE NOTES 5 1 Hangers MSSH217L (LEFT) USE 10d Common Nails (by others) T20, 51 Hangers THD28 (HUS28) USE 16d COMMON NAILS (by others) OA Trn RECEIVED BY: X AUTHORIZED SIGNATURE FOR HANSEL CONSTRUCTION DATE HANSEL CONSTRUCTION CHURCH BY THE SIDE OF F m jo on Ouc pe CONSULTING ENGINEER 12202 PACIFIC AVE, S. • TACOMA, WA 98444 • (253) 537-8128 • FAX 531-1285 "TgT-12e.orm ;-:. Ljl a,-,,, SHEET NO. BY:� DA T 17m 02 FB,NO. Cad I � 4 c(-l',�-c44,r-D V 10 ol �� 11/2J42002 09:49. 2062416840 CBSR lop PAGE 01 N Church By the Side of the Road P.O. Box 68545 Seattle, Washington 98168 Ph: 206 - 243 -5024 Fax: 206 - 241 -6840 FAX COVER SHEET ,A►TTENTION: Ken Nelson FROM: Russ Nuss r Date Sent: 11/26/2002 Number of pages including cover sheet: 3 Comments: Hello Ken, RECEIVED NOV ` 6 2002 COMMUNITY DEVELOPMENT Attached is two separate examples for providing two hour separation on the parapet wall above the sanctuary roof. Could you review and give comment. In addition, I checked with the fire department regarding our re- roofing the existing CE build- ing. They required the complete removal of the roof and underlayment. Thereby exposing the ceiling joists and insulation. We have consulted the structural engineer regarding the integrity of the building once we removed the roof and he assured us that we will be. able to maintain its integrity. If you could give me a line by line requirement of what you need from the structural engineer to allow us to proceed with the re -roof of our CE building that would be helpful. I will give you a call. Russ Nuss rcO(= � �� mc ( \Peek, `, sr-ope- 0"� terL des, w Cjve.4 SA4:", d4t) 1055 64 "�c 5 "�" 0. Co k^i -p 11 c .�,f erma } a-t_, wlt is Fe L, c, 4_a, % �*t e4e . 11/12[72002 1 09:49 2062416840 I L, CBSR PAGE 02 r' ,J ,r' 11/2,&2002 09:49 2062416840 li .......... ��... rs re^+ f�+. r�wv ..�Rr+w..✓�w�M�+►��/f.w.nn.. ..� : � 1.1; l CBSR PAGE 03 .� . � � 2 Sul S J1 1 ��Y f 08/19/2002 00:12 2062416840 CBSR RECEIVED AUG 19 2002 Church By the Side. of the Road FAX Box 68545 Seattle, Washington 98168 Ph: 206- 243 -5024 Fax: 206 -241 -6840 ATTENTION: Bob Benedicto PAGE 01 COVEMvo'EL IS�IEET Date Sent: 8/19/2002 Number of vages including cover sheet:, 2 FROM: Russ Nuss Remarks /Comments: Conceptual Exiting Plan l ey Qjworrpf 0 08/19/2002 00:12 2062416840 CBSR PAGE 02 ,lie A so ` 4 OL 3 r4 �i it jo / . L � 1 r 2 � a ti / 3 g�. 9 4 o- / h .r � 2 Z �J � iAt• ant - !I /., _ 4S � f ta'�• i� c J`_ _ �� if' cod,, VIL) i F��w 1-6m, C- 1,5S1AcsJ doer assevv%Vy c* i" ', I'll - . - 6,6, G 'tom V ,fv\ w� is r' n i • m • r' V►etT EjvtDVG Ey,.boolZ ��PC.E �� p,��� prppl�YED IS�V�ib�N � G r i i 1 � r+ a '(b PkU 144 ItiY COL, G 0 jonon ouc Dr_ �.. CONSULTING ENGINEER 12202 PACIFIC AVE. S. • TACOMA, WA 98444 • (253) 537 -8128 • FAX 531 -1285 PROJECT. Ooh 64 i44 SHEET NO. �v BY: DAT JOB N0. 11 2 02 -?,-7-7(,:= u Owner: Job 7i-7 7 Co Site Address: 3q�: 1 s I`d @f* 6r 1.0 General I utwi (.4 1.10 Construction Notes. The Contractor shall verify and coordinate the dimensions among all drawings prior to proceeding with any wurk or fabrication. The Contractor is responsible for all erection bracing, formwork and temporary construction shoring. 1.20 Codes. All methods, materials and workmanship shall conform to the 1997 Uniform Building Code (UBC) as amended and adopted by the local building authority. All reference to other codes and standards, (ACI, ASTM, etc.,), shall be for the latest or most current edition available. 1.30 Design criteria. Uniform loads: Loads Live load Dead load Roof ( 25 psf* 15 psf Floors ( psf 10 psf *15% increase in stresse for wood framing allowed for snow live load (UBC 2316.6 table 2.3.2) Lateral loads *: Wind (UBC 1615) Basic wind speed: 80 MPH Exposure: B Importance factor: 1.0 Seismic (UBC 1626): Zone: III Importance factor: 1.0 *allow 33 -1/3% stress increase for loads from wind or seismic origin (UBC 2316.6 table 2.3.2). 1.40 Soil data. Allowable soil pressure 2000 psf (assumed). It is the contractor's responsibility to verify that the site soils provide this minimum bearing capacity. Foundations shall not be placed on fills, unless the fills are designed and placed under competent engineering supervision. 3.0 Structural Concrete. 3.10 General. All concrete shall be hard rock concrete meeting requirements of ACI -301, "Specifications for RECEIVED PY ,,� : :F�� CITY OF TUKWILA FILE p.�..,� NOV i 4 2002 PERMIT CENTER jonon oucD-c- CONSULTING ENGINEER 12202 PACIFIC AVE. S. • TACOMA, WA 98444 • (253) 537 -8128 • FAX 531 -1285 PROJECT SHEET NO. 2500 4" + / 1 " BY: DATE: JOB NO.� Structural Concrete for Buildings." Place concrete per ACI -304 and conform to ACI - 604(306) for winter concreting and ACI- 605(305) for hot weather concreting. Concrete shall be placed in a single pour between construction or control joints. Protect all concrete from premature drying, excessive hot or cold temperature for seven days after placing. 3.20 Strength. Twenty -eight day compressive strengths shall be: Footings Slab -on -grade 3.30 Materials. Cement: Coarse and fine aggregate: Water: 3.40 Water reducing admixtures. Water reducing admixture: Air entrainment: si slump 2500 4" + / 1 " 2500 4" +/ 1" ASTM 150, type I or type 1 -II. ASTM C -33. Clean and potable. ASTM C -494. Admixtures shall be used in exact accordance with manufacturer's instructions. ASTM C -260 and ASTIVI C -494, entrain 4% plus /minus 1 % by volume in all exposed concrete. 3.50 Formwork and shoring. Follow recommended practice for concrete formwork (ACI -347). 3.60 Reinforcing steel. Deformed bar reinforcement: ASTM A -615 Grade 40 Welded wire fabric: ASTM A -185 & ASTM A -82 fy = 65 ksi All reinforcing shall be lap- spliced a minimum lap of 40 bar diameters except as noted specifically on the drawings. No more than 50% of horizontal or vertical bars shall be spliced at one location. 3.70 Concrete cover on reinforcing (unless shown otherwise). Bottom of footings 3" Formed earth face & slab -on -grade 2" jonon OUC pe CONSULTING ENGINEER 12202 PACIFIC AVE. S. -TACOMA, WA 98444 • (253) 537 -8128 • FAX 531 -1285 6.0 Wood. 6.10 General. PROJECT: SHEET NO. BY: DATE: JOB N0. Framing lumber shall be DF /12 or as shown on the drawings. All 2" lumber shall be kiln dried (KID). Each piece of lumber shall bear stamp of West Coast Lumber Inspection Bureau (WCLIB) and /or Western Wood Products Association (WWPA) showing grade mark. Provide cut or malleable iron washers or where bolt heads, nuts, and lag screws bear on wood. Allowable stress design values for visually grades lumber, mechanically graded lumber, and structural glued laminated timber shall be in accordance with NDS supplement tables 2A, 4A, 4B, 4D, 5A, 5B, and 5C. Values for species and grades not tabulated shall be submitted to the Building Official fot approval. Treat all wood in contact with concrete, mortar, grout, masonry, and within 12" of earth; all wood over water; and all wood in contact with earth; with pentachlorophenol in light mineral oil or waterborne preservatives, in accordance with APWA specifications for the pressure treatment of western woods, latest edition. Retention to be as follows: Above ground in contact with concrete, mortar etc. 0.30 Over water 0.40 In contact with earth 0.60 Where possible, pre -cut material before treatment. All field cuts and drilled holes shall be field treated in accordance with APWA M -4. 6.20 Accessories. Bolts shall be ASTM A -307. Washers shall be malleable iron washers (M.I.W.) Or heavy plate cut washers. Nails shall be common, American or Canadian manufacturers only. Lag screws, shear plates - see national design specifications. Anchors and connections shall be Simpson, Teco, Lumberlok or other ICBO approved products. All fasteners shall be installed per manufacturers recommendations unless otherwise shown. All hardware exposed to weather or in unheated portions of building shall be galvanized per ASTM - A123. 6.30 Minimum nailing. Minimum nailing shall be per UBC Table 23- II -B -1 nailing schedule. Roof sheeting nailing shall be in accordance with UBC Table 23- II -B -2 nailing schedule. See paragraph 1.30 above for the appropriate wind velocity. 6.40 Sheathing (plywood /osb). Each sheet shall bear the trademark of the American Plywood Association. All grading shall conform to PS 1 -83 and Report No. NER -108. Thickness and layup shall be as shown. All jondn ouc D-C CONSULTING ENGINEER 12202 PACIFIC AVE. S. • TACOMA, WA 98444 • (253) 537 -8128 • FAX 531 -1285 PROJECT: SHEET NO. 1� BY: DATE: JOB N0. plywood shall be group I or II species. Unless otherwise shown, provide the following minimum nailing: Panel edges 8d at 6" on center Intermed. Support 8d at 12" on center 6.50 Gluelam Beams. Materials, manufacture and quality control shall be per ANSUAITC A -190.1 and ASTM -D3737 "Design and Manufacture of Structural Glue Laminated Timber ". Unless otherwise shown, camber all beams 1 -1/2 times dead load deflection. Unless otherwise shown, all beams shall be combination 24F -V4 or 24F -IJC, and have exterior glue. Unless otherwise shown, industrial appearance is acceptable. 6.60 Wood adhesive. All wood adhesives shall be elastomeric and shall be equivalent to 3M Scotch Grip wood adhesive 5230. Apply all adhesives in accordance with the adhesive manufacturer's recommendations. 6.70 Pre - Engineered Trusses. Member geometry and spacing shall be as shown on the plans. The manufacturer shall provide additional framing member as shown or as necessary to provide support for mechanical equipment, wall or other partitions, snow drift loads, etc. Trusses with spans greater than 35' shall have the heel plates designed considering the effect of eccentric loading. Where noted precut blocking, bridging, bracing and /or filler pieces shall be furnished by the manufacturer. Where applicable, wind uplift bracing shall be provided by the manufacturer. Unless noted otherwise, the truss manufacturer shall specify and furnish connection hardware for the installation of their system. Shop drawings shall indicate all required permanent bracing. Supporting calculations shall indicate member stresses, species /grades and applicable ICBO /CABO approvals. Shop drawings and calculations shall be sealed by a professional structural engineer registered in the State of Washington. Metal plated trusses shall be manufactured an detailed in conformance with the following standards: TPI -85 Design Specifications for Metal Plate Connected Wood Trusses. SCP -78 Code of Standard Practice for the Metal Plate Connected Wood Truss Industry. QCM -77 Quality Control Manual When delivered the components shall be accompanied by the fabricators certificate of conformance to the above referenced standards, and by user advisory notices equivalent to: TPI HEY -80 Recommendations for Handling and Erecting. TPI BTW -76 Bracing Wood Trusses: Commentary and Recommendations. f i onan Ouc D` jjlyy CONSU1<tiNq Nt 1N l 1 12202 PACIFIC AVE 8. * TACOMA, WA 9B444 • (263) 637 -8128 • RX 631.1285 �A-F t-P.',t, 0 i ..-� b PROJECT; SHEET N0, BY; DAM JOB NO. (C)15c- V99T) F- Y-r- 5 N onr_ : (,Jv ij D -.0 N T 20 L 5 Y-0 G P4 is S: 2vr-rLxp--o-1 S f 3 6A 0.7 2 c i, qv = Z � � 0 �sr 0 1r �I 0 Yl � - -- - - -- - - l 4t p tQ,ow / ,r A R ,+ 1µi N yiW15aN Af � / GLT q4st[E 7 P• �ic.ID �GOHQ. 7�!?�yldt� ti jondn ouc CONSULTING ENGINEER 12202 PACIFIC AVE. S. • TACOMA, WA 98444 • (253) 537 -8128 • FAX 531 -1285 I ?iZ,-F FalaaZt� PROJECT: SHEET NO. BY: DATE: JOB NO. wpa�s z if-%' 7'a Vv 4•Z5 S /,z y 'WeAe 5vwt,5 k0V- 4670�'4y 4ojbe-ro k e COMPANY PROJECT WoodWorks OW ' s •r I w aee r, ., wUUD DE51Cn' Nov, 12, 2002 1t.12:44 Beaml Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf ) v 16' Dead Load Type Distribution Ma(mitude Location [ft] ;Pattern Total - - -- Start End Start End iLoad? LoadliDead Point: 54 -1 - -- 3.00 - No Load2:Dead Point :il:i 6.00 No Load3 Dead Point 4�_ 9.00 No Load4 Dead Point 45n 12.00 No Load5 Dead Point 9^ 15.00 No Load6 Snow Point 0 3.00 No Load? Snow Point 6.00 No Load8 Snow Point 0 9.00 No Load9 Snow Point 12.00 No LoadO Snow Point 15.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Glulam - Simple, VG West.DF, 24F-V4,5-1/8x13-1/2" Self Weight of 16.43 plf automatically included in loads; v 16' Dead 1398 1298 Live 2083 1917 Total 3481 3215 Bearing: - -- -- - - - -- - - - -- - Length- - 1.0- _ 1.0 Glulam - Simple, VG West.DF, 24F-V4,5-1/8x13-1/2" Self Weight of 16.43 plf automatically included in loads; Lateral support: top= full, bottom= at supports- Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in) Criterion Analysis value .._: gn Value Analysis /Design Shear fv @d = 75 = 218 fv /Fv' = 0.34 Bending( +) fb = 1332 = 2760 fb /Fb' = 0.48 Live Defl'n 0.33 = L/663 0 = L/360 0.54 Total Defl'n 1 0.65 = L/33< 0 = L /180 0.54 ADDITIONAL DATA: FACTORS: F CD CM C J CF CV Cfu Cr LC# Fb' += 2400 1.15 1.00 1. .0 00 1.00 1.000 1.00 1.00 2 Fv' = 190 1.15 1.00 1. 0 2 Fcp'= 650 1.00 1. 0 - E' = 1.8 million 1.00 1. 0 2 Bending( +): LC# 2 = D +S, M = .7280 :.bs -ft Shear : LC# 2 = D +S, V = 3481, v @d = 3463 lbs Deflection: LC# 2 = D +S EI= 1�'91.3iv.-06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =w.nd ?impact C= construction CLd= concentrated) (All LC's are listed in the :..nalysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT Woodworks° MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' Dead Live Total Bearing: Length 0.0 8' 17430 22874 40304 12.1 Glulam- Simple, VG West.DF, 24F-V4,5-1/8x36" Self Weight of 43.82 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; WARNING: Member length exceeds typical stock length of 41.0 [ft] SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in) Criterion Analysis Value Design Value Analysis /Design Shear fv (�o 181 FN,' = 190 fv /Fv' = 0.96 Bending( +) fb = 2044 Fb' = 2073 fb /Fb' = 0.99 Bending( -) f.b = 567 Fb' = 1128 fb /Fb' = 0.50 Deflection: Interior Live 0.57 = L/666 1.05 = LL /360 0.54 Total l.l(' = L/343 2.09 = L /180 0.52 Cantil. Live 0.46 _ L/208 0.53 = L/180 0.86 Total 0.82 = L /117, 1.07 = L /90 0.76 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 2400 1.00 1.00 1.00 1.000 1.00 0.864 1.00 1.00 4 Fb' -= 1200 1.00 1.00 1.00 0.980 1.00 0.940 1.00 1.00 3 Fv' = 190 1.00 i.00 1.00 5 Fcp'= 650 1.00 1.00 - E' = 1.8 million. 1.00 1.00 4 1 it/q? i 7 39'-5" 42'-8.6" 12894 17745 30638 9.2 0.0 Bending(+): LC# 4 = D +L (pattern: _L_), M = 188550 lbs--ft Bending( -): LC# 3 = D +L (pattern: L_), M = 52314 lbs -ft Shear : LC# 5 = D +L (pattern: LL ), V = 27225, V @d = 22321 lbs Deflection: LC# 4 = D +L (pattern: L-) EI= 35866.23e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s =S /2, X =L +S or L +C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. Grades with equal bending capacity in the top and bottom edges of the beam cross - section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). ivFM AUk FOR W000 01S)GN Oct. 21, 200216:47:41 1 Beam1 Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location (ft] Pattern i Start End Start End Load? Load1 Dead 'Full Area 18.00(37.00) * No � Load2 Live Full Area 25.00(37.00)* 'Yes *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' Dead Live Total Bearing: Length 0.0 8' 17430 22874 40304 12.1 Glulam- Simple, VG West.DF, 24F-V4,5-1/8x36" Self Weight of 43.82 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; WARNING: Member length exceeds typical stock length of 41.0 [ft] SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in) Criterion Analysis Value Design Value Analysis /Design Shear fv (�o 181 FN,' = 190 fv /Fv' = 0.96 Bending( +) fb = 2044 Fb' = 2073 fb /Fb' = 0.99 Bending( -) f.b = 567 Fb' = 1128 fb /Fb' = 0.50 Deflection: Interior Live 0.57 = L/666 1.05 = LL /360 0.54 Total l.l(' = L/343 2.09 = L /180 0.52 Cantil. Live 0.46 _ L/208 0.53 = L/180 0.86 Total 0.82 = L /117, 1.07 = L /90 0.76 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 2400 1.00 1.00 1.00 1.000 1.00 0.864 1.00 1.00 4 Fb' -= 1200 1.00 1.00 1.00 0.980 1.00 0.940 1.00 1.00 3 Fv' = 190 1.00 i.00 1.00 5 Fcp'= 650 1.00 1.00 - E' = 1.8 million. 1.00 1.00 4 1 it/q? i 7 39'-5" 42'-8.6" 12894 17745 30638 9.2 0.0 Bending(+): LC# 4 = D +L (pattern: _L_), M = 188550 lbs--ft Bending( -): LC# 3 = D +L (pattern: L_), M = 52314 lbs -ft Shear : LC# 5 = D +L (pattern: LL ), V = 27225, V @d = 22321 lbs Deflection: LC# 4 = D +L (pattern: L-) EI= 35866.23e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) (Load Pattern: s =S /2, X =L +S or L +C, =no pattern load in this span) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. Grades with equal bending capacity in the top and bottom edges of the beam cross - section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT, WoodWorks � __. Nov. 12,- 20021.8_31,:321 Beam1 Design Check Calculation Sheet Sizer 2002a LOADS: ( Ibs, psf, or plf ) Load Type Distribution Magnitude Location [ft] IPattern Start End j Start End I Load? Loadl;Dead (Full Area ) 15.00(18.00)* 'No -- Load2jLive _ Full Area 25.00(18.00) No -- . r - - - -L- - - -- -- - -- - -- -- - - *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : Bending( +): LC# 2 = D +L, M = 3799 lbs -ft Bending( -): LC# 2 = D +L, M = 4748 lbs - -ft Shear : LC# 2 = D +L, V = 3561, V @d = 2448 lbs Deflection: LC# 2 = D +L EI= 4234.21e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. Grades with equal bending capacity in the top and bottom edges of the beam cross - section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). 8' 16' 24' Dead 934 2569 2569 934 Live 1440 3960 3960 1440 Total 2374 6529 6529 2374 Bearing: Length 1.0 2.3 2.3 1.0 Glulam - Simple, VG West.DF, 22F-V3,5-1/8x18" Self Weight of 21.91 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: ( stress =psi, and in) Criterion Anal' _ysis Value Design Value !Anal sis /Desi n __4 Shear _ ifv @d = = 190 fv %Fe' Og21 Bending( +) fb = 165 Fb' = 2200 fb /Fb' = 0.07 Bending( -) fb = 206 Fb' = 1098 fb /Fb' = 0.19 Live Defl'n 0.01 = <L/999 0.27 = L/360 0.02 Total Defl'n 0.01 = <L/999 0.53 = L /180 0.02 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb' += 2200 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fb' -= 1100 1.00 1.00 1.00 0.998 1.00 1.000 1.00 1.00 2 Fv' = 190 1.00 1.00 1.00 2 Fcp'= 560 1.00 1.00 - E' = 1.7 million 1.00 1.00 2 Bending( +): LC# 2 = D +L, M = 3799 lbs -ft Bending( -): LC# 2 = D +L, M = 4748 lbs - -ft Shear : LC# 2 = D +L, V = 3561, V @d = 2448 lbs Deflection: LC# 2 = D +L EI= 4234.21e06 lb -in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D =dead L =live S =snow W =wind I= impact C= construction CLd= concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. Grades with equal bending capacity in the top and bottom edges of the beam cross - section are recommended for continuous beams. 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). jonon ouc Dc CONSULTING ENGINEER 12202 PACIFIC AVE. S. • TACOMA, WA 98444 • (253) 537 -8128 • FAX 531 -1285 PROJECT: SHEET NO. / I� BY: DATE: JOB NO. L�-i % 2v'YJ ��� ✓7a�S _ 04o) x 1 x- 4o v A ZJ Gc S PR o a-7'r- o � S*wj!� S-Vpforr �, ile.-q a, a/ as fM 4-tC uc vr�t �rsA� -moo A!. Q =, c 64 sl> 4o) Z V-- Gl* t 4 4-1"i`bA-3 , jonan ouc Dr- CONSULTING ENGINEER 12202 PACIFIC AVE. S. • TACOMA, WA 98444 • (253) 537 -8128 • FAX 531 -1285 PROJECT: � alv 0 Y T7fF- -YE�D SHEET NO. ./ T BY: c� DATE lo/ ZS 07 JOB NO. k�xAkWkU. v�r?pV� StT kf y A40L" ., � 19 �1011 af-- e?q.:zr ov-, .of r-im S74ot4-. �46WT.15',:4 � �- 'T Umr (A � r I� y RErtov� Ey .�oolZ R��E �/ OLAV- vjk;euF i � � moK- 5-roP � • P,,PPI2oVED 1.F:;Vev, N � G � r X60 P o'W G GOU I el Umr (A � r I� y RErtov� Ey .�oolZ R��E �/ OLAV- vjk;euF i � � moK- 5-roP � • P,,PPI2oVED 1.F:;Vev, N � G � r X60 P o'W G GOU I el �qsy Nix ®: a �._ 1908 08 -30 -2007 GREG HANSEL 11037 19 AV SW SEATTLE, WA 98146 • 0 City Of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: Permit No. D02 -079 14825 TUKWILA INTERNATIONAL BL TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206431 -2451 to schedule for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days-each. Extension requests must be in writing and Provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 10/02/2007, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, 'fern Marshall, Permit Technician xc: Permit File No. D02 -079 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 _� 11 ' • � 111 111111` \. •' �` -, 03 -01 -2007 GREG HANSEL 11037 19 AV SW SEATTLE, WA 98146 • CJ City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: Permit No. D02 -079 14825 TUKWILA INTERNATIONAL BL TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the next or final inspection. This inspection is: intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made. the Building Code does allow the Building Official to approve one or more extensions of time for additional periods not exceeding 90 days each. Extension requests must be in wrkOw and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 04/04/2007, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this. matter. 6300 Southcenter Boulevard, Suite #100 4� Tukwila, Washington 98188 Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 r4 J Q 11 1908 03 -03 -2006 GREG HANSEL 11037 19 AV SW SEATTLE, WA 98146 C I City of Tukwila lla Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: Permit No. D02 -079 14825 TUKWILA INTERNATIONAL BL TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Inspection Request Line at 206 - 431 -2451 to schedule for the.next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve a one or more extension of time for additiona perios not exceeding 90 days each. Extension requests must be in writing and Provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 04/04/2006, your permit will become null and void and any further woik on the projcct will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely,. tJfeAr arshall, Permit Technician xc: Permit File No. D02 -079 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 a . , ;1 January 31, 2006 • • City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Denise Hansel Hansel Construction, Inc. 11037 19 Av SW Seattle, WA 98146 -2041 RE: Request for Extension Development Permit No. D02 -079 Church by the Side of the Road— 14825 Tukwila International BI .: Dear Ms. Hansel: This letter is in response to your written request for an extension to Permit No. D02 -079. The City of Tukwila Building Division will be extending-the expiration date of your permit for an additional 90 days.. (through April 4, 2006). If you should have any questions, please contact our office at (206) 431 - 3670. I cerel , U1Lr�. J ni arshall Permit Technician File: Permit No. D02 -079 P:VennifeiiExtension Letters\Pernits \D02 -079 Permit Extension.doc jem 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax. 206 - 431 -3665 11/25/2005 16:19 2062465680 HANSEL CONST INC /I PAGE 02 HANSEL CONSTRUCTION, INC. BUILDING QUALITY HOMES SINCE 1983 16 11037 19TH AVE. SW SEATTLE, WA 98146.2041 PHONE /FAX (206) 246.5680 E -MAIL: hanselcorat@comcast.net January 3, 2006 Mr. Bob Benedicto City of Tukwila 6300 Southcenter Blvd., Ste. 100 Tukwila, WA 98188 Re: Permit No. D02 -079 14825 Tukwila International. Blvd. Dear Mr. Benedicto, We would like to, hereby, request an extension to the referenced building permit for Church by the Side of the Road (CBSR). CBSR is making continual progress, however, it is has been slow because there is only one person working on the job, at this time. He has been working with the Tukwila Fire Department in order to meet all of their final requirements. At this time, CBSR is in the process of updating the "as- built" drawings for the sprinkler system, which is the final item on the fire department's list. If you hava any questions, please number or AI Galicic at 206 -243 -5 Sincerely yours, HANSEL CONST., INC. Denise Hansel Vice President cc: Al Galicic free to contact me at the above phone d K dp EXTEND SID �s• Mme a 5N -Wr 1 12 -05 -2005 GREG HANSEL 11037 19 AV SW SEATTLE, WA 98146 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: Permit No. D02 -079 14825 TUKWILA INTERNATIONAL BL TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Permit Center at 206 - 431 -3670 to arrange for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve a one -time extension up to 180 days. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 01/04/2006, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, e iier arshall, Permit Technician xc: Permit File No. D02 -079 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 - 11 gate• City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director December 20, 2004 Ms. Denise Hansel Hansel Construction Inc. 11037 19'' Avenue S.W. Seattle, WA 98146 RE: Request for Extension — Permit No. D02 -079 — Church by the Side of the Road —14825 Tukwila International Boulevard Dear Ms. Hansel: This letter is in response to your written request for an extension to Permit No. D02 -079. Based on the information received, the City of Tukwila Building Division will be extending your permit to June 20, 2005. Please be advised that this will be the only extension granted for this project and no further notice will be given prior to the expiration date. A new permit and associated fees will be required after the above -noted expiration date. If you should have any questions, please contact our office at (206) 431 -3670. Z441z� Robert Benedicto Building Official /sks File: Permit No. D02 -079 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 aao� X300 ,Sau�ce�r �l•,5�. rav d Ovz - a7q 14�8�25 Tcckoi- /0 J&4 I t Wham zf maj &-�, coJcn We arse ��uea7 � an erdens�� � mv. �v�Cl -tE� Cati�t�'aU�"c �Rad � �t4in � aoGb 1D jt�X�i -, EAR aJ b G/� t�Q� LB � mGVte -C Cu 4.� ev All l,p��"o1 - 9V(4 r RECEIVED aTr OF TI IKWII 4 DEC 202004 PERMIT CENTER I II 1111 \ \ \\ • 1 � -, 11 -02 -2004 GREG HANSEL 11037 19 AV SW SEATTLE, WA 98146 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director RE: Permit No. D02 -079 14825 TUKWILA INTERNATIONAL BL TUKW Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code and/or the International Mechanical Code, every permit issued by the Building Division under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City of Tukwila Permit Center at 206 - 431 -3670 to arrange for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve a one -time extension up to 180 days. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection and receive an extension prior to 12/21/2004, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Stefania Spencer, Permit Technician xc: Permit File No. D02 -079 Bob Benedicto, Building Official 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 - 11 11 City Of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director April 1, 2004 Greg Hansel 11037 19th Avenue S.W. Seattle, WA 98146 RE: Permit Application No. D02 -079 14825 Tukwila International Boulevard Dear Permit Holder: In reviewing our current records the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the Uniform Building Code and /or Uniform Mechanical Code, every permit issued by the Building Official under the provisions of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, you are hereby advised to: Call the City Of Tukwila Permit Center at (206) 431 -3670 to arrange for the next or final inspection. This inspection is intended to determine if substantial work has been accomplished since issuance of the permit or last inspection; or if the project should be considered abandoned. If such determination is made, the Building Code does allow the Building Official to approve a one -time extension up to 180 daYS. Extension requests must be in writing and provide satisfactory reasons why circumstances beyond the applicants control have prevented action from being taken. In the event you do not call for the above inspection or request and receive an extension prior to May 10, 2004, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, epStefania ncer Permit Technician Xc: Permit File No. D02 -079 Bob Benedicto, Building Official 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 City Of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director '11111` •, � _�, November 4, 2002 Greg Hansel 11037 19th Av SW Seattle, WA 98146 .RE: Letter of Incomplete Application #1 to Revision #1 Development Permit Application Number D02 -079 Church by the Side of the Road 14825 Tukwila International BI Dear Mr. Hansel: This letter is to inform you that your revision application received at the City of Tukwila Permit Center on October 25, 2002, is determined to be incomplete. Before your permit application can begin the plan review process the following items need to be addressed. Building Division 1. See attached memos. Ken Nelsen, Sr. Plans Examiner 206/431 -3677 Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 431 -3684. Sincerely, Kavue6.)umoo Kathryn A. Stetson Permit Technician end File: Permit File No. D02 -079 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 Determination of Completeness Memo Date: October 30, 2002 To: Greg Hansel, From: Ken Nelsen, Senior Plans Examiner RE: Church by the Side of the Road, permit number D02 -079 Revision #1, (changes in engineering design) The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. 1. The submitted engineering was not accompanied with Engineering Calculations. Provide applicable structural calculations with all revised engineering. 2. The scope of the revisions must be keyed in greater and specific detail as to what construction will be revised on the existing approved construction plans. However, this will create a potential conflict and liability between the two engineered plans and /or details. Because the original engineering is integral to the architectural detail, either the revised engineering must be expanded to completely replace the current approved design or written acceptance for each detail by the original Engineer of record must be obtained. Should you have additional questions on these requirements, please feel free to contact the Building Division office at 206-431 -3670. No further comments at this time. Post Pre - Construction Memo Date: November 1, 2002 To: Greg Hansel, From: Ken Nelsen, Senior Plans Examiner RE: Church by the Side of the Road, building permit number D02 -079 I am writing this memo in regard to a concern raised by Dave Larson, Senior Building Inspector following his October 10"' per - constructions meeting with you. Our concern relates to an oversight on the existing South exit stair from the second floor. Regardless of the new required exterior stair for the existing second floor, the new 2,000 square foot floor area requires it also be provided with a direct exit to the outside or a rated exit stair, (U.B.C. Section 1004.2). An obvious and economic solution would be to create a one -hour enclosure using the existing South stairway. To do this would require the installation of one -hour self- closing doors at the top and bottom stair levels to create the one -hour exit enclosure. I have attached two sketches of how this could be achieved. If it is desirable that any door remain in the open position, it is acceptable to install different types of hold open devises that will close the doors in the event of fire or smoke. Any additional.work would likely be limited to the repair existing drywall, etc. This letter should be considered as an advanced notice for what will become a future written inspection correction if the requirement is not accommodated. Please provide formal written response or a specific revision addressing this. If you have additional questions, feel free to contact the Building Division office or myself at 206 -431 -3670. No further comments at this time. Cc; D. Larson, Sr. Building Inspector - FILE C °P eo-loll Vv I4644-21$,4 .. .._ Mr' Ss► 3�x bs ScbooQ.. 1iPR.bars _SAPS Nt>A. P�Pp�ovED IF�i -I►� � G Y._ t • wK . R-eW Ili . , CoL Vic, ' b -tbp�u � ►� coy, w G ,w. ' ► �: Determination of Completeness Memo Date: October 30, 2002 To: Greg Hansel, From: Ken Nelsen, Senior Plans Examiner • RE: Church by the Side of the Road, permit number D02 -079 Revision #1, (changes in engineering design) The Building Division has deemed the subject permit application incomplete. To assist the applicant in expediting the Department plan review process, please forward the following comments. 1. The submitted engineering was not accompanied with Engineering Calculations. Provide applicable structural calculations with all revised engineering. 2. The scope of the revisions must be keyed in greater and specific detail as to what construction will be revised on the existing approved construction plans. However, this will create a potential conflict and liability between the two engineered plans and /or details. Because the original engineering is integral to the architectural detail, either the revised engineering must be expanded to completely replace the current approved design or written acceptance for each detail by the original Engineer of record must be obtained. Should you have additional questions on these requirements, please feel free to contact the Building Division office at 206 -431 -3670. No further comments at this time. r 101/2002 02:09 2062416PV CBSR PAGE 02 October 28, 2002 Dear Ken, This letter serves to inform you that Church By the Side of the Road will be using a different consulting engineer for our current remodel project. Johan Oye will be our new consultant replacing David Wong. Sincerel , Russ Nuss Associate Pastor Dennis W. Sawyer, Pastor • P.O. Box 68545; Seattle, WA 98168 • (206)243 -5024 • FAX (206)241.6840 08/2/2002 00:16 20624168 ,1-9., CBSR PAGE 002- -07q August 20, 2002 Bob Benedicto 6300 Southcenter Blvd Tukwila, Washington 98188 Dear Bob, This letter is writt en in response to Ken.Nelsons Follow -up Review memorandum item 3, dated July 9, 2002, (See enclosed copy of memorandum). Church By the Side of the Road (CBSR) has created a Comprehensive Site Plan to be developed in several phases over the next 11 years (See enclosed figure 1). The description and timeframe for the phasing is as follows: Descriytionrrimeframe Phase 1 — Foyer remodel/New education room Begin construction Summer 2002 Phase 2 — Construct Education Wing Begin construction 2005 Phase 3 — Tear down existing education facility Tear down 2010 - 2012 Phase 4 — Construct Multipurpose Facility Begin construction 2013 Progress for the construction of the Comprehensive Plan is contingent upon economics of the region and financial support of the local congregation. Our desire is to move ahead with the above timeline as soon as possible. Currently CBSR makes every effort to schedule activities on the lower level of the current education wing when we know people who need wheel chair access are present. In addition, we have ushers on hand to assist the disabled as needed. We look forward to providing a full service facility for all individuals once our Comprehensive Site Plan is completed. Thank you Bob for your time, it is our desire to work cooperatively to achieve our common goals of serving the community. Sincerely, Greg Hansel Project Manager Enclosures: 2 Russ Nuss Associate Pastor , Dennis W. Sawyer, Pastor - PO. Box 68545, Seattle, WA 98168 - (206)243 -5024 - FAX (206)241 -6840. X08/20/2002 00:16 20624168,'' FOLL WUP REVIEW CBSR PAGE 03 To: Greg Hansel, From: Ken Nelsen. Sr. Plans Examiner Date: July 9, 2002 Re: Church by the Side of the Road budding permit application #1302 -079 To follow up on our meetings in regard to my May =d review WWI 1 have accumulated the following three issues that must be address when you resubmit the revised plan corrections. 1. One of the old floor plans you had provided in our meetings related to a 1979 Main Entry lobby expansion. Clearly, the plan Ides* a bNO -hour separation wall between Sanctuary and the remaining budding. The area separation wall 02gg to be shown on the nd be deed for the two-hour wall to continue up through the new oorrstrUC&a The two- hourwaA must also include a 30 Itch tall parapet above the roof in accordanoe with U.B.C. Section 709.4. Addid0n* any inadvartent damage or alteration to the =WV wall must be rehOwd to the original %*hour rates. Maintenance and use of the two -hour area sepeuation wan, wad eliminate the Allowable Area concern noted in my May letter: Please ode a capy of the 1979 floor plan for.our records. 2 On another overall blinding floor plan you per, We had discussed how t to exits from the second floor education area does not comply wdh the Code. BY policy = Deparment will riot approve an inc mme to occupancy use or oor area for a non•complyin9 budding w1hout mitigating corrections to exit p. {�� ed to include a new exit endosure at the North end of ft new second Hoar area, er " Ngrt h stair and its lower hallway to a full one -hour corridor rating. This correction wiU eta the May letters C-sare and E�dtina comment- 3. When we had earlier met regardng the proje ck we had taGad about whether or not a means for wheelchair access would be Wpired to the second floor. Technaally yes, however you indicated the Church's tUture phasing plan is to doish the edsthn9 FIrgside and two stay education wing. That demolition would leave the new floor area at less then 3,000 square feet of floor area and therefore exempt from the elevator requbwo t urd the demolition occurs, may be feasible to coordinate an agreement with our Department to exclude the elevator requimment pending the demolition phase. The Church must make a formal written request to the CRY Building Otfiaal; Bob eeneddo; The request must include a written description, intent and timehame for the phasing - Again the above three comments will need to be addressed in your next revised plan submittal. Also review my May. 22'x' letter again to assure Other items are not overlooked. Contact me should you hive any remaining questions. No further comments at this time. O VI• ',li ?: t liil 11 VIII 11t4,w Ar I'I'I J„ la �* all Wlnl ,. �r.illli;l!I!III1111 III +��N��IIj'. i' �w���" l!ii l 1i jllji'! III! •.� !� i I I 1�`�.•1!II�.I�L.11 Iiiiiu 'I � #�,,�• I !�.� I,II;,' �' f'.o� ,I �li!I!Iiiil;; : ;11;11111�i,� e �oe.oab" l y .- f U„• I!' 11 l: { "" .a II 1'��. ifwufwwwf . QI Or• . , \i Il ._';lil rrr 1!w ww �;�a r► .4 � 1 fill ' �• �~a. r._ ON < <��..;' ,' 1.�� r.frf ■rte O f � !II) � ��•:i,il III:I,iljl� I�'; X111 {.. i K i a r • I � t � • a'� � +' f r 'rY or q�w f_1r rA ■rw• ■r r�rr..Ml `rr— ..��r_�s.— .ww����• -- - - -W1 - is 1! .I .l i l I.1 It•1 rl, yJ• adE7hvnv .oeoo.o�oo:ro000t.ouua�c•�� lot V do 0, a a� dtl�l v n� /i full a•� A' A� D � W n� 0 a o •� 1i} e � C� is 1! .I .l i l 0 FOLLOWUP REVIEW To: Greg Hansel From: Ken Nelsen, Sr. Plans Examiner Date: July 9, 2002 Re: Church by the Side of the Road building permit application #D02 -079 To follow up on our meetings in regard to my May 22"d review letter, I have accumulated the following three issues that must be address when you resubmit the revised plan corrections. 1. One of the old floor plans you had provided in our meetings related to a 1979 Main Entry Lobby expansion. Clearly, the plan identify a two-hour separation wall between the existing Sanctuary and the remaining building. The area separation wall needs to be shown on the new plans and be detailed for the two-hour wall to continue up through the new construction. The two-hour wall must also include a 30 inch tall parapet above the roof in accordance with U.B.C. Section 709.4. Additionally any inadvertent damage or alteration to the existing wall must be returned to the original two-hour rating. Maintenance and use of the two-hour area separation wall, will eliminate the Allowable Area concern noted in my May letter. Please include a copy of the 1979 floor plan for our records. 2. On another overall building floor plan you provide, we had discussed how the exits from the second floor education area does not comply with the Code. By policy our Department will not approve an increase to occupancy use or increase in floor area for a non - complying building without mitigating corrections to exit systems. Therefore, the new plans will need to include a new exit enclosure at the North end of the new second floor area, or upgrade the existing North stair and it's lower hallway to a full one -hour corridor rating. This correction will eliminate the May letters Egress and Exiting comment. 3. When we had earlier met regarding the project, we had talked about whether or not a means for wheelchair access would be required to the second floor. Technically yes, however you indicated the Church's future phasing plan is to demolish the existing Fireside and two story education wing. That demolition would leave the new floor area at less then 3,000 square feet of floor area and therefore exempt from the elevator requirement. Until the demolition occurs, it may be feasible to coordinate an agreement with our Department to exclude the elevator requirement pending the demolition phase. The Church must make a formal written request to the City Building Official, Bob Benedicto. The request must include a written description, intent and timeframe for the phasing. Again the above three comments will need to be addressed in your next revised plan submittal. Also review my May 22nd letter again to assure other items are not overlooked. Contact me should you have any remaining questions. No further comments at this time. r May 24, 2002 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director Mr. Greg Hansel 11037 19th Ave SW Seattle, WA 98046 RE: CORRECTION LETTER #1 Development Permit Application Number D02 -079 Church by the Side of the Road 3455 S 148 St. Dear Mr. Hansel: This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the Building Department. At this time, the Planning, Public Works and Fire Departments have no comments. Please address the attached comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision. block. In order to better expedite your resubmittal, a `revision sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at (206) 431 -3684. Sincerely, Kathryn A. Stetson Permit Technician encl xc: File No. D02 -079 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206 - 431 -3665 :7 BUILDING DIVISION REVIEW • Date: May 22, 2002 Project Name: Church by the Side of the Road addition building permit application Application #: D02 -079 Plan Review: Ken Nelsen, Senior Plans Examiner A general Building Department plan review has been completed for the subject project. Please address the following comments in an itemized format with revised plans, specification, and/or other documentation. Allowable Area Because the existing building square footage may be at the upper limits for the occupancy and construction type allowed by U.B.C. Chapter 5, an allowable area analysis must be completed and submitted with revised plans. 2. The allowable area analysis must be accompanied with an overall site plan showing the required yard set backs, property lines, other structures on the site and other applicable information. 3. An overall building plan is also required. The building plan must identify any area separation walls, occupancy separation walls, area separation for distinct construction types, (see cover sheet, type V N and V -1 hour). Also, identify any rated corridors or stair enclosures. 4. Should additional construction be required to accommodate an increase of allowable area, submit additional construction details as needed. Egress and Exiting 5. For the new second floor Sunday school class rooms, (education rooms) the maximum travel distance to a rated exit is 75 feet in non- sprinklered building per U.B.C. Section 1007.3. An increase to 90 feet is allowed for building with a full fire alarm system. Please identify rated corridors, rated stair enclosures, or any two hour area separation wall that would comply for this egress requirement. Rated Doors 6. It can not be determined from the submitted plans that the 20 minute scheduled doors are related to actual one -hour rated corridors or for other purposes. As corridor doors they must be scheduled as 20 minute door assemblies complying to U.B.C. Section 1004.3.4. Other door installations must be identified to their specific rated requirements when applicable. No further comments at this time. 0 • City of Tukwila lla Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 111 `,� \. • 1 � _ -, April 5, 2002 Mr. Greg Hansel 11037 19th Avenue SW Seattle, WA 98146 RE: Letter of Incomplete Application #1 Development Permit Application Number D02 -079 Church by the Side of the Road - 3455 South 148th Street Dear Greg: This letter is to inform you that your permit application received at the City of Tukwila Permit Center on April 1, 2002, is determined to be incomplete. Before your permit application can begin the plan review process the following items need to be addressed: Building Department: Ken Nelson, Plans Examiner at (206)431 -3677, if you have questions concerning the following: 1. Remove reference from plans "Not for Construction" 2. Provide architectural details for V -lhr construction 3. Qualify 60 psf floor load for storage area 4. Provide door schedules, etc. Please address the above comments in an itemized format with applicable revised plans, specifications, and /or other documentation. The. City requires that four (4) complete sets of revised plans, specifications and /or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a `Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions, please contact me at the Permit Center at (206) 432 -7165. Sincerely, Stefania Spencer Permit Technician encl File: Permit File No. D02 -079 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206 - 431 -3670 • Fax: 206- 431 -3665 J LEGAL. DESCRIPTION FOR CHURCH BY THE SIDE OF THE ROAD 0 Lots 5, 6, 7 & 8 of First Addition to Adams Home Tracts as per plat recorded in Volume 12, page 50, of Plats Records of King County, Washington. RECEIVED CITY OF TUKWILA APR 0 1 2002 PERMIT CENTER PERMIT COORD COO PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D02 -079 DATE: 06 -15 -05 PROJECT NAME: CHURCH BY THE SIDE OF THE ROAD SITE ADDRESS: 3455 SOUTH 148TH STREET Original Plan Submittal Response to Incomplete Letter #_ Response to Correction Letter # X Revision # 3 afte permit is issued DEP RTMENTS: qy /_ 4 f Buildi aivi �dn ❑ Fire Prevefifion 0 PI0nmg Division N Public Worksm., 0 Structural ❑ Permit Coordinator x DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete V Incomplete ❑ Comments: DUE DATE: 06 -16 -05 Not Applicable ❑ Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS R TING: Please Roub NJ Structural Review Required No further Review Required ❑ REVIEWER'S INITIALS: DATE: Approved NO Approved with Conditions ❑ Notation: REVIEWER'S INITIALS: DUE DATE: 07 -14 -05 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documentstroutingslip.doc PERMIT COORD COPY 2 -28 -02 PLAN REVIEWIRaI7TINlb SLIP ACTIVITY NU ER: Q0 \2 -079 DA TE: 6 -30 -03 DEPARTMENTS: �' I Building ivision Fire Prevention IN Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 7-1-03 Complete le Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER' MAILED: LETTER OF'COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ :PW 171 Staff Initials: TUES /THURS ROUTING: Please Route le Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions Notation: REVIEWER'S INITIALS: ❑ No further Review Required ❑ DATE: DUE DATE: 7 -29-03 Not Approved (attach comments) ❑ DATE: Permit' Center Use Only CORRECTION' LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Nng ❑ PW',❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 0 9 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D02 -079 DATE: 10 -25 -02 PROJECT NAME: Church by the Side of the Road SITE ADDRESS: 14825 Tukwila International BI Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # _Revision # I After Permit Is Issued DEPARTMENTS: Building Division ❑ Fire Prevention ❑ Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete ❑ Incomplete Comments: DUE DATE: 10-29-02 Not Applicable ❑ Permit Center Use Only 1, INCOMPLETE LETTER MAILED: I I" ,"'O%-- LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg 2'*" Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions ❑ Notation: REVIEWER'S INITIALS: ❑ No further Review Required ❑ DATE: DUE DATE: 11 -26-02 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing slip.doc 2 -28 -02 '*PERMIT COORD COPY* PLAN REVIEW /ROUTING SLIP DEPARTMENTS: Buildi Division 4;1 Fire Prevention ❑ Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 08 -29 -02 Complete Incomplete ❑ Not Applicable ❑ Comments: armit Center Use Only . JCOMPLETE` LETTER 'MAILED. LETTER OF COMPLETENESS MAILED: epartments determined incomplete: Bldg 0 ° Fire ❑ ' Ping,❑ PW ❑ "Staff .1 TUES/THURS R;'Structural ING: Please RoutE Review Required ❑ No further Review Required ❑ REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DUE DATE: 09-26 -02 Approved ❑ Approved with Conditions Not Approved (attach comments) ❑ Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg E] Fire E] Ping ❑ PW ❑ Initials: :, PERMIT COORD COI-, i DocumentYrouting slip.doc 2-28-02 PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: D02 -079 DATE: 04 -24 -02 PROJECT NAME: Church by the Side of the Road SITE ADDRESS: 3455 S 148 St. Original Plan Submittal _Response to Incomplete Letter #- Response to Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: Building Division Fire Prevention ❑ Planning Division ❑ Public Works ❑ Structural ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 04-25-02 Complete Incomplete ❑ Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: LETTER OF COMPLETENESS MAILED: Departments determined incomplete: Bldg ❑ Fire ❑ Ping ❑ PW ❑ Staff Initials: TUES /THURS ROUTING: Please Route Y Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions ❑ Notation: REVIEWER'S INITIALS: ❑ No further Review Required ❑ DATE: DUE DATE: 05 -23-02 Not Approved (attach comments) DATE: Permit Center Use Only CORRECTION LETTER MAILED: 5-P14 -01 Departments issued corrections: Bldg X Fire ❑ Ping ❑ PW ❑ Staff Initials: Documents/routing sl ip.doc 2 -28 -02 * PERMIT COORD COSY PLAN REVIEW /ROUTING SLIP DEPARTMENTS: IBuildin Divi vision �I0 g Fire Prev n Planning Division Pu lic Wor s A094, kk Structural Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 4-02 -02 Complete ❑ Incomplete Not Applicable ❑ Comments: Permit Center Use Only INCOMPLETE LETTER MAILED: ( LETTER OF COMPLETENESS MAILED: Departments determined incomplete:'' Bldg Fire ❑ Ping ❑ PW ❑ Staff Initials: S TUES /THURS ROUTING: Please Route ❑ Structural Review Required REVIEWER'S INITIALS: ❑ No further Review Required DATE: APPROVALS OR CORRECTIONS: Approved ❑ Approved with Conditions ❑ Notation: REVIEWER'S INITIALS: DUE DATE: 4-30-02 Not Approved (attach comments) ❑ DATE: Permit Center Use Only CORRECTION' LETTER MAILED: Departments issued corrections: Bldg ❑ Fire ❑ Ping'❑ PW ❑ Staff Initials: Documents/routing slip.doc PERMIT , "00 2 -2 &02 �/ [ j COPY PROJECT NAiME: PERMI0SiteAddress: �`���� 7-�z - - -- Orlbinosue Date: REVISION LOG Revision I No. Date I Received ! Staff i Date j Staff Initials Issued ! Initials I— 7,0-Lo 1 I b Summary of Revision: 3 I .iy- 03' Summary of Revision: ��'7ZGCGTZI�Q� TGS Summary of Revision: R Ol2l u�o cc f�ieL�i /`� Received Bv: Kt.c55 uSs (please print) Revision No. I Date ! Starr Received i Initials ( Date f Staff Issued I Initials I— 7,0-Lo 1 I b Summary of Revision: 3 I .iy- 03' Received By: (please print) Revision No. Date Received Staff I I Initials I Date Issued I Staff ( Initials 3 I .iy- 03' I S,rS I I� 0 Summary of Revision: R Ol2l u�o cc f�ieL�i /`� �,rle�S spiv fj Received By: FA (please print) Revision I Date I Staff I Date I Staff No. Received Initials Issued Initials Summary of Revision: Received By: (please print) (please print) City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206 - 431 -3670 Fax: 206431 -3665 Web site: http: / /www.ci.tukwila.wa.us REVISION. submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: A ` J14 — QS Plan Check/Permit Number: D02-- ❑ Response to Incomplete Letter # ❑ Response to Correction Letter # Q' Revision # _: after Permit is Issued ❑ Revision requested by a City Building Inspector or Plans Examiner Project Name: 0 ,biLl.V, C)k b U T. ko- 6 I Az ©+ + k L T-'-' 0O Project Address: 8 Contact Person: Y Phone Number: 266o-22.77— I �72 Summary of Revision: \I hJ I X Liz V L f AXAX J RECENE"D PERMIT CENTER..' Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by:S arEntered in Permits Plus on ly \applications\forms -app ications on line evision submittal Created: 8 -13 -2004 Revised: Cipf Tukwila 0 Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206 )431 -3670 r; , ,� , �t }; F, Y; ', REVISIOTSUBIYITTAL ,rh Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: t%' ` 70 - O 3 Plan Check/Permit Number: ,b Q Z - 071 F-I Response to Incomplete Letter # I, N Response to Correction Letter # Revision # 2 after Permit is Issued Project Name Project Addre Contact Person: 4W.( /v U Summary of Revision: Phone Number: 0,6 G- z-V —So 2 Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Sierra on —� lWeefffs CrrY OF TUKMLA 1 uN 3 0 2003 08/30/00 k Ci �" Tukwila h' .o f Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206 )431 -3670 ,REV -1 101..\ y +. 4ti Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: � Plan Check/Permit Number:P 071 Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued Project Name: C AV �� � � 4 � 0 /�0 Project Address: S , yk 1, Contact Person: +Ass e%1 st Phone Number: Z Q� — ZY3—So 2- Summary of Revision: . G� r "ll� 41461 Af M414 arl Qcrrznien CITY OF TUKWILA NOV 1 9 2002 PFRMMrzNM 'A Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: j Entered in Sierra on P��/ i'd 08/30/00 RE"SION'SUBMITTAL . Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: /0 - 2-5--- 02— Plan Check/Permit Number: D02- O ? 9 ❑ Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued Project Name: Project Address: NO 25- Contact Person: t' g g Phone Number: ZZ 7 Summary of Revision: CITY OF TUKWILA OCT 2 5 2002 PERMIT nr.ffEq Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 02 Entered in Sierra on 08/30/00 City of Tukwila Department of Community Development - Permit Center �i }0 6300 Southcenter Blvd, Suite 100 it= Tukwila, WA 98188 1908 � (206)431 -3670 RE"SION'SUBMITTAL . Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: /0 - 2-5--- 02— Plan Check/Permit Number: D02- O ? 9 ❑ Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued Project Name: Project Address: NO 25- Contact Person: t' g g Phone Number: ZZ 7 Summary of Revision: CITY OF TUKWILA OCT 2 5 2002 PERMIT nr.ffEq Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: 02 Entered in Sierra on 08/30/00 Awok City of Tukwila 8/ Department of Community Development - Permit Center a O 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 y908 (206)431 -3670 sm Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: �,� (0 1- Plan Check /Permit Number: D02 -079 Response to Incomplete Letter # Response to Correction Letter # 1 Revision # _ after Permit is Issued Project Name: Church by the Side of the Road Project Address: ` 3`4"55 S 148 St. / '-E Contact Person: �( A f4ti„!'1 �Ci1 Phone Number: ;t& IL D- Summary of Revision: 2-C47 2-446 -5-6r-kC N Sheet Number(s): 14U. D , H i . U 8 14.4p. (: "Cloud" or highlight all areas of revision including of revision S - RECEIVED CITY OF TUKWIIA AUG 2 7 2002 Received at the City of Tukwila Permit Center by: DER.,,T,. Entered in Sierra on �' ;7--d2 05/24/02 0 • City of Tukwila o. i2 Department of Community Development Permit Center a ! 6300 Southcenter Blvd, Suite 100 N�z, fi 2 Tukwila, WA 98188 '' - * (206)431 -3670 ,.. 1908 REVISION SUBMITTAL Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: `t - �2 3 OZ Plan Check/Permit Number: DC72 D1 g Er Response to Incomplete Letter # _J_ Response to Correction Letter # Revision # after Permit is Issued Project Name: `tkt 61 f Project Address: 3qE :5. I �� ��` �T1 LU , '16 Contact Person: C-5 Phone Number: 7Z Summary of Revision: lD cnv SScKed u,le--., Wall l 4A i_Q - og A S . o RECENED ADD 2 4 20OU PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date of revision Received at the City of Tukwila Permit Center by: Entered in Sierra on q -a q- o �- 08/30/00 LICENSE DETAIL INFORMATION Form Page 1 of 1 STATE OF WASHINGTON DEPARTMENT OF LABOR AND INDUSTRIES Specialty Compliance Services Division P. O. Box 44000 Olympia, WA 98504 -4000 THE RESULT OF YOUR INQUIRY FOR LICENSE NUMBER SELECTED IS: LICENSE DETAIL INFORMATION Current Filter: None Registration# or License HANSEC1042BH Name HANSEL CONSTRUCTION INC Address 11037 19TH AVE SW Address City SEATTLE State WA Zip 981462041 Phone Number 2062465680 Effective Date 1/8/1996 Expiration Date 9/17/2002 Registration Status ACTIVE Type CONSTRUCTION CONTRACTOR Entity CORPORATION Specialty Code GENERAL Other Specialties UBI Number 601663704 * * *VIEW CROSS REFERENCE FILE FOR THIS LICENSE* * * * * *VIEW PRINCIPAL OWNER(S) FOR THIS LICENSE* * * * * *VIEW CONTRACTOR BOND /SAVINGS INFORMATION * * * * *CHECK INQUIRY FOR SUMMONS AND COMPLAINTS* * * * VIEW CONTRACTOR INSURANCE INFORMATION New inquiry by CITY, NAME, PRINCIPAL OWNER NAME, NUMBER, UBI NUMBER or return to the L &I Construction Compliance Home Page https:Hwws2.wa.gov /lni/bbip /TF2Form .asp ?License= HANSECI042BH 09/13/2002 F625.052 -WO (8/97) DFI#R.TMENT OF LABOR AND INDUSTO's REGISTERED AS PROVIDED BY LAW-AS CONST CONT GENERAL "REGIST ;# EXP. DATE CCO1 HANSECIO42BH09 /17/2002_': EFFECT3VE DATE `r O1%.08/1,996< HANSEL- CONSTRUCTION INC,- 11037 19TH AVE SW . SEATTLE WA 98146 -2041 Detach And Display Certificate RECEIVED CITY OF TUKWILA SEP 13 2002 PERMIT CENTER 1006.3 Illumination emergency power. The power supply for means of egress illumination shall normally be provided by the premise's electrical supply. In the event of power supply failure, and emergency electrical system shall automatically illuminate the following areas: Exit access corridors, passageways and aisles in rooms and spaces which require two or more means of egress. _ . in buildings required to have two or more exits. The emergency power system shall provide power for a duration of not less than 90 minutes and shall consist of storage batteries unit equipment or an on -site generator. The installation of the emergency power system shall be in accordance with Section 2702. 1006.4 Emergency lighting shall be arranged that illumination shall be an average 1 -foot candle. Mans • Main Floor Nang Plans • Upper Haar CODE COMPLIPNCE 1\ Permit No, plan review approval is subject to errors and and. Approval of =station documents does not authorize the violation ci " adopted code or ordinance. Rerelpt of approved F BUILD lidavila ING DIVISION made tho seeps �w p7/02. a pproval of Buildhlg ®e �a- NOTE: Revisions will recce a new plan submittal and may Include adtktional - review JUN 14 2005 PERMIT CENTER Da -079 CHURCH BY THE SIDE OF THE ROAD ' LOBBY REMODEL &SUNDAYSCHOOLADDITION U.B.C. CODE INTERPRETATIONS: One -hour rated fire resistance for steel columns and all members of primary trusses per U.B.C. '97 Table 7-A item 1 -7.1 "Multiple layers of 1/2" (12.7 mm) gypsum wallboard adhesively secured to column flanges and successive layers. Wallboard applied without horizontal joints. Corner edges of each layer staggered. Wallboard layer below outer layer secured to column with doubled 0.049 inch (1.24 mm) (No. 18 B.W. gage) steel wire ties spaced 15" (381 mm) on center. Exposed corners taped and treated." One -hour rated fire resistance for exterior /interior wall assemblies per U.B.C. '97 Table 7 -B item 17 -1.3. "2" by 4" (51 mm by 102 mm) wood studs 24" (610 mm) on center with 5/8" (15.9 mm). Type X gypsum wallboard applied vertically or horizontally nailed with 6d cooler or wallboard nails at 7" (178 mm) on center with end joints on nailing members. Stagger joints each side." One -hour rated fire resistance for ceiling /floor assemblies per U.B.C. "97 Table 7 -C item 21 -1.1 "Base layer 5/8" (15.9 mm) Type X gypsum wallboard applied at right angles to joist or truss 24" (610 mm) on center with 1-1/4" (32mm). Type S or Type W drywall screws 24" (610 mm) on center. Face layer 5/8" (15.9 mm) Type X gypsum wallboard or veneer base applied at right angles to joist or truss through base layer with 1-7/8" (48 mm) Type S or Type W drywall screw 12" (305 mm) on center at joints and intermediate joist or truss. Face layer joints offset 24" (610 mm) from base layer joints, 1 -1/2" (38 mm). Type G drywall screws placed 2" (51 mm) back on either side of face layer end joints, 12" (305 mm) on center." One-hour fire resistance for floor or roof construction assemblies per U.B.C. '97 Table 7 -C Item 21. ( Note this is in conjunction with Table 7-C item 21 -1.1 listed above) " Wood joist, floor trusses and roof trusses spaced 24" (610 mm) o.c. with 1/2" (12.7 mm) wood structural panels with exterior glue applied at right angles to top of joist or truss with 8d nails. The wood structural panel thickness shall not be less than 1/2" (12.7 mm) nor less than required by Chapter 23." One -hour fire resistance (walls and ceilings) membrane and through penetrations requirements per U.B.0 '97 Sections 709.6 & 710.2. All membrane and through wall /ceiling penetrations shall be protected by an approved penetration firestop system installed as tested in accordance with UBC Standard 7 -5. The system shall have an F rating of not less than the required rating of the wall penetrated and /or a T rating of not less than one -hour but not less than the required rating of the floor penetrated. TABLE 15 -B -1 ASPHALT SHINGLE APPLICATION Asphalt strip shingles may be installed on slopes as low as 2 units vertical in 12 units horizontal (16.7% slope), provided the shingles are approved self-sealing or are hand sealed and are installed with an underlayment consisting of two layers of nonperforated Type 15 felt applied shingle fashion. Starting with an 18-inch-wide (457 mm) sheet and a 36- --inch --wide (914 mm) sheet over it at the eaves, each subsequent sheet shall be lapped 19 inches (483 mm) horizontally. SECTION 1508 - VALLEY FLASHING 1508.1 Valleys. Roof valley flashings shall be as noted in this section. Shingle application shall be consistent with applicable Table 15 -B -1, 15 -B--2, 15 -D1 or 15 -D -2. 1508.2 Asphalt Shingles. The roof valley flashing shall not be provided of less than 0.016 -inch (0.41 mm) (No. 28 galvanized sheet gage) corrosion - resistant metal, and shall extend at least 8 inches (203 mm) from the center line each way. Sections of flashings shall have an end lap of not less than 4 inches (102 mm). Alternately, the valley shall consist of woven asphalt shingles applied in accordance with the manufacturer's printed instructions. In each case, the roof valley flashing shall have a 36- inch -wide (914 mm) underlayment specified in Table 15 -B -1. In severe climates, the metal valley flashing underlayment shall be solid cemented to the roof underlayment for slopes under 7 units vertical in 12 units horizontal (58.3% slope). Draft Stops per U,B.C, 97 Section 708.3 Where approved automatic sprinklers are installed within the concealed space, the area between draft stops may be 3,000 square feet (279 m2) and the horizontal dimension may be 100 feet (30 480 rim). Draf tstopping materials shall no be less than 1/2 -inch (12.7 mm) gypsum board, 3/8 -inch (9.5 mm) wood structural panel, 3/8 -inch (9.5 mm) Type 2 -M particleboard or other approved materials adequately supported. Openings in the partitions shall be protected by self- closing doors with automatic latches construction as required for the partitions. DEMOLITION NOTES: 1. Coordinate with new floor and roof plans for dimensions and locations. 2. Coordinate with Owner for items to be salvaged and /or be re -used. 3. Coordinate with supplementary demolition plan(s) as provided in these construction documents. 4. Contractor to verify location of all utilities and piping before beginning work. Protect or move utilities as required. 5. Remove all existing plumbing, mechanical and electrical work not to be reused in it's present locations. Cap all abandoned utilities as required. All mechanical /electrical items in these construction documents are for reference only and are not intended to describe the work fully. 6. Provide all work necessary to remove, patch and finish existing work to accomplish completed spaces as indicated on the drawings and specifications. 7. Patch and repair all areas involving demolition work to match adjacent existing conditions or to accept new construction (see new plan). 8. During demolition of the exterior, contractor to set aside material that can be reused in areas where patching existing walls is required. 9. Dash lines indicate existing conditions to be removed unless noted otherwise. 10. Saw cut Floor, Wall and Roof areas to receive new footings, windows, doors and relite items. Provide a straight edge to receive new work. For dimensions see new floor plan. 11. Provide temporary wood shoring as required to place new structure. 12. Provide dust proof closures. 13. Protect adjacent areas in building from damage. Repair all damages. 14. Coordinate all work with the Owner, who will be occupying the building during construction. Protect the Owner's equipment and furnishings. 15. Report immediately to the Architect any discrepancies and conditions which may differ from the drawings or specifications. 16. Contractor will be responsible for all removal of debris from site. SPECIAL INSPECTION REQUIREMENTS: 1. Component HVAC Equip Glazing % Roofs Wall A.B. AFFLR. B.S. BM. C.J. C.L. or C CON T. CPT. CRM. D. D.F. D.O. D.S. EX. EXP. BOLT F.D. F.E. FIN. FLR. F.O.P.W G.LAM. GA. GALV. H. H.C. H.M. HDR. Special Inspections shall comply with 1997 Uniform Building Code Section 1701. 2. All inspections reports must be submitted and approved by the building official prior to issuance of a certificate of occupancy. 3. Concrete. During the taking of test specimens and placing of reinforced concrete. Review reinforcing steel placement according to construction documents. ENERGY CODE COMPLIANCE: (WSED 1997 Climate Zone 1) 'BUILDING *Percentage of glazing is based upon the gross exterior wall area. ABBREVIATIONS Prescriptive Requirements Option III Any 15% R-21 R -11 ANCHOR BOLT ABOVE FINISH FLOOR BACK SPLASH BEAM CONTROL /CONSTRUCTION JOINT CENTERLINE CONTINUOUS CARPET CLASSROOM DEPTH DRINKING FOUNTAIN DEDICATED OUTLET DOWN SPOUT EXISTING EXPANSION BOLT FLOOR DRAIN FIRE EXTINGUISHER FINISH FLOOR FACE OF PLYWOOD GLUE LAMINATED GAUGE OR GAGE GALVANIZED HEIGHT HOLLOW CORE /HANDICAP HOLLOW METAL HEADER Proposed Measure Gas Furnace 12 %* R-30 R -19 OPPOSITE HAND /OVER HANG ORIENTED STRAND BOARD PARA LAMINATED BEAM PLASTIC LAMINATED PLYWOOD PAIR PAINT ROUGH IN sSIAINED & VARNISHED S OLD; ; CORE LLT VI SHT. MTL: ' SHEET METAL SIM. SIMILA T & G TONGS' :GROOVE T.O.0 TOP 'OF CONCRETE T.O.W. TOP OF WALL TRT. TREATED TYP. TYPICAL U.N.O. UNLESS NOTED OTHERWISE W. • WIDE W.P. WATER PROOF WD. WOOD L. MTL. N.T.S. O.C. O.H. O.S.B. P.L.B. P.LAM. PLYWD. PR. PT. R.I. S &V S.C. S.V. LENGTH METAL NOT TO SCALE ON CENTER ANY HVAC OPENINGS TO HAVE FIRE /SMOKE DAMPER AS REQUIRED PROJECT DATA ADDRESS: 3455 SO. 148TH STREET SEATTLE, WA 98168 ZONING: RC SCOPE OF WORK: ADD 2,194 SF OF SUNDAY SCHOOL AREA ON THE SECOND FLOOR (ABOVE THE EXISTING ADMINISTRATIVE AREA). REMODEL THE EXISTING LOBBY AREA WHICH WOULD INCLUDE THE "RAISING" OF THE ROOF. CODE: 1997 EDITION, UNIFORM BUILDING CODE WITH WASHINGTON AMENDMENTS CLASSIFICATION: EXISTING: A2.1, B A3 CONST. TYPE: EXISTING: V -1 & VN Aft PROPOSED: V-1 HOURP/Oh IIDwv" re61 i u-e. STORIES: ONE &TWO rar (,I.•�.(',. Of,. PROP* ED: B & SITE AREA: 3 ACRES GROSS BUILDING AREA: EXISTING: 30,235 SF. PROPOSED: 2,194 SF. RE 1 57 OCCUPANCY SEPARATION WALLS: NOT REQUIRED BETWEEN A2.1 & B, OR A3 & B SINCE B IS < 25% THE AREA OF A2.1 & A3. CTURAL ENGINEER David W. . + org 8230 NE 124 Kirklan '+ashilgton -823-333C; CONTRACTO Greg Hansel Cellphone: 206 -227 -1472 STRUCTURAL ENGINEERING BY OWNER LCORRIDOR (SUP -95- 023 = 37,500 SF.) 1 -HR RATED CEILING 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. G.A. FILE NO. WP 3510 ONE LAYER %" TYPE X GYPSUM WALLBOARD APPUED PARALLEL OR AT RIGHT ANGLES TO EACH SIDE OF 2x6 WOOD STUDS 16" O.C. w/ 6d COATED, 1 3" LONG, 0.0915" SHANK, Y" HEADS, 7 O.C. JOINTS STAGGERED 24" ON OPPOSITE SIDES. EXISTING STRUCTURE 1 -HR RATED WALL SECTION © 1-HR RATED CORRIDOR SCALE: )" = 1 -0" GENERAL NOTES: 1. Product specifications incorporated throughout Construction Documents. 2. Install materials /products per manufacturer's resommendations and specifications. All work shall be performed in strict accordancE to the Architect's construction documents. Do not scale drawings. All work shall be performed in strict conformanr :e with all governing building codes and regulations. The Contractor shall be responsible for all work that has been performed which does not meet these codes and regulations. The Contractor shall verify dimensions denoted on the construction documents as "field verify" on site prior to commencement of construction. The construction work shall be limited to the immediate area in which the work is being performed. The Contractor shall be responsible for the cleaning of all the debris and dust throughout the site which is a result of this construction project. The Contractor shall be responsible for the removal and disposal of all debris for the site. All costs for the removal of construction debris shall be the sole responsibility of the Contractor. The Contractor shall strive to maintain a clean and debris-free working site. The Contractor shall be responsible for roof and finish details. INDEX TO DRAWINGS A0.0 COVER SHEET 0 F OOR PLANS r11.1Y411111Ti11 r ray. rr:r• ' v0 A4.0 : LI - : � : is S A5.0 DETAILS A6.0 EXTERIOR STAIR PLAN & DETAILS SYMBOLS G.A. FILE NO. WP 3514 ONE LAYER %" TYPE X GYPSUM WALLBOARD APPUED PARALLEL OR AT RIGHT ANGLES TO EACH SIDE OF 2x4 WOOD STUDS 16" O.C. WITH 1 Y" TYPE W DRYWALL SCREWS 12" O.C. Bldg. Section Number Sheet Number etail Number Sheet Number Gridline number or letter Shear Wall Type IN* CHANGES S ...,iLL EE MADE; TO THE SCOPE OF �M ,r WITHOUT pinion APPROVAL OF TUKWILA L BUILDINO OWISIOU F;71 - E: Ft NS 1Al!►.L FICIUME 4 Witi SUE4frffisl• NC MAY CNCLUDi xLs�71. ,,r,i$�. KAN .WAN Pte. 'EVISION N 2 PROJECT DATA OWNER CHURCH BY THE SIDE OF THE ROAD P.O. Box 68545 Seattle, WA 98168 206-243-5024 ARCHITECT AustinCINA Architects p.s. 12202 Pacific Avenue, Suite C Tacoma Washington 98444 253- -531 -430C C• T: Joh: Manuel At/t R 3 . :fir INA p.s. 12202 Taco P: 2 E: ar I understand that the Plan Check approves are subject to errors and omissions and apprl val of plans does not authorize the violation of any adopted code or ordinance. Receipt of con- tractor's copy of approved • -ns acknowledged. SEPARATE PERMIT REQUIRED FOR: V ELECTRICAL NOILUMBING VITGAS PIPING CITY OF TUKWILA BUILDING DIVISION Suite C on 98444 .537.6542 ncina.com FILE COPY By Date Permit No. - >6 - 03 L O 1L C O V 0 V a v) Q) 0 E d) 0 0 J a 0 a) 0 co co a) cry Job #: 020202 Date: 22 March '02 Revs: Q June 10, 2003 WOO Bk. 16 ? \ 16 0 DoUri Ao.o 1220 Taco Suite C on 98444 exterior stair plan and details section Project data. Title: 640 PChit ;46- ,g<� Job # Owner: o � Site Address: Codes. All methods, materials and workmanship shall conform to the 1997 Uniform Building Code (UBC) as amended adopted by the local building authority. All reference to other codes and standards, (ACI, ASTM, etc.,), shall for the latest or most current edition available, Design criteria. Uniform loads: Loads Live load Roof 25 psf 20 psf Floors 40 psf 10 psf *15% increase in stresses for wood framing allowed for Lateral loads *: Wind (UBC 1615) Seismic (UBC 1626): *allow 33-1/3% stress Soil data. Allowable soil pressure 2000 psf (assumed). It is the contractor's responsibility to verify that the site soils provide this minimum bearing capacity. Foundations shall not be placed on fills, unless the fills are designed and placed under competent engineering supervision. Structural Concrete. All concrete shall be hard rock concrete meeting requirements of ACI --301, "Specifications for Structural Concrete for Buildings." Place concrete per ACI -304 and conform to ACI-604(306) for winter concreting and ACI- 605(305) for hot weather concreting. Concrete Strength (28 day): psi slump Footings 2500 4" +/- 1" Slab -on -grade 2500 4" t/- 1" Reinforcing steel. ILL) G - 7°7‘b.t Le_) ; C i '5k( SC 4Lg;y- Dead load Basic wind speed: Exposure: B Importance factor. Zone: Ill Importance factor: 1.0 increase for loads from wind or seismic origin (UBC 2316.6 table 2.3.2). Deformed bar reinforcement: ASTM A -615 Grade 40 or Grade 60 Welded wire fabric: ASTM A -185 & ASTM A -82 fy = 65 ksi All reinforcing shall be lap- spliced a minimum lap of 40 bar diameters except as noted specifically on the drawings. No more than 50% of horizontal or vertical bars shall be spliced at one location. Concrete cover on reinforcing (unless shown otherwise). Bottom of footings 3" Formed earth face & slab-on-grade 2" Wood. snow live load (UBC 80 MPH 1.0 Unless otherwise shown on the drawings lumber shall be DF #2 and better, exc 2x framing lumber may be HF #2 or as shown on the drawings. All 2" lumber shall be kiln dried KD). Each piece of lumber shall bear stamp of West Coast Lumber Inspection Bureau (WCLIB) and or Western Wood Products Association (WWPA) showing grade mark. Provide cut or malleable iron washers or where bolt heads, nuts, and lag screws bear on wood. Allowable stress design values for visually grades lumber, mechanically graded lumber, and structural glued laminated timber shall be in accordance with NDS supplement tables 2A, 4A, 4B, 4D, 5A, 5B, and 5C. Values for species and grades not tabulated shall be submitted to the Building Official for approval. Treat all wood in contact with concrete, mortar, grout, masonry, and within 12" of earth; all wood over water; and all wood in contact with earth in accordance with APWA Specifications for the Pressure Treatment of Western Woods, latest edition. Where possible, pre -cut material before treatment. All field cuts and drilled holes shall be field treated in accordance with APWA M -4. Accessories. Bolts shall be ASTM A -307. Washers shall be malleable iron washers (M.I.W.) or heavy plate cut washers. Nails shall be common, American or Canadian manufacturers only. Lag screws, shear plates - see national design specifications. Anchors and connections shall be Simpson, Teco, Lumberlok or other ICBO approved products. All fasteners shall be installed per manufacturers recommendations unless otherwise shown. All hardware exposed to weather or in unheated portions of building shall be galvanized per ASTM - Al23. Minimum nailing. Minimum nailing shall be per UBC Table 23- 1I -B -1 nailing schedule. Roof sheeting nailing shall be in accordance with UBC Table 23- 11 -8 -2 nailing schedule. See loads section above for the appropriate wind velocity. Sheathing (plywood /osb). Each sheet shall bear the trademark of the American Plywood Association. All grading shall conform to PS 1 -83 and Report No. NER -108. Thickness and layup shall be as shown. All plywood shall be group I or II species. Unless otherwise shown, provide the following minimum nailing: Panel edges 8d at 6" on center Intermed. Support 8d at 12" on center Gluelam Beams. Materials, manufacture and quality control shall be per ANSI /AITC A -190.1 and ASTM -D3737 "Design and Manufacture of Structural Glue Laminated Timber ". Unless otherwise shown, camber all beams 1 -1/2 times dead load. deflection. Unless otherwise shown, all beams shall be combination 24F -V4 or 24F -IJC, and have exterior glue. Unless otherwise shown, industrial appearance is acceptable. Wood adhesive. All wood adhesives shall be elastomeric and shall be equivalent to 3M Scotch Grip wood adhesive 5230. Apply all adhesives in accordance with the adhesive manufacturer's recommendations. Pre - Engineered Wood Components. Member geometry and spacing shall be as shown on the plans. The manufacturer shall provide additional framing member as shown or as necessary to provide support for mechanical equipment, wall or other partitions, snow drift loads, etc. Trusses with spans greater than 35' shall have the heel plates designed considering the effect of eccentric loading. Where noted precut blocking, bridging, bracing and /or filler pieces shall be furnished by the manufacturer. Where applicable, wind uplift bracing shall be provided by the manufacturer. Unless noted otherwise, the truss manufacturer shall specify and furnish connection hardware for the installation of their system. Shop drawings shall indicate all required permanent bracing. Supporting calculations shall indicate member stresses, species /grades and applicable ICBO /CABO approvals. Shop drawings and calculations shall be sealed by a professional engineer registered in the State of Washington. Shop drawings shall be attached to the on site permit set and available for inspection at all times during construction. Complex and unusual designs shall be submitted to the Engineer of Record and the Building Official for review prior to permitting. Metal plated trusses shall be manufactured an detailed in conformance with the following standards: TPI-85 SCP -78 QCM -77 Design Specifications for Metal Plate Connected Wood Trusses. Code of Standard Practice for the Metal Plate Connected Wood Truss Industry. Quality Control Manual When delivered the components shall be accompanied by the fabricators certificate of conformance to the above referenced standards, and by user advisory notices equivalent to: WI HEY -80 Recommendations for Handling and Erecting. TPI BTW -76 Bracing Wood Trusses: Commentary and Recommendations. 2316.6 table 2.3.2) and be ADD ?d rich 1%.6 4 eftbar /z s "alp 1 l kl,Lt 7aie & d °' 16 g s 3 f." to 14,1tr Fitz. &ke,4 721/.6s `aclo r,+F) .5, .wev 5,.7 gs g 12. % 6 D25G .bWT 11 C35 , x.4 1 9OW 4 tg,gui5tv Zoies L +6.3D- -F-7-441S1/612L/It — �/- 017r-1 - Rods. Cora C -cg-t ..- S P --a5 .5 R-GL C 17ko 'riscr&D hi, 1 A- P tnQO 14 4-T C- . Pft:,ti6 2c.. d.2.43 12 P, p Q..Cv 1 C7 ` . 4 sr f'. 5 4-14.- 17e. PAP-- ,� r JCQi►7C 1 A�L S4 fu. 1(2/4L4,4 -i A3 T L e RG . 7 C . . 2 - e L Crfi14'L Gi9A1 i / ' l .' /` // • + + 2X6 AT 6'-0" OC W/ (4) 16d EA. ND NTS 2X6 0 4' -0" OC A35 AT 24" 0 OR 16d TOENAILED AT 6" OC (2) 16d TOENAILED GABLE END FALL DETAIL + gu n vi• E. CD o G9- 0 j C1I iiLc.0 e AL 54,x,47 .0 L v 1----i-_ - o.-) s U ✓ `iC4-G ) A 4-- a.CPi5 Q -z(7 G ' C/L0 Kit S 4 �1 {Su ter- 4 M t i l 11 A-' . LS 13 6- =) g tz. ' (mot 2�c 4 howl [L) 4-tL i r ( dc7 Lek_ S FL.) DJ"' >Wa■ =gen 'T=7 T�7 ELC�`i G� t 2 a..G. 0 J etelo Bt. A i 2g3 REDF �v`l c :' 1)0).: 07 Designer. Drafter: Checker. Issue Date: Revision: Project Ref.: Client Ref.: CAD Ref.: SHEET NO. S1 REV. gabbert associates architects partial site plan drawing index RECEIVED CITY OF 71.!KwiLA PERMIT CENTER FILE COPY APPROVED NOV 2 1 2002 AS 1')(.1 1E!) RECEIVED NOV 1 9 2002 PERMIT CENTER Designer: Drafter: Checker: Issue Date: Revision: Project Ref.: Client Ref.: CAD Ref.: SHEET NO. 52 detail johan oye upper floor framing plan 2-hour area separation wall roof framing plan building sections MICHAEL CINA STATE OF WASHINGTON Job #: e Dote: Revs: Tacos , Washi on 98444 framing plan details and notes dry wall site plan detail PROJECT: SHEET NO. DATE 8o JOB NO. PROJECT: SHEET NO. CONSULTING ENGINEER 12202 PACIFIC AVE. S. • TACOMA, WA 98444 • (253) 537 -8128 • FAX 531 -1285 girder revision 1 details floor beam section Min Floor Existing Plans - Upper floor RECEIVED CITY OF TIJKWILA AUG 2 7 2002 main floor plan upper floor plan RECEIVED CITY OF TUKWILA I AUG 2 7 2002 PERMIT stair foundation plan section upper floor plan exterior stair plan and details Existing Plans - Main Floor Existing Plans - Upper Floor, PEFMIT CENTER floor plans MICHAEL CINA STATE OF WASHINGTON building sections roof plan elevation wall framing detail roof framing detail details and notes One -hour fire resistance (walls and ceilings) membrane and through penetrations requirements per U.S.0 '91 Sections 109.6 4 110.2. All membrane and through wall /ceiling penetrations shall be protected by an approved penetration fireetop system installed as tested in accordance with USG Standard 1 -5. The system shall hove en F rating of not lees than the required rating of the wall penetrated and /or a T rating of' not less than one -hour but not less than the required rating of the floor penetrated. TABLE 15 -8 -1 ASPHALT SHINGLE APPLICATION Asphalt strip shingles may be installed on $lopes as low as 2 units vertical in 12 units hcr!zcni. : ;1 /16.1 °rQ slope), provided the shingles are approved self - sealing or are hand sealed and are insta with an underlayment consisting of' two layers of nonperforated Type 15 Felt applied ehir Starting with an 18- inch -wide (451 mm) sheet and a 36- inch -wide (914 mm) sheet over it at Tr each subsequent sheet shall be lapped 19 inches (483 mm) horizontally. SECTION 1508 - VALLEY FLASHING 1508.1 Valleys. Roof valley flashings shall be as noted in this section. application shall be consistant with applicable Table 15 -13 -1, 15 -S-2, 15 -D1 or 15 -D-2. 150,5.2 Asphalt Shingles. The roof valley flashing shall not be provided of' Is than 0.016 -inch (0.41 mm) (No. 28 galvanized sheet gage) corrosion- resistant metal, and shall extend at least 8 incnee (203 mm) from the center line each way. Sections of flashings shall have an end lap of not less than 4 inches (102 mm). Alternately, the valley shall consist of woven asphalt shingles spilled in accordance with the manufacturer's printed instructions. In each case, the roof' valley flashing shall have a 36 -inch -wide (914 mm) underlayment specified in Table 15 -5 -1. In severe climates, the metal valley flashing underlayment shall be solid cemented to the roof underlayment For slopes under 1 units vertical in 12 units horizontal (83% slope). DOb ?2% ,c Dt/t.e D-1- - 5X (0 S.C. Wood door 46ete-abever f eg harlettell b Wood deb ■ill5c1.C--cit6tr learlAturidleh D-3 3° x bs 5 C- Woad door w15d- aoSce lever ku%11.0 D- 5°-%6 .G. poor weeikkerstne beam 4-141-651itotd D-5 3C x t D ►Neu . 14.m. t -Y pc - 10u.*4'5 04-6 v ?am ►L hour W f 1eV r 6Lindte, (VK&-. 36" •.. -P c o eA • LotA. YS-EY i P ct.o ov bn 4''t OWE J�S kho 1 U.S.C. CODE INTERPRETATIONS: One -hour rated fire resistance for steel columns and all members of' primary trusses per U.R.C. '91 Table 1_A item 1 -1.1 "Multiple layers of 1/2" (12.1 mm) gypsum wallboard adhesively secured to column flanges and successive layers. Wallboard applied without horizontal joints. Corner edges of each layer staggered. Wallboard layer below outer layer secured to column with doubled 0.049 inch (1.24 mm) (No. IS B.W. gage) steel wire ties spaced 15" (38I mm) on center. Exposed corners taped and treated" One -hour rated fire resistance for exterior /interior wall assemblies per U.R.C. '91 Table 1 -13 item 11 -13. "2" by 4" (51 an by 102 mm) wood studs 24" (610 mm) on center with 5/8" (15.9 mm) Type X gypsum wallboard applied vertically or horizontally nailed with 6d cooler or wallboard nails at 1" (118 mm) on center with end joints on nailinc members. Stagger joints each side." One -hour rated fire resistance for ceiling /floor assemblies per U.R.C. "91 Table 1 -C item 21 -1.1 "Base layer 5/S" (15.9 mm) Type X gy psum wallboard applied at right angles to joist or truss 24" (610 mm) on center with 1 -1/4" (32mm). Type S or Type W drywall screws 24" (610 mm) on center. Face layer 5/8" (15.9 mm) Type X gypsum wallboard or veneer base applied at right angles to joist or truss through base layer with 1 -1/8" (48 mm) Type S or Type 1.1.1 drywall screw 12" (305 mm) on center at joints and intermediate joist or truss. Face layer joints offset 24" (610 mm) From base layer joints, 1 -1/2" (3S mm). Type G drywall screws placed 2" (51 mm) back on either side of face layer end joints, 12" (305 mm) on center." One -hour fire resistance for floor or roof construction assemblies per U.B.C. '91 Table 1 -C Item 21. ( Note this is in conjunction with Table 1 -C item 21 -1.1 listed above) " Wood joist, floor trusses and roof trusses spaced 24" (610 mm) o.c. with 1/2" (12.1 mm) wood structural panels with exterior glue applied at right angles to top of joist or truss with 8d nails. The wood structural panel thickness shall not be less than 1/2" (12.1 mm) nor less than recuired by Chapter 23." A :. AFFLR. X3.5. M. C.J. C.L. or C CONT. CPT. CRM. D. D.F. D.S. EX. EXP. BOLT F.D. F.E. FIN, FLR. F.O.P.W GLAM. GA. GALV. H. N.C. H.M. PPR. D ASSR EvIATiONS DEMOLITION NOTES: SPECIAL INSPECTION REQUIREMENTS: ANCHOR 5OLT ABOVE FINISH FLOOR BACK SPLASH SEAM CONTROL /CONSTRUCTION JOINT CENTERLINE CONTINUOUS CARPET CLASSROOM DEPTH DRINKING FOUNTAIN DEDICATED OUTLET DOWN SPOUT EXISTING EXPANSION 5OLT FLOOR DRAIN FiRE EXTINGUISHER FINISH FLOOR FACE OF PLYWOOD GLUE LAMINATED GAUGE OR GAGE GALVANIZED HEIGHT HOLLOW CORE /HANDICAP HOLLOW METAL HEADER 4 SUNDAY SCI--400L 44DDIT10N POD: srE:=) I. Coordinate with new floor and roof plans for dimensions and locations. 2. Coordinate with Owner for items to be salvaged and /or be re -used. 3. Coordinate with supplementary demolition plans) as provided in these construction documents. 4. Contractor to verify location of all utilities and piping before beginning work. Protect or move utilities ae required. 5 . Remove all existing plumbing, mechanical and electrical work not to be reused in it's present locations. Cap all abandoned utilities as required. All mechanical /electrical items in these construction documents are for reference only and are not intended to describe the work fully. 6. Provide all work necessary to remove, patch and finish existing work to accomplish completed spaces as indicated on the drawings and specifications. •1. Patch and repair all areas involving demolition work to match adjacent existing conditions or to accept new construction (see new plan). S. During demolition of the exterior, contractor to set aside material that can be reused in areas where patching existing walls is required. 9 . Dash lines indicate existing conditions to be removed unless noted otherwise. 10. Saw cut Floor, Wall and Roof areas to receive new footings, windows, doors and relite items. Provide a :straight edge to receive new work. For dimensions see new floor plan. 11. Provide temporary wood shoring as required to place new structure. 12. Provide dust proof closures. 13. Protect adjacent areas in building from damage. Repair all damages. 14. Coordinate all work with the Owner, who will be occupying the building during construction. Protect the Owner's equipment and furnishings. 15, Report immediately to the Architect any discrepancies and conditions which may differ from the drawings or specifications. 16. Contractor will be responsible for all removal of debris from site. Special inspections shall comply with 1991 Uniform Building Code Section 1101. 2. AIR inspections reports must be submitted and approved by the building official prior to issuance of a certificate of occupancy. 3. Concrete. During the taking of' test specimens and placing of reinforced concrete. lie'..iew reinforcing steel placement according to construction documents. L. MTL. N.T.S. O.C. O.H. O.S.B. P.L.S. P.LAM. PL PR. PT. R.I. S S.C. S.V. BHT. MTL. SIM. TAG T.O.0 TRT. TYP. UN.O. W. W.P. WD. LENGTH METAL NOT TO SCALE ON CENTER OPPOSITE HAND /OVER HANG ORIENTED STRAND BOARD PARA LAMINATED BEAM PLASTIC LAMINATED PLYWOOD PAIR PAINT ROUGH - IN STAINED 4 VARNISHED SOLID CORE SHEET VINYL SHEET METAL SIMILAR TONGUE 4 GROOVE TOP OF CONCRETE TOP OF WALL TREATED ' TYPICAL UNLESS NOTED OTHERWISE WiDE WATER PROOF WOOD f SYMBOLS PROJECT DATA ADDRESS: 3455 SO. 148TH STREET SEATTLE, WA 9816e, ZON iNG: RC Bldg. Section Number Sheet Number Detail Number Sheet Number Gridline number or letter Shear Wall Type SCOPE OF WORK: ADD 2,194 SF OF SUNDAY SCHOOL AREA ON, NE SECOND FLOOR (ABOVE NE EXISTING ADMINISTRATIVE AEA). REMODEL NE EXISTING L0 38Y AREA WH1C14 WOULD INCLUDE THE "RAISING" OF THE ROOF. CODE: 1991 EDITION, UNIFORM BUILDING CODE WITH WASHINGTON AMENDMENTS CLASSIFICATION: EXISTING: ,42.1, S 4 El PROPOSED: B 4 El CONST. TYPE: EXISTING: V -1 4 VN PROPOSED: V -1 HOUR STORIES: ONE 4 TWO ' SITE AREA: 3 ACRES GROSS BUILDING AREA: (SUP -95- 023 = 31,500 SE) EXISTING: 30,235 SF. PROPOSED: 2,194 SF. REMODEL: 1,514 SF. Component NVAC Equip Glazing % Roofs Wall Any 150 R -21 R-11 GENERAL NOTES: 1. Product specifications incorporated throughout Construction Documents, 2. Install materials /products per manufacturer's recommendations and specifications. 3. All work shall be performed in strict accordance to the Architect's construction documents. 4. Do not scale drawings. 5. All work shall be performed in strict conformance with all governing building codes and regulations. 6. The Contractor shall be responsible for all work that has been performed which does not meet these codes and regulations. 1. The Contractor shall verify dimensions denoted on the construction documents as "field verify" on site prior to commencement of construction. S. The construction work shalt be limited to the immediate area in which the work is being performed. 9. The Contractor shall be responsible for the cleaning of all the debris and dust throughout the site which is a result of this construction project, 10. The Contractor shall be responsible for the removal and disposal of all debris for the site. All costs for the removal of construction debris shall be the sole responsibility or the Contractor. 11. The Contractor shall strive to maintain a clean and debris -free working site. 12. The Contractor shall be responsible for roof' and finish details. INDEX TO DRAWINGS A0.0 COVER SHEET 41.0 FLOOR PLANS 42.0 FOUNDATION 4 FLOOR 43.0 ROOF FRAMING PLAN 44.0 BUILDING SECTIONS $ A5.0 DETAILS wiLL-70:rommassotAIL.AverctoatvitOvagiorioNG sustADolessWIrrESIALOH. ENERGY CODE COMPLIANCE: (WSED 1991 Climate Zone 1) BUILDING Prescriptive Requirements Proposed Option III Measure Percentage of glazing is , based upon the gross exterior wall area. Gas Furnace: 12%* R -30 R -19 FRAMING PLANS 4 DETAILS .$ DETAILS DETAILS By AI Date 9 - 73 - 0 d: Permit No. ° 71 FILE COPY I understand that the Plan Check approvals are subject to errors and omissions and approval of plans does not authorize the violation of any adopted code or ordinance. Receipt of con- tractor's copy of approved plans acknowledged. PROJECT DATA OWNER CHL1izC1 -1 15Y T1-4E SIDE OF TI ROAD P.O. 15ox 6,8545 Seattle, WA 9S168 206- 243 -5024 ARCHITECT AustinClNA ,Architects p.s. 12202 Pacific ,Avenue, Suite C Tacoma Washington 98444 253- 531 -4300 CONTACT: John Manuel STRUCTURAL ENGINEER David W.C. Wong 8230 NE 124th Place Kirkland, Waehinrgton 98034 d25 -S23 -3330 CONTRACTOR Greg kansel Cel 1phone: 206-221-14'12 • RECEIVED CITY OF TUKWILA AUG 2 7 2002 PESV T CENTE4 -, 1220 Taco P: 253 E: ar ISTERED ITECT MICHAEL CINA STATE OF WASHINGTON �2 SEPARATE PERMIT REQUIRED FOR: L7 .MECHANICAL E"ELECTRICAL YILUIVIBING CliGAS ' PIPING CITY OF TUKWILA BUILCMNG DIVISION LL1 w ' LLi 0 t Suite C on 98444 3.537.6542 tincina.com 9 o ) Q O V *(15v 0 6 . 8 % C ) li 0 0 ids.. Job #: eZe Date: zz. t 10 2. Revs: CORRECTION 1O2-7? SHEARWALL NAILING SCHEDULE MARK C APACITY) WALL TYPE PANEL IEDGE NAILING (1), (2) INTERMEDIATE NAILING (2) BOTTOM PLATE ANCHORBOLTING (5) p1 (200 LB/FT) 1/2" CDX PLYWOOD OR 058, ONE SIDE Sd 0 6 O.C. &I 0 12" O.C. 1/2" A.B. 0 48" O.C. OR 16d 0 7 1/2" O.C. (350 LB/FT) 1/2" CDX PLYWOOD OR 058, ONE SIDE 8d 0 3 1/2'" O.C. 6d 0 12" O.C. 5/8" A.B. 0 s-4" O.C. OR 16d 0 4" O.C. 3 (7) 1/2" CDX PLYWOOD OR 0S8, BOTH SIDES 8d 0 4" O.C. (4) Bc1 0 12" O.C. 3/4" A& 0 24 OC OR 16d 0 2" OC \'Y (20018/FT) 1/2" G. BOTH SIDES 5d COOLER INAILS 0 7" OC Sd COOLER NAILS 0 7" OC 1/2" A.B. 0 48" O.C. OR 16d 0 8 O.C. ",wwww.www. , __"■+. , w,"_. .mw n ...,,..m.".,...rr. Y In i (3) STUD B.U. COL. TYP U.N.O. W /(1) FIN. HST. 51110 TO WAIL P . £EE Ft.AN SDI OF STUDS REIM LAM W/16d 8 " O.C. TIP. SYMPSON A35 B EA. B.U. COL N wN01E DPENNG �� EXCEEDS 6 (3) td TYP. I f ADDITIONAL STUD (2) 16d TOENAILS O CTR FULL (2) 16d TOENAILS TYP. — I II E Q. i E0- . S f . _,�.....r..w.,... • (1) HORi2 FULL STUDS T� MATCH WALL STUDS'A TOP do BOIL OF HDR CONK. TO FACE OF COL '� B.U. f OL OF SCUD WOOD COL SEE PLAN 2X sn1]5 -L DS do TRUES BRG. 0 JO6T (TYP.) BRG MORE (3) REVD 0 HDR WHERE THAN B.U. STUDS (2) 16d TOOMIIS TIP. � ( 2 ) STUDS MIN t! HDA "w w: •. w l,wi WIPE= w ■ywrwl w■ Project data. Title: Uniform ads: Loads ro Live load Roof 25 Floors �0 *15% increase in Lateral loads *: 'Wind (UBC 1615) vo Spismic Soil data. Welded wire fabric: Wood. Gtueiam Beams. Wood adhesive. Owner: Job Site Address: Codes. All methods, materials and workmanship shall conform to the 1997 Uniform Building Code (UBC) as amended adopted by the local building authority. All reference to other codes on standards, (ACi, ASTM, etc.,), shall for the latest or most current edition available. Design criteria. Structural Concrete. Cg perete Strength (28 day): ,0 ; psi Footings 2500 Slab -on -grade 2500 reinforcing steel. Dead load psf 15 psf psf 10 psf stresses for wed framing Concrete cover on reinforcing (unless shown otherwise). Bottom of footings 3" Formed earth face & slob -on -grade 2" allowed for snow live load (UBC 2316.6 table 2.3.2) Basic wind speed: Exposure: B Importance factor: slump 4" +/- 1" 4 " +/ -1" 80 MPH 1.0 Zone: Ill Importance factor: 1.0 ''allcriv 33 --1/3% stress increase for loads from wind or seisrrilc origin (UBC 2316.6 table 2.3.2). ftiowable soil pressure 2000 psf (assumed). It is the contractor's responsibility to verify that the site soils provide this minimum bearing capacity. Foundations shall not be placed on fills, unless the fills are designed and placed under competent engineering supervision. All concrete shall be hard rock concrete meeting requirements of ACI -301. "Specifications for Structural Concrete for Buildings." Place concrete per AC1-304 and conform to ACi- 604(306) for winter concreting and ACI - 605(305) for hot weather concreting. Deformed bar reinforcement: ASTM A-615 Grade 40 or Grade 60 apm ... ASTM A -185 & ASTM A -82 fy = 65 ksi and be All reinforcing shall be lap-- spliced a minimum lap of 40 bar diameters except as noted specifically on the drawings. No more than 50% of horizontal or vertical bars shall be spliced at one location. Unless otherwise shown on the drawings lumber shall be DF #2 and better, exc t 2x framing lumber may be HF #2 or as shown on the drawings. All 2" lumber shall be kiln dried KD). Each piece of lumber shall bear stomp of West Coast Lumber Inspection Bureau (WCLIB) and or Western Wood Products Association (WWPA) showing grade mark. Provide cut or malleable iron washers or where bolt heads, nuts, and lag screws bear on wood. AEUowabie stress design values for visually grades lumber, mechanically graded lumber, and structural glued laminated timber shall be in accordance with NOS supplement tables 2A, 4A, 48 4D, 5A, 58, and .5C. Values for species and grades not tabulated shall be submitted to the Building Official for approval. Treat all wood in contact with concrete, mortar, grout, masonry, and within 12" of earth; all wood over water; and all wood in contact with earth in accordance with APWA Specifications for the Pressure Treatment of Western Woods, latest edition. Where possible, pre --cut material before treatment. All field cuts and drilled holes shall be field treated in accordance with APWA M -4. Accessories, Bolts shall be ASTM A -307. Washers shall be malleable iron washers (M.I.W.) or heavy plate cut washers. Nails shall be common, American or Canadian manufacturers only. Log screws, shear plates -- see national design specifications. Anchors and connections shall be Simpson, Teco, Lumberlok or other ICBQ approved products. All fasteners shall be installed per manufacturers recommendations unless otherwise shown. All hardware exposed to weather or in unheated portions of building shall be galvanized per ASTM - Al23. Minimum (nailing. Minimum nailing shall be per UBC Table 23-- 11 -B-1 nailing schedule. Roof sheeting nailing shall be in accordance with UBC Table 23- '- 1I -B -2 nailing schedule. See loads section above for the appropriate wind velocity. Sheathing (plywood /orb). Each sheet shall bear the trademark of the American Plywood Association. All grading shall conform to PS 1--83 and Report No. NER• -108. Thickness and layup shall be as shown. All plywood shalt be group 1 or Il species. Unless otherwise shown, provide the following minimum nailing: Panel edges 8d at 8" on center Intermed. Support 8d at 12" on center Materials, rrjanufacture and quality control shall be per ANSI /AITC A -190.1 and ASTM -D3737 "Design and Manufacture of Structural Glue Laminated Timber". Unless otherwise shown, camber all beams 1 -1/2 times dead load deflection. Unless otherwise shown, all beams shall be combination 24F -V4 or 24F -IJC, and have exterior glue. Unless otherwise shown, industrial appearance 1s acceptable. All wood adhesives shall be elastomeric and shall be equivalent to 3M Scotch Grip wood adhesive 5230. Apply all adhesives in accordance with the adhesive manufacturer's recommendations. Pre - Engineered Wood Components. Member geometry and spacing shall be as shown on the plans. The manufacturer shall provide additional framing member as shown or as necessary to provide support for mechanical equipment, wall or other partitions, snow drift loads, etc. Trusses with spans greater than 35' shall hove the heel plates designed considering the effect of eccentric loading. Where noted precr*t blocking, bridging, bracing and /or filler pieces shall be furnished by the manufacturer. Where applicable, wind uplift bracing shall be provided by the manufacturer. Unless noted otherwise, the truss manufacturer shall specify and furnish connection hardware for the installation of their system. Shop drawings shall indicate all required permanent bracing. Supporting calculations shall indicate member stresses, species /grades and applicable ICS-O /CABO approvals. Shop drawings and calculations shall be sealed by a professional engineer registered in the State of Washington. Shop drawings shall be attached to the on site permit set and availoble for inspection at all times during construction. Complex and unusual designs shall be submitted to the Engineer of Record and the Building Official for review prior to permitting. Metal plated trusses shall be manufactured on detailed in conformance with the following standards: TPI-85 Design Specifications for Metal Plate Connected Wood Trusses. SCP -78 Code of Standard Practice for the Metal Plate Connected Wood Truss Industry. OCM -77 Quality Control Manual When delivered the components shall be accompanied by the fabricators certificate of conformance to the above referenced standards, and by user advisory notices equivalent to: WI HEY -80 Recommendations for Handling and Erecting. TPI BTW-76 Bracing Woad Trusses: Commentary and Recommendations. S UPSON MST 48 0 JOOlI IN WALL it . INSTALL STRAP OVER WALL 9$A1HU0 NTS LOCATION OF HOR'S WHERE REQ1 0 UNDERSIDE OF TOP P - SEE NOTE (4) FOR HOR SiZE INLESS NOTED OTHER%ISE ON FLOOR PLAN. NOTE: LOCATE HDR A TOP OF WALL OR 0 TOP OF OPENING a CONTRACTOR'S OPTION UNLESS iNDicATED OTHERYASE BY ARCHITECT OR ENGINEER. (2) 16d TYP. (2) 16d INTO EAQI STUD 0 TOP tc BOTTOM. P (B) 16d INTO SOLID WOOD COL I 2X6 BLKG. FULL LENGTH BEHIND STRAP. NO HORIZ PW JOINTS FOR LENGTH OF STRAP MIT BO1T. R 0 DOORS PP. SX TREATED g TO MATCH WALL STUD WIDTH. FOR SHEARWALL SCHEDULE. A.B. SIZE & SPACING J TYPICAL EXTERIOR & INTERIOR BEARING WALL FRAMING ELEVATION NOTE: HEADERS SHALL BE EITHER (2) 2X12 HF #2, 4X10 DF#2, OR 6X8 DF#2 UNLESS NOTED OTHEWISE ON PLANS. A 3 (c 2.?" c ue. 5 E-rfwei P �e pv1 E� 444 4"C• , - 1.7 t f - ; l;L+� tat . . * 71( Ltd ilLW See, S - 3 6.00 SEA.. I ) i SiMPSON HO WHERE REQ'D. SEE PLANS FOR STU. STMPSON MST 48 0 CHANGE IN WALL P I1EIGHT. INSTALL I SHEAR WALL SC(iEDULE NOTES: 1) BLOCK ALL PANEL EDGES 2) COMMON OR GALV. BOX NAILS 3) 2x STUDS SHALL BE HFI2 OR BETTER, K1LN -DRIED 4) USE 3x STUDS AND PLATES 0 PANEL EDGES 5) ANCHOR BOLTS SHALL HAVE MINIMUM 2" BY 2" BY 3/16' THICK PLATE WASHER SHEAR WALL NAILING SCHEDULE NTS ..SeriC)/\1 i (rtt5 pcx re p1aces 40v awcl 41 o A 6.6 • • -i l2• . A 2.b ALT. CONK. ®R T ANCHOR OMIT COUPLER AND ROD EXTENSION WHERE WAIL STUD REST DIICTLY ON CONCRETE FOUNDATION. (3) 2x6 B.U. STUD 3/4" d LAG BOLT 8' EMBED INTO BEAM ALT. CONN, Q HEADER OR - BEAM TYPICAL HOLDOWN DETAILS NTS t PRE - MANUF. TRUSS w CONK. BETWEEN FLOORS CM Of TUK(WLA APPROVED NOV 2 1 2002 7TEO I4G OCT 2 5 2002 DOA' 01 at p 1 r W L.LJ 0 z tat z (J Z O U CO • aia 2 ra » resigner, Drafter. Checker: issue Date: Revision: Project Ref.: Client Ref.: CAD Ref.: SHEET NO. S1 REV.